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1 LEGOLAND DR; STRUCT; CB972027; Permit (4)
~q7,;xJ<:).._7 l~o~Or seP qia---\ 4 I I -1 ·1 I I I I I I I I I I. Ii I I I I z I- a: <( ~ d z z Z MARTIN & DUNN, INC. ::J Structural & Civil Engineers 0 7801 Mission Center Ct., #'400 San Diego, CA 92108 Phone [619) 497-2118 Fax [619) 497-0429 STRUCTU,RAL CALCULATIONS Legoland Carlsbad (M&D PROJECT NO. 960240.00) Dup.lo VlUage c·tuster {IGM"P #2 Package) Volume 1 · Sections A..-c Architect of Record: Hellmuth Obata & Kassabaum For Building Department Plan Check Submittal ·July 21, 1997 I .I 1· I .··I ,1_ .·1 I ,I ,1 :1. ii :1 . . :1 ·1 ·I :1 :1 -:1 INDEX SUBJECT SECTION GENERAL PARKWIDE STRUCTURES A RETAIL SHOP B PASTA PATCH RESTAURANT C SAFARI RIDE MAINTENANCE BUILDING D FAIRY TALE MAINTENANCE BUILDING E iCE CREAM $TAND F PLAY PAVILiON G PASTA PATCH and TERRACE SHADE STRUCTURE H BIRTHDAY TENT ·I SOUTH ENTRY BRIDGE J DUPLO VILLAGE I I I I I I I I I I I I I I I I I I I SECTION A GENERAL PARKWIDE STUCTURES INDEX SUBJECT STEEL STUD BEARING WALLS: Material Data Typical Exterior Studs Typical Interior Studs Headers at Openings Jambs at Openings Roof Ledgers TYPICAL SHEAR WALL SCHEDULE CMU SCREEN WALL STUD SCREEN WALL CONCRETE RETAINING WALLS FENCE POST FOUNDATIONS STEEL SLEEVE BASE FOR WOOD FLAGPOLES SHEET NO. A1-A9 A10-A13 A14 A15-A16 A17-A18 A19-A21 A22 A23-A25 A26-A28 A29-A42 A43-A44 A45-A46 I I I I I C/1 ::I I .5 ~ a: • • ~jifo I I I I I I ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 . Filing Category: DESIGN-Steel (038} STEEL STUD PARTITION ANO JOIST SYSTEMS ANGELES METAL SYSTEMS 4817 EAST SHEILA STREET LOS ANGEL~S, CALIFORNIA 90040 I. Subject Steel Stud Partition and Joist Systems. II. Description: A. General: The steerstuds and joists are punched and roll formed in various depths, with theJollowing minimum base metal thicknesses used;fn design: ' · Member Type Minimum Design and/or Gage Thickness (inches) (mm) No. 26 0:0172 0.4369 No. 25 0.0188 0.4775 No. 24 0.0219 6.5563 · · No. 22 0.0283 0.7188 No. 20 0.0346 0.8788 No. 18 0.0451 1.1455 No. 16 0.0566 1.4376 No. 1'4 0.0713 1.8110 No. 12 0.1017 2.5832 No. 10 0.1285 3.2639 Steel sections are formed from steel having a niinim1,1m 33,000 psi (228 MPa) yield point (ASTM A 653 Grade 33 or ASTM A 570-79 Grade ~3) for thicknesses of 0.0172 inch (0.4369 min) thro1,1gh 0.0451 inch (.1.1455 mm) (No.18 gage)·and minimum 5P,OOO psi (345 MPa) yield point (ASTM A 653 Grade 50 or ASTM A 570· 79 Grape 50) .tor thicknesses of 0,0566 inch (1.4376 mm) (No. 16 gage) t!Jrough0.1285 inch (3:2639 mm) (No. 1 O gage). Gal\Canized coating complies with ASTM A 525~ 79. Section des- ignations, properties and dimensions, ini:luding web punchQut dimen~ sions and spacing are set 'fcirth in Figure 2, page 2· and Table 1, pages 3 through 11 of the accompanying booklet, dated April, 1995. Member des- ignation includes gage number, member type and web·depth, as noted in Figure 1 of this report. Maximum web crippling and concentrated loads are noted in Table 9. B. Nonbearing Partition Heights EC, SS, HOS, XHD, XXHO and S Series: Allowable nonbearing partition.heights using EC, SS, HDS, XHD, XXHD and S steel stud section properties only, are noted in Table 2 for flex- ible finish and Tables 3 and 4 for brmle finishes. Continuous lateral sup- port must be-provided for both stud flanges with wall covering·or bracing complying with Chapter 22, Division V, and minimum attachments in accordance with the code. See Detail Sheet 2. C. Axial Load-bearingWall Studs HDS,XHDand XXHD Series: Allow- able ~al loads and allowable combined axial and wind loads for various heights and spacings based-on mechanical bracing at various spacings on center and sheathing on both sides for lateral stability in accordance with Chapter 22, Division V, (CS) of the code are noted in Table 5. Allowable axial loads and allowable combined axial and wind loads based on minimum 3/s·inch (9.5 mm) gypsum bo11rd attached io poth sides in accordance with Chapter 12, ,Division V, (04.3) are note(! in Table 6. I \ '· . Report No. 171 SP Reissued May 1, 1996 D. Joists XHD, HDJ, FJ and XFJ Series: Allowable span lengths for simple-span ,joists having w.rious spacings, dead and live loading condi- tions are set forth In Tables 7 and 8. Span lengths are based on flexure or deflection criteria. Continuous lateral support must be provided for the compression joist flange with sheathing or bracing complying with U.B.C. Chapter 22, Division V, and minimum attachment in-accordance with the code. · E. Fl~·reslsllve Construction: Studs, track and joist sections may be used iii fi~resistive construction where generically indicated in Table 7-B of the UnifQrm Building Code or in generic assemblies in the Fire Resis- tance Oesign,Manual, 13th edition, as published by the·Gypsom Associa- tion. Stud types, minimum depth and steel thickness shall ·be consistent with those descriped therein. F. Tables and Details: The booklet entitled "Angeles Metal Systems," dated April, 1995, is·distributed with this report. The following tables and detail shee~ are part of this report: Table Items 1 Structural Properties of Studs, Joists 2 3 4 5 6 1 8- 9 Detail Sheet 1 . 2 and Track. Allowable Nonbearing Partition Heights, In Feet, with Flexible Finish (U120). Allowable Nonbearing Partition Heights, .in Feet, with Brittle Finish {U240) • Allowable Nonbe11ring Partition Heights, In Feet, with Brittle Finish (IJ360). Allowable Axial Load Bearing Studs Allowable Axial Load Bearing Studs with Minimum 3/s~inch (9.5 mm) Gypsum Board Allowable Span.Lengths (Feet) for Pur- lins and Joists, Simple Span, (for Total Load) Based on Flexure. Allowable Spans (Feet) for Purlins and Joists, Simple Span, (for live Load) Based on Deflection Allowable Cpncentrated Loads (Single Member) Items Covered Web Stiffeners for Studs and Joists Lateral Bracing Details Page No. 3 12 16 20 24 42 44 46 49 Page No, 52 52 G. Identification: Each stud, joist and track is identified with the manufacturer's name (AMS), ICBO ES Report No. 1715, minimum base metal.thickness and 50 ksl (345 MPa) yield strength, if greater than 33 ksi· {228 MPa), stamped onto the web section at 24 inches (610 mm) on center. Ill. Evidence Submitted: Descriptive details, allowable spans and,cal-, culati.ons in accordance with Acceptance Criteria for Steel Studs, Joists and·Tra~ dated Janual}' 1994. · E,aluolion reports of ICBO Evaluatio.n Service, Inc., an issued solely to.prol'ide inf ormtition to Clas A mtmben ojJCBO, utilizing the code upon wliic/1 tht reporl is based. E1>11luation reports are not to be construed as representing aesthetics or any otherattri/,illn not specifically addressed nor as an endor.rtmtnl or recommen- dation/or us, of the subject report. This report is l,a:red upo1' independent Int; or other technicol tUJto :rub"lhted bi the applkant. 77,e ICBO Evaluation Service, Inc., tech11ical staff has rel'iewed the test mulls and/or other data, but does !IOI possm ttstfai-ilitie:r lo make an independent urijiclllion. T/len is no wa"anr, bj'/CBO Evaluation Sen•ice, Inc., upnn or implied, 111 to any "Findi11g" or other man er in tht report oras to any product ""tiered bJ the report. This disclaimer inrludes, but is not limited to, merchantabilil]. Pa;, 1 of2 .-:· I I I I I I I I I Steel Gouge Thickness I Kin [dft Dis~ 25 I 22 ,:: ., ~ 20 ' "' ;:: 18 I 1' .,, 1 14 .. ' 12 ... Kin. Sp1cfng \ \ 'I \\ ,A'2..·· WAFER HEAD . i 1 For metal to metal framing connections:whe.n drywall, plywood and other si~ilar wall materials are used on metal studs and joists. Metal thickness -25, 22 and 20~auge. \ \ . ' BUGLE HEAD For drywall attachment to metal studs and joist. Also used for attaching cabinets through-gypsum board and insulation board.-Metal thickness -25,22 and 20 gauge. H~X HEAD-SELF DRILLING WITH NEOPRENE WASHER For fastening sheet metal to metal studs, joists and purlins where water tight seal is necessary. Metal thickness -20, 1.8, 16 and 14 gauge. BUGLE HEAO-SELF DRILLING For d~all at~chment to metal studs and joists. Also used for attaching cabinets·through gypsum board and insulation board. Metal thickness -20, 1 8, 16 and 14 gauge. · · WAFER HEAD-SELF DRILLING For metal to metal f_raming connections wh.en drywall, plywood and other similar wan·materials are used on metal studs c!nd joists. Metal thickness -20, 18, 16 ahd 14 gaµge. HEX HEAD-SELF-DRILLJNG For attaching steel deck. backup plates, door.frames, lathers channel to metal framing and structural connections. Metal thickness" 20, 1 8, 16 and 14 gauge. SUGGESTED DESIGN LOADS FOR SCREW CONNECTIONS (pounds) SCRl:11 SIZE ,. -No. 12-14 No. 10-1, No. e-la Ho. ,.s12 (T•.153°) (T•.125') (T•.125") IT•.1?6") TYPE ,rj LOADING .. Shelr Pullout Kin Shur Pullout · Kin Shear · Pullout Kin ' Shtar Pu11out or Cdge or Edge oi' [d,. or lurin9 Dist 8url111 _ --· Dist ltar!ng Dist Burlng -" -.. -33 137 37 ,:: ,:: ,:: zoz e, u 1'4 73 i' 18' 5Z --., ~ .: : .... ... .zs, 114 ,s 257 ·114 ;:: 260 95 ' 23D 85 .. 453' 184 415· 175 342 153 2'2 136 540 252 ... SOI 238 --" 3'2 203' .,, 320 113 ., u .L '57 354 ::. .! 517 335 .. 405 -30& .. -2'2 ~ ;:: ;:: 6'2 544 .. 447 383 350 ~ --. . . 9/1, Inc-of Screws ltz l11c:l1 3/1· lncll · 5/lf Inell c. lo c. I:.··.·.-. . . . . .-·.-.·,:--· ·~~;;~:ar and ,pullout allowables based on avera~ test result!! with a.safety factor of 3:0. Tes~ da~ avanable from sqre~ manufacturers !i.e. Grabber, Buildex). · 2. When connecting materials of diff11.:ent gauge. use ioads shown for the lighter gauge. 3. Steel gauge thickn~ses 25, 22. 20 and 18 ~ Fy "'33ksi · ,~. 14, & 12-Fy., 50ksi .... 29. A',. I TABLE I: STRUCTURAL PROPERTIES OF STUDS, JOISTS, AND·TRACK (CONTINUED) 10:): .. . . : . -~ .. · ... : ·' ·.: ·. -·:-·:·-- 1 I I I MEMBER MJNJMlJM WEIGHT 20, 18, 16, aud 1.4 "I-IDS" Punched C-Stud -I 1.2so·· .093• inside radius , .·-lfeb ~epth O.D.- EFFECl'JVE SEC'IlON .325• tor 20 GAUGE .433" ror 16 & 16 GAUGE .461. ror 14 GAUGE Punche_d hole: 3/~" tor 1.:~;/S: and 2-1/z'-web depth and 1-1/Z' !or _3-1/Z' and larcer '!eb depth. TORSIONAL SECTION - I oiloNAnoN DllSIGN (lb&/!1) GROSSSEC'IlONPROPEJlllES PROPERTIES MOMmi:° PROPERTIES \ TIJICXNESS CAPACITY I ' I rtn1:4\ (indiea) Area Rx Jyy Ry m Sx Area Ma Xo J Cw Ro 8 (IDA2\ rinA3) (IDA4\ (IAA3\ (lnA4\ flnA3) (lnA2\ fin-lbs\ tin\ finA4\ /lnA6\ /In\ 20HDSJn 0.0346 0.529 0.156 : 0.071 0.674 0.034 0.467 0.071 0,0&7 0.156 1671 -1.154 6.214E-0S 0.023 1.415 0.3)6 20HDS2.SO 0.0346 0.632 0.1&6 . 0.119 1.007 0.(MO. 0;462 0.119 '0,151 0,186 2193 -1.014 7,422E--05 0.054 1.502 0.544 I 20HDS350 0.0346 0,7-49 0.221 0.411 1.366 0.044 0A-49 0,411 0.235 0.221 4507 -0.a96 8.103E-05 0.110 1.694 0.720 20HDS3n 0.0346 -0.76-4 0.225 0.447 J.<109 0.045 0.447 0.447 0.246 0.225 -4725 -o.aa, ll.91SE-0S 0.119 1.722 0,737 I ... . ;: ·--~JJ::: 0.0346, o.aoa 0.231 0.563 1.531 0-046 0.441 0.563 0.212 0.231 5401 -o.a.c5 9.493E-05 0;148 Ull 0.711 0.0346 0.954 0.290 1_.205 2.039 o.oso· 0.417 J.21)5 0.43&· 0.290 '1-42~ -0.732 1.1S6E..:04 o.m 2.206 0.890 20HDS600 0.0346' 1,043 0.307 Ul9 2.202 0.OSI 0.409 1,4~9 0.496 0.307 9551 --0.101· -l.22SE-:-04 0.365, 2.347 0.911 I l&HDS2.SO 0.0451 0.a-40 0.2-47 · 0.245 0.994 0.055 0.473 0.245: 0.196 0.247· 3161 -1.091 l.678E-0:4 o.oa5 1.550 0.505 IIHDS350 0.0451 o.m· 0.293 0.5:)1 , 1.357 0.062 0;461 0.53& 0.30&' 0.293 6079 -0.963 I,984E-04 0,167 1,726 0.619 I&HDS35S 0.0451 1.013 om .o.sas 1.401 o.063· 0.459 0.585 0.323 0.29& 6377 ..:0,950 2.022E-04 0.1&0· 1,153 0.707 I -4 11HDS400 0.0451 1.070 0.315 0.739 1.531 0.065 0.45<1 0.739 0.369 0.315 7295· -0.912 2,!3'71?-04 0.221 U39 0,154 l!HDSSSO 0.0451 1.300 0.313 l.5i7 2.036 0.071 0.431 1.517 0.577 0.353 JI.COS -0.7U 2.S9SE-04 0.444 2.226 0.115 l!llDS600 O.o.t51 1.376 0.«15 1,962 2.200 0.073 0.4;!3 1·.962 0.654 0,405 12923 -0.154 2.7411c-04 0.539 2.364 o.a9a I l511DSBOO 0,0451 1.6113 0.496 ):996. 2.&4~ 0.0711 0.396 3.996 --0,999· 0.496 197-10 -0.646 3.3600-04 1.030 2,939 0,952 16HDS2.SO 0.0566 1.044 0.307 0.301' 0.919 0.061 0.461 0.301 0.240 0.307 7200 -1.079· 3.2!3E-04 0.102 1.536 0.507 16HDS3SO 0.0566 1.236. 0.364 0.66-1 J.350 0.076 0.456 0.664 0.379 0.364 ll3S7 -0.952 3.11117E-04 0.201 1.714 0.691 I 16HDS3.5& 0.0566 1.260 0.371 -0.721 1.394" 0.076 (l.454 0.721 0.39& 0.371 11917 -0.935 3.963E-04 0.217 1,741 0.709 J6HDS400 0.0566 1.332 0.392 0.912 1.525 0.079 0.44& 0.912 0;4~ · 0.392 13651 -0.900 4,1891?-04 0.267 1.126 0.151 16HDSS.50 0.0566 J".621 0.477 1.96.5 2.029' 0.056 0.425 1,965-0.714 0.477 . 21389· -0.777 5.096E-Q.I 0.53& 2.214 o.an 16HDS600 0.0S6Cr ---1.717 0.506· .. 2.430 2.192 o_.oea ; 0.411· 2.430" . o.a10 0.506 24252· -,0,744 5.398E-Q.I. 0.653 2.353 0,900 I6HDS&OO 0.0566 .2.101 0.619 4.959· 2.131 0.09,1 0.390 4,959 i.240 0.619 371:10 -0.637 6.607E.;.04 1.251 2925 0.953 16HDSIOOO 0.05615 2.486 0.732 L726 3.453 0.09S 0.366 a.726 '1,745: 0.7~2 41930 -0.55& 7.alCiE-04, 2.076 3.517 0.975 . I , . --.:~0.316 14HDS250 0.0713 1.311 .. 0.371 0.980 0.083 0.465 0.371 0.297 0.386 a&a4 -1.034 6.S44E-04 0.130 1-'34 o.soo 14HDS3.50 0.0713 1..!554 0.4S7 0.124 1.3-42 0.094 0.453 0.124, 0.471 0_457· 14099 -0.956 7,7S2E-04 0.253 1.109 0.617 l4HDS3,a 0.0713 . ~ ~-1.514 _0,466 · • 0.896 1.386 0.095 0.451 0.896 0.494 0.466-14&02 -0.942 7,903E-04 0.272 1,736 0.705 .. 14HDS400 0.0713 1.675 O.ffl l.134 J.$17 0.091 0.446 1,134 0.567 0.493: 169'19 -0,903 1.3561:-04 0.336 J.a2I 0,754 ..•• _l~HDSSSO 0.0713 2.031-0.600 . "2JU2 2.022 O.Jot 0.423 2,452 0.192· 0.600 266SIII ~0.119 J.01'11:-03 0.673 2.20& 0.175 :,-;·\Jm,s600 0.0713 2.1.59 , ~-·3.D36 2.18' OJi0-0.-416 3.036: 1.012 0~ )029iS -0.746 I.077E-03 o.a1a 2.346 0.399 --l4HDS800 0.0713 2.643 '• o."' 1:SS2 6.20a, 2.124 0.117 0.311' 6.208 0,771 -46-471 -0.635 l.319E-03 1.565 2:921 0.952 ·, . , 14HDSIOOO 0.0713 3.127 0.921 10.931 3,446 0.123 0.365 10,931 2.111 .0.921 65497 ·-0.559 1.561E-o3 2.596 3.510 --0.915 I ... l t-:: ~-r ~ ---~- L .. - 0 t,.,,Kf..,:S,,.:,.>:,.,.;:,,,.:~~~~""'~'';,,,,,.~,, ... ~,~-"';'°, '· .,.,~, .. ...;:. . ~:\. ; _;_,,,~,.. --~,--: .. • ~ •.- . :11 ;,, ...... ,............,=----,-~--.,..~-~ I T~BLE I: STRUCTURAL PROPERTIES OF 5TI!D~, JOISTS, AND TRACK (CONTINUED) I.~:;/-_::. , .. ··~·· . • ~ I Ct =.::· .... ,.,';:_., '"·-~· --4,. -I .:::-:·, {{)j "-:-1/ MEMBEJl DESIGNATION 20XHD3SO 20XHD3SS 20XHD«>O 20XHD.550 20XHJX,OO ISXHD350 18XHD3SS ISXHD«>O laxHD.550 lSXHDCIJO ISXHDIIJO 16XHD350 16XHD351 l6XH0400 16XHD.550 l6XHIXDO 16XHDSXI 16,0IDIOOO JOOIO.,,,O IOOII>l.51 14XHDCIO 14XHD.550 14XHDCIJO lOOIDSIO l4XHDIOOO MINIMUM WEIGHT DESIGN (lbs/ft) nuaa,mss (Inches) 0.03'46 o,gg7, 0.03'46 0.902 0.03'46 0.946 0.03'46 1.122. 0.0346 l.lM 0.0451 1~41 . 0.0451 1.167 0.0451 1.225· 0.IM51 U55 0.0451 1.531 0.0451 1.837 O.o566 J.430 0.0S<,6 1,454 O.o566 J.526 ' O.OS<,6 1.115 . -,,.,4 .... ::~1.911'-: • 0.05(6 0.o566 2.29.S 0.05(6 2.680 0.0713 1,71.5 0-0713 1.81.5 0.0713 1.906 0.0713 2.269 0.071S 2.390 0.0713 2.114 omµ 3.3.s& ' \ \ \ \ 20, 18, 16, & 14 "XI-iD" Punched C-Stud -I .563• Typical ; ) ! _; \ . ~.625· Punched hole: 1-l/t' lor 3-1/t' and lar1er web depth, ll'eb Deplb O.D. EFFECTIVESECnON TORSIONAL SECTION -GROSS SECTJON PROPERTIES PROPERTIES MOMENT PROPERTIES CA.PACITY ,.,.,. llcl Rs l)T R)' bx SJ: ·Area Ma Xo J cw Ro tin'"'2\. (la '"'4\ (ln'"'3\ (la'"'4\ (la'"'3) (m'"'4) (in'"'3) (la"2) (in-Ibo) (in\ (in '"'4\ (in "6\ rift\ 0.261 0.Sl2 uoo' 0.101 0.626 0.512. 0~2 0.261 .5569 -1.399 l.lM:ZE-04 0.301 2.076 a.us· 0.55.S l."6 0.103 0.624 0.555 0.306 0.265 .5334. -1.3&2 l.O.S!IE-04 0.322 2.096 0.27& 0.696 I.SU 0J07 0.620 0.69& 0.349 0.27& 6654 -1.334 1.lllE-04 0.391 2.161 0.330 U1t 2.111 · OJII 0.599 U72· 0.535 0.330, ·102.7} -1.11.s. 1.31111!'-04 0.7.sa 2.419 0.34& 1.110 2.2&2 0.122 0.591 1.110· 0.603 0.341 U.576 -1.m l.3~7E-04 0:914 2.615 0.331 0.651 1.3!>5 0.130 0.621 0.65& 0.376 0.331 7427 -1.3&9 2.29:ZE-04 0.311 2.064 0.3«· 0.714 U4l 0J32 0.619 -0.714'. · 0.394 0.3« 7780 -1:.372 2.331E-04 0.40S 2.0&4 0.361 0.897 1.sn 0.136 0.61.5 0.891 0,449 0.361 1861 -1.324 2.445£-04 0.496 2.149 0.4:za 1,89& 2.105 0.151 0.594 Ull& 0.690 0.42,S· 13641 -1.16.5 2.90E-04 0.962 2.47& 0.451 2.33S 2.276 O.U5 0.5&6 2.335· 0,771 0.451 153112 -1.121 3.057E-04 1,161 2.604 0.541 4.675 2.939 0.1~7 0.556 4.67.5 1,169 0.541 23094 -0,911 3.669E-04 2.190 3,147 0.42i 0.113 1.319 0,leD 0.615 O.IU 0.464' 0.421 139(15 -1'.3n 4.49£-04 0.463 2.050 0.42' • 0.8&2 1.435 0.162 0.614 0.8&2 ·0,417 0.4:za 145'10 -1.360 4.573£-04 0.49.5 2.G70 0.449 1~110 1.572 0,167 0.610 1.110 0..5,5,5, 0.44!> 16619 -1.312 4.BOCE-04 0.603 2.136 0..534 2.354 2.1199 OJl.5 o.saa -2.354· (l.856, 0.53~-25625 -1.154 S.70CiE-04 ~.174 2.466 0;,581 .. 0.ffl· 2.197 2'269 OJ!IO 2.11>7 0.966 0.ffl 2&913 -'-1,110 6.001lE-04 1.417 2.592 .. 0.676 .S.809 2.932 0.205 0.550 .S.809 1.452 0.676 43411) -0.967 7.2l'lE-04 2.678 3,136 0.789 10.073 3.573 . 0.216 0.523 10.073 u,15 . 0.7&9, $0266 -i>.a59 8.42156-04 4,423 3,712 .. ,"'· . 0.525 . 1.004 1.382 0.19.S 0.60!> 1.004 0,573 0.525 111ep -1.362 UOSE-04 ·0.5.59 2.034 0.534 1.090 .u2a 0.197 0.607 1.090 0.601 0.534 11997 -1.34.S 9.oslSE-04 0.591 2.054 O.s61. 1.373 1.564 . 0.204 0.603 1.373 0.6116 0.561' ~ -i.297 9.501£-04 · 0.729 2.120 0.661 :Z.919 UIIIO 0.226 0.581 2.919 . 1.061 0.661 31711 -1,140 1.132:E-03 1.425 2.451 0.704 3.59'6 2.260 0.232 o.s,c: 3.5116 1,199 0.704 3.5114 -um 1,1932-03 1,722 2.577 0.146 7.,226 :Z.922. 0.250 0.543 7.226 1.806 0.146 .540116 -0.9.54 1.4346-03 3.262 3.121 0.919· 12.5* 3 . .562 0.263 0.516 12.54P .2.510 0.989 ~5142 -o.&46 l.67156-0.\ .S.395 3.691 8 O.S'6 0.56.5 0.619 o.m 0.813 0.547 'f).567 ~21 0.119 0.815 0.904 0.549 0.561 0.623 0.781' 0.816 0.905 0.946 0.5.Sl 0.571 0.625 0,7&4 0.&t!> 0.907 0.941 ~!t'·'---· ----- -:.1: ~ it• :t . ,r (. .. ·. · .. AU.d_:.:·:.·:· :~ :ji ,..;·.1 ~': .. ·;:~ I~·· ·ti .;• ~ ;.J . :: i -; ~ •'1 :1 ,'{! J .. .. , ~i •'•! ''.i ., :i /.i :•1 .,. ~-~ 't~, .. ·11 .·l {: ':! ··, ~~· :;, ~ • ..• . ! ,; ,:•,, -· :. ,; J ;: ( • ' 1 ,, .! ., :~ -, I. 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(:{) 2) t _:, I ·-______ -·----~ ..... ..,.. ____ .., ••••u••v .. ..,. ......... ,..,~~n• SPACING Al.LOW WJNDINtml\ SnJDNAMB (in.\ AXIAi.LOAD s 10 1' 20 25 30 12 1,709 1.709 1.3,a 1.0,7 0.791 0.567 0.3'7 16HDS3,0 16 1.709 1.594 I.IS2 0.791 0.49' 0.22' 0.000, 24 1.709 1.358 0.798 0.3$7. 0.000 0.000 0.000 12 1.862 1.862 J.512 1.194 0.919 0.674 0.4'1 16HDS3'8 16 1.862 1.762 i.294 0.919 0.598 0.312 o.m1 24 1.862 IJl1 0.919 0;451 0.051 0.000 0.000 12 2.344 2.344 2.020 1.6,0, 1.329 1.043 0.781. 16HDS400 16 2.344 2.309 1.766 1.329 0.953 G.618 . 0.312 ,24 2.3« 2.020 1.329 0.781 0.312 0.000 0.000 12 3.625 3.62' 3.625 3.406 .. 3.024 2.67!> 2.340 16HDS550 16 3.625 3.625, 3.541 3.024 2.5,a. 2.130 1,732 24 3.625 3.62.,· _.3.024, 2.340 1,732 1.179 0.670' 12 3-,,0 3J,O "3.5,0 3.5,0 3.247 2.932 ' 2.632 161105600 16 3.5,0 3.5,0 3.5,0 3.247 2.830 2.440 2.071 24· 3.550 3.5l0 3.247 2.632 ·2.011 l.ll2 1,067' 12 3.244 3.244 3.244 3.244 3.244 3.244 3.18' l6HDS800 16 3.244, 3.244 3.244 3.244 3.244 3.06~ 2.827 24 '3.244 3.244 3.244 3.185 2.827 2.479 2.140 12 2.971 2.971 2.971 2.971 2.971 · 2.971 2,971, 16IIDS1000 16 2.971 2.971 2.971' . 2.971 2.971 , 2.971 2.813 24 2,971 · 2.971 2.971 2.971 2.813 2J3-' 2.260 12 1.121. l.017 0,739 0.521 0.336 0.172 0.024 14110S2.'IO 16 1.128 0.914. o,n9 0.336 O.Jll 0.000 0.000 24. 1.128 0.739 0.336. 0.024 .0.000 0.000 ,0.000 12 2.166 2.166 1.879 ·uw 1.235 0.996 0.71SO 14HDS350 16 2.166 2.141 J.650 1.23, ,0.91S · 0.613 G.338 24 2.166 l.1179 ,l.2JS 0:71SO 0.338 0.000 0.000 ,.. 12 2.360 2.360. 2.084 1.730 l.423 1;14, 0.8119 l4HDS358 16 2.360 2.360 l.84~ 1.423 ~-~ . 0.743 0.4lJ 24 2.360 2.084 S..23 0.11119 0.4ll 0.0,2 ,0.000 12 2.9119 2.9119 . 2.774 2339 1.9119 l.677, i.382 14HDS400 16 2.9119 2.9119 2.490 1.1199 i.S76 1.198 · 0.8l4 24 2.999 2.774 1.999 1.382 0.8.14 0.384 0.000 12 4.906 4.9!)6 '4.906 4.880 4.436 4.024 3.639 14HDS550 16 4.906 4.906 . 4.906 4.436 3.893 3.39' 2.932 24 4.906 ' 4.906 4.436 3.639 2:932 2.219' 1.696 .. 12 : 4.826 4.826 , 4~26 4.8~ 4.727 4.363 4.016 14JIDS600 16 4.826 4.1126 4.1126 4.727 4.245 3.7114 3.361 24 · 4.826 4.826 4.727 4.016 3.361 2.767 2.205 12 4.464 4.464 4.464 . 4.464 ' 4.464 ' 4.464 4.464 *:--14HDS800 ICS 4.464 4.-464 4.464 4.464 4.464 4.464 . 4~5 24 4.464 4.464 4.464 4.464 4,26!1 3.871 3.486, 12 4.119 4.119 · 4,119 4,119 · 4.119 4.119 4.1·!9 l41lDSlOOO ICS 4.119 4.119 4.119 4.U9 4,119 4.119 4.119 24 4.119 4.119 4.119 4.119 4.119 4.119 3.941 12 1.305 1.030 0.597 0.2.16 0.000 0.000 0.000 20XHD3,0 16 J.30!1 0.1171 0.363 · 0.000 0.000 0.000 0.000 24 1.30$ o_,111 0.000 0.000 0.000 0.000 0.000 1715-P - 40 ,0 ISO 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.0,1 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 G.312 0.000 0.000 0.000 0.000 '0.000 0.000 0.000 . 0.000 1,732 1.179 G.679 J.1)03 0.349 0.000 ' 0.000 0.000 0.000 2.071 , J.5l2 ~.067 1.387 0.760 0.176 , 0.176 0.000 0.000 ~.827 ' 2.479 2.149 2.36l 1.918 l.486 1.4116 0.860 0.239 2.813. 2.l3S 2.260 • 2,443 2.078 i.720 1.720 1.191 0.673 0.000 0.000, '0.000 0.000 0.000 0.000 0.000 0.000 0.000 0338 0.000 ' 0.000 0.000 O.DQO 0.000 0.000 0.000 0.000 0.451 0.0.12 ' 0.000 7' 0.000 0.000 I' ~ 0.000 0.000 0.000 0.000 0.000 0.CIOO 0.000 0.000 0.000 0.000 0.390 0.000 0.000, J.646' 0~ 0.000 l.8l4 J.191 0.000 0.000 -' " f ~ ...t._· '1 --1 C 0.000 ' 0.000 0.000 ' H 0,®O. 0.000 0.000 ~ 0.000 ' 0.000 0.9()() '0,900 2 0.000 O.lll4 0.231 0.000 2.932 ·2.os1 _0.622 3.361 2.37' 1.171 4.26' 3.742 2.742 4.119 4.10, 3.443 0.000 0.000 0.000 0.000 ·o.ooo 0.000 ' G.314 0.000 0.000 0.000 ·o.ooo 0.000 0.000 0.000 0.000 2.289 l.696 0.879 . 1.324 0.622 ' . 0.00() 0.000 0.000 0.000 . 2.76~ 2.20, ·i.419, 1.8411 1.171 . 0.231 0.231 0.000 0.000 3.871 3.486 +925 J.23S 2.742 2.029 . 2.029 1.344 0~ 4.119 3.941 . 3.566 . · 3.443 3.774 '2.952 · 2.952 2.470, 1.71SO · 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.00() 0.000 - p ? > o' r~t!!l .. 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0.000 . 0.000 0.00,0 0.000 0.000 0.000 0.000 0:000 0.000 0.000 il.ooo 0,000 0.000 0.000 .o.ooo 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.000. , 0.777 0.352 0.000 0.076 0.000 0.000 · 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ll.000 0.000 0.000 0.000 -(. •,,•..,)., ·--....:....~· .. < ~ .,_ - " - • ---------.. -·--~--·-··· ......... _,., ............ ...,..,..,,-••JJ.1v-u ntVl"'ltP"-1"\\w.C..Unl,•,.;'·::1•\.oo • SPACING AIU)W WINDINr .. n SlUDNAME Cin,l AXIALLOAD 5 12 1.709 1.709 l6110S350 16 1,709 l.!194 24 1.709 1.3511 12 1.862 1.1162 l6HDS358 16 1.861 1,761 24 1.u2 l.!112 12 2.344 2.344 l6HDS400 16 2.3~ 2.309 24 2.344 2.020 12 3.625 3.625 l6HDS550 16 3.625 3.625 24 3.625 3.625 12 3",50 3"~50 l6HDS600 -~6 3.550 3.550 24· 3.550 3.550 12 .3.244 ' 3.244 l6HDSIIOO 16 3.244 3.244 24 3.2~4. 3.244 12 2.971 2.971 16HDSIOOO 16 2.971 2.971 24 2.971 2,971 12 1.1211 1.017 14HDS150 16 1.1211 0.914 24 1.1211 0.739, 11 2.166 2.166 14110S350 16 2.166· 2.141 24 . 2.166 1.879 12 2.360 ' 2.360 l4HDS358 16 2.360 2.360 24: 2.360 2.0ll4 12 2.999 2,999 l4HDS400 16 2.999 . 2.999 24' 1.999 , 2.774' 12 4.906 4.906 l4110S550 16 4.906 4.906 24 4.906 , 4.906 12 4:s26 4,826 14HDS600 16 4.1126 , 4,826 24 4.826 · 026 12 4.~ 4.464 wmssoo 16 4,464 4.464 24 4.464 Ut,4 12. 4;1'19 4.119 WIDSJOOO 16 4.119 4.119 24 . 