Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
B9906933 - Calcs (2)
T8G TAYLORRUCTURA& L GAINES NEERS A T M A D COMPANY fa Y is ( fr SUPPLEMENTARY CALCULATIONS OF LOW CONCRETE STRENGTH ELEMENTS FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA 10371-11 14-040 ir 3 ' &h(k � ( Go-e4e ant„, Goiwasel PUE To Nf STtENe, p{ come- g.6T%s Taylor & Associates Architects GRy&Lnd�l Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395.11 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com PASADENA • SAN D I EGO • ENCINO • ANAHEIM 7 Tat STRUCTURAL GAINEERS NES A T M A D COMPANY SUPPLEMENTARY CALCULATIONS OF LOW CONCRETE STRENGTH ELEMENTS FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Taylor & Associates Architects Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395.11 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com PASADENA • SAN D I EGO • ENCINO • ANAHEIM SUPPLEMENTARY CALCULATIONS OF LOW CONCRETE STRENGTH ELEMENTS PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN Plan Check Comments and Design Team Responses 1 — 8 Summary sum-1 — sum-3, 2A-1 Summary of Item 1— 7 S-1 — S-2, K-1 Wall 1/C-D al — a6 Shaft Wall 1,2 bl — b7 Wall A/8-10 cl —c5 Wall A/3-5 d l — d8 Footing 6 and Other Footings e0 — el0 Column A-7 fl — f3 Grade Beams FC-1 — Fc-15, 6A-1, 7A-1 — 7A-17, 8A-1, 9A-1 — 9A-92 Wall C/6-8 g-1 — g6 Column h h-1 — h10 Shear Wall i i-1 — il3a, 15A-1, 15A-3 Shear Wall j jl — j11, 15A-2 Column k kl — klOa Shear Wall 1 11 —17 Comment 18A 18A-1 — 18A-7 CITY OF NEWPORT BEACH . P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 UILDING DEPARTMENT - PLAN CHECK REPORT Project Address: I H Off . p e- . Date: Plan Check No.: O'378M Plan Check Engineer: `frs J Sc P Phone: (' 4't) o44_327& Applicant to indicate in column at right where the correction was made on the plans. NQ. Correction Location on Plans 1.—}, I Tr- r-4 t P .z 7 RAVa. r.9oi gt;� rs pa Viousb- 71o►4 > �sy�t� p , pt= �.41 pnc��MPa In vE't7.tr--( DESttor-3 ppA\/I0P17 Is AOrsQ.UfiTtc. lSsF rTrr-1 2- P,rELeoL,.1) Tpirel a iDec) 0N3 SI-tt;l:T Z ?rev (2..FeP cm! AIMpls% skAFT_iAll a,.t 7.w1Q t. 3 P .0 ` t . R. l-t mt.j tar-- fa) e_.A Le., f r A-7t /I rr t ^3A aR c ff.DIz Lr--_ Y&l 7. �r.1LT. pP-aut()FrI) rten.c_t.t_cuL-ATie pi PPOv10ED 14-, r-o(2_ € 12 id7 r(�A > > L.ti let e prJL`.( t-ta1J is Ve(Z) e.....-bNc.te. Tom. stt7 Gto, /-»TH Fog- ALt_ re, nit tJ et, C HAA/ a' 13 Eri r2S'tSB0 pCr?. e c-i tr-12,AL. Mo`ft,S p-0.011ki6 VStr-_NA c-.1:04Il 13t= pls..)2_ pT. E27.4 lZErVLS. t-.4+-1 rcll-411orJ RLfaxfPt&6IY, Ar"AA- d e N.) Fo (Z-c_.t (\.) t; 1701r 5 12-1 t.9or` mit-'(c.H pCIA-lt_n L I . P7RVlS-c \EJ-teE7 G4LLJt PriMKIS (2P_Lr=2 -re, cAir ,t. Fgo/(oeo) }�'lwVip it l�1?�F� �—gamArrn-fr'Y'�It— 51tor..1 r1 aril Fe--t S1-HA-tl e—c t.c=C,tl�1 t= (17SC j2 b t-4A-W 14S cr.1 lAt_GS. ) p \t t' 12 t F '--( 'Th-I A-T A- I I .- . h'C /; 24 OE IS EA-r--15 pr.P 7= p e- S l r Niao t'3A-SC-) 6rJ F c - 400n psi \ 3i00 Newport . oulevard, Newport beach 2 CITY OF NEWPORT BEACH . P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 UILDING DEPARTMENT - PLAN CHECK REPORT Project Address: 1 KoA-C, 012, Date: Plan Check No.: 6' 18-9°l Plan Check Engineer: '. 'r) i 1S ( Phone: Ca ¢CA. Applicant to indicate in column at right where the correction was made on the plans. 10 .. Correction Location on Plans :r;, s Areltr fl-4 = c--12.A-pl to) ,6,M Dt -Ca-it SHAi( „�1 ' l) .t_ ,\ I �/- f 2 y-f 7l/ se r f c sS 12-e FE I2 t= rJ L c-- p Z r.l C 4 (c t)1 4-1 ro • L. R12-:€A<- "AF 0-C trip SKnLjNI ZIJ a•R.AO13.M :r t.-Cc) Lerl un r�15 s N p,1 a-' jJ S11 FI -Z. 0Its, pp-69J tO G SL5SitFtu41IorJ (un-k rze✓ A2eA a) Fr I'ew}j• tS 51.-IFE}I�:�F tNrOI?i�4�lC-�"j pI�v I (7C�[� t2.soe c...G '? -6Nn.1t Cat cctvtlFt\ap. P►ZaJlfls ct A-4 lr tc S--i10 0 Ta V (- Q (`' Y -CHA-T A H Er 4 t2. lam1rtFat2tASrnt,is.11 sHoW,J 6,n1 e *La A-7or`1 0E, 1Art( ciii4i4 I-4AIr H - pr20 \ (n>; A- Si)• Metes He A-t00 C,YL< (tA.T%l%N) p r IZ Er, f"� '� (2G� ea tQA t--1 t) 'S in f in V tz 2 l Fir -(t'(R-1 G*LC J t ..A-1 LC 3 Q9e.1 t pRn (S 424R7 i'% ---- -131/1.- i %',ff A .A. � , I I4- `t PLA.Id P2c5.r t0c2nN1 SN FT tc - 1 er ro r- S t�.l a e( M R �T � —frr ie% ( E 0 r1 S cr(t=. -i 6 -- 1 (Z.._ C. ; S E4 A -12 W 414 le l 0 1._ ( NS t717 1 Q "( t.../ Ni I 1 NI t= c C. s'i ID t A.ppIvc_he-Ac=- r-¢rt_vt-dt.N1 2ETA-IL SHM'. PR' -r DvL, t o IN GL.� A- _pp_o t D e i� ____Q Te tel. ; co c)O �- a r00 P-e\f i a .c) S? t2-0Voi- l ,4. . ` �(J II DSI��ppL� oJIn D SN8c+ A�1( � cMlpIE.Tap �kI� AI4orl.L- Ea -ID Li1-IMS SH04AnI or.t raMpu7L3/_ `% IG. S S HMI (I Pel r-T e H �� S T 2 TA • 't/A-Ls ) A pp u c44-ale F Loo er, s NA-11 & E c t 42(tf I0s, Kitt F I&P 3300 Newport Boulevard, Newport Beach Project Address: CITY OF NEWPORT BEACH . P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 UILDING DEPARTMENT - PLAN CHECK REPORT H 0A-6, D a • 3 Date: Plan Check No.: tp378 99 Plan Check Engineer: `(a + 1 S C= N= Phone: (9.44)_4044--3Z7. Applicant to indicate in column at right where the correction was made on the plans. No. ,- Correction Location on Plans .I.L 12 a J l 1`� t; t-&4r,1 p /. A- I ter' + 1 LA-7 t o ri I; 0 2 A 4 r4 p LE.- li l All TA V S r21 F'( T H 61 puss +'r f ' Q C'(14- i NI t✓4), A-A-j Q.7.4 T e c_ \e At✓c_cl I. -A -run rJ pao./ tpc?0 eA1 2 le S r t, I-tT Aizis rJ0'( ,4ecgp-(r+alt=. ., A-t .r f tl_A-tt nNJ 41-1,1-II r a l A•0 .ty --.Ha..) / 4� c ' IAA 181k lI-_ ✓I -714,314A-1 't_av-u , kJHtcrt-( et, 1240 t N,.1Pit 4...) kJ H 61 ApplitCA,SL.P. 'iceST NT ki tn..'t.✓7 P -r= 1= rr tZ To , ec,, l,t t n l KJ _A' La 5 7 H L...0 Ft A.12.t= 0 p/tP--( aF t►-le ,yq.t r•_S fa,v7 A2t� mir j I,JcLvpe0 _n#1 P ,R v t r> Q bP-A Jftdc, h-U APPI(r 4-LIt= 1747s44.1(rJC0S SHriOki dr.9 ,4 pppn,Jtr p suP,N1t-r- Alc SHp-I( Si= r'Ocy, R-e-FrW._. JCP0 .tr3 OS- V1se.(p eMcLit A -"flan f - rtn o I r t r _s,4'f rD ) F Ic2 . ke..5 S kA-K .( ».7ptten To T1-L riu(r-,. 0ipT_ To t-tA.iTHE 8 0A-Y ST2-I;Nisti tLVVk MU0(FV,Fr1trgpl. R c sQS1 _ 4HA11 eil=5. Alo pcnJCt0 3 g .ot2Cs FL- t,12.7kt JC p-ter.(-1r—:c(2 rpiiL p as 0,1,,ic All pea pnSr.p C_ANA-n1C.u< <,H#t4 6cs rIeUOaO, - /tl ftlt Pr7(oNJ pc_DQ_ P1zeaSt= 0 r H&kVar 'S t1-t_A-II y Gt___. RI9,l-( t .A-Ci 1f 0 n Ni F9-45a "C cam•/' eo. 3300 Newport Boulevard, Newport Beach 4 RESPONSES TO PLAN CHECK REVIEW COMMENTS ON PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN COMMENT 1A Item 1 through 7 have not been previously approved. Provide calculations and documentation to verify design provided is adequate (see Item 2A below). RESPONSE 1A Calculations for Items 1 through 7 were submitted previously for review on August 15, 2001 and they are also included in this package. Our understanding was that these items have already been reviewed previously. The following comments of 2A through 14A are related to Items 1 through 7. COMMENT 2A Table provided on sheet 2 refer to wall, column and shaft wall on 2nd and 3rd floor. However, calculation provided are for level 2 only. RESPONSE 2A The table on sheet 2 gives the locations of wall, column, and shaft wall as between level 2 and level 3. The structural elements in both the table and the calculations have the same locations. However, to have a uniform definition of structural element location, the table is revised. The level used in the table means that elements are above the level. For example, the wall at the second level indicates the wall above the second level. See attached the revised table (page 2A-1). COMMENT 3A Footing calculation provided is for grid line 6 only. However, concrete strength for all footings have been revised per general notes provided. RESPONSE 3A All the footings are checked. See calculations from pages e0 through a 10. COMMENT 4A Footing design shall be per foot basis. Revise calculation accordingly. RESPONSE 4A The original calculations are revised as the unit of each foot for footing to design/check reinforcement. See attached sheet number e1. COMMENT SA Area of reinforcing does not match detail LI/S4.1. Revise calculations provided (refer to calculations provided). RESPONSE 5A The calculations are revised to match the reinforcement in the detail L1/S4.1. See attached sheet number el. COMMENT 6A Grade beam table shown on sheet FC-1 shall be legible (see marks on calculations). RESPONSE 6A A legible copy is attached for review. See attached sheet number 6A-1. 1 COMMENT 7A Provide a complete set of calculation to verify that all grade beams are designed based on = 4000 psi. RESPONSE 7A Table in page FC-1 lists the moment capacity of grade beam at each grid line with concrete strength off,' = 4000 psi, and the moment demand of each grade beam. Comparison in the table indicates all the grade beams with concrete strength of = 4000 psi have sufficient strength over the moment demands. Also, the table gives the moment capacity with concrete strength of f' = 5000 psi for reference. Note that the moment capacity does not significantly reduce due to decrease in concrete strength. Original grade beam calculations are attached (page number 7A-1 through 7A-17). COMMENT 8A Applicable grade beam detail shall be cross referenced in calculation. RESPONSE 8A Cross-reference for each grade beam has been indicated in the calculations. See the attached sheet FC-la or page 8A-1. COMMENT 9A Area of reinforcing shown in grade beam calculations shall be justified. RESPONSE 9A Each grade beam has a page of reinforcement calculations showing shear and moment capacity. Grade beam reinforcement is selected based on the capacity and required shear and moment per grade beam analysis. Grade beam analysis has not changed from original calculations. Page FC-la summaries the shear demand and capacity of each grade beam. Also, copies of grade beam original calculations are included herein for reference (page 9A-1 through 9A-92). COMMENT 10A Shear reinforcement provided shall be justified. Provide clarification to verify that shear reinforcement shown on calculation and detail match. RESPONSE 10A See response 9A. COMMENT 11A Provide a sample hand calculation for each program used to verify that calculation provided is adequate. RESPONSE 11A Grade beam analysis program was submitted with original calculations. We are resubmitting with this package. Calculation for reinforcement is a spreadsheet with ACI formulas given on the spreadsheet. COMMENT 12A Key plan provided on sheet K-1 does not match Table on sheet S-1 (i.e. shear wall at grid line 1 between line C (Cc D). RESPONSE 12A The key plan is for Items 1 through 7 only and does match Table on sheet S-1. For example, shear wall at grid line 1 between line C & D shown in the key plan is the item 1 in the Table. The second column of Item 1 in the Table indicates "wall, 1/C-D". Page K-1 is revised to indicate wall location along line 1. 2 COMMENT 13A Applicable column detail shall be indicated in calculations provided. RESPONSE 13A In addition to the column grid lines and the level, all the column detail callouts are indicated in the revised calculations. Note that the structural drawing S-6 includes all the column sections and rebar details. COMMENT 14A Provided Item 1 through 7 shall be clouded for review and approval. RESPONSE 14A They are clouded now. COMMENT 15A Wall design shall be completed. (a) All grid lines shown on computer calculations shall match test data. Also, applicable floors shall be dearly identified. (b) Provide hand calculations for a sample wall to verify that result obtained are adequate. (c) Calculations provided on i and j sheet are not acceptable. Calculation shall clearly show what level, which grid line and what applicable test it would refer to. RESPONSE 15A (a) For wall strength check, the calculations show the wall grid line, level, and the number of test report. (b) A sample calculation is provided for wall strength check. See attached page 15A-3. (c) For wall strength check on i and j sheets, the wall grid line and level have been already presented in the original calculations sheets (columns 2 and 3 of each table). For plan check engineer's convenience, Number of test report for each wall is added in the i and j sheets for the reference of concrete strength. See attached pages 15A-1 (i-1) and 15A-2 (1-1). COMMENT 16A Column A2 at 5th level are part of calculations, but are not included on revised drawings. RESPONSE 16A 56-day concrete strength of Column A2 is 6010 psi. Accordingly it is not required to be included in revised drawings. COMMENT 17A All applicable drawings shown on approved submittals shall be cross referenced on revised calculations. RESPONSE 17A A note is added on the summary page: All changes involve the concrete strength and are shown on structural drawing S1.1. COMMENT 18A A modification request shall be applied to the Building Department to have the 56 day strength used in calculation (in lieu of 28 day strength). Such Modification request shall be approved before further recheck could be done. 3 7 RESPONSE 18A The copy of the acceptance form is attached (page 18A-1 through 18A-7). COMMENT 19A All proposed changes shall be clouded. Calculations for proposed changes shall be clearly labeled on front cover. RESPONSE 19A All the changes are clouded. See the attached drawing. 4 • e T&G TAYLORp& L GAINES StRUCTURGINEERS A T M A O COMPANY ADDITIONAL STRUCTURAL CALCULATIONS FOR PARKING STRUCTURE FIELD CONDITION HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA Taylor & Associates Architects :gate e-zetfric- Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com /. /Iea& 7g4-u 7 p/ie v/©a sz y v/ &'GIEz (H 4S /061 6C.Mrs R..SJtGNeD / � z . 4/,voteL!^/2e %yt9l-( /fa -''Lc "-atce/£ a Ccoa t/ 3t✓ %s, 0 4,zc AJo7- l^hCA?& �'/ 17-f c= S c D U LC . e1G- peskeprl IS oen /*c ap-TAMS (see. cot OtJ Q.to l-'r, C. Tpcbt-'E pPen i7Et3 p0E'j tjP'( MA-lcf-( SCasp -/ SUMMARY OF CHECKING WALLS/COLUMNS/FOOTINGS WITH LOW CONCRETE STRENGTH PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN No. Wall/ Column/ Footing Level 1 Wall, 1/C-D 2nd-3rd 2 Shaft Wall 1st, 2nd 3 Wall, A/8-10 2nd-3rd 4 Wall, A/3-5 3rd-4th 5 Footing** Line 6 6 Column, A/7 2nd-3rd 7 All Grade Beams (Total 8)** 8 Wall, C/6-8*** 4th-5th 9 Column, C/9N 3rd-4th 10 Column, C/10 3rd-4th 11 Column, E19 3rd-4th 11 Column, FJ10 3rd-4th 12 Col. A/11, E/11 3rd-4th 13 Column, D/11 3rd-4th 14 Column, D/12 3rd-4th 15 Column, B/11 3rd-4th 16 Column, B/12 3rd-4th 17 Col., A/6,A/7 3rd-4th 18 Column, E/6 3rd-4th 19 Wall, E/3-5 4th-5th 20 Wall, E/7-8.5 5th-6th 21 Wall, C/6-8*** 3rd-4th 22 Wall, C/6-8 4th-5th 23 Wall, C/6-8 2nd-3rd 24 Wall, A/3-5 4th-5th 25 Wall, A/8-10 4th-5th 26 Wall, 1/C-D 4th-5th 27 Wall, 12/C-E 4th-5th 28 Stair Wall #1 1st-2nd 29 Stair Wall #1 2nd-3rd 30 Stair Wall #2 2nd-3rd 31 Wall, A/1-3 2nd-3rd 32 Wall, E/2-3 lst-2nd 33 Wall, E/5-7 lst-2nd 34 Wall, E/2-3 2nd-3rd 35 Wall, 12/E**** 1st-2nd 36 Column, C/5 5th-6th 37 Column, E/10 2nd-3rd 38 Column, A/2 5th-6th 39 Shaft Wall 7th 40 Shaft Wall Roof 41 Wall, FJ3.5 3rd-4th 42 Shaft/Stair # W. 1st/2nd Testing Report Number #2096 #2020 #2164 #2227 28-Day Strength (psi) 5535 5090 5680 5555 #2096 5535 #2319 #2320 #2320 #2320 #2320 #2335 #2335 #2335 #2335 #2335 #2335 #2335 #2421 #2521 #2319 #2480 #2248 #2448 #2491 #2423 #2492 #2568 #2482 #2514 #2422 42481 #2479 #2248 #2320 #2567 #2321 #2322 #2267 #2400 4975 5445 5445 5445 5445 5155 5155 5155 5155 5155 5155 5155 5245 5705 5265 4775 4975 5405 4685 5305 4875 5720 4995 4775 5095 4935 4600 4975 5445 5430 5540 5710 5990 5750 56-Day Strength (psi) 6260 5910 5920 5390 5820 5820 5820 5820 5820 5820 5820 5610 5610 5610 5610 5800 6470 6440 5750 5390 5600 4990 5840 5060 5840 6380 5340 4810 5380 5380 5320 5220 5390 6010 6420 6510 6860 6610 Strength for Calcs. (psi) 5500 5000 5500 5250 4000 5500 4000 5250 5500 5500 5500 5500 5500 5500 5500 5500 5500 5500 5500 5750 5500 5250 4750 5300 5250 4500 5250 4750 5750 5700 4750 4750 5275 5275 5320 3000 4750 5250 5250 6000 6000 6000 6000 Page of D/C Additional Calculations 0.953 al-a6 0.648 b1-b7 0.974 c1-c5 0.716 d1-d8 0.218 <1,ok fl-f3 0.996 FC.1-FC.15 0.857 g1-g6 <1, ok h1, h10 <1, ok h2, h10 <1,ok h3,h10 <1, ok h3, h10, k3, k4 <1, ok h4, h10 <1, ok h5, h10 <1, ok h6, h10 <1,ok h5,h10 <1, ok h6, h10, k1,k2 h7, hl0 h8, h10 i1,12 i1, i3, i3a i1, i4, 15 1, i6, i6a 1,i7 i8, i8a, i9 i10, i10a 1, i12 i1, i13, i13a j1, j2 jt, j3, j3a j1, j4, j4a j1,15, j5a j1, j2, j6 11, j2 j1, j7, j6, j8a, j9 k5, k6 k7, k8 k9, k10 j10 111 <1, ok <1, ok 0.999 0.196 0.996 0.881 0.922 0.608 0.707 0.609 0.813 0.320 0.353 0.134 0.795 0.914 0.607 0.975 ok <1, ok <1, ok <1, ok ok ok ok ok Note & Source of Test Data Teratest Labs Teratest Labs Teratest Labs Teratest Labs TAA max. D/C listed TAA TAA TAA TAA TAA/Teratest Labs TAA TAA TAA TAA TAA/Teratest Labs TAA TAA MaCarthy Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs* Teratest Labs Teratest Labs MaCarthy Teratest Labs Teratest Labs Teratest Labs Teratest Labs TAA Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs Teratest Labs Notes: * The another report #2322 is for the same wall (page j11). The 56-day strength is 6510 psi. Thus the lower strength from the report #2491 is used to check wall capacity. ** The test report numbers below 2000 are all for footings. The minimum footing concrete strength is 4030 psi. Thus 4000 psi is used for all the footings and grade beams. *** Column C/6 is the boundary of shear wall. The wall shear and boundary requirement are checked. **** For retaining wall, the design concrete strength is 3000 psi. a_ cr9 PD c 7i = 1 .....:: - . i- United -0 E United I United -° D United ".1.' " 9.e .7.; To • 10) C'. '1,2 - '". D b A" 13 1? United -c, ..-4,••.4 Tech Lab • '''' G Wills Teratest ' 4,--. P Weaver Teratest P Weaver Teratest P Weaver Teratest P Weaver j Teratest P Weaver Teratest i-c c reir2E577,,i rt177;Z.4.1 P Weaver Teratest - g ) . g ' '.' ' • 2 12 0 I M.Y. D.E. :. Pour Location 44, 5 8 m ' .; 8 8 '' • , ,. - -• . • 2 I' looting C line Grade Beam C/5-11 -, Grade Beam D/6 Grade Beam C/5 Grade Beam C/6 „„:, ...,, • - , pad footing at 11/E E Shear wall at 1/C-D Level 2 . Shear Wall Level 3 A/3-5 Shear Wall E13-5 level 3 44 ... , Elevator Shaft roof level Elevator Shaft root level -r= A a' 117s 3114 8 8 &3 , .. , 'Z. '. . ' ,-, ;,. 8 .--= .„.. CM 8 7.= 8 ,-.= 8 ..-= ..._ CM 8 .-.= -._ CV 8 7.--- --- CV V, '-''''r ; ...'" __ 4 ..- .44 -44 ! 4 44 44,44 -4.4 e , 4 : 0Q V • V (Q 7.3 43 'It V 434 • „ a 8 01 :.--,• - 8 tiR 2 cg IL' . 8 . 8 . St- ` e , - 01 SI 4,4 "a ,Th 8 , ".4", ci ca - ' a 2 * ci 8 ci 8 ' ' -.. Avg. 28 day V, 3334 v2t. 443 4030 ''' 04. 444 44 Lt4,.. 4 144 : 04 4380 3850 4030 4145 43. ir 4 , '4, 4.0 wi• lt", - :, =.• ;47, ,3,4" ; 4; -c. " V' V, * 5710 4 ,3 414- c° "8 . 12 • ;','' 8 ' • A..., • • .;,..• ;•'..." ''''' '.K., n , 1 .5-r' &.!.'"i=1 ,,,, . 49 '04 -t a, ..c> ,v qi...., a. Li, '4. o ..„ .....• '... .."-. . F....x3 ° 8 ....cv •r° ,d-a" 4 0-9 8 ..tel 4 `N , ' '; gi. , ' 4?"'. cr' ot;." 8 la - S' ro- 2. 0, :3•11`1, S 8 :•4?i. 4 8 to in .41 , r. • ' (A. ni -EHJ a c->_, 10/25/00 c ,., 8 a ":= 8 a t.:- 8 a :: 8 a .- 8 a -7- 8 a ,7 .,...„ . -',.-; a , ,, 49, 8 ,,,e t' ',-. I 12/5/00 .,,,," ...4 '1g E,- c' ":1•46' ,,..ao- :.•a 4/20/01 "it' -,..... — a izz '....1.4... ,S.,, ...••• .4) '., .- S .- '.9 •;, , !... ,„ ca o o o K! 8•9°S8•428" a e :a a 8 2 ,e.,: 2, 2 >. inc N. . ...., ,v-, a a a a a a a- -• a '' 4 -4`1% :-.-,- -4- ,,,,,, ,„ a' w 8 8 ' 4 , .4. ' , ' ' V•fi ! „ 4 4 4 4 4 4 ' . 4'4.•,.! P.0 (0 2 ' CS 54:2 2 Ca ... ; 0 0 , P. . . rt2 Lre. 2 're 2 22. , 8 . ''' ' 2 8222D282.8`18 8 8 8 8 8 ; ' to(' g .• I,-' m-3(6 : r -In 8 2 N."'-1 8 a n 2 E, 2 " ' r- 2 ‘t> ,88 r -.In r -.L° 4 ft S a -a- ,-... <.•i'- ,, .81 c A 0-, 8 ,c to"' c 1 cr, 8 c <° Fo' co 2 c a, RI c 2 c 8 c Si c a , 6-- -• - co g.s. Pc:. 4, to-. ' ' n c .,.._ Pour Date 00 9/22/00 e 88c'8°88888 ' ... ' 1 ' - , 1..•:. 82,8 ,:.'; a a : ,-, 3 3 ' ;,, .(..:, Ca tier-2A SUMMARY OF CHECKING WALLS/COLUMNS/FOOTINGS WITH LOW CONCRETE STRENGTH PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN No. Wall/Column/ Footing Testing Level Report Number 1 Wall, 1/C D 2nd 2 Shaft Wall 1st, 2nd 3 Wall, A/8.10 2nd 4 Wall, A/3-5 3rd 5 Footing** Line 6 6 Column, A/7 2nd 7 All Grade Beams (Total 8)" 8 Wall, C/6-8"' 4th 9 Column, C/9N 3rd 10 Column, C/10 3rd 11 Column, E/9 3rd 11 Column, E/10 3rd 12 Col. A/11, E/11 3rd 13 Column, D/11 3rd 14 Column, D/12 3rd 15 Column, B/11 3rd 16 Column, B/12 3rd 17 Col., A/6,A/7 3rd 18 Column, E/6 3rd 19 Wall, E/3-5 4th 20 Wall,-6/7-L6 6th 21 Wall, C/6 e"' 3rd 22 Wall, C/6-8 4th 23 Wall, C/6-8 2nd 24 Wall, A/3-5 4th 25 Wall, A/8-10 4th 26 Wall, 1/C-D 4th 27 Wall, 12/C-E 4th 28 Stair Wall #1 1 st 29 Stair--Wall#1 2nd 30 Stair Wall #2 2nd 31 Wall, A/1-3 2nd 32 Wall, E/2-3 1st 33 Wall, E/5-7 1st 34 Wall, E/2-3 2nd 35 Wallr12/E"" 1st 36 Column, C/5 5th 37 Column, E/10 2nd 38 Column, A/2 5th 39 Shaft Wall 7th 40 Shaft Wall Roof 41 Walla-5 3rd 42 Shaft/Stair-LW, 1si2nd 43 Wall A/8-10 5th 44 Wall E/8-10 5th 45 Wall 12/C-E 5th #2096 #2020 #2164 #2227 28-Day 56-Day Strength Strength (ps0 (psi) 5535 6260 5090 5680 5910 5555 5920 #2096 5535 #2319 #2320 #2320 #2320 #2320 #2335 #2335 #2335 #2335 #2335 #2335 #2335 #2421 #2524 #23 #2480 #2248 #2448 #2491 #2423 #2492 #2668 #2482 #2514 #2422 #2481 #2479 #2248 #2320 #2667 #2324 #2322 #2267 #2400 #2853 #2853 #2853 4975 5445 5445 5445 5445 5155 5155 5155 5155 5155 5155 5155 5245 6705 6266 4775 4975 5405 4685 5305 4875 5720 4995 4775 5095 4935 4600 4975 5445 5430 6540 5740 6990 5760 4835 4835 4835 5390 5820 5820 5820 5820 5820 5820 5820 5610 5610 5610 5610 5800 6470 6440 5750 5390 5600 4990 5840 5060 5840 6380 5340 4810 5380 5380 5320 5220 5390 6010 6420 6510 6860 6640 5370 5370 5370 Strength for Calcs. (psi) 6500 5000 5500 5250 4000 5500 4000 5250 5500 5500 5500 5500 5500 5500 5500 5500 5500 5500 5500 5750 6500 5250 4750 5300 5250 4500 5250 4750 5750 5700 4750 4750 5275 5275 5320 3000 4750 5250 6250 6000 6000 6000 6000 5370 5370 5370 Page of D/C Additional Calculations &953 0.648 0.974 0.716 0.218 <1, ok 0.996 0.857 <1, ok <1, ok <1, ok <1, ok <1, ok <1, ok <1, ok <1, ok <1, ok <1, ok <1, ok 0.999 9,196 0.996 0.881 0.922 0.608 0.707 0.609 0.813 0.320 0,353 0.134 0.795 0.914 0.607 0.975 ok <1, ok <1, ok <1, ek ok ok ok ok 0.335 0.197 0.368 al-a6 b1-b7 cic5 d1-d8 f1-f3 FC.1-FC.15 gl-g6 hl, h10 h2, h10 h3, h10 h3, h10, k3, k4 h4, h10 h5, h10 h6, h10 h5, h10 2q-i Note & Source of Test Data Teratest-Labs Teratest Labs Teratest Labs Teratest Labs TAA max. D/C listed TAA TAA TAA TAA TAA/Teratest Labs TAA TAA TAA TAA h6, h10, k1,k2 TAA/Teratest Labs h7, h10 TAA h8, h10 TAA i1, 12 MaCarthy 11,13,-13a t1,-147ib Teratest-Labs 11,16, i6a Teratest Labs i1, 17 Teratest Labs 11, 18, i8a, i9 Teratest Labs 11, i10, 110a Teratest Labs* il, 112 Teratest Labs 11, 113, 113a Teratest Labs j1,j2 MaCarthy j1, j3, j3a Teratest-Labs j1, 14, j4a Teratest Labs j1, j5, j5a Teratest Labs jl, j2, j6 Teratest Labs j1,j2 TAA jl, j7, j7a Teratest Labs j8, j8a1 j9 Teratest-Labs k5, k6 Teratest Labs k7, k8 Teratest Labs k9410 Teratest-Labs 110 Teratest-Labs j14 Teratest-Labs Teratest-Labs Teratest-Labs 11-17 Teratest Labs 11-17 Teratest Labs 11-17 Teratest Labs Notes: The another report #2322 Is for the same wall (page j11). The 56-day strength is 6510 psi. Thus the lower strength from the report #2491 is used to check wall capacity. "The test report numbers below 2000 are all for footings. The minimum footing concrete strength is 4030 psi (28 days). Thus 4000 psi is used for all the footings and grade beams. Column C/6 is the boundary of shear wall. The wall shear and boundary requirement are checked. "" For retaining wall, the design concrete strength is 3000 psi. 56-day concrete strength Is over the design values. ADDITIONAL STRUCTURAL CALCULATIONS FOR PARKING STRUCTURE FIELD CONDITION HOAG MEMORIAL HOSPITAL PRESBYTERIAN Based on testing results of Teratest Labs, the concrete strengths in some locations of parking structure are lower than the design values. Taylor & Gaines Structural Engineers are requested to recheck the structural member capacities with low concrete strengths. The recheck work includes. (1) shear wall at line 1 between lines D and C at level 2, (2) air shaft wall from level 1 to 2, (3) shear wall at line A from line 8 through 10 at level 2, (4) shear wall at line A from line 3 through line 5 at level 3, (5) footing along line 6, (6) column at line A-7 level 2, and (7) all the grade beams. Concrete strength for each structural member is attached to corresponding calculations. Recheck indicates that the structural members with testing concrete strength have capacities to resist design forces. Changes of concrete strength for structural members are indicated in general notes of the structural drawing. Detailed calculations are summarized as follows. Page I. Shear Wall Check @ Line 1 @ D-C Level 2 with f ' = 5500 psi. al — a6 2. Air Shaft Wall Check from Level 1 to 2 with f' = 5000 psi. b I — b7 3. Shear Wall Check @ Line A @ 8-9-10 Level 2 with f' = 5500 psi. cl — c5 4. Shear Wall Check @ Line A @ 3-4-5 Level with f' = 5250 psi. dl — d8 5. Footing Strength Check @ Line 6 with f' = 4000 psi el (5 e e Ge at M @ NJ" 6. Column Strength Check @ A-7 Level 2 with f' = 5500 psi fl-f3 7. Grade Beam Strength Check with f' = 4000 psi FC1 — FC 15 r 5-2 ADDITIONAL STRUCTURAL CALCULATIONS FOR PARKING STRUCTURE FIELD CONDITION HOAG MEMORIAL HOSPITAL PRESBYTERIAN Page 1. Shear Wall Check @ Line 1 @ D-C Level with f; = 5500 psi. al — a6 2. Air Shaft Wall Check from Level 1 to 2 with fe' = 5000 psi. bl — b7 3. Shear Wall Check ® Line A @ 8-9-10 Level 2 with f; = 5500 psi. cl — c5 4. Shear Wall Check @ Line A @ 3-4-5 Level 3 with fe' = 5250 psi. dl — d8 5. Footing Strength Check @ Line 6 with/et = 4000 psi e 1 6. Column Strength Check @ A-7 Level 2 with f ' = 5500 psi fl-13 7. Grade Beam Strength Check with fe' = 4000 psi FC1 — FC15 -1 ALL SM-lr�E�S PRodtOsO SNA-t( pea pcR..l'f Lor(L O (ts1 vLR ) 2N0 pc., - Iiaom PLA►fl a pRovtoe- A --plot tC..A Qa t C- r.1Q N r-+ 1-1 8g0§ a v Ln 0 8oQ$ O \ Vl N v V V 4 m♦� V II V II v '1 8 © J i V CO I I 1- 1 ICR `r k ,1 p i I; U Q w 5 1 Ten TAYLORRUCTUR�& GL AINES A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO 0'/0-iou 4 sheet _AL__ of by 42 job no /396 atwf/r�-ti/k/I yL%/u/deavea2 r�3idNos- sit, f'-.SSDD,,J.Jdate 4/4 o) AioLG at fait 2%i/dr /detrueeeest 2a 31-sb FGmr G6ra .SSDO/si awned ( SEE,- a 3 f*-T-TA G /7 @ /2' ear/ fq.Ce, ar% ` is .Co6 D.Do¢/7 P.c — OOD26 2¢x/2 g — 0,J'2¢X(676 -36)T iaa'—2885,(' v = 24,E (57d—36)X6;00¢/7,(6o s 9243,(' SO4 = 064'67883 74324) = 3h 764' — 3502 ( of fa 2'fr/Arad /alidat-tr fJ �� -• 0,953 »/ 4 tall 242 �/;y eet 2�a l- ,.T -rAN. c. is) / = ✓A'D, 85//X6nsin ofre '4 r,, 79 J \¢s /D¢ 7k=/D,r&J5,r /ODDo/24(62=787T,>4/6/ N4g'MgdLfYG /arm = 63,(' < = /6 /,(' 4( Sa 0/11)zakitZ -t&4 f Poi 3, "ye 253 (9ea a S Acr-roc-H�o� M-712781t4 &=26774' .576" A/ f 4, — 7422fD 2677 — 26D3 4' 2 S76 -24 2 MS, d-36' Aa24./,86=864•, ase /6-#// 4r-/fl/56-28n43 417; = 0 QtC -/fir) f' Adfd - , B,v n I o 86X55,J'(sHH -28.n) f 28,0 a'6o 1 = 3278,E �w 26a5 ,(' 4' LL JJ ,See Arta I�rLGIL�ttfii�/LS (age..;act, :Li 1 ) aLE HT!q .1 i. i-IIII =1111f ...... -.I.. 41 4) a q3 TERATEST LABS\ 2,8 O/a,7 76Sy P-Esut,T 17781 COWAN IRVINE, CA 92614 PHONE (949) 222-5321 FAx: (949) 2638843 HrTP://W W W,TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date March 22, 2001 Client HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. B 9906933 Protect Hoag Hosp. Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2096 - 000001 FIELD TEST DATA Structure @ Line 1 @ D-C Wall DateMade 2/22/01 Cone. Supplier United MixDesign No. 85575 Slump, in. 6.5 Air Content, % Unit Weight, pef Cone Temp, •F 75 Air Temp, •F 72 DateRevd 2/23/01 SampledBy D.ESCALANTE Design PSI 6000 Ticket No. 368566 Cement Type II Admix Mixing Time, min. Water Added, gal. 12 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 27948 7 03/01/01 6.00 12.00 28.27 116500 4120 Shear 27949 28 03/22/01 6.00 12.00 28.27 162500 5750 Shear 27950 28 03/22/01 6.00 12.00 28.27 150500 5320 Shear 27951 56 04/19/01 6.00 12.00 28.27 0 0 HOLD Result Average 28-day strength is below design strength. Respectfully submitted, TERATEST LABS, INC. By: Berdge Jolakian Reg. Civil Engr. No. 53348 Registration exp. 06/30/03 Reports To: Taylor&Gaines/Taylor&Assoc✓McCarthy/P.Philpott/CIO NB/United/GW-949-574-6091 Con; Slr>PLL- � le_ sra a (s 4+ G 92 CO m Of CO 0 0 0 m m ov r i • N0 C N ce O n F 0 o re9 0 ADDInONAL O O O 0 O 0 N N N N O O O O ea eam m v a a Q� W q o0 N m j N m m N C W 6 rc m Y-. z W CO NCO N • N c.7) O N 0 N Q O O O0 f0l 0. O ▪ N Q N 0 b 0 0 0 in h N • O V V NNNN J J J w '0 J J J m0 3RD LEVEL 0 CI 0 0 0 0 0 "' el el! elm CO 0 0 CO CO 0 r r r r r m i'0 0,• r n N 8$ 0 m trll N 0 p p CJ 0 O 8 0 0 00 0 00 0000 0 0 0 0 0 0 0 0 0 0 0 0 N N N N 003 r co9) O0l M C• O) N N N` N N N v v v a v v a v v v v OI 01. N I-- 0 el my 0 CVON) N N )0f1 m CV 0) Y 4 Y - N 00) 0 o • "' r �'' • `.=' a 0) N N 0m a) m m m e r a)m v 0) an 0 vr S • m N el el r CO O 0 0 O O o n en to N 0 0 G O O 01 m N Q N 030 f0 N N N N N 0 0 0 0 0 CO a `a e a o a •v v v N M CO 00 t+) CI CO0N N N N N JLj• J J J J J J J J J J J J J 0 0 J J J 0 0 Z a CV • m ui • I-O N 0 J a — 3 c? O N_ d e a cc TETAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 RASAD E N A, CALIFORNIA S 1 1 07 (226] 351-B221 FAX (820) 351-531 S sheet .2.33 of by %[ Job no. dote Yesyrt ' Co* Beare Hoar- ETABS per U✓it wx - 63,(' 014- 2,6fj Silo{ 31 0,8.516o.1'sn6 So° non' /00 f` did = /4(485,✓600o 822K > = 2401'4' o( Ay- (ea /2) .2.52a2 J--¢1 L=/2-a.2=//b' f%s/o - a, 3 1-se X/s' s4 f' A1 I _ 0,3,�'°¢X // 8X 6 r 256 / l _ / o/9 /4. fy4 C 4 k J 60 /48.8¢ 44, = o, of sk,/' o,oy-sX//aX6 0,12/he2 .754, 60 213 a Ct Y N N O wN Y et0mfl 04 R It CO CO 1- h h g a CO CO11- N OI CO p -.. N N N N N 0I N V 1(mw� 11 w�y w {ry w� w w wel 01taO1 N 0 m n u0 Y N CO 1 1 m < N CO b n CO (0 n b 0 0 1n o CO ei N N Cl m— N N pi 0) m m N co w Y u u i A 43 a : & N N N 5 A fi a C N R 0 g W I0 „ N N a C❑rl �tY 8 0 fV N N a O O N b a a O 0 t0 a a y Vl r r I� rp {p �p N h m 9 g m t�l Y d In CO N 0 m CO M ,c3441 N N m Ih 4 N 3224 !l 4 (YV N m CO N Far u s` 0 win' m N 04 n m CO 1 19. lai tQi '^ vl m '� o N w$ m m N N d, m M Y' N R 4 N 3 N i T O f CO 04 04 04 04 04 04 in m N. m 0 n n 0 m r Y o a °^ n e m o $ "qN 1pr�� ltyp et 0 f 10 0 O, Col O N N N N m 4{ O D o d d 0 0 0 o d OO C o w 0. Q -i 0 0 2 w a a0 U 1 N N N N N m§ 00 0 0 e 0 C. m m m m m m CO CO m m m m m m A m $ g 1 N m CO m Y or e- o m 0 3 0 a n Y w N N 0) N N n r N i0 CO m 1y O O N 04 N a 04 n $ w w O ''fl N r m 0 Li 2 N m 0 0 0 d 0 0 0 m 0 w m m 04 CO m CO m m m m m m Y Y Y Y r co sn to m _ ti r O 0 N O lN7 r YI 0 m m^ N 8 0 N n N m ° CO LO or N 2 A2 m ... N N CY CON1 CO CO CO 40 0 CO CO LC) a a (0 3 2 d 2 4 a e N Y 04 N t CO N 0 0) w x33 WW > w L >JJ W W (4jW J J J J J -4 -IW.4 J 2 2 2 ❑ O ❑ ❑ ❑ 0 S ❑ ❑ ❑ ❑ Y N m r rc z r X z r m r F F CC F r ,z0 z m CO et M N V Y N 0 N Y m N 10 0 Y CO N N W d 3 0 en J ❑ U O ❑ r N O N N COCO 1' 0) 0 n CO N Y n n CD CO n 'n N N N N 0 ❑ a re 3 R N tO a CO a CO h % 3 1 T&G TAYLORA& RUCTURL GAINES NRERS #5, A TMAO COMPANY /% -rN C PASADENA • SAN DIEGO • ENCINO aid 11/as"Linz /d'2, /1a athyf�'=6 wpsi !i/alGsAz- #n?GLine /l2. A$I 74- soo& /'s? 3,1/2,j'2/6X Ate: = 55D /DOD 4 lose 16 e/2 " rfii 4t4 deg, ead free. 2 D•OD6/ > P 46D25 V = /2// I e�" is — /2x2/6XD.aod/,i'6D - 949 04 =o.6X(55D 4949) =599,f 60v) =aX/2X2/4 "Lai; /466 (' > ov, = 899< 4 = 5t33,(' < 0044 a 899,(' £®*nA& E/em ".7er9 !r/r�,Oe✓✓teueez 41.0 Ora /7) N/w=266F8�a J-48DX 9.5"9K 'tw=/2: hi/ =2/6" Pie."' 961 if <D✓/Jj fi = a. /,{"/2X2/6,Y5 = /296 ,( k �r 48ox2r26648 d - a 2S7 < /. Nv •Isa v,� sheet 6/ of by •(4 job no /39� date 4/4AI = b = o. d¢8 OK ( I S4r Arc it Si de*it/ea y/Zii /me //2> J2e ors�ir G ‘aLcrDlitiurLs /4/ 3, eZ*7 (SEA i+St b 6 eLam> .se/ec'ed, GI'arLG detiveeit %7-pG Lies / 2 (/r'a/9) A(11, /Ain(a, 14-58341. Pw=756� iw=/2", /w =2/4" D, /rj/ fi - 40./1(/2,(Z/6/5 -/2964' > P Mw 4/78 D /26 </ /3/O draw/4y e`PmG2ts CG/B 9/eP��'. S83X2/d ✓✓ See o/%9' / /nye Z 9/ (Set ,ta.. ' r . fe ' )>1) �taJpN w MECHANICAL ROOM PLAN AT LEVEL 1 62 r 63 TERATEST LABS\ 2. & t'/d=ftsrl —res-r 3 pia- Sma I LOWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAX: (949) 2636843 HTrp://www.TERATEBT.coM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date March 05, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permlt No. Protect Report No. FIELD TEST DATA B 9906933 Hoag Hosp. Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2020 - 000001 Structure DateMade Conc. Supplier MixDesign No. Slump, in. Air Content, Unit Weight, pcf Cone Temp, •F 66 Air Temp, •F 72 Air Shaft Walls from Level 1 to Level 2 2/5/01 United 85575 3.5 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Mixing Time, min. Water Added, gal. 2/6/01 MARIN 6000 367296 I I 5 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 27633 7 02/12/01 6.00 12.00 28.27 109500 3870 Shear 27634 28 03/05/01 6.00 12.00 28.27 150500 5320 Cone 27635 28 03/05/01 6.00 12.00 28.27 137500 4860 Shear 27636 56 04/02/01 6.00 12.00 28.27 0 0 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. By: Berdge Jolakian Reg. Civil Engr. No. 53348 Registration exp. 06/30/03 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/GW-949-574-6091 Cot4 g l tta Stwo is/ TE RAT EST LABS \ Viej- oe12-._ c revs /3%1 c op-t' Te - r fl E-% u L7s 7-O.-rs-r&s7 L, S 17781 COWAN IRVINE. CA 92614 TEL. (949) 222-5321 FAX (949) 2638843 HrrP://wW W.TERXTEST.COM COMPRESSIVE STRENGTH TEST OF CORES PER ASTM C42-94 Date March 19, 2001 Client HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 92658-6100 Attn JIM EASLY Permit No B 9906933 Protect Hoag Hosp. Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report 200469-000001 Specimen ID No. LABORATORY 7006 TES 7007 DATA Age, days 42 42 Date Tested 03/19/01 03/19/01 Diameter, In. 5.67 5.67 Height as tested, in. 12.00 12.00 Cross -sectional Area, sq. In. 25.23 25.23 0.00 Max. Compressive Load, Ib. 148,000 140,500 Gross Compressive Strength, psi 5864 5567 HID Ratio 2.11 2.11 Correction Factor 1.00 1.00 Net Compressive Strength, psl 5860 5570 0 FIELD DATA Sample source Core type Concrete Date cored 03/19/01 Supplier United Mix design 85575 Date placed 02/05/01 Sampled by Brads Concrete Cutting Design strength 6000 psi strength requirement. do not satisfy strength requirement. Remarks ■ Specimens tested satisfy ie Specimens tested Respectfully submitted, TE�RAT_EST LABS, INC. 1 By: Berdge Jolakian Reg. Civil Engr. No. 53348 Registration exp. 06/30/03 Note: Location in structure Specimen #7006 - North Wall of air shaft btwn Level 1-2 Specimen #7007 - West Wall of air shaft btwn Level 1-2 Cc: Taylor&Gainesfraylor&Assoc/McCarthy/P.Philpott C/O NB/United/GW-949-574-6091 64 7147605581 MC CRRTHY HOAG 310 P03 MAR 20 '01 10:12 GQ p-e-- TEST ,A C-S u L I" ill) •..... ..- •. auras' %dull Ma n, • erf/TF} &ri MI hill Sens k s*,w raring L•toWMd$S wy, Fil•1101 • 5. eat 1M1 • RU1n•U • 1pMinna HarM1MhMwd .IN • .omb*rtttar1tHe • N1031tan • Mit VirliatLwQi••Aw•r • huMiwC•thaWM► • p10116NY 0 M:MMOO Fia No.: Lab No. CLIENT: —fem. e'er nernetic et tar a• .w•1/rwr sate- 04 SWINGY: ComprssuNn Strengm Toot an (Q ) Spsdmrs SOURCE: Coved M ms L,b O*•Med by Clint S TANDARD: ASYM C Issv •Sbar1881 WOW Testi Cd*sd Ca1M and Sand Sams of Catlnalt • LaoMan In StruC1a I • /ARCO 41+44. e• /ft+ Stem .NMS n•a•r mt .r.riSto Atli sow A - Alien i•Ma• •ew* ASS wow AMA•emt areardwe seem_ +•IVt- Adanaren: alll•emaatra comae roof Na: LSualap Cos* Na: Dab end OM Tblaa An Det Moen Conaltion Aris Slsa, bis.gl Length gsesMQ Ise wren *SW Mlt. • Len. AS, O7ppAp bit: Dumahr, Ml.: Q0aa Sicansl ATM, a Ind.: Akan n USE Lb.: tbnplMaMStripin P31: Lsnp b DNmtN►RISC Map Condon Pabr: GOnba4d Ca11p1.taNa Sewn 1. Par (3): ONE PSI ISOM OP lIM a IOW Ism �'A a4r ,v4 44V . 1 1- M.ew 444 Ain A4411,' "thew 4 sari 7 at" MTh, mien aandluan M Ile tiles of taaana (1) NEILS Ilialgkm n Slat Oonerab Obbroboto (7) Carmel far Iar ilh b dear ratios Isis elan I.ar. •u area Alit I11MTla .a •.c t41+,srn•t. •,ar.rn •• auswa.s OMMIlsm /7a . s.rmlww a n3err.eglp.wlws sun ,emM'•s /MWaMMa~M7.O sauna MN7,•owe ann•••amwassa+,R•4l•.•nsntenCYYM. wit PIMIC$10011110 a Z'd t 9L911 IVL EIL 0335 61r1 SANS PDtld $d95•S 100Z-51-E 64 L17 a 2 W 5 O 0 m n Q J R' F Q 0 111 O 2 co ADDITIONAL Q� W N CO _3 m 0 W_ O W J THICKNESS N N m N N m m CO 0, Q O O O O O 01 m m Q )n N N m Q co P CO m N N N h N N N N N N m CO N N N e mmOto N N m 0 m 8 0)1,4 m m cn m O O O o o C CO m m 0) Y CO m 0i N 01 ttr 1- (0 8 to w CO 0 CD 0 IC) N O N N O 0 0 0 O OO OO G O o m N N O N N n m CO r CDe m ni 04 COm (0 m r b Q m m 0n n n `n m n A mCD 0) O n Q m A M h 0) C'1 N b CO m m m v 0) CO m n 2 o 0 CO n ) CC t- Q N N ry m yor; m N N m N n rCO O m 0) 0) LC) N CO Q en m o N m m P O o p o N N N 01 CO N CO N N N n m N N N CO 0 CO CO CO n e9 NCO N m m N M 0) (0 N N N N N N N N N N N N N N N W at W W W 1 J 1 W J J J 1>L 1L 1ll lljl > LL1W W J J J J J J J J J -JJ J 0 0 O O O O 0 O 01O p p Z 2 2 Z N N N N N N N N N N N N N N 0 N N N N N N CO CO 0 P M M J J J J J J J J J J 3 3 3 3 3 3 3 3 3 3 3 3 3 3 0. 01 F r: m r CO CO §© }( 0 z w ftt 141 co cow co ei § ! ■ ■ to to CO to ■ nr n n 40 ! ! ! ■§ r COa I§¥ r CI , OD ,411 : ! § B § / irz , ! § ! B § ! ! CI WALL 6 2ND LEVEL WALL 13 2ND LEVEL WALL 14 2ND LEVEL WALL 15 2ND LEVEL CI co CO r ! r r @ r r 0) OD¥ < ! ! CO 0)Ci ■ ■ k § ■ ■ ■ ■ ■ ; : : ■ co co co co on CO co co 2 § 2 § § ! 0 § § § Z m e§« 9 / § CO 0 § 3 § § ! ) § en cn Of 2 ! E E ! § m § E m K k ! ; ! ( ( § \ ) ) ( | \ ( CO r § ! § % ( % 2 ( ) \ ( \ t\ 0 n!§ t 2 t§ ] | ] ] | | ] ] ] | 3 ! ■ # ; ; ■ _et TaG TAYLOR o& COMPANY PASAOENA • SAN DIEGO • ENCINO C6re%F S/eas-l*d t,Z,:r4q dcteei&w ndIone Fleet ashyf/.ssoops.>G a by ins/ hz A t etrurerz 3rd, 4 fd 55a'pa a/14,n. (ree is "tttaed) 7g/2" t4/% j%rt. e a% u P- 2 24,r £9 4/7 2 P 14r�z cfre 3X24,risex /,0,40 24354' = a zwre- = 24.Y456,j'p. 6O¢/7-f66 - 2738k 04=D.6X(24.35f2738) _ 3/30,(' ) v = 3D¢9i(' cA24 gaitiegy Fie,,no of ee /YAW yw=6anrd'4, P-277/41 L19-¢Sd" _ 656385 f 277/ 29D5,� ha 2 456 -24 2 Else d=.94", A=24Y36=Mit42 16s2 /8-#t, 04 =D8Oksb-1,"(4 -90 f/]sf J = As,M,7,r frr95:1S.'5X(86¢-28.6e9 7,28.40.8(dD I = 9274(' >4 = 2905,( pK J . =".974 sheet_Cof by 42 job no /516 date DiVost Y ,f See D/Gya /a1. r ige,L ,3a, fe 24/ (see G3 1 %tA 4a) As - /8,r/56 -28, a8/n2 .fee oicg ad ezLz- at,,o/ls /v6.5y 9tL15 ( Sit Lit ,ettited) N O I LQ '3 L 1/ j NNNN CO CO CO 03 no 0 (w m O 01 0 0 CO (0 m m P h Yn N d' O m 0 0 m n w Q 0 0 0 O C 0 0 O O CO CO 0 0 0 NNNNN N N N N N N N N N n n r n n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n n r n n n n r N. n n n n n 0 0 0 0 0 0 0 0 CO 0 CO CO CO 0 CO 0 0 0 0 0 0 0 0 N0 Cm N 0 m O N 0 n n N m 0 F m N N N 4) C* 0) - N n of A N< N 0 m 8 O O O O $$ 0 O 0 0 0 0 a 0 0 0$ o 0 o n O O d O O O O O Si O O O O 0 0 0 O > 001( a � N N N N N ry ry N N N N N N N N NNNN 0 2 C 44) o J 0) 0 m N 0) m C) m m m 0) CO (0 m m co m 0 !) 0) m CO CO m OJ y y S 6 7 c N g M Cmml 0^ Q co(61n N N Q as p I 0) N C N N N ADDITWNAL re (0 • m N V CO Q¢ w W rc m n 2 x o 2 co co m t CO 0 IL m 0 m 0) 0) N N CO O O O O CO m COO 1(3 m CO m O m 43 m A r 0 21 m 0 0 n 0 0 m O CI)N II- 0el n 0 Im 0 O CO 0 CO 02 0' N O a n N PI 0 0 0 N 0 0 N n 0 0 Y0Y 0 n N '- N N N m .- 0A C) CO V CO. m r N N 003 N N 0 0 V N Y] 0 P N N 0 O O O O OO O 0 0 0 Vr m n 0 yC 00 N mpmp Oy O 0 N 0 yy O N 0 pp O 0 N 0 yy 17.3 N V 0 0 N P N m N Y 0(0 N Q N 0 N V 0 0 r w J THICKNESS c CO 0 a a 0 0 0 0 0 0 0 0 fO 0 CO CO CO 0 0 f0 0 0 0 co coi X a s v v a v a a v V V O N N N N N N N N N N J J J N 0 V IX N a _1 _1 J J J J J K Z or v or v v v a v v v v v v v NNNNN N N N N N NNNN W N w n U J ❑ J 0 J ❑ 3 3 y 3 0 4TH LEVEL 3RD LEVEL 2ND LEVEL ❑ ❑ Z 0 0 Y m N 6TH LEVEL 5TH LEVEL 4TH LEVEL CO 0 0 4 co 0 0 N n 0 N m 8 N (0 co O N 2ND LEVEL 3< a h CO CO 0 CO v v m �m 'ry CD 0) 0 00 u"N CO g v rim um o ndTo- a d a ` ^? 0 0 0 n n g a n rm-. 0-, n o w n o m 3 a• " l7 l7 00 N N m t N 1� ry 0 00 N 0 W N 01 N m N Cnl l7 0 d N N N N N M d o N W 0 N t7 40 40 N r. Ft Fs is wal 8 "s El 8 0 F � 0 m R g 1 F. g h g m S CO m 0. 