4.119 4.119 12 1.305 1,030 20XHD3!,0 16 1.305 0.871 24 1.305 .,0.597 10 15 20 " 30 40 ,0 1.3511 1.0'7 0.798 o"~7 0.3$7 0.000 0.000 1,152 0.798 0,495 0.22' 0.000 0.000 0.000 0.798 0.357 0.000 0.000 0.000 0.000 0.000 1.512 1.194 0.919 0.674 o..451 0.051 0.000 1.294 D.919 o.598 0.312 0.051 0.000 0.000 0.919 0.451 0.051 0.000 0.000 0,000 0.000 2.020 . 1.650 1.329 .1.043 o.7111 0.312 '0.000 1.766 1.329 0.953 D.6111 0.312" 0.000 0.000 1.319 0.781 0.312 -0.000 0.000 0.000 0.000. 3 •. 625 , 3,406 3.024 2.670 2:340, 1.732 1.179 3.541 1.024 '2.!1~ 2.130 1.132 1.005 0.349 3.024 2.340 1.731 1.179 0.670 0.000 : 0.000 -r~so 3.550 . 3,247 2.932 2.632 2.071 · 1.552 3",.50 3.247 1.830 :u40 2.071 1.387 0.160 3.247 2.632 2.071 l.!152 1.067 0.176 0.000 3.244 3.244 3.244 3.244 3.1115 2.827 2.479 . 3.2«, 3.244 3.244 3.065 2.1127 2.365 1.918 3.244 3.185 2.1127 2.479 '2.140 1.486 0.860 2.971 2.971' 2.971 2.971 2.971 2.1113 2.!135 2.971 2.971 . 2.971 2,97r 2~13 2.443 2.078 2.971, 2.971 · .2.1113 2.535 2.260 1.720 1.191 0,739 0.!121 0.336 0.112. 0.024 0.000 0.000 o"~9 0.336 .o.m O.OOQ 0.000 0.000 0.000 ' 0.336 · 0.024 0.000 0.000 0.000 0.000 0.000 . 1.879 1.!144 1.255. ·0,996 0.760 ~-311 0.000. ,1.650 1.255 0.915 o:613 0.3311 0.000 0.000 1.2.,, 0.760 0.338 0.000 0.000' 0.000 0.000 2.084 1,730 ,1.423 .1.149 0.1199 0.451 0.052 1.1142 1.423 l.063 0.743 0.451 0.000, 0.000 1,423 0.899 0.451, 0.052 0.000, 0.000 0.000 2.774 2.359 'J.999 um· 1.382 0.1154 0.3114 2.490 1.999 1:576 ,, 1.198 o.~4 . 0.2311 . 0.000 1.999 1.382 0.85~ o.~.4 0,000 .0.000 0.000 '.C.906 4.880 4.436 4.024 3.639 2.932 . 2.289 4.906 4.436 3.1193 3.395 2.932 2.087 · 1.324 4,436 3.639 2.932 2,2119 1.696 0.622 , . 0.000 , 4.826 4.826, 4.717 4.363 4.016 3.368 2.767 4.826 · U27 4.245 3.794 3.368 2.575 1.11411 4.727 4,016 3.368 2.767 2.205 1:171 0.231 4.464 4.464 4.464 4.464 4.464 4.26.5 3.1171 4,464 ·4-~4 4.464 4,464 t26.5 . 3.742 3.235 4.46~ M64 · 4.26.5 . ,3.871 : 3.486 2.742 2.029 4.119 4.119 4.119 4.119 4.119 4,119 4.,19 4,119 ·U19 4.119 4.119 4,}19 4.109 ·. 3;7~~ 4,119 4.119 ' 4.119 · 4.119 3.941 3.443 2.9.52 0.$97 0.2.56 -0.000 0.000 I 0,000 0,000 ' 0.000 0.363 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0.000 0.000 0.000 1715-P 60 0.000 0.000 ·o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 : 0.670 0.000 0.000 1.067· . 0.176 0.000 2.140 1.486 0.259 2.260 , l.720 0.673 0.0(!0 0.000 0.000, 0.000' 0.000 0.000 0.000 0.000 0.000 : 0.000 0.000 0.000 . 1.696 Q.~21 0.000 2.205 1.171 0.000 3,411.6 2.742 1' 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.390 0.000 0.000 1.646 0.1160 0.000 1.1154 1.191 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ·0.000 0.000 0.000 D.879 ~ ~ ? C-t ifJ. ~ , 0.000 · 0.000 1.419 · 0.231 0.000 2.925 · 2.029 1.344 . 0.360 3.941 3.44~ 2.470 .0.000 0.000 0.000 3.566 2.952' 1.760 0.000 ·o.ooo 0.000 > {;' I I I I I I I I I I I I .. •r \\ \: \\ l 18, 16, & 14 "!-!DJ" 6" &: 8" Web Depth l'loor Jc.iist 16 &: 14 "HOJ" 10" & 12" Web Depth f'loor Joist '' Web 0e th 0.0. .•33" ror 11 It 16 GAUGC £ .•61" for 1•, GtiUCE -..._ ____ _,, _ __...,.. 16, 14, & 12 ''f'J" f'loor Joist .211"~~ 16; 1'4, 12, & 10 "XF'J" 6" ond 811 Web Depth Floor Joist 16, 14, 12, & 10 "XFJ" 10" ond 12" Web Depth Floor Joist 3.600" ..2~·' wm6t rodh,1 Web De \II 0.D. -De lh O.D; ·web Dt 'ti, 0.D. . ;[ .750" typical M:EMil£R MINIMUM WEIGHT DESIGNATION DESIGN (Ibo/fl) -GJlOSSSECI'JONJ"JtOPER~ nnao-mss (inchca) l\rca ln ~ 1)'1 Jly .'62" iyp. 16, 14, 12 G,I., L 1.000" 1.,,,__10 GA. El'FPC'IIVESECnON FROl'l!Jt'IlllS -~ Sx /Ina MOMENT CAl'ACrr'i Ma Xo .96211 l)'P. 11. , ... 12 G4. .( 1.000" .,,. 10 GA.. TORSIONAL SECTION l'JlOPERTIES J cw Jlo \ . •1 ... • .a ii.m f ~: w . ~-~ ..... '!~'' .,:.. : ::·.;.~, r.·1'.·f(~''",1•m·-__ ·w,,1,··_f-·i;, ----_,_ ... _ - - J : TABLES-• -~· 'J ,. ----~~ '\. ' i" ~ tfj' .. , 1.1 )J :·1 ') ·:1 ,:! .. [.f :l ~I :J ·ft r ·:1 ·i ., .:i t .. , ·:. .:: ·:! •l • .J :j ,, J . 1 J ,; ., SPAQNO ffl1DNAMB fin_\ .. 12 20HDSU8 16 24 12 20HDS250 16 24 12 20HDS3,0 16 24 12 20HDS35& 16 24 ., : 12, ' 20HDS400[ 16 24 12 20HDS,,O 16 24 12 20HDS600 16 24 12 A20HDS800 i6 24 12 · 11~· 16 24 - IJ.UJW AXIALLOAD G.l!M 0.194 0.194 0.526 0.526 0.526 0.968 0.968_ 0.968 1.029 JJl29 1.029,, 1.209 'f.209 1.209' 1~79 '1.679 1.679 l.6S2 l.6S2 l.6S2 1-'27 1-'27 1-'27 0.716 0.?16 0.716 --.·•·--·--........ u-...... ---.., •••'-"•-. ... "'~"'~n••-u '-'•'-- WINDINrmn . , JO " 20 1' 30 40 ,0 0JIJ9 0.000 0.000 0.000 OJIOO 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.2311 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.148 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 \o.ooo ·0.000 0.000 0.000 0.000 0.000 Q.686 0.316 ~.023 0.000 0.000 0.000 0.000 0.000 0-'-'0 o.u, 0.000 0.000 0,000 0.000 0.000 0.000 0.316 0.000 0.000 0.000 0.000 0.000· 0.000 0.000 0.7:SS 0.370 0.06S 0.000 0.000 0.000 0.000 0.000 0.61,1 0.161 0.000 · 0.000 0.000 0.000 : 0.000 0.000 0.370 0.000 0.000 0.000 _0.000 0.000 0.000 0.000 0.972 0J49 G.209 0.000 0.000 0.000 0.000 0.000 ' o.818 0.,316 0.000 0.000 0.000 0.000 0.000 0.000 0.549 0.000 0.000 0.000 0.000 0.000 · 0.000 0.000 1.679 1.276 0.893 .0.548 0.232· 0.000 0.000 0.000_ 1.560 IJl16 0.548 0.132 0.0!)0 0.000 0.!)00 0.000 1.276 oM,48 0.000 .0.000 ().000 0.000 0.000 0.000 usi' 1.391 1.od 0.726 0.429 o.u, 0.000 0.000 1.640 I.U7. 0.726 0.334 0.000 0.000 0.000 0.000 1.391 0,726 0.149 0.000 0.000 0.000 0.000 0.000 1.527 1.463 1.192 0.929 0.67' 0.428 0.000 0.000 IJ27 1.281 G.929 .0-'92 • 0.267 0.000 0.000 ' 0.000 1.463' 0.929 D.424 0.000 '0.000 0.000 0.000 0.000 0.431 0.JS3 ,0.000 0.000 0.000 0.000 0.000 '0.000 D.328 0.004 , 0.000 0.000 0.000 !i.ooo 0.000 0.000 0.1'3 0.000 0.000 0.000_ 0.000 0.000 0.000 0.000 l .j 12 1.371· .· 1.127 0.69S 0.3:S3 0.()60 0.000 0.000 0.000 0.000 .-1 :j .! '.c:. iSHDS3SO - 18~,S J8HDS400 18HDSSSO 18HDS600 18HDSSOO 16HDS2SO 16 1.371 24 1.371 12 1.492 16 J.492 _24 1.492 12 1.778 16 J.778 24 1.778' 12 2-''9 UI 2-''9 24 2-'S9 12 2-'32 ·16 2-'32 24 2-'32 12 2:391 16 2.391 24 2.391 12 o.893 16 0.893 24 0.893 • 0,?611 0.460 0.060 0.000 . 0.69' 0.060 · 0.000 0.000 t.2.S2 . 0,19:S 0.432 0.122 . JJIIIS OJ46 0.122 0.000 0.79:S · 0.122 0.000 0.000 1-'98 1.1191 0.683 0.332 J.413 0.811 0.332 0.000 1,091 0.332 0.000 0.000 2-''9 2.2SO J.786 1.368 2-''9 1.93:s 1.368 '. 0.862 2.2!!0 1.368 0.627 0.000, 2-'32 2.4!)7 1.991 U07 2.532 2.126 . 1.607 'l.134 2.407 l.607 0.910 0.24$ 2.391 2.391 2.39j ·2,1'7 2.391 2.391 2.1'7 1.83:S 2.391 2.1'7 1.677 . 1.218 0.7$2 0.504 0.310 -0.146 0.661 G.371 0,146 0.000 0.504 0.146 0.000 0.000 1715-P ·o.ooo . 0.000 0,000 0.000 0.000 ' 0.000 · 0.000 0.000 0.000 ·o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.020 0.000 .o.ooo 0.000 0.000 0.000 0.000 ·o.ooo 0.000 · 0.000 0.000 0.000 0.984 0.627 0.000 0.000 0.401 0.()00 0.000 . 0.000 0.000 0.000 0.000 0.000 1.248 G.910 o.u, 0.000 0.6?$ 0.28$ · 0.000 '·-0.000 0.000 0.000 0.000 0.000 1,914 un 1.218 0.1n 1M122 1.218 0.634 0.076 0.777 0.3$2 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 -0.000 (:::;1·\ .. ;.,•\ '(d;J ., -AU.<>' -·-· ---- SPACING 60 7S S1UDNAME (In.) 0.000 0.000 12 0.000 0.000 16IIDS3SO 16 0.000 0.000 24 . 0.000 0:000 12 0.000 0.000 16HDS3SS 16 0.000 0.000 24 0.000 0.000 12 0.000 0.000 16HDS400 16 0.000 '0.000 24 o.OO!i · 0.000 12 0.000 . 0.000 1611D55:SO !6 0.000 0.000 24 0.000 0.000 12 , 0.000 0.000 ·---!>! • l6HDS600 16 0.000 0.000 24 0.000 0.000 12 0.000 0.000 l6HDS800 16 . 0.000 0.000· 24 0.000 0.000. 12 ·0.000 0.000 l611D51000 16 0.000 0.000 24 0.000 0.000 12 0.000 0.000 14HDS2SO 16 0.000 0.000 24 0.000 0.000 12 0.000 0.000 1411D5350 16 0.000 0.000. 24 0.000 0.000 12 0.000 0.000 14HDS358 16 0.000 0.000 24 0.000 0.000 ·12 0.000 0.000 14HDS400 16 0.000 0.000 24 0.000 0.000 12 0.000 ·o.ooo 14HDS5SO 16 0.000 0.000 ·24 0.000 0.000 12 0.000 0.000 141105600 16 0.000 0.000 24 · 0.000 0.000 }2 0.000 0.000 ,l4HDS800 16 0.000 0.000 24 ' 0.3S2 0.000 12 0.000 0.000 l4HDSIOOO -16 0.000 0.000 24 0.000 0.000 12 0.000 0.000 20XHD350 16 0.000 0.000 24 •• ------ -,·.,·.·· '"""J i:_:_-~·-::··: ------------·--·------,.-----.---···---, ... ·-··-···------- IJJ.JJW WINDJNC1111\ AXlALLOAD ., 10 JS 20 25 30 40 so 60 75 l.'109 1.709 J.3$1 l.OS7 o.m G.S67 0.3S7 0.000 0.000 0.000 0.000 i- J.709 l-'94 J.1$2 0.798 0.49$ D.22S 0.000 0.000 0.000 0.000 0.000 ~ 1.709 1.358 0.798 0.357 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.862 1.862 1-'12 1.194 0.919 0.674 0.4SJ 0.0,1 0.000 0.000 0.000 1.862 , 1.762 1.294 0.919 0J98 0.312 0.051 0.000 0,000 0.000 0.000 ~ l.862 1.512 0.919 0.451 0.0SI-0.000 '0.000 0.000 0.000 '0.000 0.000 2.344 2.344 2.020 J.6,0 J.329 1.043 0.181 ·0.312 0.000 0.000. 0.000 2,344; 2.309 J.766 l.329, 0,9$3 0.618 0.312 0.000 0.000 0.000 0.000 2.344· _2.020 1.329 0.781, 0.312 0.000 ,_ 0,000 0.000 0.000 0.000 0.000 3.61' 3.61' · 3.62' 3.406 ~.024 2.670 2.340 1,732' 1.179 -!).670 0,000 3.61'-3.62' 3-'41 3.024 :U5& 2.130 1,732 1.00:S . 0.349 0.000 0.000, : 3.62'' 3.62': "°3.024 2.340 _ 1,732 1,179 '0.670 0.000, 0.000 0.000 0.000 3.5,0 3.5,0 .3.5,0 3.5,0 3.247 2.932 2.632 2.071 .J.,$2 1.067 0.390 3-',0' 3.5,0 ' 3.5,0 3.247 .2.830 2.440 2.071. 1.387 0.760 0.176 0.000 3.5!!0 3J:SO 3.247 2.632 2.071 .1-'52 1,067 0.176 0.000 0.000 0.000 3,244· 3.244 3.244 3.244 .3.244 . 3.244 3.18' 2.827 2.479 2.14(1 1.646 3,244 3,244 3.244 3.244 3:244 , 3Jl6S 2.827 2.36S J.911 1.486 G.SIIO 3.244 3.244 3.244 3.18:S 2.827 2.479 2.140 1.486 0.860 0.239 0.000· ·2,971 2,971 2.971 . 2.971 2,971 2.971 2.971 2.813' 2-'" -2.260 US4 2.971 2,971· 2.971 2.971 2.971 2.971, 2.813 2,443 2.D71 1.720 1,191 2.971· 2.971 2.971 2.971 2.1113 z.,j.5 2.260 1.120: 1,191 0.673 0.000, 1,128 1.017 0.739 0.'21 0.336 0.172 0Jl24 0.000 0.000 0.000 0.000 1,128 P,914 0.589 G.336. 0.121 !1,000 0.000 .. 0.000 0.000 ·o.ooo 0.000 1.128 0.739 0.336 0.024 0.000 0.000 ·0.000 0.000-0.000 0.000 0.000 2.166 2.166 1.879 ' l-'44 1.2:ss 0.996 0.760 '0338 0.000 0.00!) 0.000 2.166 2.J4J. i.6SO 1,2,s: MIS 0.613 0.338, 0.000 0.000 0.000 0.000 2.166 J.S79 1'2$5 0.760 0.338 ,0,000 '0.000 0.000 0.000 0.000 0.000 2.360 2.360 2.084 1.730' '1.423 1,149 0.899 0.,4$1 0.0,2 0.000 0.000' ~ 2.360 1.842 1.423 1.063 0,743 0,4$1 0.000 0.000 0.000 0.000 2.360 2.084 1.423 0.1199 0.451' 0.0,2 0.000 0.000 0.000 0.000 0.000 ,2.999 ~999 2.774 2,339 'l'.99? 1.677 1.3112 . 0.834 G.3S4 0.000 ·0.000 2.999 2.99? 2.490 1.999 1.576 · 1.1~ 0.854 0~ 0.000 0.000 0.000 2.999 2.774 , 1,999 1.382 0.l!S~ 0.384 0.000 0.000 0.000 . 0.000 0.000 4.906 4.906 · 4,906 4.SSO 4:436 4.024 3.639 2.932 '2.289 1.696 0.879 4.906 4.906 4.906 4.436 3.893 ~.3!1.:S 2.932 ' 2.~7 1.324 0.622 0.000 4.906 4.906 4;436 3.639 , 2.932 2.Ul9 1:696 0.622 0.000 · 0.000 0.000 4.1126 4.1126 4.826 4.826 4.727 4.363 4.016 3.368 2.767 2.20, 1,419 4.1126 4.1126 4.1126 4.727 ' 4.24.:S 3.794 3.368 2:57' 1.848 1.171 0.231 -::1.. 4.1126 4.826 4.727 4.016 3.368 2.767 2,20$ 1.171 0.231 0.000 0.000 4.464 4.464 4.464 , 4.464 4.464 4.464 4.464 4.26.:S 3.871 ~.486 2.9,z; -t: 4.464 4.464 · 4,464 4.464 4.464 4.464 ,4.26S 3.742 3.23:S 2.742 2.029 4,464 4.464 4.464 4,464 , 4.26S 3.871 3.486 2.742 2.029 1.344 0.360 4.119 4.119 4.119 4.119 4.119 .4.119 4.119 4.119 4,11? . 3.1>41 3;566 ~ 4.119 4.119 4.119 , 4.-119 4.119 4,119 4.119 · 4.109 3.774 3.443 2.9!12 t 4.119 4.119 4.119 4.119 4.119 4,119 3.941 3.443 2.9'2 2.470 1.760 1.30:S 1.030 0.,~7 02'6 0.000 0.000 0.000 0.000 .o.ooo ·0.000 0.000 1.JOS 0.871 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 "JJ 1.30:S 0-'91 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ~ 1715-P -~ I TABLE I: STRUCTURAL PROPERTIES OF STUDS. JOISf AND TRACK (CONTINUED) MEMJIB MJN1MUM WEIGIIT EFFECTJVESECTJON TORSJONALSECllON ~ DESJGNATION DESIGN (lbr/11) GROSS SECTION PROPERTIES .. P.ROl'ERTIES MOMPrr PROPERTIES "!;.::_.·.: ---·..: ;. 1· J<IHDJ600 1'HDJl!l0 b 1'HD11000 1'HDJ1200 I l6FJCIOO I 16FJIOO 16FJIOOO ' I J<IFJ600 l<IFJIOO l<IFJIOOO I l<IFJ1200 12FJ600 12FJtoO I 12FJIOOO 12FJl200 16Xl'J600 I 16XFJl!l0 16XFJIOOO 1"XFJ600 ,rr,) l<IXFJIOO .. £-' UXFJIOOO l4XFJl200 I 12XFJ600 12XFJl!l0 l2XFJIOOO ' I 12XFJl200 IOXFJ600 IOXFJl!lO I · IOXFJIOOO IOXFJl200 I I I nna-NESS CAPACITY (lncheo) Iva la Rx IJ,rJR1 J,pc" Sx Ai'w. ~ Xo J ~ I Ro I \ ~ (m"2) (in"<I) '(ln"3\ rm.".fl r111"3\ rin"_<I\ I .ran"3\ 1111"2\ rm-lbs\ (in\ rm "<I\ fln"6) (tn) 0.0713 2.219 0.6.53 3:191 2.210 OJ39 OA62 3.i9J 1.064 0.6.53 31U! -OMJ -1.107E-03 l·.03S 2.<409 0.0713 2.703 0.796 Ua7 ws OJ.f9 . 0.-433 ua1· 1.622. 0.796 "8556 -0.723 l.3<19E-03 J.990 2.976 0.0713 3.309 0.97-4 1~ 3.5-16 0.239. 0.<195· .12.253, 2.<151 _·0:91" . 7300! . -0.796 l.651E-03 <1,931 3.6611 0.0713 3.793 1,117 19.'ll! .C,169 0.2'7 0.'71 19.40! 3.235 1,117 S70<n ..:0.115 1.893£..:.03 7.<ISI <1.25~ 0.0.5()6 2.2711 0.671 3,775 2.373 · 0.579 0,929· 3.77S 1.25&-0.671' 3297" -2.006 7.162E-<M <1.6$0 3.243 0.05()6 2.662 0.7M 7.409 3.07<1 0,63<1 0.900 7.409-1.852 0.7M <ISSll -J.71111 .P.iCE-p,c B.566 3.669 0.0.5()6 3.046 0.897 12.61! 3.7"9 0.6J6 0.868. 12.611 2.522 0.897-60290· -1.617 9.579E-O<I 1".00! <1.175 \·' . 0.0713 2.852 OMO <1.697 2.365 0.7U 0.922 <1.697 1.566 o.a.o ·~ -i.991 J.<1232-03 5.712 3.226 \ I 0.0713 3.336 0.982_ 9.23<1 3.066· 0.7112 . 0.81)2 9.23<1 2.309 0.952 63769 -J.774 l.665E-03 10.5"7 3.653 • 0.0713 3.820 J.125 IS.737 3.740 0.833 0.861' 15.737 3.147 1.125-. 87779 -1.60,4 l.906E-03 17.210 4.159 0.0713 _<1.305 1.265 2<1,<15 <1.395' · 0.873 0.830 2<1.<189 <I.O&I . 1.265 10<1151 -1.<166 2,t<CllE-03 2M2A U07 .. 0.1017 <1.017 1,183 6.527 2.349 . 0.973 0.907 6.527 . '2,176 1,183 6"Ml7 -1.961 <l.07la;-03 7.731 3.191 0.1017 .. _.707 1.386 12.8112 3.049· 1.067 0.877 12.l\112 3.221 1.336 9592:& -1,7<1<1 <l,77!1E-03 1<1.3"2 3.620 0,1011 S.39& 1.590 22.010. 3.721· 1,137 OM6 22.010 4.~2 1.590 1311<11 --1.515 5.<IS<E-03 23.55" <1.1211 0.1017 6.0&9 · 1.793 34.316 <1.375 p91 0.815 · 34.316 ~.719 · 1.793 17000 -U3& 6.IIIIE-03 35.5"'4 <1.677 0.0566_ 2.541 0.7<111 4.357 2.<113. 0.981 U<IS <1.295 1.<1111 0.7<11 371119 -2.622 7.99(£-0<1 &.632 3.7<13 0,05()6 2.925 0.861 U&9 3.139 1.083 1.121 . g.37<1 ·2.076 0~54 55S22 -2.363 '9.l9S'E-0-4 15.362 <1.0&6 0.0S&S 3.592 l.031 15.7"4 3.907 i.631 1.277 IS~ 3.020 1.01s 70231 -2.577 ~.IOIE-0~ 35,197 <1.1152 0.0713 3.18" 0,937 5.421 2.<106 1.215 1,138 S.<127 1.809 0.937 , <18210 -2.607 l.5119E-03 I0.6lS 3.726 0.0713 3.6611 1.0&0 10.591 3.131 1.341 1,11<1 10.591 2.6-18 .1.oeo, 7101!6 -2.3<18 I.S3!E-03: 111.lleS <1.070 0.0713 <l.39"' 1.294 19.67.1 3.899 2.oe6 J.270 19.277 3.803 1.27<1 91!&63 -.2.562 2.l93E-03 <13.594 U35 0.0713 <1.1179 1,<137· 30.222 <1.5117" Ul2 1.235· 30.092 5.000 J.<132' ll76&6 -2.372 2._4~<1!.-03 64,9M 5.310 .. 0.1011 <1.490 1.322 7.560 2.391 1.670 1.12<1 7.500· 2.520 1.322 79397 -2.576 4.55.SE-03 J"-486 3.690 0.1017 5.1111 1.526 14.SOS-3.IIS IMS l,IQO .J4.SOS 3.70i 1.526 119225 -2.3111 S.26<E-03 25.950 4.036 0,1017 6.217 1.831 27.594 3.81!2 . 2.8112 1.25S 27.594 5.519· i.831 1511'i09 -2.532 6.311E-03 60.02& <1.802 0.1017 6.90&-2.03" <12.4.58" . <1.569 3.(),13 1.223 .. ~.<1.58 7.076 2.03" 198211 -2_.3"3 7.013E-03· 89.655 5.2711 0.12M 5.6SO 1.664 9.3"93 ·2.376 .. 2.077 1,117 9.393 3J3) · 1.66<1, 937:c, -2.576 9.157E-03 l&.1!111 3.679 ' 0.12M 6.522 1.921 IS.<165 3.101 2.297 l.093 JS.<165 <1.616 l.921 1;15211 -2.317 I.OS7E-02 32.517 <1.022 0.1-235 7.832. 2.306 ~4.5m 3.868-. 3.598 l.2<19· 3".5(g 6.902 2.3~ )99!3I -2.531 l.269E-02 75.300 <1.7119 0,12A5 Ll.70<1 2.563 53.173 4.55S . 3.IIOO 1.2111 53.173 8.1162 2.563 2S6&60 -2.3<1I J.411E-02. 112."21 5.26" . . . 1. Effective properties are based on all 18,-gauge and lighter steel studs, track, and joists having a yield strength (Fy) of 33 ksi. ~ 16-gauge and heavier steel studs, track, and joists are based on a yield strength of 50 ksi. 2. The E{fective section properties are dete~ed from the total effective widths of each element in ac.cordance with the 1991 U.B.C. Standard No •. 27-9. 3. Effective !xx is based on Procedure I for deflection deter'!]lination at the allowable ~omcnt (Ma). B 0.87S 0.9-41 0.953 0.972 0.617 0.762 0.850 0.619 0.76" 0.SSI 0.903 0.623 0,76S 0.854 0.90S 0.509 0.666 0.718 0.510 0.667 0.719 o.aoo 0.513 0.670 0,722 0.&03 0.509 0.6611 0.721 0.802- I 1-:.·. l'T: MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 J08 _ ___,:;.l.,e.z.=-.~--()-'G.A1JT)....,__.;..,-________ '1,..:.,;(p~0..;;;..2_,;..4-=0;..__ SHEET NO. _____ ....;.A""'""\'-O __ oF ________ _ CALCULATED BY--,------tb~_· ·___ DATE -~-··tf ..... : _-1_7 __ CHEC~ BY · .!)~ SCALE~. 1 ~7LI/) ,/)$,/_(p,._j DATE ____ _ ~ ~ $ ~ ! f.; f, 2 ~.: F £rt-:: s" ! t; '! ·: ~.:. ~ f 7 !-~ 2 s ,,_ ! e '!' !: ~, ~.: 5 t 7 f,: i ... ! ~ · ~,;:: I I I I I I 1({}'9 I I I ' . : Rf:F: 'l,,{t;HT ~~-ST!;-£:?(_, -PA~rG/2.-nS-S I fl,f;-/~H-'T'S ;~ , sp_ iS(\~ ~~I/..../Tl/::5 11 1 A-;Jtl,.~ n1e:--7A-f-,S1S7t!:-frl$ : \\ /~Bo~ l7J'5;P 1 ~PP-lt-/1"{'5 w, i,JO l-pf'd? ... __ ...... -·······-. .... .. .. ?c;, rnel:-I-, E7f'osf.!12-e:..:c. .... . . :-. _. ct!! = I. ~r-.) .... /, 19, C:j =-/,Z .... _ ........ 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'i4(1_ 2,8110 1,540 Ga0.50 DOUGLAS FIR-URCH A ·Z1 Iba.• x4.45~N· 530• 660 800 930 1,060 , 750 1,0IO 1,210. 1,410 1,6~0 . 750 1,130 1,430, 1,670 1,910 750 1,130 . 1,580• i,940 2.210 1,130 1,580 2,130 2,7<i0 1,130 1,580 2,130 2,760 1,130 1,580 2,130 2,760 l,.'i80 2,130 2,7(,0 . 2,13<1 i.760 2,760 270 320 360 400 440 · 390 440 490 540 590 450 510 570• 620 670 470. 580 650 710 7<i0 ·660 ' 820 880 950 .... .... , .... ..... •- 660 .900 1,070 1,150 (,C,() 900 1,100 1,4(,0 900 l,ICiO 1,4(,0 1,1(,0 1,4{,0 t,4Ci0 Ga0,41 DOUGLAS FIR-LARCH (N) ,:L 520 (i50 780 9iO 1;050 750 990 1.190 1,390 I.S90 750, 1,120 1,410 1,650 1,88_0 75Q 1,120 J,570 1,900 2,180 1,120 1,570 2,110 2;140 1,120 1,570 2,110 2,740 1,120 l,.'i70 2,IIO 2,740 l,.'i70 2,110 2,740 ·2,110 2,740 2,740 ,!t 270 310 350 390 430 :380 · 430 . 480 520 560 440 500 550 600 650 460 570 630 680 · 730 660 · 790 850 910 .. · . .... :: '•: ·.1 ·· .. ;,..· 660 880 1,030 1,100 6(,0 880 1.1~0 1,420 880 1,140 1,420 1,140 1,420 l,42Q A2..\ GaOAI DOUGLAS'FIR (S) · HEM.f'IR.(N) A ,!t 500 250 620 290 740 .330 870 370 990 4IO 730 350 ' 940 400 ··J,120 450 l,310 480 1,500 530 730 410 1,090 460 l;.130 510 1,550 550 1,770 610 730 450 1,090 520 1,530 580 1,790 630 2,050 690 1,090 630 1,530 730 2,050 • 780 2,610 850 •:. :--) ·····.,. ...:., l,O'Jll b3U 1,530 850 2,050 940 2,660 1,03'0 1,()()0 630 1,530 850 2,050. 1,090 2,<,C,O 1.3110 l,.'i30 850 2,050 1,090 2,660 1,380 2,050 1,090 2,660 1,.180 2,660 1,380 ... ~ A C z ~ :x, 3::: a, C ;= 0 z C) 8 0 m co co A C z ~ :x, s:· tD C ;= 0 ~ 0 0 0 m ----~-·.··· -~--~~--.. -~ ·, I I I I I I I I I f//:· I /·:r~--~ \~_:;.;::~ I I I I MARTIN & DUNN, INC. 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I I I I I I I .... ---.~ (/;~i) I I I I ' I I I I \D ·::x-~-· I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED.RETAIN-ING WALL DESIGN\\ PROJECT #960240: .LEGOLAND SITE RETAINING WALL• 41 .HlG}f (96240R04.RCW) WALL & FOOTING DATA VERTICAL LOADS Retained Height • 4.00 ft Axial DL on Stea • Wall Ht. above Soil .. o.oo ft. Axial i>L 6n Stea • Toe Width -1.00 :ft •••• Eccentricity • Heel Width • 2.00 ft Surcharge over Toe • Total Footing Width • 3.00 ft Surcharge·over Heel • i ; // Page: A2"J ', LATERAL LOADS 0 plf Lateral Load Acting ~n 0 plf Stea Above Soil • 0.00 psf 0.00 in Add'l Lateral Load • 0.00 plf 0.0 psf Dist to Load Start ri 0.00 ft 0.0 psf Dist to Load End • 0.00 ft Footing Thickness • 1~,00 in Note: ·roe Surcharge Resists overturning Key Depth • o.:~ in Note: Heel Surcharge Resists Oyerturning Key Width = o~bo in SOIL DATA ADJACENT FOOTING Toe to Key Dist. • . 0.00 ft Allowable Bearing. • 2000 psf Vertical Load • 0.011 SLIDING CHECK Active Lateral =· 35.0 pct Load Eccentricity • 0.00 in Ftg/Soil Friction • 0.35 ••••• J1ax .Press • • 0.0 pct Footing Width • 0.00 ft Soil to Neglect • o.oo in ••••• slope Press. • 0.0 pcf Ftg. CL to Wall • 0.00 ft Lateral Pressure .. "4381 Backfill Slope = o.o :1 Vert. Position of Ftg. . -Passive Pressure • 175 # Passive .Press. .. 350.0 pcf .••• Above/Below: C+/-J • o.o ft \-Friction • 5121 Soil Density • 110.0 pcf Spread Footing ? No 'Add'l Force Required = 0.011 Soil Ht over Toe • 0.00 in SUMMARY FOOTING DESIGN Pressure a Toe .. 684.1 psf Soil Press. Kutt. Toe Heel f'c • 3000 psi Pressure il Heel = 291.5 psf By ACl Eq 9-1 = 958 408 psf Fy • 60000 psi Allowable Press. = 2000 psf tiu-Upward = 448 326 f.t-11 Min. As Percen~ • 0.0012 Ecc. of resultant ·= 2.41 in Hu-Downward • 105 562 ft~II omit SP Under Heel ? No Max. Shear il Toe • 2.06 psi ·Hu-Design = 343 -236 ft-#· Toe Heel Max. Shear il Heel .. -1.69 psi One-Way Shear: II 4 lil 19.61 19.61 in o/c· Allow. Ftg Shear = 93.11 psi Actual .. 2.1 1.7 psi ii s 1il 30.39 30.39 in o/c Factors of Safety: Atlowable '" 93.1 _93 .• 1 psi # 6Q 43.14 43.14 in o/c overturning .. 3.63 :1 Cover over Rebar= 3.50 3.50 in II 7Q 48.00 48.00 in o/c Sliding .. 1.57 :1 'd' • 8.50 8.50 in II 8 cil 48.00 48.00 in o/c Ru• Nu/bcl"2 • S.3 3.6 psi II 9 lii 48.00 48.00 in o/c SUMMARY OF FORCES & MOMENTS --overturning Moments ----Resisting Moments Origin of Force ••• 1 ft ft-II ' ft ft-I Active Soil Press, • 437.5 1.67 729.2 0 0 0 Soil over Heel • 0 0 0 513.3 2.42 1240.6 Soi l ewer Toe • -17.5 0.33 -5.8 o.o 0,.00 o.o Sloped Soil il Heel • 0 0 0 o.o o.oo . o.o Adjacent Ftg. Load • o.o 0.00 0.0 o.o 0.00 o.o surcharge over Heel • 0 0 0 0.0 0.00 0.0 surcharge over Toe = 0.0 0.00 o.o o.o o.oo o.o Axial Load on Uall = 0 0 0 o.o 0.00 o.o Load Q Proj. Uall • o.o 0.00 o.o 0 0 0 Averaged Stem Uts. = 0 0 0 ~oo.o 1.42 708.3 Added Lateral Load • o.o 0.00 o.o Q 0 0 Footing Weight = 0 0 0 Key Weight __ ..... -- = Q 0 0 4S0.0 1.50 67S,O o~O. 0.00 o.o Vertical Component of Active Pressu,>e 0-0 0 o.o 0.00 0.0 Totals • 420.0-1 723.3 ft•I 1463.3 I 2623.9 ft-I Resisting Totals ·used For Soil Pressure · 1463.3 I 2623.9 ft-I (Vert. Co11p0nent of Active Pressure Re110ved) (continued.on next page, ••• ) V4.4D Cc) 1983-96 ENERCALC GEORGE ft •. SAUNDERS ASSOCIATES, ICW060361 ~--~ .. · .-. ...-~~ .. -..... ·--._ -~ . -: .. . I I (.~ I !·. :-_..: . ..J I I I I I I I (})) \~:"":s:.:/ I -~ I I I I I -·· I I® ~ i MARTIN &_DUNN, INC. STRUCTURAL & CIVIL ENGINEERING '7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL Di!!°SIGN,, . . \ \ . PROJECT #960240: LEGOI.AND SITE RETAINING WALi,. -41 HIGH (96240R04.RCII) ( ••••• continued) ----STEM SUMMARY'------ Top Stem: From 4.00 ft to Top of Wall · 10.00in Concrete w/ II 4 iii 12.00in, d= 7. 7Sin f'c• 3000.0psi, Fy= 60000.0psi Wall Wt.• 12S.OOpsf, Bar Embed• 12.0in Ku• 0.0 <•Kn• 6798.0f~~# Vu• 0.00 <• Vn • 93.11psi \ \ Interaction Value •-0.000 Second Stea From .2.00ft to 4.00ft 10.00in Concrete w/ II 4 iii 12.00in, d= 7. 7S in f'c• 3000.0psi, Fy,a ~0000.0psi Wall Wt.• 125.00psf, Bar .Embed~ 12.0in : '.Ku• 79.3 <•Kn• 6798.0ft-# ; : Vu • 0.59 <= Vn • 93.11psi- Interaction Value= Q.012 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ II 4 iii 12.00in, d• 7.75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 12S.OOpsf, Bar ·Embed= 6.0in Ku• 634.7 <=Kn• 6798.0ft-# Vu• 3.60 <= Vn • 93.11psi Interaction Value= 0.093 -- V4.4D (c) 1983-96 ENERCALC .l ... ,~_· .. · .. :C •. ,·,-;.~;·,,:;_·_.·.·.· •. ,.a, 0 • • • •• • • •. ' • ' • ,• • •~ ~ ~ ,. -· -. .. ~ "!:;~••.-••-.a.I.~,.--,..,,.·~-~~ i ; ·' ·1Page: AJ;;O ··- GEORGE R. SAUNDERS ASSOCIATES, Xll06036; . ~· .. I I A I •,:::.:.• I I I I I I I f.:~J;) \:·:""j; I I I I I I I ~© " ··-·-~ .... -~--............... , ........ -.. •• _ • .,.__ ... J .. ---·· ,_,_,... ... ~ •• MARTIN&. DUNN, INC. . STRUCTURAL & ·CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400' SAN DIEGO, CA 92108 . CANTILEVERED RETAINING WALL DESIGN ---===~==--..;;.;;;==-==---...;.;.;;,.;;;;;=---..;;;;.;;-----\ \ PROJECT #960240: LEGOLAND SITE RETAINING WALL -61 HIGH (96240R06·.RCW) ---IIALL & FOOTING DATA -------VERTICAL LOADS--------- Retained Height • ~.00 ft Axial DL on Stea • 0 plf Wall Ht. above Soil • 0.00 ft Axial ·Dt. on Stea • 0 plf Toe Width • 1.00 ft° •••• Eccentricity • O.OQ in Heel Width • 2.00 ft Surcharge over Toe • 0,0 psf Total Footing Width · • 3,00 ft Surcharge over Heel = 0.0 psf Footing Thickness • 12.00 in Note: Toe surcharge Resists overturning --------LATERAL LOADS ----- Lateral Load Acting on Stem.Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End • • • • 0.00 psf o.oo plf 0.00 ft 0.00 ft Key Depth • 12·.'oo in Note: Heel SUrch111rge Resists overturning Key Width • 12iOO in SOIL DATA -------ADJACENT FOOTING ----- Toe to Key Dist. • 1;so ft Allow~ble Bearinsr • 2000 psf Vertical t.oad • ----SLIDING CHECK Active Lateral • 35.0 pcf Load· Eccentricity • Ftg/Soil Friction • · 0.3~ ••••• Max Press. • 0.0 pcf 'Footing Width • Soil to Neglect • O.OO·in •...• Slope Press. • Q.O pcf Ftg. CL to Vall • Lateral Pressure • 8S8 # Backfill Slope • 0.0 :1 Vert. Position of Ftg. -Passive Pressure • 700 I Passive Press. • 350.0,pcf .. ".Above/Be tow: C+/-J '.-Friction = 742 # .Soil Density • 110.0 pcf Spread Footing .. ? :Add' l Force Required • O·.O # SoH Ht over Toe • 0.00 in 0.0 # o.oo in o.oo ft 0.00 ft o.o ft No . SUMMARY-------------------------FOOTING DESIGN ------------- Pressure al Toe Pressure al Heel Allowable Press. Ecc. of resultant Max. Shear al Toe Max. Shear al Heel Allow. Ftg Shear Factors of Safety: overturning Sliding • 1S74.2 psf • 0.0 psf • 2000 ps1 = 7.23 in • 5.36 psi = -s.oo·psi = 93.11 psi • 1~95 :1 • 1.68:1 Soil Press. Mult. By ACI Eq 9-1 • Mu-Upward • Mu-Downward. • Mu-Design • One-Way Shear: Toe 2204 966 105 861 Heel o psf 87 ft-# 772 ft-# -685 ft-I Actual • 5.4 5 .• 0 psi Allowable • 93.1 93.1.psi Cover over Rebar • 3,50 3.50 in 'd' • 8.50 8.50 iri Ru • Mu/bcl"2 = 13.2 10.S psi f'c fy Min. As Percent Omit SP 'Under Heel .,.... _______ Toe II 4 al II S al I 6 al # 7 al II 8 al II 9 ii 19.61 30.39 43.14 48.00 48.00 48.00 • • • ? Heel 19.61 30.39 43.14 48.00 48.00 48.00 3000 psi 60000 psi 0.0012 No in 'o/c in o/c in o/c in o/c in o/c in o/c ---------------SUMMARY OF FORCES & MOMENTS ------------------ -overturning Moments--· Origin of Force ••• , ft ft-# Active Soil Press. • Soil over Heel ~ Soil over Toe • Sloped· Soil al Heel • Adjacent Ftg. Load = Surcharge over Heel = Surcharge over Toe = Axial Load on Wa~l • Load ii Proj. Wall • Averaged stem Wts. • Added Lateral Load • Footing Weight • Key Weight .-:-----= Vertical Component of Active PressuPe 857.5 0 -17.S 0 o.o 0 o.o 0 0.0 · 0 o.o 0 0 0 Totals = 840.0-1 2.33 0 0.33. 0 o.oo 0 0.00 0 0.00 0 o.oo 0 ,·o 0 Resisting Tota.ls Used For Soil Pressure . (Vert. Component of Active Pressure·,Re1110ved) .... 2000.8 0 -5.8 0 o.o 0 o.o 0 o.o 0 o.o 0 0 0 1995.0 ft-I ----Resisting Moments --- I 0 ·no.o 0.0 0.0 .0.0 o.o 0.0 o.o 0 750.·0 0 4S0.Q 150.0 o.o 2120.0 II 2120.0 I ft 0 2.42 0.00 0.00 o.oo o.oo 0.00 o.oo 0 1.42 0 1.SO 2.00 0.00 ft-I 0 1860.8 o.o . o.o o.o o.o . 0.0 o.o 0 1062.S 0 675.0 300.0 o.o 3898.3 ft-# 3898.3 ft-# Ccootinued on next pagu •••• ) ··~ ~ I Y4.4D Cc) 19'3-'96 ENERCA!.C ~~~ fit· GEORGE R. SAUNDERS.ASSOCIATES, KV060361 ·i,, .. ., ' ..... :.~ '. '. ' 1.~ ... !... . • ....... ~--=··1r,·......-;-•-..r-. ' ,,~. ~· .... ; . ·., ·.: . -.........-., .... ~.,.' -,..,·, ,-....-----.. --~-.. --.,;. _ ~- MARTIN & DUNN, . INC. . . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 I I ·@ I --:. CANTILEVERED RETAINING WALL DESIGN I I I I I I I {) I I I I I I I i® i' • PROJECT 1/960240: LEGOLAND SITE RETAINING WALL -6i HIGH (96240RQ6. RCW) ( ••••• continued) ----.-STEK SUMMARY ------ Top Stea: froa 4.00 ft to Top of Wall 10.00in Concrete w/ I 4 a 12.00in,. d• 7.7Sin f'c• 3000.0psi, Fya 60000.0psi · Wall Wt.• 125.00psf, Bar Ein!>ed• 12.0in Mu• 79.3 <•Kn• 6798.0f~~I Vu • 0.59 <• Vn • 93.11psi \ \ Interaction Value• 0.012 Second Stea Froa 2.00ft to 4.00ft 10.00in concrete w/ II 4 al 12, OOin, d• 7. 7S in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 12S.OOpsf, Bar Ellbecfa 12.0in : Mu • 634 •. 7 <• Kn • 67~8.0ft-ll ·Vu• 3.60 <• Vn • 93.11psi · Interaction Value• 0.093 Third Stea Fro• O.D_Oft to· 2.00ft 10.00in Concrete w/ II 4 Q 12.00in, d• 7.7Sin f'c• 3000.0psi, Fy-60000.0psi Wall Wt.• 12S .OOpsf, Bar Embed= 6.0in Nu• 2142.0 <•Kn• 6798.0ft-ll Vu• 9.17 <• Vn • 93.11psi Interaction Value• 0.315 --- V4.4D Cc) 1983-96 EMERCALC .· l . . . ·. . .~ ,. .... ~~·-,-~:_...\f~.~t:r~~?;r·-;.,:;, ·: · ~.;~;_~ ·,. ~~--• 1:·t •• •~._~,.W;J.:':.:,.~:.-.,.e .• 1.... ..~.JW,..it .,..W ..-,, }-S:-..:..-,...if-ol!' ,.-!'.,*.., ,J :.,...~ .:_ t -o. • ""'!. I :S , \ \ .. :: GEORGE R. SAUNDERS ASSOCJATES, KW060361 •• • •• p ~: I I w I \ 0~: · .. I I I I I I I (t) ._;,_yJ I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . CANTILEVERED RETAINING WALL.DESIGN\\ PROJECT #960240: LEGOLAND SITE RETAINING WALL - 8 1 HIGH {96240R08.RCW) WALL & FOOTING DATA Retained Height • Well Ht. above Soil • Toe Width • Heel Width .. Total Footing Width • Footing Thickness • Key Depth • 8.00 ft 0.00 ft. 1.00 ft 3.50 ft 4.50ft 12.00 in 12:.00 in ------VERTICAL LOADS ---- Axial DL on• Stea • 0 plf Axial DL on Stea • O plf •••• Eccentricity • 0;00 ,n Surcharge over Toe • 0.0 psf Surcharge over· Heel • 0.0 psf Note: Toe Surcharge Resists overturning Note: Heel Surcharge Resists overturning --,----LATERAL LOADS ---------·Lateral Load Acting on Steil Above Soil Add.' l Lateral load , Dist to Load Start Di'st to L'6ad End • • • • 0.00 psf o.oo plt 0.00 ft 0.00 ft Key Width • 12100 in -------SOIL DATA ------------ADJACENT FOOTING ----- Toe to Key Dist. .. SLIDING CHECK Ftg/Soil Friction • Soi L to Neglect • Lateral Pressure· • -Passive Pressure • I -Friction • :Add'l Force Required • 1-.50 ft 0.35· o.oo in 1418 # 100 ii 1460 # 0.0# All~able Bearing • ~2000 psf Verti!=al Load • Active Lateral • 35.0 pcf Load Eccentri9ity • ••••• Max Press, • 0.0 pcf. Footing Width • ~ •••• Slope. Press • Backfill Slope Passive Press. Soil Density Soil Ht over Toe .. • .. • 0.0 pcf Ftg. CL to Wall • 0.0.:1 Vert. Position of Ftg. 350.0 pcf , •• Above/Below: C+/-J 110.0 pcf Spread Footi'ng o.oo in • ? 0.011 0.00 in 0.00 ft 0.00 tt o.o ft No SUMMARY ________ .,_ _____ FOOTING DESIGN ---------------- Pressure a Toe Pressure a Heel Allowable Press. Ecc. of resultant Max. Shear·Q Toe Max. Shear a Heel Allow. Ftg Shear Factors of Safety: Overturning SL iding • 1806.0 psf • 48.1 psf = 2000 psf • 8.53 in = 6.40 psi • -16.11 psi = 93.11 psi • 2.51 :1 = 1.52 :1 Soil Press. Mult. By ACI Eq 9-1 • Mu-Upward = Mu-Downward = Mu~Design • One-Way· Shear: Toe 2528 1173 10S 1068 Heel 67 psf. 1968 ft-# 5127 ft-# -3159 tt-ll Actual • 6.4 16.1 psi Allowable • 93.1 93.1 psi cover over Rebar = 3~50 3.50 in 'd' = 8.50 8.50 in. Ru • Mu/bcl"2 = ~6.4 48.6 psi f'c • _3000 psi Fy • 60000 psi Min. As P.ercent "' 0.0012 Omit SP· Under Heel ? No Toe Heel II 4 a 19.61 19.61 in o/c # 5 Q 30.39 30.39 in o/c #. 6Q 43;14 43.14 in o/c II -7 iil 48.00 48.00 in o/c II Ba 48.00 48.00 in o/c # 9 iil 48.00 48.00 in o/c ------------------SUMMARY OF FORCES & MOMENTS ------------ -overturning Moments -- origin of Force ••• # ft ft-II Active Soil Press. Soil over Heel Soil over Toe Sloped Soil Q Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Loed on Wall Load Q Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight _ Key Weight ·-·-· Vertical Component = 1417.5 "' 0 • -17.S • 0 • o.o • 0 .. o.o • 0 • o.o • 0 • o·.o • 0 "' ·O of Active PressUPe 0 ---Totals • 1400.0 # 3.oo· 0 0.33 0 0.00 0 0.00 o· 0.00 0 0.00 0 0 0 Resisting Totals Used For Soil-Pressure (Vert. C0111ponent of .Active Pressure Removed) 4252.S 0 -5.8 0 0.0 0 .o~o 0 0.0 0 o.o 0 0 0 4246.7 ft-# # 0 2346.7 o.o o.o o.o 0.0 o.o o.o . 0 1000.0 0 675.0 150.0 o.o 4171.7 # 4171.7) Resisting Moments ft ft-# 0 0 3.17 7431.1 0.00 o.o 0.00 . o.o 0.00 o.o 0.00 0.0 0.00 o.o 0.00 0.0 0 0 1.42 1416.7 0 0 2~25 1518.7 2.00 300.0 0.00 o.o 10666.5 ft-# 10666.5 tt-1 (continued on next page •••• ) I I @ , ..... ~. I ,., I I I I I I I rr0 ~ .. ,;~ 1- I I I I I I I'S) MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING_WALL DESIGN\\ PROJECT #960240: LEGOLAND SITE RETAINING WALL -81 .HIGH (96240R08.RCW) ( ••••• continued) ----STEN SUMMARY ___,......,. ____ Top Stem: Fr011 4.00 ft to Top of Wall 10.00in Concrete w/ I 4 iii 12.00in, da 7.7Sin f'c• 3000.0psi, Fy-60000.0psi Wall Wt.• 125,00psf, Bar Em\>F• 12.0in Mu• 634.7 <•Mn• 6798.0f~~# Vu • 3.60 <= Vn • 93 •. 11psi \ \ Interaction Value• 0.093 Second Stea From 2.ooti to 4.00ft 10.00in Concrete w/ I 4 iii 12.00in, d• 7 .• 7Sin f'c• 3000.0psi, Fy-60000.0psi · Wall Wt.• 125.00psf, Bar Elllbecla 12.0in ·HU• 2142,0,<• Mn• 6798.0ft-# i Vu• 9.17 <• Vn • 93.11psi Interaction Value• 0.315 Third Stea From 0.00ft to 2.00ft 10.00in Concrete w/ I 4 iii 12.00in, d= 7. 7Sin · f 1c• 3000.0psi, Fy,a 60000.0psi Wall Wt.• 125.00psf, ·ear Embed= 6.0in Mu• 5077.3 <• Hn • 6798.0ft-# Vu• 17.30 <• Vn • 93.11psi Interaction Value• 0.747 .------ V4.4D (c) 1983-96 ENERCALC i } :' :' Page: A.~ GEORGE R. SAUNDERS ASSOCIATES, K\l060361 I 1~~i~=~-,;-~~,.,\,~:tt~~.;2:.~iis~:;:~~~;~~:,;:-.n~~---~---~ ~:·::·.,. ··-· ... ~ .. ;.,, ---~ :.:·-~ ~. --~~-~,--.----~""--~----·-_· ·-~ ... ------~~-~~--·_: __ I I I I I I I I I I I I I I I I c·") -:-. '-: ...... : (~)- MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING. WALt DESIGN\\ PROJECT #960240: LEGOLAND SITE RETAINING WALL -101 HIGH (96240R10.RCW) ---WALL & FOOTING DATA ---------VERTICAL LOADS--,--- Retained Height • 10.00 ft Axial DL on Stea • O.plf Wall Ht. above Soil • 0.00 ft. Axial DL 6n Stea • 0 plf Toe Width = 1.00 ft •••• Ec;centricity = 0,00 in· Heel Width • S.50 ft Surcharge over Toe • .0.0 psf, Total Footing Width • 6.50 ft Surcharge over Heel = . ·0.0 psf Footing Thickness • 12,.00 in Note: Toe Surcharge Resists 0\/er'l;urning .. -----LATERAL LOADS ----- Lateral Load Acting on Stem Above Soil Add' l Lateral Load , Dist to Load Start Dist to Load.End • • • • 0,00 psf 0,00 plf 0.00 ft 0.00 ft Key Depth = 18.00 in Note: Heel surcharge Resists overturning Key Width = 12~00 in -----SOIL DATA -----ADJACENT FOOTING ----- Toe to Key Dist. • 1.50 ft Allowable Bearing • 2000.psf Vertical Load • -----SLIDING CHECK----Active Liltera.l = 35,0 pcf Load Eccentricity • o.o # 0.00 in 0.00 ft 0.00 ft Ftg/Soil Friction • 0.35 ..... Max Press. =· 0.0 pcf Footing Width • Soil to Neglect = 0.00 in ..... Slope Press. • 0.0 pcf Ftg. CL to Wall • Lateral Pressure = 211811 Backfill Slope ·= 0,0 :1 Vert. Position of Ftg. -Passive Pressure • 1094 I Passive Press. • 350.0 pcf ••• Above/Below:C+/-J :.:. Friction = 2~5411 Soil Density • 110.0 pcf Spreed Footing Add' l Force Required • 0,011 soil Ht over Toe = 0.00 in · • ? o:o ft No -----SUMMARY ----------------------FOOTING DESIGN ------------- · Pressure iii Toe Pressure iii Heel Allowable Presa. Ecc. of resultant Max. Shear iii Toe Max. Shear iii Heel Allow. Ftg shear Factor• of Safety: overturning Sliding •· 1965.6.psf Soil Press. Kult. Toe Heel f'c • 367 .8 psf By ACl Eq ·9-1 • 2752 515 psf Fy • 2000 psf Mu-Upward = 1319 11435 ft·# Min. As Percent = 8. 90 in Mu-Downward = 105 19056 ft-# Omit SP Under Heel = 7 .12 psi Mu-Design • 1214 -7620 ft-II ----Toe • -21,50 psi One-Way Shel!r: II 4 iii 19.61 111 9~. 11 psi Actual • 7.1 21 .S psi II S iii 30,39 Allowable • 93.1 93.1psi II 6 iii 43.14 • 3.45 :1 Cover over Rebar = 3,50 3.50 in # 7 al 48.00 • 1.77:1 'd' = a.so a.so in 11 8 al 48.00 Ru • Mu/bd"2 = 18. 7 117.2 psi # 9 al 48.00 • • • ? Heel 8.84 13.71 19.46 26.53 34.94 44.22 3000 psi · 60000 psi 0.0012 No in o/c in -o/c in o/c in o/c in o/c in o/c --------------------SUMMARY OF FORCES & MOMENTS .-. ----------------- Origin 9f Force ••• Active Soil Press. Soil over Heel Soil over Toe Sloped Soil iii Heel Adjacent Ftg. Load surcharge over Heel surcharge over Toe Axial Load on Wall Load Q Proj. Wall Averaged Stem Yta, Added Lateral Load Footing Weight Key Weight ----- Vertical Component -overturning Moments - I ft ft-II • 2117.5 • 0 • -17.S • '0 • 0.0 • 0 • o.o = 0 • o.o • ,0 • o.o • 0 • 0 3.67 0 0.33 o_ o.oo 0 0.00 0 0.00 0 o.oo 0 ··o 1764.2 0 -5.8 0 0.0 0 -0.0 0 o.o 0 o.o 0 0 of Active PressUPe 0 0 ------Resisting Moments----- ' 0 5133.3 o.o o.o o.o 0.0 o.o 0.0 0 1250.0 0 975.0 225.0 o.o f.t 0 4.17 0.00 0.00 0.00 0,00 0.00 0.00 0 1.42 0 3.25 2.00 0.00 ft-I 0 21388.9 o.o . o.o 0.0 o.o · 0.0 o.o 0 1710.8 0 ~168.7 450.0 o.o ·· -· -·-·· · -Totals • 2100.0 I ns8.3 tt-ll 7583.3 I 7583.3 I 26n8.4 ft-I 26778.4 ft-I Resisting Totals us·ed For Soil Pressure ··(Vert.Component of Active Pr~ssure Removed) (continued on next page •••• ) G~ORGE R. SAUNDERS ASSOCIATES, JCll()6CJ361 .----.. _: _.J.~" ~ .. -~:;:· ~-~----- I I A . I t.::./·l I I I I I I I ~D Gt\· ... I. I I I I I I i® ,, I r:r.: MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEE~ING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . CANTI"LEVERED-RETAINING WALL DESIGN\\ PROJECT #960240: .LEGOl,.AND SITE RETAINING WALL -10' HIGH (96240R10.RC\I) ( ••••• continued) ----STEN SUMMARY . Top Stea: Fro• 4.00 ft to Top of Wall 10.00in concrete w/ I 4 a 12.00in, d• 7.7Sin f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar E~~ 12.0in HU• 2142.0 <• Hn • 6798.0ft.;,# vu• 9.17 <• Vn • 93.11psi \\ Interaction Value •·0.315 Second Stea From 2.00ft to 4.00ft 10.00in Concrete w/ I 4 a 12.00in, d• 7.7Sin f'c• 3000.0psi, F,ya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.2in · Hu •" 5077.3 <• Hn • 6798.0ft-ll :; Vu• 17.30 <• Vn • 93.11psi Interaction Value • 0. 747 · Third Stem From 0.00ft to 2.90ft · 10.00in Concrete~/ IS Q 12.00in, d= 7.69in f' c• 3000~0psi, Fya 60000.0psi Wall Wt.• 125.00psf; Bar Embed• 9.2in Mu • 9916. 7 <• Mn • 10302.3ft-# Vu• 28.24 <= Vn • 93.11psi Interaction Value• 0.963 V4.4D (c) 1983-96 ENERCALC : · Page: ~EORGE R. SAUNDERS ASSOCIATES, KW060~61 i~· ....... , .... :""····--·--~~ .;,::. , .. _.,: __ .. ,.:.« .•. • • : .. ' -~ < • : ~i. ', ! ~----,,.,..,--=--=··"'"'"'"'"·'.,.,.·-~ .. _____ .......,_..;._ ____________________ . ' .. -... ~-: ... -. i • I I I I I (;) I I I I MARTIN & D'Q'NN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION' CENTER CT SUI.TE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN PROJECT 1960240:, LEGOLAND SITE RETAINING WALL -12' HIGH (96240R12.RCW) \ \ WALL & FOOTING DATA VERTI.CAL LOADS Retained Height • 12.00 ft Axial DL c!h Stea • Wall Ht. above Soil • o.oo ft. Axial -DL on Stea • Toe Width • 2.00 ft •••• Eccentri ci.ty • Heel Width • 6.00 ft Surcharge over Toe • Total footing Width .. 8.00 ft Surcharge over Heel • 0 plf 0°plf 0.00 in 0.0 psf o.o psf Footing Thickness .. 12.00 in Note: Toe Surcharge Resists Overturning 18)00 in Key Depth • Note: Heel Surcharge Resists Overturning Key Width .. 1~1'QO in SOIL DATA Toe to Key Dist. •· 2.00 ft Allowable ·Bearing .. 2000 psf SLIDING CHECK Active Lateral .. 35.0 pcf Ftg/Soil Friction • 0.35 ••••• Max. Press. .. 0.0 pcf Soil to Neglect • o.oo in ••• "'Slope Press. • 0.0 pcf Lateral Pressure • 2958# Backfill Slope .. o.o :1, -passive Pressure • 1094 # Passive Press. • _350.0 pcf -Friction -3411 # Soil Density .. 110.0pcf Add'l Force Required • 0.01 Soil Ht over Toe .. 0.00 in ) j / ·page: A~1 LATERAL LOADS Lateral Load Acting on Stem Above Soil • 0.00 paf Add' l Lateral Load , • 0.00 plf Dist to Load Start • 0.00 ft Dist to Load End • Q.00 ft ADJACENT FOOTING Vert, cal Load -o.o # Load Eccentricity • o.oo in Footing Width • o.oo ft Ftg', CL to Wall • 0.00 ft Vert. Position of Ftg • • •• Above/Below:C+/~J • 0.0 ft Spread Footing ? No I SUl111ARY FOOTING ,DESIGN I I ... :-~,. f: ::-y ... ;~::~; I. I I I I I I ~ ~0 ~. I {, c' Pressure il Toe · .. 1767.6 psf Soil Press. Mult. Toe Heel Pressure Iii Heel .. 668.7 psf By ACI. Eq 9-1 .. 247~ 936 psf Allowable Press. • 200Q psf Hu-Upward .. ~93 '16915 ft.-/1 Ecc. of resultant • 7.22 in Mu-Downward .. 420 27469 ft-II Max. Shear Iii Toe • 27.10psi Mu-Design .. 4273 -10553 ft-# Max. Shear Iii Heel .. -30.30 psi One-Way s_hear: Allow. Ftg Shear • 93.11 psi Actua'l • 27.1 30.3 psi factors of Safety: Allowable • 93.1 93.1 psi Overturning • ·3,59 :1 Cover over Rebar-• 3.50 3~50 in Sliding -1.52 :1 'd' • a.so a.so in Ru• 11u/bd"2 • 65.7 162.3 psf SUMMARY OF FORCES & MOM!NTS ----overturning Moments ---- Origin of Force •• ,, II ft Active Soil Press. .. 2957.5 4.33 Soil over Heel = 0, 0 Soil .over Toe • •17.S 0.33 Sloped' Soil Iii Heel • 0 0 Adjacent Ftg. Load • o.o 0.00 Surcharge over Heel .. 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Ila.LL = 0 0 Load Iii Proj, Wall ,. 0,.0 0.00 Averaged Stem llts. .. o, 0 Added Lateral Load .. o.o 0.00 Footing Weight • 0 0 Key I/eight ---,,. 0 .• 0 Vertical Component of Actfve P'ressu,,e 0 0 Totals • 2940.0 I Resisting Totals Used For Soil Press~re (Vert. Coaponent of Active Pressure Reaoved) ,. ,· ft-# # 128'15.8 0 0 6820.0 -5.8 o.o 0 0.0. o.o 0.0 0 o.o. 0.0 0.0 0 0.0 o.o 0 0 1500.0 o~o 0 0 1?00,0 0 225.0 0 o.o '12810.0 ft-I/ --9745.0-I/ 9745.0 II ~· ' ~ f'c Fy Min. As Percent Omit SP Under Heel Toe II 41il 15.94 II 5 Iii 24.71 II 6 iii 35.07 II 71!l 47.83 II 8 ti) 48.00 II 9 Iii 48.00 Resisting Moments ft 0 5.42 0.00 ·o.oo o.oo 0.00 0.00 0.00 .. 0 2.42 0 4.00 2.so 0.00 .. 3000 psi .. ~0000 psi -0.0012 ? No Heel 7.06 in o/c 10.94 in o/c 15.53 in o/c 21.18 in o/c 27.88 in o/c 35.29 in o/c ft-I 0 36941.7 0.0 . o.o o.o o.o . o.o o.o 0 3625.0 0 4800.0 562·.S o.o 45929. 1 ft-I 45929. 1 ft-I (continued on next page,, •. ) ' . V4.4D (cl 11l•H6 EliERCALC '. • . . . • • . . • • . <IEORGE R. SAUNDERSASSOCIATES, ICW060~1 .. ' •. . ½.0 . _ . ., ....... ':'.'.',.,.,:_·.-,,~~!-:::: ... · .... > .: .... ~-:::-::~,:;:~;::--~·:.:-::.,~. r. ,i 11--. _ -_ ••••••• _ .............. · .. :.~ ::-.:.. ~ :··. -... , ·,_ • · ••••. : • ....,... ..... .,:. .. ,....... , • ......,........ .. --~ ..---r:ir· • J I I I () I I I I I I l·:<t 1..: ::·-;: ··. _..._,-1 I I I I I I I fCY ! MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . CANTILEVERED RETA'INING.WALLDESIGN PROJECT 1960240: l.,EGOLAND SITE RETAINING MALL -121 HIGH C96240R1~.RCW) ( ••••• continued) ----STEM SUMMARY -------Top Stea: Fro• 4.00 ft to Top of Wall 10.00in Concrete v/ I 4 ii 12.00in, d• 7.S6in f'c• 3000.0psi, FY" 60000.0psi Wall Wt.• 125.0Qpsf, Bar Em¥,<!• 1·2.Sin Mu• S077.3 <•Mn• 6627.0ft-l vu• 17.81 <• Vn • 93.11psi \, Interaction Value• 0.7~. Second Stea Froa 2.00ft to 4.00ft 10.00in Concrete w/ # S ii 12.00in, d= 7.S6in f'c• 3000,0psi, -F)"' 60000.0psi . Wall Wt,• 12S.oop,t, Bar Embeda 20.1in : · Mu • 9916. 7 <• Mn • 10121.on-# \ '. Vu • 28. 79 <= Vn = 93.11psi Interaction V~lue = 0.980 Third Stea From 0.00ft to 2.00ft 10.00in Concrete w/ # 7 Q 12.00in,. d= 7.S6in f'c-3000.0psi, F)"' 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.1in. Mu= 17136,0 <•Mn• 18819.0ft-# Vu •'42.39 <• Vn • 93,11psi Interaction Value• 0.911 ___ .... _,,... ,, ,,. \\ I V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 _§;. . ~:::-.:~-....... ·:.·::·~·.-; .. :, ... ::..a •........ "7-........ ~.:.-•,..· •. • ....... . -·---~-.·-.,~ ~-----.. ~. ·->: . . . ' ' -. . ~ . ....... .... ~~-·~·-·--·=---~----=--:a:.~-.-.-.. --~..,~~ .. ~• .. ,4 ,•'K --- __ -_· ,,_: __ ,~_---~~- I I CD i·'• .. I :-:·:-::- I I I I I I I -;-:-...., :~;-;:-:.::~ -:.I::.:,..,, I I I I I I MARTIN· & DUNN, INC.. , . STRUCTURAL & CIVIL ENGINEERING .7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN PROJECT 1/960240: LEG6LAHD SITE RETAINING WALL -141 HIGH (96240R14.RCV) \\ ---WALL & FOOTING DATA ---,.--------VERTICAL l,OADS ---- Retained Height • 14.00 ft Axial DL on Steil • 0 plf Well Ht. above Soil = 0.00 ft: Axial DL. on Stea • O plf Toe Width • 2.50 ft ••.•• Ecceniricify • ·0.00 in Heel Width • 8.00 ft Surcharge over Toe • 0.0 ps'f Total Footing Width = 10.SO ft Surcharge over Heel • 0.0 psf · Footing Thickness = 12.00 in Note: Toe Surcharge Resists overturning /·~age: A~~ -------LATERAL LOADS -,----- Lateral Load Acting on Stem Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End • • • = 0.00 psf o.oo plf 0.001t 0.00 f.t Key Depth • 18.'oO in Note: Heel surcharge Resists overturning Key Width • ·12;~ in ----------SOIL DATA ----------ADJACENT FOOTING ------ Toe to Key Dist. • 3.00 ft Allowable Bearing • 2000 j)sf Vertical Load· • ----SLIDING CHECK Active Lateral • 35.0 pcf Load Eccentricity • o.o, o.oo in I 0.00 ft 0.00 ft Ftg/Soil Friction • 0.35 .; ••• Mex Press. • o •. O pcf. Footing Width • Soil to Neglect • 0.00 in ••••• Slope Press. • _O.O pcf Ftg. CL to Well • Lateral Pressure • 393~ I Backfi"l-l slope • ·o.o :1 Vert. Position of Ftg. -Passive Pressure = 1094 I Passive Press. = 350.0 pcf ••• Above/Below:C+/-J • '.-Friction ,. S105 I Soil Densi.'ty • · 110.0 pcf Spread Footing ? 0.0 ft No : Add' l Force Required • 0.0 # Soil Ht over Toe • 0.00 in -----SUMMARY --------· ------------------------FOOTING DESIGN --------------- Pressure al Toe Pressure al Heel Allowable Press. Ecc. of resultant Max. Shear al Toe Mex. Shear iii Heel Allow. Ftg Shear Factors of Safe'ty: overturning SL iding = 1702.9 psf • 107S.5 psf • 2000 psf = 4.74 in • 36.87_psi = -37.37 psi = 93.11 psi • .. 4.60 :1 1 .57 :1 soH Press •. Mult. Toe By ACI. Eq 9-1' • 2384· Mu-Upward = 7232 Mu-Downward = 656 Mu-Design • 6S76 One-Way Shear: Heel 1506. pst 43799 ft-# 60760 ft-# -16961 ft-# Actual • 36.9 37.4 psi Allowable • 93. 1 93.1 psi Cover over Rebar • 3.50 . 3.50·in 1d 1 • 8.50 a.so in Ru• Mu/be!"~ • 101.1 260.8psi t•c Fy Min. As Percent Omit SP Under Hee.l -----Toe • 4 Q II 5 iii # 6 Q II 7 al # 8 iil II .9 lil 10.28 15.94 22.62 30.85 40.62 48.00 • 3000 psi • 60000 psi = 0.0012 ? Ho Heel S.12 :In o/c 7.94 ·in o/c 11.26 in o/c 15.36 in o/c 20.22 in o/c 25.60 in o/c ---------------SUMMARY OF FORCES & M_OMENTS --------------- --overturning Moments--· -----Resisting Moments ---- Origin of Force ••• # ft· ft-# II Active Soil Press. Soil over Heel Soi l over Toe Sloped Soil al Heel Adjacent Ftg. Load Surcharge over He-el Surcharge over Toe Axial Load on Wall Load; Proj. Wall Averaged· Stem Wts. Added Lateral Load Footing Weight Key Weight · ----- Vertical Component • 3937.5 = ·o = -17.5 • 0 = o:o • 0 = o.o .. 0 • 0.0 • 0 • 0.0 • 0 • 0 of Active PressUPe 0 Totals •. 3920.Q# .... 5.00 0 0.33 0 ·0.00 0 o.oo 0 ·0.00 0 0,00 0 -·o 0 Resisting Totals Used For Soil Pressure (Vert. Coaponent of Active Pressure Re119ved) .. ·• V4.4D Cc) 1983-96 ENERCALC . ·! 19687.S ·O -s.s 0 o.o 0 o.o 0 o.o 0 o.o 0 0 0 0 11036.7 o.o 0.0 0-:0 o.o o.o o.o 0 17S0.0 0 157S.O 22S.O o.o 19681.71-t-l ·14586.71 14586.7 # ft . 0 6.92 .0.00 ·0.00 0.00 0.00 0.00 0.00 0 2.92. 0 S.25 ·3:SO 0.00 ft-# 0 76336.9 o.o· 0.0 o.o 0.0 0.0 0.0 0 5104.2 O· 8268.7 787.5 o.o 904?7~3 ft-II 90497 .3 ft-# (continued on next page •••• ) GEORGE R. SAUNDERS ASSOC_IATES, ICW040361 I I CJ} I I I I I I I I ·'J) i...-; ·~ · • ... . . ... . ,-:..:,; I I I I I I I --.. ·/.:J 10 . MARTIN & DUNN,· INC·. '. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL -14' HIGH (96240R14.RCW) ( ••••• continued) ----STEM SUMMARY . Top Stea: Fl'OII 4.00 ft to Top of Wall 10.00in Concrete w/ I 8.a 12.00in, d• 7.44in f'ca 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar E~ed= 12.8in Mu• 9916.7 <•Mn• 23678.7ft-l Vu= 29.33 <= Vn = 93.11psi \\ Interact.ion Value • 0.419 · Second Stea From 2.00ft to 4.00ft 10.00in Concrete w/ # 8 Q 12.00in, d• 7.44in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 23.0in Mu• 17136.0 <•Mn• 23678.7ft-# Vu• 43.17 <= Vn • 93~11psi Interaction Value• 0.724 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ # 9 a 12.00in, d= 7.44in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00paf~ Bar Embed• 16.0in Mu• 27211.3 <•Mn• 29043.Bft-# Vu• 59.68 <• Vn • 93.11psi Interaction Value• 0.937 __ .. -... - .. _//page: A 40 \\ .- ' V4.4D (o) 1983-96 EMERCALC , . .. GEORGE •• SAUNl>EJIS ASSomr,s, -· ~~~~~.;~~~&:":;::""~~~;'~.·~i;~~;;.;;~_~::.o6~-:..-~.j'! .. •!,.,.:-,.··1;~, ~!•..;-="•.: •• •.-u-;,,.;-'r,.-;. ,. ,-~·~-:n,;;-.•:·,;•rn--.c:,·.~~-=--=·=· ~-...---.:.· •· f I I (;) I I I I I I I I (f) I -~ I I I I I I :J0 I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SU:CTE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN,, . . . \ \ PROJECT #960240: LEGOLAND SITE RETAINING WALL -16' HIGH (96240R16.RCW) ---WALL & FOOJ'ING DATA --· --------VERTICAL LQADS ------ Retained Height • 16.00-f.t Axial DL on Stea • 0 plf Wall Ht. above Soil • 0.00 ft· Axial DL on Ste• • Oplf Toe Width • 3.50 ft •••• Eccentricity • ·o.oo in Heel Width • 8.00 ft Surcharge over Toe • 0.0 psf Total Footing Width • 11.50 ft surcharge over Heel • . 0.0 psf Footing Thickness • 16r00 in Note: Toe Surcharge Resists Overturning ------LATERAL LOADS ----- _Lateral Load Acting on stem Above Soil Add'l Lateral Load , Dist to Load Start Dist to Load End • • • • 0.00 psf o.oo plf o.oo ft . o.oo ft Key Depth • 2too in Note: Heel Surcharge Resists overturning Key Width • 12.'00 in SOIL DATA -----------.ADJACENT FOOTING ----- Toe to Key Dist. • 4.17 ft Allowable Bearing • · 2000-psf Vertical Load • 0.0 # 0.00 in 0.00 ft 0.00 ft ----SLIDING CHECK ------Active Lateral • 35.0 pcf Load Eccentricity • Ftg/Soi l Friction • 0.35 ..•. ,Max ·Press. • 0.0 pcf· Footing Width • Soil to Neglect • 0.00 in .•... Slope Press. = 0.0 pcf Ftg. CL to Wall • Lateral Pressure • 5258 #' Backfill Slope = 0.0 :1 Vert. Position of ftg • . -Passive Pressure • 19441 Passive Press. • · 350.0 pcf ••• Above/Below: C+/-J . ~ Friction • .6062 # Soil Density • 1-10.0 pcf Spread Footing • o.o ft No ? Add' l Force Required . • 0.0 # Soil Ht over Toe = ' ·0.00 in · -----SUMMARY --------------------------FOOTING DESIGN ---------.----- Pressure iil Toe Pressure iil Heel Allowable Press. Ecc. of resultant Max. Shear iil Toe Max. Shear ii) Heel Allow. Ftg Shear Factors of Safety: Overturning SL iding = 1831.3 psf = 1180.9 psf = 2000 psf = 4.97 in • 35.83 psi • -33.96 psi • 93.11 psi SoH Press. Mult. Toe Heel f'c By ACI Eq 9-1 = 2564 1653 psf Fy Mu-Upward = 15138 45030 ft-I Min. As Percent Mu-Downward • 1715 67228 ft-# Omit SP Under Heel Mu-Design .. 13423 -22198 ft-# ----Toe one-Way Shear: # 4 iii 7.42 Actual • 35.8 34.0 pii # 5 Q 11.50 Allowable • 93.1 93.1 psi II 6 iii 16.32 = 4.04 :1 Cover over Rebar = 3.50 3.50 in # 7 Q 22.25 • 1.52 :1· 'd' = 12.50 12.50in # 8 iii 29.30 Ru.= Mu/bd"2 = 95.4 157.9 ps; # 9 iil 37.09 Heel = .. = ? 3000 psi 60000 psi 0.0012 No 4.80 in o/c 7.44 in o/c 10.56 in o/c 14.40 in o/c 18.96 in o/c 24.00 in o/c -------------------SUMMARY OF FORCES & MOMENTS --------------- -overturning Moments ---------,.-Resisting Moments---- Origin of Force ••• II ft ft-# ' ft ft-I Active Soil Press. • 5257.8 · 5.78 30378.3 0 0 0 Soil over Heel • 0 . 0 0 12320.0 8.00 98560.0 Soi l .over Toe • -31.1 0.44 -13.8 o.o o.oo o.o Sloped Soil iil Heel • 0 0 0 o.o o.oo · 0.0 Adjacent Ftg. Load • o.o 0.00 0.0 0.0 0.00 0.0 Surcharge over Heel • 0 0 0 o.o 0.00 0.0 Surcharge over Toe • 0.0 0.00 0.0 0.0 0.00 o.o Axial Lo~d on Wall • 0 0 0 0.0 0.00 0.0 Load iii Proj.. Wall. = 0.0 0.00 o.o 0 0 0 Averaged Stem Wts. = o· 6 0 2400.0 4.00 9600.0 Added Lateral load • 0.0 Q.00 0.0 Q 0 0 Footing Weigh~---= 6 0 0 2300.0 5.75 13224.9 Key Weight • 0 .• 0 0 300.0 4.67 1401.0 Vertical Component of Active Pressu,,e 0 6 0 o.o 0.00 0.0 Totals = 5226.71· 30364. 4 ft-# 17320.0 I 122785.9 ft-I Resisting Totals Used_ For .Soil Pressure 17320.0 I 122785.9 ft-# (Vert. Co11p0nent of Active_ Pressure Removed)- (continued on next page •••• ) I V4.4D Cc) 1983-96 ENERCAI.,.~ GEORGE R, SAUND~RS ASSOCIATES, KII060361 b..;:,.·~~'!'.-:,'8~~~:.r~~i;_~::a:: :-. ::;. ·. ·: :::,-:::-~;'t'3::··::,;~!.,::;.:=·•:::,:-,-:,-:,',-;";""";'~~ ""C':' ...... .,;~,-;:-.:,. :~ •• I I . (8 I ·-·· I I I I I I I I I I 1· I fB •. ' MARTIN &-DUNN,· INC. . STRUCTURAL & CIVIL EN~I~EERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED .RETAINING WALL.DESIGN PROJECT 1960240: LEGOLAND SITE RETAINING WALL -161 HIGH (96240R16.·RCW) ( ••••• continued) ----STEM SUMMARY---- Top Stem: Fro• 4.00 ft to Top of Wall 12.00in Concrete w/ I 6; 12.00in, cfa 9.38in f'c• 3000.0pai, Fys 60000.0pai · Wall Wt.• 1S0.00paf, .Bar ·Elllbecfa 23.Sin Mu • 17136.0 <• Hn • 1770S.\Srt-l Vu • 33.28 <• Vn • 93.11pai\ \ Interaction Value• 0.968 \ \ Second Stea Fro• 2.00ft to 4.00ft 12.00in Concrete w/ # 8; 12.00in, •d• 9.38in f'c• 3000.0psi, f)"" 60000.0pai Wall Wt.• 1S0.00psf, Bar Embed= 28.9in , Mu• 27211.3 <•Mn• 30566.Sft~i ; Vu• 46.21 <• Vn • 93.11psi : Interaction Value• 0.890 Third Stll Fro• O.OOft· to 2.00ft 12.00in concrete w/·#10; 12.00in, d= 9.38in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 1S0.00psf, Bar Embed= 16.4in Mu• 40618.7 <• Hn • 46441.0ft-# Vu• 61.2S ·<• Vn • 93.11psi Interaction Value• 0.87S ._.--.... \ \ I ' / -Page: M_?,.. :~ I Y4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUN~ERS ASSOCIATES, KW060361 .¾,:-;;-:::_,:..i<; .• .;;;;:;_\~i~:..;:.i~: ./:~~::,.,~ .... -~.•',:.:~•:: ...•. ~~~':• "\~•,.•,. .. ~ :,•,·:.~.', :,•.•_,,_. .. ,:.:, ,.,~.-:<:,•.< ••'·~·a.:·=~~'··· ··' ·--~~----:~~-~...-~-,..;.~ I I t'.J I I I I I I I I ,::·.:;~I \ ~_::.·..- I I I I I I MARTiN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 -Wl'l-40. JOB l61::PL~'() SHEETNO, . A.4-> OF __ .. __ _ CALCULATED BY ________ /)=-(N=--__ DATE 7:J'i 1 cHecko BY _ DATE ____ _ ~ EWU ~,;,~1-Wt:9AA!l~.5 ,. i \ -f\~ C'-°o ~-;J: . - : Ce·'.:· \,oeo··· ·· ~f.-c:) · ·--· · · · · .. ·-· , · · · C~ :: L4 0~ ;: l'Z.~ : Er:,~) __ : _t_::: Ir~~ _~h47' ttk ~-~ __ '~-I~. 7._fsf _ C:SttSMJC... : · \NOO() t-E:Nct. -5WHLC.. 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",.:, 1 t.. 4, S o/C ·+ .. . ' '. ) t' I \\ I If \J SE z,s::, (!) '? 4 ,.fo O~P ~WD~ @. t 4-D .::!: &-Nl'f5 ! . . . I - C • ! O • • • • •• • f.. • ! . • . • . • i • • • • • l• • • •• • •• • ... ·.· .. · ·i .-: -.. · -· ·I : ··· ···. . . ·· ·. I '> .. ·• . -+ : ~ ... ·. -.. : ,_J : , ... ·. • --· -. . .. . . . •· •· '. -. . . · · .: · · · ... i ... ··· .. · ·· · : f· -· ·· -· -·· · · -· ·; · · · :_ · · ·I · ... · · • • • • . . ,_1. • •. -·: -: . :. :_1 :. -.· ., .• _ . . • • .. . ... ,., ... 1 ... . .. - . .. .. . . : I ..,. l -~ ,. . ._ ___ ,,.., ....... ~ .... -·:-·-----.. ·--~---.--.- .~ ... :~ .. ---.. -2··~-fJ .. _-4.,..,,-·•*"-!~""'-~-=-------~-_ ____,.,.....,...~_.,..,..-----'-----'----·-·-··. -·_ . __ ·. ·--·--· ._,. I I I I I I I I MARTIN & DUNN., JNC. Structural & Civil Engineers . 7801 Mission C~nter Court Suite 400 SAN DIEGO, CA 92108 JOB LG:@L.A.fvb. C.~tct:>. SHE.ET NO. · A, 4? OF---,.--- Phone (619) 497-2118 C~CULATED·BY __ . -----~t< ..... 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J, 1 Ar 3 ~ ~ . . ~.--vv I . 3 -{'o (IND h l'l'li.-i J. }e:f Q ;:."::: C- l. I_ ,. .5.:Lf M h . IOc,.,r· . :. ·-: n..,-r D .. _ .. _ ·: .:.-i~w ... · _ .. _ __ :· I -"' p, or .,. ~ "" .. -"" .., • .c. to: ... & -.. r.: • 'II'-C .. ..... ,_ ... r. • c; C .. «-.. "' r.. -"" .r: "-... " -n. r. .... "· C ..; .. .. "" .: ... ,L". e ... .. ... ..., ~~ ~c~:r_w.,,.~ !tric. G•:t~.f.!m_ttl~ ':t1t-..t·; ... ~t-J~Fn'EE",,,fi,3'.,,~ .:_ . rr,. ,.,~ ... -·-• .., f~-;: ·~,.,...::_ ..... 7 ..... ,:;:,,:.,J~-.:~';;,~ ··" :'!.-:;, .. '"'· •. .-> .. ::;::;;.,·.~::-·-o :4~ ' ... t ... • .. ~ <-·····--~--·---~----------..-,. .. ---~~-··~---... ·---· ~---·---- I I I I I I I I I I I I I I I I tt) ' ti?) - JOB · L& {fTJ lcA:,Jv. C4¢1:5BAV MARTIN & DUNN, INC. Structural & Civil Engineers A4~ 41.o SHEET NO. ------------------------,---OF _ __,_;....;;_ __ _ . CALCULATED BY _ __._A ......... M...., ..... .£-----·--DATE :1&~ ,, 'Z ~ 7801 Mission Center Court Suite 400 · SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CH~C~D BY ...... · ------------DATE _____ _ -1)0(~1;,r;. -~6w .· ~v,·~ LoPtc fii,-.,sto~ t,v 'i1£.,?ti,·~ .... WCbK:>YL. f3-0V(i w 1 ,r v1 A · FR £G' Go r.rG t>1 .. Pf.AtJU ~ M D(t.. 1 H A..JJ f$c 1--, G ,;;-:, Mt!" rrr w-,-...e; --r fl • -t~ ,;. '3 {;)l;)t, f'«; l \(~ttO 6fl. ~ /AP0;)7,-;fr)· (o,g,) \ \ ¢'Pc "'i: "'¢'~ C-z:~2 ~ff[) 'L ~ 10.-=t Re ·41[ f0/2. . "M/' JS A,~-) g ~~ &Ml6'£D . . dP t: 'I. .v I c..:: ;o,, k -8 ~ ~ ~ -:r,~ 01_1, ~vfU : > ':t,, S-.,.. ::-/Cf,/~ /,'I >r-l,'1{A-Ifr1,,.,,.£ )12." w,.;<. e,c.-'1, ..... ) ()~ S(Gt:L•. f.s-~ .0-q A1;, f; :: o. r x /·{'(11/t x G oiLJ--: 1, 't ; r:;,o"" U% /1. .,t.tfJ AS-/(/~w Q;IZ/YICG' Vok-J 1'G~.r10,-., : . . : ; : .... ~ . . . . .. -. . .. f . -. . ;. 1 · · .. • i .,, ~ · · ... . . . . . . . -.: 1 . . . . : . _ _; .. -. .... ~ .. . . . ... ~ . . . . . . . . . ... .. . ... ~ .. :. . "· .. .. -· :. .. ~ .. , . . ____ ,.:. . .... i ·-·--.. . ~-.. -•. ! •• •• • 0 Oo ,., .KO _, -,,_ .... -•' o, 0 ... -. ,__ ;~ ..... --: . -· : ;_.- ; ~ . -~~ """ ..,. .. ·.-· --l.-·--~-,~ .. ~~~f:-I:'-=~ ..... ;<1!1:.1.-;:...-;;;; .. ;-:r_---~-..... .:.:..-•C.:--.. -..~...:. .• ~·~·1.-:.:.~ .... -:,.: .... '-·¥ "---~·----~··'""'-~:. ,..,_ ·-=· _..., . .:....· ~~....-.T,.....,..,.--------·--------------·- I I I I I I I I I I I I I I I I I I I SUBJECT Gravity and Lateral Loads Roof-Framing Lateral Analysis Roof Diaphragms Shear Walls Columns Foundation Design SECTION B RETAIL SHOP INDEX SHEET NO. 81 82-817 818-822 823-828 82~-832 833-841 842-853 • ~ p 4, .. • ..... .. ' ,. ~ "'•-.. + ~ ··;.~ ,t ·---~· .....,~~~---.'.!-,,....:.W.:...:..._•-~· .... _ ~-~"" ... ..i..:.. ... ,..,...... ' I :=====================================,:a•=N=-= .. =·-=·~=lllm,,=<IS· .. =·= .. -=·=~·=· =JU=='"=~===--=··=- MARTIN & DUNN, INC. 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Structural & Civil Engineers 7801 Mission Center Court $uite 400 SAN DIEGO, CA ~4108 Phone, (619) 497-2118 ·. fax (619) 497-0429 JOB _____ ....._ ____ ,=.(.,,,e;;;;...;a...(JP_C?_,~'-------' -,-.----,-,---- SHEET'NO. ______ B_4...,.,_ OF--------- CALCULATED BY -tb DATE 5 ,'2,'?;,,cn ------- CHEC~e6 BY -,----,-,----D_w __ DATE-,.,----- SCALE , D() f' ~ /2-f?:-7M1_ ~ 'P-2:::i.o mA-r,:; /2-~d?f Jo/t:;[S , . t:>L . l~-fSF \ ,,4-t,,;.p (A) 1..z,1' -s. pk.J W-= if._~n.-o) ( 4-) = /5 ':2.. fr.-!= . :1c," ,...11/~sc, . 171 ?c.F I (pl/ -PI 1-~ 5 c. . (?,,:f-4-e/'o, c , ~(E. s,c. : p.. ::-JC:, 72. <f <. Zf,:15tYI: · s1111 e,A..J /fJJ 35/(.p1 i.F, if~ . , n'/• c"I C,t/-518) ( 'I) ,f-5 '! (-:2-) ,.: /?-/%-# I < ')_,:,C, CA?->I I ( r: :,_, cz:_5crr-,_ (z) / t? I/ 1.J I /'oS C. '""1o/$TS e ltJ,eo+f, VNIT I e. ,;2, o..c.' .• ... , · .. . , , , ,;...,<Io ·, ·, . ! .. . ... . ~ (c, ~ t f<... ~ +-1 + '47 , I,_ 7 (? 11- s, m P f!,e?,..;} Z-,VS Z f3 IF, /11 • /.J<o~ ,· I I Q) .-1 . I I I I I I I(-:-:--.. . · .. .:~\ ···'·)· " .... _ .. I I I I I I I ,-..:.:...:,. 0 . I 1 I 05-27-1997 15:02:48 TJ-Bea.m(TM) v:4.so· 1001 Martin and Dunn, Inc . 7801 Mi1sion Center Court, Ste. 400 San Diego, CA 92108 OSI Phone: (619) 497-21).-8 / TJBEAMD ------------------~----------------------------------------------------~-~---------------------------------------------Name: Denis Dunn Project Name: DUPLO RETAIL fage Title: MECH. UNIT JOISTS Based on Allowable Stress Design. (ASD) UBC building code for Custom. TJM products --.. ----------------. -----.. -------.. -------·-------------------... -----------.. -.... ---. -----.. -...... ---.. -----------.. ------.. ------ Application ................ Roof De.flection Criteria (MR). Member Use ............. ·.... JOIST Load Classification ..... ; .. Roof LL Defl TL Den Member Top Slope(in/ftl ... 0.000 Load Duration Factor ....... l.t5 Live Load(psf) ..... , ......... 0\0 Dead Load (psf l .............. O .1Q Span 1 L/360 L/240 Roof Slope(in/:ft) ......... 0.000 Floor Decking ............... N/A Repetitive Member Use ....... N/A Reinforced Overhangs ........ N/A LOAD: Class LDF .Begin End Live Load D~ad Load Comment l Unif (plf) Roof 1.25 0'-0.00" 91-0.00" 80 72 Add LOAD A · 2 Unif (plf) Roof 1. 25 13'' -0. 00" 22 1-.o.oo• 80 72 Add LOAD A · 3 Unif (plf) Roof l. 25 9'.-0.00" 13'-0.00 1 227 72 Add LOAD B 2 Pcs of 1611 TJI{R)/35C JOIST @ ;1.2. 0 11 o/c . 22'-0.00" -------------------~----~----------------.SIZE AN ALYS~ S - A S-Q ----------------------·-~---------------- This anc;lysis for TJM products only! Substitution voids thi.s analysis . IMPORTANT! The analysis presented below is output from software_ developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been prqvided by the software user .. This output has not been reviewed by a TJM Associate. · ·· The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Maximum Shear(lb) 1966 Reaction(lb) 1966 Moment(ft-lb) 12136 Live Defl. (in) Total Defl. I in) Max. Reaction Total(lbl Live(lb) Required Brg. Length(in) Max. Unbraced Length(inl Design Allowable 1966 < 5825 1966 < 3138 12136 < 20662 0.420 < 0.733 0.666 ( 1.100 Span 1 1966 . 1174 1. 75 (ii) l.-966 1174 l. 75 (ii) 32 Control ·296t LT. end Span 1 under Roof loading 160t Bearing 1 under Roof loading 170% MID Span 1 under· Roo'f loading L/629 MID .Span 1 under .Roof loading L/396 MID Span 1 under Roof loading Copyright (cl 1996 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJI(Rl is a registered trademark of Trus Joist M~cMillan. TJ-Beam(TM) is a trademark of Trµs Joist MacMillan. 1--~ .. I tT) II< I ·- MARTIN & DUNN; INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 ·~·-i.·-----· ..... -l'f/----··---~"'"'.·,.;-,n-------~ JOB ___ ___:w:..=.;-U>~----O_l..4+-YO-'_,;__ _________ _ SHEET NO. ----=----_,6.._-.;:(_p;.__:_ OF------ CALCULATED BY ___________ ___.:::tb;.;;:;...._ DATE _6_, 2.-_1_.: _· 1_7 _____ _ CHECKE6 BY -------,----"0-~_ DATE _____ _ SCALE_-,-J;)_~..;.'P_;L.;;;..;O_f--'-' __ G_,_1"P<1-'-.-L_:_J)_ .. ..,..'2..;,,.2...;;;0 _____ _ :2~!?'' 71'7"-if----!.-""--~ I I I I l '.~':.t>:i ~-. <) I I I I 1. 11P· ~.f.~. ---------·--vse-,4--XI o PF-1.... ·11 '/ I .. •, 1 ·--·,p I I I ,, I:_ I: It? 1- 1: Ii I- I I.: I: /.:?\ 1 .. -~ ... : .. MARTIN & DUNN, INC. Structurcil & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (~19) 497-0429 lE'G>o~ JOB------,------,----'------,,...;.-------- B1 SHEET NO.---------'--'---OF------,'----- CALCULATED BY ..... · -,------· ~tb _____ . _ DATE _S_, _i..,_717_·..___ CHECKEb BY--------· ~oc.J<.y)_ DATE----- SCALE -])vPt..o _ l<.E-T~'-: ;:;;-z:20 t:>p..,:;;,p Pe-z:? a:., L, . ~ -s 1-u:: 117 mA--r er!-8(p Jt B 7 ( rn+r A.> a. ,L..:0 \ l~i:,o~ · c;~i"!)fp~-t-~I -= 1i~~-1-\0i,.i,.1~sc# (;.,p'/1-p1.-) : • . :~ I \ "7 t W~ = Ip{ S) =-:S,t> f'y:= bl.. ' . :t==~========~=r---Cl.) = o~ ·f-7 .. o) CI) ... '3~ ft.E ( (~ f'--F-Pt..) l 1772-t !71:2#- ( f;&,2,--+t"PL) f-/1 ~ ( t 77 z..t_ ! en~) (?) +· ;o8J;J_. e:.,) = '5.CR g; ~~1 y-;; \77Z # &~/4.t:)l./C::.:,Ct;>l.. (ffott\ s.c..) . C-1' Cv fk =: Z.Stp_~·{1~)_ ,z&,q f"=>'t ~ _'2'f-09(1,i-s) (o.~,~) :-.ze:iq4 F'1 i.~~-1 - ' 'C.{) . ty,-\,? L\:17£): 'Z.b fSi ~ /(R? ( 1,-U:) = ,:i.o,-Rf>i ;;j, IPI.~ . ~L:. 01 Ot; II L/?) zo :n:) p 1.,·+ ~7~. ~~:~ . (Jt:».)-ff-· (c) er-1J.JjO<Ft(+) < t~#(t> L+~ ,', I Cr;;JJV~S ere··~~ C'.41.-cs.) ---~··· .. ---.. --,~---·-· ............... -.. ·--·····--·-···. -----··--..... . . . . ,.. ' ' -, ,_ ·-t - ' ' ~. '"" . 1'.. ~ ' : . !_ • ""-l • '•, . ~ . I I \:.~·-:} l o I I I I I I I I I I I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax GENERAL TIMBER BEAM DESIGN B2 BEAM DATA Timber Section 6.75x15.0 End Fixity Pin:F'in LEGOLAND DUPLO VILLAGE 96240 DUPLO RETAIL TMB. Date: 05/28/97 Page: ~'c SPAN DATA----- Beam Width = 6.750 in Elastic Modulus 1800000 .psi Center Span Left Cantilever 13.00 ft 0.00 ft 0.00 ft Beam Depth = 15.00 in Beam Density = "45.0 pct Right Cantilever Lamination Thickness = 1.50 in Load Duration Factor = 1.25 UNBRACED LENGTHS--- Fb-Bending = 240p psi Applied Loads Include Beam Wt:. Fv-Shear = 165 psi End Shear Calc'd.at Support Le : Center Span 0.00 ft Le : Left Cant. = 0.00 ft = Fe -Bearing 650 psi Le·: Right Cant. = 0.00 ft APPLIED LQADS-----;-----------------··- Uniform Load@ Center Span: DL = 18.0 pit LL = 20.0 pit Trapezoidal Load: DL: 50.0plf@ 1ft, 50.0plf@ rt from 3.00 ft to 10.00 ft Point Load: DL = 570.0 # LL = 780.0 # at 3.00. ft Point Load: DL = 570.0 # LL = 780.0 # at i 0.00 ft SUMMARY USING 6.750 x 15.000 Beam, Bending = 9.00%, Shear =· 12.73% Max. Pos Mom @ 6.50 ft= 5.68 k-ft $hear: Max. @ Left Max. Neg Mom @ 0.00 f1:= 0.00 k-ft .... used for dsgn = Max@ Left 0.00 k-ft .... Area Req'd = Max@ Right = 0.00 k-ft Max.@ Righ~ Max. Allow Moment 63.16 k-ft .... used for dsgn fb : Max. Actual = 269.5 psi •••• Area Req'd Fb : Allowable = 2994.3 psi tv: Max. Actual = tv/A Fv : Aliowable = Ck .811 UUF131 •• 6 1.9.87 Rb = (LeD/~·2)· .5 0.00 Bearing Req'd @ Left Cv per UBC 2312.4.5 1.00 Bearing Req'd @ Right = Center Camber = -0.04 in V4.4D (c) 1983-96 ENERCALC 1.77k Reactions .. , DL Maximum 2.66 k -Left 0.86 k 1.77 k 12.89 in2 Right = 0.86 k 1.77 k 1.77 k 2.66 k Deflections ... l-0.05 in I 12.89·in2 Center = -0.03 in 26.25 psi .... Dist = 6.50 ft. 6.500 ft 206.3 psi •. ,L/Defl = 5685 · 2867 Left = 0.00 in 0.000 in 0.40 in ... L/Defl = 0 0 0.40 in Right -· 0.00 in 0.000 in .;.L/Detl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I A 1--·,> MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 (kfS'O~ JOB __ _.;:;...;;.__.___ _ __.--'-_____ ..;.._ __ SHEETNO. _______ e_°) __ OF----"--- -I-/ 5, z,. 7 · c:'f 7_ CALCULATED BY~--_______ U:;;,_.....-DATE __;c._;;._..;......:·-'-'--- CHECKEd BY-----------------...,.O ..... v3-,---DATE _____ _ I .,,,,,.,,,,,,,.,,.~,,,.:·,·:,,!,·, . f?€op 5e:Prr11S { COIJT) 1: 83 . PP--of'PeO c-L =~) SIZE 70«1-4-Tc.t-f /i:,{pfi;. B7 .,.,) ,-.., .. ,1 , ~t -..l;_/$~o·t. -1'·. G c~:,:1:{o1;j:.'s;/r~:: ~ (S70•1:>t..) .1-Vr.,./V\... : =-. ~-w.~l/i!>+':2-o){&f,3~-2h7'=J"2-7Pt.-F r , ,..,, T . , .. .2. .J , z~-:,J-=IF ·.z.?i:;1 ~ (lj_??.#'DI;) I M-E~~?(:\'11_0)(::,)+ t,W~'3,?) = 7t;tR7# y-1..:--S I, =f= G:>~4-~ll:;. c..:,.L,.. (~«l 6C,) c..,, Cv ' . +t:,= 15&;/ (ll..):: ~c::i i:>-S.i ~ 2..4-oo(l,1..$)(0.,'}'1&>) :. -z.qq4 f"'-'' &:.,.t ·2 ,; °3,1 -I tV.---1~ci:~_~D=-3~_,,.?f-, l!:?'$c1.~)~ ;2.0l:::>f?' ~1-- 1ti1.~ 6,t..,. 0, 01 II '-/,zi 'Z.'1 1',f.,. .. J!) PL-+U>r:,~. - e,.va,u-$Tof!-'f ,.1.1,, I 1 ~(.. v ~ u~o ifcc) 7N"" Z1,:;,1Flf) .::: /1,,-;,p.,, , t)l,,/-(/4....,I .', X) t::>o,;~s ,, i r .. · j r !· i l f I I I I I I I lr8 V I I I I I I I I{?\, VJ/ I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax GENERAL TIMBER BEAM DESIGN B3 BEAM DATA Timber Section 6.75x15.0 End Fixity \ Pin:Pin LEGOLAND DUPLO VILLAGE 96240 DUPLO RETAIL TMB Date: 05/28/97 / ·Page:~\0 SPAN DATA---~- Center Span = Beam Width = 6.750 in Elastic Modulus = 1800000 psi Left Cantilever = 13.00 ft 0.00 ft 0.00 ft Beam Depth = 15.oo in Lamination Thickness = 1.50 in Fb -Bending 240~ psi Fv-Shear = 165 psi Fe -Bearing 650. psi Beam Qensity = 45.0 pcf Load Durati9n Factor = 1.25 Applied Loads include Beam Wt. End Shear Calc'd at Support Right Cantilever = UNBRACED LENGTHS -------- Le : Center Span Le : Left Cant. Le : Right Cant. 0.00 ft 0.00 ft o·.oo ft APPLIED 1,.0ADS ----------------------- Uniform Load @ Center Span: DL = 60.0 plf LL = 67 .0 plf Trapezoidal Load: DL: 50.0plf @lft, 50.0pJf @ rt from 3.00 ft to 10.00 ft Point Load: DL = 570.0 # LL = 780.0 # at 3.00 ft Point Load: DL = 570.0 # LL == 780.0 # at 10.00 ft SUMMARY USING 6.750 x 15.000 Beam, Bending = 11.98%, Shear = 16.88% Max. Pos Mom @ 6.50 ft= 7.56 k-ft Sheiir: Max. @ Left Max. Neg Mom @ 0.00 ft= 0.00 k-ft •••• used' for dsgn = Max@ Left = 0.00 k-ft •••• Area Recfd Max@ Right = 0.00 k-ft Max. @Right = Max. Allow Moment = 63.1'6 k-ft •• . • used for dsgn fb : Max. Actual = 358.6 psi ••.• Area Req!d = Fb : Allowable = 2994.3 psi fv : Max. Actual N/A Fv : Allowabl~ - Ck • .811 (E}Fb)" .5 -19.87 Rb = {LeD/EI. 2) •• 5 0.00 l:3earin_g Req'd @ _Left = Cv per UBC 231 2.4.5 = 1.00 Bearing Req'd @ Right = Center Camber = -0.05 in V4.4D {c) 1983-96 ENERCALC 2.35 k Reiictions ••• DL Maximum 3.53 k Left = 1-.13 k 2.35 k 17.09 in2 Right = 1.13 k 2.35 k 2.35 k 3.53 k Deflections ... l-~.01 in I 17.09 ih2 Center = -0.04 in 34.82psi •••. Dist = 6.50 ft 6.500 ft 206.3.psi .•• L/Defl = 4415 2192 Left = 0.00 in 0.000 in 0.54 in ••• L/Defl = 0 0 0.54 in Right = o.oo in 0.000 in •.• L/C:>efl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I~-~---------------·-· .. --..... ·-· -·../:111-·""""'*----·---·-~---,.,..-.. _--·~-~,,.~-"'"-· ... ,a;-,, , ___ (,,J:(p(;)~ I · .. ·:·:·:: I:,:.:_~::- I I I I I 1- l 'r.";--,. l ••"j \~-~-;/ I I I I.· I: I. I:. <---·. ~ If:-:: I MARTIN & DUNN, INC •. Structurat & Civil Engineers 7801 Mission Center Co1,1rt Suite 400 SAN .DIEGO, CA 92108 JOB----------------,----~--- SHEET NO. Bl\. OF CALCULATED BY t:b DATE ,s,i7•':t7 Phone (619) .497-2118 Fax (619) 497-0429 a \. 0~ CHECKED;BY-· DATE SCALE_..a...l)_tlP_t,,,o __ /2.._f;._._iM_l....---'-: _])_~Z.'--7..o ______ _ r ; §-c,c;p e,e,-;-ms . ( '-€)/Ji) Bf:. . \~==:-------~Wt~#' (8t-~)(°tq}')= /77 ft-F (84pt-Ft;t-) J)t-f!L · -:i.."'1' ·~-: 1.1·17.:lli ,(bt:,2'*Dt.-) . _ -~~===<o:::j:i::;:c,c,==· =-===r-W::t~r2D)( ';:.) =-,;i4-7 jJL-F (tnp~ 1:)'-) OfU' T · "Im: T . .. fZ-.A.-; ,z.4o~ # ~e, .:. \ ·~ 4-o # (\I 55:itp1,..,) (~7z,# Pc..) C:l,~3 1 f2A-= ~77,Z{t,,Ct:, c,)-+-::Z4-7~(t,L,,)2. t. li7(~,3:,) /q.'¢3>'!J f2-A..::: 1ftt3 :fr= (v' kJ' U:rnp,7-e,,) : -z. -=i" . l_ -:;; ' •. P..e,:: \1"1'"2-f-?-4-7(/p,l,t,) f. 1,,{q,i~) _ 24-o.3 -=-lt>+of#'(vw/~PtJTt!:71-) . :2. H:::. 16 qJ 3 '#-1 ee, ~/.q--.tL'5G:>L lb :.. SC// ~Cr2 .. ,)'= ?.. eopsi < -a.f-r;o{/~)(_ 1C::) :::-3:::,a::, f~J ~ C Pt2-orn ~ 2-"5> a. I . : V-= t4~~ r /., ~ 1.s(z+o-a): 36 f-&' ,,(._ 1b.:s(l.2-$)-=-~cP-,st c,.J- /t?/, ~ II A -~ ()~ t.J.71.. - . C-,1 .;;;) 'I • ... f: ' '~- I I I A ~-·--· I I I I I I I I I I I I 10:~ V I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax GENERAL TIMBER BEAM DESIGN B4 BEAM DATA Timber Section 6.75x15.0 End Fixity Beam Width = 6.750 in Elastig Modulus Beam Depth = 15.00 in Beam Density \ Pin:Pin LEGOLAND DU PLO· VILLAGE 9$240 DUPLO RETAIL TM!3 Date: 05/28/97 Center Spc1n SPAN DATA = 1800000 psi Left Cantilever = 45.0 pcf Right Cantilever Page:6\'2.- = 9.33 ft = 0.00 ft = 0.00 ft Lamination Thickness = 1.50 in Load Ouration Factor = 1.?5 UNBRACED LENGTHS Fb -Bending 24op psi · Applied Loads Include Bearn Wt. Le : Center Span = 0.00 ft Fv-Shear = 16~ psi End Shear Calc'd at Support Le ·: Left Cant. = 0.00 ft Fe -Bearing = 650 psi l,.e : Right Cant. = 0.00 ft APPLIED LOADS--,-------,...---'--,...---'--'----------- Trapezoidal Load: DL: 117 .Oplf @ 1ft, 117 .Oplf @ rt LL: 130.0plf@ 1ft, 130.0plf @ rt from 2.67 ft to 9.33 ft Trapezoidal Load: DL: 84.0plf @ 1ft, O.Oplf @ rt LL: 93.0plf @ 1ft, O.Oplf @ rt from 0.00 ft to 9.33 ft Point Load: DL = 862.0 # LL = 910.0 # at 2.67 ft SUMMARY· USING 6.750 x 15.000 Beam, Bending = 9.34%, Shear = 17 .26% Max. Pos Mom @ 3.28 ft= 5.91 k-ft Shear: Max. @ ·Left = ?.40 k Reactions ... DL Maximum Max. Neg Mom @ 9.33 ft= -0.00 k-ft .. :.used for dsgn = 3.60 k Left = 1.15 k 2.40 k Max@ Left 0.06 k-ft ••.