8 F 6 m 1 in a s . a 2 c ggqy m+ N J 2 N a a 0 w 0 0 0 N O a a 0 N N 0 0 8 18 8 O< YI 04 IN CO 0< N td`1 m t7 O N N N CI ry m m ICI �i y n o ry fl m N b ry C'lnii �- O Y 0 F P P a N N 0 0 0 N N N 04 0 01 04 0 0 NNNNN NNN n emi 8 0 8 Xi o 0 0 0 $ o a a 0 odd, m r « ry CI m, o N of a ZED.ry? d d a o o a o o a d o 0 o s o 0 aYaaa aTel m 0 co ����� ��$m$e m m0N0N 0 2 w Za Q 0 CO CO CO Cr) Cr) m N Cr)0I 0 CI Cr) CO 0 CI CO CO0 CO CO Cr) co 00 6 d d d d d a0 0 J aco ra r 0 N el O N 8 N N pd ' O N y 0 N sN 2 a 0 n 6 N N t7 0 0 OCO el N N N 0) N m N N 0 N tn J E 0 0 0 R ei i3 ai a 3 G N N N 7Nt 0 m m CO 111 0 N N CO N N 00 0 Q O n N 0 0 0 •m M1 nm CO CO CO CD CO 0 CD Q 4 0 CO CO 0 ( a $ 0 n a 10V R 2 0 m n N N Na co m N L49 g a n m m n 0 CO N CO Y] m Y Itd d d N d d d d ItN d d d N d d d ry d d N NN N N N N N N N N N N N N N N N N N y� W �1! y1 J J J J W J J>> J U.1 �>W Jj > W> W�j i W1 �1%I W W W W i W J J J J J J J J J_ J J J J J J J J J J J ❑ O ❑ ❑ ❑ O ❑ ❑ • ❑ ❑ ❑ r r r z r r rc z r N r c z r r a r r 1- Ca ry r r m r CO 00 d Cr) N m d Cr) N m d N N m d 0 m d m Y o .. N W 0 U 0 JJ❑ J❑ J 0 J -❑ j❑ 3 2 3 0 3 c? 3 0 ; e� c? i TERATEST LABS\ 17781 CowAN IRVINE, CA 92614 PHONE: (949) 222-S321 FAA: (949) 263.8843 Hrrp://www.TERATEsr.coM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date April 13, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSAIPennit No. B 9906933 Project Hoag Hosp. Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2164 - 000001 FIELD TEST DATA Structure SHEARWALL @ GRIDLINE A © 8-9-10 LEVEL 2 DateMade 3/13/01 DateRcvd 3/14/01 Conc. Supplier United SampledBy D.ESCALANTE MlxDesign No. 85575 Design PSI 6000 Slump, In. 6 Ticket No. 369490 Alr Content, % Cement Type II Unit Weight, pef Admix Cone Temp, •F 76 Alr Temp, •F 68 Mixing Time, min. Water Added, gal. 7 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max Comp Compr PSI BreakType 28236 7 03/20/01 6.00 12.00 28.27 115000 4070 Shear 28237 28 04/10/01 6.00 12.00 28.27 165000 5840 Shear 28238 28 04/10/01 6.00 12.00 28.27 156000 5520 Cone -Shear 28239 56 05/08/01 6.00 12.00 28.27 0 0 HOLD Result Average 28-day strength is below design strength. NOTE: Location in structure corrected per Gary Wills This report supercedes all prior report. Respectfully submitted, TERATEST LABS, INC. By: Berdge Jolakian fe /=5.5006 %s Reg. Civil Engr. No. 53348 Registration exp. 06/30/03 /1.11401,. Reports To: Taylor&Gaines?aylor&AssocgMcCarthy/P.Philpott/ C/O NHNnited/GW-949-574-6091 H i T&G TAYLOR^& RUCTURL GAINES A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO sheet di of by �L job no /39s C e4 sitar 4 i e Lei,13/45k Ia 9/1 tala Ale art S=5?sD�.uate fl/ad dhy G/a Z A3/456etween, 5rd / 4iA Else fife 5250/541 e0/aid Gee is ittRrlied) 4141i2"e fiue,e-/c/✓ 4t 000306 > ra* - 0.0025 ' 24Xi2 v — fl/21,f" e 41 /oD00 — 2379I{ - 24,Y*se ,(O,00306,(60 0& — GRdX(237y 7' 2009) - 2693K > 4 = /8854' /lirl� 74wid . ti&ize#4- of 7%' 11/2. =571458 X/ & —2/25K - k = 4.5-d • 5/o45S 2/25 = 2244 , 45d -?¢ 2 =0,7/d 05/p24,/ see "Ira a/iule*iis v/ gym/ell/ (see d3 2thic/red) aft d -.3d", ,4 - 2-1Je =8 I4', /ose /8-P#, ,45 -fax/s6-28.fl42 04. - o, 8 ct, [o.8syc' « -40 = A 8.i0. 7-1' [0 85,Y55,f'(864 - 29.0g9 t 28, 08,y6H - 5278K > Ow--224¢,c 04' see oi-94¢1 t/ticeilatio/us »/, 3,/atej43 On 4 altdeAai r 0 6 WIORTK SHEAR WALL ELEVATION AT LINE A do 2 It/ W ce z Lu 02 f9 co 2 o et17 U J d J Q et Z_ Q m> N1 J W Z re 40 ate. aZ a w CO 2 aQ Fe ix W 2 H 2 N N N N N m m m m m N N N N N N N N 2 CO CO n n n n n n CO m m CO m m m m > m m m 0 m N ,71 m m CO m p m o CO 0. b^ N p Y Y 0 n tm)) N O CO CO 141 N N N 0 0 Y CO N C) Ir 0 Cc VIOf O O) m CO N o p N m O CO CO CO- 0 O O W G o g o 0 0 0 '0 80 8 0 0 00 0 0 0. o' 'o d 0 0 0 0 g q 0 d 0 d d 0 d o q 0 0 Z W o O J a N N N m 0 0 N N N N N N gvi N N C) l7 CO M C) C) V) M 0) C'! CO 0) M m CO m M (0 a m m n .o m m CO N. n o m en n m o n H w n N CO m 0 y N m A (my p O m N N N m O m CO w N u� m C) m m W O N n <rc W y_� I. y ul R' O m_ O n e m 3 2 0$ N 0 CO 0 m n a m vmi o ie 04 w m vCO N) n 0 (1. N N N CC N n m W e Cc) CO 9'i 0 m m a CO m a CO en N m m a d o D o c 0 0 0 d c d o U 2 m n o V) m p W - N CO m N 0 y 0 CON m y CD N m 0-0 V 0 ` 0-0 V m VI 0-0 N Y m CON 0 v) m r N p C CO N (0VV)) N CO CO CO CO m m m m m m CO m m W= C 0 a 0 0 A n .gi N evi v v v )a v v a J THICKNESS 0. N N N N N N N N N N N N N N N N N N J J J J J-1> W w W J J J >W{IW EEEEE EEE = J J J J = J J J J J J J J J CD N? Z = d' Z v M W N J pcc p 3 ? 3 CZ Nm N N N N V m CO CO CO to to CO CO N n 0 N 0 y N COY) N V N O N m 0 O 0 c 8 0 O pN m )) (N O O 0 0 0 0 0 c d EO yy pp 0y yy N VI m N N N N N N N N C) C) 0 m C) (7 V) mn m m CO CO01 N COCO N IN It Of0- CON CO0 N o CO to NV A r N N N 0 m m 0) m^ 0) K N o m 0 d 0 VI n � o • m N P m CD CO a V' v a a 0 0 N N N NNNN 0 U a Ce N q J- J p -J 0 3 3 OR 3ica 4TH LEVEL df 243 p 0 Y N N a W V^ v N Y r h 0 01 0 a 8 N N N m 0 0 AAAA N N N 8 a 2 N W CD CO r 1 N 3 PI 3 0 . CO o n `° Ng N N N 8 co mcd _ R A Ls is R E 04 h. 0 R S 8 6 N ttV n CAI VI lh g Y V n N n A N 6 "' p $ Nm py d Y A N A N C_ 1 el 0 N !I T ry m 2 AAAA n m d 8 m w Y o a o 0 N m N ) a m �1 p g 8 F 2 A g 1.2 r h ' 1n r O y �lrp1 N 8 N 0 $ S CC 8 o CV 0 S tO N N N n o C C d_ O o o G '- a 0 G Cap�'0' Y8 w &DA § e :p? 0 6 m 0 CO 10 CI n N t7 m m co 10 C1 CO t7 CI CI op 2 cma wAaa N N NN N 0 ry 8 M 8 Y r g QCY o M t- 1� o A- N C (YO a) M Lo CO N n N m � S A N N N N N N N N N N N N N W J J W W W W W1 J J LU WIllW J W J W 2 2 2 ❑ ❑ t~o v~i a. N m cc a ? 03 VIe N N enn 2 M N N Cc) (0 (�1 Y Y N N to 1 m Y CI tN7 CO 0 n n 8 o I N 8 -'- N N m -- N N 0 N ae nm N h 0 0 N 8 ^^n N N CO 0 14 CI V N N Cn1 Cl d N 1V COCO CO 03 CIV 0 0 y O W ry V? iD / R AAAA CC 8 8 8 8 8 1444 ry t3 m m<- m a 0 0 N m CO N N r, co co P n m yN 0 0 Q N N a 8 N sAAA �mn COCO CD 0- CO P- LO V1 N n N • N N AAAA N N N N N - ❑ ❑ FF 2 ❑ ❑ 2 2 ❑ ❑ t�l N N Y cc CI N O N* m N W J Ca n U Y Q n :Cc'O' J❑ J- j❑ -I CI J❑ J❑ 3 3 0 3 3 s 3 0 3 0 04/25/2001 08:18 949-574-1338 TAYLOR AND ASSOC PAGE 01/04 ds FAX TRANSMITTAL TAYLOR & ASSOCIATES AACN ITECCS TO: Ed Gharibans FROM: Joseph Dunn COMPANY: Taylor & Gaines FAX NO.: 626-351-5319 TRANSMITTING 4 PAGES, INCLUDING THIS PAGE DATE: TIME: JOB NO.: JOB NAME: 4/25/2001 9:10 AM 1730.10 HOAG MEMORIAL HOSPITAL PRESBYERIAN Parking Structure and Site Improvements ITEMS TRANSMITTING: �107 MESSAGE: Ed, For your use. Thanks. HARD COPY TO FOLLOW: YES❑ NO IF THERE ARE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL US IMMEDIATELY. . 04/25/2001 08:18 949-574-1338 t. TAYLOR AND ASSOC PAGE 02/04 d6 2220 NORTH UNIVERSITY DRIVE NEWPORT BEACH, CA 92660.9319 949.576.1325 FAX 919.576.1338 ARCRITR Cta RE ANO INTE RI aR 0EsION INSTRUCTION BULLETIN NO. 188 TAYLOR A ASSOCIATES RRCRIt1CTS VIA FAX • 949 / 760.5581 VIA MAIL ❑ Project: HOAG MEMORIAL HOSPITAL PRESBYTERIAN Parking Structure and Site Improvements Architect's Project No.: 1730.10 Client's CITY Project No.: 1255.20 Protect No. 6378-99 Date: 4/25/01 Attention: John Vander Lane - McCarthy You era hereby directed to execute prompdy, the Worn stipulated In this Bulletin which elterprets the Contract Documents al' orders minor changes M the Work without change in Cent e& Sum or COMM; Time. !r you consider that a change in Contract Sum or Contract Time Is required. please submit your Itemized proposal to the Owner Immedletely end before proceeding with this Work If your proposal Is round to be satisfactory and in proper order, thla Bulletin will, in that event, be superseded by Change Order. DESCRIPTION OF WORK TO BE PERFORMED: Item 1B 188.1: Response for RFI 151. See attached. Requested By: McCarthy Justification: Contractor request the acceptability of concrete break test results for Shear Wall on Grid Line A/3-5, Level 3-4. Prepared by: Joseph Dunn Enclosures: RFI 151, dated April 25, 2001. cc: James Easley, Pete Phllpott - Hoag John Tompkins - JWfA Ed Ghariban, Saurin Chakrabarti - Taylor & Gaines Mike McLane, Mick Cunningham, Harbans Ghataode - Taylor & Associates 17301b-1884ac 04/25/2001 08:18 949-574-1338 7147605581 MC CARTHY I-C G s TAYLOR AND ASSOC PAGE 03/04 643 P02/03 rPR 23 '01 10:05 eel Hoag Hoepitel Parking Structure Project 0 7309 40601f.1 Weal Coast Highway Newpar:Beach, CA 32683 Su bmi tted To Request for Information BM it: 151 Date Created: 4/23/2001 Importance: Normal Tel! 949/700-5580 Fax: 949/760-5581 Answer Required By; 4/30/2001 Submitted By Taylor it Associates. Ina. Joe Dunn McCarthy Manna Holguin 4060 1/2 West Coast Highway Newport Beech, CA 92863 Sublet: Concrete break test results for shear wall A/3-0, I)isciollne: Structural t'ategoty Confirmation Pwg/Spee Rev Rev Data M3-4-- nttiatad Sy: McCarthy Brothers Company - ILeana Holguin Ref RFI: Cc: Question Creel the attanned ferreted labs concrete break results to Sheer wall on grid line A13-6, level 3-4 Please advise if rompret.sive s th of concrete brew s' b I llo Answer The acceptability of concrete break test results for Shear Wall at Grid Line A/3- 5, Level 3-4, can not be determined until revised structural calculations for the Parking Structure are completed and approved by the City of Newport Beach. Contractor shall coordinate with Inspector and provide all areas (shear walls, footings, slabs, etc.) that have low concrete break test results to Architect and Structural Engineer for review. The Structural Engineer cannot complete the revised structural calculations until all low concrete break test results have been identified for the project. Note: Contractor is proceeding the work with their own risk. I 7) 'I'hc above is considered a chnnse. The following document will ha used A r processing: 13 the mew is consistent with the design intern and/or is reasonably inferable from the Conract Documents, or makes minor changes to the work without change In Contract Sum or Contract time, if you do nut agree, submit written notice In accordance with the row met Documents prior to proceeding. Arehitcct/Engineer Signature 5• O I I ly: Ion vuN tom{ Date: MCC-PPI Porm.rpt Rev: 10/2e/00 Printed on: 4/23/2001 Page 1 01 04/25/2001 08:18 949-574-1338 7147505581 MC CARTHY HOAG TAYLOR AND ASSOC PAGE 04/04 643 P03/O3 APR 23 '01 10:05 4 t7711Cams STERATEST '.41INA4Svox tea seASSAS `wal 1—A135-141%,,,-t.Z1 Krrr�iwww�snAfeReaM r !Slime La, L [ �.� ills pa, intro I 544 An 9n..040, 1.11111.1111111111.11111 (d Conroe (cylinder) Q Mpo.ry *rout (cl v) in Mown Mora (cyri eol ❑ tt.adim Ssd /10F4 (pdMn) sonslo 1 kre S Iva rr 11 r_ Is 9. A Idly MA{ Pont* tiotL 016VO4rmo Ns: .2tti c cii• 9�uc 41 3 Q COMMIS Mason UM 0 Gunk (peon 0 Con (oomotorm•aann) ❑ IJ&Mowi61d Resin [) twos Gran (tube 0 Wool. Cana' a UP f sm ail! .el Ne.: ..�11rt1, gas olio PM ►dsIna e, k6n, Ll C_A:r1_ Itnw of Oa ,[J 3 0 tqlura u Ne. cynndu _ J 4 /�r�/ tilt W1 PCF �/•� Mi...l gre J7 ,Atr'hntl /S G YMgtljenth f•: Al�� cSISft yvalar;dCid �r P4rtl Le q. Try Genie Tvpl I ndmrtur.u: kp vet Rmon: *It" So rn.lnCdarte b Lau G M.t be 1 7{IL 4KY� > Tea Aeo far 3amoIae; At dnt I AI 7 Om I I'42 i120 clan Al ern N01d. ec Dom Mos Vint r� Lite U6E ONLY 1Ndmen 011110 OAT! RE^on. 1r. Dab L.i 1.... .r.1. 1 ,. .i 11 . t ' i,ae���f.i A M i r. 1►; J21a90 sit �1 Q _ ,�,;..rIL I I 1w6'$y,�5 st -jy( COn'. Fades IPMI PO.TANT ( I 1 1 aROCTECT ALL SIMPLES 9 LTTACH [aGHTtC) U IF mums •SPSC}F1' SNAFU PICK-UP u0CATIO" CA Le_Oor-ttoa piative toe S P61- jtv, e- c Rt0 LANa GP vrJt--Y 11 0t2wNAt. SHa41 16E lzavtset aftr. se0 , tJ P. c = 4-agaa Z) p1& I>ESi6.0 HA It 13e om pc 2 FT 13A- S t S a RFs MSC G4-t...c-c1 L*1coN S #cc4120(Ai PAR•A of IZet�FoAC.tnl(�. F oES P -VA Li /S4•t Ns 01 rat Alcsi-( 66 Section Load (k/ft) Calc. Page Detail DL LL Al 6.7 2.5 e5 - e6 L14/S4.1 A2 1.8 - e5 - e6 L14/54.1 A3 1.8 - e5 - e6 L14/S4.1 A4 1.8 - e5 - e6 L14/54.1 A5 4.6 0.45 e5 - e6 L14/S4.1 A6 4.6 0.45 e5 - e6 L14/S4.1 A7 2.05 0.15 e5 - e6 L14/S4.1 A8 2.05 0.15 e5 - e6 L14/S4.1 A9 1.8 - e5 - e6 L14/54.1 Al 1.8 - e5 - e6 L14/S4.1 Al l 1.8 - e5 - e6 L14/S4.1 Al2 4.8 - e5 - e6 L14/54.1 A13 4.23 0.6 e5 - e6 L14/S4.1 B1 0.79 - e5 - e6 F1/S4.1 B2 0.79 - e5 - e6 F1 /S4.1 Cl 5.54 1.0 e5 - e6 F5/54.1 D1 15.5 - e8 - e9 L14/S1.2 El 15.6 - e8 - e9 L9/S1.2 F1 0.9 - e8 - e9 L5/54.1 G1 0.9 - e8 - e9 L9/54.1 TG TAYLOR�& L GAINES NEER • A TMAD COMPANY PASADENA $AN DIEGO • ENCINO ahv �r44 / 5/1 sheet e/ of by ,eG job no /495 date a/o/ l2e4 FOvt Riaon, y z»-id La 6 /11, _ //506f ,t /roe 9589 M ft (0/(*4 `G!s` *i' s / / 3, it9e 25/) -/02/4- Fvo Zevii: L=4174ft2 -73.5' : 3• 4 - 73S,J'3 - 220.5ftr ,5 = 6 /1'7051.g'3 = 270/ ft'3 6= /02/ f 9589 (Mir 2205 270/ 8. /8 xsf /08tf 70 O4- 1-/8S,' 735-9/(3/8-/08) n 79/,(sf /L%YeIeAt 2t 0z6 ?#n lL— - is (/fooz`"> Mw = 2 X 05 2,t" 7. 3/ = O. 9/3 K ft/ft _ /0. 97,(<4/ft- di=/2-3=9r A% /0, 97 8 003 0f'6e2 0.9x44,192Xya ¢s =4/464 fj =0003X/2x9X ,cot tiS 's al = 0 003 8 o22 ,rb yt. 1, 9' k 73..5/ 3 ,t'0, 022 = 0.029/aZ�t 0.28/2 0/33a2, t > >Qs—0.o2f/k»t �G = 0.025 — 0.2/8 /33 see„ eta //s-g/ 8✓9Kff a sheet Q3 of TAG TAYLOR & GAINES Hokq MFMOrA Wotfi?mrt- by VJ • T N U C T U N A L • N O I N E E• A TMAO COMPANY PAI AOCM• SAN 01600 ENCINO • IM fMZk11&Gl 5112u c u tt-E job no 13 1511 date I31)101 RAN C,t c-k 2-6Y16100 C Hec-K- j*t• path?Ifogaei NPon-cav 1. PETM%_—I+44'I ot3- Al DL: Q�'►UMt Sj ia• P o pe-R- 1'-• cb 0-xLsxlbo)G = I'.9•6 (zxbx75) I2 + (3xlS)I2-r3•hic (2 I x 12, L SO+ (tx,il)( It) / so -� GI To 1 k-L- (7`1- 9-D I . To'ik-c L&- : (2x111-3) Izxlad DL= Qb.1Z_ 3O/r2_, ; 2 ''5 t71 'S Ct►0N_ A2,A StA4,iE1 ,A ,Mt om(0055). aft x 1o' 61 ►ti = PA;)(1) (so) TaG TAYLORA& GAINES A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO • ANAHEIM sheet gel- of by job no date See-1)01Q Al2 (_i7C1�clso) _ ¢k$eli r,Tl ors A b D A Knkt . : (► b) c') 0 0) _ 24 161' 20 1 t)(2.C)i 0) : 1.1 SKI 4 ' 10'P t . _ 4•600)coo) = 0•¢5vo rec I o iJ kl- Gt (1)(lso) - I.4s j _ (z-4) (Y 11)LSb) = 0 1-5 w 0•15 $t 41%1C1 I 0 N Aci b gram = MU)CI3o)= 01& 411 )O ); 9" 4c141I I,t. ; (6) C.l) CI 00) = 0' 6 �( I zb 32: r4/7 A' it" gicms 5' 12' Taylor & Gaines Structural Engineers Title : Hoag Memorial Hospital Dsgnr: Description : Parking Structure Scope: e5 Job # 1395.8.99 Date: 1:21PM, 1 OCT 01 Rev: 510303 User KW-060115, Ve, 5.1.3. 22-Jun-I999. WK32 (0)1983-99 ENERCALC General Footing Analysis & Design Page 1 rnA1395\wall foundafion.ecw;Colcularlons Description Section - Al to A13 B/, B2, 4' General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined f'c Fy Concrete Weight 6,000.0 psf 1.330 12.000 in 4 0.00 psf 4,000.0 psi 60,000.0 psi 150.00 pcf Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Min Steel Rebar Center To Edge Distance 3.000 ft 1.000 ft 12.00 in 12.00 in 12.00 in 0.0014 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Tenn Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 6.700 k 2.500 k k Creates Rotation about Y-Y Axis (pressures ® left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures CO left & right) k k k ,..ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures 4 top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures 0 top & bot) k k k 3.00ft x 1.00ft Footing, 12.0in Thick, wl Column Support 12.00 x 12.00in x 12.0in high DL+LL DL+LL+ST Max Soil Pressure 3,216.7 3,216.7 psf Allowable 6,000.0 7,980.0 psf ' X' Ecc, of Resultant 0.000 in 0.000 in ' Y' Ecc, of Resultant 0.000 in 0.000 in X-X Min. Stability Ratio Y-Y Min. Stability Ratio No Overturning No Overturning 1,500 :1 Max Mu Required Steel Area Shear Stresses.... 1-Way 2-Way Footing Design OK Actual Allowable 2.272 k-ft per ft 0.143 in2 per ft Vu 12.714 8.381 Vn*Phi 107.517 psi 215.035 psi Footing Design Shear Forces Two -Way Shear One -Way Shears... Vu 0 Left Vu 0 Right Vu 0 Top Vu 0 Bottom Moments Mu 0 Left Mu 4 Right Mu 0 Top Mu © Bottom ACI 9-1 8.38 psi 12.71 psi 12.71 psi 0.00 psi 0.00 psi ACI 9-1 2.27 k-ft 2.27 k-ft 0.00 k-ft 0.00 k-ft ACI 9-2 ACI 9-3 7.92 psi 3.71 psi 12.01 psi 12.01 psi 0.00 psi 0.00 psi ACI 9-2 2.15 k-ft 2.15 k-ft 0.00 k-ft 0.00 k-ft 5.62 psi 5.62 psi 0.00 psi 0.00 psi ACI 9-3 1.01 k-ft 1.01 k-ft 0.00 k-ft 0.00 k-ft Vn Phi 215.03 psi 107.52 psi 107.52 psi 107.52 psi 107.52 psi Ru / Phi As Read 34.9 psi 0.14 in2 per ft 34.9 psi 0.14 in2 per ft 0.0 psi 0.01 in2 per ft 0.0 psi 0.01 in2 per ft to Taylor & Gaines Structural Engineers Title : Hoag Memorial Hospital Job # 1395.8.99 Dsgnr: Date: 1:21 PM, 1 OCT 01 Description : Parking Structure Scope: Rev. 510303 User M4360115. Ver 5.13, 22-Jun-1999. WIn32 (C) 1953-99 &JERCALC General Footing Analysis & Design Page 2 m:\1345\wall foundation.ecw:Cakulallons Description Section - Al to A13 Soil Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 3,216.67 3,216.67 4,753.33 4,503.33 2,145.00 Right 3,216.67 3,216.67 4,753.33 4,503.33 2,145.00 Top 3,216.67 3,216.67 4,753.33 4,503.33 2,145.00 Bottom 3,216.67 psf 3,216.67 psf 4,753.33 psf 4,503.33 psf 2,145.00 psf _ACI Factors (per ACI, applied internally to entered loads) 1 ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST' : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor Mkx- LohPuOA c %c tv M-S IA. 2"tstil Mvt _ (22to) Uzi : 32" tpleJd2 (p4)Cl2) (q is)` °I 1IJ (1- o"vI PP't) _ 32"1 iL 3101 (Q'000 ‘O) 02) 010 - 006S ivl2. Ob a ,o 1e. It �` u 4 4 4 ca i e 0. t- 1 �t b: 0' 133 ' 42 y a 1 OQ4- i vl D- , 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 --3 2 1.400 0.900 0.t,�br7r`?I �.�. & 6 EE V tM t✓ /64,1 21 TeG TAYLORA& GAINES A TMAD COMPANY PASADCNA • SAN DIEOO • ENCINO • ANAHEIM sheet al of by YJ job no I bIC. date °E-TAIL. F 115 4. I (5ecr i o o 31 & ) It)ku.: () I.2 G) C 1) C. V) . 04161 4/1 %'1 CM TO TA*, WM) I b t-eb6 T-k-r1/4) v4t cARAi I ) Parke e 6 . M39 1DTIv0 h (JtrnrrtvtMa Am 5ttme • _'. U% t 4 a 12" a•c. Ot 1M 'FL/64.1 Loa4-11oA GI) DI,1 wkw : 52100)0so) = 41I �lr FWorz= (?)C c110oco)=0•6214' N7,s w : (2)(5) (.1w) 1 a 1//1 ToTAt. Lchp 16 L665. f'S) OrLOOuti1ot) FA-W6 Ob. ki09 ffool1Nh 12-iMa1eour3 , g E• I.Uh% U-4 a1ce 0•c, to Prw Via it- (5:rd• L,4tMpd- 47.7' 4 4 Er"wr4) (1G0) = 4. 2� CiGO) : ►76.21` Z. • GONi1Y11i1f-1 4i II 141 4 ioe'M 11 �251 yl M advt. Room io•51 10.5' l 1 1 rl� f 1� tl G$ T Taylor & Gaines Structural Engineers Title : Hoag Memorial Hospital Dsgnr: VJ Description : Parking Structure Scope: Job S 1395.8.99 Date: 4:58PM, 1 OCT 01 Rev: 510303 User: AV-50115, Vex 5.1.3. 22-J,21-1999. Wh32 (c)1983-99 ENERCALC Description Section - D1, 4., F,, General Footing Analysis & Design Page 1 II m: k 1395\waU foundotion.ecw:Calculatlons General Information Allowable Soil Bearing Short Term Increase Base Pedestal Height Seismic Zone Overburden Weight Live & Short Term Combined fc Fy Concrete Weight 6,000.0 psf 1.330 12.000 in 4 Calculations are designed to ACI 318-95 and 1997 UBC Requirements Dimensions... Width along X-X Axis Length along Y-Y Axis Footing Thickness 0.00 psf Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis 4,000.0 psi 60,000.0 psi 150.00 pcf Min Steel % Rebar Center To Edge Distance 3.000 ft 1.000 ft 12.00 in 12.00 in 12.00 in 0.0014 3.50 in Loads Applied Vertical Load... Dead Load Live Load Short Term Load Applied Moments... Dead Load Live Load Short Term Applied Shears... Dead Load Live Load Short Term Summary 15.500 k k k Creates Rotation about Y-Y Axis (pressures @ left & right) k-ft k-ft k-ft Creates Rotation about Y-Y Axis (pressures @ left & right) k k k ...ecc along X-X Axis 0.000 in ...ecc along Y-Y Axis 0.000 in Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures CO top & bot) k k k 3.00ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 12.00 x 12.00in x 12.0in high DL+LL DL+LL+ST Max Soil Pressure 5,316.7 5,316.7 psf Allowable 6,000.0 7,980.0 psf "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in X-X Min. Stability Ratio No Overturning 1.500 :1 Y-Y Min. Stability Ratio No Overturning Max Mu Required Steel Area Shear Stresses.... 1-Way 2-Way Footing Design OK Actual Allowable 3.617 k-ft per ft 0.143 in2 per ft Vu 20.249 13.343 Vn * Phi 107.517 psi 215.035 psi Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Two -Way Shear 13.34 psi 13.34 psi 8.58 psi One -Way Shears... Vu ifil Left 20.25 psi 20.25 psi 13.02 psi Vu @ Right 20.25 psi 20.25 psi 13.02 psi Vu D Top 0.00 psi 0.00 psi 0.00 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Mu ® Left 3.62 k-ft 3.62 k-ft 2.33 k-ft Mu 49 Right 3.62 k-ft 3.62 k-ft 2.33 k-ft Mu @I Top 0.00 k-ft 0.00 k-ft 0.00 k-ft Mu @ Bottom 0.00 k-ft 0.00 k-ft 0.00 k-ft Vn " Phi 215.03 psi 107.52 psi 107.52 psi 107.52 psi 107.52 psi Ru / Phi 55.6 psi 55.6 psi 0.0 psi 0.0 psi As Req'd 0.14 in2 0.14 in2 0.01 in2 0.01 in2 per ft per ft per ft per ft ¢q T Taylor & Gaines Structural Engineers Title : Hoag Memorial Hospital Dsgnr: VJ Description : Parking Structure Scope: Job # 1395.8.99 Date: 4:58PM, 1 OCT 01 Rev: 510303 User(CIc) I9&3w-A9 EotErhI5.PCALC Ver 5) 3. T1.Jun-Iwv. WWn3s _ General Footing Analysis & Design m;\1395\wall foundation.ec Page 2 :Calculations Description Section - D1 L§,oII Pressure Summary Service Load Soil Pressures DL + LL DL + LL + ST Factored Load Soil Pressures ACI Eq. 9-1 ACI Eq. 9-2 ACI Eq. 9-3 Left 5,316.67 5,316.67 7,443.33 7,443.33 4,785.00 Right 5,316.67 5,316.67 7,443.33 7,443.33 4,785.00 Top 5,316.67 5,316.67 7,443.33 7,443.33 4,785.00 Bottom 5,316.67 psf 5,316.67 psf 7,443.33 psf 7,443.33 psf 4,785.00 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST" : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 '0.9" Factor 1.300 Mu=''b21`. M N C &.2o) c 12) Gj2•�j� Pal- e v (o- )�l2)ti1�/,L = 0'0oo0l Ab12: �? 1000 000'7) 010 O. O IS ', "Y • , Mui = �4/b) LA.0°1-) = o. 12-j ;i'- U'- I*-4@ I4»O-L l-5=o'1330'12,1;Hti P 14lL L14/51 •Z Ott' 1.400 0.900 T&G TAYLORA& GAINES A TMAD COMPANY 7) PASADENA • SAN 01E00 • ENCINO • ANAHEIM sheet e10 of by Y� job no date De-rM L- 1-91/51.2 4Sc11on) Et eVg 4 . �/c12 EI.EV• ()DINT loA9= 7iDAt' 51MS = (4)O10'1)(%)(ISo) = 2•I RI) L4 S)USo) 112-4 k >L• Ih•6,4i1 %we #b l?t4lt- LI4/si.k OW g 0ei,-r t- /54.1 & trays i ('c11on) F1 GII) TO Ott. O So) : 010 �11 INovrerto t�), U 456 14 Q I8 ° D c. quFitt Roatt o 4 birM� 5ito Poop oh) •A-b I tJ PA r.1 e es. 4' 1 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent r your title block information. Title : Dsgnr: Description : Scope : Job # Date: 5:34PM, 24 APR 01 fi Rev: 510301 User: KW-060115, Ver 5.1.3, 22dun-1999, WIn32 (c) 1983-99 ENFeru r Rectangular Concrete Column Description Hoag Parking Structure, Column A-7 Lerel2. 7e'rt4°° t We, : #2096 .Petal: 4//s_6 General Information Width Calculations are designed to ACI 318-95 and 1997 UBC Requirements 1 24.000 in Pc 5,500.0 psi Total Height 11.000 ft Depth 24.000 in Fy 60,000.0 psi Unbraced Length 8.000 ft Rebar Seismic Zone 4 Eff. Length Factor 1.000 2 - # 11 d = 21.500 in LL & ST Loads Act Separately Column is BRACED 2-# 11 d= 2.500 in Loads Page 1 I Axial Loads Summary I Dead Load 264.000 k Live Load 72.000k Short Term k Eccentricity 3.000 in 24.00 x 24.00in Column, Rebar: 2-#1 Applied : Pu : Max Factored Allowable : Pn • Phi @ Design Ecc. M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po * .80 P : Balanced Ecc : Balanced 1 @ 21.50in, 2-#11 @ 2.50in ACI 9-1 492.00 k 1,613.99 k 123.00 k-ft 3.000 in 1.00 3.000 in 123.00 k-ft 2,430.42 k 995.53 k 10.610 in ACI 9-2 369.60 k 1,613.99 k 92.40 k-ft 3.000 In 1.00 3.000 in 92.40 k-ft 2,430.42 k 995.53 k 10.610 in Column is OK ACI 9-3 237.60 k 1,613.99 k 59.40 k-ft 3.000 in 1.00 3.000 in 59.40 k-ft 2,430.42 k 995.53 k 10.610 in Slenderness per ACI 318-95 Section 10.128. 10.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : piA2 E I / (k Lu)A2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc` Delta 1 Elastic Modulus ACI Eq. 9-1 24.3350 in 0.7000 34.0000 0.7512 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,227.2 ksi ACI Eq. 9-2 24.3350 In 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Eq. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 In 0.775 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 '1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 n e w n O t-TH 0 + Oyu OI.b Nrtil! ry3V 10E7, �WW + a sa 1cS 3. 'TERATEST LABS\ 2$ P?'r '7 s- p--es _7 17781 COWAN I:tVINE, CA 92614 PHONE: (949) 222.6321 FAx: (949) 263-8843 HTrP://www.TERATE31'.coM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date March 22, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 Hoag Hosp. Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2096 - 000001 Structure DateMade Conc. Supplier MixDesign No. Slump, in. Air Content, % Unit Weight, pcf Conc Temp, IT 75 Air Temp, *F 72 © Line 1 @ D-C Wall 2/22/01 United 85575 6.5 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Mixing Time, min. Water Added, gal. 2/23/01 D. ESCALANTE 6000 368566 I I 12 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 27948 7 03/01/01 6.00 12.00 28.27 116500 4120 Shear 27949 28 03/22/01 6.00 12.00 28.27 162500 5750 Shear 27950 28 03/22/01 6.00 12.00 28.27 150500 5320 Shear 27951 56 04/19/01 6.00 12.00 28.27 0 0 HOLD Result Average 28-day strength is below design strength. Respectfully submitted, TERATEST LABS, INC. By: Berdge Jolakian Reg. Civil Engr. No. 53348 Registration exp. 06/30/03 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpottl C/O NB/United/GW-949-574-6091 C QAJSlfP-- ,c L SS'Cso e3 f 3 T�TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASAD E N A. CALIFORNIA S 1 1 07 [520) 351-88S1 FAX [326] 351-5315 sheet ,Ce " / of P Q /n/ti GT4 4 7tt by Sc %lL&6/AC'/•a, fob no. /39J- J TA 4-" date /2/2A'/ao Sr & STR - sa/%e 0, fife c2,aoe- ,eZc /is agar ,dCs /vc1' rp/2 500.0 fesi • 71/Le /s fl es/M`J 7. 4r 400 o /C%si CDit/C/c ra. MA./CS , s Pr/€Gc. fic,2. A tC- T i / Gr /LADE f e-A Pir • /yoyE;rirS @ c. r/lc- ,Oo/r✓Ts cue. P za.A7'/vim/ /jty 0$S MAK 2eMas /-10/1. ova. fiat ecicio Ps/ c c . Hot/ costa "Da- lacD ' cc".t2eT'e . Nor/ G-n/T. G7LT/tiA7e) .d . r /'tvi. /JtI a. 7/3/ le / 2(c:,'*// 7 S9 f K' 74e55y7h4J 137-u/Al 3 - 5 / 5//0 A-/ is, #// 5 2c',o/ 'r' 5/(°6' >5/A 4/,</C. - 5;07 //, 5©/ a #// //e 33 /c' // gee 'WMi G/3 � 5 10k 7 / ' 28 #/f 63 K e 79¢S)7a9 L/A/tA 8Ta/o 9926, k' #// /4' 558 /o 40829924 .6 Tp ./ 8 / K' /2 4// 5176/'c/ 573?) 87/ L/NE /5,67oIC- .5 stet / 't// 2coycoort i 24,682 2°6, 2 44t 2 re)2 73 e /� #/l 57fl ,� m �.� 783,a T -Fa TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-6319 HOAG MEMORIAL PARKING GARAGE sht: fie 2 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 120.00 BEAM LOCATION fc (ksi) 4.0 d (in) 44.00 fy, (ksi stir.) 60 Bar # 11 LINE E 3-5 Max As = 112.9 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/f%) As balanced = .85(31f0 87000bd / fy (87000+fy) Mu= 4Mn= K„F=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 19.36 4)=0.9 for Mu; 0.85 for Vu MN REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Stirrup b •\ • • • • • Mu(max) = Mu(for min. p=200/fy) = 18122 K' 3382.00 K' = V„ (max) = d 567.7 2838.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) u Kft As(inA2) Mu(Kft) 3.12 462.1 21.84 4166.0 40.56 7485 59.28 10571 6.24 919.2 24.96 4735.3 43.68 80 5 62.40 11063 9.36 1371.6 28.08 5298.2 46.80 8540 65.52 11548 12.48 1819.1 31.20 5854.5 49.92 9057 68.64 12027 15.60 2261.7 34.32 6404.5 53.04 9568 71.76 12499 18.72 3590.3 37.44 6947.9 56.16 10073 74.88 12965 When V„<=1/24Vc=.5*.85*2*fc"`*bd = 283.8 Kips Shear Reinforcement is required When 1/24Vc= 283.8 <VU < 3$VC = 1703.1 Kips Min Spac'g of s=Ayfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 When 3$Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=4A„fy'd/(Vu-$Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 815 0 0 0 6.00 897 800 0 0 4.00 1061 916 792 0 T -EH TAYLOR R. GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 300 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 HOAG MEMORIAL sht: P12, PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 120.00 BEAM LOCATION fc (ksi) 5.0 d (in) 44.00 fy. (ksi stir.) 60 Bar # 11 LINE E 3-5 Max As = 132.8 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = 85F31f, 87000bd / fy (87000+fy) Mu= $Mf K F=$fccu(1-.59(o)F WHEN cl=pfy/fcAND p=As/bd F= bd2/12000= 19.36 1)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Stirrup b `•\ • • • • • Mu(max) = Mu(for min. p=200/fy) = 21613 K' 3402.56 K' (I)VD = VD (max) = d 634.7 3173.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu Kft As(inA2) Mu(Kft) 3.12 462.5 21.84 4197.7 40.56 7594 59.28 10804 6.24 921.2 24.96 4776.7 43.68 8142 62.40 11321 9.36 1376.0 28.08 5350.5 46.80 8685 65.52 11833 12.48 1826.8 31.20 5919.2 49.92 9223 68.64 12340 15.60 2273.8 34.32 6482.6 53.04 9755 71.76 12841 18.72 3613.5 37.44 7041.0 56.16 10282 74.88 13338 When Vu<=1/24Vc=.5*.85*2*fc"`*bd = 317.3 Kips Shear Reinforcement is required When 1/24Vc= 317.3 <VU < 3$VC = 1904.1 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<5+Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=4A,,fy'd/(Vu-4Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (Vu)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 882 0 0 0 6.00 964 867 0 0 4.00 1128 983 859 0 T TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: k 3 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 84.00 fc (ksi) 4.0 d (in) 44.00 LINE E 6-9 fy, (ksi stir.) 60 Bar # 11 Stirrup Max As = 79.0 In2 (0.75 balanced condition) Min As = 12.32 in2 (200bd/fy) As balanced = .85I31f,87000bd / fy (87000+fy) Mu 4Mn= KDF=4fccu(1-.59w)F WHEN co=pfy/fc AND p=As/bd F= bd2/12000= 13.55 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b • • I • • • MD(max) = Mu(for min. p=200/fy) = 12686 K' 2367.40 K' 4Vc = V„ (max) = d 397.4 1986.9 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 461.0 21.84 4098.2 40.56 7251 59.28 10071 6.24 915.1 24.96 4646.7 43.68 7744 62.40 10509 9.36 1362.2 28.08 5186.0 46.80 8228 65.52 10938 12.48 2397.2 31.20 5716..11 49.92 8703 68.64 11357 15.60 2973.4 34.32 6236.9 53.04 9168 71.76 11767 18.72 3540.4 37.44 6748.5 56.16 9624 74.88 12168 When V„<=1/24Vc=.5*.85*2*fc"`*bd = 198.7 Kips Shear Reinforcement is required When 1/24Vc= 198.7 <Vu < 34Vc = 1192.2 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 12.57 8.86 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 11.o0 STIRRUP Spac'g for strength req. = s =4AvfY d/(Vu-4Vc) 8.86 5.71 3.14 5.71 3.14 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 562 0 0 0 10.00 595 0 0 0 8.00 644 571 0 0 6.00 727 629 0 0 4.00 891 745 622 0 T Is TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PA ADENA, CA LIFORNIA 91107 (81 ) 351 - 8881 FAX (818) 351.5319 HOAG MEMORIAL PARKING GARAGE sht: /C 1' by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 84.00 BEAM LOCATION fc (ksi) 5.0 d (in) 44.00 fy. (ksi stir.) 60 Bar # 11 LINE E 6-9 Stirrup Max As = 93.0 in2 (0.75 balanced condition) Min As = 12.32 in2 (200bd/fy) As balanced = 85(iifc 87000bd / fy (87000+fy) Mu $M„=K„ F=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 13.55 4=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced 15129 K' WVc = 444.3 2381.79 K' V„ (max) = 2221.4 b • • • • • • Mu(max) _ Mu(for min. p=200/fy) = d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 461.7 21.84 4143.4 40.56 7407 59.28 10405 6.24 917.9 24.96 4705.8 43.68 7925 62.40 10878 9.36 1368.5 28.08 5260. 46.80 8436 65.52 11345 12.48 2412.0 31.20 5808.4 49.92 8939 68.64 11804 15.60 2996.5 34.32 6348.6 53.04 9435 71.76 12255 18.72 3573.6 37.44 6881.5 56.16 9923 74.88 12700 When V„<=1/24Vc=.5*.85*2*fc"`*bd = 222.1 Kips Shear Reinforcement is required When 1/24Vc= 222.1 <VU < 34VC = 1332.9 Kips Min Spac'g of s=Ayfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 12.57 8.86 When 34Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 11.00 8.86 STIRRUP Spac'g for strength req. = s=4Atfy'd/(Vu-4Vc) 5.71 3.14 5.71 3.14 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 609 0 0 0 10.00 642 0 0 0 8.00 691 618 0 0 6.00 773 676 0 0 4.00 938 792 669 0 TE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (81 ) 361 - 8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: /SC 9 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 120.00 BEAM LOCATION fc (ksi) 4.0 d (in) 44.00 fy (ksi stir.) 60 Bar # 11 LINE C ‘9 Stirrup Max As = 112.9 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .85I31fc 87000bd / fy (87000+fy) M„= 0Mn= K F=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 19.36 (1)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced 1' b 0\ • • • • • Mu(max) = Mu(for min. p=200/fy) = 18122 K' 3382.00 K' = Vu (max) = d 567.7 2838.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(in^2) Mu(Kft) As(in^2) Mu(Kft) As(inA2) Mu(Kft) As(in^2) Mu(Kft) 3.12 462.1 21.84 4166.0 40.56 7485 59.28 10571 6.24 919.2 24.96 4735.3 43.68 8015 62.40 11063 ,11544 12027 9.36 1371.6 28.08 5298.2 46.80 8540 65.52 12.48 1819.1 31.20 5854.5 49.92 9057 68.64 15.60 2261.7 34.32 6404.5 53.04 9568 71.76 12499 18.72 3590.3 37.44 6947.9 56.16 10073 74.88 12965 When V <=1/24Vc=.5*.85*2*fc"`*bd = 283.8 Kips Shear Reinforcement is required When 1 /2$Vc= 283.8 <VU < 34Vc = 1703.1 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 3$Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s =4A„fy'd/(Vu-(pVc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (VN)CAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 815 0 0 0 6.00 897 800 0 0 4.00 1061 916 792 0 T -FEE TAYLOR R GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (81 (251 - 8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: C1 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 120.00 BEAM LOCATION fc (ksi) 5.0 d (in) 44.00 fy. (ksi stir.) 60 Bar # 11 LINE C 6-9 Stirrup Max As = 132.8 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .85p1fe 87000bd / fy (87000+fy) MU 4M,= K„F=+fcw(1-.59w)F WHEN w=pfy/fcAND p=As/bd F= bd2/12000= 19.36 =0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b •\ • • • • • Mu(max) = M„ (for min. p=200/fy) = d 21613 K = 634.7 3402.56 K VD (max) = 3173.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.5 21.84 4197.7 40.56 7594 59.28 10804 6.24 921.2 24.96 4776.7 43.68 8142 62.40 11321 118331 9.36 1376.0 28.08 5350.5 46.80 8685 65.52 12.48 1826.8 31.20 5919.2 49.92 9223 68.64 12340 15.60 2273.8 34.32 6482.6 53.04 9755 71.76 12841 18.72 3613.5 37.44 7041.0 56.16 10282 74.88 13338 When V <=1/2+Vc=.5*.85*2*fc"`*bd = 317.3 Kips Shear Reinforcement is required When 1/24Vc= 317.3 <Vu < 30Vc = 1904.1 Kips Min Spac'g of s=Ayfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 3$Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 6.20 4.00 STIRRUP Spac'g for strength req. = s=4A„fy'd/(Vu-+Vc) 4.00 2.20 2.20 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 882 0 0 0 6.00 964 867 0 0 4.00 1128 983 859 0 TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 -8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: /ZC 7 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. ACI318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 108.00 fc (ksi) 4.0 d (in) 44.00 LINE A 3-5 fy. (ksi stir.) 1 60 Bar # 11 Stirrup Max As = 101.6 in2 (0.75 balanced condition) Min As = 15.84 in2 (200bd/ff) As balanced = .8513If, 87000bd / fy (87000+ff) Mu= 4)Mn= K„ F=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 17.42 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 16310 K' = 510.9 MD(for min. p=200/fy) = 3043.80 K' VD (max) = 2554.6 b X \ • . • • • • d MOMENT (MD) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 461.8 21.84 4148.4 40.56 7424 59.28 10442 6.24 918.2 24.96 4712.3 43.68 7 45 62.40 10919 9.36 1369.2 28.08 5269.1 46.80 8459 65.52 11390 12.48 1814.7 31.20 5818.6 49.92 8965 68.64 11853 15.60 2254.9 34.32 6361.0 53.04 9465 71.76 12310 18.72 3577.3 37.44 6896.2 56.16 9957 74.88 12759 When V„<=1/2$Vc=.5*.85*2*fc12*bd = Shear Reinforcement is required When 1/2$Vc= 255.5 <VU < 3$VC = 1532.8 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 9.78 6.89 4.44 2.44 When 3$Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 9.78 6.89 4.44 2.44 STIRRUP Spac'g for strength req. = s=4A„fy'd/(Vu-4Vc) 255.5 Kips ULTIMATE SHEAR (VD)CAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 758 0 0 0 6.00 840 743 0 0 4.00 1005 859 735 0 T5TAYLOR & GAINES HOAG MEMORIAL STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 .8881 FAX (8181851-5319 PARKING GARAGE sht: ice 8 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 108.00 BEAM LOCATION fc (ksi) 5.0 d (in) 44.00 fy. (ksi stir.) 60 Bar # 11 LINE A 3-5 Stirrup Max As = 119.5 in2 (0.75 balanced condition) Min As = 15.84 in2 (200bd/fy) As balanced = .85p1f087000bd / fy (87000+fy) Mu= 4Mn= KRF=4fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 17.42 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b \•\ • • • • • MD(max) = MD(for min. p=200/fy) = 19452 K' 3062.30 K' �V= V (max) = d 571.2 2856.1 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.3 21.84 4183.6 40.56 7546 59.28 10701 6.24 920.3 24.96 4758.3 43.68 8086 62.40 11207 9.36 1374.0 28.08 5327.2 46.80 8620 65.52 11707 12.48 1823.4 31.20 5890.4 49.92 9149 68.64 12201 15.60 2268.4 34.32 6447.9 53.04 9672 71.76 12689 18.72 3603.2 37.44 6999.6 56.16 10189 74.88 13172 When VD<=1/24Vc=.5*.85*2*fc"`*bd = 285.6 Kips Shear Reinforcement is required When 1/24VC= 285.6 <Vu < 3$Vc = 1713.7 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 9.78 6.89 4.44 2.44 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 9.78 6.89 4.44 2.44 STIRRUP Spac'g for strength req. = s=+A„fy'd/(Vu-Wc) ULTIMATE SHEAR (VD)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 818 0 0 0 6.00 900 803 0 0 4.00 1065 919 796 0 T Ta TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 361 - 8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: ,ta by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 132.00 BEAM LOCATION fc (ksi) 4.0 d (in) 44.00 fy (ksi stir.) 60 Bar # 11 LINE A 8-10 Stirrup Max As = 124.2 In2 (0.75 balanced condition) Min As = 19.36 in2 (200bd/fy) As balanced = .85131f, 87000bd / fy (87000+fy) Mu= n1n K„ F=4fcco(1-.59c))F WHEN co=pfy/fc AND p=As/bd F= bd2/12000= 21.30 =0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced MD(max) = 19935 K' 4iVc = 624.5 Mu(for min. p=200/fy) = 3720.20 K' VD (max) = 3122.3 b `•\ • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.3 21.84 4180.4 40.56 7535 59.28 10677 6.24 920.1 24.96 4754.1 43.68 8073 62.40 11180 9.36 1373.6 28.08 5322.0 46.80 8606 65.52 11678 12.48 1822.6 31.20 5883.9 49.92 9132 68.64 12169 15.60 2267.2 34.32 6440.0 53.04 9653 71.76 12655 18.72 2707.4 37.44 6990.2 56.16 10168 74.88 13135 When V <=1/2+Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/2$Vc= 312.2 <Vu < 34Vc = 1873.4 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.00 5.64 3.64 2.00 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 312.2 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.00 STIRRUP Spac'g for strength req. = s=$A„fy'd/(Vu-Wc) 5.64 3.64 2.00 ULTIMATE SHEAR (VD)CAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 871 0 0 0 6.00 954 0 0 0 4.00 1118 972 0 0 1 TE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADE A, CALIFORNIA 91107 (81 ) 351 -8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: / 0 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. ACI318-83 SEC.8,9 & 11 INPUT f,, (ksi) 60 b (in) 132.00 BEAM LOCATION fc (ksi) 5.0 d (in) 44.00 fy (ksi stir.) 60 Bar # 11 LINE A 8-10 Stirrup Max As = 146.1 in2 (0.75 balanced condition) Min As = 19.36 inZ (200bd/fy) As balanced = .85131f, 87000bd / fy (87000+fy) Mu $Mn= KDF=4fcw(1-.59w)F WHEN w=pfy/fcAND p=As/bd F= bd2/12000= 21.30 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b ,F' •\ • • • • • mu(max) = Mu(for min. p=200/fy) = 23774 K' 3742.81 K' 4Vc = V„ (max) = d 698.2 3490.8 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(in^2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.7 21.84 4209.2 40.56 7634 59.28 10889 6.24 921.9 24.96 4791.7 43.68 8188 62.40 11415 9.36 1377.5 28.08 5369.5 46.80 8738 65.52 11937 12.48 1829.7 31.20 5942.6 49.92 9283 68.64 12454 15.60 2278.2 34.32 6511.1 53.04 9823 71.76 12966 18.72 2723.3 37.44 7074.8 56.16 10358 74.88 13473 When V <=1/24Vc=.5*.85*2*fc"`*bd = 349.1 Kips Shear Reinforcement is required When 1 /24Vc= 349.1 <VU < 34VC = 2094.5 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.00 5.64 When 34Vc<Vu<54)Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.00 5.64 STIRRUP Spac'g for strength req. = s =4AvfY d/(Vu-$Vc) 3.64 2.00 3.64 2.00 ULTIMATE SHEAR (VD)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 945 0 0 0 6.00 1027 0 0 0 4.00 1192 1046 0 0 T TAYLOR & GAINES HOAG MEMORIAL sht. f-C/O TU STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (81 )351 - 8881 FAX (8181 351-5319 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. ACI318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 4.0 d (in) 92.00 LINE 1 B-D fy. (ksi stir.) 60 Bar # 11 Max As = Min As = 236.0 in2 (0.75 balanced condition) 36.80 in2 (200bd/fy) Stirrup b •\ • • • • • d As balanced = .85131f, 87000bd / fy (87000+fy) Mu 4Mn= Kr,F=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= . 