• Area Req'd = 17.47 ih2 Right = 0.88 k 1.84 k Max@Right = 0.00 k-ft Max. @Right = 1.84 k Max. Allow Moment = 63.21;1 k-ft , •••• used for dsgn = 2.76 k Deflections ... 1-0.03 in I fb : Max. Actual = 280.3 psi ., .. Area Req'd 13.38 in2 Center -0.01 in Fb : Allowable = 3000.0 psi fv : Max. Actual = 35.59 psi .... Dist = 4.48 ft 4.478 ft tJ/A Fv : Allowable 206.3 psi ... L/Defl = 8945 4290 Ck .811(E/Fb} •. 5 19.87 Left = 0.00 in 0.000 in Rb= (LeDtB·2i·.5 0.00 Bearing Req'd @ Left = 0.55 in .•• L/Defl = 0 0 Cv per UBC 2312.4.5 = 1.00 Bearing Req!d @ Right = 0.42 in Right = 0.00 in 0.000 in ••• L/Defl = 0 0 Center Camber = -0.02 in V4.4D (cl 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 -... ·-·---· _.,...... __ ... -~ .. I ;===============M==!..&io0=-=11-:::• :::::·• =""' =• ·==·=--=~ =• a==,-.1DJ=--=-=--·=-=-=-=-=·-=--=-==-·=-=-=-=•-c,•=•~:::"""':::-=-~=• =·-=·•..===•=-::-::;:::-==-=-====- MARTIN & DUNN, INC~ JOB _____ ..,.........(J?/4,.......,__ ___ tJ~ ____ -_. ___ · ________ ..,..._ __ _ I Structural' & Civil Engineers SHEET No. ~I? -oF --..,...,.----- ~ SAN DIE'.GO, CA 92108 CALCULATED BY ..a.· _____ :=---. _ DATE _S_,_t_, ___ .. _1_'7 __ 7801 Mission Center Court Suite 400 ~ · .->>i Phone (619) 497-2118 · {) 1 ··d Fax (619) 497-0429 :::~:E_\b-·BY_l)~·-tlf-"---/4?~-~-=f?G:=·=/l="('rl===~=:=:o=--....:;;_ATE.;._~:::o~~~~~~~~~~ I I I I I I 1.-::-:::-i L:); .... ..:..~- I I I I I ~ I~ I= .Ll I {cotJr) . IN= Oe>+:z.~) <.ii.)-=, -:Z.t:f7 fWC ( l-!i fG,,f:.'t,t-) t e4 ; l 71,"2-# (°8(p2'# DL--) · ((,c.,~ I t=::=========i:!::::=I 1.c;;,7' \ ( 1--1 ==-S3o~1. ~o).-:::-1: 2_8 q3 t:?1 ;z.- y ... 'o~~:M- {;J:: (Ii f?..C?) { '1~) _= 177 f <..r ( S+ fc.F Pt...) &~/4:'1415 a.L {~m BC,) n ~ ~-~~. ,-J:,-= }'2.t/JS (/7..,; ::= (.p I 1· f'~i " ~ft;;,o(!,-ZS-)(fJ//BB.):: Z.'rt?ffr;,l z.s~., . h ~ /,'SC~2) -t; S7ft:;;i e:.. 1117'?(.!,Vf>)t:: ?-£J<RfSJ 0J,. l c>/, 3 I :: ·, '-I ;'22~ ~ ..;~ .flu_ = O,f 'f--O. o,7 '= 0. l'J 7 b CR 1, 14(' 'i I s " a:, L 1.v / c. :::. o· '' . ; I I CA "'-.!.~ I'(:·.:) I I I I I I IA u I I I I I I I MARTIN & DUNN, INC. . 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax GENERAL TIMBER BEAM DESIGN B5 LEGOLAND DUPLO VILLAGE 96.240 DUPLO RETAIL TMB Date: 05/28/97 · Page:~~ BEAM DATA SPAN DATA----- Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv-Shear Fe -Bearing 6.75x15.0 = 6.750 in 15.00 in 1.50 in 2400 psi. 16~ psi 650.psi = End Fixity P1n:Pin Elastic Modulus = 1800000 psi Beam Density = 45.0 pcf Load Duratio11 Factor = 1·.25 Applied Loads Include Beam Wt. End Shear Calc'd at Support Center Span Left Cantilever Right Cantilever 14.33 ft 0.00 ft 0.00 ft UNBRACED LENGTHS·--.a..,... Le : Center Span Le : Left Cant. Le : Right Cant. 0.00 ft 0.00 ft 0.00 ft APPLIED lOADS--------------------- Uniform Load@ Center Span: DL = 84.0 pit LL :;: 93.0 plf Trapezoidal Load: DL: 117 .Oplf @ 1ft, 117 .Oplf @ rt LL: 130.0plf @ lft,. 130.0plf @rt from 0.00 ft to 11.66 ft Point Load: DL = 862.0 # LL= 910.0 # at 1-1.66 ft SUMMARY USING 6.750 x 15.000 Beam, Bending= 20.61%, Shear= 27.88% Max. Pos Mom @ 7 .80 ft= 12.89 k-ft Shear: Max. @ Left = 3.31 k. Reactions ••• DL Max. Neg Mom @ 0.00 ft=; 0.00 k-ft •.•• used for dsgn = 4:96 k Left = 1.57 k Max@ Left = 0.00 k-ft •••• Area Req'd = 24;05 in2 Right = 1.86 k Max@ Right = 0,00 k-ft Max. @Right = 3.88 k Max. Allow Moment = 62.55' k-ft •••• used for dsgn = 5.82 k Deflections ••• fb : Max. Actual 611.3 psi •••• Area Req'd = 28.23 in2 Center · = 1-0.07 in] Fb : Allowable = 2965.3 psi fv : Max. Actual 57 .f?1 psi •••• Dist = 7.34 ft tJ/,-Fv : Allowable 206.3 psi ••• L/Defl 2550 Gk .s~ ~ 1e1i:ei· ,i ~9.87 left = 0.00 in Rb = (LeDtB• 21· .5 = 0.06 Bearing Req'd @ Left = 0.75 in ••• L/Defl 0 Cv per UBC 2312.4.5 = 0.99 Bearing Req'd @ Right = 0.88 in Right = 0.00 in •.• L/Defl = 0 Center Camber = -0.10 in Maximum 3.31 k 3.88 k j-0.14 inl 7.337 ft 1215 0.000 in 0 0.000 in 0 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDl;RS ASSOCIATES, KW060361 I ---·--_,__ , ·":"4"" ....... JOB ___ -'/£b~=P:...,c.lAJD=·~·'----------- I rn I-.:;:.:, I I I I. I- I: I .---.. x:.~-~:~ 1· 1: MARTIN & DUNN·, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 - SAN DIEGO, CA 92108· SHEET NO. P.,i', _OF ________ _ CALCULATED BY ___ _.__-=-th""'--,..---DATE --'-5_,'2,:;.::;~_,...;..'9.:....7 __ Phone (619) 497-2118 Fax (619) 497-0429 CHECKiD ev. ______ __.O'--~-DATE _______ _ SCALE __ 7>..J_P_u, __ RE'li_-'~_____,-_:_0_~_;2._2......,0-'--_ ---'----- ·c~;2.--,o·@)"' '"' .... , 1' // /J e, P.Afe{) J? f a,.<,~ ~'·!If~ . 12,5f' ©_},.{:,l ~-i ( Ntt,i,st.-T CA;.}TJ f.e.l~) l . . 3/.'i,' l · s::;i1 i:;'392.-it 151q4# ( z.qe,s~ 01..) (_2<,CJi #pl.::) ~ -1£._ 11... : J..e,~ @ 83 : 11¾'4P /-2./!J,--#-i $'7 I 'Ir L/4,A-O_ @ S4t:2""Bl _: 11'?5-r-Z(li,p}= 1-;ss-:i:t I z.4~41-Zbo=># (.,Olh;, @ 135+.i"el : l8><:,&,t ~(loo)= 'Z<:,S£3"" 2-01.-~,lf 408.1* 1--1.:: 4q, ~It) e,, °?/ 4-.>'-I'? LJ:JL .f'J,. -: ~. ~ (tz..a:;:,o) -== ~ ?'7 z_ f si '1--i-7 4-'2-JI~ e-.}, \/ • ? · q 9 l' -i, S 3, /. · . . ... . fV-=--I.~ ( St:t~t) = 8'9 f<5>i .!. '2-tXPf"?t' ~ J,:;,I.,~ -: I I I I I I I I I I I I I ·, .:·--:'o·':' -.;:_::. I·;:·.:.:·.:· MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 9·2108 (619) 497-2118 (619) 497-0429 fax GENERAL TIMBER BEAM DESIGN 66 Timber Section Beam Width BEAM DATA 6.75x15.0 End Fixity Elastic Modulus LEGOLAND DUPLO VILLAGE 96240 DUPLO RETAIL TMB . _Date: 05/28197 / Page: 'Bl\o SPAN DATA----- Pin:Pin Center Span = 1800000 psi Left Cantilever = Beam Depth Lamination Thickness Fb-Bending = 6.750 in = 15.oo in = 1 .50 in = 240Q psi Beam Density = 45.0 pct Right Cantilever 31.50 ft 0.00 ft 0.00 ft Fv-Shear Fe -Bearing 165, psi 6501psi Load r;>uration Factor = 1 .25 Applied Lo~ds Include Beam Wt. End -Shear Calc'd at Support . UNBRACED LENGTHS --- Le : Genter Span Le : Left Cant. Le : ·Right Cant. = 12.,84 ft 0.00 ft 0.00 ft APPLIED LOADS--'------------------- Point Load: DL = 1135.0 # LL = 1216.0 # at .6.66 ft Point Load: DL = 1355.0 # LL == 1248.0 # at 9.'33 ft Point Load: DL = 2058.0 # LL = 2023.0 # at 22. 17 ft Point Load: DL = 1135.0· # LL = 1216.0 # at 24.84 ft SUMMARY USING 6.750 x 15.000 Beam, Bending = 86.86%, Shear = 43.06%, Max. Pos Mom @ 22.18 ft= 4!t63 k-ft Shear: Max. @ Left = Max. Neg Mom @ 31.50 ft= 0:QO k-ft •••• used for dsgn = Max@ Left = 0.00 k-ft •••• Area Req'd = Max@ Right = 0.00 k-ft Max.@ Right = Max. Allow Moment ~ 57.14 k-ft ••.. used for dsgn = fb : Max. Actual = 2352.7 psi •••• Area Req'd = Fb: Allowable == 2708.6 psi fv : Max •. Acwal = tJ/1< Fv : Allowable = Ck .811 (E/Fbl •• 5 19.87 Rb = (LeD/B. 2) •. 5 = 7.4!:l Bearing Req'd @ Left Cv per UBC 2312.4.5 . 0.91 Bearing Req'd @ Right = Center Camber = -1.99 in V4.4D (c) 1983-96 ENERCALC 5.~9 !c Reactions ••• DL Maximum 8.09k Left -2.70 k 5.39 k 39.21 in2 Right = 2.98 k 5.99 k 5.99 k 8.99 k ·Deflections ••• l-1.33inl 43.59 in2 Center = J-2.65 in I 88.80 psi •••• Dist 16.00 ft 1e:002 ft 206.3 psi ••• L/Defl = 285 143 Left = 0.00 in 0.000 in 1.23 in ••• L/Defl = 0 0 1.37 in Right = o.oo in 0.000 in ... L/Defi = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I----------~--·----··-----------~~-. +F-~......_- I /:) I':{') I I I I I -I I I 1: I. I: B7 MARTIN & DUNN, INC-. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO·, CA 92108 Phone (619) 497-2118 Fax (619.) 497~()429 . ·--. r SS!tG I ~~f:jj> ~@ 83.' -~@ , A I!-' i'/:: . '?CJ. q \/= . tf. q5 ft- -~ ;; . :, JOB it bO <A--,J1:? 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 -- Phone (619) 497-2118 Fax (619) 497-0429 ~ 0 ta--n+ j So<.TfH -- CA-1:.J1'/t..e:-/~ C,Ol..,S JOB ____ __,@c..x;..;:;(t:) __ 0..::::lfl..172....,,._--=-. _______ _ SHEET NO. e;~ · OF----'---- CALCULATED BY ---,----"----'-t;b'----_ DATE _((? ___ ,JS ____ ·_, q..;....7...;.___ CHECKEil BY-'--_____ ·_O..;....w ______ DATE ____ _ 1 : ,: : • - I· I I I COLS@ <J;,~10@ Wt ,-.)D : _")..{p 8()# SG-tsm Iv ·. /r,4,1.)/2.COF DL 1e,[ q,?>:{1'~)('?>) t q;iz.)-: 4-f)f.t:;~ :/I" C,,t,.e;te.G~to/2-y &7 oo '#/ 2 =-g ;t::;c:> '# e:/w ~/-'&LS ::i.o r{;.(S'){q, -;~ or "7,75 (:;)ir;)7::: ~qSo '4F I ~ -2 J ~ -,:z I fl:'3t,o -,r CO(...$~ cP/t,A--0@ W t 1v P : '?:>o I p #- sei.s m I e, -: rn4t ,:;~oo,c.-pl_._ 1~{'1,-e::,{I::,) b.)-t q, ~~2 +-14. 17 (l'~f"t,33)1.::: 54-i..·o 2. ... z.c~ , z ~ · ~s,o,e.y ~~?O :It-. · e-jw WA:-U.$. 1.o[rs(q,2J?)+ ~.7s./ 4-:'e>4'-t1+.1J-t?-CJ0))71::3'fso* \ I -c· -) . 2. '2 'j_~_ /'l-100 '# '\f-=t?,l'e>8 ft7oo)( ~ -=-1-7~011' >~c,lo# _ _., 51:)Sm,c. pP,g.. : · . C.&:>l., Pf!E'>ICl:>/J .. . -. . ' Cs,o,../~ s :, . -:: -' 1: [ ( :- I I -, . . •, MARTIN & DUNN-, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 JOB -[kb ~c...A-µ7;) SHEET NO. 1934 OF CALCljLATED BY DATE -j.z,'17 I \:':::· ....:•. ·~ SAN DIEGO, CA 92108 Phone (619). 497-2118 CHJCKED BY DATE Fax (619) 497-0429 s¢A!-E · DUPlf) 12 . .E-TA-r~ : Pk'Z-o I I I I I I I I I I I I I ~!Z.-10@ ~- . t..JjG . l-?~S .... - s1s#i ' ' I'-, ~---, ......... _ .... ,. ••• ·-· .... # ·"·-· •• ,_ .............. _., __ ••• ............... ··-··· .. .,.·, .... -.. _,, ..... , .,... • ....... --~---·--· \ \ -o'bot'f DL_ q~o-=t:t K. ' . . ,. '' ..... : ... ··---··-· ............. , .... :·- /d¢"1& ·: ~ /";:;, BG;.JT ~c:rur w~ A~s _ cPA.'? ~1 oeie-T'=> : / ci,;,<. e~ ,; lb : ~ ;. 41.? /C-1,.1· · : A-= It::/, 1 i:-1z1 r::Z:.,::. 4tP, S l'1· '3 Y' 'r -:. "3.f.,,S • • •• ----• f( ' /// •. '3 ~; -c.. • 4 . 7 ... ----.. -------· --·-----· S,c ~ 5~,'2-. /ti.---------------Z''1-/r;,,7-,"'-·-· .. Y''-'f _~ ... 3,o --· ----• .. Tx =-';2,..C,t,.,,:;-'.:;. re:_ ~PVT~ C>LltPUT l-(\.,~--;~ ~---· --· --·, .,,, _____ , --·-----·------· ---·-· .: () -·- ;) Dt-+;tL . ···----.... , ... -.............. . ,r ,P ' . JI C?.__,_l __ -:1_, -·----~-_c?_, OQ."S "--::: !;?, ,$, 7 .... _____ ,,-_.,_ ,,/$).1:, .. ,. • s lJSG '., Ts /c;,x B ><'. 5 /e,11 . . J ·-~ ·-·-···-·· ................................... --·---·· .. ·-·······-·------l __ ,., ________ ........ _,. __ . ' .. -·--·~---__ ,.,_,.,., __ ., ... _, ... .J ······-~·· ................. · .......... ,.· .... :,_; ................ .,_.," ............ _.,, ... ! ............... . . ! ........... ...... ; •• .,., .... _ •• 8 . " ... , .. ·· .. , . ' r-· i -· -• ---,,_. --• --· ! 1·,/( . : j .·· ···_-.---.. -·.-:.: ___ · .-.-_-__ -_:_ .. _<_-_:_:_--~:~:_~_:,:_·, :_._· __ ·,_. !· . .. . . : . : ! f~ , •• f. " . ... ·.·· '" ' ": i ..... -····-._J. ·• ·~ •• ,· • • ·-• • .!!,. • ,{. " • • • •i :-•. .. • .. · -. -" ;--· ... . •. ·" • ~-.....• i .: · • i-• 1, I '-----------.,-..,-v-.,.-.,.-.,-----N -.,-~ -.,-~---.,---,....,-~.-.,-.,-.,.---,."'-,.-, -~ -.,---.,""',.---,.,.._-"'-..,-v-,.,-~---------~-,.-_ ....... N_<'>......, . i .. -3 PROOUCi 20i·1~ir,c:., Groton. Mm 014il. To Oroer Pr!(}';E TOLL FP.EE 1..SX,.225-6,3SO I I \~:_::-~} 19 I I I I I I I I I I I I I(::~/·) \(J I MARTIN & DUNN, INC. 7801 Mission Cente'r Court, Suite 400 San Diego, California 92108, (619) 497-2118 (619) 497-0429 fax STEEL COLUMN DESIGN- COL AT GRID A COLUMN DATA---- AISC Section Column Height Fixity @Top Fixity @ Bottom Unbraced Lengths ... For Y-Y Buckling For X-X Buckling ts10x8x5/8 = 14.50 ft Free Fixed = 14.54 ft 14.50,ft DESIGN DATA---- Axial Dead Load Live Load Short Term ?<-X Axis Moments: \ = Fy = 46 ksi Y-Y Axis Moments Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis x-x Load Duration Factor 1.330 Live & Short Loads Don't Combine Sidesway ... X-X Axis : Restrained Y-Y Axis : Restrained Effective Length Factor~ ... X-X Axis = 2.00 Y-Y Axis = 2.00 SECTION DAT A Depth = 10.00 in Width 8.00 in Top Thickness 0.625 in Web Thickness = o_.625 in Area = 19;900 in2 Weight = 67:820 plf rT = 0.000 in lxx = 266.0 in4 Sxx = 53.2 in3 Rxx = 3.65 in lyy -187.6 in4 Syy = 46.8 in3 Ryy 3.07 in Point Loads Uniform Loads Y-Y Combined $tress R_atios ... Formula H1-1 formula H1-2 'Formula H1-3 Actual & Allowable Stresses ••• Fa : Allowable fa :·Actual Fb:xx : Al!ow rF1-61 " " fF1-7 & F1-81 fb:xx Actual Fb:yy: Allow fF1-61 " IF1-7 & F1-81 fb:yy Actual -Max X-X Axis Deflection Max Y-Y Axis Deflection LEGOLAND DUPLO RETAIL. 96240 TMB bate: 07702/97 APPLIED LOADS i i Page: P;?l, 0.88 k ·o.sa k 0.0 k "Y" Eccentricity "X" Eccentricity 0.00 in = 0.00 in Dead Live = --None- = ·-None- = -None- --None- -None- = -None:... --None- = :o.o 0.00 = --None----None- SUMMARY Dead Live = - = 0.004 0.004 = 11.59 11.59 0.04 0.05 = 30.36 30.36 = 30.36 30.36 0.00 0.00 = 30.36 30.36 = 30.36 30.36 = Q.O<;> 0.00 = 6.000 in at = -0.167 in at Short X:Start X:End- 0.52.k 14.50 ft DL + LL DL + ST- 0.608 0.050 11.59 15.41 ksi 0.09 0.04 ksi 30.36 40.38 ksi 30.36 40.38 ksi 0.00 0.00 ksi 30.36 40.38.ksi 30.36 40.38 ksi 0.00 1 .91 ksi 0.00 ft from column base 14.50 ft from column base lntermedi-ate Stress Calculation Values----------------- F'ex (DL+LL) F'ey (DL+LL) F'ex (DL+LL+ST) F'ey (DL+LL+ST) 16482 psi Cm:x (DL+LL) 0.60 Cb:x(DL+LL) = i 1587 psi Cm:y (DL + LL) = 0;60 Cb:y (DL + LL) = 21922 psi Cm:x (DL+LL+ST) 0,1?0 Cb:x (DL+LL+ST) 15411 psi Cm:y (DL+-LL+ST) = 1.00 Cb:y (DL+LL+ST) = 1.75 1.75 1.75 1.00 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 1---~~ I m I<:;,. I I I I I I' 11.:\;) I I I. 1~ I: I: ' I: .. MARTiN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Coort Suite 400 SAN DIE;GO, CA 92108 Phone (619) 497-2118 fax (619) 497-0429 Gf'?...-.10@ C-PL..., I 'i<X> ;i, l t" ·' h .. l I \p~ .. ( e,7) ...,._...,_,.. ____ ,,, --- JOB ______ --""l..e_,,._ ·=LJ'..=0;,..:L-6:1-,.)::,...::..=..iaP::;__ ________ _ SHEET NO.---,------,--• B~;_{,_ OF------ +L /_,{J:,,'77 CALCULATED BY _________ t.,1:1....,.. _ DATE ___;;;rR;;__ ___ _ \ o·· cs CHECKEb BY----------DATE---'----- pµ,,--.,:r .. :cr ;:c_;.1 Ai:ns ,('.,!. G•j\Y'' ~51: e~:;t k01cc1 ~l"'ONE fo~L FBEE: ~-sro-~25-6,3a., -, __ .., I I <'.:\ I</:) I 1· I I I I I I I I I I ·v r::;:::: -::-.:.. 11.:-::· I MARTIN & DUNN, INC. 7801 Mission Center Court, Sulte 400 San Diego, California 92108 · (619) 497-2118 (619) 497-0429 fax STEEL COLUMN DESIGN COL AT GRID B COLUMN DATA---- AISC Section Column Height Fixity @Top Fixity @ Bottom Unbraced Lengths ••• For Y-Y Buckling For X-X Buckling ts10x8x5/8 = 1.4.50 ft Free Fixed = 14.Sq ft = · 14.56-ft DESIGN DATA----- Axial Dead Load Live Load Short Term· X-X Axis Moments: \ = Fy = 46 ksi Y-Y Axis Moments Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis X-X Load Duration Factor 1.330 · Live & Short Loads Don't Combine Sidesway ••• X-X Axis : Restrained · Y-Y Axis : Restrained Effective Length Factors ... X-X Axis = 2.00 Y-Y Axis = 2.00 SECTION DATA Depth Width Top Thickness Web Thickness Area Weight rT lxx Sxx Rxx lyy Syy Ryy 10:00 in 8.00 in = ·o.$25in = 0.625 in = 19.900 in2 = 67 .820 .plf ~ 0.000 in 266.0 in4 53.2 in3 3.6.8 in = 187.0 in4 = 46.8 in3 3.0'7 in Point Loads Un_iform Loac;f!i_ Y-Y Combined Stress Ratios .•. Formula H 1-1 Formula H.1-2 Formula H 1-3, Actual & Allowable Stresses ••• Fa: Allowable fa: Actual Fb:)9(: Allow [F1-6l [F1-7 & F1-81 fb:xx Actual Fb:yy: Allow [F1-61 " " [F1-7 & F1-81 fb:yy Actual Max X-X Axis Deflection Max Y-Y Axis Deflection LEGOLAND DUPLO RETAIL 96240 . TMB Date: 07 /02/97 APPLl~D LOADS / Page: B~7 2.49 k "Y" Eccentricity = 0.00 in 0.00 in 2.46 k "X" Eccentricity 0.0 k Dead Live = --None-- = -None-- ----None- -None- -None- ··None- 0.0 0.00 -None-- ·-None- = -None- Short X:Start X:End- 1.90 14.50 ft SUMMARY-------~------- Dead Live 0.011 0.011 11.59 11.59 0'.13 0.12 30.36 30.36 30.36 30.36 0.00 0.00 30 .. 36 30.36 30.36 30.36 0.00 0.00 = -0.433 in at 0.000 in at DL + LL DL + ST- 0.021 0.162 11.59 15.41 ksi 0.25 0.13 ksi 30.36 40.38 ksi 30.36 40.38 ksi 0.00 6.21 ksi 30.36 40.38 ksi 30.36 40.38 ksi 0.00 0.00 ksi 1 4150 ft from column base 0.00 ft from column base Intermediate Stress Calculation Values--·------------------- F' ex (DL + LL) F' ey (DL + LLJ F'ex (DL't-LL+ST) F'ey (DL+LL+ST) 16482 psi Cm:x (DL+LLJ ·0.60 Cb:x (DL+LL) 11587 psi Cm:y (DL + l.L) -Q;60 Cb:y !Dl. + LL) 21922 psi Cm:x (DL+-LL+STI 1.00 Cb:x (DL+LL+ST) = 15411 psi Cm:y (DL+LL+ST) -0.60 Cb:y (DL:+LL+STJ 1.75 1.75 1.00 1.75 V4.40 (c) 1983-96 ENERCALC. GEORGE R. SAUNDERS ASSOCIATES, KW060361' _____ ... --' -·----- I ;::-=========--=~·=·· =·=·· =-=="'=--=-===· =• ::~.,,_,:::1z.=:;•-=..,~=·=.,..~=c-1J11oa,,=··,._._=-=·-=,=•J::• =· ::~~::-=·=====:;====-===-==-== MARTIN & DUNN, INC. JOB -.---~-=l£b;..;;._ ="-=l.AtJP~-==--· ---'----...;.._.-- I Structural & Civil Engineers sHEet No·----'----'-...__~~~t-J;-'----oF ·;----'----7801 Mission Center Court· Suite 400 , r?\ SAN DIEGO, CA 92108 . CALCULATED BY -..,...o,------==-----DATE -~_-.,.;;;_t,,_,t:/7.c.a.· '----- I a::-/:) ·Pµ::cJtJr~:~?c;:JJ8 CHECK~D BY ---'-'-----~---()JJ~-DATE---------- SCALE . /:::>l.)Pt.o · /<.G-7A1L -~ 0-2:z..o I I I I I I~ I 1.:·::?} 0./:;; I I I I I I I .-:-•'•. I~:·/: I G/Z.,IO@) e.oL · I z~;~t, l p r -r;rr \ P~p-: \ (eGr) re I ee:;;mpJ'T(;::'/e. 01,;.,JT Pt.JT J:.') D L+vl. ' / ~f-tr,u.hc--,,._ et":-~-03 .t:.-/, (:) ~~ 1!) D 1.--t.:-;e>srn1 c 1n+tr~~ ~ : .9,2.7 ,!. /, 3 o ~t F:i •; I I 8 . I I I I I I I ....... - I@ I I I I I I I 1'6?-~ \J I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax STEEL COLUMN DESIGN COL AT GRID C COLUMN DATA ----- AISC Section Column Height Fixity @Top Fixity @ Bottom Unbraced Lengths ••. For Y-Y Buckling For X-X Buckling ts10x8x5/8 = 14.50 ft Free Fixt1d = 14.sb ft 14.5(1,,ft DESIGN DATA----- Axial Dead Load Live Load , Short Term X-X Axis Moments: \ Fy ~ 46 ksi Y-Y Axis Moments Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis X-X Load Duration Factor 1 .000 Live & Short Loads Don't Combine Sidesway ••• X-X Axis : ·Restrained Y-Y Axis : Restrained Effective Length Factors .•• X-X Axis = 2.00 Y-Y Axis = 2.00 SECTION DAT A Depth = Width Top Thickness = Web Thickness = Area Weight rT' = lxx Sxx = Rxx lyy = Syy =- Ryy 10.00 in 8.00 in 0.625 in 0.625 in- 19.900 in2 67.820 plf 0.000 in 266.0 in4 53.2 iri3 3.65 in 187.0 in4 46.8 in3 3.07 in Point Loads Uniform Loads Y-Y Combined Stress Ratios ..• Formula H1-1 Formula H1-2 Formula H1-3 Actual & Allowable Stresses ••• Fa : Ailowable fa: Actual Fb:'.QC: Allow IF1-6l " " fF1-7 & F1-81 fb:xx Actual ~:yy: Allow IF1-61 " " IF1-7 & F1-8l fb:yy Actual Max X-X Axis Deflection Max Y-Y Axis Deflection LEGOLAND DUPLO RETAIL 96240 TMB Date: 07/02/97 APPLIED LOADS 2.99 k "Y" Eccentricity 3.01 k "X" Eccentricity o.o k Dead Live Short -None-= --Nohe-,- = -None- -None- -None-- -None,-- 0.0 0.00 2.35 = -None- = --None--= -None- .i X:Start 1.4.50 ft Page: B;C, 0,00 in 0.00 in X:End- SUMMARY-------------- = ---= = = --= = = = D~ad 0.013 11..59 0.15 30.36 30.36 0.00 30.36 30.36 0,00 l,iye 0.013 11.59 0.-15 30.36 30 .. 36 0.00 30.36 30.36 .0.00 DL + LL 0.026 11.59 0.30 30.36 30.36 0.00 30.36 30.36 0.00 DL + ST- 0.266 11.59 ksi 0.15 ksi 30.36 ksi 30.36 ksi 7.69 ksi 30.36 ksi 30.36 ksi 0.00 ksi -0.535 in at 14.50 ft froni column base 0.000 in at 0.00 ft from column base Intermediate Stress Calcuiation Values F' ex (DL + LL) = 16482 psi Cm:x (DL + LL) = 0.60 Cb:x (DL + LL) = 1.75 F'ey (DL+LL) 11-587 psi Cm:y (DL + LL) -= 0.60 Cb:y {DL +LL) = 1.75 F'ex (DL+LL+ST) = 16482 psi (;m:x (DL + LL+ $TI 1.00 Cb:x (DL +LL+ ST) = 1.00 F'ey (DL+LL+ST) 11587 psi Cm:y (DL +LL+ STI = 0.60 Cb:y (DL+LL+ST) 1.75 V4.4D (c) 1983-96 ~NERCALC GEORGE R. SAUNDERS AS~OCIATES, KW060361 I I '· ::: : ·. ...... --~ I ·,.-::,: I I I I I I - ,'lti) t:;:.;~') I I I I I I I . MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA·9~108 JOB ---l,f;ik~-----·-...,o_f..A--/JO--,-,.,,,.....,.... _________ _ SHEET NO, ----------~-4 .... 0_· _ OF ________ _ CALCULATED BY ___ --,--_-r.b ____ . _· _ DATE _(,,_,_i;.,_&f..._7 __ _ Phone (619) 497-2118 Fax (619) 497-0429 Cir CHEC~ED BY------__;_--DATE _____ _ SCALE . blJP la ~L, : 0:Z. '?--o_ col... a-+-CPIZ.A o CT) C c,~o s @:} ¢-@) · . I wu-..,o: b~S # ..... $e:7-5{'r) IC:.'. JY1;Arr1J ~OF .. l)L . /~.{;5(~ '?:~) t ~:i~~]-·' J 8~0 rf!". C~$7olV-( t..J/s v-.7,k"t,(..s· /.)j,4 . . ~e; [ P--( s){e:,, ?>::,) 7 =: '1 -oo/F ::z . :J . ., ,z. e i o =II' "\/-:-0,10~ (z81~) ( {)-/t):io '# ) (;, 9 -5 '# . . ·, $ e'lsl'IJ IC... Fe:>;:!. G,tz_,1. 0 @) {C:P VGtUJ0. ,:c L 12-t,..) ~rr~~f;(?}"I,.. C.-(... p E!:-f>/ C:> ~ . c:J;o-./~S '+, . :i;) PL.-f-1/4. . __ ~ ~~ ~: O. t9g,~J,0oti:>k:.. _. _ If) D L-:J-S el 5m )c. . o. otp 4 /,-?; ~ e;,fL A ' 7 // fl I/ . '->7e?f ~ -i9, I ?. I? I ()C)$ 7v ;=. £), 8? P,3- --. -.. .: .. -.. ,. -· -·--.. ·-·· -·-.... V;;,£. : , · Ts /oxe>.x-5/s". i. ' .. . -·· -·· .... ·-:.-·-· .... --·~·-.. ·-·------. ·; ······-········-~--· ·--· .... ,_,_, ___ ............ ,.,-. .,, ....... . -,., •-·-·~••m ,.,,-,_, --• • •-• ,.,,,_, <<o••-••••·" •• ,_,.,,.,,,., . t ..... • .. '.; ' .. ' ' ! ; -.. · !, ' L • •r I .___ -,,-~-~-.. -., -,.-c---,, -.., -,,-.. -... -.. -~---N-' -•. -,, -.. -.. -.. -" -_-N..,.,...,-_ --~ -n -.,----~---,,-,,-,,-.. -... -.. -"-_-,,, --,,-,,-.,,---., -~--c----N-.. -,,-.. -.. -.. ------" -----"-..,--'. PliCOUCT,207-1~ lrit .G?o:or. Mas! 01~11 Tt<Or:e•PliON; iOtl FREE ~-SX .. 225-SlSO I I ~ 1··>/J I I I I I I I I I I I I ··-· .• If ,8):?~- '" ·,, r-1 t 1 MARTIN & DUNN, INC; 7801 Mission Center Court, Soite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fa~ STEEL COLUMN DESIGN COL AT GRID C (EIW) COLUMN DATA-~-- AISC Section Column Height Fixity @Top ts10x8x5/8 = .14.50 ft Free Fixed Axial Dead Load liive Load ·Short Term l~GOLANO DUPLO RETAIL 96240 TMB Oc!te: 07 /02/97 APPLIED LOADS = 2.$9 k "Y" Eccentricity 3 .• 01 k "Xft Eccentricity = 0.0 k Fixity @ Bottom Unbraced Lengths .•• 14.sb ft 14.S°'ft Dead Live ·short For Y-Y Buckling For X-X Buckling = = DESIGN DATA---- X-X Axis Moments: Fy = 46 ksi Y-Y Axis Moments . Load Duration Factor 1.330 Live & Short Loads Don't Combine Sidesway ... X-X Axis : Restrained Point Loads Top Bottoni Btwn Ends Top Bottom ·Btwn Ends X-X Axis .... = = = = --None- -None- -None- --None-- -None-- -None-- --Nones- Y-Y Axis : Restrained 0.0 0.00 Y-Y Axis 0 .. Effective Length Factors ••• X-X Axis 2.00 Y-Y Axis = 2·.00 SECTION DAT A Depth = 10.00 in Width 8.00 in Top Thickness 0.625 in Web Thickness = 0.625 in Area = 19.900 in2 Weight = 67.820 plf rT = 0.000 in lxx 266.0 in4 Sxx = 53.2 in3 Rxx 3.65 in lyy 1~7.0 in4 Syy = 46.8 in3 Ryy = 3.07 in Uniform Loads X-X. Y-Y Combined Stress Ratios •.• Formula H 1-1 Formula H1-2 Formula H 1-3 Actual & Allowable Stresses ••• Fa : Allowable fa; Actual Fb:xx : Allow fF1-61 ft " JF1-7 & F1-81 fb:xx Actual Fb:yy: Allow [F1-61 = = = = - = = = = .a-None- --None- SUMMARY Dead Live DL + LL 0.013 0.013 0.026 11:.59 11.59 11.59 0.15 0.15 0.30 30.36 30.36 30.36 30.36 30.36 30.3'6 0.00 0.00 0.00 30:36 30.36 30.36 30.36 30.36 30.36 0.00 0.00 0.00 / Page: "B4\ = o.oo in O.OOin X:Start X:End- 14.50 ft DL + ST- 0.057 15.41 ksi 0.15 ksi 40.38 ksi 40.38 ksi 0.00 ksi 40.38 ksi 40.38 ksi 1.91 ksi ft fF1-7 & F1-81 fl;>:yy Actual Max X-X Axis Deflecti"on Max Y-Y Axis Deflection = = 0.000 in at -0.167 in at 0.00 ft from column base 14.50 ft from column base Intermediate Stress Calcul'ation Value.s-----,------------- F'ex (DL+LL) F'ey (DL+LL) F'ex (DL+LL+ST) F'ey (DL+LL+ST) V4.4D (c} 1983-96 ENERCALC 16482 psi Cm:x (DL+LL) 0.60 Cb:x (DL+LL) 11587 psi Cm:y (DL+LL} = 0.60 Cb:y (DL+LL) 21922 psi Cm:x.(DL+LL+STi = ·0.60 Cb:x (DL+LL+ST) 15411 psi Cm:y (DL+LL+ST} = LOO ~b:y (DL+LL+ST) 1.75 1.75 1.75 1.00 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I r2 I I I I I I -1.-:·,= .:--.· ... ,. ::. .. ;: .: I I I I I I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (6-19) 497-2118 . Fax (619) 497-0429 JOB (.,,G"rPP~ SHEET NO. B47.. OF tb : CALCULATED BY DATE 7.1.,,t:l/7 CHEbKED BY ~vJ DATE scALE_P_v_f' .... "'°..,.........·_/2.._(f;_-r.-'-/.><7__,_(...._:_p~--,.,_,...;_-______ _ 2:,.: s -t; ~ • 2 3 t .s-e, gt L 1 .! 5 e 7 c 1 2,~.: 5 s; s • 2. G 4 s 5-7 a~ 2 s .:_s. s re, 2::.:: s e .... s 1 2 :s . 'I tJ $ S WA::rLS 0\ w» /!-~E PL. : : . _ ......... : ........ : ... /4C>.:?F!: ..... )b( ~:J ~ ."2-~Pf <-ri .... . . ; WKv..., ; a.c;(t.{J = <').. /p?)r'J=" ·. P-?t?/7 I..)~ I~ ( /:, s) -z. == '3 tfo fif ; .... ··--· ~ 8&:/-o· pt.F C--~L--C! 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CALCULATED BY CHE9~ED BY c~ OF------ ff,; DATE ---'7_•-'-'/_, '1......,_7 ___ . __ •()-J -DATE _____ _ Fax (619) 497-0429 SCALE fA'!>TA-PA:-Te-rf-: 0?-2-/ :: :: 4 $ <: 7 E ~ 2 3 ~ -e. s .. e , 2 ~-.:: s !:-7 s-,-~ i ~ s. € 1 f 1 2 ~ t s s 7 s 2 5 .-: s s 1 s 1 2 3 ~ s 6 , a ~ 2 s _P.._0-'=o=p=f>=e-Nri=·=· ·===· =· =s=;=.=f-'--'-~-. ·-··. ··-·· ..... . l,~c:,PU:: . /~- I····- . . · "3(,,;o f?W:-DL -(1 g;,+.1: lP) ( ~0) = &Bo fr-F _ < s ?-oM: µ,_ 4 • • =--(!~-r/r.,)(10)= ?>fopvF" .,<; Ji!;o17r.,,p-pL . c;; ; . Ibo :;L.P· t<.. . . . . ................. ----. -.. . . . . . .. ·-·-· .. . . . . f. . .... ..... : . ·-·· ...... . Corv'i:>10ert-,:://~y.. {5 -& 4f-..J8 CP,L,., .. . I I : 1}CMJT1-~ be:,,+,r) . A.; 7<-P. c, ,'"ri 2 s; .. /q12,'2. '-~ i_ I - I I I .rn~. :R~D~~:i·~:~/ln~GrOl~~i.u,,olc,1.1,o,cerPHO~~,OllfREE!-SOC-225-6360 [ ~., .. .,.~t ~~-.. :;;-. •.i:,,. ",{"-..<•'.Ft:,..:,.,~ //,.•'rr.~",;--;,.'}.,, ... : ·~t-,.,,":,~~-~~ },_';.~ ..... :...-, .. ";::.,":_;.-,.It ;..h :.:.: ~~-::..-:-r,::~·~::-e--·i,. ... l"~~J, ... •.¥,._...:~~-----:. ~ ~ .• ,. .. ,,,p-,.1!•(;. ;5'.,~ •""--~-.. _ ...... _ ·141,. ~ ......... rc_:,t.,......,il(>i,i ~I.,;;l'v.• _,.., -,.'I;•~•'<'~• ... ;~•-~ ... ~ ~,-.., "'!.~~~-:-...-:-~-:! I I I I I I I I I I I I I (;) .. -.-.. ' 1' I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619} 497-2118 (619} 497-0429 fax GENERAL TIMBER BEAM DESIGN DL+LL ALL SPANS -Pp.oc,~ M-17"0 (YV¥r1~'-f P<C,,,"T lht-AJA-,t::s. l,lve t.O~ \ BEAM DATA-----------'---'---- Timber Section 5:125x15.0 End Fixity Pin:Pin LEGOLAND DUPLO VILLAGE 96240 PASTA PATCH TMB Date: 07/01/97 SPAN DATA Beam Width 5.125 in Elastic Modulus 1800000 psi ·center Span left Cantilever Right Cantilever = 1.5.00 in Beam Density 15.0 pcf ' / i> \,J Page: 20.00 ft 3.00 ft 0.00 ft Beam Depth Lamination Thickness Fb-Bending = 1 .SQ in . Load Duration Factor = 1 .25 UNBRACED LENGTHS---= 2400 psl Applied Loads lncluc;le Beam Wt. Fv-Shear 16q psi End Shear Calc'd @ 'd' distance Fe -Bearing = 6sd.psi Le : Center Span Le : Left Cant. Le : Right Cant. 0.00 ft 3.00 ft 0.00 ft ' APPLIED LOADS------------------ Uniform Load @ Center Span: DL = 180.0 plf LL = 160.0 plf Uniform Load @ Left Cantilever: DL = 360.0 plf LL = 320.0 plf Trapezoidal Load: DL: 180.0plf @ 1ft, O.Oplf @ rt LL: 160.0plf @ 1ft, O.Oplf @ rt from 0.00 ft to 20.00 ft Point Load: DL = 3060.0 # LL = 2720.0 # at -3.00 ft ---------------------~-SUMMARY--------~-,-------------- USING 5.125 x 15.000 Beam, Bending = 43.57%, Shear = 65.79% Max. Pos Mom @ 10.51 ft= 20; 17 k-ft ·Shear: Max. @ Left 7.76 k Reactions ••• DL Maximum Max. Neg Mom @ 0.00 ft= -10.80 k-ft •.•• used for dsgn 10.43 k Left 7.68 k 14.51 k Max@ Left -20.40 k-ft ••.. Area Req'd = 50.58 in2 Right = 1.86 k 3.99 k Max@ Right = 0.00 k-ft Max. @Right -3.99 k Max. Allow Moment = 46.82 k-ft •... used for dsgn = 5.31 k Deflections ••• fb : Max. Actual = 1273.8 psi .•.• Area. Req'd = 25.75 in2 Center = -0.20 in -0.53 in Fb : Allowable = 2923.2 psi fv : Max. Actual = 135.70 psi .... Dist = 10.88 ft 10.323 ft l.)a.' p~ f '1'Cf 4-v 6(:. Fv : Allowable = 206.3 psi ••• L/Defi = 1219 454 Ck .81 HEAi· .S 19.97 Left = 0.02 in 0.178 in Rb = (LeD/B. 2) • .5 = 6.27 Bearing Req'd @ Left = 4.35 in ••. L/Defl = 4020 405 Cv per UBC 231 2.4.5 0.98 Bearing Req'd @ Right = 1.20 in Right 0.00 in 0.000 in •• ;L/Defl = 0 0 Left Cant. Camber = 0.03 iri Center Camber = -0.30in C4 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 . ~-..... ---- ;o, -~--.,. -·,·~··" .... ~'W'I~•.,.~·•, .. -~~~. ·--..,~ ...... ~< ·-•~;;-.•. c; •• _.,, ... -~..-,,,, __ .,.. I I I ..... : : :.· ·=·~:- I I I I I I I··-~-~ :::!;.C I I I I I I JOB lets:>oLAVP SHEET NO. c; OF MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Coµrt Suite 400 SAN DIEGO, CA 92108 CALCULATED BY tb DATE 1,:1 I e,7 Phone (619) 497-2118 CHECKED BY Qw DATE Fax (619) 497-0429 . 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SHEET NO. ________ C""---'-1--'---OF------ CALCULATED BY ______ -lb...;c.__ DATE _.a.,(J?_,_·u,_, t:/_7.___ · SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CHECi<ED BY ______ ----,,l)_v_ DATE _____ _ 567612J L) pr_+ t,<_· (Y)>-< = Qoo-r/Cf e, j 41~.17 )2 -f" o. ,zB~(_,e,(;) (t+in)2. ~ q, ~81(./ +b.,, -~. 71-1~. < -aPA-~-"-· -\ ~. ' . ' . !?J. ·. . . . : : . . . . . . · -~:i:·(too_+tt:Jo<[ttf!_) +-·1c:r,,C~4.,1){ \) = ·2, q5 ~--· -A/-= ~,7f Ml ,iB,4-.. 4>_«. L½-£---0. ?-0 ''.' /bx-= 5,'1o(r~)-=-4-,2 fr+i /5,0 .P1:,'1 --'2,(,s,/(l2-)-,.¢,4'ahi . /2,'1 ' .. r ' :p.v:,,rvp-= .: ~.co..10+)(r4-,,-7 )'+-{ni.8)-= o.oe/' ! ?B t{ "t-C/ i)OD )(8~, ~) · : · 1 · -_l.I.y : . ' ........... T'i;~~----~"c"o·:,-;.:·£~~---ci j 113-~ -~:· i;ii'"""'' ---~z~~00. --·:~------ ·-·-··-···· f. 7 . ·=· . '3 t . PflQOUCT 2iJ!· 1_'~ line,. G101:;n, Ma5s 01411, To Order PHONE TOLL S:P.Ef t-S00-225-63..~ -----...... ---.. ?; "'<9 ··'-""""-t_F,.Q .t•.,,._.3 .... ,.to--: ,;::, ,1--,:.~, -1 .... ...; .. ,• .· _,,, •. ,-.~ .... ,~ .... _ ~--~-,... -; •• -.; ........ _ .. -_ ... A~~'-'---.-...... ,;;~-·~~~~';i"'-f • ., ...... ' ~'!i'~~-::-::.-' -' ..... • .. ~.!. .. ~-~~ .. ~-:--'"':.";;.-~~-.,...,.~----• I I A . , .. 1, ..... ., I I I I I I 101 ½~ I I I I I I I 1® I MARTIN & DUNN, iNC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax STEEL BEAM DESIGN RESTAURANT HEADER BEAM DATA ___ ;..__ LEGOLAND PASTA PATCH 960240 TMB Date: 06/26/97 STEEL SECTION DATA Page: C@> Center Span Length Left Cantilever Right Cantilever Unbraced Length 14.17 ft AISC Section Section Depth Web Thickness Section Width Flange Thickness Section Area Section Weight rT, y ts8x6x1/4 = 0.00 ft = 8.00 in lxx = 60.10 in4 = 0.00 ft = 0.250 in lyY = 38.60 in4 -14.17 ft 6.00in Sxx = 15.02 in3 Live Load Not Acting with Short Ter~ = 0.250 in Syy = 12.87 in3 = 6.59 in2 r:xx = 3.020 in Fy 46\ksi = 22.38 # r:yy = 2.420 in Load Duration Factor = 1 .00 = 0.00 in Beam End Fixity Pin:Pin APPLIED LOADS Uniform Loads Dead Load = 0.10 k/ft Distance To Start = 0.00 ft Distance To End = 14.17 ft Trapezoidal Load.s .a..·----'"--,--------------- Dead Load @ Left = 0.09 k/ft, @ Righ~ = 0. 18 k/ft Live Load @ Left = 0.10 k/ft, @ Right = 0.20 k/ft Start Location · = 0.00 .ft, End Location = 14.17 ft SUMMARY-------------------- USING ts8x6x1 /4, Max Stress Ratio ::;, 25.46%, Min Defl. Ratio = 848.53 Maximums ... Actual Allowable Moment = 9.7 38.0 ~-ft. ..... Stress = 7.73 30.36 ksi Shear 2.95 36.80 k ••••• Stress = 0.74 18.40 ksi Deflection = -0.200 fb / Fb : %max= 0.255 fv/Fv: %max= 0.040 Min. DL Defl Ratio = 1390.20 Min. TL Defl Ratio = 848.53 V4.4D (c) 1983-96 ENERCALC TABULAR SUMMARY OF LOAD COMBINATIONS------- Moments .. M + @ Center M-@ Center @ Left @Right Shears ... @Left @ Right Deflection .. @Center @Left @ Right at 0.00 ft Reactions @Left Reactions @Right = = = = = = = - = = = = Placed for·Max 9.7 2.50 2.95 -0.200 0.000 0.000 2.50 2.95 Dead Load + Loads Placed as follows DL LL LL+ST LL LL+ST Only @Cntr @Cntr @Cants. @Cants 5.9 9.7 0.0 0.0 0.0 k-ft -0.0 -0.0 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 0.0 0.0 k-ft 0.0 0;0 0.0 0.0 0.0 k-ft 1.56 2.50 0.00 0.00 0.00 k 1.77 2.95 0.00 0.00 0.00 k -0.122 -0.200 -0.122 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0,000 0.000 0.000 0.000 0.000 in 1.56 2.50 1.56 0.00 0.00 k 1.77 2.95 1.77 0.00 0.00 k G~ORGE R. SAUNDERS ASSOCIATES, KW060361 • ... -...._____ • _, _· ... -.. 1 ... ' ~ .... ,.,... -.... ",~~ ~ '-,_~T;;"~ .. ~-'r'l'"'7'::."~~~--~--~~~;.,..: ...... ---.:.-·............-----... ,...-... --.. -.--,,._,.....-t.;--l..~~..., ... -,__.,.,..,,,_..,,,,_.."-·------~--· .......... --···--·-----------·---·---·----··--~ I I ·.·· 1·-:.•:, I I I I I I I .,:; (LG I I I I I ,:? I JOB ________ -...;;l,e_CPO _____ -'-(,.,A-AJ'---.-.:...0-------- MARTIN & DUNN, INC. ·. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. --,-______ C_°> ____ . ,---OF------ -1:b 6. ~-'17 CALCULATED BY-· _______ DATE-=----=---- Phone (619) 497-2118 Fax (619) 497-0429 CHECKED BY 0~ DATE----------- SCALE ?A:-;;.TA PA-TC-tf : ,:x.i-~/ · -; ~ C?R-1~@-G~tos@r~} P~::/+,sl:. H+~ ;2,.L?-* ~ ,~en:: )'2;!.4-~tt"'-f /'?/ . . I ' . Pk&,,..,:,~~ 4-t::t;;. 7 /4-,45~ · ~ ... .. . . . ~ . ... . . ~ -· . ·-· .... ' -· ... ' _, U <O >>> ,o > -< < ->MM••• --.> M ~ ,__ > ,,o •• O • O ~ -<> ll5.s: JS 4->t.. 4-.x-1/4-~L..-S. 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' e_k.-[ .... 2 • • • "[ ~ I '!° -' ! -.:. • • • • • • -"'' } • • ' i _ • PRODUCT 'J!J'M[Mffiis /rr.c .. GrctOf\, !-!as;Of4i1 To o,4erPHONE TO!.L FREE 1-600-225-63Stl ' •' r I' ,, ,,, !,l "t f f l f t I ,. f ·'· --.. · ... ----·-- I I C) . ' 1·-- 1 I I I I I I I I I I I ®-. - I I MARTIN & DUNN, INC. . 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax STEEL COLUMN DESIGN CENTER COL COLUMN DATA---- AISC Section Column Height Fixity@Top Fixity @ Bottom Unbraced Lengths ••• For Y-Y Buckling For X-X Buckling DESIGN DATA :ts6x4x1/4 = 14.00 ft Pinned Pinned = 14.00.,ft 14.00\ft Axial Dead Load Live Load Short Term X-X Axis Moments: \ = Fy = 46 ksi Y-Y Axis Moments Top Bottom Btwn Ends Top Bottom Btwn Ends X-X Axis Y-Y Axis x-x Load Duration Factor = 1 .000 Live & Short Loads Don't Combine Sidesway ••• X-X Axis : Restrained Y-Y Axis : Restrained Effective Length Factors ... X-X Axis = 1.00 Y-Y Axis = 1.00 SECTION DATA Depth Width Top Thickness Web Thickness Area Weight rT lxx Sxx Rxx lyy Syy Ryy = 6.06 in = 4.00 in = 0.250 in = 0.250 in = 4.590 in2 = 15.584 pit = Q.000 in = 22.1 in4 = = 7.4in3 2.19 in 11.7 in4 5.81n3 1.60 in Point Loads UnifQrm Loads Y-Y Combined Stress Ratios ... Formula H1-1 Formula H1-2 Formula H1-3 Actual & Allowable Stresses ... Fa : Allowable· fa: Actual Fb:xx : Allow [F1-6] " " [F1-7 & F1-8] fb:xx Actual Fb:yy : Allow [F1-6] '" " (F1-7 & F1-8] fl?:yy Actual Max X-X Axis Deflection Max Y-Y Axis Deflection LEGOLAND PASTA PATCH 96240 TMB Date: 06/26/97 APPLIED LOADS 2.70 k "Y" Eccentricity 1 .42 k "X" Eccentricity 0.0 k Dead Live Short = -None- = -None- = --None-- -None-= -None- = --None-- = 0.0 0.00 1.50 = --None- ··None-= --None-- p-.,J f Page: C\O = 0.00 in = O.OOin X:Start X:End- 10.00 ft SUMMARY------------- = = = = = Dead 0.044 13.33 0.59 30.36 30.36 0.00 30.36 30.36 0;00 Live 0.023 13.33 0.31 30;36 30.36 0.00 30.36 30.36 0.00 DL + LL 0.067 13.33 0.90 30.36 30.36 0.00 30.36 30.36 0.00 DL + ST- 0.274 13.33 ksi 0.59 ksi 30.36 ksi 30.36 ksi 6.97 ksi 30.36 ksi 30.36 ksi 0.00 ksi -0.179 in at 7.75 ft from column base 0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values----------------- F'ex (DL+LL) F'ey (DL+LL) F'ex (DL+LL+ST) F'ey (DL+LL+ST) = 25475 psi Cm:x (DL+LL) = 0.60 Cb:x (DL+LL) = 13487 psi Cm:y (DL+LL) = 0.60 Cb:y (DL+LL) = 25475 psi Cm:x (DL+LL+STI = 1.00 Cb:x (DL+LL+ST) = 13487 psi Cm:y (DL+LL+STI = 0.60. Cb:y (DL+LL+ST) 1.75 1.75 1.00 1.75 V4.4D (c) 1983-96 ENE_RCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ~ -----· --·~ ,,: i: ~ ~ _. : --~.-: .-.. -... "" 1 ,. .. , ,>.I;'..~· .i--_._..;.,.,...,.,:-:; ..... m--.....,.,"l't"" .... ---... ..-.........._....-.. .... ~ .. v ... ~~-~n~-.c;' ... -=::-·~ ........ ~.~»;;-·~-~~--.~-:.~ .. ~ ... :.--.... , .. , ... _.; .._'*···-· _t •• _•::,, ... :•:.. I I @ ' I .·· I I I I I I I® ~ I I I I I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax STEEL COLUMN DESIGN GRID G/2 COL COLUMN DATA---- AISC Section :ts6x4x1 /4 Column Height = 14.00 ft Fixity @Top Pinned Fixity @ Bottom Pinned Unbraced Lengths ••• For Y·Y Buckling 14.00 ft For X-X Buckling = 14.0d\ft DESIGN DATA Axial Dead Load live Load Short Term X-X Axis Moments: Fy = 46 ksi Y-Y Axis Moments Load Duration Factor 1.000 Live & Short Loads Don't Combine Sidesway ••. X-X Axis : Restrained Y-Y Axis : Restrained E~ective Length Factors .•• X-X Axis = 1.00 Y-Y Axis = 1.00 Point Loads Uniform Loads = LEGOLAND PASTA PATCH 96240 TMB Date: 07 /01 /97 APPLIED LOADS 3.69 k "Y" Eccentricity 2.37 k "X" Eccentricity 0.0 k Dead Live-Short Top Bottom -Btwn Ends Top Bottom = -None--= --N9ne- = -None- '-None- = -None- Btwn Ends = --None- X-X Axis 0.0 0.00 Y-Y Axis = -.None- X-X = --No.ne- Y-Y = -None- 1.25 / X:Start 10.00 ft )-N Page: CH o.oo in 0.00 in X:End- ~ECTION DATA SUMMARY-------------- Depth Width Top Thickness Web Thickness Area Weight rT lxx Sxx Rxx lyy Syy Ryy F' ex (DL + LL) F'ey (DL+LL) F'ex (DL+LL+STI F'ey {DL+LL+STI = 6.00 in = 4.00 in = 0.250 in = 0.250 in = 4.590 in2 = 15.584 pit 0.000 in = 22.1 in4 7.4in3 2.19 in = 11.7 in4 = 5.8 in3 = 1.60in Combined Stress Ratios ••• Formula H 1-1 Formula H1-2 Formula H1-3 Actual & Allowable Stresses ••• Fa : Allowable fa: Actual Fb:xx: Allow IF1-6l " [Fl-7 & F1-81 fb:xx Actual Fb:yy: Allow [F1-61 " " [F1-7 & F1-81 fb:yy Actual = = = Dead 0.060 13.33 0.80 30.36 30.36 0.00 30.36 30.36 0.00 Live 0.039 13.33 0.52 30.36 30.36 0.00 30.36 30.36 0.00 DL + LL 0.099 13.33 1.32 30.36 30.36 0.00 30.36 30.36 0.00 DL + ST- 13.33 ksi 0.80 ksi 30.36 ksi 30.36 ksi 5.81 ksi 30.36 ksi 30.36 ksi 0.00 ksi Max X-X Axis Deflection Max Y-Y Axis Deflection = -0.149 in at 7 .75 ft from column base 0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values------------------- 25475 psi Cm:x (DL+LL) 0.60 Cb:x (DL+LL) 13487 psi Cm:y (DL+LL) 0.60 Cb:y (DL+LL) = 25475 psi Cm:x {DL +LL+ sn = 1.00 Cb:x (DL +LL+ sn = 13487 psi Cm:y {DL+LL+STI = 0.60 Cb:y {DL+LL+STI 1.75 1.75 1.00 1.75 V4.4D (c) 1983-961:NERCALC GEORGE R. 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E -t ' :· ; . 1 --' ... :---·-··: ... l ' ; .. \ ... i . '~ . i , • • ' ~ •• , i -· .. -. f .. : . ~i • • • . .•. - ' ' '· ' ' :• . ~ . . , ;-.......... _ ••• ••••• ... _.,. .. -~ ,... ··-·-, ·-·· .. ······-......... -· ' ·-.............. ~ .......... ,-... ,-, , 6 r . }_. ~ . . ..... i . ' .. f ... . -· 2 _PRODUCT 20i•t/Ness7'r.t., GTolon, Mass,01471 To Order PrlONE TO~L FREE 1-600-~ -I ·~-----~--~-~~-~~ .... -~---·· ................. "'='trt' J.~:--"1--1--.....9 ., .. :.-.. "-.:~ : .. .;..--:,;·__.,_~-~ i"lW--s. ..:,_ ......... &•~.r-;.,.: .. ~;• ... ~?Zi"'~··k·:1~:J ' .. I :.1 ·1 ·., I I I I I I I@ :.· I I I I I I I 18 I £ MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 LEGOLAND PA~TA PATCH 96240 (619) 497-2118 (619) 497-0429 fax STEEL COLUMN DESIGN TYPICAL COL AT GRID F COLUMN DATA--"--- AISC Section Column Height Fixity @Top Fixity @ Bottom Unbraced Lengths ••• For Y-Y Buckling For X-X Buckling ts10x6x1/2 = . 14.00 ft Free Fixed = 14.00\ft = 14.00 'ft DESIGN DATA \ Fy = 46 ksi Load Duration Factor = 1.000 Live & Short Loads Don't Combine Sidesway ••• X-X Axis : Restrained Y-Y Axis : Restrained Eff~ctive Length Factors ••• X-X Axis = 2.00 y:y Axis = 2.00 SECTION DAT A Depth 10.00 in Width = 6.00 in Top Thickness = 0.500 in Web Thickness = 0.500 in Area = 14.400 in2 Weight = 48.892 plf rT lxx Sxx Rxx lyy Syy Ryy F'ex (DL+LL) F' ey (DL + LL) F'ex (DL+ LL+ST) F'ey (DL+LL+ST) = = = = = = = = = V4.4D (c) 1983-96 ENERCALC 0.000 in 181.0 in4 36.2 in3 3.55 in 80.8 in4 26.9 in3 2.37 in 16626 psi 7422 psi 16626 psi 7422 psi Axial Dead Load Live.Load Short Term X-X Axis Moments: Y-Y Axis Moments Point Loads Uniform Loads Top Bottom Btwn Ends Top Bottom Btwn En.ds X-X Axis Y-Y Axis X-X Y-Y Combined Stress Ratios ... Formula H 1-1 Formuia H1-2 Formula H1-3 Actual & Allowable Stresses ••• Fa : Allowable fa: Actual Fb:xx: Allow [F1-6] [F1-7 & F1-8] fb:xx Actual Fb:yy: Allow [F1-6] " [F1-7 & F1-8] fb:yy Actual Max X-X Axis Deflection Max Y ~y Axis Deflection TMB Date: 06/1.5/97 j Page: C'2.~ APPLIED LOADS 1 .20 k "Y" Eccentricity = 0.00 in 1.30 k "X" Eccentricity = 0.00 in 0.0 k Dead Live' X:Start X:End- = -None- = -None-- = -None- -Nc:;me- = -None- = --None- = 0.0 o.oo 2.00 14.00 ft = -None- = --None- = -None-- SUMMARY Dead Live DL + LL DL + ST- = = = 0.011 0.012 0.023 0.317 = 7.42 7.42 7.42 7.42 ksi -0.08 0.09 0.17 0.08 ksi = 30.3.6 30.36 30.36 30.36 ksi 30.36 30.36 30.36 30.36 ksi = 0.00 0.00 0.00 9.28 ksi -30.36 30.36 30.36 30.36 ksi -30.36 30.36 30.36 30.36 ksi = 0.00 0.00 0.00 0.00 ksi -0.602 in at 14.00 ft from column base = 0.000 in at 0.00 ft from column base Intermediate Stress Calculation Values-.,.a--------------------- Cm:x (DL+LL), = 0.60 Cb:x (DL+LL) = 1.75 ~~~+W ~~-~~~+W = 1.75 Cm:x (DL+LL+ST) = 1.00 Cb:x (bL+LL+ST) 1.00 Cm:y (DL+LL+ST) -0.60 Cb:y (DL+LL+ST) = 1.75 GEORGE R. SAUNDERS ASSOCIATES, KW060361 ;~~~.,,. ... .€,,f•":f•' .... .,.:•,~1'•'..::·~·:'# ...... ; .. :,.,.,•-:••o.•.o,..;1,.,\;:9,:--:--·--.~"••J,,A·~,.N11-; ... -;;-~~~~~J~•7*'-'~~........,....,_,,.-_-~~ ...... , .. _J~;"f-•.~....,....~.·'P'-.!".-•., ____ ~~-.-;~"ST,,.'E··::,-•====;,;;·.,,., •. s,, •. c2:.'z:.=..:!·:JI I I ._-:· ~. IC 1· JOB ie~o~ MARTIN & DUNN, INC. SHEET NO. C1.~ OF Structural & Civil Engineers f;b 7/':, .q7 7801 Mission Center Court Suite 400 CALCULATED BY DATE SAN DIEGO, CA 92108 0~ Phone (619} 497-2118 CH~KEDBY DATE fax (6-19} 497-0429 · SCALE PAs-rA PA7?t/ : 12-,.. z,/ 1 2 ::. .: s. 5 7 a 1 2_ a 4 _s e. 1 a , 2 s .: 5 &-7 E 'l-~ ~ .: s o t s i 2 s &. s 6 1 a , 2 _:: ~ s 6 1 s 1 2 3 .:. s s ; a 1 ~ 3 ·' . . ........... ····---~---·· ... ·-~ ~-··-----~-.. , .... _.~···· -...... ·-·· • E I , :r:,) D L-rl-<-. . 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' ~~-_ ... \..· .... =~ .. =-.... =,4:·•-¥-,.....,'ro¾.'=·i·:.;;r..,,. ..... 7~;,,,-r71.·~ .'.~;'77"!~.....,.._ .... ~-->~;'+"'I" ... ,.. .:. •• ,e;; • ..;._~--r~~· ...... ~ ................. ......,cy1;::-n,;i•,. .. ;' .......... ;; ... !~":--~~..-~~r--_....-_..~~~7"~---- I 1., ;~ ~_:::_:;} I"·;, I I I I I I I I I I I I ® . l I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Die.90~ California 92108 (619) 497-2118 (619) 497-0429 fax SQUARE FOOTING DESIGN INTERIOR COLUMN LOADING DATA Dead-Load Live Load Short Term Load Seismic Zone I \ k: k: k: Overburden Weight psf: Corilbining Live&. Short Term Loads ? \ FOOTING DATA Size (Length & Width) ft: Thickness in: # of.Bars Rebar Size Number #: . Column Dimension in: f'c psi.: Fy psi: Cover over rebar in: Concrete weight pcf: SOIL DATA Basic Allow Soil Brg Press. psf: Short Term Duration Factor Ftg. Depth Below Soil ft: CALCULATED FORCES--. Maximum Static Soil Pressure psf: Allow Static Soil Pressure psf: Max. Short Term Soil Pressure psf: Allow Short Term Soil Pressure psf: 1-Way: Allowable Shear psi: Vu/Phi psi: 2-Way: Allowable Shear psi: Vu/Phi psi: Mn k-ft: Mu/Phi k-ft: REINFORCING Actual Bar Depth in: Min. Allow % Reinforcing 200/Fy Req'd Per Analysis : USE ••...•• %; Rebar Area Req'd in2/ft: Total Area Req'd in2: REBAR CHOICES Quantity of: #4 Bars #5 Bars #6 Bars #7 Bars #8 Bars #9 Bars #10Bars V4.4D (c) 1983-96 ENERCALC 1 7.70 6.80 0.00 0 0.0 Yes 3,00 12.00 4 5 12.0 3000 60000 3.0 150.0 2500 ·1.33 0.00 1761.1 2500.0 1761.1 3325.0 109.5 8.4 219.1 26.6 17.1 1.5 8.69 0.0014 0.0033 0.0003 0.0168 0.15 0.44 3 2 2 2 2 1 1 . LEGOLANO DUPLO VILLAGE 96240 PASTA PATCH TMB · Date: 07 /03/97 / Page: C30 GEORGE R. SAl:JNDERS ASSOCIATES, KW060361 ,. . ~ ........ ~--• .r.:t~·.:~1~ .. ~-,.:: .. s=-~--!~~~~!:,. ... ~,..:..;. •• r:,--;,7.p:7i,~.-r.~;::;r::.~,.~"r;~-;~-:~:..: --·-"~ ......... :.-:.~ ........ .,. 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I cj z z Z MARTIN & PUNN, INC. ::J Structural & Civil Engineers 0 71301 Mission Center Ct., #400 .San Diego, CA 92108 Phone [619) 497-2118 Fax [619) 497-0429 STR-U-CTURAL CALCULATIONS FOR Legol·and · Carlsbad (M&O PROJECT NO. 960240.00) Duplo VUlage Cluster (IGMP #2 Package) Volume 2 Sections D-J Architect of Record~ Hellmuth Obata & Kassabaum For Buildiqg Department Plan Check Submittal July 21, 1997 I 1. 1· ·I~ 1· I 1. ·1 I I I ·1, I ·1· I I I 1· I _! SUBJECT GENERAL PARKWIDE STRUCTURES RETAIL SHOP PASTA PATCH RESTAURANT SAFARI RIDE MAINTENANCE BUILDING FAIRY TALE MAINTENANCE BUILDING ICE CREAM STAND PLAY PAVILION INDEX PASTA PATCH and TERRACE SHADE STRUCTURE . BIRTHDAY TENT SOUTH ENTRY BRIDGE · DUPLO VILLAGE ' ) ' S'ECTION. A 8 C D E F G H J I I ;I I ,, I I I I I I I I I I I I I I SECTION D SAFARI RIDE MAINTENANCE BUILDING INDEX SUBJECT SHEET NO. 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C.Af::l:£8~ S!-iEETNO, C:,t OF _ _;~;;..__ ___ ____ CALCULATED BY---'~=-------~--DATE 6vAPc q ~ CHEC~E;D BY--~'-------DATE------ 1 2:;.:: S € 7 S: l 2 ::C.: S 6 7 8 1 2 3.:: Sf. i S 1 Z;:.: 5 E 7 \ 1 2 3.: & 6 7 8' 2 S.; 5 S 7 A, ~..S.:: 5 6-.. & DUfLC .. , tn .. :_ .. ,'2,..'fx ............... ···.· ······-······ ...... -· u..-: .l~ (',+- WI"'°-:: L ~ • '.:)--f J'f-. />-1/1. b1/U::?-1t,.,., • I \ . WSt>L ~ L/ ,'i' X ,z,-,p .sr-;:: rf,U-vL W.c,p(..:: G,s )o "Lfrf-,,._ 11 ('/..Ir ' l{, ~ ~., .. f..rr-,, t..tr~ Wsu.. :::: ::;-· w,(..,1.-1-: ~ .s:.. ~-Jo fk ...... :;:;_ {,( 0--. W,'..,,. ;:-I.(, r ;r 11,r .:::: 2'-1. -z. r 1.,,,- lJcw ::: 6,r >c IJ, 'it-~: /7,. 7,.. (/./--,,., f :; (;,~ ;>c · Lo f»-,::;., & ,Ji:- --·· ...... -·· ··~ .. ,., . . .. /4{' tpt.. 1 ",,r· /1(??£ (5 -'[.::, l) f = ~ 11';_ . .f-,51/,._. .-t-Y?f w .. ..... I • : ' ~ Aof<-IM ::-: ,"?n'" (EJ>r12''/,) . l( ~ 0,.5'1-Z '"'j;<'?.ft;1 '>c-:)-.'2,111.11 ::::: ' ..• -••• ,i ~-•••••..•• I ' 11,r'. !. 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STRUCTURAL & ·CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 MULTI-SPAN STEEL BEAM DESIGN DUPLO PLAY PAVILLION: TYP PURLIN GENERAL DATA -·-1 -· -·-. 2 -· - All Spans Simple Support?? : NO Span Lengths ft : 5.00 2.50 End Fixity: : Pin: p:in Pin: Free AISC Section ts~x2x3/16ts4x2x3/16 --CALCULATED VALUES--+ -OK--OK- Fb -Allowable ps1 : 23760 23760 fb -Actual. psi : 9070 9070 fv -Actual psi : 510 390 Moment iil Left k-ft: o.o, -1.5 Moment iil Right k-ft: -1.5 ·o.o Max. Mom. iil Mid-Span k-ft: 0.0 0.0 X-Dist ft: 0.00 ()..00 Shears: Left ·k : 0.2 0.3 Right k : 0.4 0.3 Reactions: Left:Dead k : -0.04 0.11 ., Live k : -0.21 0.56:: Total k : -0.25 9,67 Right:Dead .k: 0.11 O.QO !-ive k : 0.56 0.00 ,:otal k : 0.67 0.00 Max. Defl. iil Mid Spah in.: 0.033 -0.119 X-Dist ft : 2.93 2.50 --BEAM DESIGN DATA -- Le: Unsupported Length ft : 5.00 2.50 Fy ksi : 36.0 36.0 Section Area in2 -: 2.02 2.02 Beam Depth in : 4.000 4.000 · Beam Width in : 2.000 · 2·.000 Flange Thickness in: 0-.188 0.188 Web Thickness in : 0·.188 0.188 Ixx in4 : 3.9 3.9 Iyy in4 : '1.29 1.29 rt in : b.QO O.QO APPLIED LOADS Use Live Load on This Span ? Yes Yes Trapezoidal DL iil Left k/ft: DL iil Right k/ft: 0.01 0.01 LL lil Left k/ft: LL al Right k/ft: 0.05 0.07 X-Left ft : 0.00 ·0.00 X-Right ft : 5.00 7,50 QUERY VALUES Location •.•••• ft : 0.00 0.00 Shear 'k : -0.25 0.29 Moment, k-ft : -0.00 -1.46 Deflection in : 0.000 · 0.000 V4.4D Cc) 1983-96 ENERCALC \ -4 6.15 Pin:Piri PROJECT# 960240 t_EGOLAND CARLSBAD shade structures RMS Date: 06/18/97 s- 3.37 Pin:Free page: C:, 2,. · ts4x~x3/16ts4x2x3/16 -OK--OK- 23760 23760 20'1'11 20'1'11 891 726 0.0 -3.2 -3.2 0.0 0.0 0.0 0.00 0.00 0.4 0.5 0.7 Q.5 0.00 0.00 -0,39 1.2'1 -0.39 1.2t 0.00 ·0.00 1.2, 0.00 ' '1.21 o.oo· 0.'129 -0.5'14 3~96 3.37 6.73 3.20 36".0 36.0 2.02 2.02 4.000 4.000 2.000 2.000 0.188 0.188 0.'188 0.'188 3.9 3.9 '1.29 '1.29 0.00 0.00 Yes Yes 0.08 0.12 0.00. 