84.64 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 79229 K' WVD = 1187.0 M„(for min. p=200/fy) = 14785.76 K V„ (max) = 5935.0 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 968.8 21.84 6679.3 40.56 16246 59.28 23376 6.24 1932.7 24.96 7614.0 43.68 17450 62.40 24541 9.36 2891.7 28.08 8543.9 46.80 18648 65.52 25701 12.48 3845.9 31.20 9469.0 49.92 19840 68.64 26853 15.60 4795.2 34.32 10389.2 53.04 21025 71.76 28000 18.72 15739.7 T 37.44 15035.0 56.16 22204 74.88 29139 When V„<=1/24Vc=.5*.85*2*fc"`*bd = 593.5 Kips Shear Reinforcement is required When 1/24Vc= 593.5 <VU < 34Vc = 3561.0 Kips Min Spac'g of s=kfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 3$Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 6.20 STIRRUP Spac'g for strength req. = s=$Avfy'd/(Vu-$Vc) 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V3CAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1703 0 0 0 6.00 1875 1672 0 0 4.00 2219 1914 1656 0 T iE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (815) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5.0 d (in) 92.00 LINE 1 B-D fyi (ksi stir.) 60 Bar # 11 Max As = Min As = 277.7 in2 (0.75 balanced condition) 36.80 in2 (200bd/fy) As balanced = .85Pifc 87000bd / fy (87000+fy) Mu= SMR=KRF=4)fcw(1-.599F WHEN c'=Pfy/fc AND P=As/bd F= bd2/12000= 84.64 4)=0.9 for Mu; 0.85 for Vu Mu REDUCED by 33% when P<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 94490 K' 4)Ve = 1327.1 Mu(for min. P=200/fy) = 14875.65 K' V„ (max) = 6635.5 Stirrup b MO • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(in^2) Mu(Kft) As(in^2) Mu(Kft) As(in^2) Mu(Kft) As(in^2) Mu(Kft) 3.12 969.2 21.84 6703.1 40.56 16355 59.28 23609 6.24 1934.6 24.96 7645.1 43.68 17577 62.40 24800 9.36 2896.1 28.08 8583.3 46.80 18794 65.52 25986 12.48 3853.7 . 31.20 9517.6 49.92 20005 68.64 27166 15.60 4807.4 34.32 10447.9 53.04 21212 71.76 28341 18.72 7.21 37.44 15128.0 56.16 22413 74.88 29512 When V <=1/2c=.5*.85*2*fc"`*bd = 663.5 Kips Shear Reinforcement is required When 1 /24)/c= 663.5 <VU < 3$Vc = 3981.3 Kips Min Spac'g of s=Avfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<5+Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=4)A„fy'd/(VuiVc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1843 0 0 0 6.00 2015 1812 0 0 4.00 2359 2054 1796 0 TAYLOR 8 GAINES STRUCTURAL ENGINEERS HOAG MEMORIAL sht: /CC / 2 TE 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (81 ) 351 - 8881 FAX (818) 351-5319 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 168.00 fc (ksi) 4.0 d (in) 90.00 LINE 7 C.5-B.5 fy. (ksi stir.) 60 Bar # 11 Stirrup Max As = 323.3 in2 (0.75 balanced condition) Min As = 50.40 in2 (200bd/fy) As balanced = .85P1f, 87000bd / fy (87000+fy) Mu= 4)Mn= KDF=4)fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 113.40 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b 0\ • • • • • MD(max) = 106151 K' 4V, = MD(for min. p=200/fy) = 19809.85 K' VD (max) = d 1625.7 8128.3 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 948.3 21.84 6565.5 40.56 12058 59.28 23175 6.24 1893.2 24.96 7489.6 43.68 12961 62.40 24349 9.36 2834.6 28.08 8410.1 46.80 13861 65.52 25518 12.48 3772.5 31.20 9327.3 49.92 14757 68.64 26682 15.60 4707.0 34.32 10240.9 53.04 20814 71.76 27842 18.72 5638.0 37.44 11151.1 56.16 21997 74.88 28997 When Vu<=1/24Vc=.5*.85*2*fc1r'*bd = 812.8 Kips Shear Reinforcement is required When 1 /24Vc= 812.8 <Vu < 3$Vc = 4877.0 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 6.29 4.43 When 3$Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 6.29 STIRRUP Spac'g for strength req. = s =4AA„ fY d/(Vu-4Vc) 4.43 2.86 1.57 2.86 1.57 ULTIMATE SHEAR (VD)CAPAC/TYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 0 0 0 0 6.00 2299 0 0 0 4.00 2635 2337 0 0 T TAYLOR 8 GAINES HOAG MEMORIAL STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (81 ) 351 - 8881 FAX (818) 351.5319 PARKING GARAGE sht: fit /3 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 168.00 BEAM LOCATION fc (ksi) 5.0 d (in) 90.00 fy. (ksi stir.) 60 Bar # 11 LINE 7 C.5-B.5 Stirrup Max As = 380.3 in2 (0.75 balanced condition) Min As = 50.40 in2 (200bd/fy) As balanced = .85a If c 87000bd / fy (87000+fy) Mu= $Mu= K„ F=+fcc'(1-.59o')F WHEN w=Pfy/fc AND P=As/bd F= bd2/12000= 113.40 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when P<200/fy. Mu Tabulated up to Max. As=0.75 balanced mu(max) = 126598 K' 4V, = 1817.5 MD(for min. P=200/fy) = 19930.28 K' VD (max) = 9087.7 b •\ • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 948.7 21.84 6582.5 40.56 12116 59.28 23342 6.24 1894.6 24.96 7511.8 43.68 13029 62.40 24534 9.36 2837.7 28.08 8438.2 46.80 13939 65.52 25721 12.48 3778.1 31.20 9362.0 49.92 14846 68.64 6906 15.60 4715.7 34.32 10282.9 53.04 20948 71.76 28086 18.72 5650.5 37.44 11201.0 56.16 22147 74.88 29263 When VD<=1/2( Vc=.5*.85*2*fc "*bd = Shear Reinforcement is required When 1/2$Vc= 908.8 <Vu < 34Vc = Min Spac'g of s=Ayfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 6.29 4.43 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 908.8 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 6.29 STIRRUP Spac'g for strength req. = s=$Ayfy'd/(Vu-4'Vc) 5452.6 Kips 4.43 2.86 1.57 2.86 1.57 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 0 0 0 0 6.00 2491 0 0 0 4.00 2827 2529 0 0 TE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 4.0 d (in) 90.00 LINE 12 D-B fy, (ksi stir.) 60 Bar # 11 Stirrup Max As = 230.9 in2 (0.75 balanced condition) Min As = 36.00 in2 (200bd/fy) As balanced = .85I3if, 87000bd / fy (87000+fy) Mu= 4MH=KRF=Sfcco(1-.590)F WHEN co=pfy/fc AND p=As/bd F= bd2/12000= 81.00 $=0.9 for Mu; 0.85 for Vu Mu REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced M (max) = 75822 K' SVc = 1161.2 MD(for min. p=200/fy) = 14149.89 K' V„ (max) = 5805.9 MI • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 474.4 10.92 3295.5 20.28 6073 29.64 8806 3.12 947.6 12.48 3761.4 21.84 6532 31.20 9258 4.68 1419.6 14.04 4226.2 23.40 6989 32.76 9708 6.24 1890.4 15.60 4689.7 24.96 7445 34.32 10157 7.80 2360.0 17.16 5151.9 26.52 7900 35.88 10605 9.36 2828.4 18.72 5613.0 28.08 8354 37.44 14698 When V„<=1/2$Vc=.5*.85*2*fc12*bd = Shear Reinforcement is required 580.6 Kips When 1/2SVc= 580.6 <VU < 3SVc = 3483.6 Kips Min Spac'g of s=Ayfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 3*Vc<Vu<S$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=4Ayfy'd/(Vu-$Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1666 0 0 0 6.00 1834 1635 0 0 4.00 2171 1873 1620 0 r TAYLOR 8 GAINES STRUCTURAL ENGINEERS HOAG MEMORIAL sht: /$' -ES 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 - 8881 FAX (818) 351-5319 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5.0 d (in) 90.00 LINE 12 D-B fy (ksi stir.) 60 Bar # 11 Max As = 271.7 in2 (0.75 balanced condition) Min As = 36.00 in2 (200bd/fy) As balanced = 85131f, 87000bd / fy (87000+fy) Mu= 4)Mn= KDF=4f0'(1-.59°)F WHEN w=Pfy/fcAND P=As/bd F= bd2/12000= 81.00 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when P<200/fy. Mu Tabulated up to Max. As=0.75 balanced M (max) = 90427 K' (kV, = 1298.2 Mu(for min. P=200/fy) = 14235.91 K' VD (max) = 6491.2 Stirrup b \•� • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 474.6 10.92 3301.5 20.28 6093 29.64 8850 3.12 948.1 12.48 P769.21 21.84 6555 31.20 9306 4.68 1420.7 14.04 4236.0 23.40 7016 32.76 9762 6.24 1892.4 15.60 4701.8 24.96 7476 34.32 10216 7.80 2363.0 17.16 5166.6 26.52 7935 35.88 10669 9.36 2832.7 18.72 5630.5 28.08 8393 37.44 14791 When VD<=1/2tVc=.5*.85*2*fc"2*bd = Shear Reinforcement is required When 1 /2'PVc= 649.1 <VU < 34VC = 3894.7 Kips Min Spac'g of s =AA„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 3$Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 649.1 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s =lA fy'd/(Vu-(kc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (VN)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1803 0 0 0 6.00 1971 1773 0 0 4.00 2308 2010 1757 0 T T TAYLOR & GAINES 1ES STRUCTURAL ENGINEERS 320 NORTH HALSTEA❑ SREET • SUITE 200 PASAOENA. CALIFORNIA S 1 1 07 (626) 351 -SSS 1 FAX (626) 351-531 S Rase frier Spheic tt sheet / 4, by se t "/o�/4 �- Job no. /39C Newpr " date 12.0 friAe o tort /4)srave e saeide op 72 g2.44o /3✓c4rys I1SF. ,05gl N� f=y/2 Sos fl.s2. 72i t /s 73 •544oA3 77f r 40o i CONC/Lc7''- ht,c, s AS Gr/€Ge._ peg_ Ac.c. T om= y/ZA D& riC-AMs . —Nom' ars @ C /T/cdt"L igo/,vn �(C . A5 ✓`1 za,ar/O�/ t7,4X Off.9?9C/ HAS ,Z j2.2 s Gd Z /<ry /`?bH. (-Ion. CAP. /, c/DF-/ cRro ma_ &Dr ) c. raer', Nor/ &p r. C4ZT/r/aze) r Ps/ catvvc. L/tIc a_ 7/3/'ei 2C0// 759¢4, 79-6,697/.3/ silo K r /s *// 520/ K' 5/S6 x >SW6 .a La e. - 5ra7 //, 50/ a la// /AS 32 k' m cle ck.,/ 5= 70.y/ k' 26 // gocecolcf 7 ? 5r 7a9/ LA/LA o 9924", /`' -#// 456,8 o //(829924 ' epic/ K/ /24`// 5757 C✓ f 57`�7)87/ gTo O /J ��'' 7 C / ,5 To GrJ 2 3� / #ll L-K�/p5o�/ 2c , /� / p r� y 2��WCJG �L6/�V r e 73 it' /*#/I 7 fl lie ' 376 '2334, T^'^ TAYLOR & GAINES V STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA, CALIFORNIA B 1 1 07 (6263 351-8BB1 FAX (6263 351-531 B & /4 4L trot: bfie- -/ of. r by se/ . /4,44 HaAitOte/Aii r_ lob no. /39C ,v • date /2/21430 Mi sT .,ram sat de '/e' 7-/6• q,c oe %/g-4'1s //vac 7G-s�"ct�/f1� j2 5000 Ic:).si . 71/1s /s 7 ee{ 43 T 4r 400c /x/ cat/cans. $t,cxS As N€4,4_ pea. AcL rgery Gr2A,0E fret -A Ms T-/`ioif&/1TS @ /T/cam'- `ohvn y . l Cr717701 / t/,ax affskAi MA$ Ree4as a . .' nor( cAP, , Ps?' cti)../c - "10,9 c vo sw2- T'ap Nor/&^/r. GULT/ f re) c ea..,ereer e , /jhrc 7/5/ 'e 2G44E/7 7 s9i- K' 71-8•577/.3/ ,Tyt/n/3-5 a- 5//0 IC /5 0// 5 2Cv/ K' 5/B6A' >s//a L//1 C. - 57(q /// 5®/ 42 t4t# //S .FS k' // glees cj/fi)/ 4 3� �` y©q/ x" 8 * / 6oBcol`4 7, 9¢5VV°%/ LA/LA 8T� /o ?MC - , // M 3S8 /o /4°829924 / e 16/ /2 44// 61737'4' 577/ 3?i`� To . /3 /r 7 \::,.� 0/7 2cvyoly� 24,482 5z4,av ,ZjT fez 763 e, /p*/% 07GI '4' 374/ i'783k 1 r Tr TAYLOR 8 GAINES STRUCTURAL ENGINEERS 5435 BALBOA BLVD., SUITE 4103 ENCINO, CA 91315 (Si I) 794 - T994 FAX (811) 317d370 7,4-ice Ieev. .ht: FC-1 of itch PARKING STRUCTURE by: BC Job No: 1395 HOAG PARKING HOSPITAL Date: 12/21900 MOMENTS AND REINFORCEMENT AT CRITICAL POINT Original most of the grade beams were designed for 6000ps1. This table is to show the difference in capacity between 4000 pal concrete and 6000 psi concrete, reinforcement at critical points and respective design moments GR. BM LOCATION MAX DESIGN (IV) MOMENT (ULTIMATE) MAX REBARS .1 DESIGN MOM. i MOM. CAP.(K) FOR 5000 PSI CONC. Ilr- MOM. CAP.(K') FOR 4000 PSI CONCRETE LINE E BTWN 3-5 +7131 26#11 B 7594 7485>7131 -1227 8#11 T 1827 1819>947 LINE E 6-9 @ line 7 +5110 18#11 B 5261 5186>5110 @ line 7 -4007 14#11 T 4143 4098>4007 @ line 8.5 2142 10#11 T&B 2997 2973>2142 LINE C - 5 to 9 @ line 6 -11501 42#11 T 11833 11,548>11,501 @ line 5&9 +1107 12#11 8 3613 3590>1107 @ line 8 -11053 403111 T 11321 11063>11053 LINE A - 3 to 5 +7091 28#11 B 8086 7945>7091 -1473 8#11 T 1822 1814>1473 @ line 5 +4051 14#11 B 4180 4148>4051 LINE A - 8 to 10 @ line 10 +9926 36#11 B 10358 10,168>9926 @ line 10 -2286 12#11 T 2723 2707>2286 @ line 6 -1171 10#11 T 2278 2267>1171 @ line 6 +5292 18#11 B 5369 5322>5292 LINE 1 - B TO D 871 12#11 5757 5739>871 LINE 7 - 8.5 to C.5 +26300 44#11 T 26906 26,682>26,300 -6800 16#11 B 7511 7489>6800 LINE 12 D to B 783 16#11 3769 3761>783 F.\4Eng5Concrna'SXPX xls tfsofc mot-fen/T. CPesc/ ry Sit Pc 2 TIC fe /S P Aitsige t/r CAIAtt2 r% IE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (515(351 .8881 FAX (818) 351d018 HOAG MEMORIAL PARKING GARAGE sht: , 2 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. ACI318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 4.0 d (in) 44.00 LINE E 3-5 fy. (ksi stir.) 60 Bar # 11 Stirrup Max As = 112.9 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .aspire 87000bd / fy (87000+fy) Mu= 0MR=KRF=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 19.36 (0=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 18122 K' +V, = 567.7 Mu(for min. p=200/fy) = 3382.00 K' V„ (max) = 2838.5 b d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft As(inA2) Mu(Kft) 3.12 462.1 21.84 4166.0 40.56 7485 59.28 10571 6.24 919.2 24.96 4735.3 43.68 8015 62.40 11063 9.36 1371.6 28.08 5298.2 46.80 8540 65.52 11548 12.48 1819.1 31.20 5854.5 49.92 9057 68.64 12027 15.60 2261.7 34.32 6404.5 53.04 9568 71.76 12499 18.72 3590.3 37.44 6947.9 56.16 10073 74.88 12965 When V <=1/20Vc=.5*.85`2*fCI 2*bd = Shear Reinforcement is required When 1/20c= 283.8 <Vu < 34Vc = Min Spac'g of s=Avfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<54)Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 283.8 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s 4A„fy'd/(Vu-4Vc) 1703.1 Kips 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 815 0 0 0 6.00 897 800 0 0 4.00 1061 916 792 0 74 1 T HOAG MEMORIAL sht 1 P'2•/ INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5.0 d (in) 44.00 LINE E 3-5 fy (ksi stir.) 60 Bar # 11 IE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA. CA UFORNIA 91107 (616( 361 -6561 FAX (816)061-6319 PARKING GARAGE by: sc 74-3 Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 b Stirrup Max As = 132.8 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .85131f, 87000bd / fy (87000+fy) Mu NMI K„F=efcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 19.36 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced •N • • • • • MD(max) = MD(for min. p=200/fy) = 21613 K' 3402.56 K' 4)Vc = V, (max) = d 634.7 3173.5 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu Kft As(inA2) Mu(Kft) 3.12 462.5 21.84 4197.7 40.56 F75941 59.28 10804 6.24 921.2 24.96 4776.7 43.68 8142 62.40 11321 9.36 1376.0 28.08 5350.5 46.80 8685 65.52 11833 12.48 1826.8 31.20 5919.2 49.92 9223 68.64 12340 15.60 2273.8 34.32 6482.6 53.04 9755 71.76 12841 18.72 3613.5 37.44 7041.0 56.16 10282 74.88 13338 When VD<=1/24Vc=.5*.85*2*fc"`*bd = 317.3 Kips Shear Reinforcement is required When 1/2¢Vc= 317.3 <VU < 3$VC = 1904.1 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=$Ayfy'd/(Vu-4Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 882 0 0 0 6.00 964 867 0 0 4.00 1128 983 859 0 TAYLOR 8 GAINES STRUCTURAL ENGINEERS HOAG MEMORIAL sht: fC 3 7,,4-¢ l6 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (818) 351 .8881 FAX (815) 351d019 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 84.00 fc (ksi) 4.0 d (in) 44.00 LINE E 6-9 fy (ksi stir.) 60 Bar # 11 Stirrup Max As = 79.0 in2 (0.75 balanced condition) Min As = 12.32 in2 (200bd/fy) As balanced = .85p1f,87000bd / fy(87000+fy) Mu= 4)MD=KDF=4fcco(1-.59co)F WHEN co=pfy/fcAND p=As/bd F= bd2/12000= 13.55 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced k b •\ • • • • • Mu(max) _ M„ (for min. p=200/fy) = 12686 K' 2367.40 K' 4)Vc = V (max) = d 397.4 1986.9 MOMENT (M„) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 461.0 21.84 4098.2 40.56 7251 59.28 10071 6.24 915.1 24.96 4646.7 43.68 7744 62.40 10509 9.36 1362.2 28.08 5186.0 46.80 8228 65.52 10938 12.48 2397.2 31.20 5716.1 49.92 8703 68.64 11357 15.60 2973.4 34.32 6236.9 53.04 9168 71.76 11767 18.72 3540.4 37.44 6748.5 56.16 9624 74.88 12168 When V„<=1/24Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/2$Vc= 198.7 <Vu < 34Vc = Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 12.57 8.86 When 3+Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 11.00 8.86 STIRRUP Spac'g for strength req. = s =4A„ fY d/(Vu-4Vc) 198.7 Kips 1192.2 Kips 5.71 3.14 5.71 3.14 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 562 0 0 0 10.00 595 0 0 0 8.00 644 571 0 0 6.00 727 629 0 0 4.00 891 745 622 0 T -FEE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (81 ) 361 4661 FAX (616) 351.6319 HOAG MEMORIAL PARKING GARAGE sht: /tC 7 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 84.00 fc (ksi) 5.0 d (in) 44.00 LINE E 6-9 fy. (ksi stir.) 60 Bar # 11 Stirrup Max As = 93.0 In2 (0.75 balanced condition) Min As = 12.32 in2 (200bd/fy) As balanced = .85p1f, 87000bd / fy (87000+fy) MAMn= K„F=$fcco(1-.59cu)F WHEN cu=pfy/fcAND p=As/bd F= bd2/12000= 13.55 (1)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b •N • • • • • Mu(max) = 15129 K' $Vc = Mu(for min. p=200/fy) = 2381.79 K' V„ (max) = d 444.3 2221.4 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 461.7 21.84 4143.4 40.56 7407 59.28 10405 6.24 917.9 24.96 4705.8 43.68 7925 62.40 10878 9.36 1368.5 28.08 5260. 46.80 8436 65.52 11345 12.48 2412.0 31.20 5808.4 49.92 8939 68.64 11804 15.60 2996.5 34.32 6348.6 53.04 9435 71.76 12255 18.72 3573.6 37.44 6881.5 56.16 9923 74.88 12700 When V„<=1/24Vc=.5*.85*2*fc"bd = 222.1 Kips Shear Reinforcement is required When 1/24)Vc= 222.1 <Vu < 3$Vc = 1332.9 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 12.57 8.86 When 3$Vc<Vu<5(1Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 11.00 STIRRUP Spac'g for strength req. = s=$A„fYd/(Vu-4Vc) 8.86 5.71 3.14 5.71 3,14 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 609 0 0 0 10.00 642 0 0 0 8.00 691 618 0 0 6.00 773 676 0 0 4.00 938 792 669 0 74 -5 TAYLOR R. GAINES STRUCTURAL ENGINEERS HOAG MEMORIAL silt: fie 5 74 1 TE 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (878) 351 -0851 FAX (818) 351-5319 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 4.0 d (in) 44.00 LINE C 45-9 fy (ksi stir.) 60 Bar # 11 Stirrup Max As = 112.9 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .85(31f, 87000bd / fy (87000+fy) M,= 4M,= K„ F=4fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 19.36 $=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced M„(max) = 18122 K' +V° = 567.7 M„ (for min. p=200/fy) = 3382.00 K' V„ (max) = 2838.5 1' b 1' •\ • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.1 21.84 4166.0 40.56 7485 59.28 10571 6.24 919.2 24.96 4735.3 43.68 8015 62.40 11063 9.36 1371.6 28.08 5298.2 46.80 8540 65.52 1115481 12027 12.48 1819.1 31.20 5854.5 49.92 9057 68.64 15.60 2261.7 34.32 6404.5 53.04 9568 71.76 12499 18.72 3590.3 37.44 6947.9 56.16 10073 74.88 12965 When Vu<=1/2$Vc=.5*.85*2*fc1'2*bd = Shear Reinforcement is required When 1/24Vc= 283.8 <Vu < 34Vc = 1703.1 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 283.8 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=+Ayfy'd/(Vu-$Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V JCAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 815 0 0 0 6.00 897 800 0 0 4.00 1061 916 792 0 T -TEE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO STREET STE 200 PASADENA, CA LIFORNIA 81107 (518) 351 - 5551 FAX (8181551-5315 HOAG MEMORIAL PARKING GARAGE sht: ic< (co by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5.0 d (in) 44.00 LINE C 6-9 fy (ksi stir.) 60 Bar # 11 Stirrup Max As = 132.8 in2 (0.75 balanced condition) Min As = 17.60 in2 (200bd/fy) As balanced = .85p if 87000bd / fy (87000+fy) M„=$Mn= K„F=$fcw(1-.59w)F WHEN w=pfy/fcAND p=As/bd F= bd2/12000= 19.36 $=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 21613 K' +V, = 634.7 Mu(for min. p=200/fy) = 3402.56 K' V (max) = 3173.5 b •\ • • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.5 21.84 4197.7 40.56 7594 59.28 10804 6.24 921.2 24.96 4776.7 43.68 8142 62.40 11321 9.36 1376.0 28.08 5350.5 46.80 8685 65.52 Ft 18331- 12.48 1826.8 31.20 5919.2 49.92 9223 68.64 12340 15.60 2273.8 34.32 6482.6 53.04 9755 71.76 12841 18.72 3613.5 37.44 7041.0 56.16 10282 74.88 13338 When V„<=1/2+Vc=.5*.85*2*fc112*bd = Shear Reinforcement is required When 1/24Vc= 317.3 <VU < 34Vc = 1904.1 Kips Min Spac'g of s=Ayfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 317.3 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=+Ayfy'd/(Vu-$Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V„ )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 882 0 0 0 6.00 964 867 0 0 4.00 1128 983 859 0 74-7 TAYLOR R GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA. CA LIFORNIA 91107 �.� (919) 351 - 5951 FAX (915) 351.5319 HOAG MEMORIAL PARKING GARAGE sht: At 7 74-e by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 108.00 fc (ksi) 4.0 d (in) 44.00 LINE A 3-5 fy. (ksi stir.) 60 Bar # 11 Stirrup Max As = 101.6 In2 (0.75 balanced condition) Min As = 15.84 in2 (200bd/fy) As balanced = .8581f0 87000bd / fy (87000+fy) Mu=+M,= K„F=4)fcco(1-.59ro)F WHEN co=pfy/fc AND p=As/bd F= bd2/12000= 17.42=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced M„(max) = 16310 K' (kV„ = 510.9 M„(for min. p=200/fy) = 3043.80 K' V„ (max) = 2554.6 b •\ • . • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 461.8 21.84 4148.4 40.56 7424 59.28 10442 6.24 918.2 24.96 4712.3 43.68 17 45 62.40 10919 9.36 1369.2 28.08 5269.1 46.80 8459 65.52 11390 12.48 1814.7 31.20 5818.6 49.92 8965 68.64 11853 15.60 2254.9 34.32 6361.0 53.04 9465 71.76 12310 18.72 3577.3 37.44 6896.2 56.16 9957 74.88 12759 When Vu<=1/24Vc=.5*.85*2*fc"`*bd = 255.5 Kips Shear Reinforcement is required When 1/24iVc= 255.5 <VU < 3cIVc = 1532.8 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 9.78 6.89 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 9.78 6.89 STIRRUP Spac'g for strength req. = s =4AVfYd/(Vu-$Vc) 4.44 2.44 4.44 2.44 ULTIMATE SHEAR (V„)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 758 0 0 0 6.00 840 743 0 0 4.00 1005 859 735 0 T ETAYLOR & GAINES HOAG MEMORIAL STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (815) 357 - 8881 FAX (818) 351.6319 PARKING GARAGE sht: FC 8 74-7 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 108.00 fc (ksi) 5.0 d (in) 44.00 LINE A 3-5 fy, (ksi stir.) 60 Bar # 11 Stirrup Max As = 119.5 in2 (0.75 balanced condition) Min As = 15.84 in2 (200bd/fy) As balanced = .85131fc 87000bd / fy (87000+fy) M„=4MD=KDF=lifcc7(1-.59w)F WHEN co=pfy/fc AND p=As/bd F= bd2/12000= 17.42 +=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced Mu(max) = 19452 K' 4\4 = 571.2 M„(for min. p=200/fy) = 3062.30 K' V„ (max) = 2856.1 b •\ • • • • • d MOMENT (M„) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.3 21.84 4183.6 40.56 7546 59.28 10701 6.24 920.3 24.96 4758.3 43.68 8086 62.40 11207 9.36 1374.0 28.08 5327.2 46.80 8620 65.52 11707 12.48 1823.4 31.20 5890.4 49.92 9149 68.64 12201 15.60 2268.4 34.32 6447.9 53.04 9672 71.76 12689 18.72 3603.2 37.44 6999.6 56.16 10189 74.88 13172 When V„<=1/2(I)Vc=.5*.85*2*fc"`*bd = 285.6 Kips Shear Reinforcement is required When 1/2(IVc= 285.6 <Vu < 3$Vc = 1713.7 Kips Min Spac'g of s=A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 9.78 6.89 4.44 2.44 When 34Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 9.78 STIRRUP Spac'g for strength req. = s =4AvfY d/(Vu-(1)Vc) 6.89 4.44 2.44 ULTIMATE SHEAR (V„)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 818 0 0 0 6.00 900 803 0 0 4.00 1065 919 796 0 -FEE TAYLOR R. GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 (919) 951 -9991 FAX (919) 351-5319 HOAG MEMORIAL sht: / PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 132.00 fc (ksi) 4.0 d (in) 44.00 LINE A 8-10 fy. (ksi stir.) 60 Bar # 11 Stirrup Max As = 124.2 in2 (0.75 balanced condition) Min As = 19.36 in2 (200bd/fy) As balanced = .85(31f, 87000bd / fy (87000+fy) Mu= 4Mn= KnF=$fcco(1-.59(0)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 21.30 $=0.9 for Mu; 0.85 for Vu Mn REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced 2 b • • • • • • Mu(max) = Mu(for min. p=200/fy) = 19935 K' 3720.20 K' 4Vc = V (max) = d 624.5 3122.3 MOMENT (M„) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(in^2) Mu(Kft) 3.12 462.3 21.84 4180.4 40.56 7535 59.28 10677 6.24 920.1 24.96 4754.1 43.68 8073 62.40 11180 9.36 1373.6 28.08 5322.0 46.80 8606 65.52 11678 12.48 1822.6 31.20 5883.9 49.92 9132 68.64 12169 15.60 2267.2 34.32 6440.0 53.04 9653 71.76 12655 18.72 2707.4 37.44 6990.2 56.16 10168T 74.88 13135 When Vn<=1 /24Vc=.5*.85*2*f c "`*bd = Shear Reinforcement is required When 1/2OVc= 312.2 <Vu < 34Vc = Min Spac'g of s=Avfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.00 5.64 When 3SVc<Vu<5SVc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 312.2 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.00 STIRRUP Spac'g for strength req. = s=SA„fy'd/(Vu-4Vc) 1873.4 Kips 5.64 3.64 2.00 3.64 2.00 ULTIMATE SHEAR (VNJCAPACITYFOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 871 0 0 0 6.00 954 0 0 0 4.00 1118 972 0 0 7,QA9 -ES TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADE A. CA LIFORNIA 91107 )81 )351 -8881 FAX 1818) 351.6319 HOAG MEMORIAL PARKING GARAGE sht: F94Zs/ // by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 132.00 BEAM LOCATION fc (ksi) 5.0 d (in) 44.00 fy, (ksi stir.) 60 Bar # 11 LINE A 8-10 Stirrup Max As = 146.1 in2 (0.75 balanced condition) Min As = 19.36 in2 (200bd/fy) As balanced = .85{3)f, 87000bd / fy (87000+fy) Mur- $M=KDF=4)fcm(1-.59m)F WHEN m=pfy/fc AND p=As/bd F= bd2/12000= 21.30 =0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced 1' b ,I' •\ • • • • • Mu(max) = Mu(for min. p=200/fy) = 23774 K' 3742.81 K' = V„ (max) = d 698.2 3490.8 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 462.7 21.84 4209.2 40.56 7634 59.28 10889 6.24 921.9 24.96 4791.7 43.68 8188 62.40 11415 9.36 1377.5 28.08 5369.5 46.80 8738 65.52 11937 12.48 1829.7 31.20 5942.6 49.92 9283 68.64 12454 15.60 2278.2 34.32 6511.1 53.04 9823 71.76 12966 18.72 2723.3 37.44 7074.8 56.16 10358 74.88 13473 When V11<=1/2$Vc=.5*.85*2*fc"`*bd = Shear Reinforcement is required When 1/24Vc= 349.1 <Vu < 34Vc = Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.00 5.64 When 34Vc<Vu<5(1)Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 349.1 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.00 STIRRUP Spac'g for strength req. = s=(1)A„fy'd/(Vu-4Vc) 2094.5 Kips 5.64 3.64 2.00 3.64 2.00 ULTIMATE SHEAR (V )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 945 0 0 0 6.00 1027 0 0 0 4.00 1192 1046 0 0 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 4.0 d (in) 92.00 LINE 1 B-D fY (ksi stir.) 60 Bar # 11 Max As = Min As = 236.0 In2 (0.75 balanced condition) 36.80 in2 (200bd/fy) As balanced = .85(3)f, 87000bd / fy (87000+fy) Mu= ¢Mn= KDF=4fccu(1-.59a)F WHEN (0=pfy/fcAND p=As/bd F= bd2/12000= 84.64 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced TAYLOR R GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA CA LIFORNIA 91107 (818)361-8881 FA)( PM 061-5310 HOAG MEMORIAL PARKING GARAGE shr PC/0 7A iZ by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC/318-83 SEC.8,9 & 11 b Stirrup 1' •\ • • • • • MD(max) _ MD(for min. p=200/fy) = 79229 K' 14785.76 K' eVo = V, (max) = d 1187.0 5935.0 MOMENT (MN) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(in^2) Mu(Kft) 3.12 968.8 21.84 6679.3 40.56 16246 59.28 23376 6.24 1932.7 24.96 7614.0 43.68 17450 62.40 24541 9.36 2891.7 28.08 8543.9 46.80 18648 65.52 25701 12.48 3845.9 31.20 9469.0 49.92 19840 68.64 26853 15.60 4795.2 34.32 10389.2 53.04 21025 71.76 28000 18.72 157397 37.44 15035.0 56.16 22204 74.88 29139 When V <=1/24Vc=.5*.85*2*fc"`*bd = 593.5 Kips Shear Reinforcement is required When 1/24VC= 593.5 <VU < 3$Vc = 3561.0 Kips Min Spac'g of s=Avfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=4Avfy'd/(Vu-4Vc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1703 0 0 0 6.00 1875 1672 0 0 4.00 2219 1914 1656 0 INPUT BEAM LOCATION fy, (ksi) 60 b (in) 120.00 fc (ksi) 5.0 d (in) 92.00 LINE 1 B-D fy. (ksi stir.) 60 Bar # 11 TE TAYLOR 8 GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 91107 �.--. (818)351 - 5881 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE sht: . //7fj/3 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. ACI318-83 SEC.8,9 & 11 b Stirrup MaX As = 277.7 in2 (0.75 balanced condition) Min As = 36.80 in2 (200bd/fy) As balanced = .85pifc 87000bd / fy (87000+fy) Mu= +M„=K„F=+fcw(1-.59c0)F WHEN W=Pfy/fc AND P=As/bd F= bd2/12000= 84.64 =0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when P<200/fy. Mu Tabulated up to Max. As=0.75 balanced M„(max) = 94490 K' (I)V„ = 1327.1 M„(for min. P=200/fy) = 14875.65 K' V, (max) = 6635.5 •\ • • • • • d MOMENT (M„) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(in^2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 969.2 21.84 6703.1 40.56 16355 59.28 23609 6.24 1934.6 24.96 7645.1 43.68 17577 62.40 24800 9.36 2896.1 28.08 8583.3 46.80 18794 65.52 25986 12.48 3853.7 31.20 9517.6 49.92 20005 68.64 27166 15.60 4807.4 34.32 10447.9 53.04 21212 71.76 28341 18.72 15767.2 37.44 15128.0 56.16 22413 74.88 29512 When V„<=1/2gVc=.5*.85*2*fc"`*bd = 663.5 Kips Shear Reinforcement is required When 1/2(1)VC= 663.5 <Vu < 3$Vc = 3981.3 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34'Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 6.20 STIRRUP Spac'g for strength req. = s AvfY d/(Vu-°Vc) 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1843 0 0 0 6.00 2015 1812 0 0 4.00 2359 2054 1796 0 TAYLOR & GAINES STRUCTURAL ENGINEERS HOAG MEMORIAL sht: /Cc / 2 74/1 TG 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LIFORNIA 11107 (8181851 - 8881 FAX (818) 351-5319 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. ACI318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 168.00 fc (ksi) 4.0 d (in) 90.00 LINE 7 C.5-B.5 fy (ksi stir.) 60 Bar # 11 Stirrup Max As = 323.3 In2 (0.75 balanced condition) Min As = 50.40 in2 (200bd/fy) As balanced = .85(31f087000bd / fy (87000+fy) Mu= 1¢Mn= KRF=4fcw(1-.59co)F WHEN m=pfy/fc AND p=As/bd F= bd2/12000= 113.40=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced M„(max) = 106151 K' = 1625.7 b •\ • • • • • d M„(for min. p=200/fy) = 19809.85 K' V„ (max) = 8128.3 MOMENT (M„) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 948.3 21.84 6565.5 40.56 12058 59.28 23175 6.24 1893.2 24.96 7489.6 43.68 12961 62.40 24349 9.36 2834.6 28.08 8410.1 46.80 13861 65.52 25518 12.48 3772.5 31.20 9327.3 49.92 14757 68.64 26682 15.60 4707.0 34.32 10240.9 53.04 20814 71.76 27842 18.72 5638.0 37.44 11151.1 56.16 21997 . 74.88 28997 When Vu<=1/2$Vc=.5*.85*2*fc"`*bd = 812.8 Kips Shear Reinforcement is required When 1/2(IVc= 812.8 <VU < 3$Vc = 4877.0 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 6.29 4.43 When 34)Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 6.29 4.43 STIRRUP Spac'g for strength req. = s =$A„fY d/(Vu-(IVc) 2.86 1.57 2.86 1.57 ULTIMATE SHEAR (V„)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 0 0 0 0 6.00 2299 0 0 0 4.00 2635 2337 0 0 TAYLOR & GAINES STRUCTURAL ENGINEERS sht: fC /3 7q ,�- -TEE 320 NORTH HALSTEAD STREET STE 200 PASADENA, CALIFORNIA 91107 (518( 351 -0051 FAX (818) 351-5319 HOAG MEMORIAL PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 168.00 fc (ksi) 5.0 d (in) 90.00 LINE 7 C.5-B.5 fy. (ksi stir.) 60 Bar # 11 Stirrup Max As = 380.3 in2 (0.75 balanced condition) Min As = 50.40 in2 (200bd/fy) As balanced = .85fife87000bd / fy (87000+fy) Mu 4Mn K F=4)fc0(1-.59W)F WHEN w=Pfy/fc AND P=As/bd F= bd2/12000= 113.40 =0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when P<200/fy. Mu Tabulated up to Max. As=0.75 balanced 126598 K' 4VC = 1817.5 19930.28 K' V„ (max) = 9087.7 1' b 1' •\ • • • • • Mu(max) = Mu(for min. P=200/fy) = d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 3.12 948.7 21.84 6582.5 40.56 12116 59.28 23342 6.24 1894.6 24.96 7511.8 43.68 13029 62.40 24534 9.36 2837.7 28.08 8438.2 46.80 13939 65.52 25721 U9.221. 28086 12.48 3778.1 31.20 9362.0 49.92 14846 68.64 15.60 4715.7 34.32 10282.9 53.04 20948 71.76 18.72 5650.5 37.44 11201.0 56.16 22147 74.88 29263 When V„<=1/2(PVc=.5*.85*2*fc "*bd = Shear Reinforcement is required When 1 /24)Vc= 908.8 <Vu < 34Vc = Min Spac'g of s =A„fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 6.29 4.43 When 34Vc<Vu<54Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) 908.8 Kips Max. Spac'g for #6 , #5, #4 & #3 (in) = 6.29 STIRRUP Spac'g for strength req. = s=4Ayf,,d/(Vu-4Vc) 5452.6 Kips 4.43 2.86 1.57 2.86 1.57 ULTIMATE SHEAR (VD)CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 0 0 0 0 6.00 2491 0 0 0 4.00 2827 2529 0 0 TS TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD STREET STE 200 PA ADENA, CA LIFORNIA 91107 (81 )351.8881 FAX(818)381.319 HOAG MEMORIAL PARKING GARAGE sht: /¢'7,d4 by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT fy (ksi) 60 b (in) 120.00 BEAM LOCATION fc (ksi) 4.0 d (in) 90.00 fy (ksi stir.) 60 Bar # 11 LINE 12 D-B Stirrup Max As = 230.9 in2 (0.75 balanced condition) Min As = 36.00 in2 (200bd/fy) As balanced = .85p1f, 87000bd / fy (87000+fy) MN=¢M„=K„ F=$fcw(1-.59w)F WHEN w=pfy/fc AND p=As/bd F= bd2/12000= 81.00 4)=0.9 for Mu; 0.85 for Vu M„ REDUCED by 33% when p<200/fy. Mu Tabulated up to Max. As=0.75 balanced b III • • • • • Mu(max) = M„(for min. p=200/fy) = 75822 K' 14149.89 K' +V, = V (max) = d 1161.2 5805.9 MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(in^2) Mu(Kft) As(in^2) Mu(Kft) As(InA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 474.4 10.92 3295.5 20.28 6073 29.64 8806 3.12 947.6 12.48 r3761.41 21.84 6532 31.20 9258 4.68 1419.6 14.04 4226.2 23.40 6989 32.76 9708 6.24 1890.4 15.60 4689.7 24.96 7445 34.32 10157 7.80 2360.0 17.16 5151.9 26.52 7900 35.88 10605 9.36 2828.4 18.72 5613.0 28.08 8354 37.44 14698 When V„<=1/24Vc=.5*.85*2*fc""bd = 580.6 Kips Shear Reinforcement is required When 1/2$Vc= 580.6 <VU < 3$Vc = 3483.6 Kips Min Spac'g of s=Avfy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 4.00 2.20 When 34Vc<Vu<5+Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 6.20 4.00 STIRRUP Spac'g for strength req. = s=$Ayfy'd/(Vu-4iVc) 2.20 ULTIMATE SHEAR (V„ JCAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1666 0 0 0 6.00 1834 1635 0 0 4.00 2171 1873 1620 0 TAYLOR 8 GAINES STRUCTURAL ENGINEERS HOAG MEMORIAL sht: /5-,,,,7 320 NORTH HALSTEAD STREET STE 200 PASADENA, CA LiFORNIA 91107 (115)551 - 5551 FAX HIM 5513519 PARKING GARAGE by: sc Job No: 1395 Date: 12/28/00 CONCRETE BEAM CAPACITY NOTE: This program is limited to tension steel only & balanced condition. Based on fc<=5000psi Ref. AC1318-83 SEC.8,9 & 11 INPUT BEAM LOCATION fy (ksi) 60 b (in) 120.00 fc (ksi) 5.0 d (in) 90.00 LINE 12 D-B fy (ksi stir.) 60 Bar # 11 Stirrup Max As = 271.7 In2 (0.75 balanced condition) Min As = 36.00 in2 (200bd/fy) As balanced = .85P'fc 87000bd / fy (87000+fy) Mu= 4)M.= KDF=lfcc'(1-.59c0)F WHEN w=Pfy/fc AND P=As/bd F= bd2/12000= 81.00 4)=0.9 for Mu; 0.85 for Vu MD REDUCED by 33% when P<200/fy. Mu Tabulated up to Max. As=0.75 balanced M (max) = 90427 K' V� = 1298.2 Mu(for min. P=200/fy) = 14235.91 K' V„ (max) = 6491.2 b 1' • 1 • • • • d MOMENT (Mu) CAPACITY FOR DIFFERENT STEEL AREAS As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) As(inA2) Mu(Kft) 1.56 474.6 10.92 3301.5 20.28 6093 29.64 8850 3.12 948.1 12.48 V/69.24 21.84 6555 31.20 9306 4.68 1420.7 14.04 4236.0 23.40 7016 32.76 9762 6.24 1892.4 15.60 4701.8 24.96 7476 34.32 10216 7.80 2363.0 17.16 5166.6 26.52 7935 35.88 10669 9.36 2832.7 18.72 5630.5 28.08 8393 37.44 14791 When V„<=1/2c=.5*.85*2*fc"`*bd = 649.1 Kips Shear Reinforcement is required When 1/24Vc= 649.1 <Vu < 3$Vc = 3894.7 Kips Min Spac'g of s =A„ fy/50b or d/2 OR 24inches; Whichever controls. Max. Spac'g for #6,#5,#4 & #3 (in) = 8.80 6.20 When 34)Vc<Vu<5$Vc (Max.Spac'g NOT to exceed d/4 OR 12 inches) Max. Spac'g for #6 , #5, #4 & #3 (in) = 8.80 STIRRUP Spac'g for strength req. = s=4AA„fY d/(Vu-lVc) 6.20 4.00 2.20 4.00 2.20 ULTIMATE SHEAR (V )CAPACITY FOR DIFFERENT STIRRUP SPACING INPUT Spac'g (in) #6 BAR #5 BAR #4 BAR #3 BAR 18.00 0 0 0 0 16.00 0 0 0 0 14.00 0 0 0 0 12.00 0 0 0 0 10.00 0 0 0 0 8.00 1803 0 0 0 6.00 1971 1773 0 0 4.00 2308 2010 1757 0 T&G TAYLORA& RUCTURL GAINES A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO • ANAHEIM eq sheet FG —/4 of by job no date Lozadthhi 7redir Petal `"tea % Av /ic 7rayvsrys !/ ,11, Asye /Ya. E/3-5 Lies-g 9/6('foY 4- 5@8" 40--3 /-Ait@84 A/s-s 9D/22,' 74-2, E/6-9 z�s 461C4�8" .5.58,/0,(- 94-/2 ‘/6-9 A- -it 809K2=/ezaa4- fov4-40-ad'• 4-¢5S'6" 1/s-52 /2sD.674- 74 - 6 94-29 A/3-5 L9�.f-¢ ss9 K tor it_,„B., 972 (f r 4 - 4l5"-g e " /9/4 4-fDr 4-#sgas 41 fp�¢� /635K fi 4-4PSe/2' 4-45gflN T�s-.3 926,(it f--Oi5g8 " T�s _ g 905, 57,C 74-4 94 -,5' �/8 -/D //g -,7 L//S-'f F9s_ ¢ 74 —/o, 94 - i8 4-4PS®8" A/s-a./ 4 40Leg4' 47s-3.2 /s32, 9,(/ 226942,(' 74 i2 94-69 5"-6.5 7�S@fi" /1/4B 4/4_,, 9�S-¢ 94-78 4-4P5€ /2" T//S_5/ 428s 7,('�`1` 74 -/6 94-8.5 v ` 7;4sre is G.///'e tdlninf {fell oh 1%,e p-ade dea. This i/e 6 e/'asr- .feGaot' is Lfyer.a., aft Df 4 - 4%5® 8' 7f 4. * T�e na4ar sitar «<ro-s at z"%e Go1/22t40/1 of wall fag 6ermt. Ns', Mere /s meta:r kid -a at ieftpXd dew. AFA. ,EM- further men is of. f mian i ` f%&er A,-stata1/4-reat„ refer tD ,00aye 74 /a-, TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SKEET • SLJITE 200 PAS A D E N A, C A L I F O R N I A 9 1 1 0 7 16261 351 -3891 FAX 1626) 351.5319 P,9ZKIHA lifizuc'uK'E Ma/4ra. rd.eecr /4 42-.4de Ifra date sheet 1 of by fob no. 1315 6/11 PAIL ',J L& Ka r) GRio r Itho g 1/a 3-5 ® New: r rk f /iesr// e r .W "G44)4LS Of Op// ea t w,vO<.a" ILO paw 6' bl,= 450" LL 135" rorr,rra-r/L= 12715 nab' )s94j-_f. ri G('#.132410zf+ -yeas Ai) f (lq.gk+74o")3c ell/ 4- = 236oz e, it-- size page wk t,[c?-4'4)xVt1s]x&OM c Ib"tt I° Fat = ( lot µ x 4) X G.15 - 6k/FT \v_______ sot. 2. lox .11 X I = l.vK/FT �z�� so l erM lot'x 9e'K 56L T i E TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA, CALIFORNIA 91 1 07 (6261 351 -6651 FAX (6261 351-531 9 Ra vl p$k;'-3 STRuc ruRC. Ob 94-2 sheet of by q Job no. l 3 I S date k141 . �1k441,E3 t5Er4 1-1 e Grin ® <coNT }14L01-1,At3 . = 6KsF x 133 = bksF < r. - Sot_ R5pb ) pg p8'fyow 6)btt my) i) t14 = 44511 obpT x G61 Loridr lt,Se• I t 11 zJ vN r Mc' c.. 414 4t)x6bd"t'/5bxI1 a134 Cso TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG sheet �'/O of By: SC Job No: 1395 Date: 02/29/00 GRADE BEAM LINEEBTWN3TO5 I=1.5 Beam L => 59 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 39.87 45.79 76.38 82.30 35.01 42.14 0.87 5.63 59 59 57.76434 59 DL RM/OTM 2.9283 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 13 31 49 So/L flTea 450 300 300 4.E.6.r2i,✓y GtiioTfi 135 90 90 c z 6,2,37„q,8 (a f 6)6/oo)x//33 z 9, = S,8 3i 1/5'4 W Id no. c > d > W dl > W II > Wtr of > FTG. WT WALL FLR WT 0 12 0 59 48 59 6.00 22.50 1.10 98.06925 TAYLOR AND GAINES PARKING STRUCTURE sheet AV of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.81 91.89 16.56 189.59 206.14 254.62 156.80 5.62 183.45 32.96 369.07 402.03 494.98 312.86 8.43 274.68 49.20 538.46 587.66 .721.10 468.20 11.24 365.58 65.29 697.74 763.03 932.97 622.80 14.05 -39.93 -53.77 161.47 107.69 252.06 -147.32 16.86 -12.91 -38.00 14.65 -23.35 27.79 -82.67 19.67 13.77 -22.37 -99.26 -121.64 -18.75 -172.60 22.48 40.12 -6.91 -180.27 -187.18 44.43 -279.05 25.29 66.15 8.41 -228.38 -219.97 106.89 -361.63 28.10 91.84 23.56 -243.58 -220.02 168.62 -396.99 30.90 117.19 38.56 -225.87 -187.31 229.62 -385.11 33.71 -157.78 -36.59 -475.26 -511.86 -283.11 -657.60 36.52 -133.09 -21.91 -391.75 -413.66 -223.57 -530.45 39.33 -108.73 -7.37 -275.34 -282.71 -164.75 -357.23 42.14 -84.70 7.00 -126.02 -119.01 -106.67 -137.95 44.95 -61.00 21.23 56.21 77.43 127.40 -49.32 47.76 -37.64 35.29 271.33 306.63 438.81 7.30 50.57 -256.75 -40.80 7.03 -33.77 146.13 -428.80 53.38 -170.83 -27.04 14.79 -12.25 111.69 -285.14 56.19 -85.25 -13.44 12.45 -1.00 62.98 -142.20 59.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.81 129.16 23.29 268.69 291.99 361.01 5.62 516.03 92.89 1055.84 1148.73 1417.35 8.43 1159.68 208.34 2333.08 2541.42 3128.99 11.24 2059.16 369.21 4072.01 4441.23 5455.89 14.05 2694.96 433.64 5527.88 5961.52 7355.77 16.86 2620.80 304.77 5767.57 6072.34 7553.77 19.67 2622.08 220.00 5641.01 5861.01 7267.73 22.48 2697.87 178.91 5240.63 5419.53 6627.08 25.29 2847.23 181.05 4658.87 4839.92 5761.25 28.10 3069.24 225.99 3988.19 4214.18 4799.66 30.90 3362.95 313.29 3321.02 3634.31 5240.73 33.71 2913.15 198.24 1935.53 2133.76 4415.41 36.52 2504.62 116.09 709.87 825.96 3703.83 -312.34 39.33 2165.00 75.00 -234.94 -159.94 3158.50 -1483.41 42.14 1893.36 74.52 -806.45 -731.93 2777.38 -2156.71 44.95 1688.76 114.21 -912.23 -798.01 2558.42 -2199.52 47.76 1550.27 193.64 -459.82 -266.17 2499.57 -1479.18 50.57 1079.91 170.95 -93.49 77.46 1802.49 -706.04 53.38 479.34 75.69 -60.47 15.21 799.74 -340.52 56.19 119.68 18.85 -19.85 -1.00 199.59 -91.81 59.00 0.00 0.00 0.00 0.00 0.00 0.00 9.4 TAYLOR AND GAINES PARKING STRUCTURE sheet f 2-of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 13.00 399.91 75.30 674.63 749.94 901.22 687.89 13.01 -49.99 -59.64 224.01 164.37 346.83 -171.38 31.00 118.05 39.07 -224.70 -185.63 231.68 -383.88 31.01 -181.86 -50.88 -524.57 -575.45 -341.11 -736.47 49.00 -4.95 41.44 298.29 339.73 472.93 63.52 49.01 -304.64 -48.51 -1.65 -50.16 159.10 -508.96 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 13.00 2742.11 493.08 5326.03 5819.11 1 31.85 0.00 13.01 2741.61 492.48 5328.28 5820.76 7134.41 31.00 3374.15 316.99 3299.56 3616.55 5262.69 31.01 3372.33 316.48 3294.32 3610.80 5259.28 49.00 1521.23 241.15 -98.08 143.07 2539.68 -946.51 49.01 1518.18 240.66 -98.10 142.57 2534.59 -944.91 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,supedmposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1 4DL+1.7LL B..75(1,4DL+1.7LL+1.87E) C_90L+1.43E D. t 4(DL+LL+E) E. J5DL+1.4E and .75DL-1.4E M pasiu Al ,P-fort . TAYLOR AND GAINES PARKING STRUCTURE sheet 7/3 of 94 --e STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG Date: 02/29/00 GRADE BEAM LINEEBTWN3TO5 I = 1.5 Beam L => 59 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Soil Bearing KLF Ldg. Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 36.91 45.79 0.39 9.28 37.38 42.14 73.90 78.65 59 59 59 59 DL RM/OTM 2.980346 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 13 31 49 450 300 300 135 90 90 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 12 0 59 48 59 6.00 22.50 1.10 98.06925 TAYLOR AND GAINES PARKING STRUCTURE sheet x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.81 91.89 16.56 -5.80 10.75 156.80 -57.00 5.62 183.45 32.96 -2.17 30.79 312.86 -100.33 8.43 274.68 49.20 10.90 60.10 468.20 -129.99 11.24 365.58 65.29 33.41 98.70 622.80 -145.98 14.05 -39.93 -53.77 -241.33 -295.10 -147.32 -392.95 16.86 -12.91 -38.00 -40.48 -78.47 -51.04 -100.66 19.67 13.77 -22.37 126.81 104.43 174.03 -18.75 22.48 40.12 -6.91 260.52 253.61 351.28 44.43 25.29 66.15 8.41 360.67 369.07 493.24 106.89 28.10 91.84 23.56 427.25 450.81 596.88 168.62 30.90 117.19 38.56 460.26 498.82 653.37 229.62 33.71 -157.78 -36.59 159.70 123.10 312.00 -283.11 36.52 -133.09 -21.91 125.57 103.67 250.11 -223.57 39.33 -108.73 -7.37 57.88 50.51 140.39 -164.75 42.14 -84.70 7.00 -43.38 -36.38 -17.14 -106.67 44.95 -61.00 21.23 -178.21 -156.99 -49.32 -222.51 47.76 -37.64 35.29 -346.61 -311.32 7.30 -475.70 50.57 -256.75 -40.80 -520.53 -561.33 -428.80 -691.55 53.38 -170.83 -27.04 -356.46 -383.50 -285.14 -474.19 56.19 -85.25 -13.44 -182.95 -196.39 -142.20 -243.67 59.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.81 129.16 23.29 -10.36 12.93 220.43 -83.28 5.62 516.03 92.89 -23.77 69.11 880.36 -307.50 8.43 1159.68 208.34 -13.72 194.62 1977.73 -634.25 11.24 2059.16 369.21 46.31 415.53 3510.49 -1025.13 14.05 2694.96 433.64 -137.96 295.69 4510.14 -1625.61 16.86 2620.80 304.77 -525.97 -221.20 4187.23 -2141.16 19.67 2622.08 220.00 -396.84 -176.84 4044.92 -1957.19 22.48 2697.87 178.91 155.12 334.02 4081.16 -1208.05 25.29 2847.23 181.05 1035.60 1216.65 4293.91 -28.13 28.10 3069.24 225.99 2150.29 2376.28 4681.12 30.90 3362.95 313.29 3404.88 3718.17 5240.73 33.71 2913.15 198.24 3890.77 4089.01 4682.67 36.52 2504.62 116.09 4299.37 4415.46 5295.01 39.33 2165.00 75.00 4564.94 4639.94 5734.79 42.14 1893.36 74.52 4593.17 4667.68 5869.52 44.95 1688.76 114.21 4289.74 4403.95 5566.69 47.76 1550.27 193.64 3560.35 3753.99 4693.82 50.57 1079.91 170.95 2253.31 2424.26 2997.56 53.38 479.34 75.69 1019.15 1094.83 1356.89 56.19 119.68 18.85 259.21 278.05 345.38 59.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet A/5 of 74-8 SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V it V dl+ot V tl+ot +Vu max -Vu max 13.00 399.91 75.30 125.18 200.49 687.89 -32.94 13.01 -49.99 -59.64 -324.00 -383.64 -171.38 -512.82 31.00 118.05 39.07 460.79 499.85 654.45 231.68 31.01 -181.86 -50.88 160.84 109.96 326.39 -341.11 49.00 -4.95 41.44 -308.18 -266.74 63.52 -438.08 49.01 -304.64 -48.51 -607.63 -656.14 -508.96 -806.67 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 13.00 2742.11 493.08 158.19 651.27 4677.19 -1227.11 13.01 2741.61 492.48 154.94 647.43 4675.48 -1231.49 31.00 3374.15 316.99 3448.74 3765.73 5262.69 31.01 3372.33 316.48 3450.34 3766.83 5259 28 49.00 1521.23 241.15 3140.54 3381.69 4175.84 49.01 1518.18 240.66 3134.46 3375.13 4167.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. Fer calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(0L+LL+E) E..75DL+1.4E and .75DL-1.4E IZE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASAOE NA, CALI F O RNI A S 1 1 0>uc� pzE16261351 0001 FAX C6261351531R 9i1-9 sheet of by lob no. date 3i5 WAtta r Arl e GWQ 6— :1,I17-II -Fix*' bLon O 274,0 O 12i I I -r/g. t oN'r *e vet. C MH 4-44, if ADD ,-bg/ 5' �* 11 App , rv'1 ryptr- Ind. A„ 4 InJ ; /07 07 Xk 2SZ I � - tioT/L - C*), let v'"n .v& ) z 191)4 -C'� L1o'j - j s ,3z3"+.J4y-1/)f-(2:4•4_ ?e 10>e(0/; 4 - 10707 Irk=C 7 I -Ix 4n) x .1so = µ,g wit' c libetfri Alp x 4-10 x 4 z L 7 TAYLOR AND GAINES PARKING STRUCTURE sheet �23of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG Date: 03/01/00 GRADE BEAM LINE E BTWN 7 TO 8 I=1.50 Beam L => 64 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Soil Bearing KLF Ldg. Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 24.20 33.59 8.52 17.90 34.68 40.42 50.37 56.10 64 64 64 64 DL RM/OTM 5.119866 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 4 5 23 41 59 300 220. 300 300 F74 90 135 90 90 K FLTN - 56`/8 = (,137.c Wldno. c> d> Wdi> WII> Wtrot> FTG. WT WALL FLR WT 0 22 0 64 50 64 4.20 18.00 1.10 81.94133 7' TAYLOR AND GAINES PARKING STRUCTURE sheet of 9,4ii x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.05 65.70 21.01 20.18 41.19 127.69 -5.97 6.10 -167.44 -48.16 -253.93 -302.09 -274.38 -358.51 9.14 -99.41 -27.49 -222.32 -249.81 -185.91 -311.82 12.19 -30.22 -7.00 -185.00 -192.00 -54.21 -257.73 15.24 40.14 13.32 -141.96 -128.64 78.83 -224.27 18.29 111.65 33.46 -93.20 -59.74 213.20 -192.45 21.33 184.33 53.44 -38.73 14.71 348.91 -153.08 24.38 -4.68 -61.76 -62.89 -124.65 -87.45 -165.30 27.43 15.47 -42.13 128.23 86.10 175.17 -49.96 30.48 36.78 -22.67 270.70 248.03 367.61 12.95 33.52 59.26 -3.39 364.53 361.14 489.87 77.20 36.57 82.90 15.73 409.71 425.43 565.45 142.79 39.62 107.70 34.67 406.24 440.91 575.99 209.72 42.67 -166.33 -36.56 54.13 17.57 165.56 -295.02 45.71 -139.20 -17.97 -46.63 -64.60 7.09 -225.43 48.76 -110.91 0.46 -196.04 -195.58 -154.50 -235.26 51.81 -48.88 18.71 -203.66 -184.95 -36.63 -265.33 54.86 36.59 36.79 -86.32 -49.53 113.78 -142.83 57.90 123.23 54.70 36.74 91.44 265.51 -12.78 60.95 -88.97 -17.56 -134.49 -152.05 -145.17 -179.65 64.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.05 99.82 32.06 29.30 61.35 194.24 -11.01 6.10 73.07 29.30 -199.78 -170.48 152.11 -324.41 9.14 -333.84 -85.93 -926.94 -1012.87 -1291.92 12.19 -531.66 -138.45 -1549.07 -1687.52 -2161.68 15.24 -516.84 -128.79 -2048.73 -2177.52 -2855.36 18.29 -285.84 -57.46 -2408.51 -2465.98 -3350.45 21.33 164.89 75.00 -2611.00 -2536.00 358.34 -3821.12,-- -' 24.38 484.06 81.65 -2774.51 -2692.86 816.49 -4224.10 27.43 500.21 -76.62 -2662.59 -2739.21 570.04 -4072.62 30.48 579.54 -175.32 -2042.34 -2217.66 513.31 -3292.21 33.52 725.59 -214.99 -1062.02 -1277.01 650.35 -2019.36 36.57 941.91 -196.14 130.12 -66.02 985.24 -399.60 39.62 1232.05 -119.30 1385.83 1266.53 1522.06 - 42.67 1099.56 -135.00 2056.84 1921.84 2358.51 45.71 633.68 -218.05 2080.62 1862.57 2639.43 48.76 252.26 -244.68 1723.19 1478.51 2330.46 -62.80 51.81 -11.70 -215.42 1005.70 790.28 1444.35 -382.60 54.86 -30.73 -130.80 562.37 431.57 820.48 -265.38 57.90 212.52 8.66 485.36 494.02 616.85 60.95 135.86 26.72 206.39 233.11 275.63 64.00 0.00 0.00 0.00 0.00 0.00 0.00 0" 61 6 TAYLOR AND GAINES PARKING STRUCTURE sheet of per " 9;4i2 SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 108.40 34.38 36.11 70.48 210.20 -5.82 5.01 -191.38 -55.56 -263.80 -319.36 -275.81 -373.36 23.00 206.57 64.29 54.49 118.78 398.49 -31.56 23.01 -13.37 -70.65 -164.73 -235.38 -138.81 -316.40 41.00 119.32 43.19 388.65 431.85 558.10 240.48 41.01 -180.59 -46.74 88.49 41.75 222.26 -332.29 59.00 154.65 61.09 82.36 143.45 320.37 35.81 59.01 -145.06 -28.85 -217.22 -246.07 -233.75 -290.30 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 269.70 86.13 83.86 169.99 524.00 -23.02 5.01 267.78 85.58 81.22 166.80 520.38 -25.78 23.00 496.60 173.11 -2617.95 -2444.84 989.52 -4006.87 23.01 496.46 172.41 -2619.60 -2447.20 988.13 -4009.16 41.00 1388.78 -65.53 1935.83 1870.30 2141.90 (06// /?, O-Y, 41.01 1386.97 -66.00 1936.72 1870.72 2143.19 59.00 364.68 72.07 550.52 622.59 735.44 59.01 363.22 71.78 548.34 620.12 732.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES M. For calculating working soi pressure,supedmposed dead load has been multiplied by a factor or .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B. 75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E /0 94i75 to Vu DIAGRAM �� `� '�'� ± +yy x } �y � � �h�pm✓W� t F 4 f JiNt kk.• k>',�$ r � .4 T�,� � � f 9 bf" � }�A"^t W' rnni Y .� `H i"' }��S, M•�'• C!i #�7: �• v % 'M Ji f `�.,j�yx ay. r�°"y L• a n�214.y4 i^i��� gY.x .:f 4 >f a�F '.%. '1 t S`3".". L.t :mmotl9Y.'&Rf8 i+ .�� `-.i[ #�•"uy� �� a ';Y� S �. '}v9 ✓ ;.�� SS � V 'A 1 iJ �n"� S' �ll ## fi P' � 5 i � �� , v ,�, "'` � f � a ��,��`�+. � .� mho y >M n d '"'�% �eS > .n� yj } a�','w• � ,�. k bZ s` .}` y>5 } q }�:{,yF '^b '( 4 '�u` •*. '{f lyS,'pf' N y. 5 { ��$ P "4 t 4 k 4' > J'4 t ,...< f C A✓# � : H }y } R � i jy; � � n w= _`� �t"'�✓tY # {$ Ky f 'f�4 y*u..� '�}J.Ly .m O O 0 O O 0 0 O a0 CO V N O Shc>l NI 2JV2HS 0 O O 0 O O CO 0 Ln O a O 0 0 O DISTANCE FT 9ff-i1T27 1 0 f Mu DIAGRAM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N 0 0 0 N-id 1N3WOW 0 0 0 0 0 0 0 0 0 0 0 0 0 DISTANCE FT TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG sheet F'2gof By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINEEBTWN7TO8 I = 1.50 Beam L => 64 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 26.67 33.59 42.35 49.27 31.90 40.42 19.00 24.73 64 64 64 64 DL RM/OTM 5.610759 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 4 5 23 41 59 300 220 300 300 90 135 90 90 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 22 0 64 50 64 4.20 18.00 1.10 81.94133 £ TAYLOR AND GAINES PARKING STRUCTURE sheet Ak9of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.05 65.70 21.01 111.22 132.23 159.62 124.23 6.10 -167.44 -48.16 -80.94 -129.10 -27.01 -316.28 9.14 -99.41 -27.49 23.50 -3.99 86.30 -185.91 12.19 -30.22 -7.00 124.56 117.56 194.14 -54.21 15.24 40.14 13.32 222.23 235.54 314.50 78.83 18.29 111.65 33.46 316.51 349.97 447.21 213.20 21.33 184.33 53.44 407.40 460.83 574.53 348.91 24.38 -4.68 -61.76 53.53 -8.23 79.03 -111.54 27.43 15.47 -42.13 -97.29 -139.42 -49.96 -195.62 30.48 36.78 -22.67 -197.14 -219.81 12.95 -318.36 33.52 59.26 -3.39 -246.01 -249.40 77.20 -383.20 36.57 82.90 15.73 -243.91 -228.18 142.79 -392.73 39.62 107.70 34.67 -190.84 -156.17 209.72 -329.98 42.67 -166.33 -36.56 -386.79 -423.36 -295.02 -530.46 45.71 -139.20 -17.97 -231.78 -249.74 -225.43 -298.90 48.76 -110.91 0.46 -25.78 -25.33 21.91 -154.50 51.81 -48.88 18.71 105.89 124.61 189.61 -36.63 54.86 36.59 36.79 159.50 196.30 257.72 113.78 57.90 123.23 54.70 209.72 264.43 320.44 234.59 60.95 -88.97 -17.56 -43.44 -61.01 -14.97 -154.41 64.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.05 99.82 32.06 170.34 202.40 244.59 6.10 73.07 29.30 345.92 375 22 496.75 9.14 -333.84 -85.93 259.26 173.32 547.67 -613.47 12.19 -531.66 -138.45 485.74 347.28 976.39 -979.70 15.24 -516.84 -128.79 1015.04 886.25 1725.43 -942.53 18.29 -285.84 -57.46 1836.83 1779.36 2778.16 -497.87 21.33 164.89 75.00 2940.78 3015.78 4161.94 j 24.38 484.06 81.65 3742.64 3824.28 5182.52 27.43 500.21 -76.62 3663.01 3586.39 4972.99 30.48 579.54 -175.32 3201.42 3026.10 4270.87 33.52 725.59 -214.99 2513.20 2298.21 3209.31 36.57 941.91 -196.14 1753.70 1557.57 2008.58 39.62 1232.05 -119.30 1078.28 958.98 1522.06 42.67 1099.56 -135.00 142.27 7.27 1309.88 -379.31 45.71 633.68 -218.05 -813.26 -1031.30 516.47 -1641.97 48.76 252.26 -244.68 -1218.68 -1463.36 -2110.08 51.81 -11.70 -215.42 -1029.10 -1244.53 -1713.86 54.86 -30.73 -130.80 -623.83 -754.63 -1030.86 57.90 212.52 8.66 -60.33 -51.67 312.24 -198.91 - 60.95 135.86 26.72 65.34 92.06 235.63 64.00 0.00 0.00 0.00 0.00 0.00 0.00 74 /6 9A i7 TAYLOR AND GAINES PARKING STRUCTURE sheeof SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V di V II V dl+ot V tl+ot +Vu max -Vu max 5.00 108.40 34.38 180.70 215.07 259.04 200.94 5.01 -191.38 -55.56 -118.95 -174.51 -68.67 -362.38 23.00 206.57 64.29 358.65 422.94 512.16 398.49 23.01 -13.37 -70.65 138.00 67.35 204.42 -138.81 41.00 119.32 43.19 -150.01 -106.82 240.48 -277.75 41.01 -180.59 -46.74 -449.68 -496.42 -332.29 -626.61 59.00 154.65 61.09 226.95 288.04 341.67 242.57 59.01 -145.06 -28.85 -72.90 -101.75 -27.36 -252.13 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 269.70 86.13 455.54 541.67 653.64 0.00 5.01 267.78 85.58 454.35 539.92 651.94 23.00 496.60 173.11 3611.14 3784.25 5110.30 o �/ L. 23.01 496.46 172.41 3612.53 3784.93 5117.38 41.00 1388.78 -65.53 841.73 776.19 1832.88 " 71 i 41.01 1386.97 -66.00 837.23 771.23 1829.56 59.00 364.68 72.07 178.84 250.91 633.07 59.01 363.22 71.78 178.11 249.89 630.54 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. Far calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.40L+1.7LL B..75(1.4DL+1.7LL+1.57E) C..9DL+1.43E D. 1.4(DL+LL+E) E. .75DL+1.4E and 75DL-1.4E 74 /8 0 0 of 0 V N ShcHH NI LIVANS O O N O DISTANCE FT 9f7 /9 0 0 0 0 0 0 o 0 0 0 o 0 o 0 o 0 N r )I-lJ 1NEWOW 0 0 0 0 0 o 0 0 0 0 0 0 0 0 0 0 0 o o 0 0 0 0 0 o 0 0 0 M DISTANCE FT I& ETAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 P A S A O E N A. C A L I F O R N I A 9 1 1 0 7 (6261351-99E11 FAX C6261 351-5319 1-15.64 pMzKIH ifil2uc1u grir, L'l r, ate' //�G E/st•da data* K W,AW, 6 for) @ GWo 94 .o sheet ' of by G1 lob no. 1 °7 5 date 6 /cri WAU r Rho 3iL# II SAM I T/p. cast . *.F. e (20..c. tut 6 i1. I1 Pei le 1 I I I Pe col® tX - ` 1.L= IG.yk re km>° bl. Weu,tpr4 d 0-n-19t 4)< t0 _ 94 rat ,t�°T/L=C44 1K%C3b' ) �'0'`t� �'[C4co43q(o nk{ (�193%2) ' (4'5KF5I4jx ‘/1.%- 30535k 4. 14-1pr (bkxto) xa45 t4$<' cie Go* %Ar'1 ,o k+x 412x 51 5' q$tIAVP IsTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASAOE NA, CALIFORNIA 91 1 07 03261 351-BB01 FAX 1626) 351-5319 �1 Z OAR-- - lkeer ��,e r1 e G ? I 0 coot r` eI by c� pt tcirc 61RUG•(Ut. jobn'. 13 15 Q.. f4-2/ sheet 3 1 of mil- &4S1rxq plc suke fitAatwtheta✓ = bK" x 1,33 6&IL t3&d$Jh . pest p Irr-ot,er. 6006 t3firA M 45.L0N 1� h4 : z11y IK As= j5 3,,s}i lit- I 4 Ciivt< ) x4a0 ovo x 4 kSF < 5o1L Repair) PbrTH x 54-0" LoN4 ,,0033x`jb".,t4c L S "t TAYLOR AND GAINES PARKING STRUCTURE sheet of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 Date: 03/01/00 PASADENA, CA. 91107 HOAG GRADE BEAM LINE C BTWN 6 TO 8 I = 1.5 Beam L => 82 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 38.99 51.63 11.74 24.38 44.64 53.49 71.89 80.74 82 82 82 82 DL RM/OTM 4.332792 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 4 5 23 59 77 flr4 US,C. 660 540 580 660 a-O»rN /O' 180 162 180 180 = x¢' f'r"4 64144,6 . `9/ Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 22 0 82 60 82 4.80 18.00 1.10 126.8767 TAYLOR AND GAINES PARKING STRUCTURE sheet x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.90 146.37 32.35 45.05 77.40 259.92 -13.16 7.81 -367.02 -115.19 -559.54 -674.72 -605.62 -802.24 11.71 -220.17 -82.62 -493.75 -576.37 -448.68 -720.21 15.62 -73.08 -49.94 -417.59 -467.53 -187.21 -623.58 19.52 74.25 -17.16 -331.06 -348.21 74.79 -512.77 23.43 -343.89 -146.27 -625.43 -771.70 -712.10 -942.43 27.33 -266.37 -113.27 -181.17 -294.44 -117.90 -565.48 31.24 -188.61 -80.16 171.64 91.47 345.41 -400.34 35.14 -110.62 -46.95 433.00 386.05 677.82 -234.68 39.05 -32.38 -13.63 602.92 589.29 879.34 -68.50 42.95 46.10 19.80 681.40 701.20 964.66 98.20 46.86 124.81 53.34 668.43 721.77 961.48 265.41 50.76 203.77 86.98 564.02 651.00 830.11 433.14 54.67 282.96 120.73 368.16 488.89 601.39 376.50 58.57 362.39 154.59 80.86 235.45 770.15 -76.44 62.48 -93.37 8.56 -498.68 -490.12 -116.17 -663.62 66.38 56.83 42.63 -287.68 -245.05 152.03 -441.51 70.29 207.26 76.81 -66.32 10.49 420.75 -204.69 74.19 357.94 111.10 165.41 276.51 689.98 46.84 78.10 -151.15 -34.50 -252.48 -286.98 -270.27 -344.81 82.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.90 285.70 63.13 84.57 147.70 507.30 -30.48 7.81 -710.87 -252.91 -1489.00 -1741.91 -2160.20 11.71 -1857.35 -639.13 -3548.80 -4187.93 -5137.36 15.62 -2429.95 -897.97 -5331.45 -6229.42 -7765.71 19.52 -2427.73 -1029.01 -6796.47 -7825.48 -9988.26 23.43 -2099.56 -1101.25 -8026.92 -9128.18 -11921.76 27.33 -3291.11 -1608.00 -9571.96 -11179.96 -14314.76 31.24 -4179.50 -1985.69 -9560.83 -11546.51 -14467.54 35.14 -4763.79 -2233.89 -8350.59 -10584.48 -12880.68 39.05 -5043.05 -2352.19 -6298.32 -8650.51 -11059.00 42.95 -5016.34 -2340.17 -3761.08 -6101.25 -11001.18 46.86 -4682.74 -2197.42 -1095.94 -3293.36 914.66 -10291.45 50.76 -4041.31 -1923.50 1340.02 -583.48 4058.12 -8927.78 54.67 -3091.11 -1518.00 3189.74 1671.74 6199.62 -6908.16 58.57 -1831.22 -980.50 4096.15 3115.64 6828.03 -4230.56 62.48 -2221.70 -936.30 2147.03 1210.74 4247.76 -4702.09 66.38 -2293.12 -836.40 608.38 -228.01 2085.34 -4632.24 70.29 -1777.59 -603.24 -86.14 -689.38 818.94 -3514.12 74.19 -674.18 -236.40 103.95 -132.44 505.97 -1345.72 78.10 295.18 67.40 496.31 563.71 677.96 82.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet P.3 ebf SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 187.47 41.45 59.54 100.99 332.92 -14.21 5.01 -472.15 -138.47 -600.32 -738.79 -608.22 -896.41 23.00 187.61 12.12 -139.76 -127.64 283.26 -299.29 23.01 -352.19 -149.80 -678.48 -828.28 -747.72 -1018.41 59.00 371.12 158.31 43.75 202.07 788.71 -134.13 59.01 -208.67 -21.60 -537.12 -558.72 -328.86 -707.30 77.00 466.50 135.84 338.57 474.40 884.02 236.91 77.01 -193.12 -44.07 -320.81 -364.88 -345.29 -438.05 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.37 0.08 0.10 0.18 0.66 -0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 468.52 103.55 141.77 245.32 831.95 -45.58 5.01 463.79 102.16 135.77 237.93 822.98 -51.66 23.00 -1950.35 -1037.79 -7747.28 -8785.07 -11501.24 23.01 -1953.88 -1039.29 -7754.07 -8793.36 -11511.44 59.00 -1674.04 -913.45 4122.89 3209.44 6782.97 , -3896.52 59.01 -1676.12 -913.67 4117,52 3203.85 6776.40 -3899.81 77.00 483.92 110.48 810.67 921.15 1107.24 --- - "" 77.01 481.99 110.04 807.46 917.50 1102.86 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4D +1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E. .75DL+1.4E and .75DL-1.4E 9q 24 � �=} `i.'5"^o�y fi.E. �g(4 �' tea! •����� ��� �Mi� h * + � 1� Ksr py"�`C nt .p k k* W'+ F ,.yy 5't .M+wr �5i.me°d "^� �`.G �^ Ct f "w^'"r'Y4� A h F`t' !x { f4• •._ 1C i F+f y M1 py 4cr � f "W �§r•�;t��f� i i t� °�}* ^a•' n r X 'i g� iN� }k ^'rtiCh ta"! .. C. P' ( W t f�y��Pt - I a ""+sK(` - d S' pj] w'�r .f S� TF k Yw w.,s' �t .N 4c .. ' �' �" p ��e,,.'1. z Ftl "J *".a -;• ;. ss. r t„ to yea' yw 8`ti Y M1 #y't Y'+• �rx•y�`y'yyY.�fe{aje, 4icW9 WY.k :i$.r:�y- +3,.a.� ,s€_ , ff '.- ;' MA ls .if { 2 fX ye .4� uL t 0. U,y Pr yyI CAI 1Yc N"�A'." 5 5 y 0 O 10 0 0 0 0 0 10 O Sdl>I NI 2JV3HS O 0 Ln 0 0 0 0 0 1) 0 0 O CO O 10 0 0 M O N 0 O DISTANCE FT 0 0 0 0 0 O 0 0 0 0 0 N O 0 0 0 0 0 0 0 LO N-ld 1NfWOW 0 0 0 0 0 0 0. 0 0 0 N 0 0 0 CD 0 O 0 0 0 0 0 0 v 0 0 0 ch 0 0 DISTANCE FT TAYLOR AND GAINES PARKING STRUCTURE sheet P41 of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG Date: 03/01/00 GRADE BEAM LINECBTWN6TO8 I = 1.5 Beam L => 82 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 43.36 51.63 70.60 78.87 40.08 53.49 17.39 26.24 82 82 82 82 DL RM/OTM 4.372877 Pldno. a> Pdl> P11> Pot> Mot> 1 2 3 4 5 23 59 77 660 540 580 660 180 162 180 180 W Id no. c > d > W dl > W 11 > Wtr of > FTG. WT WALL FLR WT 0 22 0 82 60 82 4.80 18.00 1.10 126.8767 9,q 27 TAYLOR AND GAINES PARKING STRUCTURE sheet 4 x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.90 146.37 32.35 247.70 280.05 337.05 259.92 7.81 -367.02 -115.19 -174.49 -289.68 -55.01 -709.64 11.71 -220.17 -82.62 53.42 -29.20 193.08 -448.68 15.62 -73.08 -49.94 271.44 221.50 426.89 -187.21 19.52 74.25 -17.16 479.56 462.40 646.42 74.79 23.43 -343.89 -146.27 -62.36 -208.63 93.09 -730.11 27.33 -266.37 -113.27 -351.57 -464.84 -361.57 -565.48 31.24 -188.61 -80.16 -548.87 -629.03 -400.34 -805.50 35.14 -110.62 -46.95 -654.23 -701.18 -234.68 -938.43 39.05 -32.38 -13.63 -667.68 -681.31 -68.50 -942.38 42.95 46.10 19.80 -589.20 -569.40 98.20 -866.99 46.86 124.81 53.34 -418.81 -365.47 265.41 -665.04 50.76 203.77 86.98 -156.48 -69.50 433.14 -331.77 54.67 282.96 120.73 197.76 318.49 601.39 132.83 58.57 362.39 154.59 643.93 798.52 972.47 728.75 62.48 -93.37 8.56 311.94 320.50 495.56 -116.17 66.38 56.83 42.63 401.34 443.97 597.20 152.03 70.29 207.26 76.81 480.85 557.66 699.26 420.75 74.19 357.94 111.10 550.46 661.56 787.50 597.45 78.10 -151.15 -34.50 -49.82 -84.33 8.86 -270.27 82.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.90 285.70 63.13 486.82 549.96 662.55 7.81 -710.87 -252.91 67.26 -185.65 472.94 -1425.17 11.71 -1857.35 -639.13 -165.91 -805.04 747.15 -3686.82 15.62 -2429.95 -897.97 471.55 -426.42 1962.19 -4928re 19.52 -2427.73 -1029.01 1941.01 912.00 4062.34, -51148lips14 =4811.51 23.43 -2099.56 -1101.25 3827.81 2726.55 6586.53 27.33 -3291.11 -1608.00 2989.74 1381.74 6019.62 -7341.16 31.24 -4179.50 -1985.69 1201.83 -783.86 3933.75 -9226.96 35.14 -4763.79 -2233.89 -1176.99 -3410.88 841.71 -10466.92 39.05 -5043.05 -2352.19 -3787.78 -6139.97 -11059.00 42.95 -5016.34 -2340.17 -6271.61 -8611.79 -11001.18 46.86 -4682.74 -2197.42 -8269.54 -10466.96 -12749.07 50.76 -4041.31 -1923.50 -9422.64 -11346.14 -14243.15 54.67 -3091.11 -1518.00 -9371.96 -10889.96 -13990.01 58.57 -1831.22 -980.50 -7758.58 -8739.08 -11486.05 62.48 -2221.70 -936.30 -6590.44 -7526.74 -9653.72 66.38 -2293.12 -836.40 -5194.62 -6031.01 -7543.53 70.29 -1777.59 -603.24 -3469.03 -4072.27 -5007.84 74.19 -674.18 -236.40 -1452.31 -1688.70 -2100.62 78.10 295.18 67.40 94.06 161.46 527.83 -21.95 82.00 0.00 0.00 0.00 0.00 0.00 0.00 40//15 t8 1/T TAYLOR AND GAINES PARKING STRUCTURE sheet J 4 of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 187.47 41.45 315.40 356.85 429.11 332.92 5.01 -472.15 -138.47 -343.99 -482.45 -241.66 -896.41 23.00 187.61 12.12 514.98 527.10 671.58 283.26 23.01 -352.19 -149.80 -25.90 -175.70 149.62 -747.72 59.00 371.12 158.31 698.49 856.81 1050.67 788.71 59.01 -208.67 -21.60 119.78 98.18 281.88 -328.86 77.00 466.50 135.84 594.42 730.26 884.02 602.78 77.01 -193.12 -44.07 -65.43 -109.50 8.79 -345.29 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.37 0.08 0.65 0.73 0.88 0.66 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M di+ot M tl+ot +Mu max -Mu max 5.00 468.52 103.55 795.26 898.80 1082.22 0.00 5.01 463.79 102.16 791.82 893.98 1077.29 23.00 -1950.35 -1037.79 3846.57 2808.78 6534.28 -4494.74 23.01 -1953.88 -1039.29 3846.32 2807.03 6535.79 -4502.22 59.00 -1674.04 -913.45 -7470.96 -8384.41 -11052.58 59.01 -1676.12 -913.67 -7469.77 -8383.44 -11050.44 77.00 483.92 110.48 157.18 267.66 865.31 -31.71 77.01 481.99 110.04 156.52 266.56 861.85 -31.63 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum nd minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E. .75DL+1.4E and .75DL-1.4E ce 1 cn Vu DIAGRAM 0 O 0 0 r O O in 0 SdIN NI ed HS 0 O 9 O 0 0 0 0 14 0 CD 0 0 0 Is- (O 0 Ln v 0 CO 0 N O 0 DISTANCE FT At 7,1-30 2 1 31 C9 Z Q 0 0 Z m 0 O 0 O 0 O 10 0 0 0 v 0 0 O O O O O O o o O O O O O O O O O O O O O O O >I -id 1NBINOW O LO O O N DISTANCE FT N m a Is TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SPEET • SUITE 200 PASAOENACALIFORNJIA 9 1 1 0 7 I626) 351 -6661 FAX (626) 351 ,531 9 k p sIcIH4linzucffuit friapireget J/iecr ,4 tin..4 franc 94-32 sheet F.4� of by G1 lob no. I''p 15 date qvv kiAtl. ► mar) @ GWt Iv-D $ ►I 1700 co 3-5 01fX4) III&k➢D fib„ I' 9' J. Pe GoI..Q LAY-- 450K l-L-= I '355` re Go 0Q r 7L: Se' per -rterr .= I ti5'3Amob'>a 51%cil4 itgc- rgs4uk+56,1G/0+CI26 *s03,k-)X6 I't'-ZI?7,f)c w �r;6) x o,15 ] x t k� Ito +17x 56 L' zao�� I'3rThi ( IoN<*V)xa, I 6Rine K4r1 k).r of 21'111 X6/$t —TEETAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 P A S A 0 E N A. CALIFORNIA 9 1 1 0 7 (6261 361 -8681 FAX (628) 351-5319 ti 1446-61 r4$kSensucTupC 9-4-33 sheet I I of by lob no. (rct55( date 1 iWeits Cy)khr+€ %s rd ' Grate ANT) W,�U1 .401t, p IHlq rKe ALA-ow/re. ' n .6KSF x 1133 < !Mk 5elt, REspotej', 4F L �&4 $4 MCA : c ``� k`�-�/� pk it -sr 014.. dc`o Or,pill x 9blot LoNeff tom. ti ENT s6 e 1V°01c. 151 L = 4.e,4f-x x6 "''Hilo, ho = tv c. TAYLOR AND GAINES PARKING STRUCTURE shee STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG MEMORIAL 0 By: 5C Job No: 1395 Date: 03/01 /00 GRADE BEAM LINEABTWN3TO5 I = 1.5 Beam L => 60 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 38.62 44.17 74.91 80.46 34.04 41.33 0.09 5.05 60 60 58.05628 60 DL RMIOTM 2.848009 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 14 32 50 540 300 300 135 90 90 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 13 0 60 51 60 6.00 18.00 1.10 90.46122 TAYLOR AND GAINES PARKING STRUCTURE sheetof x > V di V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 89.90 15.82 188.64 204.46 253.04 152.75 5.71 179.50 31.55 367.10 398.65 491.81 304.94 8.57 268.80 47.20 535.38 582.59 716.31 456.57 11.43 357.79 62.78 693.49 756.26 926.54 607.63 14.29 -116.67 -56.73 165.90 109.17 299.07 -259.78 17.14 -79.71 -41.33 30.68 -10.64 86.12 -181.86 20.00 -43.07 -26.00 -75.85 -101.85 -85.64 -124.35 22.86 -6.72 -10.76 -153.69 -164.44 -27.70 -226.89 25.71 29.31 4.41 -202.84 -198.44 48.53 .-305.60 28.57 65.05 19.49 -223.31 -203.82 124.20 -353.81 31.43 100.48 34.49 -215.09 -180.60 199.30 -360.83 34.29 -164.40 -40.59 -478.18 -518.77 -299.17 -664.45 37.14 -129.58 -25.76 -412.58 -438.33 -225.20 -565.80 40.00 -95.07 -11.00 -318.29 -329.29 -151.79 -426.92 42.86 -60.86 3.67 -195.32 -191.64 -78.96 -247.80 45.71 -26.95 18.27 -43.66 -25.39 -6.68 -48.14 48.57 6.65 32.78 136.69 169.47 231.16 65.03 51.43 -252.34 -42.80 14.24 -28.56 154.11 -426.03 54.29 -167.92 -28.45 19.67 -8.78 117.13 -283.46 57.14 -83.81 -14.18 14.93 0.74 65.76 -141.45 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 128.51 22.61 271.91 294.52 364.89 5.71 513.45 90.30 1068.25 1158.55 1432.36 8.57 1153.96 202.83 2359.93 2562.76 3161.64 11.43 2049.16 359.96 4117.89 4477.85 5511.96 14.29 3029.02 522.90 6070.78 6593.68 8113.24 17.14 2748.55 382.83 6344.79 6727.61 8417.80 20.00 2573.22 286.67 6273.43 6560.10 8256.93 22.86 2502.17 234.18 5938.69 6172.87 7745.58 25.71 2534.51 225.13 , 5422.53 5647.66 6998.72 28.57 2669.39 259.29 4806.91 5066.20 6131.32 31.43 2905.92 336.42 4173.80 4510.22 5258.35 34.29 2557.53 250.58 2919.44 3170.03 4006.53 37.14 2137.63 155.82 1640.11 1795.93 3257.58 40.00 1816.78 103.33 589.17 692.51 2719.16 -120.37 42.86 1594.10 92.89 -151.39 -58.50 2389.65 -1061.36 45.71 1468.73 124.25 -499.61 -375.36 2267.45 -1492.87 48.57 1439.80 197.18 -373.53 -176.34 2350.93 -1297.24 51.43 1079.51 182.89 -126.46 56.42 1822.22 -752.98 54.29 479.20 81.13 -75.59 5.53 808.80 -362.08 57.14 119.66 20.24 -23.75 -3.50 201.93 -97.37 60.00 0.00 0.00 0.00 0.00 0.00 0.00 2.5468 t /l T TAYLOR AND GAINES PARKING STRUCTURE sheet/C5 f of SHEAR AND MOMENTS AT CONCENTRATELOAD POINTS. x > V dl V II V dl+.t V tl+ot +Vu max -Vu max 14.00 419.62 76.72 721.10 797.72 961.10 717.89 14.01 -120.25 -58.23 180. 7 122.24 321.80 -267.33 32.00 107.53 37.48 -210 00 -172.52 214.25 -357.29 32.01 -192.35 -52.47 -509 90 -562.37 -358.49 -714.23 50.00 23.33 40.00 237..3 277.63 376.05 100.67 50.01 -276.55 -49.95 -61..4 -111.59 58.43 -472.08 0.00 0.00 0.0 ' 0.00 0.00 0.00 0.01 0.32 0.06 0.6: 0.73 0.91 0.54 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.32 0.06 0.6< 0.73 0.91 0.54 0.00 0.00 0.00 0.0 i 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00 0.00 0.00 0.00 0. 11 0.00 0.00 0.00 0.00 0.00 0.00 0. 11 0.00 0.00 0.00 0.00 0.00 0.'' 0.00 0.00 0.00 0.00 0.00 0.00 0. / 1 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00 0.00 0.00 0.00 0.00 0.10 0.00 0.00 0. c( 0.00 0.00 0.�0 0.00 0.00 .00 x M dl M II M dl+.t M tl+ot +Mu ma -Mu max 14.00 3062.89 539.33 6021.23 6560.56 52.76 0.00 14.01 3061.68 538.74 602 .04 6561.79 8054.97 32.00 2965.35 356.99 405 .29 4409.27 5093.21 32.01 2963.43 356.46 404 .19 4403.65 5086.06 ___- _- 50.00 1461.22 249.17 -10 .01 142.16 2469.29 --- -927.47 50.01 1458.46 248.67 -10 .63 141.04 2464.57 -926.89 0.00 0.00 0.10 0.00 0.01 0.00 0.00 0.60 0.00 0.00 0.00 0.00 0.10 0.00 0.01 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.00 0.10 0.00 0.00 0.00 0.10 0.00 0.00 0.00 0.00 0.80 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0.00 0. 0 0.00 0.00 0.00 0. 0 0.00 NOTES #1. For calculating working soi pressure,superimposed dead I4ad has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CA 2312 h). #2. For calculating maximum and minimum ultimate shears an moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1 87E) C..913L+1.43 D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E jcn Vu DIAGRAM 0 00 00 00 00 0 N O CO CO V N 0 SdIN NI Wo13HS O 0 O 0 V p 6 a 9.4--97 DISTANCE FT a) an a 94 -38 Mu DIAGRAM O O O 0 O CO O O O O O N-ld 1NBWOW O O 0 O 0 0 0 0 0 0 0 0 O O O 0 0 m O 0 O N 0 O O DISTANCE FT TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG MEMORIAL sheetfSl of By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINEABTWN3TO5 I=1.5 Beam L => 60 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 35.26 44.17 0.00 7.88 36.38 41.33 72.67 77.62 60 60 -59.11255 60 DL RM/OTM 2.881632 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 14 32 50 540 300 300 135 90 90 W Id no. c > d > W dl > W II > Wtr of > FTG. WT WALL FLR WT 0 13 0 60 51 60 6.00 18.00 1.10 90.46122 71-57 TAYLOR AND GAINES PARKING STRUCTURE sheetfl6 of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 89.90 15.82 -8.83 6.99 152.75 -60.28 5.71 179.50 31.55 -8.09 23.46 304.94 -106.71 8.57 268.80 47.20 2.22 49.42 456.57 -139.29 11.43 357.79 62.78 22.09 84.87 607.63 -158.04 14.29 -116.67 -56.73 -399.23 -455.97 -259.78 -591.14 17.14 -79.71 -41.33 -190.11 -231.44 -181.86 -291.22 20.00 -43.07 -26.00 -10.29 -36.29 8.12 -104.49 22.86 -6.72 -10.76 140.24 129.49 204.11 -27.70 25.71 29.31 4.41 261.47 265.88 362.00 48.53 28.57 65.05 19.49 353.40 372.89 497.57 124.20 31.43 100.48 34.49 416.04 450.53 592.05 199.30 34.29 -164.40 -40.59 149.38 108.79 300.74 -299.17 37.14 -129.58 -25.76 153.42 127.66 288.06 -225.20 40.00 -95.07 -11.00 128.16 117.16 233.65 -151.79 42.86 -60.86 3.67 73.60 77.28 137.51 -78.96 45.71 -26.95 18.27 -10.25 8.02 18.41 -6.68 48.57 6.65 32.78 -123.40 -90.62 65.03 -179.98 51.43 -252.34 -42.80 -518.93 -561.72 -426.03 -693.41 54.29 -167.92 -28.45 -355.52 -383.97 -283.46 -475.70 57.14 -83.81 -14.18 -182.54 -196.73 -141.45 -244.56 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 128.51 22.61 -14.89 7.72 218.36 -89.41 5.71 513.45 90.30 -41.34 48.96 872.34 -331.25 8.57 1153.96 202.83 -52.01 150.81 1960.35 -685.98 11.43 2049.16 359.96 -19.57 340.40 3480.76 -1114.03 14.29 3029.02 522.90 -12.74 510.16 5129.55 -1623.60 17.14 2748.55 382.83 -847.68 -464.86 4498.78 -2668.92 20.00 2573.22 286.67 -1126.99 -840.32 4089.84 -2975.40 22.86 2502.17 234.18 -934.36 -700.18 3901.14 -2662.28 25.71 2534.51 225.13 -353.51 -128.38 3931.04 -1848.81 28.57 2669.39 259.29 531.86 791.15 4177.93 -654.21 31.43 2905.92 336.42 1638.05 1974.47 4640.21 34.29 2557.53 250.58 2195.62 2446.20 4006.53 37.14 2137.63 155.82 2635.15 2790.98 3257.58 40.00 1816.78 103.33 3044.38 3147.72 3761.08 42.86 1594.10 92.89 3339.59 3432.48 4240.28 45.71 1468.73 124.25 3437.07 3561.32 4461.18 48.57 1439.80 197.18 3253.12 3450.30 4306.38 51.43 1079.51 182.89 2285.48 2468.37 3058.04 54.29 479.20 81.13 1034.00 1115.12 1384.70 57.14 119.66 20.24 263.06 283.30 352.57 60.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet P$4 of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 14.00 419.62 76.72 118.24 194.96 717.89 -53.31 14.01 -120.25 -58.23 -420.96 -479.19 -267.33 -622.25 32.00 107.53 37.48 425.05 462.53 606.02 214.25 32.01 -192.35 -52.47 125.20 72.73 280.98 -358.49 50.00 23.33 40.00 -190.96 -150.96 100.67 -285.44 50.01 -276.55 -49.95 -491.46 -541.41 -472.08 -655.47 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.32 0.06 -0.05 0.01 0.54 -0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.32 0.06 -0.05 0.01 0.54 -0.24 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 14.00 3062.89 539.33 104.54 643.86 5204.90 -1473.84 14.01 3061.68 538.74 100.32 639.07 5202.22 -1479.23 32.00 2965.35 356.99 1878.41 2235.40 4758.37 32.01 2963.43 356.46 1879.66 2236.13 4754.78 50.00 1461.22 249.17 3029.45 3278.62 4051.41 50.01 1458.46 248.67 3024.54 3273.21 4044.86 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working sol pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E 0. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E eon T 4e/0 Vu DIAGRAM o O O O 0 0 COCO OO O0 N0 SdIN NI HV3HS O O Fs7 9.4- � O O O LO O v O CO O N O O DISTANCE FT 0 0 z Mu DIAGRAM O O O O O O O O O O O O O O O O O N NI-ld 1N3WOW O O O O 0 M 0 O O N 0 DISTANCE FT TE TAYLOR & GAINES I, STRUCTURAL ENGINEERS N beef 320 NORTH HALSTEAO SREET • SMITE 200 P A 6 A O E N A. CALIFORNIA 9 1 1 0 7 [626) 351 -6661 FAX I626) 351 -531 0 124Iz4CiH4 uc.Tu 44ese w Slate/4 Cneder #aea hr 941-A¢ sheet 1 of by G� lob no. 1'2 1 5 date 6 /lei 4Era3K I-1Atk., £ R#417E K611 @ G W t2 (ij) g /o Igl-CP - I, vIi "03 J 36' ,g4t 1\ API? 11L — 3ODK 2 St ►i /rVD U� lbs` t Gn V I2I-'y 4s9 t ' LL 135 ' roT , T� �/L = z 1°1t )/ 3, t ) ' Iti*tt L usi4, 4 3got3/hi20+(,k+t,o'4)/ n t : 325g5k W I bt4_ [()-41/(.) x osi 5J g 51-Wr= 15t 61""ter Wrat_(, wxAft') >ea,05 r- 1%6kuF GrIcere Iari ! r t4x 40x 5 2 " TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA, CALIFORNIA 91 1 07 (626) 351 -9961 FAX (626) 351-5319 p, -RkIr3 S1RUcrut (, 9q-is.-9 sheet I "c' of by Job no. 39 5 date -1 - IJ4Ut-• Gam► ��er� PIn <cflNT; w,au, 4'ott, 8E4F4 - rI,2�sssu►Z€ hvAkasLe 41,I 1, I3&4IZ 14 psis p>21N1-- bK4f x 1133 = y Icsr 5aiL RepoRr1', I�p�l x 5tk, Lot44 tit t1 MGN f. s Ars ta, a \*At) xbc/5os96 c l&" PC. 94 44 TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG MEMORIAL sheet ifietsgof By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINE A BTWN 8 TO 10 1=1.5 Beam L => 60 SEISDIR OT factor > +1 +1 -1=> 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 32.98 40.41 0.00 0.00 33.50 39.05 94.91 96.31 60 60 -43.59716 -49.50239 DL RM/OTM 1.780408 Pldno. a> Pdl> P11> Pot> Mot> 1 2 3 10 28 46 300 300 450 fro 90 90 135 �v� // = 88 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 9 0 60 47 60 6.00 15.60 1.10 135.3947 TAYLOR AND GAINES PARKING STRUCTURE sheet x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 80.88 14.18 -20.29 -20.29 137.35 -71.88 5.71 161.50 28.45 -40.57 -40.57 274.47 -143.61 8.57 241.86 42.80 -60.86 -60.86 411.35 -215.21 11.43 -15.94 -32.78 -111.23 -200.38 -78.04 -271.24 14.29 19.31 -18.27 132.23 56.19 178.85 -4.02 17.14 54.29 -3.67 318.10 270.46 426.11 69.77 20.00 89.01 11.00 458.70 442.45 608.76 143.32 22.86 123.47 25.76 558.90 572.16 755.64 216.64 25.71 157.66 40.59 618.69 659.57 864.29 289.72 28.57 -108.42 -34.49 338.08 314.69 540.92 -210.42 31.43 -74.76 -19.49 317.08 317.52 493.04 -137.80 34.29 -41.37 -4.41 255.67 278.06 405.13 -65.42 37.14 -8.25 10.76 153.86 196.32 276.87 6.74 40.00 24.61 26.00 11.64 72.28 89.38 3.61 42.86 57.21 41.33 -170.97 -94.05 150.35 -274.81 45.71 89.54 56.73 -393.99 -302.66 221.80 -610.85 48.57 -303.88 -62.78 -861.33 -892.49 -532.16 -1136.60 51.43 -227.52 -47.20 -672.65 -693.19 -398.77 -885.98 54.29 -151.41 -31.55 -466.20 -478.01 -265.61 -613.01 57.14 -75.57 -15.82 -241.99 -246.95 -132.69 -317.69 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 115.61 20.24 -28.98 -28.98 196.27 -102.72 5.71 461.94 81.13 -115.92 -115.92 784.64 -410.59 8.57 1038.23 182.89 -260.82 -260.82 1764.43 -923.23 11.43 1369.15 197.18 -555.98 -684.29 2252.02 -1520.71 4 14.29 1374.02 124.25 -512.14 -880.22 2134.85 -1734.70 17.14 1479.23 92.89 144.34 -403.51 2228.83 -1099.20 20.00 1684.02 103.33 1263.68 625.01 2533.30 22.86 1987.63 155.82 2727.01 2084.53 3047.58 25.71 2389.30 250.58 4418.89 3854.20 5052.69 28.57 2716.84 336.42 6052.48 5590.35 7215.12 31.43 2455.20 259.29 6998.04 6503.57 8705.94 34.29 2289.36 225.13 7825.87 7364.47 9977.63 37.14 2218.53 234.18 8420.52 8052.23 10865.52 40.00 2241.98 286.67 8666.56 8446.00 11204.94," 42.86 2358.93 382.83 8448.57 8424.98 10935.70 45.71 2568.63 522.90 7651.11 7868.32 10063.21 48.57 1732.44 359.96 5192.65 5341.96 6835.52 51.43 973.36 202.83 2997.02 3072.92 3940.80 54.29 432.10 90.30 1365.86 1395.99 1794.05 57.14 107.90 22.61 349.93 356.56 459.16 60.00 0.00 0.00 0.00 0.00 0.00 0.00 /a fit TAYLOR AND GAINES PARKING STRUCTURE sheet j' Tot SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 10.00 266.33 50.00 45.23 45.23 457.87 -76.48 10.01 -33.54 -39.95 -253.71 -343.71 -114.87 -465.14 28.00 184.81 52.52 637.44 699.05 908.57 348.02 28.01 -115.07 -37.43 337.46 309.16 543.56 -224.72 46.00 92.76 58.28 -418.51 -325.85 228.93 -647.63 46.01 -357.13 -76.67 -869.37 -911.67 -630.32 -1142.95 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 -0.07 -0.07 0.48 -0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 -0.07 -0.07 0.48 -0.25 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu�max 10.00 1404.58 249.17 -296.29 -296.29 2389.99 -1168.12 10.01 1404.24 248.77 -298.83 -299.73 2388.84 -1171.58 28.00 2780.72 356.99 5859.39 5412.05 6905.15 28.01 2779.57 356.61 5862.77 5415.15 6910.59 46.00 2594.67 539.33 7535.05 7778.54 9926.02 9914.60 46.01 2591.10 538.56 7526.36 7769.43 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 #1 F or calculating working soi pressure,supenmposed dead load has been mu bulled by a factor of .85 when combs ed with seismic overturning as required by UBC/CAC 2312 h). 82. For calculating maximum and minimum ultimate shears and moments the billowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E 2 94 -a /2 # J .J!9 4t /f� O O O O O O ShcNN NI 21V8HS O O O O O CO O LO 0 O O N O 0 DISTANCE FT v to `"U` �srd.: s:. n -yA _ .. ag,'fi'8 Y.3f ., ¥a,dtu•+ xs _'> "" 'ti`sk l�R�'.r. N 4 2 yµ ^ za x4Y ,M '� &t r9f•%'t` 231' S.Y�".l ry ti . kg"6' t } Y `•*x p Jh"'t4: AI 1 [j w.,, $ i ��VR � �`n°5t � }'�•'aN�9M�'. `�.J,'.t%[ - �. ) k' {t1 ter: egySy �lad_.y STkd +Ln'2'�'8' C 8 F M1 *+ � ..: ♦ til Pi � Mrv,E'z/9 �t k{ � W ✓ �i?f Ct vvrv$"nl •C^SS 4 � � �N t*'.2t f L� i � } x N �'i* kd` �.;;3 } L �', a5{{ „L �i i. � 2r Y �� A t' � � 'x fit✓,. L• G� u �.....t. rv'} �£4S `` yty.. .. A!'-� 0^ F{{"& L�1S'�}$ ��i`p (j k 4. i `.}`' a (�.yF�j. 9 qrY �w. �k Y ...� 4�e . tW-.ky,#^� � y ga ���>A:S�� i'.'�$ 0 0 0 0 0 N o o 0 O 0 O o 0 0 0 0 o o 0 co V N N-Id IN3WOW 0 0 O 0 0 0 0 0 0 0 0 0 0 5 TAYLORAND GAINES PARKING ST4JCTURE sheet /'" oaf STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 Date: 03/01/00 PASADENA, CA. 91107 HOAG MEMORIAL GRADE BEAM LINE A BTWN 8 TO 10 I = 1.5 Beam L => 60 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Soil Bearing KLF Ldg. Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+Ot 35.46 40.41 101.14 98.34 30.73 39.05 0.00 0.00 60 60 37.79375 48.4815 DL RM/OTM 1.738941 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 10 28 46 300 300 450 90 90 135 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR WT 0 9 0 60 47 60 0.00 15.60 1.10 135.3947 TAYLOR AND GAINES PARKING STRUCTURE sheet 5Sof x > V dl V II V dl+dt V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 2.86 80.88 14.18 252.24 252.40 323.67 137.35 5.71 161.50 28.45 485.25 488.25 624.21 274.47 8.57 241.86 42.80 699.c1 707.53 901.60 411.35 11.43 -15.94 -32.78 247. 5 174.57 362.87 -78.04 14.29 19.31 -18.27 70.2 7.86 90.22 -4.02 17.14 54.29 -3.67 -68. 2 -117.24 69.77 -183.09 20.00 89.01 11.00 -168. 6 -200.72 143.32 -314.29 22.86 123.47 25.76 -228. 6 -242.59 216.64 -392.85 25.71 157.66 40.59 -250. 3 -242.85 289.72 -442.25 28.57 -108.42 -34.49 -533. 7 -591.49 -210.42 -786.95 31.43 -74.76 -19.49 -477. 8 -508.52 -137.80 -684.36 34.29 -41.37 -4.41 -382. 6 -383.94 -65.42 -525.57 37.14 -8.25 10.76 -249. 1 -217.74 6.74 -351.71 40.00 24.61 26.00 -76. 2 -9.93 78.66 -122.05 42.86 57.21 41.33 136. 7 239.49 310.45 150.35 45.71 89.54 56.73 403. 0 530.53 705.27 221.80 48.57 -303.88 -62.78 81.14 81.14 277.09 -532.16 51.43 -227.52 -47.20 60. 6 60.86 207.61 -398.77 54.29 -151.41 -31.55 40.07 40.57 138.27 -265.61 57.14 -75.57 -15.82 20.29 20.29 69.06 -132.69 60.