0.00 6.73 8.93 0.00 0.00 -0.39 0 •. 54 -o.oo ,-3,24 0.000 0.000 C cont in~~d on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 ·-,, .. ,_, ___ _. .. , _____________ ~-·--·---·-··---.. ~-----· ... J I I .. · ® I I I I I I I 1@ I I I I I I ID I I MARTIN & DUNN, _INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . MULTI-SPAN STEEL BEAM DESIGN DUPLO PLAY PAVILLION: TYP PURLIN ( ••••• continued) 0.00 t t l l Ml= PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS .Date: Oq/18/97 ,.,1,11111111,m o.ooJ_A::8tDIT[[[j) 0.12 t , i l 6.75 3.37 0.00 / Page: Ml= 0.00 Rl= -0.25 Rl= -0.39 Vl= 0.25 -1.46=Mr 0,67=Rr 0.38=Vr V4.4D Cc) 1983-96 ENERCALC Ml= -1.46 Rl= 0.67 Vl= 0.29 O.OO=Mr O.OO=Rr o.i6=Vr . . ---~. ~ -.--~ --................. --~ ~ Vl= 0.39 -3.24=Mr L21=Rr 0.67=Vr Ml= -3.24 Rl = 1.21 Vl= 0.54 ( O.OO=Mr O.OO=Rr 0.47=Vr GEORGE R. SAUNDERS ASSOCIATES, KW060361 .. ·j I I I I I I I I I I I •w I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 STEEL COLUMN BASEPLATE DESIGN Duplo Play Pavillion \ Legoland Carlsbad 96-240 Date: 06/19/97 None None Pa~e: (b4 --LOAD DATA -----1 ----2-- Axial Load 0.77 k 1.32 k X-X Axis Moment 2.88 k-ft 2.88 k-ft A!SC ·section Name P4std P4std --· -SOLT DATA -- \ Bolt Tensi'on Capacity : 8.00 k 8.00 k I Bolt Count Per Side 2 2 \ Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. from PL Edge( 1.50 in 1,50 in • PLATE & SUPPORT DATA • B~seplate Depth 10.00 in 10.00 in II Width 10.00 in 10.00 iii Support Area Depth 2.00 in 2.00 in Support Area Width ~6.00 in 36.00 in -. -MATERIAL DATA - f'c 3000 psi 3000 psi Fy 36 ksi 36 ksi Load Duration Factor 11.33 1.33 AISC Section Depth 4.50in 4.50 in Flange Width 0.00 in 0.00 in Flange Thickness 0.000 in 0.000 in Web Thfokness 0.237 in 0.237 in --PLATE DESIGN -- Min. Required Thicknes~ 0.368 in 0.374 in Plate Analysis Method : 1 1 Tension Force per Bolt: 2.06 k 1.94 k Bearing Stress 296.67 psi 301.37 psi Allow Bearing ••• Per Acl 10 •. 15 1514.62 k 1514.62 k PerAISC J9 .. 1184.97 psi 1184. 97 psi .. Max. Plate Capacity for Al lo\i'.able Bearing •• :. 118.50 .psi 118.,50 psi -PLATE ANALYSIS -:- Actual Plate Thi ckness : 0.500 in 0.500 ih Max Allow. Plate Fb 35. 91 ksi 35.91 ksi Actual fb ., 19.44ksi 20.08 ksi V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I 10 "<) I I I I I I I @ I ~ I I I I I I I .. ··. ... ·., {;j} I I MARTIN .& DUNN, . INC .. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOTING DESIGN Duplo Play Pavillion: 4" dia pipe· col typ . ' I Legoland C~rlsbad 96-240 Date: 06/19/97 ! Page: ----DESIGN DATA -----------AXIAL LOADS ----------DIMENSIONS----- Allow. Soil Pressure · = 2500.0 psf Dead Load = 0.11 k ... Short Term Increase = 1.33 Live Load =· 0.6 k Base Pedistal Height = 2.00 ·in Short Term Load = 1.2-~ Seismic Zone = 4 ... ;cc. Along X-X Axts = 0.00 in overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis = 0.00 in Live & Short Term Loads Don't A~t Together Concrete Weight = 145.0 pcf I . --Y-Y AXIS ROTATION FORCES-· --·-X-X AXIS ROTATION FORCES -·- •••• Pressures iil Left/Right Moment: DL = 0.0 k:--ft LL Short Term S~ear: DL LL Short Term -. = = = 0.01<-ft 2.9 k-ft 0,00 k 0.00 k 0.34 k •••.• Pressures iil Top/B9t Moment: DL = LL = Short Term = . Shear: DL = LL = ~hort Term= 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.00 k 0.00 k 0.00 k Width Along X-X Axis = Length Along Y-Y Axis : Thickness = Column Dim. Along X-X Axis= Column Dim. Along Y-Y Axis= 2.75 ft 1 2.75 ft 18.00 in 4.00 in 4.00 in ------------------------SUMMARY--------'----;,,------------- Soil Pressure Moments & Shears D+L D+L+ST Max. Allowable Max Pressure = 416.1 psf 1968.2 psf Mu/Phi = 1.3 k-ft Allowable Pressure = 2500.0 psf 3325.0 psf Vu:1 Way = 0.0 psi 93.1 psi 'X' Ecc. of Resultant = 0.0 in 10,9·,n Vu:2 Way = 1. 9 psi 186.2 psi 'Y' Ecc. of Resultant = Service Load Prefsures •••• DL + LL Dead+live+Short Term Factored Load Pressures •••• ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 0.0 in 0.0 in = = = = overturning Ratio= Left 416.1 psf 0.0 psf. Left 604. 7 psf 0.0 psf 0-.0 psf Right 416.1 psf 1968.2 psf Right 604.7 psf 2755.5 psf 2085.0 psf ----------"--FOOTING DESIGN---------'------ f'c Fy . = = = 2_3.53 = 109.~4 psi 3000 psi 60000 psi 3.5 in = 0.0014 Rebar CL Clear to Soil ~ ' m'=. Fy /C.85f'·c> Vn:1 ••• 2(f' c)".5 Vn:2 ••• 4(-f' c)".5 -219.1. psi Min. Steel X FACTORED SHEAR FORCES ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two-Way Shear 0.71 psi 1.87 psi 1.67 psi 186.23 psi One-Way: Vu iil Left = 0.00 psi · 0.00 psi o.oo psi 93.11 psi One-Way: Vu iil Right = o~oo psi o.po psi 0.00 psi 93.11 psi One-Way: Vu iil Top = 0.00 psi 0.00 psi 0.00 psi 93'.11 psi One-Way: vu iil Bottom = 0.00 psi 0.00 psi 0.00 psi 93.11 psi FACTORED MOMENTS· I 1.5 :1 Top 416.1 psf 502.0 psf Top 604.7 psf 702.9 psf 531.8 psf ACI 9-1 ACI 9'-2 'ACI 9-~ Ru As Req'd Mu/Phi iil Left = 0.1 k-ft -0.4 k-ft Mu/Phi iil Right = o~-1 k-ft 1-.3 k-ft Mu/Phi ii) Top = 0.1 k-ft 0.2 k-:ft Mu/Phi iil Bottom = 0.1 k-ft 0.2 k-ft. SERVICE LOAD OVERTURijING ~TABILITY Factor of Safety: Y -Y AXIS Factor of Safety : · X.-X AXIS = = Static -None-- -None-- -0.2 k-ft 1.8 psi 1.0 k-ft 6.0 psi 0.2 k-ft ___ 0.9psi .. 0.2 k--f:t 0.9 psi Short 'terlll . . 1,52 :1 · -None- -0.244 in2/ft 0.244 in2/ft 0.244 in2/ft 0.244 in2/ft 1.5 :1 Bottom 416.1 psf 502.0 psf Bottom 604.7 psf 702.9 psf 531.8 psf (continued on next page •••• ) ·, V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I C) ' . 1· I I I I I I I I I I I I:':;!: ·. -:-:-':.) ~ I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . GENERAL FOOTING DESIGN Duplo Play Pavilliqn: 411 dia pipe col typ ( ••••• continued) Pst = 1.211: X Ecc.. 0.00 in \, ' l ~fi: 8:~~1:1: Md!= 0.00 ft-I: Vdl,. VII= Vst = SP.@ Left = SP@ Right a \ Ml! • 0.00 ft-I: _Ms~= 2.88 ft-.1: X-X AXIS ELEVATION 416 psf 416 psf X·-···-· i ' ! ,v i L i i i \ ~~ .......... i ......................... i i ly l 2.'75. l X-X Elevetion VJew V4.4D Cc) 1983-96 ENERCALC 1? > C 0 . ]?~; .>- Legoland Carlsbad 96,.;240 Qate: 06/19/9"7 t"·· V-Y AXIS ELEVATION SP@ Bottom = SP@Top= 0.00 in 416 psf 416 psf ' i ,Page: GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I I I I I I I SECTION H PASTA PATCH and TERRACE SHADE STRUCTURES INDEX Purlins Columns SUBJECT Column Base Plates Footing Design SHEET NO. H1-H2 H1 H3 H4 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2i18 Fax (619) 497-0429 LL = Lt>: Pff Wl ,-;o ==-1"8. ?-rsr \ I \ . • ., <>(~ /6,, 5PAµ L..€(sv lAfJO ~50/fi> .JOB-,---""--.....,....--'----"'----"---------- SHEET NO. ---,-,,-.--,,---.,....L-\-_\ ____ OF Ac CALCUl:AT~D BY ~ . DATE ,6)JG-t,f} '-. CHEC~ED BY-----'-------DATE--,------ SCALE ~~~ p~~ .~ ~ -~ S~ I I I I I I I I -1~ 1 ··{'2'-···;,.· i;, .... :.+ .. ·-,J;;~y .. -=· "71{ .fd o<..1 ;-; t..1. 1 ~ 2: w·wo ·: · · -t 1--o PNf -fop Jl'ift'f f.'l~.!14 · o-----,----~----c:J -- &w,yv:: ,':/l{/'':: 1/zn/ : I -tt~·.1:foL,;1,l'~r.,1-1.91'iv.w.r~ ...... I I ... · ... : ·.:\::--- ~/t'O~ /G I fPA:ci w :: 'G (;,~?) 6 l{ ,,.. ·p ~~) ;:;: /01> /k{'pt,( 1rf/.,f £,LI If! Mtvb' : 'J,1 . Av.1vo ~ -0~ ·~-~~ t' :: .. /lz {1 ...... -· 1 .. (/ Oi< X IL /\~ 0~1 01,,,Q,.11 u 1 Jr'-/, w/,vO I -WlrJ__QJ /t,'tf.fr>-47Z1 x!C:/ _ 1,,75·:/1 -.,,,... . ~ '3C-O't f ·>··· .. ............ 0---------------,C, -.. 1S'Gk'i n------------· & I I I I I I 1(0) ~- I I I I I I I --@ . . I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENG.INEERING 7801 MISSION CENTER C-T SUITE 400 SAN DIEGO, C~ 92108 . MULTI-SPAN STEEL B.EAM. DESIGN DUPLO: PASTA. PATCH TERRACE SHA.DE STRUCTURE \;I lt(t}' ---GENERAL DATA -----·· 1 --·-· 2 - All Spans Simple Support ?? : YES Span Lengths ft: 16.00 16.00 End Fixity: : Pin:Pin Pin:Pin AISC Section ts~x4x3/16ts4x4x3/1.6 --CALCULATED VALUES -r -OK--OK- Fb -Allowable p~i: 23760 23760 fb -Actual. ps~: 7808 11188 fv -Actual psi: 715 1024 Moment lil Left k-ft : 0.0 0.0 Moment al Right k-ft : 0.0 0.0 Max. Mom.~-Mid-Span k-ft: 2.1 · 3.1 X-Dist ft: 8.00 8.00 Shears: Left k : 0.5 0.8 Right k : 0.5 0.8 Reactions: Left:Dead k: 0.27 0.27 Live k : 0.26 0.50 Total k : 0.54 0. 77 Right:Dead k : 0.27 0'.27 Live k : 0.26 0.50 Total k : 0.54 O. 77 Max. Defl. al Mid Span in: -0.517 -0.741 X-Dist ft : 8.00 8.00 --BEAM DESIGN DATA -- Le: Unsupported Length ft: 16.00 Fy · ksi : 3~.o Section Area in2; 2.77 Beam Depth in: 4.000 Beam Width in: 4.000 Flange Thickness in: 0.188 Web Thickness in: 0.188 Ixx in4 : 6.6 Iyy in4 : 6.59 rt in : 0.00 ---APPLIED LOADS --- Use Live Load.on This Span ? Yes Uniform DL k/ft : 0.03 LL k/ft :. 0.03 ---QUERY VALUES --- Location •...• ft : 0.00 Shear k: 0.54 Moment k-ft : 0.00 Deflection in : 0.000 V4,4D Cc) 1983-96 ENERCALC .-.. ,, 16.00 36.0 '(..77 4.000 4.000 0.188 0.188 6 •. 6 6.59 0.00 Yes 0.03 .0.06 vfl (0 0.00 ·o.17 0.00 0.000 \ Legoland Carlsbad 96-240 Date: 06/25/97 WltJD -. -4---5- 16.00 16.00 Pin:Pin Pin:Pin · ts6x4x1/4 ts6x4x1/4 -OK-· -OK- 23760 23760. 10373 . 14648 1061 1499 0.0 0.0 o.o 0.0 6.4 9.0 8.00 8.00 1.6 2.2 1.6 2.2 0.80 0.80 0.79 1.45 1.59 2·.25 0.80 0.86 0.79 1.45 1.59 ?.25 -o. 458 -o .·646 8.00 8.00 3.30 3.30 36.0 36.0 4.59 4.59 6 •. 000 6.000 4.000 4.0QO 0.250 0.250 0.250 0.250 ' 22.1 22.1 11.70 ·11.10 0.00 0.00 Yes Yes 0.10 0.10 0.10 0.18 ~wo 0.00 0.00 1.59 2.25 6.00 0.00 0.000 0.000 i 'page: t4 i-,. GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I@. J} I I I I I I I I (~!)=\ ·~---~·· I I I I I I '® I I MARTIN~ DUNN, INC. _ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 STEEL COLUMN BASEPLATE DESIGN Pasta Patch: typ flagpole col P6clxstrg. Legolar'ld Carlsbad 96-240 D.ate: 06/25/97 None None --LOAD DATA ---·----1 ---· --2--- Axial Load 6.36 k 7.30 k X-X Axis Moment 0.00 k-ft 21.44 k-ft AIS~ Section Name P6cl~s P6dxs --· -BOLT DATA -- i Bolt Tension Capacity : 12.00 k 12.00 k \ Bolt Count Per Side 2 2 \ Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. from PL Edge 1.50 in 1. 50 in • PLATE & SUPPORT DATA · Baseplate Depth 12.,00 in 12.00 in II W.idth 12.00 in 12.00 in Support Area Depth 36.00 in 36.00 in Support Area Width 36.00 in 36.00 in -MATERIAL DATA - f'c 3000 psi· 3000 psi Fy 36 ksi 36 ksi Load Duration Factor 1.33 1.33 AISC Section Depth 6.63 in 6.63 in Flange Width 0.00 in o.oo in Flange Thickness 0.000. ,n 0.000 in Web Thickness 0.864 in 0.864 in --· PLATE DESIGN --- Min. Required Thicknes~ 0.364 in 0.799 in Plate Analysis Method : 3 1 Tension Force per Bolt: 0.00 k 11.56 k ~earing Stress .. 44.17 psi 1408.33 psi Allow Bearing •.• Per ACI 10.15 3570.00 k 3570.00 k Per AIS.C J9 2793.00 psi 2793.00 psi Max. ?late Capac:ity to.r 402.19 psi Allowable Bearing •• :. 402.19 psi -PLATE ANALYSIS ---. Actual Plate Thi"ckness; 0.500 in 0.875 in -Max Al low.Plate Fp 35.91 ksi 35.91 ksi Actual :fb 19.08 ksi 29.94 ksi '. V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 : ~-~----. ·.. ..-----. ---. ' -~ -, -.. : . ·. --_. -·--·----_; ___ ...... ---_:. - I lo.··. ~::·:·-: ....:::/· I I I I I I I I I I I I I Ml\RTIN ~!DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 Legolancl Carlsbad 96-240 / - I - Date: 06/26/97 Page: -GENERAL FOOTING DESIGN l'. Duplo: Pasta Patch terrace, typ ps6dxstrg I l \ ----DESIGN DATA----------AXIAL LOADS -...,...;..-- Allow. Soil Pressure = 2500.0 psf D'ead Load. = 3.20 k ... Short Ter~ Increase = 1.33 Live Load = 0.0 k Base Pedistal Height = 2.00 in Short Term Load = 4.1 k Sei"smic Zone = 4 ••• Ecc. Along_ X-X Axis -' 0.00 in Overburden Weight = 100.00 psf · ••• Ecc. 'Along Y-Y Ax-is = 0.00 in Live & Short Term Loads Don•t Act Together Concrete Weight 14510 pcf -I - ---Y-Y AXIS-ROTATION' FORCES --. --X-iX AXIS ROTAT..ION FORCES -- •••• Pressures a Left/~ight Moment: Dl = LL =- Short Term· = shear: DL. • LL = Short Term = 0.0 k-ft 0.0 k-f.t 21.4 k-ft 0.00 k 0.00 k 2.26 k • ••. Pressures al Top/Bot Moment: DL = Shear: - LL = Short Term= DL = LL = Short Term;:: 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.00 k o.oo k 0.00 k -------·--DIMENSIONS----- Width Along X-X Axis = Length Along Y-Y Axis = Thickness = Column Dim. Along X-X Axis= Column Dim. Along Y-Y Axis= 5.00 ft 5.00 ft 18.00 in 12.00 in 12.00 in ---..:....,-------------------'-----"'----SUMMARY----'------------------- ------Soil Pressure ------------Moments & Shears ------ D+L Max. Allowable Max Pressure = 445·,5 psf · Mu/Phi = Allowable Pressure = 2500.0 psf •x• Ecc. of Resultant = 0.0 in •y• Ecc. of Resultant = 0.0 in D+L+ST 2402.2 psf 3325.0 psf 19.9 in 0,0 in vu:1 Way = vu:2 Way = overturning Ratio= 4.6 k-ft 11.8 psi 7.0psi 1.5 :1 93.1 psi 186.2 psi 1.5 :1 Service Load Pressures •.•• DL + LL Dead+live+st,ort Term factorecl Load Pressures •••.• . ACI Eq 9-1 AC! Eq 9.,.2 ACl Eq 9..,3 _ = = = = Left 445.5 psf 0.0 psf Left 623,.7 psf 0.0 psf 0.0 psf Right 445.5 psf 2402.2 psf Right 623. 7 psf 3363.1 psf 4485.2 psf -----------FOOTING DESIGN --------------- f 1 c = 3000 psi 1m1= Fy /C.85f1c) Fy ; 60006 psi Vn:1 •. , ;2Cf'·c)"'.5 Rebar CL Clear to Soil = 3.5 in Vn:2 ... 4(f'c;)".5 Min. Steel¾ -0.0014 = = = 23.53 109.54 psi 219 .• 1 psi -----'----,----FACTORED SHEAR FORCES----------,--- Two-Way Shear · = One-Way: Vu al Left One-Way: Vu al Right One-Way: Vu al· Top One-Way: Vu al Bottom = = = ACI 9-1 ACI 9-2 2.3~ psi 6.-95 psi 0.96psi -2.02psi 0. 96 psi 11. 76 psi 0. 96 psi 2.06 psi 0. 96 psi 2.06 psi ACI 9-3 5:10 psi -1.30 psi 8.~9 psi 1.72 psi 1.72psi Vn * Phi 186.23 psi 93, 11 psi 93.11 psi 93.11 psi 93.11 psi ------'-"-----FACTORED !'IOMEN,:s ----'-------a..------- ACI 9-1 ACI 9-2 : AC! 9-3 Ru As Req'd Top 445.5 psf 609.5 psf Top 623. 7 psf 853.3 psf 630.5 psf Mu/Phi al Left Mu/Phi al Right Mu/Phi al Top Mu/Phi al Bottom = = o.4 k-ft -1.0 k-ft -o.6·k-ft Q.4 k-ft 4.6 k-ft 3.5 k-ft o.4 1c-f1: o. 9 1c;..ft o.~ 1c-ft 0.4k ... ft Q.9k-ft. O.Sk-ft 4. 7 psi 22.1 psi 4.3 psi 4.3 psi -0.244 in2/ft 0.244 in2/ft 0.244 in2/ft 0.244 in2/ft ------~-SERVICE LOAD OVERTURNING ·STABILITY-------- Factor of Safety: Y -Y AXIS Factor of s,fety: X --X AXIS = Static --None-. -Ncme-- Short Term 1.51 :1 -None-- Bottom 445.5 psf 609.5 psf Bottom 623. 7 psf 853.3 psf 630.5 psf V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDER_S ASSOCIATES, KW060361 -,;;-!~-..+-------,- --r.r;; ~ ._.,_ ..... -.. -_,..;., .. -....... .:. ________ __, ___ :...._-_. ______ .·:, ·_, ... __ ,, ..... _..,.., •• _', ....... ~.,.-:. __ ., .. -·~ ',..,.,. ___ ., __ • __ ·-,· •• ,,~--~--'-, __ , __ ' I I I I I I I I I I I I I I ·I I I I I SUBJECT Framing Design Column and Base Plate Footing Design SECTION I BIRTHDAY TENT INDEX \ SHEET NO. 11-112 113-114 115-116 I I I I I I I I I I I I I I I . . --- MARTIN & DUNN, INC. Structural & Civil Engineers. 7801 Mission· Center Court Suite 400 SAN DIEGO, CA 92108 Phe>ne (619) 497~2118 Fax (619) 497-0429 Pl.-F',mr"'"' ;:-.-. ~PS f.. ... . . ., . ... . . ._ .... 1..-L. ::-: I C f s f-.. VltJ1> ~. 19,"+fJ(-AN{\P,Jf,,1;7..11r;,,J. I\ : . \\ ... r ~ I 2 ie R.p,_ (!, '1 -q 01 c... 7-S'f4-,J Wu.=-'t'X1>'t0 fJr -:;; 1<i (J.,,f- '?,?~; k'W'JC. :: 16 )e i.1 .:. 7/N" -;-, '3, ~ ')( t!.-+ ::: .. -:J-ofJ.,,,c-(8.'1 'sPA,,i) JOB lfls'p ~,JD L/A,,((/4J (3~ SH.~ET NO.-------------· .... !' ...... -'--:---·OF--'-,-~..,... -· --- CALCUlATED BY · f?.11._.5-:· ;:ni'\ ~ 'A'~ DATE _______ _ CHECKED BY ______________ DATE _____ _ SCALE sre~t>~. 1:~~T . ~ . 1~'--o'f ;4 .i.--------ri· · , f Sxfr, Posr 1'1f I gy B"' -rvr· / J..fxe off-'') J .. · --- • -,• I ·~ ~ .. , . · . .,--> · < C ~ <" ~ y tr-. 1-: s:.. ' ' 0-----------,.~ - . ,. I I I I I I I I I ·1 I I I I I ~ MARTIN & DUNN, INC. SJructural & Civil Engineers _ 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone -(619) 497-2118 Fax (619) 497-0429 JOB taQL,tJ,t,/0 ~:>BM !?HEET NO. ______ J:'_'Z _ ____,,-:-- ~ CAL()ULATED•BY _________ _ CHECki:D.BY ---,--------- OF DATE QvjjE: "1'7 DATE SCALE--,-----------------,----'------ ! ' ~IRfHDAt.t i'C?µ1S-:--~rJ-1'. -. (~ttro.1-ri 1oi(~v€ s-1r:) 8 >< ---E=D &£ -B"i.,;.._ -L. ·, (.2:A .. ... -. ----. · -· ---·---· ... ·x MID"OL~ ..L w == ;-'3 t,t,,f,-: ()~ i ··c..., : i1J'i#- l,,l l /IE fir i J z (/.;,,r- <,;J_ . ! if/..r 'C // r< ;/I / /V""'./ 1 Cr::::~ t · ,7 : 1 -... : µ= r-9'. ~pt, --.. '>-hlrl,(_ : ii6li':1,.1.:. - CJ101t-w ~ ' : .. ,. --. ~ -.f ~ .• . -j •••• . ' -·•: ••••••v•-,••• .... ·•-"· .. --•··---•• -_ ..... ; •• ·-· ••••••• -••••• -~ ...... ,. .... ... • •• •• • • .... n0, ....... ~ "' ....... : -·· ·--~ ... ~ • .. • ... ........ • .... :··· ... ... • ••••• f i ( ~ == );- ~--•4 .. --=-~--~~.~-~~ ... ------,"-.--,....-----·-· -·--~--··· . - I I (~ I (\) .... I I I I I I ... ·-... ,..._ I a:8:.· \tfj) I I I I I I 1 . .-:-:-. ·;/:\) ';--9::.':: 1 ...... . •:._·:-· I MARTIN & DUNN, INC. STRUCTURAL & c·rvIL ENGINEERING 7801 MISS:,CON CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent ratter \ \ PRQJl:CT# 960240 LEGOLAND CARLSBAD shade structures RHS Date: 06/18/97 ! _; .:Page: J:3. --------------BEA11 DATA -------------------SPAN DATA ----- Timber Section Beam Width Beam Depth Lamination Thickness Fb -Sending Fv -Shear Fe -Bearing = = = = = = 2X6 End Fixity 1.500 in Elastic Hbdulus = s.sr;, in Beam Density = 0.00 in Loa~ Duration Factor = Pin:Pin 1600000 psi 35.0 pcf 1.2~ 1140 psi Be1111 Wt. is Added to Loads ~S psi End Shear Calc'd at Support Center Span = Left Cantilever = Right Cantilever = 7.00 ft 0.00 ft 0.00 tt ----UNBRACED LENGTHS---- Le: Center Span = Le: Left Cant. = Le: Right Cant. = 0.00 ft 0.00 ft 0.00 tt 6~5 1 psi -----------,----..;,,:..---,..-----APPLIED LOADS ------------------------- Uniform Load al Center Span: DL = 9.0 plt LL= 38.0 plt --------------....,_-.,.....__,.---------SUMMARY----------------------- USING 1.500 x 5.500 Beam, Bending= 25.71X, Shear= 26.26X Max. Pos Mom al 3.50 f1= 0.30.k-tt Shear: Max. i Left "' Max. Neg Mom al 7.00· t1= 0.00 k-ft •••• used tor ·dsgn = Max al Left = 0.00 k-f.t •••• Area Req'd = Max al Right = 0.00 k-ft Max. al. Right Max. Allow Moment = 1.17 k-ft •••• used tor dsgn = fb: Max. Actual = 476.3psi •••• Area Req'd = Fb : Allowable = 1852.S psi fv : Max. Actual = Fv : Allowable · = Ck = .811(E/Fb)"".5 = 27.18 Rb= (LeD/B""2)"".5 = o.oo Bearing Req' d iil Lef.t = Cf per USC 2304.3.5 = 1.31;) Searing Req'd al Right= Center Camber = -Q.03 in 47 . 11m,onmomimo11omm1111111,1,,mm11111111111101mmi1111111,,11m1011111111 t I R• 0.17~1: Ymex• o.m 7.00 Mmax • 0.30ft-k • 3.50 ft t I R• 0.172k '.Ymex• 0;17k. 0.17 k 0.26 k 2.17 in2 0.17 k 0.26 k 2.17 in2 31.19 psi .. 118.8 psi 0.18 in 0.18 in Reactions ••• DI,. Maximum Left = 0.04 k 0.17 k Right = 0.04 k 0.17 k Deflections· ••• Center = -0.02 in -0.08 in •••. Oist = 3.50 ft 3.500 ft •• , L/Defl = 4701 1056 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = o.oo in 0.000 in ••• L/D.efl = 0 0 . -. ' I I I V4.4D Cc) 1983-96 ENERCALC GEORG~ .:·. SAUNDERS ASSOCIATES, KW060361 ... J I I,~ I :,::.-)\) I I I I I I I I I I I I· ... ~·: ~ , I::-:-. Ii. \\1 , . . , , I & MARTIN & DUNN, INC. STRUCTURAL~ CIV~L ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN. typ birthday tent rafter wind · PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS Date: 06/18/97 /; 'Page: :t..4 ------...----,----BEAM DATA .,._ .... ----------------------SPAN DATA ----- Timber Section 2X6 End Fixity Piri:Pin Center Span = Beam Width = 1.SQO in Elas.tic Modulus = 1600000 psi Left Cantilever = 8.30 ft 0.00 ft 0.00 ft Beam Depth = s.so--in Beam Density = 35.0 pct Right Cantilever = Lamination Thickness = 0.00 in Load Duration Factor = 1.33 ----UNBRACED LENGTHS---- Fb -Bending = 1140 psi Beam Wt. is Added to Loads · Le : Center Span = O.QO ft 0.00 ft 0.00 ft Fv -Shear = ~ psi End Shear Calc'd at Support Le : Left Cant. = Fe -Bearing = 625 psi Le : Right Cant. = ------------------· -1-'-' --------Af'PUl;D LOADS ------------------------ Uniform Load al Center Span: DL = 9.Q plf LL= 70.0 plf ------------------'-----~SUMMARY----------------------- USING 1.500 i< 5.500 Beam, Bending= 56.16¾, Shear= 48.38¾ Max. Pos Hom al 4.15 f1;:. 0. 70 k-ft Shear: Max •. iii Lef.t 0.34 k Max. Neg Hom al 0.00 f1i= 0.00 k-ft •••. used for dsgn = 0.50 k Mex al Left = 0:.00 k-ft ••• -.Area Req''d = 3.99 in2 Max al Right = 0.00 k-ft 'Max. il Right =· 0.34 k Max. Allow Moment = 1 .24 k-ft •••• used for dsgn = 0.50 k fb : Max. Actu'1l = 1,106.9 psi· .... ~.Area Req 1d = 3.99 in2 Fb :. Allowable = "1971.1 psi .fv : M.~x. ,-c-rual = ~1.'12 psi Fv : Allowable = 126.4 psi Ck = .• 811 (E/Fb)".5 = 26.35 Rb= (LeD/BA2)A.5 = 0.00 .Bearing Req'd al Left = Q.36 in Cf per UBC 2304.3.5 = . 1.30 Bearing Req'd al Right= 0'.36 in Center Camber = -0.05 in .79 . . 0111111111111111101111111111111111111111111111111111111_11111111111111111111111111111111111111111 Mmi.x • o.,on .. t • rim1n • . ,0.00 U•t • vmex • ·O.!i'I k1P•'• ·vm1n • -o.~c k1P• • Reactions ••• DL Maximum Left ·= 0.05 k 0.34 k Right = 0.05 k 0.34 k Deflections ••• tenter = -0.04 in -0.26 in •••• Dist = 4.15 ft 4.150-ft •.•• L/Defl = 2820 383 Left· = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 .... ~1.-.~~h O.O0.ft · · t I Om1x • .0.00 fn • Dmtn • •0.26 tn • '"" -~~Dlnnnll1n,,,. UOft •0.14 . . "41QIIIIUIIUlfWIIII 0,00ft R• 0.336k Ymex• 0.34k 8.30 Mmex • 0.70ft-t fl 4.15 ft V4~4D Cc) 1983-96 ENERCALC ._.,..,. + ..;..:.....: •• -----=----:·------~ ... ,. -...:-· ........ ' R• 0.336k Ymex•. 0.34k ....... ~ 7 •OJ ~ - ,~ I I I I I I 0.0 1.~ 2,8 .C,:t S.I 6.9 8 :: GEORGE R. SAUNDERS ASSOCIATES, K\1060361 ~. ·.' I I r0 I lfp I I I I I I I I I I I I 1 .... r C:) !· -@·· : .• ·.-::-: I .. , ... ·,:-: " I ... ,. u.---, ..... -,.__ ·---·· •..:.:;: .. __ ...__, ~-- MARTIN & DUNN, INC._ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 -- GENERAL TIMBER BEAM DES·IGN typ birthday tent ridge beam wind ·, \ \ ' PROJECT# '960240 ~EGOLAND CARLSBAD shade str~ctures RMS Date: 06/18/97 I ; :' Page: t'S ----------,----BEAM ·DATA -----------------------SPAN DATA ----- Timber Section 4X8 End Fixity Beam Width = 3.SOO in Etastic Modulus = Beam Depth = 7.2S in Beam Density = Lamination Thickness· = 0.00 in Load Duration Facte>r = Pin:Pin 1700000 psi 35.0 p.cf 1.33 - Fb -Bending = 1300 psi Beam Wt. i.s Added. to Loads Fv -Shear = ??"Psi End Shear -talc'd at Suppor,t Cent.er Span = Left Cantilever = Right ~antilever = is.oo ft 0.00 ft 0.00 ft ------UNBRACED LENGTHS ---- Le: Center Span = Le: Left Cant. = Le: Right cant. = 15.00 ft 0.00 ft 0.00 ft Fe -Bearing = -~~~ psi _____________ _..\ ,..__ _____________ APPLIED LOADS --------------------------- Uniform Load al_Center Span: DL = 23,0 plf· LL= 140.0 plf. ----------------------------SUMMARY-------------------,,------ USING 3.SOO X 7.2SO Beam, Bending= 84.62¾, Shear= S9.36X Max. Pos Hora -al 7 .SO ftt 4. 76 k:-,ft Shear: Max. a Lett ::; Max. Neg Mom al 1S.OO ftt 0.00 k-ft •••• used for dsgn = Max al Left -= ~ 0~00 k-ft .••. Area Req'd = Max al Right = o.oo k-ft Max. a Right = Max. Allow Moment = 5.62 k-ft •..•. used f6r dsgn = fb : Max. Actual = 1862.1 psi •••• Area Req'd = Fb : Allowable = 2200.6 psi fv : Max. Actual Fv : Allowable = Ck= .811(E/Fb)A.S = 2S.43 Rb = CLeD/BA2)".S = 10.07 Bearing Req'd al Left = Cf per USC 2304.3.S = 1.30 Bear,ng Req'd al Right= Center Camber = -0.26 in 1.27 k 1.90 k 15.06 in2 1.27 k 1.90 k 15 .• 06 ih2 75.00 psi 126.4 psi 0.-58 in 0,58 in Reactions ••• Left = DL 0.22 k 0.22 k Right = Deflectio11s ••• Center •••• Dist ••• L/Def~ Left ••• L/Def.l Rig!,t ••• L/Def.l = -0.18in = 7.50 ft ·= 1024 = 0.00 in = 0 = o.oo in = 0 Maximum 1.27 k 1.27 k -1.02 in 7.S00 ft 177 0.000 in 0 0.000 in 0 n11111111111111omo11111m11111111111111111100,111101111m11110111110011111m1110111 . 