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2.86 115.61 20.24 364.93 364.52 467.90 5.71 461.94 81.13 1423.07 1426.53 1827.53 8.57 1038.23 182.89 3119.44 3138.73 4012.77 11.43 1369.15 197.18 4542.25 4468.39 5769.76 14.29 1374.02 124.25 4987.40 4719.11 6403.74 17.14 1479.23 92.89 4980.74 4552.95 6338.46 20.00 1684.02 103.33 4633.50 4088.82 5733.37 22.86 1987.63 155.82 4056.92 3445.61 4747.95 25.71 2389.30 250.58 3362.23 2742.22 3771.01 28.57 2716.84 336.42 2489.24 1874.68 4375.49 31.43 2455.20 259.29 1034.88 293.32 3878.08 -487.14 34.29 2289.36 225.13 -203 88 -991.53 3587.82 -2226.33 37.14 2218.53 234.18 -1115.82 -1860.98 3504.05 -3421.92 40.00 2241.98 286.67 -1589.71 -2196.14 3626.10 -3906.94 42.86 2358.93 382.83 -1513.97 -1878.10 3953.31 -3514.37 45.71 2568.63 522.90 -756.57 -787.98 4485.00 -2443.27. 48.57 1732.44 359.96 -463.67 -463.67 3037.35 -1581.24 51.43 973.36 202.83 -260.82 -260.82 1707.51 -888.85 54.29 432.10 90.30 -115.92 -115.92 758.45 -394.77 57.14 107.90 22.61 -28.98 -28.98 189.50 -98.63 60.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLORANDGAINES PARKING STRUCTURE sheet SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 10.00 266.33 50.00 651.24 663.54 830.35 457.87 10.01 -33.54 -39.95 350.49 272.81 518.97 -114.87 28.00 184.81 52.52 -240.30 -213.09 348.02 -441.58 28.01 -115.07 -37.43 -540.20 -602.90 -224.72 -800.24 46.00 92.76 58.28 433.17 561.92 747.97 228.93 46.01 -357.13 -76.67 -15.78 -21.97 166.72 -630.32 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 0.92 0.91 1.17 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.28 0.05 0.92 0.91 1.17 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 10.00 1404.58 249.17 4115.48 4149.56 5292.87 0.00 10.01 1404.24 248.77 4118.99 4152.29 5296.87 28.00 2780.72 356.99 2796.19 2216.07 4499.89 28.01 2779.57 356.61 2790.79 2210.04 4497.64 .---"' 46.00 2594.67 539.33 -637.09 -631.92 4549.39''--2286.21 46.01 2591.10 538.56 -637.25 -632.15 4543.09 -2284.55 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of.85 when combi ed with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..750L+1.4E and .75DL-1.4E 0 = cn Vu DIAGRAM 0 O 0 0 O 0 0 CO 0 0 ✓ 0 0 N 0 Shc>I NI HV NS o o o 0 ✓ (9 0 0 DISTANCE FT 7-4 -sit v OI CO a 94 s5 5 0 0 0 0 o co 0 0 0 0 o 0 o 0 0 0 0 0 N N1-131N3WOW 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 N 0 0 0 0 0 0 ch 0 0 0 DISTANCE FT -TEETAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SKEET • SUITE 200 PASADENA, CALIFORNIA B 1 1 07 (6253 351-6861 FAX [6233 351-5319 4 p4tzktNy *Tuts 1L4 tt /frioolisan idea"- Ai Snide tram 'j SI S6 sheet of by Job no. I i 5 date 6/11 h WALK, G)2,ei-ve inor1 6 60&vt, V 8-.2 P 1z11644 9.6b {r, Ti 65 & $ 40-11v — >kZ TADD itoro L 4471-0 X 8 v&er Et" II APP r°S�C?N010 rim: tok � 3 lc Pi tier/L..) K K. =4b%11744 rIo1in OD' Pe 4Ktpep Kt RA, 311` Iap nNy < i3ux6t')Xtn•Bktf kt g)I w = 6-4 j(0 n 0,15 x eoh * I as w,aL=t lam) x 0,15x 1..5H Wejaff Pt,* Cc5,(1.nGS 15) $ &,X)3( 5LV ZI ti►esif PLC [L5)j so,15)x (l&'�.-)3X ZLv; 111, JCIAS / � Lt.= (�mil 05 x &/-)3 x 4). IN = 011 K� 4011, I '. CIP 141.+= 6t r tfiVEs P M1.114 W1cG-x VD" 0619 x 10 - l' I'11(-g 4%51 1" -"?' 3X ►-<'-I K+143atJx 0Jj4I 3'fgo7k rtok -TEE TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 "� PASAOENA. CALIFORNIA 91 1 07 (626) 351 -6661 FAX (626) 351 -5319 I4 pttcii'4 SIR U MR -4H ktekL c Iwet 4 ri G ll tzto fit✓ P-Ir rf1,6sstiRat 94-57 sheet n - o1 by job no. (3cl 5 date / 1 £G KSF x 133 VesF I'stc sot.. Rterner) Iti. itkp/u KSFL csK 6Rirob EseAri ,&s2I5� Mpgx ►01 aLaNdi I/5e at= t I 019X Momb-rT. MOOPOOl : ,5 1'4') MtAiekkai = 4b6-1:01K. = VI 107, rho.. ✓ 3 i N') `l- x4-)x60viro ctY x lertu t' _ °2I.1f tam fru r1ufruaa tso d5 TAYLOR AND GAINES PARKING STRUCTURE sheetf7STf STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/01/00 GRADE BEAM LINE1BTWNDTOB I=1.5 Beam L => 102 SEIS. DIR OT factor > +1 +1 _1 _> 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 47.01 52.35 15.35 20.69 32.67 35.06 64.33 66.72 102 102 102 102 DL RM/OTM 3.964747 Pldno. a> Pell > PII> Pot> Mot> 1 2 3 5 51 97 145 500 145 uS't 39 105 39 /0'vC/rO fin , W Id no. c > d > W dl > W II > Wtr of > FTG. WT WALL FLR LOAD WAL/FLR SOIL WT 0 4 4 52 0 102 52 52 98 102 9.00 18.00 2.80 8.62 10 2.3 0.9 142.9737 74- 7 TAYLOR AND GAINES PARKING STRUCTURE sheetfiA of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.86 122.09 18.09 95.98 114.08 201.68 72.55 9.71 12.39 -12.42 453.84 441.42 642.42 -3.78 14.57 44.10 -4.35 827.21 822.86 1159.54 54.34 19.43 72.23 3.30 1071.10 1074.40 1493.39 106.74 24.29 96.77 10.55 1185.50 1196.05 1643.98 153.41 29.14 117.72 17.38 1170.42 1187.81 1622.19 194.35 34.00 135.08 23.80 1025.86 1049.67 1421.51 229.58 38.86 148.86 29.81 751.82 781.63 1039.96 259.08 43.71 159.05 35.41 348.29 383.70 477.56 282.86 48.57 165.65 40.59 -184.72 -144.13 300.92 -351.94 53.43 -313.93 -57.64 -1119.48 -1177.12 -537.49 -1532.90 58.29 -255.35 -46.48 -1046.25 -1092.73 -436.50 -1436.62 63.14 -200.35 -35.73 -961.96 -997.69 -341.23 -1324.08 68.00 -148.93 -25.40 -866.60 -892.00 -251.68 -1195.29 72.86 -101.11 -15.47 -760.19 -775.67 -167.85 -1050.26 77.71 -56.87 -5.96 -642.72 -648.69 -89.75 -888.98 82.57 -16.22 3.13 -514.19 -511.06 -17.37 -726.70 87.43 20.85 11.82 -374.60 -362.78 49.28 -546.73 92.29 54.33 20.09 -223.95 -203.86 110.21 -349.05 97.14 -60.78 -11.05 -207.25 -218.29 -103.88 -283.32 102.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.86 333.61 48.05 23.88 71.93 548.74 -142.67 9.71 330.21 -27.15 1080.14 1052.99 1369.59 14.57 468.85 -67.72 4243.67 4175.95 5819.95 19.43 752.81 -70.10 8906.25 8836.15 12336.95 24.29 1164.67 -36.29 14438.97 14402.69 20030.45 29.14 1687.01 31.72 20212.92 20244.64 28010.36 34.00 2302.40 131.91 25599.17 25731.08 35386.54 38.86 2993.42 262.29 29968.80 30231.09 41310.49 43.71 3742.64 420.85 32692.91 33113.76 45069.11 48.57 4532.64 605.59 33142.57 33748.16 45656.82 53.43 4144.14 560.93 29635.79 30196.72 40818.58 58.29 2763.05 308.25 24371.67 24679.92 33600.32 63.14 1657.82 108.77 19490.12 19598.89 26992.22 68.00 811.03 -39.51 15044.85 15005.34 21084.29 72.86 205.24 -138.60 11089.58 10950.98 15749.32 77.71 -176.96 -190.50 7678.03 7487.53 11073.37 -571.58 82.57 -352.99 -197.20 4863.91 4666.70 7142.47 -829.43 87.43 -340.28 -160.73 2700.93 2540.20 4042.68 -749.63 92.29 -156.26 -83.06 1242.82 1159.75 1860.04 -359.97 97.14 160.94 28.21 522.57 550.77 712.13 102.00 0.00 0.00 0.00 0.00 0.00 0.00 1 ..7fi=i TAYLOR AND GAINES PARKING STRUCTURE sheet/77 of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 123.18 18.35 112.62 130.97 203.64 95.77 5.01 -21.75 -20.63 -31.22 -51.85 -33.11 -65.52 51.00 167.61 43.03 -499.78 -456.75 307.80 -803.52 51.01 -332.39 -61.96 -1001.14 -1063.10 -570.68 -1365.94 97.00 83.39 27.73 -67.16 -39.43 163.88 -140.24 97.01 -61.55 -11.26 -211.82 -223.07 -105.31 -289.73 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 -0.02 0.02 0.48 -0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 -0.02 0.02 0.48 -0.19 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 351.13 50.66 38.78 89.44 577.69 -130.64 5.01 350.91 50.45 38.46 88.91 577.04 -130.98 51.00 4937.49 707.15 32317.94 33025.09 44487.07- 51.01 4934.17 706.53 32307.94 33014.47 44473.42 97.00 169.68 29.80 552.52 582.33 753.10 97.01 169.07 29.69 550.40 580.09 750.20 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,supedmposed dead load has been multiplied by factor of .85 when combi ed with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..750L+1.4E and .75DL-1.4E 9.9 6/ cc cc cn Vu DIAGRAM {h�F.".+.V� A�r Y T'r b���' �y Y se-�k Y ^P k Y Zr �!Y x4'kY 3A �, � £r✓ %1 £'3� + {fie+ 1 � y6Y • �a 2° q 'ss+' i } r p. Y .�'jT�i 4 � *g,�ea '2t t�Y �v L ,��, ;w, 3. � j'%s^ vy.".."'.'a9S. `kg a,J J '3*^Ai g t� ��.�� ,�,"'✓'"�'��s ''��''��e�h�w��n 5 i "�qxt�' £ YW. k q^ �� %'Q'��?` ht b Pi 11 ✓,�" 1 9�'X^V'a`n?. IXC -3 4 � y' '- Y tjj �'•�M �� F 8 } j'f t� 0 0 0 N 0 0 111 0 0 0 0 0 1n 0 ShcN NI 2IV3HS 0 0 O 0 0 0 0 0 0 N 0 CO 0 •d N 0 DISTANCE FT H v 01 0- a 9,¢ -62 Mu DIAGRAM 4' ui NXeN h +`t'F` ri�t F 4 �yy k 't t a 3 55 <b 'tif , Pz' 4Y. ! y Y PI S'! 4 >✓ Y # d t`+A �"li� �', a #,+�„ 3x5 ..y. •"",G' t.FyY: Yq �vi i� � 1 4 �.. .�^" b "�°.Se:. C.F�4' .v�."r'A:."P ' s ^ Ai`� � �;"' "i ih „�'� �� m{ s u[ d S 3u�?Yk '. p� i aqy r ` +,�',�Rti<`•.. '� �Cn'. � �3i M- � k 'm„ ,'4,��y+��•pp'�Y �ft9�+S{ i�{ F ry .t„ k 4 {YYfin� � M r rat�m 4 l.' �' ,y.•- - 11 N mCS a. *' ax Y �:i :i5 � igyM a_ a< ,id- u.��y, �e@YnFSYi >* Y >�Y"1aiF w✓�,�.�'.`'�"»'� ~M^ 'fi ✓ X Q •1 C° 'e3i�F ,p 'f g, SaSA ,,t I Y $-hs 1? .�;,� y ,(, V'� '�'ry��'., �v� µY.r kas �( ` •? !$$'�$ 1k.+"^ twk�FJp'^ ,may h m WjY� ¢mac l`�''T'rv4i�� �a,"y^w qM v2}.y2 �T"*'q,. .f 4f'.� M 2 i�Y z y �F"' �b '?. 4 � ��*' � •� p� �, L'. 'bY'eN �� EY $ffi„RG}ai .,+ohs •�L. i�.S+� d � 9 » Y �.va) vt O O O O O O O O O O O O M N N-ld INJWOW O O 0 O O O O O N DISTANCE FT v a TAYLOR AND GAINES PARKING STRUCTURE STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 HOAG MEMORIAL sheet ipaof By: SC Job No: 1395 Date: 03/01/00 GRADE BEAM LINE1BTWNDTOB I=1.5 Beam L => 102 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 48.18 52.35 79.84 84.01 31.50 35.06 1.00 3.40 102 102 101.7951 102 DL RM/OTM 3.474902 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 5 51 97 145 500 145 39 105 39 Wldno. c> d> Wdl> WII> Wtrot> FTG, WT WALL FLR LOAD WAL/FLR SOIL WT 0 4 4 52 0 102 52 52 98 102 9.00 18.00 2.80 8.62 10 2.3 0.9 142.9737 9;1-63 TAYLOR AND GAINES PARKING STRUCTURE sheet x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.86 122.09 18.09 148.19 166.29 201.68 147.21 9.71 12.39 -12.42 -429.06 -441.49 -3.78 -621.97 14.57 44.10 -4.35 -739.01 -743.36 54.34 -1080.15 19.43 72.23 3.30 -926.64 -923.34 106.74 -1363.38 24.29 96.77 10.55 -991.97 -981.42 153.41 -1469.81 29.14 117.72 17.38 -934.99 -917.61 194.35 -1399.43 34.00 135.08 23.80 -755.70 -731.90 229.58 -1152.25 38.86 148.86 29.81 -454.10 -424.29 259.08 -728.26 43.71 159.05 35.41 -30.20 5.21 282.86 -127.48 48.57 165.65 40.59 516.02 556.61 717.08 300.92 53.43 -313.93 -57.64 491.62 433.98 869.40 -537.49 58.29 -255.35 -46.48 535.56 489.08 901.18 -436.50 63.14 -200.35 -35.73 561.26 525.53 908.79 -341.23 68.00 -148.93 -25.40 568.74 543.34 892.23 -251.68 72.86 -101.11 -15.47 557.98 542.51 851.50 -167.85 77.71 -56.87 -5.96 528.99 523.02 786.59 -89.75 82.57 -16 22 3.13 481.76 484.89 697.51 -17.37 87.43 20.85 11.82 416.30 428.12 591.58 49.28 92.29 54.33 20.09 332.61 352.70 472.95 110.21 97.14 -60.78 -11.05 85.68 74.63 154.74 -103.88 102.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.86 333.61 48.05 643.34 691.39 845.95 9.71 330.21 -27.15 -419.72 -446.86 416.15 -775.21 14.57 468.85 -67.72 -3305.96 -3373.69 541.26 -4976.02 19.43 752.81 -70.10 -7400.62 -7470.72 934.77 -10981.88 24.29 1164.67 -36.29 -12109.62 -12145.91 1568.86 -17934.04 29.14 1687.01 31.72 -16838.90 -16807.18 2415.74 -24973.74 34.00 2302.40 131.91 •20994.37 -20862.46 3447.61 -31242.22 38.86 2993.42 262.29 -23981.97 -23719.68 4636.67 -35880.73 43.71 3742.64 420.85 -25207.63 -24786.78 5955.14 -38030.51 48.57 4532.64 605.59 -24077.29 -23471.70 7375.20 -36832.82 53.43 4144.14 560.93 -21347.50 -20786.57 6755.39 -32723.33 58.29 2763.05 308.25 -18845.56 -18537.31 4392.31 -28413.57 63.14 1657.82 108.77 -16174.47 -16065.70 2505.86 -24008.14 68.00 811.03 -39.51 -13422.80 -13462.31 1068.27 -19624.45 72.86 205.24 -138.60 -10679.10 -10817.70 51.72 -15379.89 77.71 -176.96 -190.50 -8031.94 -8222.44 -11445.30 82.57 -352.99 -197.20 -5569.88 -5767.09 -7938.77 87.43 -340.28 -160.73 -3381.50 -3542.22 -4827.52 92.29 -156.26 -83.06 -1555.34 -1638.40 -2232.19 97.14 160.94 28.21 -200.68 -172.48 273.27 -372.28 102.00 0.00 0.00 0.00 0.00 0.00 0.00 se_ 9.4-6it TAYLOR AND GAINES PARKING STRUCTURE sheetenof SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 5.00 123.18 18.35 133.73 152.08 203.64 125.95 5.01 -21.75 -20.63 -12.28 -32.91 -6.03 -65.52 51.00 167.61 43.03 834.99 878.02 1166.86 307.80 51.01 -332.39 -61.96 336.37 274.41 657.17 -570.68 97.00 83.39 27.73 233.94 261.67 334.06 163.88 97.01 -61.55 -11.26 88.71 77.45 159.48 -105.31 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 0.61 0.65 0.80 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.29 0.04 0.61 0.65 0.80 0.48 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 5.00 351.13 50.66 663.47 714.13 871.34 0.00 5.01 350.91 50.45 663.36 713.81 870.99 51.00 4937.49 707.15 -22442.96 -21735.81 8114.64 -34710.31 51.01 4934.17 706.53 -22439.61 -21733.08 8108.93 -34703.75 97.00 169.68 29.80 -213.16 -183.36 288.22 -394.75 97.01 169.07 29.69 -212.27 -182.58 287.17 -393.15 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES M. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..90L+1.43E D. 1.4(OL+LL+E) E..750L+1.4E and .75DL-1.4E 941-66 Vu DIAGRAM rxyF •A '� ??{{ .Y ^`iF %- nromE.4' iph X r E4ti{w 6 f� 94 j"Zy,S`+ 55v-'+-ahw�tk+ w4��" 't r .( �`Y' .� N 4 � 1 AAW'; Txx+y.y I � v" >Yiy: *'aIn .P�SY W: YY Xl•t�j', iA'.v..h, per, i'�'r11rx� { 4 k qq,r i�tr+ d'+ Y 4.f 3B..i �tt Y p FF �tl vi Y9tn > PI dk 'ia 3*F (� a✓� 4'[ ,� d'ry. ,.�tw ,y d}... wf � } IJ G#y' F a Iy 1 >" d k P t C�� �+• .�.ari_=,f { 3 s+'� xt ?� p E {.S.-,+ r>j p wi,{ S t `fir" Y'k % x 9s Y."cz-' m tc"' •'yYCm } { e.Ft+ " 5� �.�.A' ,.:4 N aM:t' ^� y_}ug��,,y�;� i ��yit4�b :ir?••• i ' . II 0 O O O SdIN NI 2:1V9HS O 0 0 {n O O O N O N 0 O O 0 CO O 0 N O DISTANCE FT 0 Mu DIAGRAM o O O O O O o o o (10 O O 0 O o O O O O O O O O O o O10 0 (10 0 N N M N-1d IN3WOW O 0 O O 0 N 0 0 0 0 O co 0 O O (D 0 0 0 N DISTANCE FT 94-67 Ul 0 a 7 4 -e8 ^,� TAYLOR & GAINES 1, sheet ��> of TV STRUCTURAL ENGINEERS j't 441 by 220 NORTH HALSTEAD SREET • SUITE 200 ` TU Se lobno. i ',IS PASA❑ 6 S11 351-BB01A• CALL IF OFARX [IPB2B1 351531E 1�►1144 /xiliael J% r 4 Cede date 6 i�� )(0i t T CaNT _ $ter I Galr ADDED i3'i 20 I, 36' (Wau-) 2G6 CONT. Pe_larub C) '` rtt.. _ (5 5K re.4xin@ -FL 1 kperG =6 E,Semi zapV- re 4241 5 per, 116'` 911' reGilo 0 pVL' k rur* c5" ram= r1o»r/L = ( I61511 3t' , ,- 95"t1- mor ( Ib3 1 II1 f ) t ( 148.2-ti)x bH, 9I415'4 1"1 PA14.= [3 46-) ?b,153 x 6D" ; -n 5 W r-rG' t 'GPIs &p x b,05 bl,= L si(�.xe,15D x IS° 5Lv ,� I.I,-- PIG5"= gtisl -ESTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SKEET • SUITE 200 PASADENA. CALIFORNIA 91 107 (5261 351 -5661 FAX (6261 351-5319 1-tbel 19,014(444 u`tuite Pa 9.9 69 sheet of by lob no. I'7 1 5 date % / q 9 41tFtK tat. 4Mrs KW ce 4/Rin Wi <<, WALL L,o� 1, • - G ritts55u tZ httoW e 6 n 1113 = SI`c4s / SbI V Rtr ►RTi 4LNNE/ 56,5 i414- n),5 6►L 61,E wo I -� 221'-D" nix Cbb`- 1) 53S5a-1 A-5 2 L +5 r4'r < M u A-‘4,cz3 = 5+5 aafk> wye4bsf, I ctiT '-i/e? fra t.J T �f- S C aN t �L TGTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA. CALIFORN I A 91 1 07 (826) 351-9881 FAX (8281 351 -5319 ant AA, Jof 1:4 70 by lob no. date tQ,CA0t ?SAX ri AT L/NE 7 Pa 4Rio t, 5' !e4c. = /7(0 / d) C,S /00-e— -22014 52/4 t- = 45/` br) _ (0391/9 i- 2 a ?&)/2 f E5fl5) f-6 ',`/n-1 fir g�a `�'/ ¢ "�'`_'° ,e, '�f, (0s60094 �• c 30i- tHoricave: = 9/S* /,¢xj,2 r 5/ &7 A3/z-/, 26 / ,&,j .,�-'¢667x�/a a 5LC67x6%cy -=_ 253M/T. I.JA-tc 2 2 , r /fir P74 SoIS at % e/c7- 5LA6 eos/ �/Z�4,U . §� Oise . /a X 0 .93x, /St/ox/x,// =/G%Ar (PG v✓.A, c/.'crap) x 36 = c52/ k /� aid 6©a it /C Co 2-�V J/j� . 1 x B K, /5 TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 PARKING STRUCTURE HOAG MEMORIAL sheet 66 of By: SC Job No: 1395 Date: 12/28/00 GRADE BEAM LINE7 I=1.5 Beam L => 76 SEIS. DIR OT factor > +1 +1 -1 => 1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 37.69 38.99 0.00 0.00 42.44 44.59 125.69 128.51 76 76 -49.704285 -49.427315 DL RM/OTM = 1.7000084 Pldno. a> Pdl> PII> Pot> Mot> 1 2 3 21 38 55 220 600 176 65 0 52 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR LOAD 0 20 20 76 56 5.6 18.40 22.50 5.60 4.5 304 94-7e TAYLOR AND GAINES PARKING STRUCTURE sheet Ar of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.62 77.56 -2.57 -66.59 -66.59 104.22 -136.33 7.24 155.58 -4.63 -133.18 -133.18 209.94 -272.91 10.86 234.07 -6.19 -199.77 -199.77 317.17 -409.73 14.48 313.01 -7.25 -266.36 -266.36 425.89 -546.79 18.10 392.41 -7.79 -332.95 -332.95 536.13 -684.10 21.71 294.34 -8.03 -81.15 -81.35 398.42 -272.04 25.33 293.23 -7.57 655.64 655,44 816.86 397.65 28.95 292.58 -6.60 1180.15 1178.39 1550.40 398.39 32.57 292,40 -5.13 1515.41 1512.20 2018.44 400.64 36.19 292.67 -3.15 1662.59 1658.85 2223.77 404.38 39.81 -306.60 -0.66 1021.69 1018.36 1623.52 -430.37 43.43 -305.41 2.33 792.71 790.71 1295.44 -423.61 47.05 -303.76 5.83 375.65 375.92 698.17 -415.36 50.67 -301.65 9.83 -229.50 -226.02 -168.31 -405.60 54.29 -299.08 14.34 -1022.73 -1015.11 -394.34 -1320.09 57.90 -429.19 -32.65 -1527.49 -1566.81 -656.37 -2041.99 61.52 -344.27 -27.13 -1288.23 -1321.55 -528.10 -1728.66 65.14 -258.89 -21.11 -1015.86 -1042.24 -398.33 -1367.80 68.76 -173.06 -14.58 -710.36 -728.88 -267.06 -959.40 72.38 -86.76 -7.54 -371.74 -381.47 -134.28 -503.47 76.00 0.00 0.00 0.00 0.00 0.00 0.00 x M di M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.62 140.21 -4.80 -120.50 -120.50 188.13 -246.62 7.24 561.96 -17.99 -481.99 -481.99 756.16 -987.08 10.86 1266.90 -37.73 -1084.47 -1084.47 1709.52 -2222.26 14.48 2256.71 -62.20 -1927.95 -1927.95 3053.65 -3953.03 18.10 3533.04 -89.56 -3012.43 -3012.43 4793.99 -6180.28 21.71 5626.20 413.22 -3376.74 -2845.52 8579.16 -7810.62 25.33 6689.29 384.83 -2270.46 -1739.97 10019.21 -6792,08 28.95 7749.19 359.03 1109.92 1637.63 11459.22 -2519.89 32.57 8807.59 337.65 6044.34 6562.75 12904.63 36.19 9866.13 322.53 11851.74 12357.28 14360.88 39.81 9840.78 315.48 16765.74 17258.19 20695.52 43.43 8733.19 318.35 20105.67 20588.19 25755.90 47.05 7630.75 332.95 22276.56 22755.69 29182.56 50.67 6535.11 361.13 22597.73 23083.38 30024.78 54.29 5447.94 404.71 20388.53 20893.98 27331.80 57.90 3900.49 314.46 15068.77 15459.62 20267.10 61.52 2500.75 206.13 9963.66 10222.80 13429.68 65.14 1409.17 118.70 5784.36 5935.18 7812.23 68.76 627.41 53.97 2650.74 2720.02 3586.79 72.38 157.13 13.80 682.66 700.55 925.37 76.00 0.00 0.00 0.00 0.00 0.00 0.00 M-75 TAYLOR AND GAINES PARKING STRUCTURE sheet O of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 21.00 514.61 56.93 -32.70 32.10 817.24 -319.51 21.01 294.61 -8.07 -250.24 -250.44 398.74 -513.99 38.00 292.98 -1.97 1665.65 1662.00 2227.93 406.82 38.01 -307.02 -1.96 1065.54 1061.89 1686.44 -433.16 55.00 -298.52 15.29 -1201.51 -1192.96 -391.94 -1569.85 55.01 -474.51 -36.70 -1380.06 -1423.51 -726.70 -1824.52 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M 11 M dl+ot M tl+ot +Mu max -Mu max 21.00 5415.86 418.97 -3258.02 -2726.66 8294.46 -7529.37 21.01 5418.81 418.89 -3260.53 -2729.17 8298.45 -7534.53 38.00 10395.98 317.88 14870.10 15368.91 17849.79 38.01 10392.91 317.86 14880.76 15379.53 17865.76 55.00 5234.51 415.28 19594.59 20105.81 26300.29 55.01 5229.77 414.92 19580.81 20091.59 26282.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES: #1. For talc lating working soil pressure,supedmposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..75OL+1.4E and .75DL-1.4E 9/ 9A -',4 Vu DIAGRAM O 0 LO O O O O 0 LO 0 O 0 0 LO SdIN NI HVaHS 0 0 O LO 0 O 0 0 O N 0 0 LO 0 CO O O CO O 10 0 O CO 0 N O 0 DISTANCE FT ri tn ro a Mu DIAGRAM 0 0 0 `" 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 n 0 u0 0 10 1n 0 >I-1d 1NRWOIN DISTANCE FT TAYLOR AND GAINES STRUCTURAL ENGINEERS 320 N.HALSTEAD ST. #200 PASADENA, CA. 91107 PARKING STRUCTURE HOAG MEMORIAL sheet 93 of By: SC Job No: Date: 12/28/00 1395 GRADE BEAM LINE7 I=1.5 Beam L => 76 SEIS. DIR OT factor > +1 +1 -1 => -1 Ductile Y(1)N(0)=> 0 Ldg. Soil Bearing KLF Lt.end Rt. end L brg. DL TL DL+OT(#1) TL+OT 39.77 38.99 120.96 116.50 40.59 44.59 0.00 0.00 76 76 49.178319 54.520745 DL RM/OTM = 1.7425379 Pldno. a> Pdi> PII> Pot> Mot> 1 2 3 21 38 55 220 600 176 65 0 52 Wldno. c> d> Wdl> WII> Wtrot> FTG. WT WALL FLR LOAD 0 20 20 76 56 5.6 18.40 22.50 5.60 4.5 304 9A-7> TAYLOR AND GAINES PARKING STRUCTURE sheet 7 ¢ of x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 3.62 77.56 -2.57 351.76 341.05 461.91 104.22 7.24 155.58 -4.63 673.46 654.11 880.59 209.94 10.86 234.07 -6.19 965.10 939.19 1256.04 317.17 14.48 313.01 -7.25 1226.67 1196.28 1588.25 425.89 18.10 392.41 -7.79 1458.18 1425.38 1877.22 536.13 21.71 294.34 -8.03 985.37 952.03 1253.08 398.42 25.33 293.23 -7.57 190.51 158.92 397.65 117.02 28.95 292.58 -6.60 -413.21 -440.98 398.39 -745.95 32.57 292.40 -5.13 -825.78 -847.67 400.64 -1335.84 36.19 292.67 -3.15 -1047.23 -1061.14 404.38 -1652.65 39.81 -306.60 -0.66 -1677.53 -1681.39 -430.37 -2249.99 43.43 -305.41 2.33 -1516.69 -1508.43 -423.61 -2008.22 47.05 -303.76 5.83 -1164,71 -1142.26 -415.36 -1504.55 50.67 -301.65 9.83 -621.60 -582.87 -405.60 -729.01 54.29 -299.08 14.34 117.79 169.73 341.64 -394.34 57.90 -429.19 -32.65 332.95 332.95 703.59 -656.37 61.52 -344.27 -27.13 266.36 266.36 563.36 -528.10 65.14 -258.89 -21.11 199.77 199.77 422.89 -398.33 68.76 -173.06 -14.58 133.18 133.18 282.17 -267.06 72.38 -86.76 -7.54 66.59 66.59 141.21 -134.28 76.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3.62 140.21 -4.80 645.59 625.58 848.88 7.24 561.96 -17.99 2509.83 2434.80 3291.22 10.86 1266.90 -37.73 5483.91 5326.36 7170.54 14.48 2256.71 -62.20 9459.04 9198.99 12330.38 18.10 3533.04 -89.56 14326.41 13951.38 18614.26 21.71 5626.20 413.22 20073.36 20109.60 26167.79 25.33 6689.29 384.83 22143.49 22061.62 28534.38 28.95 7749,19 359.03 21682.88 21492.95 27366.50 32.57 8807.59 337.65 19383.25 19102.84 23644.01 36.19 9866.13 322.53 15936.35 15590.55 18346.81 39.81 9840.78 315.48 10948,20 10569.61 14313.41 43.43 8733.19 318.35 5110.54 4739.28 12767.66 47.05 7630.75 332.95 200.84 -115.49 11249.07 -3757.10 50.67 6535,11 361.13 -3089.18 -3295.43 9763.07 -7881.14 54.29 5447.94 404.71 -4064.16 -4101.29 8315.12 -8699.15 57.90 3900.49 314.46 -3012.43 -3012.43 5995.27 -6375.03 61.52 2500.75 206.13 -1927.95 -1927.95 3851.48 -4082.37 65.14 1409.17 118.70 -1084.47 -1084.47 2174.62 -2297.66 68.76 627.41 53.97 -481.99 -481.99 970.12 -1021.77 72.38 157.13 13.80 -120.50 -120.50 243.44 -255.59 76.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE sheet 9<of 74-7g SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 21.00 514.61 56.93 1384.83 1416.40 1797.84 817.24 21.01 294.61 -8.07 1162.27 1128.84 1505.90 398.74 38.00 292.98 -1.97 -1086.27 -1095.42 406.82 -1708.64 38.01 -307.02 -1.96 -1686.35 -1695.47 -433.16 -2269.42 55.00 -298.52 15.29 289.34 341.34 582.01 -391.94 55.01 -474.51 -36.70 115.81 115.81 417.09 -726.70 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 21.00 5415.86 418.97 19305.87 19365.96 25198.25 0.00 21.01 5418.81 418.89 19317.51 19377.26 25213.07 38.00 10395.98 317.88 13998.84 13632.10 15413.91 38.01 10392.91 317.86 13981.98 13615.15 15391.22 55.00 5234.51 415.28 -3919.26 -3919.26 8034.30 -8378.84 55.01 5229.77 414.92 -3918.12 -3918.12 8027.03 -8374.69 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES: #1. For calculating working soil pressure,superimposed dead load has been mu tolled by a factor of .85 when combined with seismic overturning as required by UBC/CAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.40L+1,7LL B. 75(1.4DL+1.7LL+1.87E) C. 9DL+1,43E D. 1.4(DL+LL+E) E. 75DL+1.4E and .75DL-1.4E (17() 74 -7y cC -1 Vu DIAGRAM SdIN NI HVSHS DISTANCE FT H CD Pi 97 74ito Mu DIAGRAM 0 0 0 0 0 0 0 a o 0 0 0 o o 0 0 LO o � o M co N N 0 0 0 0 0 0 0 1N9WOW o 0 0 o 0 0 6 60 0 0 o 0 0 0 0 LO DISTANCE FT TAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAD SREET • SUITE 200 PASADENA, CALIFORNIA 21 1 07 (9213] 351-9951 FAX C8261 351 -5319 H°4-4 riattKirA Luc. URe ASSviat sue- /it 473E. gam sheet `$ "-87 of by lob no. "'IS date 6 (11 6 tat. Gnuwarm ' atln ivs 4 \1' 5/4 I•�AI.1.. 171 3v' ►� k.. Ib�II G �i 10.� o O rt�.' (�' ✓ pldi � 5v i p 4vno rr•r1l t/�. II ii-'/), 1- T 3.,n le• 14, rlcrag 44. -'AI"+4o+8/rt)+ Clb k -I- 57II- ")k 4, t 1A, t ° f IS`►it I W p'r&' I (A( SPA DI i S 110LI•kt÷ �� I ,,$V� W SDI L s (I CI-1�z� x es,x 1)frj sIcru' 5• W.eu, W7-= 6-9'71-,-) x 005 x 6oM' I $ Y"f Weu., ►xj- ('i4L) xb,IS x I' -Fit = Ira Lab» 0‘ a 6) x I Lvt a 6 k4r LLB, 0,05x91xity-, l+ i^1171.'� -ESTAYLOR & GAINES STRUCTURAL ENGINEERS 320 NORTH HALSTEAO SREET • SUITE 200 PASADENA, CALIFORNIA 91 1 07 (6281 351-6961 FAX (6261 351 -5319 f`ye"I pt kirr+t, S'fl4Uc'fuR£ 94 ,92 sheet t " of by lob no. S date -6 % 9 6wta I.1A G-1Kierie l3w4ri G GZIo 12 <CoRT:) Zdt. *sI IPM5s5,u►ZE h'lL. 1364$.iri�. i'gs rsirst •t,Ksr x 1133 r 2,ksr 9rlt b' _ — KSr. 61M tb'-D wive- IMF- q - ‘ "bb' bs fG5 tot 7-rpsilt' [It- 4404 Cis z�v4c? 5s REsrblZr ) °IL 2 L ,'x Iz-o'-0 Lorieti %-l►s= 4I°"jb"`) Lo 'td' -C tiptoe k. e I1Ubte+ @Ai% x 6wviso/ teo- 51) e; fno,s ¢ lti " D I f 33,<(,l b'x lt-a x 5 7 /a~ 1t 4-0 * 11 miss 1/13. -pipc►k ether c, -=614,or) Omit = ot C... TAYLORAND GAINES PARKING STRUCTURE sheet fiat of STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/02/00 GRADE BEAM LINE12 1=1.5 Beam L => 100 Soil Bearing KLF SEIS. DIR OT factor > +1 Ldg. Lt.end Rt. end L brg. +1 -1 => 1 DL 32.76 35.17 100 Ductile TL 38.67 39.23 100 Y(1)N(0)=> 0 DL+OT(#1) 0.00 89.28 -78.16816 TL+OT 0.00 90.96 -85.64457 DL RM/OTM 1.982324 Pldno. a> Pdl> PII> Pot> Mot> 1 4 195 52 2 32 75 32 3 50 700 150 4 68 75 32 5 96 195 52 qo ,9 &; fo f rc Gf�;o� q, 3/ tatS to 4.J..0Ex 82 , Wldno. c> d> Wdi> WII> Wtrot> FTG. WT 0 100 13.20 WALL 31 69 18.00 345.2659 FLR LOAD 31 69 2.80 2.3 WAUFLR 4 31 2.40 WAL/FLR 69 100 2.4 /L 9q -a3 TAYLOR AND GAINES PARKING STRUCTURE sheet fi/0 47f x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.76 -94.77 -32.70 -259.69 -311.69 -188.26 -399.56 9.52 -4.01 -13.39 -333.97 -385.97 -28.38 -538.20 14.29 86.87 5.91 -408.26 -460.26 131.67 -676.89 19.05 177.88 25.22 -482.54 -522.85 291.90 -799.22 23.81 269.01 44.52 -554.59 -561.37 452.31 -935.65 28.57 360.27 63.83 -605.17 -575.80 612.89 -1056.34 33.33 333.72 45.77 8.37 34.70 545.02 -164.91 38.10 337.61 54.12 1158.15 1206.05 1565.57 564.66 42.86 341.63 62.47 1921.78 1989.41 2661.76 584.48 47.62 345.77 70.82 2299.24 2384.80 3213.77 604.48 52.38 -349.96 -70.82 1590.55 1542.21 2459.97 -610.35 57.14 -345.57 -62.47 1195.69 1161.64 1892.99 -590.00 61.90 -341.05 -54.12 414.68 393.09 773.75 -569.48 66.67 -336.41 -45.77 -752.50 -763.44 -548.78 -946.30 71.43 -361.96 -63.83 -1444.06 -1472.58 -615.25 -1929.57 76.19 -269.44 -44.52 -1235.64 -1246.19 -452.91 -1647.13 80.95 -176.81 -25.22 -1001.31 -995.72 -290.40 -1338.17 85.71 -84.04 -5.91 -741.08 -721.16 -127.71 -1015.21 90.48 8.85 13.39 -454.96 -422.52 35.15 -655.28 95.24 101.86 32.70 -142.93 -99.80 198.19 -258.37 100.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.76 93.68 6.34 -298.93 -338.55 141.94 -508.64 9.52 -141.55 -103.38 -1712.40 -1999.64 -2741.41 14.29 55.68 -121.18 -3479.61 -4014.47 -5634.46 19.05 685.99 -47.06 -5600.56 -6364.75 880.39 -9162.38 23.81 1749.97 119.00 -8073.78 -8955.78 2652.26 -13192.52 28.57 3248.22 376.98 -10845.41 -11672.87 5188.38 -17564.27 33.33 6031.24 677.96 -13044.90 -13698.96 R196.28 -21320.77 38.10 6629.61 915.78 -10114.23 -10590.82 10838.29 -17977.05 42.86 8246.81 1193.38 -2627.82 -2828.62 13574.28 -8128.59 47.62 9883.42 1510.75 7575.48 7740.13 16405.07 52.38 9873.39 1510.75 16990.13 17244.11 20511.87 57.14 8217.31 1193.38 23777.27 23835.80 30380.95 61.90 6582.44 915.78 27764.72 27691.48 36400.23 66.67 4969.38 677.96 27113.62 26963.65 36138.70 71.43 3175.84 376.98 20843.78 20560.54 28123.40 76.19 1672.46 119.00 14453.27 14077.71 19781.77 80.95 609.91 -47.06 9116.93 8730.27 12713.95 85.71 -11.21 -121.18 4958.10 4632.90 7096.02 -221.71 90.48 -190.30 -103.38 2100.11 1900.28 3104.01 -442.17 95.24 73.24 6.34 666.30 647.09 913.99 100.00 0.00 0.00 0.00 0.00 0.00 0.00 94-St go/7/ TAYLOR AND GAINES PARKING STRUCTURE sheet /a%of SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 4.00 85.72 16.22 -52.80 -52.80 147.58 -120.94 4.01 -109.09 -35.74 -247.96 -299.96 -213.49 -377.68 32.00 407.66 75.43 -307.77 -255.80 698.95 -656.17 32.01 332.66 43.45 -379.73 -359.70 539.59 -719.32 50.00 347.89 75.00 2343.17 2437.00 3285.70 614.54 50.01 -352.10 -74.98 1643.15 1587.02 2536.32 -620.41 68.00 -335.09 -43.43 -1148.51 -1156.79 -542.95 -1498.75 68.01 -410.08 -75.41 -1226.60 -1266.86 -702.31 -1622.60 96.00 116.75 35.78 -90.60 -45.93 224.29 -191.44 96.01 -78.05 -16.18 -284.91 -292.22 -136.77 -380.27 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 4.00 171.42 32.43 -105.60 -105.60 295.12 -241.86 4.01 170.32 32.07 -108.08 -108.60 292.98 -244.82 32.00 4586.99 618.50 -12798.66 -13483.60 7473.24 -20733.19 32.01 4590.32 618.93 -12802.47 -13487.21 7478.63 -20740.41 50.00 10709.20 1684.35 13121.31 13499.62 17856.28 50.01 10705.68 1683.60 13137.74 13515.49 17850.07 68.00 4521.71 618.50 25849.64 25686.88 34568.48 68.01 4517.61 617.74 25837.39 25674.22 34553.13 96.00 156.52 32.43 577.29 591.53 770.31 96.01 155.74 32.27 574.44 588.60 766.51 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working soi pressure,superimposed dead load has been multiplied by a factor of.85 when combined with seismic overturning as required by UBC/CAC 2312 h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B. .75(1 4DL+1.7LL+1.87E) C..9DL+1.43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E 9A-AS 304/14 P703 i` 94-86 2 Q o 0 C' Q _CA 0 O 0 O V O O 0 CD 0 O 0 N 0 0 0 0 SdIN NI aV3HS O O O O 0 0 0 N 0 O O CO 0 CO 0 v 0 N 0 DISTANCE FT N QI a 74-87 Mu DIAGRAM 0 0 0 0 0 tr 0 0 0 0 0 0 OD 0 0 0 o o o° 0 0 0 0 o 0 0 >I-1d IN3WOW fro it 0 0 0 0 0 0 0 0 0 N M DISTANCE FT TAYLOR AND GAINES PARKING STRUCTURE sheet Fla f STRUCTURAL ENGINEERS By: SC 320 N.HALSTEAD ST. #200 Job No: 1395 PASADENA, CA. 91107 HOAG MEMORIAL Date: 03/02/00 GRADE BEAM LINE12 I=1.5 Beam L => 100 Soil Bearing KLF SETS. DIR OT factor > +1 Ldg. Lt.end Rt. end L brg. +1 -1 => -1 DL 34.62 33.31 100 Ductile TL 38.67 39.23 100 Y(1)N(0)=> 0 DL+OT(#1) 88.39 0.00 74.96077 TL+OT 90.21 0.00 86.3544 DL RM/OTM 1.993415 Pldno. a> Pdl> PII> Pot> Mot> 1 4 195 52 2 32 75 32 3 50 700 150 4 68 75 32 5 96 195 52 W Id no. c > d > W dl > W II > Wtr of > FTG. WT 0 100 13.20 WALL 31 69 18.00 345.2659 FLR LOAD 31 69 2.80 2.3 WAL/FLR 4 31 2.40 WAL/FLR 69 100 2.4 TAYLORAND GAINES PARKING STRUCTURE sheet f(odof x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 0 0 0 0 0 0 0 4.76 -94.77 -32.70 148.52 106.04 262.61 -188.26 9.52 -4.01 -13.39 457.06 425.79 655.72 -28.38 14.29 86.87 5.91 740.21 721.86 1012.46 131.67 19.05 177.88 25.22 997.98 994.23 1332.84 291.90 23.81 269.01 44.52 1230.37 1242.92 1642.69 452.31 28.57 360.27 63.83 1437.37 1467.92 1923.62 612.89 33.33 333.72 45.77 744.91 757.78 939.31 545.02 38.10 337.61 54.12 -422.66 -399.35 564.66 -783.33 42.86 341.63 62.47 -1203.54 -1168.11 584.48 -1902.13 47.62 345.77 70.82 -1597.75 -1548.50 604.48 -2468.04 52.38 -349.96 -70.82 -2305.28 -2390.51 -610.35 -3220.30 57.14 -345.57 -62.47 -1926.14 -1994.15 -590.00 -2667.01 61.90 -341.05 -54.12 -1160.31 -1209.41 -569.48 -1569.08 66.67 -336.41 -45.77 -7.81 -36.31 167.13 -548.78 71.43 -361.96 -63.83 608.96 576.35 1062.65 -615.25 76.19 -269.44 -44.52 562.13 564.47 946.66 -452.91 80.95 -176.81 -25.22 492.14 528.90 807.32 -290.40 85.71 -84.04 -5.91 417.86 469.64 689.05 -127.71 90.48 8.85 13.39 343.57 395.57 549.96 35.15 95.24 101.86 32.70 269.29 321.29 410.53 198.19 100.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M tl+ot +Mu max -Mu max 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.76 93.68 6.34 683.06 665.44 927.13 9.52 -141.55 -103.38 2134.99 1941.10 3128.06 -373.93 14.29 55.68 -121.18 4995.70 4683.00 7114.35 -128.06 19.05 685.99 -47.06 9144.33 8778.32 12712.82 23.81 1749.97 119.00 14460.01 14114.27 19750.32 28.57 3248.22 376.98 20821.85 20578.04 28053.69 33.33 5031.24 677.96 27057.49 26956.41 36025.64 38.10 6629.61 915.78 27671.31 27655.69 36333.40 42.86 8246.81 1193.38 23645.96 23769.51 30277.59 47.62 9883.42 1510.75 16822.77 17147.28 20372.53 52.38 9873.39 1510.75 7376.39 7614,58 16391.02 57.14 8217.31 1193.38 -2851.87 -2979.20 13532.98 -8433.34 61.90 6582.44 915.78 -10354.00 -10760.85 10772.25 -18294.91 66.67 4969.38 677.96 -13288.69 -13880.97 8109.66 -21636.60 71.43 3175.84 376.98 -11079.06 -11857.55 5087.05 -17797.76 76.19 1672.46 119.00 -8280.66 -9131.91 2543.74 -13412.22 80.95 609.91 -47.06 -5764.22 -6519.25 773.88 -9352.24 85.71 -11.21 -121.18 -3597.55 -4132.36 -5776.24 90.48 -190.30 -103.38 -1784.63 -2071.86 -2825.53 95.24 73.24 6.34 -325.44 -365.06 113.32 -538.62 100.00 0.00 0.00 0.00 0.00 0.00 0.00 TAYLOR AND GAINES PARKING STRUCTURE shee SHEAR AND MOMENTS AT CONCENTRATED LOAD POINTS. x > V dl V II V dl+ot V tl+ot +Vu max -Vu max 4.00 85.72 16.22 291.80 299.68 388.02 147.58 4.01 -109.09 -35.74 97.48 53.39 197.22 -213.49 32.00 407.66 75.43 1216.12 1258.37 1611.55 698.95 32.01 332.66 43.45 1138.03 1148.31 1487.70 539.59 50.00 347.89 75.00 -1649.85 -1593.05 614.54 -2543.67 50.01 -352.10 -74.98 -2349.87 -2443.03 -620.41 -3292.68 68.00 -335.09 -43.43 384.18 361.76 726.98 -542.95 68.01 -410.08 -75.41 312.24 257.86 663.84 -702.31 96.00 116.75 35.78 257.40 309.40 388.22 224.29 96.01 -78.05 -16.18 62.24 62.24 130.38 -136.77 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 x M dl M II M dl+ot M ti+ot +Mu max -Mu max 4.00 171.42 32.43 589.57 604.93 783.86 0.00 4.01 170.32 32.07 590.54 605.46 785.04 32.00 4586.99 618.50 25803.50 25687.03 34467.90 • .- 32.01 4590.32 618.93 25814.90 25698.53 34482.43 50.00 10709.20 1684.35 12937.40 13388.08 17856.28 50.01 10705.68 1683.60 12913.90 13363.65 17850.07 68.00 4521.71 618.50 -13041.14 -13667.39 7381.84 -21045.34 68.01 4517.61 617.74 -13038.04 -13664.82 7374.82 -21038.73 96.00 156.52 32.43 -124.80 -124.80 274.26 -261.42 96.01 155.74 32.27 -124.18 -124.18 272.89 -260.11 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NOTES #1. For calculating working sol pressure,superimposed dead load has been multiplied by a factor of .85 when combined with seismic overturning as required by UBCICAC 2312(h). #2. For calculating maximum and minimum ultimate shears and moments the folllowing combinations have been used: A. 1.4DL+1.7LL B..75(1.4DL+1.7LL+1.87E) C..9DL+1,43E D. 1.4(DL+LL+E) E..75DL+1.4E and .75DL-1.4E Sot/VS 2 0 0 cc = 0 0 0 0 0, 0 0 0 N 0 0 0 0 0 0 0 SdIH NI 2JV8HS 0 0 0 N 0 0 0 (.i 7 DISTANCE FT /L 9A-9/ ., 01 CO CD Mu DIAGRAM Aso � FFS N4.T.kr5••, �, yf 24S�"+.¢ ���&. e'B yRM1X•'� ?MY ^w. ��jr(L',y 9' PoL'�Vi+b yfr y�+ 'i ;y✓�-. �q; .y."t y 'i`" - G. tf `{'�. k I �} i'M1 J.,rgY eCnR-�'�r"eNn��,�x. ry �, j¢9 2$* {���AirySy, .y�M '�.. � ��F§>w �3:"f��Y:-ice% 1£+ ? 99 x:' Yqi- d@ =Y tL,ro Ld� �qy"">"'.� C'R/t� 1 }k ` *a `,�8.'Ck..b�� +( '1• �"r ��"53 J•w,'� YY t�L % J .p'ili �� ✓nd S •.r y +4i-`i��p Y 4`¢"+ r'✓ LQ� 'WtJ' x�i'tt+4 Jk"� 'f P�*� .,e 'A"�,�1'4k`T "'C, fW `pn 4T i�+ryYf'i'k� J,R y .:.,� j d,.Ai ':R' wry Y.V Lp` y� N PN } •S Ai 2 f ][fY F %kA � .x,• 6 k . iFA `k5��J }G±,. rY y »« TM'vk*e `!yk� .k„yy��w�s.,t'•�"w,wdp � ,�.M. 'hw ':,m t ",�• ,i .. ' Ally�i '� (y � a k py.§�s�, a edkr •• 'ieT *c',)yd�y�' ak� a hl"a1 (',,. t 0 0 0 0 0 0 0 N 0 0 0 0 0 >1-131N3WOW 0 0 0 0 0 0 0 0 0 DISTANCE FT v 4 TeG TAYLORA& RUCTURL GAINES A TMAD COMPANY PACAOCNA • SAN OICOO • ENCINO • ANAHEIM tiie, t sires A/ad iaki 2/%L2 t/6 -A Leese/ 4'trip y6/= sesofs� 4/a�' aLy %/-i�L Z e ✓r/6 -8 ase s260/9.5y Lain te' (si y6 Attac%a1) 46e/2' eauky, ems/faz es n4¢ =O, OD3D6 > fake - 0, DD26 2¢X/2 - 3X24.Y456.Y/DOD - 237t( - 2-1X456%a OD3D6-Y60 2009{ D, S57 074-0.6X(2379f2DDi) = 263S4' > ?,257.e 04- ( fie y4tttuhrd, o/ KaL3, ttfe 44/ gillpeetiGda t-teos61 sheet ,9/ of by .rz job no /57.5- d«k goaftd4e9 Senzeitej fise hied MV - 37D5/4 K/k Pw - /545,R ied -456" �w ® %fix 7,- =� 3705/4 f /545 49 6w 2 45:6 -2¢ 2 date o61/47 aft d= 3D", 4=30X2¢=72D///Z lire 75--#//, 4,-/5A'/.56i23,¢/%�_ 0/5. - O. 8O[0,85y�'(4 -4) f Asf,1 - O, 8X0, 7X CD.96,f 525X(720 - JJ23, i) t 25. ¢X60] 2627K) Oa = /63D f O� (See fs.att'/ced, of !/o/ a,tap' 215 ft o/-wrt / a`ad.:A.i s) !� IIII'll (II11., (If 1l II II 1!I l° �1I i d IL 111111I �Ilill a►�I'till III► O11ul II�a1111k►;1d i `o�Pl 1���� ' „ter O O O b • �Ny L43 a a a N N a 2 N N Y f 447 3 3 N M 7 2 0 0 E n n 0 g 0 B 0 0 N N N N N ID CD N 0 o R m b. 0 O) 0 < co r r N N 10 ' N N CD — criNoi N VI (V N N N N A V) Y) g Q V S 0) 04 40 m 0 0 N N R R C0] 0 m 0) y) N 'm N n VVVVV 0 R R 8N O N o N O 6 60 0 0co co 0 0 0 a I m m � 1i' 0 0 0 0 0 b c — 1u )c CO CO U' z w 0 N m m m m m n N CO VI V) m 0 JJ 0 u N S N CV N r en N e RR. a N O IO NN N N N W W> W> W W J22200 CO n e cc.N N N 6TH LEVEL W N W n 0 J 0 J N .J.I 0 3 ° 3 c5 3 '2 it i! it N N N O O N 1 « A OD pp++� p0p N O o N N N 9 0 0 0 N N h d V I N N N 1'! d N ANN t N Cti N N 4 E W p0 * t. O N 0' 0 �- 1ffi 8 ^ P NN N V 02 O 0 C 0 C 1010101$ 0 n' N a 0 0 0 0' 0 00 N N N CO C4 R R R R CO N CO M n 0, 0, N M N r) m .n t t a t* N N N rit 1� N VI m N N m A co • CI 171 0 AAA N AAA N W v 5TH LEVEL W e 3RD LEVEL 2ND LEVEL E 7.1 f N n g m 1) o m COg 0 0 N� 2- N$ N N N S 0 $ 8 m 2 N a n 0 0 0 0m m an In et 01 N tt4 N N Or 01 N N N N t Q o Q O J 3 ° 3 CC W j 2i N 6TH LEVEL W W W 10 J W III F2 2 0 0 A O M N 21/ N N N N m -CO CO m m N 01 m m m m • n n n N. m p m F. m m m m N m N b m C p6 N CO W 0 tm0 N N p m n 0 $ n$ m N h m Y m N N N tn+l et co m a 0 o 0 `. O o O G O K o 0 o o 0 ?? o 0 0 0 d 0 K W o h 0 O y Y 0 ay J O. J a3 2 z g m} 0 CC 0 C. Q N W O � = J Q ▪ 3 2 0 0 x °ISERRE& aax- �a en Q V m m 01 n n n m m Of n n n 1.1 QQ m `',2O N $ N vi ADDITIONAL re =Vi C W u LL 1T Q pa co rn X CO "CO et Q0 CO n N m N • 00Cf m a CO CO 0 cc- n m m N N 03 m e ▪ C71. m O 0 0 e' O O .- S U V_ n n o0 it re e n b Z u orNQ V O Y COel m 0) m N S O N ft m 0 o g n CO 2 O o (0 A m m W Q Q e xi-Q Q e Q Q e Q Y ` Q NNNNN NNNNN N N f} 0 N N N N N N N N N N N N m CO(0 COm CO CO CO m CO D. IN D. D. o r m- n n n n r m m m m m m m m m m CO m m J tijJ J J J J J J J tj w �u -1 w W Zi J J J J J • J J J J J J 0 al 0 p K Z • Z K Z N 0 m ' Y m N CO • q N mo Q Q M N m co- " m N Q Cn N N p mp m n e com O O O 0 0 0 0 S O O§ 0 0 0 4 0 0 0 o Q 0 0 0 0 (4aa N N N 04 w gN N N x N ERRS N N N N n n n M m Of m n n m m n nco Of N m of o' n CO m_ m COe O O V 0 e m m N N N O Of m n m n m N$ 0 O N m 0 0 m ▪ - N CO or et el on ya� co N D. • 0 n N. N N N N W w Q N N W 0 co • co CD 7 Q, 0 0 0'' O O O F N a 0 fl r O a m 04 OQ mm N Q m m m m m m m m n e a e a Q a v a N N N N N N N N el- N J J Jww>> J L.L> J J> > J W> J LU >J W Ul J UJ -1 W W J W W J W W W J IL J J H C z = F G z r z Q n N CO 10 Q n N m Q n N e Q m Q J Cr Jet ❑ - K 86/13/2001 14:28 949-574-1338 FAX TRANSMITTAL TO: Doctor Lu TAYLOR AND ASSOC PAGE 01/02 TAYLOR & ASSOCIATES At(II1E(TS COMPANY: Taylor & Gaines FAX NO.: 626-351-5319 TRANSMITTING 2 PAGES, INCLUDING THIS PAGE FROM: Joseph Dunn DATE: 6/13/2001 TIME: 3:29 PM JOB NO.: 1730.10 JOB NAME: HOAG MEMORIAL HOSPITAL PRESBYERIAN Parking Structure and Site Improvements ITEMS TRANSMITTING: 1 McCarthy Memorandum, dated June 6, 2001 (Revised) MESSAGE: Dr. Lu: For your use and review. Thanks. HARD COPY TO FOLLOW: YES❑ NO 111 IF THERE ARE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL US IMMEDIATELY. 949-57 06/13/2001 14:28 394976055814 MCCARTM! HDAG TAYLOR AND ASSOC 178 P01 PAGE 02/02 JUN 13 '01 15:12516 c31 k' t2!d MCCARTHY MEMORANDUM Date: 'lune 6, 2001 To: Cc: From: Subject: Saurin Chakraharti (Taylor & Ga nes Jim Easley (FD& Deana Holguin 56th Day Low Concrete Break Results. Joe Dunn (TAA), Mtc unningham (TAA) Saurin as per our phone conversation, coring or proving the columns and shear wall with low 56'1, day concrete break results is not an option to find out the actual strength of those elements. Below you will find the location of those low break results. Please advise, Pour Date March 24, 2001 April 6, 2001 April 9, 2001 Location Mk Design/Strength 564 Day Result Sheer Wall C/6-8 (2ft section only) 85575 / 6000 psi Lcitits...41) Columns C/9(N), C/ 10, E/9.10,1 1 85575 / 6000 psi D/I I, 12 Leve13.4. 5820 psi Columns A/6. 7, II, BM 1, 12, E/6 85575 / 6000 psi 5610 psi Level3.4. t WALL tb1111014 roog60 oN 3/l5I ase fd-,Sisof" 1 / To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope : 4/ Job # Date: 11:08AM, 13 JUN 01 Re,^: 510301 Uw: KW-060115, Ve 5.1.3, 22-1un4999, Win32 (q 198399 ENERCALC Rectangular Concrete Column Description Column C9N, Parking Structure of Hoag Memorial Hospital Presbyterian Zeral rnt eyag# Yuardar #egeo, let ' : i/c-e General Information Page 1; Calculations are designed to ACI 318-95 and 1997 UBC Requirements Width 24.000 In Depth 18.000 in Rebar: 2- # 11 d= 2.500 in 2 - # 11 d = 15.500 in Pc 5,500.0 psi Fy 60,000.0 psi Seismic Zone 4 LL & ST Loads Act Separately Total Height Unbraced Length Eff. Length Factor Column is BRACED 11.000 ft 8.000 ft 1.000 [Loads 1 Axial Loads Summary Dead Load 198.000 k Live Load 54.000 k Short Term k Eccentricity 2.000 in 24.00 x 18.00in Column, Rebar: Applied : Pu : Max Factored Allowable : Pn * Phi i Design Ecc. M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po * .80 P : Balanced Ecc : Balanced 2-#11 @ 2.50in, 2-#11 @ 15.50in ACI 9-1 ACI 9-2 369.00 k 277.20 k 1,291.07 k 1,291.07 k 61.50 k-ft 2.000 in 1.00 2.000 in 61.50 k-ft 1,891.86 k 714.00 k 8.834 in 46.20 k-ft 2.000 in 1.00 2.000 in 46.20 k-ft 1,891.86 k 714.00 k 8.834 In Column is OK ACI 9-3 178.20 k 1,291.07 k 29.70 k-ft 2.000 in 1.00 2.000 in 29.70 k-ft 1,891.86 k 714.00 k 8.834 in Slenderness per ACI 318-95 Section 10.12 810.13 Actual k Lu / r 17.778 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : pi^2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Ea. 9-1 18.8400 In 0.7000 34.0000 0.7512 1.0000 0.00 0.00 0.0000 1.0000 2.0000 2.0000 4,227.2 ksi ACI Ea. 9-2 18.8400 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 2.0000 2.0000 Beta ACI Eq. 9-3 18.8400 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 2.0000 in 2.0000 in 0.775 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 1 r To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. L(c Rev: 510301V User: I -060115, Ver 5.1.3, 213un.1999, WIn32 ) 198349 ENERCN.0 Description General Information Title : Dsgnr: Description : Scope: Rectangular Concrete Column Job # 42 Date: 11:31AM, 13 JUN 01 Page 1 ■ Column C10, Parking Structure of Hoag Memorial Hospital Presbyterian Lore/3 TJtK IPtMarder: 4kflfo, Pisa: 4//s-6 Calculations are designed to ACI 318-95 and 1997 UBC Requirements Y Width 24.000 in Depth 36.000 in Rebar: 2 - # 11 d = 2.500 in 2 - # 11 d = 33.500 in 2-#11 d= 18.000 in Loads Axial Loads Summary Pc 5,500.0 psi Total Height 11.000 ft Fy 60,000.0 psi Unbraced Length 8.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column Is BRACED Dead Load 750.000 k Live Load 195.000k Short Term k Eccentricity 4.000 in 24.00 x 36.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 33.50in, 2-#11 @ 18.00in ACI 9-1 ACI 9-2 Applied : Pu : Max Factored 1,381.50 k 1,050.00 k Allowable : Pn • Phl © Design Ecc. 2,476.93 k 2,476.93 k Column is OK ACI 9-3 675.00 k 2,476.93 k M-critical 460.50 k-ft 350.00 k-ft 225.00 k-ft Combined Eccentddty 4.000 in 4.000 in 4.000 In Magnification Factor 1.00 1.00 1.00 Design Eccentricity 4.000 in 4.000 in 4.000 in Magnified Design Moment 460.50 k-ft 350.00 k-ft 225.00 k-ft Po • .80 P : Balanced Ecc : Balanced 3,645.63 k 1,570.31 k 13.892 in 3,645.63 k 1,570.31 k 13.892 In 3,645.63 k 1,570.31 k 13.892 in 1 Slenderness perAC1318-95 Section 10.12 & 10.13 Actual k Lu / r 8.889 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : piA2 E I / (k Lu)A2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc • Delta Elastic Modulus ACI Ea. 9-1 37.1300 in 0.7000 34.0000 0.7600 1.0000 0.00 0.00 0.0000 1.0000 4.0000 4.0000 4,227.2 ksi ACI Ea. 9-2 37.1300 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 4.0000 4.0000 Beta ACI Ea. 9-3 37.1300 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 4.0000 in 4.0000 in 0.775 ACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST • : 1400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope : Job # 4.; Date: 11:43AM, 13 JUN 01 Rev: 510301 Use KW-060115, Ver 5.1.3, 22-Jun-1999, Win32 _(c) 1983-99 ENFyru r Rectangular Concrete Column Page 1 Description Column E9 & E10, Parking Structure of Hoag Memorial Hospital Presbyterian Le✓ds. Tert4'rt 441-Mder: &Ora, yet2uh A/s-6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements III 24.000 in fc 5,500.0 psi Total Height 11.000 ft 24.000 in Fy 60,000.0 psi Unbraced Length 8.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column is BRACED Width Depth Rebar. 2- # 11 d= 2.500 in 2 - # 11 d = 21.500 in Loads Y Axial Loads Summary I Dead Load 198.000 k Live Load 54.000 k Short Term k Eccentricity 3.000 In 24.00 x 24.00in Column, Rebar: 2411 @ 2.50in, 2-#11 @ 21.50in ACI 9-1 ACI 9-2 Applied : Pu : Max Factored 369.00 k 277.20 k Allowable : Pn * PhI St Design Ecc. 1,613.99 k 1,613.99 k Column Is OK ACI 9-3 178.20 k 1,613.99 k M-critical 92.25 k-ft 69.30 k-ft 44.55 k-ft Combined Eccentricity 3.000 in 3.000 in 3.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.000 in 3.000 in 3.000 in Magnified Design Moment 92.25 k-ft 69.30 k-ft 44.55 k-ft Po' .80 P : Balanced Ecc : Balanced 2,430.42 k 995.53 k 10.610 in 2,430.42 k 995.53 k 10.610 in 2,430.42 k 995.53 k 10.610 in Slenderness per ACI 318-95 Section 10.12 8 10.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm EI / 1000 Pc : piA2 E 1 / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc" Delta Elastic Modulus ACI Ea, 9-1 24.3350 in 0.7000 34.0000 0.7512 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,227.2 ksi ACI Eq. 9-2 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Ea. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 In 3.0000 in 0.775 ACI Factors (per ACI, applied internally to entered loads) 1 ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST " : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope : Job ft h¢ Date: 11:51AM, 13 JUN 01 Rev 510301 User: KW-060115, Vet 5.1.3, 22-3un-1999, WIn32 _(C11983-99 ENFereI r Description General Information Rectangular Concrete Column Page 1 Column El 1, Parking Structure of Hoag Memorial Hospital Presbyterian /SSlit 71,a4/rit AliatAtr. #z335, TJez6: A/s d LLL Calculations are designed to ACI 318-95 and 1997 UBC Requirements ■ Width Depth Rebar: 2 - # 11 d = 2.500 in 2-# 11 d= 21.500in 24.000 In 24.000 in rc 5,500.0 psi Total Height Fy 60,000.0 psi Unbraced Length Seismic Zone 4 Eff. Length Factor LL & ST Loads Act Separately Column is BRACED 11.000 ft 8.000 ft 1.000 Loads Y Axial Loads Summary Dead Load 168.000 k Live Load 36.000 k Short Term k Eccentricity 3.000 in 24.00 x 24.00in Column, Rebar: 2411 @ 2.50in, 2411 @ 21.50in Applied : Pu : Max Factored Allowable : Pn * Phi @ Design Ecc. ACI 9-1 296.40 k 1,613.99 k ACI 9-2 235.20 k 1,613.99 k Column is OK ACI 9-3 151.20 k 1,613.99 k M-critical 74.10 k-ft 58.80 k-ft 37.80 k-ft Combined Eccentricity 3.000 in 3.000 in 3.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.000 in 3.000 in 3.000 in Magnified Design Moment 74.10 k-ft 58.80 k-ft 37.80 k-ft Po•.80 P : Balanced Ecc : Balanced 2,430.42 k 995.53 k 10.610 in 2,430,42 k 995.53 k 10.610 In 2,430.42 k 995.53 k 10.610 in Slenderness per ACI 318-95 Section 10.12 8 10.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : pi^2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc • Delta Elastic Modulus 4,227.2 ksi ACI Eo. 9-1 ACI Ea. 9-2 24.3350 In 24.3350 in 0.7000 0.7000 34.0000 34.0000 0.7935 1.0000 1.0000 1.0000 0.00 0.00 0.00 0.00 0.0000 0.0000 1.0000 1.0000 3.0000 3.0000 3.0000 3.0000 Beta ACI Ea. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.775 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST • : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Rev: 510301 User: KW.060115, Ver 5.1.3, 22-]un-1999, WIn32 (c) 1963-99 ENEPCALC Title : Dsgnr: Description : Scope: Rectangular Concrete Column Job# �✓� Date: 11:54AM, 13 JUN 01 Page 1. 1 Description Column B11 & D11, Parking Structure of Hoag Memorial Hospital Presbyterian Zed 4 TT�rt,Q<imrt V r e- 423_; 7Jet4d' 4/4-6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements II 24.000 in fc 5,500.0 psi Total Height 11.000 ft 24.000 in Fy 60,000.0 psi Unbraced Length 8.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column is BRACED Width Depth Rebar: 2 - # 11 d= 2.500 in 2 - # 11 d = 21.500 in Loads Axial Loads Summary I Dead Load 192.000 k Live Load 48.000 k Short Term k Eccentricity 3.000 in 24.00 x 24.00in Column, Rebar: 2411 @ 2.50in, 2411 @ 21.50in ACI 9-1 ACI 9-2 Applied : Pu : Max Factored Allowable : Pn a Phi © Design Ecc. M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po " .80 P : Balanced Ecc : Balanced 350.40 k 1,613.99 k 87.60 k-ft 3.000 in 1.00 3.000 in 87.60 k-ft 2,430.42 k 995.53 k 10.610 in 268.80 k 1,613.99 k 67.20 k-ft 3.000 in 1.00 3.000 in 67.20 k-ft 2,430.42 k 995.53 k 10.610 in Column is OK ACI 9-3 172.80 k 1,613.99 k 43.20 k-ft 3.000 in 1.00 3.000 In 43.20 k-ft 2,430.42 k 995.53 k 10.610 in Slenderness per ACI 318-95 Section 10.12 & 10.13 1 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : piA2 E I / (k Lu)A2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc • Delta Elastic Modulus ACI Eq. 9-1 24.3350 in 0.7000 34.0000 0.7671 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,227.2 ksl ACI Eq. 9-2 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Ea. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 In 0.775 LACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST " : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope : Job # /Llo Date: 11:56AM, 13 JUN 01 Rev: 510301 Use: KW-060115, Ver 5.1.3, 22-3un-1999, Wtn32 (c) 196399 ENERrur Rectangular Concrete Column Page 1: Description Column B12 & D12, Parking Structure of Hoag Memorial Hospital Presbyterian Lord i, Test /eret/ /srnlr . a1k23361 PeIz6L A//3-6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 24.000 in Pc 5,500.0 psi Total Height 11.000 ft a 24.000 in Fy 60,000.0 psi Unbraced Length 8.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column is BRACED Width Depth Rebar: 2- # 11 d= 2.500 in 2 - # 11 d = 21.500 in Loads Axial Loads Summary Dead Load 90.000 k Live Load 18.000 k Short Term k Eccentricity 3.000 in Column is OK 24.00 x 24.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 21.50in ACI 9-1 AC -2 ACI 9-3 Applied : Pu : Max Factored 156.60 k 126.00 k 81.00 k Allowable : Pn * PhI © Design Ecc. 1,613.99 k 1,613.99 k 1,613.99 k M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po .80 P : Balanced Ecc : Balanced 39.15 k-ft 3.000 in 1.00 3.000 In 39.15 k-ft 2,430.42 k 995.53 k 10.610 in 31.50 k-ft 3.000 in 1.00 3.000 in 31.50 k-ft 2,430.42 k 995.53 k 10.610 in 20.25 k-ft 3.000 in 1.00 3.000 in 20.25 k-ft 2,430.42 k 995.53 k 10.610 in LSienderness per AC/ 318-95 Section 10.12 B 10.13 1 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : pi^2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc • Delta Elastic Modulus ACI Ea. 9-1 24.3350 in 0.7000 34.0000 0.8046 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,227.2 ksi ACI Eq. 9-2 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Eq. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.775 ACI Factors (per ACI. applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST * : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Title : Dsgnr: Description : Scope : Job # 4% Date: 11:59AM, 13 JUN 01 LRn: 510301 Use: KW-060115, Vet 5.1.3, 22-3un-1999, WIn32 (c) 1993-99 ENa1CN,C Rectangular Concrete Column Page 1, Description General Information Column A6 & A7, Parking Structure of Hoag Memorial Hospital Presbyterian Ler,/ 5, Tesi-fati t /Stier , t2g35, „Petty-fr./: A1/4-6 Width Depth Rebar: 2-#11 d= 2.500 in 2 - # 11 d= 21.500 in 24.000 In 24.000 in Calculations are designed to ACI 318-95 and 1997 UBC Requirements II Pc 5,500.0 psi Total Height Fy 60,000.0 psi Unbraced Length Seismic Zone 4 Eff. Length Factor LL & ST Loads Act Separately Column is BRACED 11.000 ft 8.000 ft 1.000 Loads Axial Loads Summary Dead Load 198.000 k Live Load 54.000 k Siam k Eccentricity 3.000 in 24.00 x 24.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 21.50in ACI 9-1 ACI 9-2 Applied : Pu : Max Factored 369.00 k 277.20 k Allowable : Pn *Phi @ Design Ecc. 1,613.99 k 1,613.99 k Column is OK ACI 9-3 178.20 k 1,613.99 k M-critical 92.25 k-ft 69.30 k-ft 44.55 k-ft Combined Eccentricity 3.000 in 3.000 in 3.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.000 in 3.000 in 3.000 in Magnified Design Moment 92.25 k-ft 69.30 k-ft 44.55 k-ft Po " .80 P : Balanced Ecc : Balanced 2,430.42 k 2,430.42 k 995.53 k 995.53 k 10.610 in 10.610 in 2,430.42 k 995.53 k 10.610 In Slenderness perAC1 318-95 Section 10.12 810.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El / 1000 Pc : piA2 E I / (k Lu)A2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads Moments Design Ecc = Ecc * Delta Elastic Modulus ACI Ea. 9-1 24.3350 in 0.7000 34.0000 0.7512 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,227.2 ksi ACI Ea. 9-2 24 3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Ea. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.775 ACI Factors (per ACI. applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST " : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 0.900 1.300 UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor 1.400 0.900 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Title : Dsgnr: Description : Scope : Job # �B Date: 1:13PM, 13 JUN 01 Re.: 510301 User: KW-060115, Vv 5.1.3, 22-1un-1999, Vn33 (c) 198399 ENERC" C Description General Information Rectangular Concrete Column Page 1. Column E6, Parking Structure of Hoag Memorial Hospital Presbyterian Lerd i Tart.Pfaort/Viml4: #2.3i, Pebui A//s-4 Calculations are designed to ACI 318-95 and 1997 UBC Requirements Width Depth Rebar: 2-# 11 d= 2.500 in 2-# 11 d= 21.500 in 24.000 in 24.000 in ft 5,500.0 psi Total Height Fy 60,000.0 psi Unbraced Length Seismic Zone 4 Eff. Length Factor LL & ST Loads Act Separately Column is BRACED 11.000 ft 8.000 ft 1.000 Loads Axial Loads Dead Load 198.000 k Live Load 54.000 k Short Term Eccentricity k 3.000 in Summary 24.00 x 24.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 21.50in Applied : Pu : Max Factored Allowable : Pn • Phi © Design Ecc. ACI 9-1 369.00 k 1,613.99 k Column is OK ACI 9-2 ACI 9-3 277.20 k 178.20 k 1,613.99 k 1,613.99 k M-critical 92.25 k-ft 69.30 k-ft 44.55 k-ft Combined Eccentricity 3.000 in 3.000 in 3.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.000 in 3.000 in 3.000 in Magnified Design Moment 92.25 k-ft 69.30 k-ft 44.55 k-ft Po' .80 P : Balanced Ecc : Balanced 2,430.42 k 995.53 k 10.610 in 2,430,42 k 995.53 k 10.610 in 2,430.42 k 995.53 k 10.610 in Slenderness per AC/318-95 Section 10.128 10.13 Actual k Lu / r 13.333 Elastic Modulus 4,227.2 ksi ACI Ea. 9-1 ACI Ea. 9-2 Neutral Axis Distance 24.3350 in 24.3350 in Phi 0.7000 0.7000 Max Limit kl/r 34.0000 34.0000 Beta = M:sustained/M:max 0.7512 1.0000 Cm 1.0000 1.0000 El / 1000 0.00 0.00 Pc : piA2 E I / (k Lu)^2 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 Delta 1.0000 1.0000 Ecc: Ecc Loads + Moments 3.0000 3.0000 Design Ecc = Ecc • Delta 3.0000 3.0000 Beta ACI Ea. 9-3 24.3350 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.775 ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST*: 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 06/06/2001 16:37 949-574-1338 TAYLOR AND ASSOC PAGE 01/02 Ay FAX TRANSMITTAL TAYLOR 6 ASSOUATt5 AUK ITI CIS TO: Doctor Lu COMPANY: Taylor A Goine FAX NO.: 626.351.5319 TRANSMITTING 2 PAGES, INCLUDING THIS PAGE FROM: Joseph Dunn DATE: TIME: JOB NO.: JOB NAME: 6/6/2001 5:37 PM 1730.10 HOAG MEMORIAL HOSPITAL PRESBYERIAN Parking Structure and Site Improvements ITEMS TRANSMITTING: 1 McCarthy Memorandum, dated June 6, 2001 MESSAGE: Dr. Lu: For your use and review. Thanks. HARD COPY TO FOLLOW: YES❑ NO IF THERE ARE ANY PROBLEMS WITH THIS TRANSMISSION, PLEASE CALL US IMMEDIATELY. 06/06/2001 16:37 949-574-1338 9497605601 MC CARTHY HOAG TAYLOR AND ASSOC PAGE 02/02 106 P01.01 JUN 06 '01 10:30 A/o MECARTHY MEMORANDUM Date: June 6, 2001 'ro: Saarin Chakrabarti (Taylor & Gaines) Cc: Jim Easley (FD& From: Deana Holguin Subject: S6th Day Low Concrete Break Results. ickCunningham (TAA) Saurin as per our phone conversation, coring or proving the columns and shear wall with law 56th day concrete break results is not an option to find out the actual strength of.those elements. Below you will find the location of those low break results. Please advise. Pour Date Location Mix Design/Strength 56th Day Result March 29, 2001 Shear Wall C/6-8 (2ft section only) 85575 / 6000 psi 5390 psi April 6, 2001 Columns C/9(N), C/I0, 5/9,10,1 I 85575 / 6000 psi 5820 psi Dill, 12 Level 3-4. April 9. 2001 Columns A/6, 7, 11, B/1 I, 12, E/6 85575 / 6000 psi Level 3-4, 5610 poi sea friasse0lapt 1 TI _' TAYLOf9 8 GA!NJ 5'T'RLJC TIJRAL. ENGINEERS 320 NO. HAL H TE AO ST. SUITE 2OC PASACENA. CALIF ORNIA H'I 'IO2-3'14- CBnBl 3OI -Hate '1 FAX C92S) ae 1-63'IO SHEAR CAPACITY GRID LINE WALL 1 E/3-5 WALL STRENGTH RECHECK BASED ON TESTING DATA PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN TEST LEVEL NO. L' t, (psi) (in) 4TH #2421 5750 24 L (in) 456 REBAR REBAR RATIO V, (kips) #6012" EF 0.003056 2694.00 V„ (kips) 2489.61 V, (kips) 2006.69 4V„ V1 %V„ (kips) 2697.78 0.999 OK WALL 2 E/7-8.5 5TH #2521 5500 24 348 #6012- EF 0.003056 399.00 1858.20 1531.42 2033.78 0.196 OK WALL 3 C/6-8 WALL 4 A/3-5 WALL 5 AI8-10 WALL 10 1/C-D WALL 16 12/C-E 3RD 4TH 2ND FLEXURAL CAPCITY GRID LINE WALL 1 E/3-5 #2319 4750 24 456 #64))12' EF 0.003056 12480 5250 24 456 #60)12' EF 0.003056 12248 5300 24 458 #7012' EF 0.0041667 2257.00 2621.00 2837.00 2262.79 2378.90 2390.21 4TH 12448 5250 24 456 #60;012' EF 0.003056 1599.00 2378.90 4TH #2491 4500 24 456 #6012" EF 0.003056 1786.00 2202.44 4TH 12423 5250 24 576 #6012' EF 0.003056 2024.00 3004.93 4TH 12492 4750 24 480 #64t12" EF 0.003056 2192.00 2381.88 LEVEL TEST NO. 4TH #2421 f, (Psi) 5750 (in) 24 I„ (in) 456 M. (kips in) 392374 WALL 2 E/7.8.5 5TH 112521 5500 24 348 40778 WALL 3 C/8-8 3RD 4TH 2ND #2319 #2480 #2248 4750 5250 5300 24 24 24 456 456 456 370514 590572 858963 WALL4 A/3.5 4TH #2448 5250 24 456 181481 P. (kips) 1515 Pp (kips) 1666 2006.69 2006.69 2736.02 2561.69 2631.36 3075.74 2006.69 2631.36 2006.69 2525.48 2534.77 3323.82 2112.31 2696.51 0 A=d•1„ (in) (in2) 30.00 372 312 24.00 1545 2141 2788 1630 2438 3382 30.00 42.00 42.00 1478 1159 24.00 WALL 5 A/8-10 4TH #2491 4500 24 456 185756 1481 1170 24.00 WALL10 1/C-D 4TH #2423 5250 24 576 229635 1301 1067 24.00 WALL 16 12/C-E 4TH #2492 4750 24 480 456249 973 1487 36.00 0.881 0.996 0.922 OK OK OK 0.608 OK 0.707 OK 0.609 OK 0.813 OK Rebar A, P Pb/P (in') (kips) 720 15#11 23.40 2692.8 0.619 OK 578 12#11 18.72 2088.0 0.149 OK 720 1008 1008 15#11 21#11 21#11 23.40 32.76 32.76 2361.3 3537.9 3561.1 0.690 OK 0.689 OK 0.950 OK 576 12#11 18.72 2021.6 0.573 OK 576 12#11 18.72 1822.7 0.642 OK 576 12#11 18.72 2021.6 0.528 OK 864 18#11 28.08 2833.5 0.525 OK �G STRUCTUR AL C N O I A TMAO COMPANY TAYLOR & GAINES PASADENA • SAN DICOO • ENCINO • ANAHEIM sheet */4 of by '(L job no /595 date We/ /feyorue An Zit" Cow t2 73A. d. faiz / //se Ala At Af3 -5, /Ara 4 (wz€ 49 l ` S260/Ja . 6 tf/2 EF, Els/ rs Lw=456; 40=249 — 3X24X456)y ^�2400 = 2378, 90 /ovo -24.Y456Xaov3p56X6o -2006.69,( 014 = o, 6 ({, tV) = 0.4,r(2375 9 t 2o'6. 69) =263/. 3d ,(' > {/w=/599,< G = 263i'36 ',ens /2,(24 2/40,11- —10,73056 -/36X2=272t' Sun! 2ss/eou/r, oiy/adefe v/ for f/rnwr4I ray M = /8/48/ Ki/r, P = /478,' 1,0 =-ts p _ Wu t 4s6 /atz¢ f /278 //59 K 56 </ £,red=249 A=24X21-576%z2, &re /2atA, Ass/2X/56=/87242 P—as O [0451'(4 -46) t415] = A8)(47,r 35/5..25X(576—/3.72) 71-60,r/8,72] =2022K>Sae 45S/9ja. 06/20/2001 06:52 949-574-1338 9497605581 MC CARTHY HORG TAYLOR AND ASSOC PAGE 02/02 207 P01/01 SUN 15 '01 15:19 M2CARTHY Date: To: Cc: From: Subject: JOB tl• r: �= LE PILE CQCE- MEMORA.NDUM June 19, 2001 Saurin Chakrabarti (Taylor & Gaines) Jim Easley (FD&C), Joe Dunn (TAA), Mick Cunningham (TAA) Deana Holguin 56th Day Low Concrete Break Results. Saurin, we nave received another set of low concrete break mutts, 56 days old. Please advise if coring is recommended at the locations. Below you will find the location of those low break results. Pour Date Location April 24.2001 April 24, 2001 April 24.2001 Shaft wall Stair al, Level 1-2 Retaining wall, E/2.3. E/5-7 La -2. Mix Design/Strength 85575 / 6000 psi 85575 / 6000 psi Shear wall, I /C-O, E/3.5 85575 / 6000 psi Level4-5. 56'b Day Result 80 ps Mal Med AO/ 5800 psi '= 527,$'flsa 4il4l6 / TERATEST LABS igrat 17781 COWAN IRVINE, CA 92614 PHONE: (949) 2226321 FAX: (949) 263-8843 HTTP://W W W.TERATESr.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client: Attn: June 08, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2521 - 000001 Structure DateMade Conc. Supplier MIxDesign No. Mixing Time, min. Water Added, gal. Slump, in. Conc Temp, •F Air Temp, •F SHEAR WALL LEVEL 5 5/11/01 NATIONAL R/M 85575 60 12 7.25 89 75 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 5/14/01 D.ESCALANTE 6000 374380 I I ADVA 500 OZ. 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29913 3 05/14/01 6.00 12.00 28.27 105000 3710 Shear 29914 7 05/18/01 6.00 12.00 28.27 135000 4770 Shear 29915 28 06/08/01 6.00 12.00 28.27 160500 5680 Shear 29916 28 06/08/01 6.00 12.00 28.27 162000 5730 Cone -Shear 29917 56 07/06/01 6.00 12.00 28.27 29918 56 07/06/01 6.00 12.00 28.27 - HOLD HOLD Result Average 28-day strength is below design strength Respectfully submitted, TERATEST LABS, INC. By: Mohammad Fakharpou Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.PhilpotU C/0 NB/United/File 4SB f t= 65DO/s+' TERATEST LABS \ 4*42 17781 CowAN IRVINE., CA 92614 PHONE: (949) 222-5321 FAX: (949) 2838843 NrrP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date July 06, 2001 Client: Hoaq Memorial Hosp. Presbyterian One Hoaq Drive Newport Beach, CA 926586100 Attn: Jim Easly DSA/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2521 - 000001 FIELD TEST DATA Structure SHEAR WALL LEVEL 5 E/5-8.5 DateMade 5/11/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 60 Water Added, gal. 12 Slump, in. 7.25 Cone Temp, •F 89 Air Temp, *F 75 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, °/ Unit Weight, pet 5/14/01 D. ESCALANTE 6000 374380 I I ADVA 500 OZ. 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29913 3 05/14/01 6.00 12.00 28.27 105000 3710 Shear 29914 7 05/18/01 6.00 12.00 28.27 135000 4770 Shear 29915 28 06/08/01 6.00 12.00 28.27 160500 5680 Shear 29916 28 06/08/01 29917 56 07/06/01 29918 56 07/06/01 6.00 12.00 28.27 162000 6.00 12.00 28.27 183000 6.00 12.00 28.27 Result Average 28-day strength is below design strength Respectfully submitted, TERATEST LABS, INC. By: Scott Hogue Laboratory Manager 5730 Cone -Shear 6470 Cone 5.-day compressive strength is 6470 psi. 28-Day Avg = 5705 PSI t f'= sroo HOLD Reports To: Tavlor&Gaines/Tavlor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File TERATEST LABS\ 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8843 H rrp://9ww.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date Client: Attn: June 04, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSAIPermlt No. B 9906933 Protect HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2319 - 000001 FIELD TEST DATA Structure SHEAR WALL LEVEL 3 C/5-6 DateMade 4/6/01 Conc. Supplier NATIONAL MixDesign No. 85575 Mixing Time, min. 28 Water Added, gal. -- Slump, in. 6.5 Cone Temp, *F 80 Air Temp, 'F 80 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 4/9/01 D.ESCALANTE 6000 371649 I1 ADVA LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28933 3 04/09/01 6.00 12.00 28.27 89500 3170 Shear 28934 7 04/13/01 6.00 12.00 28.27 118500 4190 Cone 28935 28 05/04/01 6.00 12.00 28.27 150000 5310 Cone 28936 28 05/04/01 6.00 12.00 28.27 147500 5220 Shear 28937 56 06/01/01 6.00 12.00 28.27 182000 6440 Cone Result Specimens tested do not satisfy strength requirement. 56-day compressive strength is 6440 psi. Respectfully submitted, TERATEST LABS, INC. By: Mohammad Fakharpour, .E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File ase 526-6 28-Day Avg = 5265 PSI Note: Location in Structure corrected per Gary Wills. �.s TE RAT EST LABS\ 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222.5321 FAx: (949) 2638843 HITP://wW W.TERATEST.coM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client: Attn: June 01, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSA/Permit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2319 - 000001 FIELD TEST DATA Structure DateMade Conc. Supplier MlxDesign No. LINE C © 5/6 4/6/01 NATIONAL 85575 Mixing Time, min. 28 Water Added, gal. -- Slump, In. 6.5 Conc Temp, *F 80 Air Temp, *F 80 Watt o/- Level Gast evataors Zarttoiy of s%iear a/dea w.clG3 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, Unit Weight, pcf 4/9/01 D.ESCALANTE 6000 371649 II ADVA LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28933 3 04/09/01 6.00 12.00 28.27 89500 3170 Shear 28934 7 04/13/01 6.00 12.00 28.27 118500 4190 Cone 28935 28 05/04/01 6.00 12.00 28.27 150000 5310 Cone 28936 28 05/04/01 6.00 12.00 28.27 147500 5220 Shear 28937 56 06/01/01 6.00 12.00 28.27 182000 6440 1 Cone Result Specimens tested do not satisfy strength requirement. 56-day compressive is 6440 psi. Respectfully submitted, TERATEST, LABS, INC. ralinn By: Mohammad Fakharpo Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/C/O NB/United/File w/Irie4 is 4060/5 . Odt 28-Day Avg = 5265 PSI 16 TERATEST LABS\ 17781 COWAN IRWNE, CA 92614 PHONE (949) 222.5321 FAX: (949) 263-8843 urre://www.TERATEs.com REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 01, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2480 - 000001 Structure WALL CLUSTERC DateMade 5/4/01 Conc. Supplier NATIONAL R/M MIxDesign No. 85575 Mixing Time, min. 50 Water Added, gal. 7 Slump, In. 5.75 Cone Temp, 'F 83 Air Temp, 'F 81 6 LINE 2ND LIFT 4TH 4EVEL ( Mai) DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, Unit Weight, per 5/7/01 D.ESCALANTE 6000 373830 II ADVA 530 OZ. 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29718 7 05/11/01 6.00 12.00 28.27 116500 4120 Cone 29719 28 06/01/01 6.00 12.00 28.27 142500 5040 Cone 29720 28 06/01/01 6.00 12.00 28.27 127500 4510 Shear 29721 56 06/29/01 6.00 12.00 28.27 HOLD 29722 56 06/29/01 6.00 12.00 28.27 HOLD 29723 56 06/29/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATETT LABS, INC. By: Mohammad Fakharpour, Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File AM fs �s 473-40,G 164 Mixing Time, min. Water Added, gal. Slump, In. Conc Tamp, •F Air Temp, •F TERATEST LABS ~\ 1 6 ?,301 /403 177e1 COWAN IRVINE, CA 021314 PHONE: (049122243221 Far (949) 263e043 HTrP://wW W.TLMTLSP.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - AS1M C39 Date June 29, 2001 Client: Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Attn: Jim Easly OSA/Permi No. B 9906933 Project HOAG Perking Structure 4080 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2480 - 000001 FIELD TEST DATA Structure WALL. CLUSTER (i C © 6 LINE 2ND LIFT 4TH LEVEL DateMade 5/4/01 DateRcvd 5/7/01 Conc. Supplier NATIONAL R/M Sempledey D,ESCALANTE Mlxoesign No. 85575 Design PSI 6000 Ticket No, 373830 Cement Type II Admix ADVA 530 OZ. Air Content, % 0 Unit Weight, pef 50 7 5.75 83 81 LABORATORY MT DATA I AR ID TestAta=L)Hci ek r I IL -Hilt AiF.D Max. Crnnp Conpr. PSI Bre3kP/pe 29718 7 05/11/01 6.00 12.00 28.27 116500 4120 29719 28 06/01/01 6.00 12.00 28.27 142500 5040 29720 28 06/01/01 6.00 12.00 28.27 127500 4510 29721 56 06/29/01 6.00 12.00 28.27 162500 5750 29722 56 06/29/01 6.00 12.00 28.27 29723 56 06/29/01 6,00 12.00 28.27 Result Specimens tested do not satisfy strength requiremen Respectfully submitted, TERATEST LABS, INC. y:Scatt Hogue Laboratory Manage Cane Cone Shear Shear HOLD HOLD 56-day compressive strength is 5750 psi. Reports To: Taylor&Gainer/Ta 60/L0 39Vd OOSSV CNV dO-1AV1 8EE1-4LS-646 4S:7t S00L/Li/L0 7144.1/4TERATEST LABS\ dego 17781 COwAN J 1RVINE, CA 92614 PHONE: (949) 222.5321 FAx: (949) 2638843 HTTP: //ww W.TERATEsr. cOM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client Attn: May 24, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSA/Permit No. B 9906933 Protect HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2248 - 000001 FIELD TEST DATA Structure LINE C @ 6 COLUMN DateMade 3/29/01 Conc. Supplier NATIONAL MlxDesign No. 85575 Mixing Time, min. 41 Water Added, gal. 7 Slump, In. 6 Conc Temp, 'F 82 Air Temp,'F 70 Zev:1'L ;r 14 Gerd 2-3 Pore of J440- h/a./.G DateRevd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 3/30/01 D. ESCALANTE 6000 370914 I I AVDA 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28590 3 04/01/01 6.00 12.00 28.27 93000 3290 Shear 28591 7 04/05/01 6.00 12.00 28.27 113000 4000 Shear 28592 28 04/26/01 6.00 12.00 28.27 146000 5160 Cone -Shear 28593 28 04/26/01 6.00 12.00 28.27 135500 47 Shear 28594 56 05/24/01 6.00 12.00 28.27 152500 5390 Cone -Shear 28595 56 05/24/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATESTJLABS, INC. By: Mohammad Fakharpotr, P.E. Reg. Civil Engr. No. C049035 i tt f'= s3eopsi 28-Dav Avg = 4975 PSI Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File TE RAT EST LABS-.\ Apt 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAX: (949) 26348843 WITP://WWW.TERATEsr.com REPORT OF TEST OF CYLINDRICAL. CONCRETE SPECIMENS - ASTM C39 Date Client: June 04, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DEA/Pennit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2448 - 000001 FIELD TEST DATA Structure SHEAR WALL LEVEL 4 A/3-5 DateMade 4/27/01 Conc. supplier NATIONAL RIM MixDesign No. 85575 Mixing Time, min. 65 Water Added, gal. -- Slump, in. 6 Cone Temp, •F 80 Air Temp, •F 72 DateRcvd 4/30/01 SampledBy D.ESCALANTE Design PSI 6000 Ticket No. 373170 Cement Type II Admix ADVA 500 OZ. Air Content, Unit Weight, act LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height; Area Max. Comp Campr. PSI BreakType 29574 7 05/04/01 6.00 12.00 28.27 121500 4300 Cone 29575 28 05/25/01 6.00 12.00 28.27 155500 5500 Cone 29576 28 05/25/01 6.00 12.00 28.27 150000 5310 Shear 29577 56 06/22/01 6.00 12.00 28.27 HOLD 29578 56 06/22/01 6.00 12.00 28.27 HOLD 29579 56 06/22/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. %L-J By: Mohammad Fakharpour, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File use- . j"2S07vr2 Note: Location in Structure corrected per Gary Wills. SamoaSfa-r'GaelL a482--,Level l• late TERATEST LABS • • r fret 17781 COWAN mvent,CA 92014 PHONE (949) 2224391 FAX:(940) 2e3964a HTTP: /Jw Ww.TaaATIOT.COM KLPORT OF TEST OF CYLINDRICAL_ CONCRETE SPECIMENS - ASTM C:19 Date June 04, 2001 Client: Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach. CA 926586100 Attn: Jim Easly DM/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2448 - 000001 FIELD TEST DATA Structure SHEAR WALL LEVEL 4 A/3-5 DateMede 4/27/01 Conc. Supplier NATIONAL R/M MixDaaign No. 85575 Mixing Time, min. 65 Water Added, gal. — Stump, In. 6 Cone Temp, *F 80 A4 Temp, *F 72 DateRcvd 4/30/01 sampledsy D.ESCALANTE Design PSI 6000 Ticket No. 373170 Cement Type 11 Admix ADVA 500 OZ. Air Content, % Unit Weight, pcf LABORATORY TEST DATA IAP, ID TestAge TestDrde 0iamckt Height Ama 10-o, Comp Comer PSI B.eakTyp. 29574 7 05/04/01 6.00 12.00 28.27 29575 28 05/25/01 6.00 12.00 28,27 29576 28 05/25/01 6.00 12.00 28.27 29577 56 06/22/01 6.00 12.00 28.27 161000 29578 56 06/22/01 6.00 12.00 28.27 29579 56 06/22/01 6.00 12.00 28.27 Result Specimens tested do not satisfy strength requiremen Respectfully submitted,' 28-DayAvg5405 PSI TERATEST LABS, INC. 121500 155500 150000 4300 5500 5310 5690 Cone Cone Shear ............. . Shear HOLD . 56-day compressive strength is 5690 psi. By: s�oaHw�:. LaboratoryManage Scott Hogue Manage Reports To: Taylor&Gaines/Taylor&Assoc/MrradhvipPhhnnarrill MO 60/60 39Cd DOSSt1 ONV 801AV1 8EET-OLS-606 OT:OT T00Z/LT/L0 s9 TERATEST LABS 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAX: (949) 2638843 HTrP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client: Attn: May 25, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2448 - 000001 Structure SHEARWALL @ A @ 2-4 LEVEL 4 DateMade 4/27/01 Conc. Supplier NATIONAL R/M MlxDesign No. 85575 Mixing Time, min. 65 Water Added, gal. Slump, In. 6 Conc Temp, 'F 80 Air Temp, •F 72 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pcf 4/30/01 D.ESCALANTE 6000 373170 I I ADVA 500 OZ. LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29574 7 05/04/01 6.00 12.00 28.27 121500 4300 Cone 29575 28 05/25/01 6.00 12.00 28.27 155500 5500 Cone 29576 28 05/25/01 6.00 12.00 28.27 150000 5310 Shear 29577 56 06/22/01 6.00 12.00 28.27 HOLD 29578 56 06/22/01 6.00 12.00 28.27 HOLD 29579 56 06/22/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. By: Mohammad Fakharpobr, P.E. Reg. Civil Engr. No. C049035 Saxe 44 aesti^ an& LeeeG ¢& dl/a,5. Reports To: Taylor&Gaines/Taylor&Assoc/McCadhy/P.Philpott/C/O NB/United/File L/D i—� TE RAT EST LABS \ Watar 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263.8843 HTTP://W W W.TERATESr. COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 05, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. B 9906933 Project HOAG/ Parking Structure Report No. FIELD TEST DATA 4060 W. Pacific Coast Hwy. Newport Beach, CA 2491 - 000001 Structure SHEARWALL @ A LINE BTWN 8-10 2N 4TH LEVEL Level DateMade 5/8/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 65 Water Added, gal. 15 Slump, in. 5.5 Cone Temp, •F 86 Air Temp, •F 75 DateRevd 5/9/01 sampledey D.ESCALANTE Design PSI 6000 Ticket No. 374033 Cement Type II Admix ADVA 500 OZ. Air Content, % 0 Unit Weight, pet LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29767 7 05/15/01 6.00 12.00 28.27 106500 3770 Cone 29768 28 06/05/01 6.00 12.00 28.27 131500 29769 28 06/05/01 6.00 12.00 28.27 133500 29770 56 07/03/01 6.00 12.00 28.27 4650 4720 Cone Cone HOLD 29771 56 07/03/01 6.00 12.00 28.27 29772 56 07/03/01 6.00 12.00 28.27 HOLD HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. lernl By: Mohammad Fakharpou/ Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File Data TERATEST LABS 1-. JUL 16 2001 i'. ..� r, 11l•.Ji1 hair 177111 Gowns Inwn4, CA ate 14 PHCNE (949) 2224321 Fa (94912634043 wrrr: //ww W.TSRA:E9f, Com REPORT OF IFS i OF CYI_INDHICAL CONCREIL SPECIMENS - AS TM C39 July 03, 2001 Client Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926556100 Attn: Jim Easly DSAlpermit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2491 - 000001 FIELD TEST DATA Structure SHEARWALL 0 A LINE BTWN 8-10 2N0 LIFT 4TH LEVEL DateMade 5/8/01 Conc, Supplier NATIONAL R/M MlxDeslgn No. 85575 Mixing Time, min. 65 Water Added, gal. 15 Slump, In. 5.5 Conc Temp, 'F 86 Alr Temp, •F 75 DateRcvd SampladRy Design Pat Ticket No. Cement Type Admix Air Content, % Unit Weight, pef 5/9/01 D.ESCALANTE 6000 374033 II ADVA 500 OZ. 0 LABORATORY TEST DATA LAB ID T_clAie TtstDate D.tio:at& II, ;OE Arc❑ r1.Ix Gonrp Compr. PSI Elf cakTyp- 29767 7 05/15/01 6.00 12.00 28.27 29768 28 06/05/01 6.00 12.00 28.27 29769 28 06/05/01 6.00 12.00 28.27 133500 29770 56 07/03/01 6.00 12.00 28.27 29771 108500 131500 Cone Cone Cone Cone HOLD 29772 56 07/03/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requiremen 56-day compressive strength is 4990 ps' 56 07/03/01 6.00 12.00 28.27 Respectfully submitted, TERAT—EST LABS, INC By: Scott Hogue _ Laboratory Manager 141200 3770 4650 4720 4990 ll4S {i c4-5-8O,1J4 Reports To: TaylorBGaines?aylor&AssocfMrflrthunD ,, .4,re..., ..... 60/60 39tid OOSSd ONtl alYlAtil BEET-6L6-666 6T:6L I00Z/LT/L0 // TERATEST LABS ij�it/lir 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8843 617p://www.TERA7z57.com REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client: June 08, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2362 - 000001 Structure DateMade 4/13/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 45 Water Added, gal. -- Slump, in. 6.25 Conc Temp, •F 77 Air Temp, •F 70 SHEAR WALL LINE "A" BETWEEN 8 TO 10 LEVEL 4 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, Unit Weight, pcf 4/16/01 R.RIGHETTINI 6000 372101 I I ADVA LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29146 3 04/16/01 6.00 12.00 28.27 91000 3220 Cone 29147 7 04/20/01 6.00 12.00 28.27 118500 4190 Cone 29148 28 05/11/01 6.00 12.00 28.27 167000 5910 Cone 29149 28 05/11/01 6.00 12.00 28.27 153500 5430 Shear 29150 56 06/08/01 6.00 12.00 28.27 170000 6010 Cone 29151 56 06/08/01 6.00 12.00 28.27 HOLD Result Average 28-day strength is below design strength. 56-day compressive strength is 6010 psi. Respectfully submitted, TERATEST LABS, INC. By: Mohammad Fakharpour, Reg. Civil Engr. No, C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File u1 ,a a fi s ter ihst Ifs v 4'e of ad 4ftt TERATEST LABS\ itetday 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222.6321 Fax: (949) 2638843 urrp://www.nramm.com REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date Client Attn: June 04, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY OSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2423 - 000001 Structure SHEAR WALL LEVEL 4 1/C-D DateMade 4/24/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 75 Water Added, gal. 15 Slump, in. 5.25 Conc Temp, •F 85 Air Temp, *F 78 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 4/25/01 D.ESCALANTE 6000 372825 II ADVA LABORATORY TEST DATA LAB ID TestAge Testfate Diameter Height Area Max. Comp Compr. PSI BreakType 29436 3 04/27/01 6.00 12.00 28.27 97000 3430 Shear 29437 7 05/01/01 6.00 12.00 28.27 121500 4300 Shear 29438 28 05/22/01 6.00 12.00 28.27 147500 5220 Shear 29439 28 05/22/01 6.00 12.00 28.27 152500 5390 Shear 29440 56 06/19/01 6.00 12.00 28.27 HOLD 29441 56 06/19/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. I-�ti/I 711 By: Mohammad Fakharpour, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File 6LIse fc 6Z6o a Note: Location in Structure correcte per Gary Wills. TE RAT EST LABS t/3 1778 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8843 HTrP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 05, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2492 - 000001 FIELD TEST DATA Structure SHEAR WALL LEVEL 4 12/C DateMade 5/8/01 Conc. Supplier NATIONAL R/M Mixoesign No. 85575 Mixing Time, min. 70 Water Added, gal. 7 Slump, in. 6 Conc Temp, •F 86 Air Temp, •F 77 DateRcvd 5/9/01 SampledBy D.ESCALANTE Design PSI 6000 Ticket No. 374072 Cement Type I1 ADVA Admix Air Content, Unit Weight, pcf 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29773 7 05/15/01 6.00 12.00 28.27 115200 4070 Shear 29774 28 06/05/01 6.00 12.00 28.27 141000 4990 Cone 29775 28 06/05/01 6.00 12.00 28.27 134500 4760 Cone 29776 56 07/03/01 6.00 12.00 28.27 HOLD 29777 56 07/03/01 6.00 12.00 28.27 29778 56 07/03/01 6.00 12.00 28.27 Result Specimens tested do not satisfy strength requirement. HOLD HOLD Respectfully submitted, TERATEST LABS, INC. By: Mohammad Fakharpo� Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File 46.5e �t '�- #750I0" YERATEST LABS 1 ria1 CowAN IRVINC. CA 92614 PHONE (9491222e]21 FAx: m491263e649 nrm://W W W.'14RATCay.COM NI_POItT OF TES I OF CYLINDHICAI CONCNETF SPFCIMFNS ASTM C39 Date July 03, 2001 cites: Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Attn: Jim Easly DSAlpenuit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2492 - 000001 FIELD TEST DATA Structure SHEAR WALL LEVEL 4 12/C DeteMade 5/8/01 Conc. Supplier NATIONAL R/M MlxDosign No. 85575 Mixing Time, min. 70 Water Added, gal. 7 Slump, M. 6 Conc Tamp, •F 86 Air Temp, IF 77 DateRcvd Sampledtty Design PSI Ticket No. Cement Typo Admix Air Content, % Unit Weight, per 5/9/01 D.ESCALANTE 6000 374072 11 ADVA 0 LABORATORY TEST DATA LAG I❑ Tr,tAge Te tDate Diamettii H2it4111 Ara Max Comp Compr PS! ©rcak.Typ 29773 7 05/15/01 6.00 12.00 28.27 115200 29774 28 06/05/01 6.00 12.00 28.27 141000 4070 4990 29775 28 08/05/01 6.00 12.00 28,27 134500 4760 Cone 76 56 07/03/01 8.00 12.00 28.27 143000 5 �........ ........ 060 Cone 29777 56 07/03/01 6,00 12.00 28.27 29778 56 07/03/01 6.00 12.00 28.2 Reault Specimens tested do not satisfy strength requirement Respectfully submitted, TERATEST LABS, INC. By: Scott C"! Laboratory Mane 56-day compressive strength is 5060 psi 4-Set _ 44.76071y Shear Cone HOLD OLD Reports To: T2Vlor&GelnP..a/laNnrx.n� n._ _�.. 60/E0 39dd OOSSV CNd 2101AVi BEET-I'LS-646 7T:PI T00Z/LT/L0 TaGSTRUCTURAL CNOI A TMAU COM•ANY TAYLOR & GAINES PASAOCNA • BAN DICOO • ENCINO • ANANCIM /SA -3 sheet 0/o of by fL job no /395 date 6194/ &er c to Pia G6eel Gesoto C/6-A. 6. fasidartfr//4,Fsvalat-A/3-5;/eye/¢(w.dt9 f '= 525"DiJs . 46 11?/2 E, Elf' •I re — Lw-456, tw =24* li — 3X24X466, �5006 = 2978.94f ( g-244'456X4o63a56X66 =25.06.69.(' 2.Y0.44 /2 Y2¢ 0003056 /36X2=272t 456 w-0,6(vt{;)-dX(2378.9f2006.69)-263/.36,(' ?j=/59y.c of /599 269/.. 36 6.608 fat RSShu//6 a/6 6 v/ for f/r'ar4 M = /S/48/ k'VA/, P = /1(9k GAO 24 56 /4? /27e //59 £Jed = 24 ". 4 =24X24 -.6-7e Aft, 1Zft /2a$//, As=/2X/56 = /87242 —DE [685f'64 —As) 7`401 — 6,8410,74'[0.85X5.25,e(576—/e..72) f46X/$,72] = 2622 K Y , — //59,( p,(' Jaime as Skstlrc orG ,or y / -FE 1 _1 TAYLOF� GAINBB STRUCTUA AL ENGINEERS 30 HALST EAO 99 T. 9 LI I -re =00 PASAOEN a. CALI PORNIA a i n07-9 '167 09953 ae '1 -9091 FAX ce '93 31M '1-ea 19 RETAINING/STAIR WALL STRENGTH RECHECK BASED ON TESTING DATA PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN SHEAR CAPACITY REBAR GRID LINE LEVEL TEST 1.1 THICK. L REBAR RATIO V. V, V. NO. (psi) (in) (in) (kips) (kips) (kips) (kips) WALL 6 STAIR 1 2ND #2566 5700 12 216 #6@12' EF 0.006111 283.99 391.38 950.38 805.06 0.353 OK 1ST 5750 12 216 #6012' EF 0.006111 258.00 393.10 950.38 806.09 0.320 OK WALL9 STAIR2 2ND 12482 4750 12 252 #6@12'EF 0.006111 122.78 416.83 1108.78 915.37 0.134 OK WALL 22 A/1-3 2ND #2514 4750 12 552 #6®12' EF 0.006111 1812.76 1369.58 2428.76 2279.00 0.795 OK WALL 30 E123 1ST #2422 5275 12 348 #6@12'EF 0.006111 1338.46 909.90 1531.17 1464.64 0.914 OK 2ND #2481 5320 12 348 46D12' EF 0.006111 1430.74 913.77 1531.17 1466.97 0.975 OK WALL31 6/5-7 1ST 5275 12 432 460812'EF 0.006111 1104.45 1129.53 1900.77 1818.18 0.607 OK ._06/20/2001 06:52 949-574-1338 9497605581 MC CARTHY HOAG TAYLOR AND ASSOC PAGE 02/02 207 P01/01 /UN 19 '01 15:19 ✓2 M2CARTIIY Date: 'To: Cc: From: Subject: ,JOB ti• = I LE FILE CGfa: E• MEMORANDUM June 19, 2001 Saurin Chakrabarti (Taylor & Gaines) Jim Easley (FD&C), Joe Dunn (TAA), Mick Cunningham (TAA) [leans Holguin 56th Day Low Concrete Break Results. Saurin, we nave received another set of low concrete break results, 56 • coring recommended at the to . - 11 fin• • • cation o - • se low bre results. Pou r a Location Mix Dealgn/Strength 50 Day Result April 24. 2001 Shaltwall Stair 41. Level 1-2 85575 / 6000 psi April 24, 2001 Retaining wall, E/2.3. E/5-7 85575 / 6000 psi . 380 Le el 1.2. v1April 24, 2001 Shear wall. I / -D. -5 85575 / 6000 psi Level 4-5. 5840 psi Ps feed JD so 00 psi /e i/ 'a ,ss75fsi TERATEST LABS\ /velGL 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date Client: Attn: June 15, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSAIPermit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2568 - 000001 Report No. FIELD TEST DATA Structure STAIR WALL 1 BETWEEN 2ND & 3RD_@ E-5 3RD LIFT DateMade 5/18/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 65 Water Added, gal. 5 Slump, in. 7.25 Cone Temp, 'F 86 Air Temp, *F 73 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pcf 5/21/01 D.ESCALANTE 6000 374917 I I ADVA 500 OZ. LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType Cone 30114 7 05/25/01 6.00 12.00 28.27 140500 4970 30115 28 06/15/01 6.00 12.00 28.27 167500 5920 Cone 30116 28 06/15/01 6.00 12.00 28.27 156000 30117 56 07/13/01 6.00 12.00 28.27 5520 Shear HOLD 30118 56 07/13/01 6.00 12.00 28.27 HOLD 30119 56 07/13/01 6.00 12.00 28.27 HOLD Result Average 28-day strength is below design strength. Respectfully submitted, TERATEST LABS, INC. B=�S�J�� By: Scott Hogue Laboratory Manager Reports To: Taylor&Gaines/1-aylor&Assoc/McCarthy/RPhilpott/ C/O NB/United/File TERATEST LABS \ "Pt '6 •17781COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8843 HTTP: // W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date July 13, 2001 Client: Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Attn: Jim Easly DSA/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2568 - 000001 FIELD TEST DATA Structure STAIR WALL 1 BETWEEN 2ND & 3RD @ E-5 3RD LIFT DateMade. 5/18/01 DateRcvd - - - 5/21/01 Conc. Supplier NATIONAL R/M SampledBy D.ESCALANTE MixDesign No. 85575 Design PSI 6000 Ticket No. 374917 Cement Type 11 Admix ADVA 500 OZ. Mixing Time, min. 65 Water Added, gal. 5 Slump, in. 7.25 Conc Temp, •F 86 Air Temp, •F 73 Air Content, % Unit Weight, pct LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 30114 7 05/25/01 6.00 12.00 . 28.27 140500 4970 Cone 30115 28 06/15/01 6.00 12.00 28.27 167500 5920 30116 28 .06/15/01 6.00 12.00 28.27 . 15600.0 5520 Cone Shear 30117 56 07/13/01 6.00 12.00 28.27 180500 6380 Cone ' 30118 • 56 07/13/01 6.00 12.00 ' 28.27 30119 56 07/13/01 6.00 12.00 28.227 - HOLD Result Average 28-day strength is below design strengtF�/ 56-day compressive strength is 6380 psi. HOLD Respectfully submitted, TERATEST LABS, INC. Laboratory Manage y: S Labo ry Scott Hogue CAvQS72OPSI Ole fia 3-740,64; Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File TERATEST LABS\ ✓1 AValif 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAX: (949) 263-8843 urrr://www:rwarsr.com REPORT OF TEST OF CYLINDRICAL. CONCRETE SPECIMENS -ASTM C39 Date June 04, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2482 - 000001 FIELD TEST DATA Structure DateMade Conc. Supplier MixDesign No. Mixing Time, min. Water Added, gal. Slump, in. Cone Temp, •F Air Temp, •F iSTAIR1 WALLS 5/7/01 NATIONAL R/M 85575 69 15 5.75 87 79 LEVEL 2 l LaC�z%`toyt. /Vest Sf - Idea DateRevd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 5/8/01 D.ESCALANTE 6000 373920 I I ADVA 500 OZ 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height. Area Max. Comp Compr. PSI BreakType 29730 7 05/14/01 6.00 12.00 28.27 117000 4140 Shear 29731 28 06/04/01 6.00 12.00 28.27 138000 4880 Shear 29732 28 06/04/01 6.00 12.00 28.27 144500 5110 Cone -Shear 29733 56 07/02/01 6.00 12.00 28.27 HOLD 29734 56 07/02/01 6.00 12.00 28.27 HOLD 29735 56 07/02/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. 4 By: Mohammad Fakharpdur, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File fx = ¢1.50 .i'4 TE RAT EST LABS JUL i G 203'i 17781 COWAN IRVINE, CA B2s14 PHONE: (B4D) 2226321 FAX (949) 2(33-8843 rine//WWW.ER ercencOM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date July 02, 2001 Client Hoaa Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Atkin Jim East)/ DSA/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2482 - 000001 FIELD TEST DATA Structure DateMade Cone. Supplier MlxDeslgn No. Mixing Time, min. 69 Water Added, gal. 15 Slump, In. Cone Temp, 'F 87 AIr Temp, ' F 79 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 5/8/01 D.ESCALANTE 8000 373920 I I ADVA 500 OZ 0 LABORATORY TEST DATA L/ABIL) TestAge TcstDate Dametar FIE-ght Ares Msx Comp Compr PSI EreakTyp 29730 7 05/14/01 5.75 STAIR 2 WALLS LEVEL 2 5/7/01 NATIONAL R/M 85575 6.00 12.00 29731 28 06/04/01 6.00 12.00 29732 28 06/04/01 6.00 12.00 29733 56 07/02/01 6.00 12.00 29734 56 07/02/01 6.00 12.00 29735 56 07/02/01 6.00 12,00 117000 28.27 138000 28.27 144500 28.27 151000 28.27 28.27 28.27 Result Specimens tested do not satisfy strength requiremen 4140 4880 5110 5340 Shear Shear Cone -Shear Cone HOLD 56-qay compressive strength is 5340 psi. D Respectfully submitted, TERATEST LABS, INC. By; Scott Hogue Laboratory Manag' r Reports To: TeV 04GeinaR?»vinrRAo onnee..r.wh..en 60/90 3940d OOSSti GNV 801AV1 BEET-Oa-606 4t:t+t t00Z/Lt/L0 TERATEST LABS\ 44te, 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8843 HTTP://W W W,TERATEST. COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 07, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSAIPermit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2514 - 000001 FIELD TEST DATA Structure DELAY WALL LEVEL 2 Mt.3+ DateMade 5/10/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 65 Water Added, gal. 0 Slump, In. 5 Cone Temp, tF 88 Air Temp, 'F 75 DateRevd 5/11/01 SampledBy D.ESCALANTE Design P51 6000 Ticket No. 374274 Cement Type II Admix ADVA 500 OZ. Air Content, % 0 Unit Weight, pcf LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29869 7 05/17/01 6.00 12.00 28.27 107000 3780 Shear 29870 28 06/07/01 6.00 12.00 28.27 135500 4790 Cone 29871 28 06/07/01 6.00 12.00 28.27 134500 4760 Cone 29872 56 07/05/01 6.00 12.00 28.27 29873 56 07/05/01 6.00 12.00 28.27 29874 56 07/05/01 6.00 12.00 28.27 Result Specimens tested do not satisfy strength requirement. HOLD HOLD HOLD Respectfully submitted, TERATEST LABS, INC. /f P. . By: IN6hammad Fakharpour, Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P. Philpott/ C/0 NB/United/File TERATEST LABS `\ n- -� IFile »5JC.20 , o e Poci "irieG2a 17781 COWAN IRVINE. CA $&e 14 PHONIC fa4a) 2224321 Far I94o) 2694843 MR►://wW W.YEAA7{67.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date July 05, 2001 Client: Hoag Memorial How. Presbyterian One Hoag Drive Newport Beach. CA 926586100 Attn: Jim Easly DSA/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2514 - 000001 FIELD TEST DATA Structure DELAY WALL LEVEL 2 A/1-3 DataMade 5/10/01 Conc. supplier NATIONAL R/M MixDesign No. 86575 Mixing Time, min. Water Added, gal. Slump, In. Cone Temp, •F Air Temp, •F 65 0 5 88 75 DatoRCvd lampledtly Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pat 5/11/01 D.ESCALANTE 6000 374274 II ADVA 500 OZ. 0 LABORATORY TEST DATA LAB ID TsU,ge Te_stDate Diameter Haight ArL3 ttlax Comp Cnmpr P51 BreakTyue 29869 7 29870 28 29871 28 ............................ 29872 56 29873 56 29874 56 Result Specimens 05/17/01 6.00 12.00 28.27 107000 06/07/01 6.00 12.00 28.27 135500 06/07/01 6.00 12.00 28.27 134500 07/05/01 6.00 12.00 28.27 136000 07/05/01 6.00 12.00 28.27 07/05/01 6.00 12.00 28.27 tested do not satisfy strength requiremen Respectfully submitted, TER-ATE$TT LABBS, IhJC By. Scott Hogue Laboratory Manager 3780 4790 4760 ............ 4810 • 56-day compressive strength is Shear Cone Cone Cone HOLD HOLD 4810 ps Kre f• = di76olu Reports To: TaylOr&GaineS/ravinntAccnr/IIM/`n Ah..m MAIL-. .............; . .. 60/L0 39,0d 00590 CNtl 8O1AVl B££T-12LY-606 VT:VT T00Z/LT/Le TERATEST LABS\ Itisago 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222.5321 FAx:1949) 2638843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date Client: Attn: June 04,2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSA/Permlt No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2422 - 000001 Structure BELAY WALL LEVEL 1 E/2-31 DateMade 4/24/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 65 Water Added, gal. 10 Slump, in. 5.5 Cone Temp, 'F 84 Air Temp, 'F 76 DateRcvd SampledBy Design P51 Ticket No. Cement Type Admix Air Content, % Unit Weight, pcf 4/25/01 D.ESCALANTE 6000 372789 I I LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29430 3 04/27/01 6.00 12.00 28.27 87000 3080 Shear 29431 7 05/01/01 6.00 12.00 28.27 112500 3980 Shear 29432 28 05/22/01 6.00 12.00 28.27 145000 5130 Shear 29433 28 05/22/01 6.00 12.00 28.27 143000 5060 Shear 29434 56 06/19/01 6.00 12.00 28.27 HOLD 29435 56 06/19/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. en By: Mohammad Fakharpoua Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines?aylor&AssoGMcCarthy/P.Philpott/C/O NB/United/File Sce j2tr s6 -d7 S -erte 28-Dav Avg = 5095 PSI Note: Location in Structure corrected per Gary Wills. used'= .rr7.4704:1 7iih..,TERATEST LABS\ 1.7 4401430 17781 COWAN IRVINe, CA 92814 PNoNE: (949) 222-5321 FAx: (949) 263.8843 NTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date June 04, 2001 Client HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY MA/Permit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2481 - 000001 FIELD TEST DATA Structure DateMade Conc. Supplier MixDesign No. Mixing Time, min. 75 Water Added, gal. 15 Slump, In. 7 Conc Temp, •F 83 Air Temp, •F 75 RETAINING WALLS 5/7/01 NATIONAL R/M 85575 LEVEL 2 1/B-3/E.. DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, Unit Weight, pct 5/8/01 D.ESCALANTE 6000 373900 I I ADVA 520 OZ. 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29724 7 05/14/01 6.00 12.00 28.27 112500 3980 Shear 29725 28 06/04/01 6.00 12.00 28.27 140500 4970 Cone 29726 28 06/04/01 6.00 12.00 28.27 138500 4900 Cone -Shear 29727 56 07/02/01 6.00 12.00 28.27 HOLD 29728 56 07/02/01 6.00 12.00 28.27 HOLD 29729 56 07/02/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST,LABS, INC. By: "Mohammad FakharpdUr, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File die fc/a 17EV/" TERATEST LABS'4 JUL 16 2001 17761 COWAN Mine. co 92614 PnoNe: 1949) 223-0921 FAX: t94912624643 InTP://WWW.TERATIST.COM REPORT or TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date July 02, 2001 Client: Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Attn: Jim Easly DSA/Pormit No. 6 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2481 - 000001 FIELD TEST DATA Structure RETAINING WALLS LEVEL 2 1/B-3/E Ont.Made 5/7/01 Cont. supplier NATIONAL R/M Mlxbesign No. 85575 Mixing Time, min. 75 Water Added, gal. 15 Slump, in. 7 Cone Temp, •F 83 Alr Temp, *F 75 DateRevd 5/8/01 SampledBy D. ESCALANTE bealgn PSI 6000 Ticket No. 373900 Cement Type II Admix ADVA 520 OZ. Air Content, % 0 Unit Weight, pcf LABORATORY MST DATA LAG ID TesIP.ge lesfDate Dp_;rneter Height Area Max Comp Compr PSI BreakTyre 29724 7 06/14/01 6.00 12.00 29725 28 06/04/01 6.00 12.00 28.27 29726 28 06/04/01 6.00 12.00 28,27 28.27 29727 56 07/02/01 6.00 12.00 28.27 29728 56 07/02/01 6.00 12,00 28.27 29729 56 07/02/01 6.00 12.00 28,27 Result Specimens tested do not satisfy strength requiremen Respectfully submitted, TERATEST LABS, INC. y: Scott Hogue Laboratory Manager 112500 3980 140500 4970 138500 4900 150500 5320 Shear Cone Cone -Shear Cone HOLD HOLD 58-day compressive strength Is 5320 psi. 28-Dav Avq = 4935 PS( Reports To. Taylor&Gaines/Taylor&Assoc/McCerthv/P.Philooft/rs) mainn itaHicn., 60/90 39Gd OOSSV ONti ?1O1Atll 8E£T-t'L9-6176 GT:4T Len/LT/GO TERATEST LABS 17781 COWAN IRVINE, CA 92614 PHONE (949) 222-5321 FAx: (949) 263-843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 01, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSAIPennit No. B 9906933 Protect HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2479 - 000001 FIELD TEST DATA Structure RETAINING WALL E OF LINE 12 , DateMade 5/4/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 60 Water Added, gal. 0 Slump, in. 725 Cone Temp, •F 84 Air Temp, •F 81 DateRcvd 5/7/01 SampiedBy D.ESCALANTE Design PSI 6000 Ticket No. 373787 Cement Type II Admix ADVA 500 OZ. Air Content, % 0 Unit Weight, pa LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29713 7 05/11/01 6.00 12.00 28.27 113000 4000 Cone 29714 28 06/01/01 6.00 12.00 28.27 130500 4620 Shear 29715 28 06/01/01 6.00 12.00 28.27 129500 4580 Cone -Shear 29716 56 06/29/01 6.00 12.00 28.27 HOLD 29717 56 06/29/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. -/{/nrt- By: MoKammad Fakharpo Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpottl C/O NB/United/File f.arfI..'zys-O ,184 TE RATEST LABS-113/4\._ Jai. 16 20,31 17711 COWAN 1aviNa, CA 02614 ►NONC 04e) vP2-+ae1 FAX: (9491269e843 ,rr m: //www.TSNArsar.ccM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Data June 29, 2001 Client Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Attni Jim Easly DSAIPermlt No. B 9906933 Protect HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2479 - 000001 FIELD TEST DATA structure RETAINING WALL E OF LINE 12 DatoMade 5/4/01 Cont. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 60 Water Added, gal. 0 Slump, in. 7.25 Cone Temp, •F 84 Air Temp, •F 81 Datencvd 5/7/01 SempledBy D.ESCALANTE Design PSI 6000 Ticket No. 373787 Cement Type II Admix AOVA 500 OZ. Air Content, % 0 Unit Weight, pet LABORATORY TEST DATA LAB ID Tes Age To=_tD3tr] inht Area Max Comp Compr PSI Prank Pipe; 29713 7 05/11/01 6.00 12.00 29714 28 06/01/01 6.00 12.00 28.27 29715 28 06/01/01 6.00 12.00 28.27 29716 56 06/29/01 6.00 12.00 28.27 29717 56 06/29/01 6.00 12.00 28.27 28.27 Result Specimens tested do not satisfy strength requiremen Respectfully submitted, TERATEST LABS. INC. y: Scott Hogue Laboratory Manager 113000 130500 129500 147500 4000 Cone 4620 Shear 4580 Cone -Shear 5220 56-day compressive strength Is 5220 psi / 28-Day Ava = 4600 PSI Shear HOLD Reports To: Teylor&Gaines/Taylor&Assoc/McCarthy/P,PNIpott/ C/0 NB/United/File 60/80 39tid 00694 ONV 210lAtll 8EE1-4LS-646 4L:bn L00Z/LI/L0 ;414%T7RATEST ABS\ 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 263-8643 HTTP://W W W.TERATEST.CCM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date June 04, 2001 Client HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2479 - 000001 Structure fa -TAMING WAL E OF LINE 12., DateMade 5/4/01 Conc. supplier NATIONAL R/M MlxDeslgn No. 85575 Mixing Time, min. 60 Water Added, gal. 0 Slump, in. 7.25 Conc Temp, 'F 84 Air Temp, *F 81 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pcf 5/7/01 D. ESCALANTE 6000 373787 I I ADVA 500 OZ. 0 LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29713 7 05/11/01 6.00 12.00 28.27 113000 4000 Cone 29714 28 06/01/01 6.00 12.00 28.27 130500 4620 Shear 29715 28 06/01/01 6.00 12.00 28.27 129500 4580 Cone -Shear 29716 56 06/29/01 6.00 12.00 28.27 HOLD 29717 56 06/29/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. dir" By: Mohammad Fakharpour, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File 28-Dav Awl = 4600 PSI Note: Location in Structure corrected per Gary Wills. TERATEST LABS 17781 CowAN IRVINE, CA 92614 PHONE: (949) 222-S321 FAX: (949) 263-8843 H11P://www.TERATE67.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date May 30, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSAIPermit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2321 - 000001 FIELD TEST DATA Structure ELEVATOR SHAFT 7TH/ROOF LEVEL DateMade 4/4/01 Conc. Supplier NATIONAL MlxDesign No. 85575 Mixing Time, min. 30 Water Added, gal. 15 Slump, in. 6.25 Cone Temp, •F 72 Air Temp, •F 70 DateRcvd 4/9/01 Sampledsy D.ESCALANTE Design PSI 6000 Ticket No. 371469 Cement Type I I Admix ADVA 500 OZ. Air Content, % Unit Weight, pa LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28943 5 04/09/01 6.00 12.00 28.27 107500 3800 Shear 28944 7 04/11/01 6.00 12.00 28.27 120000 4240 Shear 28945 28 05/02/01 6.00 12.00 28.27 163000 5760 Shear 28946 28 05/02/01 6.00 12.00 28.27 150500 5320 Cone -Shear 28947 56 05/30/01 6.00 12.00 28.27 181500 6420 Cone -Shear 28948 56 05/30/01 6.00 12.00 28.27 - HOLD Result Average 28-day strength is below design strength. 56-day compressive strength i$.6420,issi. 4acv oss', a,(• Respectfully submitted, 28-Dav Ava = 5540 PSI TERATEST LABS, INC. By: Mohammad Fakharpour,'P.E. Reg. Civil Engr. No. C049035 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File TE RAT EST LABS\ 17761 IRVINE, call A 9261COWAN4 PHONE: (949) 222.5321 FAX: (949) 2638843 HTTP://W W W.TERATEST.cOM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client: May 30, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DM/Permit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2322 - 000001 FIELD TEST DATA structure ELEVATOR SHAFT ROOF LEVEL DateMade 4/4/01 Conc. supplier NATIONAL MlxDeslgn No. 85575 Mixing Time, min. 25 Water Added, gal. 3 Slump, In. 6.5 Cone Temp, •F 78 Air Temp, •F 70 DateRevd 4/9/01 SampledBy D.ESCALANTE Design PSI 6000 Ticket No. 371487 Cement Type II Admix ADVA 500 OZ. Air Content, % Unit Weight, pcf LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28949 5 04/09/01 6.00 12.00 28.27 108000 3820 Cone -Shear 28950 7 04/11/01 6.00 12.00 28.27 127500 4510 Cone -Shear 28951 28 05/02/01 6.00 12.00 28.27 165500 5850 Cone -Shear 28952 28 05/02/01 6.00 12.00 28.27 157500 5 Shear 28953 56 05/30/01 6.00 12.00 28.27 184000 6510 Cone 28954 56 05/30/01 6.00 12.00 28.27 HOLD Result Average 28-day strength is below design strength. 56-day compressive • rength is 6510 psi. Respectfully submitted, TERATEST LABS, INC. By: Mohammad Fakharpou Reg. Civil Engr. No. C049035 '> 640U70bL, O,s' 28-Day Avq = 5710 PSI Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/CIO NB/United/File To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope: Job # Date: 2:32PM, 7 SEP 01 Bev: 510301 Uses: KW-06011S, Ver 5.1.3, 22-3un-1999, WIn32 (c) 1553-99 ENetWL Rectangular Concrete Column Page 1: ■ Description Column B12, Parking Structure of Hoag Memorial Hospital Presbyterian Zsel s Test .f err Mather 2335, Pct2uG A//s 6 LLLLY General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 24.000 in Pc 28stcss F- 5,000.0 psi Total Height 11.000 ft 24.000 in Fy 60,000.0 psi Unbraced Length 8.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column is BRACED Width Depth Rebar: 2- # 11 d= 2.500 in 2-# 11 d= 21.500 In Loads r Axial Loads Summary I Dead Load 90.000 k Live Load 18.000 k Short Term Eccentricity k 3.000 in 24.00 x 24.00in Column, Reber: 2-#11 @ 2.50in, 2-#11 @ 21.50in ACI9-1 ACI9-2 Applied : Pu : Max Factored 156.60 k 126.00 k Allowable : Pn • Phl @ Design Ece. 1,487.72 k 1,487.72 k M-critical 39.15 k-ft Combined Eccentricity 3.000 in Magnification Factor 1.00 Design Eccentricity 3.000 in Magnified Design Moment 39.15 k-ft Po * .80 P : Balanced Ecc : Balanced 2,236.70 k 964.76 k 10.563 in 31.50 k-ft 3.000 in 1.00 3.000 in 31.50 k-ft 2,236.70 k 964.76 k 10.563 in Column is OK ACI 9-3 81.00 k 1,487.72 k 20.25 k-ft 3.000 In 1.00 3.000 in 20.25 k-ft 2,236.70 k 964.76 k 10.563 in Slenderness per ACI 318-95 Section 10.12 810.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc: piA2 E 1/ (k Lu)"2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc Delta Elastic Modulus 4,030.5 ksi ACI Eq. 9-1 ACI Ea. 9-2 23.7600 in 23.7600 in 0.7000 0.7000 34.0000 34.0000 0.8046 1.0000 1.0000 1.0000 0.00 0.00 0.00 0.00 0.0000 0.0000 1.0000 1.0000 3.0000 3.0000 3.0000 3.0000 Beta ACI Ea. 9-3 23.7600 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.800 ACI Factors (per ACI, applied intemally to entered loads) 1 ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST " : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 Ake TERATEST LABS\ 17751 COWAN IRVINE, CA 92614 PHONE: (949) 222.5321 FAX: (949) 263-8843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date June 04, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Pennit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2335 - 000001 Structure 1LLIMN LEVEL 3 e/12 1 DateMade 4/9/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. Water Added, gal. Slump, in. Cone Temp, •F Air Temp,. •F 10 6 70 55 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pcf 4/10/01 D. ESCALANTE 6000 371716 I I LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 29009 3 04/12/01 6.00 12.00 28.27 78500 2780 Shear 29010 7 04/16/01 6.00 12.00 28.27 113000 4000 Shear 29011 28 05/07/01 6.00 12.00 28.27 148500 5250 Cone -Shear 29012 28 05/07/01 6.00 12.00 28.27 143000 5060 Shear 29013 56 06/04/01 6.00 12.00 28.27 HOLD 29014 56 06/04/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. 44—Id By: Mohammad Fakharpour, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/t-aylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File Note: Location in Structure corrected per Gary Wills. asse fc'= SOversti To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Title : Dsgnr: Description : Scope: Job # Date: 3:17PM, 22 JUN 01 .�3 Rev: 510301 Use: KW-060115, Ver 5.1.3, 22-Jum1999, Win32 _ (c) 1983-99 eInlru r Description Rectangular Concrete Column Page 1. Column E10, Parking Structure of Hoag Memorial Hospital Presbyterian II -Wit Ted /firt/140,4 ar. a4eno Yetali: A0-6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements a 24.000 in Pc _mar- 5,250.0 psi Total Height 11.000 ft i 24.000 in Fy '-7 60,000.0 psi Unbraced Length 8.000 ft Seismic Zone 4 Eff. Length Factor 1.000 LL & ST Loads Act Separately Column is BRACED Width Depth Rebar: 2- # 11 d= 2.500 in 2 - # 11 d= 21.500 in Loads Axial Loads Summary 1 Dead Load 198.000 k Live Load 54.000 k Short Term k Eccentricity 3.000 In 24.00 x 24.00in Column, Rebar: 2-#11 @ 2.50in, 2411 @ 21.50in ACI 9-1 Applied : Pu : Max Factored 369.00 k Allowable : Pn • Phi @ Design Ecc. 1,550.92 k M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po .80 P : Balanced Ecc : Balanced 92.25 k-ft 3.000 in 1.00 3.000 in 92.25 k-ft 2,333.56 k 981.39 k 10.581 in ACI 9-2 277.20 k 1,550.92 k 69.30 k-ft 3.000 in 1.00 3.000 in 69.30 k-ft 2,333.56 k 981.39 k 10.581 in Column is OK ACI 9-3 178.20 k 1,550.92 k 44.55 k-ft 3.000 in 1.00 3.000 in 44.55 k-fit 2,333.56 k 981.39 k 10.581 in {tenderness per ACI 318-85 Section 10.12810.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : piA2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc' Delta Elastic Modulus ACI Eq. 9-1 24.0400 in 0.7000 34.0000 0.7512 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,130.0 ksi ACI Ea. 9-Z 24.0400 In 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Eq. 9-3 24.0400 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.788 ACI Factors (per ACI, applied intemally to entered loads) 1 ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST " : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 4 TERATEST L�1,BS\ 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAx: (949) 2638843 HTTP: //w W w.TERATFST.0 OM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 04, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2320 - 000001 Structure C&jLUMN LEVEL 3 E/10i DateMade 4/6/01 Conc. Supplier NATIONAL MlxDesign No. 85575 Mixing Time, min. 28 Water Added, gal. Slump, in. 6.5 Conc Temp, "F 79 Air Temp, "F 78 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Alr Content, % Unit Weight, pcf 4/9/01 D.ESCALANTE 6000 371668 I I ADVA LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28938 04/09/01 6.00 12.00 28.27 93500 3310 Cone 28939 7 04/13/01 6.00 12.00 28.27 123500 4370 Shear 28940 28 05/04/01 6.00 12.00 28.27 157500 5570 Shear 28941 28 05/04/01 6.00 12.00 28.27 150500 5320 Cone -Shear 28942 56 06/01/01 6.00 12.00 28.27 164500 5820 Cone -Shear Result Specimens tested do not satisfy strength requirement. 56-day compressive strength is 5820 psi. Respectfully submitted, TERATEST LABS, INC. ramiyt .E. By: Mohammad Fakhar pour, Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/0 NB/United/File apse fr.C. SZ6'oP6^: 28-Day Ava = 5445 PSI Note: Location in Structure corrected per Gary Wills. To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block Information. Re,: 510301 Use: KW-060115, Vet 5.1.3, 120un-1999, WIn32 (c) 198399 ENERGLC Title : Dsgnr: Description : Scope: Rectangular Concrete Column Job # Date: 3:20PM, 22 JUN 01 Page 1. III ■ Description L eneral Information Width Depth Rebar: 2 - # 11 d= 2.500 in 2 - # 11 d= 15.500 in Column C5, Parking Structure of Hoag Memorial Hospital Presbyterian Leyels Test.Pge/2-iVaide-r: 4&2248, .7/ezted • Ai/s-6 Calculations are designed to ACI 318-95 and 1997 UBC Requirements 24.000 in 18.000 in Pc 4,750.0 psi Total Height Fy 60,000.0 psi Unbraced Length Seismic Zone 4 Eff. Length Factor LL & ST Loads Act Separately Column is BRACED 11.000 ft 8.000 ft 1.000 Loads 1 Axial Loads ISummary Dead Load 66.000 k Live Load 18.000k Short Term Eccentricity k 3.000 in 24.00 x 18.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 15.50in ACI 9-1 ACI 9-2 Applied : Pu : Max Factored 123.00 k 92.40 k Allowable : Pn " Phi @ Design Ecc. 1,003.13 k 1,003.13 k Column is OK ACI 9-3 59.40 k 1,003.13 k M-critical 30.75 k-ft 23.10 k-ft 14.85 k-ft Combined Eccentricity 3.000 in 3.000 in 3.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.000 in 3.000 in 3.000 in Magnified Design Moment 30.75 k-ft 23.10 k-ft 14.85 k-ft Po".80 P : Balanced Ecc : Balanced 1,674.72 k 678.33 k 8.839 in 1,674.72 k 678.33 k 8.839 in 1,674.72 k 678.33 k 8.839 in Slenderness per ACI 318-95 Section 10.12 & 10.13 Actual k Lu / r 17.778 Elastic Modulus 3,928.5 ksi Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : pi"2 E I / (k Lu)"2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc Delta ACI Ea. 9-1 ACI Ea. 9-2 16.0300 in 16.0300 in 0.7000 0.7000 34.0000 34.0000 0.7512 1.0000 1.0000 1.0000 0.00 0.00 0.00 0.00 0.0000 0.0000 1.0000 1.0000 3.0000 3.0000 3.0000 3.0000 Beta ACI Ea. 9-3 16.0300 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.813 ACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 1 r /r6 TERATEST LABS 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAX: (949) 2638843 HTTP://W W W.TERATEStCOM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS -ASTM C39 Date June 04, 2001 Client: HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY DSA/Permit No. Project Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2248 - 000001 Structure COLUMN LEVEL 5 C/5 DateMade 3/29/01 Conc. Supplier NATIONAL MixDesign No. 85575 Mixing Time, min. 41 Water Added, gal. 7 Slump, in. 6 Cone Temp, *F 82 Air Temp, 'F 70 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, Unit Weight, pcf 3/30/01 D.ESCALANTE 6000 370914 11 AVDA 0 LABORATORY TEST DATA LAB ID TestAge Testoate Diameter Height Area Max. Comp Compr. PSI BreakType 28590 3 04/01/01 6.00 12.00 28.27 93000 3290 Shear 28591 7 04/05/01 6.00 12.00 28.27 113000 4000 Shear 28592 28 04/26/01 6.00 12.00 28.27 146000 5160 Cone -Shear 28593 28 04/26/01 6.00 12.00 28.27 135500 4790 Shear 28594 56 05/24/01 6.00 12.00 28.27 152500 28595 56 05/24/01 6.00 12.00 28.27 5390 Cone -Shear HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, INC. By: ohammad Fakharpour,/ Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/O NB/United/File Note: Location in Structure corrected per Gary Wills. 4. fz/ To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope : 47 Job # Date: 5:29PM, 28 JUN 01 Re,: 510301 Use: KW-060115, Ver 5.1,3, 22-Jun-1999, WIn32 (c) 1983-99 ENE3CILC Rectangular Concrete Column Page 1 Description Column E10, Parking Structure of Hoag Memorial Hospital Presbyterian, Level 2-3 2,40/2, Test (9sa t M #r' 423?D, .Yef. 4/s 6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 11.000 ft 8.000 ft 1.000 Width 24.000 in Pc Depth 24.000 in Fy Reber: Seismic Zone 2 - # 11 d = 2.500 in LL & ST Loads Act Separately 2 - # 11 d = 21.500 in Loads 5,250.0 psi 60,000.0 psi 4 Total Height Unbraced Length Eff. Length Factor Column Is BRACED r Axial Loads Summary Dead Load 264.000 k Live Load 72.000 k Short Term k Eccentricity 3.000 in 24.00 x 24.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 21.50in ACI 9-1 ACI 9-2 Applied : Pu : Max Factored 492.00 k 369.60 k Allowable : Pn • Phi @ Design Ecc. 1,550.92 k 1,550.92 k Column is OK ACI 9-3 237.60 k 1,550.92 k M-critical 123.00 k-ft 92.40 k-ft 59.40 k-ft Combined Eccentricity 3.000 In 3.000 in 3.000 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 3.000 in 3.000 in 3.000 in Magnified Design Moment 123.00 k-ft 92.40 k-ft 59.40 k-ft Po • .80 P : Balanced Ecc : Balanced 2,333.56 k 981.39 k 10.581 in 2,333.56 k 981.39 k 10.581 in 2,333.56 k 981.39 k 10.581 in Slenderness per ACI 318-95 Section 10.12610.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustained/M:max Cm El /1000 Pc : piA2 E I / (k Lu)^2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc • Delta Elastic Modulus ACI Eq. 9-1 24.0400 in 0.7000 34.0000 0.7512 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,130.0 ksi ACI Ea. 9-2 24.0400 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Ea, 9-3 24.0400 in 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.788 ACI Factors (per ACI, applied intemally to entered loads) ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST • : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 .�8 TE RAT EST LASS 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222.5321 FAx: (949) 2638843 m7F://imwilv.TrilArvm.com W.TERATPST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date June 01,2001 Client HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 Attn: JIM EASLY OSA/Permit No. Protect Report No. FIELD TEST DATA B 9906933 HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA 2320 - 000001 Structure DateMade Conc. Supplier 4LlrlMN E @ 1.0 Levee -, 4/6/01 Leyel2 NATIONAL MixDesign No. 85575 Mixing Time, min. 28 Water Added, gal. — Slump, in. 6.5 Cone Temp, •F 79 Air Temp, •F 78 DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pcf 4/9/01 D.ESCALANTE 6000 371668 I I ADVA LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 28938 3 04/09/01 6.00 12.00 28.27 93500 3310 Cone 28939 7 04/13/01 6.00 12.00 28.27 123500 28940 28 05/04/01 6.00 12.00 28.27 157500 28941 28 05/04/01 6.00 12.00 28.27 150500 28942 56 06/01/01 6.00 12.00 28.27 164500 4370 5570 Shear Shear 5320 Cone -Shear 5820 Cone -Shear Result Specimens tested do not satisfy strength requirement. 56-day compressive strength is 5820 psi. Respectfully submitted, TERATEST)_ABS, INC. By: Mohammad Fakharpour,, P.E. Reg. Civil Engr. No. C49035 Registration exp. 09/30/04 Reports To: Taylor&Gaines/Taylor&AssocJMcCarthy/P.Philpott/ CIO NB/United/File ase T 4/9 To specify your title block on these five lines, use the SETTINGS main menu selection, choose the Printing & Title Block tab, and ent your title block information. Title : Dsgnr: Description : Scope: Job # Date: 1:30PM, 5 JUL 01 Rev: 510301 User: KW-060115, Ver 5.1.3, 22-Jun-1999, WIn32 _(c) 198399 ENERCALC Description Rectangular Concrete Column Page 1 Column A2, Parking Structure of Hoag Memorial Hospital presbyterian ZAd6, Test er.attMsad4 r: 42567 ?et .1, %'/s 6 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 11.000 ft 8.000 ft 1.000 Width Depth Reber: 2-# 11 d= 2.500 in 2 - # 11 d= 21.500 in 24.000 in 24.000 in fc 5,250.0 psi Total Height Fy 60,000.0 psi Unbraced Length Seismic Zone 4 Eff. Length Factor LL & ST Loads Act Separately Column is BRACED Loads Axial Loads Summary I Dead Load 52.000 k Live 11.000 k Short Term Eccentricity k 3.000 in Column is OK 24.00 x 24.00in Column, Rebar: 2-#11 @ 2.50in, 2-#11 @ 21.50in ACI 9-1 ACI 9-2 ACI 9-3 Applied : Pu : Max Factored 91.50 k 72.80 k 46.80 k Allowable : Pn' Phi © Design Ecc. 1,550.92 k 1,550.92 k 1,550.92 k M-critical Combined Eccentricity Magnification Factor Design Eccentricity Magnified Design Moment Po' .80 P : Balanced Ecc : Balanced 22.87 k-ft 3.000 in 1.00 3.000 in 22.87 k-ft 2,333.56 k 981.39 k 10.581 in 18.20 k-it 3.000 in 1.00 3.000 in 18.20 k-ft 2,333.56 k 981.39 k 10.581 in 11.70 k-ft 3.000 in 1.00 3.000 in 11.70 k-ft 2,333.56 k 981.39 k 10.581 in LQIenderness per ACI 318-95 Section 10.12 610.13 Actual k Lu / r 13.333 Neutral Axis Distance Phi Max Limit kl/r Beta = M:sustalned/M:max Cm El /1000 Pc : piA2 E I / (k Lu)A2 alpha: MaxPu / (.75 Pc) Delta Ecc: Ecc Loads + Moments Design Ecc = Ecc' Delta Elastic Modulus ACI Ea. 9-1 24.0400 In 0.7000 34.0000 0.7956 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 4,130.0 ksi ACI Ea. 9-2 24.0400 in 0.7000 34.0000 1 0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 3.0000 Beta ACI Ea. 9-3 24.0400 In 0.7000 34.0000 1.0000 1.0000 0.00 0.00 0.0000 1.0000 3.0000 in 3.0000 in 0.788 ACI Factors (per ACI, applied internally to entered loads) 1 ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST ....seismic = ST' : 1.400 1.700 1.700 1.100 ACI 9-2 Group Factor ACI 9-3 Dead Load Factor ACI 9-3 Short Term Factor 0.750 UBC 1921.2.7 "1.4" Factor 0.900 UBC 1921.2.7 "0.9" Factor 1.300 1.400 0.900 r TERATEST LABS\ 17781 CowAN IRVINE, CA 92614 PHONE: (949) 222-5321 FAX: (949) 263-8843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date Client: Attn: June 15, 2001 HOAG MEMORIAL HOSP. PRESBYTERIAN ONE HOAG DRIVE NEWPORT BEACH, CA 926586100 JIM EASLY DSAIPermit No. B 9906933 Project HOAG/ Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2567 - 000001 FIELD TEST DATA Structure COLUMNS DECK POUR 7 @ A @ 2 DateMade 5/18/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 60 Water Added, gal. 13 Slump, in. 5.75 Cone Temp, *F 85 Air Temp, 'F 67 Lahti 4* DateRcvd SampledBy Design PSI Ticket No. Cement Type Admix Air Content, % Unit Weight, pet 5/21/01 D.ESCALANTE 6000 374874 I I ADVA 500 OZ. LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 30108 7 05/25/01 6.00 12.00 28.27 127500 4510 Cone 30109 28 06/15/01 6.00 12.00 28.27 154000 5450 Shear 30110 28 06/15/01 6.00 12.00 28.27 153000 30111 56 07/13/01 6.00 12.00 28.27 5410 Cone -Shear HOLD 30112 56 07/13/01 6.00 12.00 28.27 HOLD 30113 56 07/13/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LABS, IN By: Scott Hogue Laboratory Mana use f+r"a 5250 Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ C/0 NB/United/File TERATEST LABS�%.,,, 17781 COWAN • IRVINE, CA 92614 PHONE: (949) 222.5321 FAx: (949) 2638843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date July 13, 2001 orient: Hoaq Memorial Hosp. Presbyterian One Hoaq Drive Newport Beach, CA 926586100 Attn: Jim Easly DSA/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2567 - 000001 FIELD TEST DATA Structure COLUMNS DECK POUR 7 @ A @ 2 DateMade 5/18/01 Conc. Supplier NATIONAL R/M MixDesign No. 85575 Mixing Time, min. 60 Water Added, gal. 13 Slump, in. 5.75 Cone Temp, ' F 85 Air Temp, *F 67 DateRevd . 5/21 /01 SampledBy • D.ESCALANTE Design PSI 6000 Ticket No. 374874 Cement Type II Admix ADVA 500 OZ. Air Content, %0 Unit Weight, pef LABORATORY TEST DATA LAB ID TestAge - TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 4510 Cone 30108 ' 7 05/25/01 6.00 12.00 28.27 127500 30109 28 06/15/01 • 6.00 12.00 28.27 154000 5450 Shear 30110 28 06/15/01 6.00 12.00 28.27 . 153000 .5410 Cone -Shear 30111. 56 07/13/01 6.00 . .12.00 28.27 170000 6010 Cone 30112 56 07/13/01 6.00 12.00 • 28.27 30113 56 07/13/01 6.00 12.00 28.27 Result Specimens tested do not satisfy strength requiremen HOLD 56-day compressive strength is 6010 psi. OLD Respectfully submitted, TERATEST LABS, INC. a-6e f'= 5250bti Byy.Scott Hogue Laboratory Manage Reports To: Taylor&Gaines/Ta ylor&Assoc/McCarthy/P. Philpott/ CIO NB/United/File T 1 L T A. YLOR a GAIN GS 5330.C3031A GINEERS PASAOENA.ALCALIFOANI A 31103-an<� C626J 391-9031 FAX C3233 391-9313 WALL STRENGTH RECHECK BASED ON TESTING DATA PARKING STRUCTURE, HOAG MEMORIAL HOSPITAL PRESBYTERIAN SHEAR CAPACITY GRID TEST REBAR LINE LEVEL NO. f.' kw L REBAR RATIO V. V. V. 4V„ V✓4Vo (psi) (in) (in) (kips) (kips) (kips) (kips) WALL 5 A/8-10 5TH #2853 5370 24 456 #6@ 12' EF 0.003056 887.00 2405.94 2006.69 2647.58 0.335 OK WALL 2 E/8-10 5TH #2853 5370 24 348 #6@12" EF 0.003056 399.00 1836.11 1531.42 2020.52 0.197 OK WALL 16 12/C-E 5TH #2853 5370 24 480 *WAIT EF 0.003056 1025.00 2532.57 2112.31 2786.92 0.368 OK FLEXURAL CAPCITY GRID TEST f� 1.. I., M. P. Pb d A..d'1„, Reber A. P Ps/P LEVEL LINE NO. (psi) (in) (In) (kips.in) (kips) (kips) (in) (in2) (in2) (kips) WALL 5 A/8-10 5TH #2853 5370 24 456 55219 838 547 24.00 576 12#11 18.72 2053.5 0.266 OK WALL 2 1/C-D 5TH #2423 5370 24 348 40776 372 312 24.00 576 12#11 18.72 2053.5 0.152 OK WALL 16 12/0-E 5TH #2492 5370 24 480 143509 352 491 36.00 864 18#11 28.08 3080.2 0.159 OK Note 1. The concrete strength is based on 56-day strength. See attached table and 28-day concrete strength report. 2. Original calculations are included herein to present shear and flexural demands of checked walls. 3. The demonstration of above calculations (spreadsheet) refers to plan check response of page 15a-3. 2-2 • TE RAT EST LABS 17781 COWAN IRVINE, CA 92614 PHONE: (949) 222r5321 FAX: (949)263.8843 HTTP://W W W.TERATEST.COM REPORT OF TEST OF CYLINDRICAL CONCRETE SPECIMENS - ASTM C39 Date August 02, 2001 Client: Hoag Memorial Hosp. Presbyterian One Hoag Drive Newport Beach, CA 926586100 Attn: Jim Easlv DSA/Permit No. B 9906933 Project HOAG Parking Structure 4060 W. Pacific Coast Hwy. Newport Beach, CA Report No. 2853 - 000001 FIELD TEST DATA Structure Parafoot Wall @ Level 5 East End DateMade 7/5/01 Conc. Supplier National MlxDesign No. 95607 Mixing Time, min. 60 Water Added, gal. 10 Slump, In. 7.5 Conc Temp, •F 87 Air Temp, •F 73 DateRcvd SampledBy Design P51 Ticket No. Cement Type 7/6/01 D.Escalante 6000 379058 I I LABORATORY TEST DATA LAB ID TestAge TestDate Diameter Height Area Max. Comp Compr. PSI BreakType 31398 7 07/12/01 6.00 12.00 28.27 110000 3890 Shear 31399 28 08/02/01 6.00 12.00 28.27 140000 31400 28 08/02/01 6.00 12.00 28.27 133500 4950 4720 N/A N/A 31401 56 08/30/01 6.00 12.00 28.27 HOLD 31402 56 08/30/01 6.00 12.00 28.27 HOLD 31403 56 08/30/01 6.00 12.00 28.27 HOLD Result Specimens tested do not satisfy strength requirement. Respectfully submitted, TERATEST LLABS,/INC. By.Scott Hogue Laboratory Manager 28-Day Avg = 4835 PSI 741/4. 639D, 41: fir 5-6 d js Reports To: Taylor&Gaines/Taylor&Assoc/McCarthy/P.Philpott/ CIO NB/United/File 4200 09-A -01 06-Se 1 601u 4240 3150 10-Aug-01 5270 5380 07-Sep-01 N/A 1aaaaaaa g33zz�33z1�z333333z�333�3�333333g'�33�3�333; asasaaaaaaaaaaaaaaaaaaCO.« «aaaa 1 f$,�--�{77777 0 9444444 _ c43 _ _ N 3 N _ NN _ _ N 19444aaaaaaaaaaaaaaaa01., _ 73777aaaaaaaaaaaaa1paaaa�a{ N _ OI _ OI _ M _ 0000OOO6666<b6 _ _ _ _ _ _ _ _ _ _ _ _ _ N _ N _ N _ Xi _ -A o _ _ OaO¢aa(ait�it�i,215•,J. A =gzc,c MCOCO _ _ c7 = 00 QQQQ Jji S� to 0m8 m� ¢ 4950 88 CD "1 CO 5040 1 0 a 5130 5340 6280 6170 4950 '8880 S8� 4920 a88 8m I0 I 5410 R8 � QQl' z3 a 8g1 G' I 5250 Qa 33 a388og°p88 AQrN8DmN 7't 13 7000 I 3 5710 6190 6220 z 6810 5010 6010 WA 5410 soots� as 4 t 0 5310 as o<<- i77 � 9, - - -- - aaaaaaaaa ;aaaaagaaa O 00 y000 CD 00 70 Criteria 7 th Day 4200 3150 S 4200 I 4200 IOfI � 4200 4200 ae loa in 3150 4200 4200 4200 4200 3150 4200 3150 l 4200 OS 3150 I oollll c 4200 3150 S 4 I 4200 I O SSpp v <ol f c7 44 3150 o m 3150 O a oIS00 F QmJa 5210 I r 8 3890 I, l3 5270 I 3 4370 I 3820 3§ I 4770 3980 3 I 4260 I 4670 �� 4220 tom. N/A avv8emg3z 7th Day 0099999 c 000001,0 77777 O c O c SiN O c O c c, O c c, O c 3 OQ 90999999999999999000099 c _ 777777-577� 23 O c _ N c _ N C _ N c _ m c c _ _ to lh c _ Nth c _ c = dl C o 7777730 a c = (� c = (y N c _ N N c _ cL N c = Gb Ng c = ° ob N _ 777777iRt"7777 O _ O _ O _ O _ O 090099909 f£ =:fl.:..= 0 0 _ 0 _ 0 _ _ 0 w 000, 777.7 (O CO w� a0 DECK 4500 I 0 RETWALL 6000 8 STRS 4500 (0 880548008 DECK 4500 PARWLL 6000 STRS 4500 g80 0 STRS I 4500 1 0 I SHFWALL I 6000 0 SHRWALL 6000 RETWALL 6000 4500 I 4500 g 0009 I a SHRWALL SHRWALL I SHFWALL PARWLL SHRWALLI SHFWALL w ❑ w ❑ SHRWALL RETWALL ci U < Q❑ ¢ SHFWALL PARWLL SHRWALLI Y w 0 PARWLL I PARWLL Y w ❑ I PARWLL I Y ❑ STRS RETWALL SHRWALL pNp 00 (q DECK DECK Cone. Yd ON co rr W 300 67 14 °m al al 9.5 18 0) T 360 Am nN' al OO - co Oi ai aiMOi LO LOCATION N JafN on �c IC W FRA/3-5.1/C-D ON DK PR 7 I !Li ) m Ia: I.- STAIR 2 WALLS LVL 3-4 STAIR 2 LVL 1-2 N_ Cl st 0o 2 I obC Cl 0 O U vi W• M C LL :Li• ia C- tl Ell-8 5 LVL5-6 (85575 IN E/7-8.5 STAIR 2 LVL 3-4 DELAY STRIP LVL 3. C-E a Ri� 'Y Iw� i❑r 12- B.5-C.5, A/8-10, LVL 5-6 RET WALL E. OF 12L (LAST SEC) c/4-5/N1 11A. 9(S). A/6. LVL 5-6 �J r I Q 5;5 DELAY STRIP LVL 3.ELEV LOBBY I NORTH SOUTH EAST LVL 3 STAIR 62, LVL 2-3 STAIR #2 LVL 4-5 WORTH SOUTH EAST LVL 3 c> - C c INC PR 10 ELEV LOBBY LVL4 PARAPET WALLS ON DP 6 STAIR 2 LVL 3-4 A & E/3-5 1/C-D LVL 6 IF! FV LOBBY 5 DELAY BTWN DP 5-6 AIRSHFT_ LVL 3-4. STAIR 2. LVL 5-6 0 n I a j a :Q ;a A,E/8-10, 12B.5-C.5, LVL 5-6 3000-3013 - - - A-C LVL4 IDS). BMS C/3-4.9-10. LVL 2 STAIR 1 LVL 1-2 A/5-6, 11/A-B, B/11-12 STAIR 1 LVL 4-5 CURBS LVL 1-3 STAIR 2.LVL 4-5 DELAY STRIP LVL 5 C-E UP TURNED REAM PAR, A/5-8, LVL 1-3, ON DK PR 10 STAIR 1, LVL 2-2.5 'el m g°nlu6l-ai a'th m°c° a0 inn 0 01 bra, m r 2 W oS000. ''r�''2nP ro co il lilt co z?3 Lon� 8 ‘12 co�n�� 85575/453 R5575/452. uu o,Nr O m % �(l�mm CO03 to NnnN to 0m in to m r a rm-cd 2.4 lei co nib 1� N �R.n ±�m-m__m t• tam r, a N 7865 m N- 0 1 >. r g 1th N 0 T W 22 i[l N 9 W (h NN T 9 W 2 t000 0 T W 227777770O c0 0 T W m0000OOOOOOO 0 T C = 0 9 c c _ _ O c _ to O c _ la 9 c _ m 9 c _ tb 9 0 c c _ _ O-a77 coo5 0 c _ mb 0 c _ obN o c = O 7 N 9 C c O = 777'7 lh 9 C _ al 9 C _ N 0 C _ N 9 C _ 77- NNO 9 c ] c c _ ti ; 9 : C l = 1 O7') 300O) JNN 9 C o o C3 = g N 9 f;.;l -, N-'. t:': O.m 9 J____ 7 to 000000 9 co 0 Z 0 0 7 -, co tfi 0 ___=_ n t�,-? 0 7 9 0 7 N 0 7 N 0 -, CI L -3 N N N N N m m m CO m NNNCIN NNNNN CO CO m CO CO r r r r CO CO CO CO m CO m CO m m 2 N. r r r r r r r r 0- r r r r r m alm CO COb N 0 ' )10 O t0 CO CO m m m CO CO m m C 6 7 0 m N 0) V) INS) N N O m 0 m N 0 r (m mmmp P N N $ w n h vml m w N N CO Cr9 Y V m • N C) 0) CO rc 0 m O CO m m0 CO m O O m O < m N tm) m p Op O N Ol Q O O O O O 0 0 0 0 00 0 0 0 0 0 0 0 00 K o o 0 0 o g q d o 0 0 o d d o Si o o d o 4 4 <4 <3, 0 (0 2 W O 0 o Q O m m 0 M o xN 12N aN) N M ADDITIONAL ce N 2to- O N N a QW o N CO a r 3 CO n 0 3. `O CO co co M V) LL y N 0 mm 7 < 0 0 0 - - 0 2 m 0 yy W N a m (0 6TH LEVEL m N N eiNIO 0 0 O H 0 0 0 m 03 m 0 O 2-¢ 0 0 10 0 COm m CO 0 N N 0 Y0 N or IN et 01 CO 0000 0 0 0 0 0 o d o N N N m m m m m m m m m m m CO m m m CO m m a m O N N 04' W 0 m m 0) m N N N o m CO (0 m 0)a m 'o et et m O CO 01 CO m N m O m m ) COCO )a- m N N N O n m m 0 m m 0) CO m 0 co all co co 0) m CO N 40 m a N N CO a 0' 7'- 0 0 0 '- " 0 0 0 co m< 0 m NI CO et 0 lm) t..3.4 O a m m N 0 N 03 m N 0 V0 m a N co a a N m V O m N 0) N 0) r oi o NJ N N (0 m CO 411 m 0 0 a CO m m m m m m m CO m m CO CO CO m 0 CO m N m (O N N 2 N m N N Q a a a a CO CO m m N 1O m N m m N N a a a a m CO m m m a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a a NNNN N N N N N NNNNN N N N N N F W 0 ul 3RD LEVEL 5TH LEVEL 6TH LEVEL 5TH LEVEL 2ND LEVEL • 6TH LEVEL 5TH LEVEL m Q 0 4TH LEVEL 1 CO m m CO m CI m w'mmmO0m a o CO 11 m CO m CO CO n r n w A m O go CON r O N N ICIN c O I,-03 N O m N • N m F CO N O 0 m m (0 CO O O 0 CO It in CO 0 CO I� (O m 0 (O (0 COQ� O64 S S S O 0 0 0 0 0 0 0. ▪ • 0 0 0 rew Y. Q O d O G C O o O O Q O O O O O CANCANN ( N N N 00 O O O .O O O • O O O 01 CO (O CO 01 CO • m m co el CO CO CO CO m N N N N N N 0 2 W O Q 0 J v a a v e a< a v v a a a a a J C F a 0 N F N N 2 aCa Fw w CO iV o N CO CI 0 CO $ °rr' v m m VI CO O N N O 4 O O 0 0) ▪ (0 a M m N VIQ Y V m N 0 m ICI CO (n e QK W W O.r m 0 N N CDm CO b- m COet CO y yp N ^^ O O N CO CON ("1 P O etm N N Cm) 0) 0 Y. 3 0) • 1` 0 p 1 m an▪ m • V N N C N ' co 0 OI O O O O O O (0 O (O N O) Q O (0 N W Oy 0 N m Oy m0 W c- N Q 0 m a 04 0 N b N V (O H 0 • OD CO (O b N N N N N NCO M VI CO , W'0 N N 0VI P el- 'I' Y THICKNESS N N N N N m m m C0 0 O9 0 W 10 J• >ff �> W W W W W, Ill Ill J J J J J J j J I-• P Y- 2 2 CO N V m N (0 (0 Q a R. J J 3RD LEVEL 2ND LEVEL 0 0 0 m Y Y Y O N N N N V J 0 2ND LEVEL L6 L 44 a Je N a a m iggg m m m m 1 m o 0 re m 0 z w Q R m m m m m ❑ 0 J NN N m N O 0 0 N 0 m m N LAI0 0 0 0) m h•N Y O Y S r r N N 0• O r n r O O r N N 8 O m— v R N R R m N {•� m NNW W co al co com 01 m com m 1` m V N N 01 N N m �- NNry 22 N ^- a V N A A 2 8 x n mN- m N- `r' I ari $ vmni Imrll m m D vmri umri if N 0 m w 40� m m n a v 2 N N 2 RPM 3 m NOM g x x x X 0 0 g g g g b n N O cl y m CO I,- a pm Y h R tml a N N N iil 0 0 0 06 0 0 0 6 0 0 0 0 4) m m m m in m m m m m m m 882 N N 8 8 4 m m N N NCi N r mm 8 8 8 8 W a 0 0 0 0 0 g8 xxmma i0 N �O NN 20 m m m m < 0 0< Y i y m n 7, m COn,) m 01 m R CDN N 2m m e N )rN, T a �' $ .4• m 2 8 CI o CO) , n `0 ry N 4 2 a m N N O � O N m a am m CO 0) N `� m m 0m n co N n N gggg o co or CO 0' or 0 N N N N N N N N N N N N N N W O 0 0 0 m 4 4 V m CO 0 m m V) YI h IA 0 N N N N Pt Pt N N N N J J W J J W W -Jl -J WW J J W W W W J W J W W J W W W W W W W J W J J -.IJ J J J) J) J J J J J O ❑ 2 I O ❑ i 2 2 ❑ ❑ 2 I I ❑ ❑ 2 2 2 ❑ ❑ W ❑ ❑ F F It Z ry F F K Z r- F m Z F F F C0 0 F GF n ry F 0 F 00Z m 0i It01 el N 0 N V CI 0 0 N 0 N a N m < (00 O m N w J ❑ a rc ° w m 0 ❑ rc 3'? a J 0 0 •T ❑ J ❑ 3 tr. -7 [;| r0- no;«# o42 ;; „ ■ !!■■■ kE / !§§!! !!y2! 2$ „ §!|§ Ca § (0§)) ;e 0101E 444444 ) !?. c k i!coa66 ! $EEEEEEod < re 4666o o e66o!§!l6 ,e!; [[[[[ ;;;;; )§§!■§)§( |§ ��. .-,-� 2000000§[ §;! §|2!!§;|! »!!!§K;B§ !§Le) Na§\; e;ese CD co co co } CI CO co §)§(% (§((\ ;&(;§ (r(;!0 a * ! *; §\§ /0) t 8 8 8 a 8 8 8 8 =:wa „ 422 - - - -- || 3333333g Zytt 1 1 09/24/2001 11:36 949-574-1338 TAYLOR AND ASSOC PACE 82 /8,4 CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 Newport Boulevard, P.O. Box 1768, Newport Beach, CA 92658-8915 CASE NO. (Receipt No.) REQUEST FORMODIFICATION TO PROVISIONS OF TTIT.E 1S OF THE NEWPORT BEACH MUNICLPAL CODE (See Reverie for Basis for Approval) (Fee 5155) ❑ REQUEST FOR ALTERNATE MATERIAL. OR METHOD OF CONSTRUCITON (See Reverse for Basis for Approval (Fee SI55) ❑ BEQUEST FOR EXEMPTION FROM DISABLED ACCESS DUE TO PHYSICAL OR LEGAL CONSTRAINT (Pee S689) (Ratification by the Board of Appeata will be required.) For above requests, complete Sections 1,1 & 3 by printing in ink or ping. JOB ADDRESS Site Addr s: * 22 Owner ~ • r �8 Address ti.. &,-s • V'8 :u v C Zip 4194t Thom one rick 1 Cf14-. 444tj FOR SFAPF USE ONLY Plan Check g 6 of Stories Occupancy Classification Use of Building - N of Unite Project Status • Construction .Type Verified by No. of Item Pee due DISTRIBUTION: OvIpU Petitioner ❑ Pits • • Plan Check Inspector Other Addreea 1±W NC�� ��ra+�.m� Petitioner I `\WA'. Zip Da Phone (94 ) 5'N . V e 'REQUEST: Su mit pl if necessary ep illugst�at}e�r�e9uessl. Additional sheets or to be a chheedd. Or w� Y,H � `` co ` �� rA wok w CAC 1 k'.I1s 2% 3 (IUSTIFICATIONIFINDINGS OF EQUIVALENCY: Petitioner' Signature CODE SECTIONS: 40 N731Libe vb ezt Position ifGvNPyt DEPARTMENT ACTION: In accordance the 0 105 VAC (Alternate materials & methods Date al(�101 0 106 VAC (UBC Modification) 0 Concurrence from the Fire Marshal is required. ■ Approved By: 0 Disapproved ■ Written Comments Attached Date ❑ Request (DOES)(DOES NOT) Ieasen any fire protection requirements. ❑ Request (DOES) (DOES NOT) lessen the structural integrity • Denied (See reverse for. appeal Information) The Request is • Granted • Granted (Ratification required) Conditions of Approval: Signature Position Date Print Name APPEAL OF DEPARTMENT ACTION TO THE BUILDING BOARD OF APPEALS (See Reverse) • (Signature, statement of owner ar applicant, statement of reasons for appeal and Ming fees are required.) CASHIER VALIDATION Foma4cgmodit7/2000.doc 09/24/2001 11:36 949-574-1338 TAYLOR AND ASSOC PAGE 03 /8,4-2 Hoag Memorial Hospital Presbyterian One Hoag Drive PO Box 6100 Newport Beach CA 92658-6100 M^ Phone 949/645-8600 ar•I� Internee www.hoag,org May 25, 2001 Faisal Jurdl, P.E., C,B.O. Building Department Gty of Newport Beach 3300 Newport Blvd. P.O. Box 1768 Newport Beach, CA 92658-8915 Reference: Hoag Project No. 1255.20 Name of Project East Parking Structure Subject: Low Concrete Strength At Walls, Foundations and Columns Dear Mr. Jurdi: Hoag has received and reviewed a copy of the concrete test results far the East Parldng Structure, and we understand that some of these tests have not addeved the specified strength at 28 days. We have also reviewed the structural design with the project structural engineer of record and I acknowledged his May 23, 2001 letter to the City of Newport Beads that addresses design modifications to accommodate the low test results. The construction documents revised on May 22, 2001 that Include the new concrete strength spedlc Lions, were reviewed and we concur and agree that the recommendation Is appropriate and these changes are acceptable to Hoag HospIal. If the new design and supporting calculatlans comply with the Uniform Building Code, we request that the City approve the changes. On behalf of Hoag Hospital, I request that the City release their hold on concrete placement to allow the contractor to continue the work as directed by the structural engineer. Thank you for your consideration. RFCFIVFD JUN 08 2001 Sincerely, HOAG MEMORIAL HOSPITAL PRESBYTERIAN Leff Thompson, AIA Vice President radlltes Design and Cnstuction ulr: Att: Tayiar & Gains letter, Dated may 23, 2001 c: saurin Chakrabara, Taylor & Genes Mock Cunningham, Taylor I Arew1ates Neal Rinsed, Taylor I Amedatnn Mark Mardodr, McCarthy Building COngaeed. lne. John VaodaUnr, unity Building Compenles, Inc. can Easley, Hoag Hospital Pete Pounce, Hoag Hoaplml Mon file Feet 12ssz0-0300-LERER TO CITY RE CONCRETE TAYLOR & ASSOC. ARCHITECTS NON.PROPIT COMMUNITY HOSPITAL AOLRBDITBD By THE JOINT coHN1s3roN ON AccIIDITATION OF HBAITHCARC ORGANI2ATION3 •a,PVHA ENT BY: TAYLOR A BAINES ; /b4 -3 B283515319; NAY-23-01 0:14PM; PAGE 2/3 file125'{aO. O'"•gA Tao TAYLOR 8e GAIN COMPANY May 23, 2001 City of Newport Beach Building Department 3300 Newport Blvd. P,O. Box 1788 Newport.. Beach, CA 92658-8915 Attention: Faisal Jurdi, P.E., C.B.O. Subject Low Concrete Strength At Walls, Foundations and Columns Hoag Parking Structure T&G Project No.1385 Gentlemen: We have reviewed the concrete strength lest results provided by Teratest Testing Laboratory. We noticed that the concrete strength came out lower than the prescribed design strength on the drawings at various -locations. We have prepared calculations for several elements with the low strength and found it to be structurally adequate. We have submitted the general note sheet indicating low strength for various elements. We also provided a procedure to follow In the event the design strength is not achieved in future concrete placement. We are recommending to the contractor at this time to use a separate concrete mix design with available historical data for all interior columns and shear walls- Use the mix design presently being used for all exterior columns and shear walls. In the event the design strength is not achieved in the 28 days test, the procedure as outlined in the revised general note sheet is to be followed. The content of this report has been discussed with the owner's representative (Leif N. Thompson) and they do not have any objection to this. ana •s .. 39ed c4"' C.,�.a orv. n,e• 4OSSC nit WI 210�Atil 9R1 :I61.ARRt • F++ 8ERR1bl51 606 R • 9 IT VML00L//44Z%60 09/24/2001 11:36 949-574-1338 TAYLOR AND ASSOC SENT' BY: TAYLOR & GAINES ; 6283518110; MAY-23-01 8:14PM; PAGE 05 /84-4 PAGE 3/3 Cityd Named Beach Attention: Faisal Jurd May23.2001 Page 2 Sincerely, TAYL.QR & GAINES Saurin Chakrabarti. S.E. Vice President Accepted By:gpN..bC—�� Leif N. Thompson, AIA Vice President Facilities Design & Construction Hoag Memorial Hospital Presbyterian Inarethech 09/24/2001 11:36 949-574-1338 TAYLOR AND ASSOC May 21 CI1 08:44a PAGE 06 r • 1 T&G STRUCTURAL TAYLOR & GAINE1 A T M A D Company MEMORANPIJM Project: Hoag Parking Structure Project No.: 1395 Client: Taylor & Associates To: Mr. Mick Cunningham — Fax (949) 574.1338 Re; Concrete Strength Date: 5/21/01 Remarks: As per our discussion in the meeting with — Hoag Memorial, McCarthy, Taylor & Associates, Teratest, & others, we are providing the following procedure to follow in the event concrete strength do not reach to the design strength in 28 days as indicated in the drawings. • If there are extra cylinders, test them after 56 days. If the test result come up to or above the design strength. concrete is acceptable es placed. • If there are no extra cylinders, provide core testing or test by other approved methods. If these tests indicate the strength of concrete is equal or better than prescribed designed strength, concrete is acceptable as placed. • If in either instance the tests Indicate the concrete strength lower than the indicated strength, we will prepare calculation if necessary for building departments review and approval. Please call me if you have any questions. By: Saurin Chakrabarti, S.E. fifteigi copies: Ed Gharibans 5435 BALBOA BOULEVARD • SUITE 103 • ENCINO, CALIFORNIA 91316 (818) 784-7994 FAX (818) 377-3370 9497605581 MC CPRTHY HOAG MCCARTHY MEMORANDUM /84-6 965 P01/07 MAY 21 '01 17:31 MI Lloyd Dick —City Building Inspector Frogs: John Vander Lane — Project Manager CC: File 24A, Mick Cunningham TM Data: 05/21/01 Re Hoag Hospital — Parking Structure — Permit No. B9006433 via fax (5) pages The following Is in regards to your Inspection report dated 5/21/2001. We respond to es follows to your (2) Issues, 1) Address low breaks over the past poure — Please reference the attached concrete pour logs with history of breaks. In regards to the footing concrete mix design the structural engineer Is In ongoing talks with the city to show the clty that a 4,000 PSI concrete will comply with the structural engineer's ultimate requirements. In regards to the 6,000 PSI concrete, the following protocol has been set up with the structural engineer. In the event at 28 days a 6,000 PSI concrete pour does not obtain design strength, then a 56 day break is made. If the 56 day break does not obtain design strength then axes are taken. If the cores do not obtain design strength, then the structural engineer of record will review the results and make a final decision. By reviewing the test data you will note that by following this criteria. that we are In compliance per the UBC. We have yet to request the structural engineer lo modify his 6,000 PSI design criteria. 2) Our recommendations would be that as outlined in item no. 1. I have placed a relnspection call for 5/22/01 at 8:00 AM, I look forward to reviewing this data or addressing any further concerns you have to assist you in removing the order that was Issued today. • Page 1 ra: '4, MTARINY 0 2qt/A rviccii QNti bOVhil BEET -NA -ebb 9E:Ti T00d/bZ/60 09/24/2001 11:36 949-574-1330 TAYLOR AND ASSOC 9497605501 MC CARTHY HOAG PAGE 00/84 _7 965 P02/07 MAY 2 '01 17;31 LL(.11 - BUILDING DEPARTMENT INSPECTION REPORT bt'f-3t O ex' INFORMATION: 844.3275 INSPECTIONS: 8444255 JOE ADDRESS: INSPECTION TYPE: Cane PERMIT NO. _trfaa J,.1 msr$crot L T RSINBPECflON (6 RFQUIRW 0 DATE! s/2 PHONE:844- ?-2If REINBPEOTION Fig DUE 0 I HAVE 'THIS DAY INSPECTED THIS STRUCTURE AND T137SE PREMISES AND FOUND THE FOLLOWING: bo Nei* f a yr a r+, rs-ce►-a, Co vt O •t.. LIYC G L• ` City dis0'L. •;) Aaa3- ht.) /6)--e4 A- 0 t tat d toduvyadit nIt-€ /AA& `r-eA, H s Cr p 14 it r &It eG5rkat, reehkr[ tlls AIMS =CAYPANE= slims NOT RR COVERED (MIL COMMONS HAYS a' 1ant ln4sPIICrION tlq[ nTc AND *mitt APPROVXD. i CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: NSW.. pat. (pay. /.pnln PT) Date: Plan Check No.:/.3%g.`[ 1 Plan Check Engineer: YQUSEr Phone: t'44-3218 Applicant to indicate in column at right where the correction was made on the plans. R-evtstonl Cpa2. cA-nto try ) Correction Au er.e'errtot.3s Lt2ossIu pz-p-Pn ewe' .tom►' - \i le-,e 0 Pia- 411.p-1l c PAW a ►- This stletr-1i7Tr-t- cr (W A S.7) A1_2 .'-i I pl2mv t De e a4Lre uL,14.7to,J F.f(L c,u»i2nPAti CZc as-"7 o nl S S H 411 Qi Pr'rkee1 ♦ ; Lj C--t-bortJtine c 04- 3 � r i L4 n l r-. p l-r4"4 p a a v't q t: C Nan 131a �1_,A-P4Fk0 tljtdCl pL.4r1-pte,ti4 prsp is imenMplt=Te', 2 s V t se 0 Arts .t-1 fi t l LSD }s ll 'Y Pe -TA. l_.0 p (s mo o- 1"'I /3 o v in Vrp1r`e 1htA-Ll . /131.1KIISt 11641S Pt2dvt De. p A-Ae ADZ*" pp c v t O r t4- ea PY ' F err' IC l,4 lNI tSeO 5t=-t nf; pf.At )IN!_3 (ter eat p-t o f est= „4 -1., M T.= S fir+; t— T eHA.11 3e 77RCt-(EO) 3,c =Jae rap -r i ni s l-t A.1( ►3 cr 0 - .ic2t F—( THRtY rnt Location on Plans Spt±c tF-tiz0 01.1 P(Prt) IS AOeL .1A�'(e PILO V 1 n F A 2t 1 C,-(. c,4 C,c-U t ,471 old s e-mail: cnb_blg@citynewport-beach.ca.us • webpage: www.city.newport-beach.ca.us/building Forms \Plckreportl-0lc CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: 1 t—1 /4-6a. OP . Date: Plan Check No.: GVJB-all Plan Check Engineer: `ro1/4.1Sr1:: Phone: ',4.4-327A Applicant to indicate in column at right where the correction was made on the plans. 12-CV IS1ot.J poi Correction Location on Plans ..�� it Nt=�_IL PCF11=�'Tlnn1 /� caflnlT1li=.VE=P2 p,R1Iold .Je21p-( A1Jrviplldt.,uct- ern u.a..e . iLsQ,,t2ttr.rlk.E.t21 j SEE r'LvO—Mfl-2K-S, a1.1 0 12-A j1l'VCs. 12-EV TKe MR9 ,�=s o-sup se f A ►2.,r--- R e p IU <s t-J /2 x V t s to n1 s s 1-{ i; i/ Is cc-- -- L_apu0r-p 4 Appl tc 4i3l(= t -st-tl*-il ea,�, r e o SS 12-i is L P .L. c.AgJm . CT.G; Ste` Shier s2--7) e-mail: cnb blg@city.newport-beach.ca.us Forms \ Plckreportl-O le webpage: www.city.newport-beach.ca.us/building CITY OF NEWPORT BEACH P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 UILDING DEPARTMENT - PLAN CHECK REPORT Project Address: 1 l-toa-&. 22. Date: Plan Check No.: Oi3Wig Plan Check Engineer: `fr9J S C P Phone: 1144) (044.-3278 Applicant to indicate i column at ri ht where the correction was made on the plans. 12--Th/ LS 1 O h1 a ^i L N. Correction Location on Plans Ara I Tr- M 1 -rig p .v 7 1-1Ave. taaT eetc... r4 pa- ViduSlY - /'► Appian 'Jeq , plankiI Qt GA -Let e, 4. 9aCS/MPtltk7rea TA V1=P.tr'( orsrea. r.1 p9 4 ViDeD 'S AOt QG iRTti:. (Ss.E Stat rA 2.14 P-,E Loi.43 Ti#P Lp(24)./ 1 (pep a n! SH��T e -peP _2- Ts I,,JAL( _) Cnl Liirl0S 4 SNAFT it AIL 0 p1 2_2.1p ppos/10Cp ,c.42 t. eaa t.r--./mil 7' e,.3LT. F'(or '.n , 1..ATLC) tJ P tan./ tDeD se, r-o Lo2.40 LLae rA on] LI( . H.d1..1 'EVer2) G..,4,1...3cte_c4TG. .4,t9r3.1"--(1-1 For- AL1_ Foeclet NS &s t1Av i3eer- Q-C.ltsaQ pr=r , r_cr. I0t-t fr*a moles ppn./toe o. ,1 4-,3-( A. It fie- PPE& p-f. PjASI'j 12f='V/tSe -A-t cCC,4711n+J Rcfo?PAN7GIY, AE'7C °F LNffofZ Cc ln�j iorf r IC 0 4t" Gil.-L�IL A'�tC1.11 (QP_ppra -rn CAMS. pRoJ(0EO) praov1 er.trt �t�, Or /.YLAaE aAt-1-TtWMc� Stahl r.1 ar a e_ -f7 Fes--1 t-(►a-tt 13 L.�A1IN C G (2-r D (-4 xi? t(-S a i R t.c- s, ) aa aft -, f is p 1Zo./ 1,0 E. ft- i_or•1ptRTe sFT r,(--' L&t • L eT tro,3 to V L= 121F ( 'THA-T A(( %�/t i,RA- Or-. f C-A4-iS A¢-P Pc--S1t titt=p £3A-SE0 ant Fe, = 4-aon PSI 9.0,J1QE cr.I-- retZ-\ 14 r©iz. lt� z 3300 Newport ou evard, Newport Beach Project Address: CITY OF NEWPORT BEACH . P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 UILDING DEPARTMENT - PLAN CHECK REPORT V KakC0 O2• Date: Plan Check No.: ($3J8-1°I Plan Check Engineer: 'felt )5' 1 Phone: co 44 _IZ'79 Applicant to indicate in column at right where the correction was made on the plans. . . Correction Location on Plans . , t vjet1C .Are -,le e- e DF tit-/$-1 P=tj4-t1 A j-1141( `/ LSE 'tin SS tZt' Fe12 E NICt= p Zid e• 44 <<)14110N1 AC -a - 4.5F g-C Imp Sjtr'+WNl ZM G2A.O�i R.M iI ' % 71°'ems Srtau a� 0 c�uSi. F1 Ni- pga tte S�S'ftFtc-iThon) (wHcr2E AAem mPr lee a I SNtp-� INFO 9.e_C'4�lEr i1 pt?nv lnnn 2e�Do� -.S HA-U ter .3-00>lirlelC). p126J1r,e G-t A-12 tc p--fI e r T' v 1= 12...1 r --f 'C H A-T t F is A rt par 11.1 Ern 12L-1s1"'U ,J1 SHOWN\ e PJ G. 4LeLi/ 4-TaNI Qt=. (A It cirtreif 3-14NIe H plzo.J 1 OF 4.. sPr Pipet,. F-k A- MO Ch`e .'tA.TI,&J r112. �fi-c_F-\ ip t7 ©(e 12 4 I"t tt 5 .--7 p' n V c 2 I F( --trtfl G.A-Lc1-)t-A-1lioK3 129o.11 pRD LS J to ,1 'Thr) pIaT r-l.A7r 1-( 1744-ate e0 c frtt----- i 6-.1 (j.._1 7 Sj--IrP.12 wA.Iq co r to 1.-pJ L 1 4 T'4 f' Li DJ c. 2? D kppltc_..s e e fact ,ut-r3 PF'TA.1L S1-4.A-11 Tait-AL/sitI=O tril e"ALLtmac, PP oNit. PtoQ Tom. r01 1 Zr-t R-.) 7 s r tl-tl t3 e, n _A a.lD FO Foo -- P_e`f tL? c1 4_ Appizov, well DES! (>rd p2-c il1pt2 SHA.It 193E coMpl>~TBD 1✓__ L - LO L., I,ES SHd1a r.l '2n-P 1 rarU78✓L C-S. SHAM Merle H —rlc<T 0A.TA- . Ast-So , A. PPtLC- 9-8U F LootZst 451-1A.II P,E a EH21Y TOISIJIIF ISP 3300 Newport Boulevard, Newport Beach CITY OF NEWPORT BEACH . P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 UILDING DEPARTMENT - PLAN CHECK REPORT Project Address: i NO/+ . Date: Plan Check No.: /p37B 99 Plan Check Engineer: MISC.: F= Phone: (g49)4044-327. Applicant to indicate in column at right where the correction was made on the plans. N Correction ea to ttA-"v7 / #1 c lLi47ian9 F 02 A AMple LJA•II -fin vrf ^i TH/47 p�tu�`f err A-t rJs1 .M- 2 • A-p m42 0,4 7 € AL c r J LfF T1 e rJ p 2-0 ./ r p e t.7) Hv al. it t.ic1 Se p7 "al r ,It -et ctr.3 6H�l11 e1.I A-C iy s1-ioiJ L! 1-t $-1 L J v%s L-) t.) 1-L r c .1-( ei zi 4p t i n1 P s S Pep 12- Tn NA hi Ay 5TH o..pr P'49 1 of A r n.s r 12,4 1-( 6 Le Mal ipFn&t pPtV%S(?Q fl ot-‘4i A.A.) we. s S Hn u %ki a NI pp12.6./emp 4uSoti7-(sv SHpi. t( &•= 2MS'S P-eFl=t2Fn.Sc 1Pn .Sbl rz.EYsSc p eeaIei1c A -lion) A- MnOlr �r„4 I(.r ,0 p ?ut s'( SRA-% BLS A-ppllen To Trrtc ra,( ni.,. OFRpT 7n I-t lerd F THE 5 C, pR.Y s 7es ry c-,-th v S IN CA•te_cu_An' tGlJ c 7,8 04Y STaRtue,-r _ i,e 4-( MFOLFtr d7La-NJeet3Qs1 41-1P-i1 ess s-ppt2ct/act ra,wFortcss rura-n-imre c_I-1r^ c 1{ tgJL D 3tt Qnn1 c_ Location on Plans 1l pea en ,rsp /Jr1.-r &.es 4HA-t4 ss r leuot t YtJL_A01(nni Foe2. piza _scc ( r r-HQnJcats t l-t P-U tea e_L ► .A-P t ry Q a (C1 F12-0r`i i Cs3V' vP. 3300 Newport Boulevard, Newport Beach CITY OF NEWPORT BEACH BUILDING DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: 1 f-1 o A L. 0 t2- • Date: Plan Check No.: 63.1E-11 Plan Check Engineer: -(c F Phone: 1..a 4 4 -a227 f3 Applicant to indicate in column at right where the correction was made on the plans. E.L. VA?o(2 TcW> ,l2 REVISION Correction Location on Plans Hti r?e90 p-I l pnlc BHAII A terail SF St-tA• 11 Aid cal "'"vtcCO AP-rJlonl A. CHA11 Car r2C'vLrn !Pi ctupea NGbJAS �YtSI��S e- lrA-rz.lY Srto1,,l 1..JHY nlr LAI P4nloIOY IS C4 I pt_! &l o r.l f\1 ent2.-t H tr- I- c-- v 471 t ",r3 1Ai1 A-r2-oU,J0 ^pc:a-HIM( a I cal= St AL'C, Sr1pa4 `—r r7mt5 ►2 C31t', Si+r•'F_, &) L-I Z SHal1 ISS (L V�1SC(� To In1LLuOt NC W LH)4n1/ S (T.c,, Q LJ rc» Htd:t t-t c.Lr=A.P tom( ..Hr'11..1 Hol 1 nle1,\J aEdopt is Stlppn 2(r=r> ca e—gauer4r - (pllPQ pep \troy fl S H A -It (3t=t- FLf It --le 47 "TAI Let)) rLCr4-sue 1•1oTr_ 1-HA- ( STftreT AI0:7 5 l� L-t Eu F sT7 tic-7 0 L -TA-I t 1 r.JoT AracIDTaal . Art L- pPg.tIoUS t 1EL OS Sri A 4,3 m STrLocr. DRA-1-4& St-tl4-11 Be 12 F r"cv <; S t-\ T . 9 / 1,1 t L.aA-O us can rnl C-A-Mop" .2cic}.� ar 17r-.ItSC D "jn 2nj-c- e-mail: cnb_blg@citv.newport-beach.ca.us webpage: www.city.newport-beach.ca.us/building Forms \ Plekreportl-01c CITY OF NEWPORT BEACH BUILDING •DEPARTMENT 3300 NEWPORT BLVD. P.O. BOX 1768, NEWPORT BEACH, CA 92658-8915 (949) 644-3275 PLAN CHECK REPORT Project Address: 1 i-1 o it c� 0 rZ. Date: Plan Check No.: (,V18 91 Plan Check Engineer: —rig tJ Sr1= Phone: 4944 -12,7A Applicant to indicate in column at right where the correction was made on the plans. Correction Location on Plans r2s='InlFa0c_LNIG Sk^Iot4 1 api SNr�L=J . \ L3 Q - 51-1A-II /3Cra' t? r~V1 S'luI7 ( M -1 / . 4.7 o M /3-1 c_II 7 t-u c1 CA- ( C-S O , _c`(Inr.1 M13Azi S1411 P. Cz P AiIG(-70 1 S e 71. el'\4 a qa'p To r-1 A1cI-1 s72ar pp/1V1p&Tr0 L— ile.l/ ss,z mi /fr1 e I,t prilnnl)st-fA-I1 1"2 c- Ia_ltr-1.pC-- 12i-. �,1a.r� S l L s..1 17 13.E 1 rd c__424+�t iZ 1! I f t l a&rfsN\ pc JIJ 1 nll-. pe PT A ppprivR-( e-mail: cnb_blg@ciry.ncwport-beach.ca.us Forms \ Plckreportl-01c • webpage: wwwcity.newport-beach.ca.us/building TaG TAYLORA& GAINES STRUCTUR L ENGINEERS A TMAD COMPANY ADDITIONAL CALCULATIONS OF CANOPIES FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN NEWPORT BEACH, CALIFORNIA BUILDING DEPARTMENT CITY OF NEWPORT BEACH. CA APPROVAL OF THESE PU? $ DUES NOT CON TITUTF EMPRESS OR IMPLIE Taylor & Associates ArchiteclsH A i TO CONSTRUCT AHI Ru LfII , CA A'. i0!: V£ OR INCONSI LENT WITa THE ' ANCEy I 4� AN ir. ; n r, E I�r OF UEWPOF SEJCH TINS APPROVAL I!OFS NOT UAPA� h: flint :sr PANS ARE. IN AI RESPECTS. IN COMPHANCF Ill r .,� Ii;i,LO. H'iA6r /ON,�I. ORDINANCE! PLANS AD7 PON CIFL THE Crt qua:?, lfACi ES FS THE RICHT T. MCAT ASTRO-R�cr 9YFIACSE I I t ,E^} I E (,uP', XI z;icIAFTERuR R NSTA ( OF THEE -CITY OF NEWPORT TO COMPLY' WITH 1HF Olili,N: NurS PI„KSEANC POL CITE: NE\VPORT F ACH APPLICANT'S ACKNOWLEDGEMENT Qte A0, 1034 LQ.12131104 OEPARTMENI PUBLIC WORKS TRAFF' FIRE GRADING PLANNING bipaNre! SSNATU:?E DATE BY:. _ DATE: Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395 APPROVAL TO ISSUE �2`vtS)mN.) 4. 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com TaG TAYLORA& RUCTURL GAINES NEERS A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO HOAR PAILK-i i& stue rbzc sheet 5CT of by SP job no 131 S date `///y/cu * /37 y . ynUh<1 75: 7' f) .ISv()yLiy Sv�J��Z 1,0 I I Il 1 o, co o, 0 5e o, 55- 4-4 x 1.4 .1 3,7" vv 0,77 U, 17 �S� �c Lida- q Th1' �L'(¢ J2 >joT• v bW, -sy�:ti w � , 10 -1 0.2)(11,ti0% = 13 I S6 0,5(II,9 y /t4/L = _7g lig A /Z'J c� : /2- 2-.`l r j 6 h=lz.. frt /4 Ion k1, 0 'I 1 Z7 As = b, 33,..:N dz Se/d = 0, 2,/ c7i /5 2.cyC2-)/.r//74 3(c):z)j wP 3,0 ( 61,6 < ky;I; A-3.7" .5‘1/, •llyksz(/2)3,7 Sal)"/: h0 = ,sick yov) _ /.Y7'k t!C =-/Ok/`/') = U, y ,c Ev / J = /l�,L(/117) 7 o(/,o(o)-1-37(/.y7)) 4-0r(•y%� IE; -t- 0,6 f O,2j _ 1,1J2.6] = Z,`I ix d, 1/2v90 • T&G TAYLORA& RUCTURL GAINES NEERS A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO PARxmij STR. vcTvXC sheet SL- 6 of by 5f job no /39-( date �%�/Ov Sin tc �cyh 32-/) ,5 s L/0 CA--2-p Lvp (ra)/r wy 3./2- kip. 32-/Z) 6p = aPCZp (/f3t )Ivy > kV? = ,s k1/2, Qi h. < L/C- tp k/p. = 3. /2- W . /2p . 3.0 Di'13IDni / 4 DY/3 p Al Gowt h)Y �� tS A,-- /b/2. Z r 0 &ti4Cry •39D. 4 of s C /MCA f.35.D. U = / /// LD / o / �� [i -i/"W yl�rztG /1 V'e- Vc, _ ./ I.Z(c5") /v41)'91I-r)) D.(1°19 > UV/Ut O. 3S"„e TAYLOR & GAINES TING STRUCTUR AL ENGINEIERS A TMAO COMPANY PASADENA • SAN DIEGO • ENCINO 1/DAGt Po/Zj-/,v4 S?nacrUcr sheet Sr7 of by SP job no /395— date Y�/1/3'U (Sc2c-t /630,1/) h LA, "'Pi`Fre- = 0>7 114//0 /.l2/,2o 4)..1)E r {L] VLd _ /./Eo 4 /o(.rr).s3v-at t o] _ //j3u7 = a33�r�. Aido + 1 (.S3 /,';7 7- 0] z /, I2-. S/] // //K = SI / ' .33 l7, 11 //k d = 3,7 ,d s = o. aG /h,17;4- *S `lel Z = . zv / s± TAG TAYLORA& RUCTURL GAINES NZERS A TMAO COMPANY PASADENA • SAN DIEGO • ENCINO sheet/of_ by job no /3 `/S date 6 — S'ov -- 67.7 PTsl S.o.G. 14 I rape3sidnk U- :.5(5'o psG), -2,,cp =.Rr(t-Li) 7.3 N = 23 (//• 3) % 20pff• V )-60(11.3> zr0 1,3)/v = 1465 IL/ 1 = 16 10 ``/14. V_ 00. I = z, 7 k%k•• c(-1, r k-s �. W,gs-(z)lyfou- -2,-) • _ . INfrs (it) 5i.6 : 13.1 > 2-7 0.�. wv 17 5 ,26 6 I';)-- • 01/r 11)37% = FYI A- OI _ 9,-cIk d L V 1.-7 ( 1 , ) / c O, 1S Ihy/ )._ vc-Y`l . O. F• ly,ti. As , : 700 (1-z) 9.6 = .39' 0F. 6UDC'V 02 . 18 (L ) 7- O , Z4-1 0, F . 4)01E4Iti1I1- = Q>Z +bawl. - se"Fc_/L o 3 / Ere/0 jC w45,-( ,iz /-; 54 U, 4 ti..1 S lf(y $ Lu = 2.7 kkr%. . �A-[/ �.i rtiG-}•°c-/ �w �'IY Gi// /GNI� f _cy'?'4S / Av f = Vl„ 2. 7 k) - = et b4.174 < #t � e / Z Lo o l k. CITY OF NEWPORT BEACH BUILDING DEPARTMENT BURPING DEPARTMENT 3300 Newport Boulevard, P.O. Box 1768, Newport Beach, CA 92658-8915 SL7P 2 1 2001 CASE NO. zoo ��yy''�� �. (�' ! (Receipt No.) CITY Ur ivc:+i4i'.::;i oi_nC;tt CALIFORNIA U REQUEST FOR MODIFICA'I'ION TO PROVISIONS OF TITLE 15 OF THE NEWPORT BEACII MUNICIPAL CODE See Reverse for Basis for Approval) (Fee $155) lin REQUEST FOR ALTERNATE MATERIAL OR METIIOD OF CONSTRUCTION (See Reverse for Basis for Approval) (Fee $155) • REQUEST FOR EXEMPTION FROM DISABLED ACCESS DUE TO PHYSICAL OR LEGAL CONSTRAINT (Fee $689) (Ratification by the Board of Appeals will be required.) For above requests, complete Sections 1, 2 & 3 by printing in ink or .in•. FOR STAFF USE ONLY Plan Occupancy Use Project Construction Verified No. Fee Check #692j'' i� # of Stories Classification 5 % / S4 of Building riltrat36$ #,of Units Status !iota, � ' Type srr__ . by ,&—t 1 r of Items 7a(:- due I C3 DISTRIBUTION: ❑ Owner ® Plan Check tJ14ds�, ® Petitioner j�1�` Inspector RaTJ,Tr U • Fire Other 1 JOB ADDRESS Site Address: Ckfle, Q3 PMe, S'U4cV -kti Petitioner \C cAMI --takiIiMehl' Owner a( Address 2-%270 »YI"141 Uyaet1e .19UQ O vL•1 Zip�� \Address )e.). 1 t L� Zip GI'LfO�J�I Daytime Phone ' •� " . �-. t3 di`= `c- 1 t _ (\._ Daytime Phone ("�`�0‘ �'I 4�-, L`. Yb/\ REQUEST: Su.mit .la s if necessar t.illustrate re.uest. Addition eels or data m be attached. ,�`��: o �R1 e � !" WA a n...' -67 V30. e1 IWS.Winaect05, , 3 J//USST��IFICATION/FINDINGS OF EQUIVALENCY:LENC CODE SECTIONS: 1 ■ 1'2 rncr -TIROSndisnsio •=�t..t..�e••�._terr Cre WA.i ") LIaPetitionee� �rDC1'rcci� Z� Signature ` „`, :' ^-�'-/ Position C�1 Date \c \ JEI'AR1'MENT ACTION: In accordance with: ❑ 105 UAC (Alternate materials R] 106 UAC (UBC Modification) from the Fire Marshal (DOES NOT) (DOES NOT) ❑ Disapproved ❑ Written Comments Attached Date • Concurrence is required. • Approved • Request (DOES) By: lessen any fire protection requirements. lessen the structural integrity • Request (DOES) The Request is �l Granted ❑ Granted (Ratification required) ■Denied (See reverse for appeal infortnation) Conditions of Approval: Signature Position b- Date -- Print Name f.:Ais alab l APPEAL OF DEPARTMENT ACTION TO THE BUILDING BOARD OF APPEALS (Sec Reverse) • (Signature, statement of owner or applicant, statement of reasons for appeal and fling fees are required.) CASHIER VALIDATION' d `--Jr l 1 SEP 21 2001 FormsVegmodif 7/2000.doc k. CITY OF NEWPOHI BEACII r TaG TAYLOR & GAINES STRUCTURAL. ENGINEERS A THAD COMPANY ADDITIONAL CALCULATIONS OF CANOPY AT THE THIRD LEVEL FOR PARKING STRUCTURE HOAG MEMORIAL HOSPITAL PRESBYTERIAN CEPAH f CITY OF: NEv•rporir cA NEWPORT BEACH, CALIFORNIA APPROVAL rr FNHF No, (7:-I,M iThlIFFFSS OR INPI AUTHOFFI7Av '3 15P..TqL!i:7 g!.L,1:kr. JAI %Harm?, r; or,;.centos TERI I:0[i,, FS' () no, F•F: PEACII1 i3OESL t.15 t PurIS FCL:C.r ; .Itt:F7Ncr FPI: R.I;00iRF FC F.F.I;nt FIF II?: WPC V, I,O;;"EI; rok., 7( '1;111.1.1.-11E & Associates Architects OF TNF CITY tPirtICANT'S ACKNOWFLOGEMEN L,..:PARTCO TRAFT:Z FIRE GRADING PLANNING AY DATE. _ DATE APPROVAL TO ISSUE REvic> ton.) '1// /9NL ichte—G Alett Hodge C. Gaines Structural Engineer S1034 Taylor & Gaines 1395.3 320 N. Halstead Street, Suite 200, Pasadena, CA 91107 • (626) 351-8881 • Fax (626) 351-5319 • www.taylorgaines.com PASADENA • SAN DIEGO • ENCINO • ANAHEIM �+ TAYLORA& RUCTURL GAINES A TMAD COMPANY PASAO[NA • SAN DIE00 • ENCINO • ANAHEIM sheet/of by YL job no /41979 date //4/ 5'lspy Cow /Jefy , II 7 sr -_liilllllly u CORNS Load t dict cr.leis s flth* 4ote. Myit-of S°BERG �o �SXo./sx(1./>X 2rf2/7rf.5) Pretasi'P.xuL =iha,' £ 4.0 /411Pdt 8"SZA-I lye= 2XD./s72S,((/28'0 2.7 = /936/r "'fitOie PA,t 14- 7 Xs o/S/ . /77(// ,'2. / 67f'5) /—3.3¢9.0 *Aid ,r&7RSv'/ BL 4= g./5X3.92X(/283f2/7/.2.5) /283742/7tt5) 3.223 ,< N I e Tot4G dads /dadG W—/45 /954 t3.9¢9 f3.223 — /a./12,C ToutAire /yt‘j =a,/Y 283X(/•67t15)=5/674" TaG TAYLORA& RUCTURL GAINES A TMAO COMPANY PASADENA • SAN DItoo • ENCINO • ANAHEIM sheet 2 of by xL job no /39.�5 date Ste sate _frrG6 6fe /997/GBG , mRPazy 0 # 3kr) i (o by Soil ntie 31, A=444,c, /Y,.-/.3 G2-D¢Y/3—D.r2 I —/s '12K-3, 4,t—//4', %/--4 s' fP— 2,5X35QX/5(/t 9153 JW—//¢�/P 4Ls�Z/lyP-4X4,52Y/•5�—3/rfro 2 6..744;ri, = 6 7X0..52//56!/e = D, 55fr W = 2XD,/5X3./7/ Xo/5X(392n5)-0,459f� E _ /AtXo,459X /283 =.s/a/ Tki A%htl Forts to akoC P - .944 9x5/882 3, 5 22 2X..fl2 For PZ 7L22. P, = /D, /92 i' 5/67 —/5. 359 X 2 = /25' F — 4fla for 7-5-6,1'64' j r= 2, a6 ' KL /X/2Y/2. 5 45 56 < C� _ /f 2X29ooa ///, 56 2 96 N 44 XL Y 43..56 —657 et ///, 56 fa- *4'4572)X46 3 f' 8 XD.57 i X0, 578 A,A —24 74X9'27 N= 88. 56 ,(' > ,q = /5 359 ,(' D{ for P2 t2L tE 447m40./92t-4:/6771" 2'7-/73O541</934, //7.78 = 2D.74Ksti 2.72¢X D4 7) Tea, TAYLORA& RUCTURL GAINES A TMAD COMPANY PASADENA • SAN 0IE40 • ENCINO • ANAHEIM sheet by YL job no /.9•67 3 date ///o/ 2 L4cn4Jy 124,1 Flexur-G st-a d (E//s2.7) slide die edye of «ty * ge n lra r the same data', c%id ogre %rritcols'o& a-2.5' T/ieoh a ?r`trroic ales ze see `eds,r TS6 r6 Yid 8 "clad ooioet Goa due tvp,47r-4oet: P= SX0./5213./7=g2324 Pa' £Fad' due tD ffecafitfad 4 =zt,,ra/5X(392t0,5)-A22/r/f / = gigs t4. 22/ = o, 459 Klf s' died 3 = ;Pods-- a, D6254'sf Hiatt atile - /GD a f�e4 /y,=D,959,r2.5t,faad25X2.52-/943Xf1/ft- M a *4'e/pa M-1i-XD,/,{'252=0.3/25tft/ft- Materir use to isirgoi, lad: Aft -//4XOA59X3.5/2-19/6kft ei- %%a=//XC/2X/343 *O.5/3 t0.9/6 I=S..Jfft fl/f- 4=511 I-5-/.0-O6-Ads 6=/2° "Kee: M 7% aD595 - !.w-OD62 dtOIL1Ss pf P'Nttt /S et' !pf'6dT A9,05-4/2X362. Itir %oyes- t4as s' of 4flCd'45X/2X3.6 e n s fy 60 use #4@/2` toe ipt-la N 3 Cf&ppy Adezliissf S.Aw Tray ! '/s27) 4 h1 - 4,y el X 9/. 2X36 - 3D. /44 #411?/2 41 6-°s%116 TAG TAYLORA& GAINES A TMAD COMPANY PASADENA • SAN DIESO • ENCINO • ANAHEIM sheet 1 of by A-2 job no /39S3 date i/er -/ U2=(2tg) dod =6 bmj' >d/ q's - ketieity = 4DX9; l. 6 *2 ))Lt _ 3/• 2 f J" _I-D,85Xop, /'¢=2562(' e-//.rOn/D7927 5/67t17219=22/3 ( (2562," Ok ¢, /Aid FlarumeG artat,Det G Als/S3,/ A/mo t diet oeidigest M/ c 2X22/3X224-5 s /2.903kft kr 71 slad »:;i45ii - ¢X8 - - 2,d7' 741441rers 2 67 = 833 ti%u7 = so/1 114,9/r f ,s1&6 , - X(o,/2x3.5 to./34-) _ / 062C ft/ Live Loa = Mr = //r/o6fl/ 2 t //xo,2vy 7,-- - 935 - 6. 4.59Kf�/ft 4 d,459f/2 0.033 W tons/pf�4%2 0,9X45X/ZY55z As _ /rrf '6n? _ aosex-dsXi2.r55 - o.29a f do use aeazge, 4,-o4.*/iVs a /25144 Ti TAYLORA& RUCTURL GAINES A TMAD COMPANY PASADENA • SAN DIEOO • ENCINO • ANANEIM sheet 5 of by .lL job no /e955 date /�/o/ 5. aed / /a�srq Shear o�Pet 6 M/I/s3/ do 4X(24t✓9)-/D7' d /1; _ ¢ Ira° X/D7X55.— An. 9/( /DOD Or, =o,BSj/579-/34,2K » Pw=21/3,< 6%4, 4 Sort Pressure D,t Peta /1/�3,/ 1)- /7 W,(' (4Dl.�,�riit at ?Ad f/V/e/d ) Re, - / 323X•4/6 ? "4 256.(K,it%et or P=/S35a G= 3.59 0,96 ,y(i </ S,('si 4 44256 et? ` g9Xivtri z 4J _ 41/3"4-rii1 0.4i/4' life 4M-0/e' (4 9//ic 6D 7 Pef/eeta/Lof Gauyy 5,j& onn i`ie asZ coie , f/e %Asia -toss q d/f/ei i for Geuther-/,'r �L = -t sorn - 3' for si..¢6 d4#22esr. ✓�%/6GlL s/ 6 /s u,sed $ L`ied Lay .a �oxressiosa (.Det cc& E//52 7) Toe 40 fir t/rc ya e? 4- 2Ca' 1,u% .4 /slrr— /eralie s" TABLE 19-A-5 TABLE 19-C-1 1997 UNIFORM BUILDING CODE 6 7 -5—MAXIMUM CHLORIDE ION CONTENT FOR CORROSION PROTECTION REINFORCEMENT * TYPE OF MEMBER MAXIMUM WATER•SOLUBLE CHLORIDE ION ICII IN CONCRETE, PERCENTAGE BY WEIGHT OF CEMENTRI U MATERIALS Prestressed concrete 0.06 Reinforced concrete exposed to chloride in service 0.15 Reinforced concrete that will be dry or protected from moisture in service 1.00 Other reinforced concrete construction 0.30 -A-B—MODIFICATION FACTOR FOR STANDARD DEVIATION WHEN LESS THAN 30 TESTS ARE AVAILABLE NUMBER OF TESTS' MODIFICATION FACTOR FOR STANDARD DEVIATION2 Less than 15 15 20 25 30 or more Use Table 19-A-7 1.16 1.08 1.03 1.00 [Interpolate for intermediate numbers of tests. 2Modified standard deviation to be used to determine required average strength f'cr from Section 1905.3.2.1. TABLE 19-A-7—REOUIRED AVERAGE COMPRESSIVE STRENGTH WHEN DATA ARE NOT AVAILABLE TO ESTABLISH A STANDARD DEVIATION SPECIFIED COMPRESSIVE STRENGTH /opal REQUIRED AVERAGE COMPRESSIVE STRENGTH lir psi x 0.00889 tor MPa.. Less than 3,000 psi 3,000 to 5,000 Over 5,000 + 1,000 f c + 1,200 f + 1,400 TABLE 19-B—MINIMUM DIAMETERS OF BEND BAR SIZE MINIMUM DIAMETER Nos. 3 through 8 Nos. 9, 10 and 11 Nos. 14 and 18 6db 8db 10db TABLE 19-C-1—MINIMUM THICKNESS OF NONPRESTRESSED BEAMS OR ONE-WAY SLABS UNLESS DEFLECTIONS ARE COMPUTED1 MEMBER MINIMUM THICKNESS, h Simply Supported One End Continuous Both Ends Continuous Cantilever Members not supporting or attached to partitions or other construction likely to be damaged by large dedsegons Solid one-way slabs 1/20 1/24 1/28 l/10 Beams or ribbed one-way slabs //16 1/18.5 1/21 //8 'Span length l is in inches. Values given shall be used directly for members with normal -weight concrete [wr = 145 pcf (2323 kg/m3)] and Grade 60 reinforcement. For other conditions, the values shall be modified as follows: (a) For structural lightweight concrete having unit weights in the range 90 to 120 pounds per cubic foot (1442 to 1922 kg/m3), the value shall be multiplied by (1.65 — 0.005 we) (For SI: 1.65 — 0.0003 wr) but not less than 1.09, where we is the unit weight in pounds per cubic foot (kg/m3). (b) For h other than 60,000 psi (413.7 MPa), the values shall be multiplied by (0.4 + fy/100,000) (For SI: 0.4 +4/689.5). 2-180 TeaG TAYLORA& GAINES A TMAD COMPANY PASADENA • BAN DIEGO • CNCINO • ANANEIM sheet 7 of by .1'4 job no /39.5 3 date 46/ Aiw = 942X((Pye 5E49 '15.4/r s-"sla6 VA =//.Y8 (f-9'I /5X/2 t4./) - /•/Y(/2X/ 013to.3/3) -2,//7 44in TaG TAYLORA& RUCTURL GAINES 01 A TMAO COMPANY PASADENA • SAN DIEGO • ENCINO HMI PA1z1;-1Na, STtaucnAl2C sheet -Sr / of by 5P lob no Ln r date WAR/ et A+ Svv%l\ .e.eva tty' , L1 - Cr) S-1O DL- s i,L = l oy ITC s 1. 4= I k u c(r too rs4%l,1 = 1742 310ps.0 =w, 4- nu = 3t (tt)% _ `11Slk )0 V� _ •31 (+/) = I•bbt v� = ,;;s(t)pL-ifN (1-7.--)4,-, l uvV ute ezreIvlabi- .3/I - 5€1%i 1lbp 4-1 > z .3 J �•o > I,&b 0,1c. sensw.'C_ TaG TAYLORA& RUCTURL GAINES A TMAO COMPANY PASADENA • SAN DIEeO • ENCINO Nvh 6, p�iz. e.l uc, 5772.✓ cngz( sheet x2 of by 5� job no /.393 date /7/� 3J f ,-e--C4-t ?A/4,4 bL = 4-1(1“))(3.9fi.6� )1. (P1v 3L-i) 4oAO� Li. o(,n-)I,rW� 1,ltiwr C {�v, 31:i) rp = cl.p l_ tp C I4 3 ) Wp Ap �r ar, Z,S ) 3rof kA 11'41 L..- 4l5:31 FFp> 2,s-(,5z)1,r(I+3(n_4 ))We 3• ys,3 (0.6r)(/70 kip = l•ly kip (cvt 31-4 kW 73 o51('3, 7) 5 2)&'E4+. 1/443 -+ 4'6344 �p /. /'- C/41) WI 2 sz,to.- z25'��� witid -iv- / o,n7r G yi NEilc Sc, o to flu yad = 1.3 vKo (I.3) � 0fl- 0.7 C.-Sp tVp , 5— wp �-1 co-SWp = 3, IZ Wp. > ,rr ok < 3.1Z 0*- o // 2-D -9- /, U r 4; L ] A 0 - ya r y.es Vr,A =/,/ z,(o),L I,v(.s2f;) v� .,sue MUA //22(Y43)//22_ + /.0 (3--zs)zo:4) //[3, / //. /) i5:6 ,,,</+ T8G TAYLORA& RUCTURL GAINES HRERS A TMAD COMPANY PASADENA • SAN DIEGO • ENCINO sheet yr3 of by 51) A/0AG lob no /3 gr PA)t,tiv4 57-.R.uc7v)2C date L//A`//17 6: /z') G, C d = 6-/.r / s L,A /I✓=/r »t As= m,h As F12 r ave-w'1 546s . •0eilkod - 0,/3iPD% oP. ,07(4/3) - , 0/ c r� Ye /Z = . 20 > . /3 ak. z )16301'M p b»,k 3) 4t S s (4_ 1JL sloin = IYo( L) I.6-7 = Ioy IID‘‘ = I. 6'` k oubt z7Cps#(3,17+I42) = 1-1991-4 2s.Y = 13 �L .Ior.cE (1.0) = .167 * io• = 2 CreitS144‘ .52YiK '424 1 j NK rlvg = Ill L/,i(,#/3)+ I,n(ll) + I,o(2)J = is, s'+ l .L -I- 2.Z = 33 ��k vvg = LI[I.l(.IoW+,y9y)-F1.o(u)� I•u(,IG�)� - 0,7�+o+ o,l B = o,�17k/�} In:s", d =S-1—yob= 3,6" As 0,15 =1 Z., -L217 r7-0 tbr- �JD�• ita TAYLORA& GRUCTURL AINES NSIERS A TMAD COMPANY PASAOENA • SAN DIEGO • ENCINO sheet 56y of by 5P HPAA job no /3`J51. PAP- J4 51f.uCTvlz e date MAD p b" Dl- P `- 6" Di-- S" 5 (4 Di-- V \ 514 • , 1 O (`-f.41-) LL. _ , Io (1, 67 h 4.91) ,zZl ,26944 . lOki x (Io+S3) • y •oy K ( 5-3/2,) ,6b1 r (20t55)/L L vr� ° (.lD.2(515) Lo(11)+ 1,0(ZL)] = 77+\Z-k- 2-t I,l11,Z(1•o4)I.o(0)-t),v(.6c1)] — 1,`t 0.7 DL As =0, 33,244_. ye_‘ s"S(41, _ .10 its{ 4-44.1 f / 3t 2, _ S"5lao p. c rw„,,,J Lflt f.Ai loz.w _ IISv( 1.33)(23 -,t7) LL •I(4),61+4.92-1-1.33 f1.o) „.r sr = 11.D ±rt4,0(ij)v/b vu LI•v(' 1l/ • L2� 04.t;., Ass ,0033 (I6) 1hS �/ Li� tAT7 T1&- too L 11 / k5 i oh)-2%.s" = Svc i V v = ZZ k LA-G. M, - y e i v 51, ,771 10 A'-11 39. 7 2 513 II 113„K/E , 2.1 a/(4 off. .3‘, 11�v'1 $ (.11. s 7,4 o.1t`f , L-7 y. o {As = 031 v.