163 . ~ .. -,,. •... "'" -~~~~ . Mmlo • •0.00 ft•k • 15.00 ft t l R• 1.269k Ymex• J.27k 15.00 Mmex• 4J6fH • 7.50 fi V4.4D (c) 1983-96 ENERCALC t I --Yma,c •-1.2? klpa + 0,00-{t _,l,.]lmnn.lbh .. Vmln • -1,2?t1pu l$,0~ fl 6 , "*Qlll(lflftlUIIIIIIII: omuc • 0.00 tn • o.oo ft ........... , .... -~~ 7 R• 1.269k -,.J . ~ - Ymex• 1.27k o.o I :z.s s.o , .• 10.0 12.1 ·II GEORGE R, SAUNDERS ASSOCIATES, K\1060361 I I I I I I I I I I I :.'\·: ({:) I r.-'/.:·/l 0 I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISS.ION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent ridge beam dead+ live \ \ PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS Date: 06/18/97 --------------BEAM' DATA---------------------SPAN DATA.------- Timber Section 4X8 End Fixity Pin:Pin Center Span = Seam Width = 3.500 in Elastic Modulus = 1700000 psi Left Cantilever = Seam Depth = 7.25 in ·seam Density = 35.0 pcf Right Cantilever = 15.00 ft 0.00 ft 0.00 ft Lamination Thickness = 0.00 in Load Duration Factor = 1.25 ----UNBRACED LENGTHS---- Fb -Bending = 1300 psi Beam Wt. is Added to Loads Le : Center Span = Fv -Shear = ,9s psi End Shear Calc·td at Support ,Le ·: Lef.t Cant. = 15.00 ft 0.00 ft 0.00 ft Fe -Bearing = 62'5 psi Le : Right cant. = _________ ..,... ___ _.,_' ':...· --......... ---APPLIED ioADS ------,---------------- Uniform Load Q Center Span: DL = 23.0 plf LL= 75.0 plf --------------....,..-,---,------SUMMARY _ __,;, ___ ----'..,....------------- USING 3.500 x 7 .• 250 Beam, Bending = S5.3S¾, ·shear = 38.89:C Max. Pos Mom Q 7.50 ft: 2.93 k-ft Shear: Max. il Left = Max. Neg Mom Q 15.00 ft: O.()(j k-ft •••• used for dsgn = Max al Left = ~ 0.00 k~ft •.•. Area Req'd = Max w Right = 0.00 k-ft Max. ; Right. = Max. Allow Moment = 5.29 k-ft •••• used for dsgn = fb : Max. Actual = 1146.6 psi •••• Area Req 1d· = Fb : Allowable = 2071.7 psi fv : Max. Actual Fv : Allowable Ck= .811(E/Fb)A.5 = 26.23 Rb= CLeD/BA2)A,5 = 10.07 Bearing Req'd Q Left = = Cf per USC 2304.3.5 = 1.30 Bearing Req'd Q Right= Center Camber = -0.26 in 0.78 k 1.17 k 9.87 in2 0.78 k 1.17 k 9.87 in2 46.18 psi 118.8 psi 0.36 in 0.36 in Reactions ••• DL Maximum Left = 0.22 k 0.78 k Right = 0.22 k 0.78 k Deflections ••• Center = -0.18 in -0.63 in •.•• Dist = 7.SQ ft 7 .S00 ft ••• L/Defl = 1024 287 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0,00 in 0.000 in ••• L/Defl = 0 0 u11111111momoo1m100001111mo11111011110111m111m1110110101111011m111111 . . 98 -·-·-··· '"" .:~~~hlh. Mm1ft • •O.00 11-k • 15.00 fl .. · t I R• 0.781k Ymax• 0.78k IS.OD Mmax • 2.93ft-k • 7.50 ft ' V4.4D (c).1983-96 ENERCALC -t I R• 0.781k Ymex• 0:78k D.791'' Vmo~ • 0,71 kt,a • D,00 ft y 111111111111111,, ... ._ , . Ymtn • -o.1u1,, • 15.0011 -o. 7 e •IIQflfQfUWIIIIIIII Oma,c • 0.00 1ft • 0.00 ft _,,. -~"•• uon -~~ 7 •D.J ~ - 1~ o.o -I 2.1 · I s.o ·1.1 I 10,0 12,1 ii GEORGE R, SAUNDERS ASSOCIATES, KW060361 ~,:;·.,:~~~~:;;;~~ir~~~.;:.-;:·:.;.z.-:,:-.::-;:;-'7."::-;·,:,,:--,-:~~-..... ~::-or.1<"'•-~--,.:.,; .. :~~,~ .. :..~~ ... ~; :.::~~·,. ·~.:=---- I I 9\ ... · .. ~ .. · .. I ':'.::_;;\ I I I I I I .. MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent 4x hip bm dead+ live \\ .PROJECT# 960240 LEGOL,AND CARLSBAD shade structures RMS Date: 06/18/97 .1) ·Pege: r1 ------------------,,----BEAM DATA -----------------SPAN DATA ·------ Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear Fe -·searing = = = = = = 4X6 End Fixity 3.500 in. _Elastic Modulus = 5.50 in B~am Density - 0.00 in L98d Duration Factor = Pin:Pin 1700000 ps.i 35.0 pcf 1.25 1300 psi Seam Wt. is Added to Loads ~ psi End Shear calc'd at Support Center Span = Left ·cantilever = Right Cantilever = 10.60 ft 0.00 ft 0.00 ft ------UNBRACED LENGTHS---- Le: Center Span Le: Left Cant. Le: Right Cant. = = = 10.60 ft 0.00 ft 0.00 ft 6~~ psi --------------------------APPLIED LOADS-------------------- Trapezoidal Load: DL: O.Oplf iil tft, 21.0plf iil rt LL: 0.0plf .ii) lft, 106.0plf iil rt from 0.00 ft to 10.60 ft . . SUMMARY ______ .....,. ______________ _ USING 3.500 x 5.500 Beam, Bending= 31.82", Shear= 31.07¾ Max. Pos Mom iil 6,06 :ft=. 0.98 k-ft She!!lr: Max. ii1 Left = Max. Neg Mom iil 10.60 ft= -0.00 k-ft •••• used for dsgn = Max iil Left = 0.00 k'-ft •••• Area Req'd - Max iil Right = 0.00 k-ft Max. ii1 Right = Max. Allow Moment = 3.08 k-ft •••• used for dsgn = fb : Max. Actual = 666.2 psi· •••.• Area Req'd = Fb : Allowable = 2093.4 psi fv : Max. Actual = Ck= .811(E/Fb)".5 Rb= CLeD/BA2)".5 Cf per UBC 2304.3.5 = = = 26.23 7.41, 1.30 FV: Allowable = Bearing Req'd iil Left. = Bearing Req'd ·iil Right= 0.25 k 0.37 k 3.15 in2 0.47 k 0.71 k 5.98 in2 36.90 psi 118.8 psi 0.11 in 0.22 in Reactions ••• Left Right Deflections ••• Center ••• :pist ••. L/Defl !-eft •• ·.L/Defl Right DL Maximum = 0.06 k 0.25 k = 0.10 k 0.47 k = -0.05 in -0.24 'in = 5.43 f'I:. 5.S12 ft -. 2432 541 = 0.00 in 0.000 in = 0 0 = 0.00 .in 0.000 in = I (I :enm coobe, = -0.08 in 1111111111111111111111111111111111111-l)IIIIJIIIIIIIIIIII. 106 ••• L/Defl 0 0 I I I I I I 1.-·.· . . ,·,· ' ' .... :-i I ; ·:-,f\\ & 0 t l R• 0.2491: Vmex• 0.251: 1 i)IJ Ii I illliliililifliilfiiOOOIIOIIOliilOllii)OOIOI 21 10.60 Mm1x • 0,98ft•k + 6.06 ft t I R• _0.4741: Ym1x• 0.471: Mmax • O.Hft•k • Mnilft• •O.OOf\•t• Ymax• o.zs tip•. o.oo f\ Ym1n • •0.417 Id••• 10.60 ft Oinex • 0.00 1n • D!ftln !' •O.2o4.ln • 0.00 ft S.SI fl vii IIIIIIHHHlllllllh,h, =1 I ftj o.o 1.7 s.s s.s '7.1 I V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIA~ES t ' . W. . ... -.... _.._ .• ,_, ..• ..,..._ . . : . ---~---~-·---··· ·\!'~~=-:~~~ .. -............. % ... -;.=---:---~ -~•!""lo:.,,; .. ~""-=·~ .... ••v•.-'"'!_ .. -· :.-z-...· -~.--..,..~ ... ~.--... ·~--~ ,-;..····-.. -·....-,.,· ,-· • .. --· .. ---, ___ ,. ___ ,.,.,.._ --.. ·-~ •e•-•4_,, ---,--. ••• ··--::. I I ..... iK\ I ·c:'.; I I I I I I I I I I I I ··-· .. ':-:::.)·. l·:\9·:\. ~· . : ... •,;::. I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 · . . GENERAL TIMBER BEAM DESIGN typ birthday tent 4x hip bm wind · \\ PROJECT# 960240 LEGOLAND·CARLSBAD shade-structures . RMS · Date: 06/18/97 --------------BEAM DATA -----------------------SPAN ·DATA----- Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing = = = = = 4X6 End Fi~ity_ 3.500 in Elastic Kodulus = 5.50 in Beam Density = Center Span = Left Cantilever = Right Cantilever = 11.50 ft 0.00 ft 0.00 'ft 0.00 in load Duration Factor = Pin:Pin 1700000 psi 35.0 pcf 1.33 .,..---,--·.UNBRACED LENGTHS---- 1300 psi Beam Wt. is Added to Loads Le : Cent.er Span ~? psi E~d Shear calc'd at Support Le: Left Cant. 62.~ psi Le : Right Cant. = = .. 11.50 ft 0.00 ft ·0.00 ft -------,-------'--' ---------APPLIED LOADS ---,------. -------------- Trapezoidal Load: DL: O.Oplf il lft, 21.0plf al rt LL: O.Oplf al lft, 198.0plf al rt from o~oo ft to 10.60 ft ---------------------SUMMARY--------------------------- USING 3.500 x S.500 Beam, Bending= 62.35X, Shear= 45.~5X Max. Pos Mom li) 6.53 f'F. 2.04 k-ft Shear: Max. @ Left = Max. Neg Mom al 0.00 f-p 0.00 k-f.t •••• used for dsgn = Max al Left = 0.00 k-ft •••• Are~ Req'd = 0.47 k 0.71 k 5.63 in2 0.74 k 1.11 k 8.79 in2 Reactions ••• Left Right Max al Right = 0.00 k-f:t . Max. iii Right = Max. Allow Moment = 3.27 k-ft ••• .-used for dsgn = ·oef.lections ••• -fb : Mex. Actual ~ 1386.6 psi •••• Area Req'd = Fb : Allowabte = 2223.9 psi fv : Max·. Actual = 57.67psi 126.4 psi Ck= .811CE/Fb)A.5 Rb= CLeD/BA2)A.5. Cf per USC 2304.3.5 Center Camber 0 0 t l R• O.474t Vmex• 0.471: = · 25.43 7.68 1.30 = = = -0.11 in Fv : Allowable = Bearing Req'd al Left. = Bearing Req'd al Right= 0.22 in 0.34 in iii l ii ii I""' I I Otlilill jtjjjjjjfiflOillllOf illD 1~8 I [jjj i Ill jjjj{jjjjjtiffldiiiOIBIIOiiliilf OIIIOIII 21 11.50 Mmex • 2.04ft•t • 6.53 ft t I R• 0.740k Ymax• 0.741: .1'1m1x·• 2.0'411.•IC • 6.51 ft Mmtn • 0.00 ft•t • 0.00 fl \'m1~ t-0.4'7 kt,~ • 0.00 ft Ym1n • •0.7'4 t1,. • u.so n l>m•>< • 0,00-tn • · .0.00 fl Dmtn • •9.57 1n • s.,:s fl Center. •••• Dist •.• L/Detl Left •.. ·L/Defl Ri0ght .••• L/Defl DL Maximum = 0.07 k 0.47 k = 0.10 k 0.74 k = -0.08 in -0 •. 57 in = 5.89 -f.t 5.934 'ft = 1835 240 = 0.00 in 0.000 in = 0 0 = o.oo in 0.000 in = 0 0 II = V4.4D Cc) 1983-96 ENERCAL~ GEORGE R. SAUNDERS ASSOCIATES, KW060361 ... . ,., $.~;.-;:;§~1:;-.:;.,,.~;~~~Z::-:~~~~~~~~-.~ .:.:~-.~_.; ...... :;-~-:~·.:-;·.;~,:.•• ... i. -~ .~-:-:-~~.-.. --:-l"r~-=-:----..•·~~-.-~~~:--!"·.:_~ _,._~ .. ..:.,_-·-~-~~-=--· •·•·-··~··---·-·01.-~---~ -. -----... -·--. - -·---- I lo I t-20 I I I I I I I I I I I ·.·:: MARTIN & DUNN, INC •. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . GENERAL TIMBER BEAM DESIGN typ birthday tent Bx edge-b111 at perp'rafters dead+ live BEAM DATA Timber Section SX12. End Fixity Beam Width = 7.500 in Elastic Modulus Beam l>epth = 11.50, in Beam Density = = Pin:Pin PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS Date: 06/19/97 Center Span SPAN DATA 1600000 psi Left Cantilever 35.0 pcf Right Cantilever = = = Lamination Thickness = 0.00 in Load Duration Factor = .1.25 ·UNBRACED LENGTHS Fb -Bending = 13,50 psi Beam W~~ is Added to Loads Le: Center Span = Fv -Shear = 85 psi ·End Shear ·Calc'd at Support Le: Left Cant. = Fe -Bearing = 62,5 psi Le: Right Cant. = 15.00 ft 0.00 ft 0.00 ft 15.00 ft 0.00 ft 0.00 ft ---------------,---------APPLIED LOADS ---------------------- Uniform Load iil Center span: l>L = 53.0.plf LL= 75.0 plf ---------,------------,---SUMMARY--------------------- USING 7.500 X 11.500 Beam, Bending= 18.11X, Shear= 18.29¾ Max. Pos Mom iil 7 .50 ft: 4.19 k-ft Shear: Max. iii ·Left = Max. Neg Mom iii 15.00 f"F 0.00 k-ft •••• used for dsgn = Max iil Left = · 0.00 k-ft •••• Area Req'd = Max iii Right = O.oo· k-ft Max. iii Right - Max. Allow Morpent = 23.13 k-ft •••• used for dsgn = fb : Max. Actual = 304.1psi .... Area Req'd = Fb : Allowable = 1679.3 psi .fv : Max. Actual = Fv : Allowable = Ck= .811CE/Fb)A,5 = 24.97 Rb= (LeD/BA2)A.5 = 6.1.1 Bearing Req'd iil Left = Cf per UBC 2304.3.5 = 1.00 Bearing Req'd ~Right= Center Camber = -0.08 in . . 128 . 111111moooommoo101mo1111011011m11100001om1m111111010111110001111 t I R,. um Ymex• 1.12k 15.00 Mmex • 4.19ft-k t 7:50 ft R• um Ymex• 1.12k 1.12 k 1.68'k 1s.n ;n2 1.12 k 1.68 k 1.s.n in2 19 •. 43 psi 106.3 psi Q.24 ii') 0.24 in. ,, Reactions ••• D!,. Maxim1,1m Left = 0.55 k 1.12 k Right = 0.55 k 1.12 k Deflections ••• Center = -0.06 in, -0.11 in •••• Dist = 7.50 ft 7.500 ft ••• L/Defl = 3249 1613 Left = 0.00 in p.ooo in '"",L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 D,D :Z.S S.D 7,1 10.D 12,1 II I V4.4D Cc> 1983-96 ENERCALC · · . . · . · · . . · · GE9RGE R. SAUNDERS Asso~IATES, KW060361 _ .t~~ ,,;:• . ;.. ~·:r_"::{:· ~ 7-:F".f:-rd::;:;:li;::~;;;~;£::.,_:., ~7;:;.,-,-.::~:·~:._,~;~,~;.~~~~'J'.··,-.-;f~~~-~~...;..;;.;,;=-.~·: •-~~-~~.:....,.'-.~;-:--r .... ._.. . .,..,.~ -·7.-c.~·,.,,.:.,_,.....;,_..,,~~--·~ .:..._ •· _J I I I I I I I I I I I I I ~~' MARTIN & DUNN,, I~C. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM.DESIGN typ birthday tent Bx edge bm at perp rafters dead+ wind PROJECT# 960240 LEGOI.AND CARLSBAD shade struc~ures RMS Date: 06/19/97 //age: J:\O -----------------BEAM DATA -------------------SPAN DATA ----- Timber Section 8X12 End Fixity ·: Pin: Pin Center Span = BeH Width = 7,500 io Elast·ic Modulus = 1600000,psi Left Cantilever = Beam Depth ·= 11.50 in Beam Density = 35:0 pcf R·ight, cantilever = 15.00·ft 0.00 ft 0.00 ft Lamination Thickness =· 0.00 in Load Duration Factor = 1.33 -----------UNBRACED LENGTHS ----- Fb -Bending = 13,50 psi Beam Wt. is Added to Loads Le : Center Span = Fv -Shear = ,s.s psi End Shear Celc'd at Support Le : Left Cant. = 15.00 ft 0.00 ft 0.00 ft Fe -Bearing = 625 psi Le : Right Cant. = ___________ ......_\··--------------.. APPLIED LOADS·------------------- Uniform Load iii Center ~pan: DL = 53.0 plf LL = 11B.O plf ------------------------·SUMMARY -------------------,.------- USING 7.500 x 11.500 Beam, Bending= 21.94¾, Shear= 22,15¾ Max. Pos Mom Q 7.50 f~ · 5.40 k-ft Shear: Max. iii Left Max. Neg Mom @ 15.00 f'I:= 0.00 k-ft · •••• used tor dsgn = Max Q Left = 0.00 k-ft •.••• Area Req'd, = Max iii Right = 0.00 k-ft .Max. iii Right = Max. Al low M6ment -· 24.61 k-ft ...• used' for dsgn, = fb : Max. Actual = 391. 9 ps:i ., ••• Area Req.' d = Fb : Allowable = 1786.1 psi fv : M11x. Actu11l Fv : Allowable Ck= .811(E/Fb)A.5 = 24.21 Rb= CLeD/BA2)A.5 ·= 6. 11 Be11rin9 Req'd iil Left = = Cf per USC 2304.3~5 = ,.oo ·searing Req'd iii-Right= Center-Camber = -o.os in -171, . ' 11111,,o,,m,mmm1100,10,1010,1on,,11m,,,1,oo,,011mm101110110,,1,111,1,1 t I R• 1.440k Ymex• 1.44k 15.00, Ml!leX • 5.40ft-k t 7.50 ft V4.4D Cc) 1983-96 ENERCALC t :I R• 1.440k ,Ymex• 1.44k 1.44 k 2.16 k 19.10 in2 1.44 k 2.16.k 19.10 in2 25.04 psi 113.1 psi ,0.31 in 0.31 in Reactions ••• DL Maximum Left = o.ss·-1c 1.44 k Right = 0.55 k 1.44 k Deflections ••• Center = -0.06 in -0.14 in •••.• Dist = 7.50 ft 7.500 ft ••• L/Defl = 3249 1252 Left ·= 0.00 in 0.000 in •• ,L/Defl = 0 0 Right -' 0.00 in 0.000 in ••• L/Defl = o· 0 I o.o 2.1 s.o 7.1 10.0 12.1 n GEORGE R. SAUNDERS As,ocIATES, KW060361 ,I-·-----___ ., ' :Z.;;,:.::-. .. ~~--1~~,.-..... ·-.=-::.-:---~"':;i,.·::-.-...~.-.,-,':.;;:;-·~·.,,:: ... •--: .. -.~~:, .. ;.-..:..· • .:;.·;-."t. --~.-.-.. .---.. -........ ~ .. --... ,.,. .. ,, ........... ·-·--.,. .. ' .. , ......... .,_ ~-,---,. __ ·• . ..... _ -• .._ ----~--~ .. - I 11·· ·:;:.:-:·:_ I ·-\I· I I I I I I I I I I 1-:?> .:·:::-} :~ ,w·:'·:., : .. ·-:· I ··:;:·:::: I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 9210~ GENERAL TIMBER BEAM DESIGN typ birthday tent eclge Bx at perp ridge dead + live · -\\ PROJECT# 960240 LEGOLAND CARLSBAD · shade structures. RMS Date: 06/19/97 /; Page: !.ti ---------------------BEAK DATA ----------------------------SPAN DATA------- Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing = = = = .. = 8X12 End Fixity 7.500 in Elastic Modulus = 11. 50 in Beam Density = 0.00 in Load Du.ration Factor = Pin:Pin 1600000 psi 35.0 pcf 1;25 1350 psi Beam Wt. is Added to t,oads . ~~ psi End Shear Calc'd at Support Center Span = Left Cantilever = Right Cantilever = 15.00 ft 0.00 ft 0.00 ft -------UNBRACED LENGTHS---- Le: Center Span Le: Left Cant. Le : Righ.t Cant. ::: = = 15.00 ft 0;00 ft 0.00 ft . 62~ psi ----"-------------------------------------APPLIED L:OADS --------------------------Trapezoidal Load: DL: O.Oplf Q lft, 53.0plf Q rt LL: O.Oplf ~ lft, 75.0plf Q rt from 0.00 f.t to 7.50 ft O.Oplf iil rt from 7.50 ft to 15.00 ft Trapezoidal Load: DL: S3.0plf Q lft, O.Oplf iil ·rt LL: 75.0plf iil lft,. Point Load: DL = 220.0 N· LL= 560.0 # at 7.SO ft ----------------.-----------,.......--SUMMARY---------.,,..--------------------- USING 7.500 x ,~.500 Beam, B~nding = 25.S~, Shear =. 16.81% Max. Pos Mom iil 7.50 f? . 5.91 k-ft Max. Neg Mom iil 0.00 f? 0.00 k-ft Max iil Left = 0.00 k-ft Max iil Right = 0.0,0 k-ft Max. Allow Moment ::, 23.13 k-f.t fb: Max. Actual = 429.3 psi Fb : Allowable = 1679.3 psi Ck= .811CE/Fb)A.5 = 24.97 Rb= (LeD/BA2)A.5 = 6.11 Cf per UBC 2304.3.S = 1.00 Center Camber = -0.09 in 0 0 11iiniilliilOO'i!IIOIJm -rs Shear: Max. ii Left = •••• used for dsgn = •••• Area Req1d· = Max. iil Right = •••• used for dsgn. = •••• Area Req'd = fv: Max. Actual = FY : Altowap(e = Bearing Req'd iil Left = Be~ring Req'd al, Right= 11110101iiiilliB)Olllil°h 5:s . 7S IIDlliliilliliiiiliilitiii s~ffiliiiiltiiiiOOiiiii11111 0 0 Mmuc• '1fflfft• cc, !fflaX.•' 1,03 k Reactions ••• DL Maximum 1.54 k Left = 0.47 k 1.03 k 14.50 in2 Right = 0.47 k 1.03 k 1.03 k 1.54 k Deflections ••• 14.50 in2 Center = -0.06 in -0.14 in 17.86psi •••• Dist = 7.50 ft 7 .SQO ft 106.3 psi ••• L/Defl = 3068 1292 Left = 0.00 in 0.000 in 0.22 in ••. L/Defl =· 0 0 0.22 in Right = 0.00 in 0.000 in ••• L/Def l = 0 0 ]~•1~~111. li.'lllft•k. 7.liD ft 0.00 ft·k• 0.00ft 1,0ik1PI • 0.00 f\ ~ N~. • .. ::: ' Ymtn• Dm,x• '· 0 :11111111111111111111111111 . •'1,0~ k1PI • IS.DO.fl _,J . · 110111mm~mm11111 0.00 i~ • o.oon t I R• 1.027k Vmax• 1.O:5k 15.00 Mmex • S.91rt-t • 7.50 rt V4.4D Cc) 1983-96 ENERCA~C t ·Drntr, a, •0.1-4 tn • 7,SDf\ I I R• .1~027k Ym1x• 1.0:5k _:~R/ f~ . I I o.o :z.s 1.0 7,S 10.0 12,s fl ~EORGE R. SAUNDERS .ASSOCIATES, KW060361 I Io·---... 1 1/) I I I I I I I I I I I ". MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISS'ION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERALTIMBER BEAM DESIGN typ birthday tent edge Sx at perp ridge dead+ wind PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS Date: 06/19/97 -------,--------BEAM DATA ------"-'-----------------SPAN DATA ----- Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing 8X'l2 = 7.500'in = 1.1.S0in = = = = 0~00 in 1~50 psi ~5 psi 6~5 psi End Fixity .Pin:Pin Elastic Modulus .= '60000P psi Beam Density = 35.0 pcf load Duration Factor = 1.33 Beam Wt. is Added to Loads End Shear. Calc'd at support Center Span = 15.00 ft Left Cantilever = 0.00 ft Righ~ Cantilever = 0.00 ft UNBRACED LENGTHS Le: Center Span = 15.00 ft Le: Left Cant. = 0.00 ft Le: Right Cant. = 0.00 ft 1' APPLIED LOADS _____ .....,... _______________ __ Trapezoidal Load: DL: ·O.Oplf iil lft, 53.0plf iil rt LL: O.Oplf·w lft, 118.0plf iil rt from Trapezoidal Load: DL: 53.0plf iil lft, O.Oplf iil rt LL: 118.0plf iil lft, O.Oplf iil rt from 0.00 ft to 7.50 ft 7.50 ft to 15.00 ft Point Load: DL = 220.0 # LL= 1050.0 # at 7.50 ft SUMMARY USING 7.500 X 11.500 Beam, _Bending= 34.78¾, Shear= 22.0SX Max. Pos Mom iil 7.50 ft= 8.56 k-ft Shear: Max. iilLeft = Max. Neg Mom iil 0.00 ft= 0.00 k-f.t •••• used for dsgn = Max iil Left = 0,00 k-ft •••. Area Req'd = Max a) Right = o.bo k-ft Max. iil Right = Max. Allow Moment 24.61 k-ft. ••• , !,!sed for dsgn = fb: Max. Actual = 621.2 psi .••. Area Req'd = Fb: Allowable = 1786.1 psi fv: Max. Actual Fv: Allowable = Ck= .S'l'l(E/Fb)A.5 = 24.21 Rb= (Le0/BA2)A.5 = 6. 11 Bearing Req'd iil Left = Cf per UBC 2304.3.5 = 1 •. 06 Bearing Req'd iil Right= Center Camber = -0.09 in 0 0 11iliiOlliiiliiliOilmJD 118 iiiliillilliliiiilliilllliilliffi 55 ,,;111JI011111@11 i0iillliil 53ffilli!ililiilliliillilliili_t 0 0 t'lmuc • tlmtn• 1.43 k 2.15 k '19.02 in2 '1.43 k 2.15 i: 19.02 in2 .24.93 psi 113.1 psi o.31 in 0.3'1 in 8.561\•ic • 0.00 ftek • Ym1x • 1.•I k1P• ~ Yf!11n • •1.•J k1pa • Reactions ••• DL Maximum· Left = 0.47 k 1.43 k Right ·= 0.47 k '1.43 k Deflections ••• Center = -0.06 in -0.20 in .•••• Dist = 7.50 ft 7.500 ft ••• L/Defl = 3068 904 Left = 0.00 in 0.000 in ... L/Defl .= 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 :1~•bru~b. ,.so fl 0.00 ft i,.oo 11 15,00 fl Om1x-• O.QO 1n • · 0.00 fl ·~~1m1m1euD1 • l,45 • IIIUUIIIIIIIIIIIIIIIIIII t I R• 1.433k Ymax• 1.431: 15.00 Mmax • e.56ft·lc f' · 7.50 ft t Dmtn• •0.20 1n• 7.50 ft I R• 1.433k Ymex• 1.43k '"R7 •0.20 f~ I. I. 0,0 2,S 1.0 ?.I 10.0 12,1 " I. V4.4D Cc) 1983-96 ENERCALC GEORGE R, SAUNDERS ASSOClATES, KW060361 . ~ -----~ -.. ----··-·-,--··--· ~ .. , , ~!l;!.~~~~~~'.!t:-~--;.!!;°!-:~~-~"'::·;:::.::.~:~:-=7:-.---.. ~·.-:-•-..-. .... l-.-;~---~.oi'f, .... ~ .. ,........:.. .. _~,~ ~ -,,"""'f .. __ _:..;._ __ ... ~~ ... -.. ~!""""' ,_, •• _ -~------,--• - I I =:·i--=·= I '.< MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, -CA 92108 Phone (619) 497-2118 Fax {619) 497-0429 JOB. k:e?,-o ,CAP,,l..5'3!to SHEET NO. --------=j: __ I __ ;> ____ OF . CALCULATED BY ~ DATE --::fv,!k CHECKED BY---------.. DATE ____ _ SCALE ..... · ___________ ___._ ___ _ I I I I I ~1e1r,1 DK:1. 1'-t,..l~ .CA, 11·1 (riw1.1~ 1£tif.At£ s-1~) (yp. fl.i(I/JoYt!. 'f'~ Sc· . 2>x-·J . Of-N" / J7~ fJ) ~ l,"Ji , 11 CfG fsr .J/"~ I ~ I {i,b t)~ {5 f x,f K 1I'{ ,; f.• "'";/,qzy.."Ktzl'/4 ~ /,f_,.f,rJ:3 ... ~. ,f;qK.f/ c',C 11f b1)4btffl : , _.- .; t.f/.07~ I I I 1· I I L -.,,,...,,I'\ - I : ......... ····---·-·-· .. ---.;--·-·--.. ----····-· .. · .. _. -··· ... ---......... -------·--· .. -...... -.............. . It;/ . ; . "·· -1 .. . ... 1 I --~.... -~----·-------------. __ . ,:::;:- it.l . ' .. tJ . . ' . 0,-J fltD frr<.::r · L/ '-J. 11 s~12 >r 1L, ''rl-f><-· . - .......... ·.. . ....... : ...... : ...... ~; ~?: .. If. 5° __ _Lt;A, vvA i . . -·· ............ .... .. . -: -~. ·r . . . .... . . -. . J. ·. I I I I I I I I I I I . , MARTIN & DUNN, . INC. . STRUCTP~.& CIVIL ENGINEERI~G 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 Legoland Carlsbad 96-240 Date: 06/19/97 STEEL COLUMN BASEPLATE DESIGN \I \ \ Birthday tent wood post base \\ \; 1-', \\ V4.4D (c) 1983-96 ENERCA~C None --· LOAD DATA ----1 --· Axial Load 2.10 k X-X Axis Moment 7.92 k-ft AUC Section Name : TS8x8xV4 --BOLT DATA --·- Bolt Tension Capacity : 8.00 k Bolt Count P~~ Side 2 Anchor Bolt Area 0.440 in Bolt Dist. from PL Edg~ ·1.50 in • PLATE & S!JPPORT DATA • Baseplate Depth 14.00 in II Width 14.00 in Support Area Depth 2.00 in Support Area Width 36.00 in -· -· MATERIAL DATA - f'c 3000 psi Fy 36 ksi Load Duration. Factor 1.33 AISC Section Depth 8.00 in Flange Width . 8.00 in Flange Thickness :, 0.250 irt Web Thickness 0.250 in -· PLATE DESIGN--. Min. Required Thickness 6.449 in Plate Analysis Method : 1 Tension Force per Bolt: 3.67 k Beadng Stress 369. 73 psi Allow Bearing ••• Per ACI 10.15. 1081.87 k Per AlSC J9 . 846.41 psi Max. Plate Capacity for Atlowable· Bearing •• :. 165.90 psi -PLATE ANALYSIS -:- Actual Plate Thickness: 0.500 in Max Allow Plate Fb 35. 91 ksi Actual fb 28.99 ksi. None --· 2-- 0.47 k 7.92 k-f.t TS8x8x1/4 8.00 k 2 0.440 in 1.50 in 14.00 in 14.00 in 2.00 in 36.00 in 3000 psi 36 ksi 1.33 8.00 in 8.00 in 0.250 in 0.250 in 0.438 in 1 4.06 k 3'60.87 psi 1081.87 k 846.41 psi . 165.90 psi 0.500 in 35. 91 ksi 27.51 ksi GEORGE R. SAUNDERS.ASSOCIATES, KW060361 I I RN I · .... -· I I I I I I I I I I I I ;:.::·;:-~ fD MARTIN & DUNN, INC. . STRUCTUAAI, & .CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108: GENERAL FOOTING DESIGN iluilii§ -u .,,, _ c,!r21"J.·nkr /f"e-~---1' ts 8x8 at baseplate \\ Legoland· Carlsbad 96-240 Date: 06/19/97 Page: ----DESIGN DATA---------AXIAL LOADS ------------DIMENSIONS----- Allow. Soil Pressure = 2500.0 psf De!!!f Load, •.•• Short Term Increase = 1.33 Live Load = Q.47 le -o.o k Base Pedistal Height = 2.00 in Short Term Load = 1.0 ~ Seismic Zone = 4 ••• Ecc. Along X-X Axis = 0.00 in overburden Weight = 110.00 psf ••• Ecc. Along Y-Y .A;xis = 0.00 in Live & Short Term Loads Don't Act Together Concrete Weight = 1451~0 pcf I I --Y-Y AXIS ROTATION FORCES --. -X-X AXIS ROTATION FORCES -- •••• Pressures al Left/Right •••• Pressures al Top/Bot Moment: DL = o.o. k-ft Moment: DL = 0.0 k-ft LL = o.o k-ft LL =· o .. o k-,,ft short Ter1_11 = 7.9 k-ft "Short Term = o.o ~-ft Shear: DL = 0.00 k Shear: DL = 0.09 k LL = 0.00 k LL = o.oo k Short Term = 0.99 k Shor~ Term= 0.00 k SUMMA~Y . Width Along X-X Axis = Length Along Y-Y Axis = Thickness = Column Dim. Along X-X Axis= Column Dim. Along Y-Y Axis= 4.25 ft 4.25 ft 18.00 in 8.00 in 8.00 in ------Soil Pressure ------------Moments & Shears --------- D+L Max. Allowable Max Pressure = 353.5 psf Mu/Phi = Allowable Pressure = 2500.0 psf 'X' Ecc. of Resultant = 0.0 in 'Y' Ecc. of Res11ltant = 0.0 in D+L+ST 1401.5 psf 3325.0 psf 15.6 in- 0.0 in Vu:1' Way = -Vu:2 Way = ·overturning Ratio= 1.9 k-ft 4.6 psi 1.9 psi 1.6 :1 93.1 psi 186.2 psi 1.5 :1 Service Load Pressures •••• DL + LL Dead+live+Short Term Factored Load Pressures •••• ACI·Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = = = = Left Right 353.5 psf . 353.5 psf · 0.0 psf 1401.5 pst Left Right 494.9 psf 494.9 psf o.o psf 1962.1 psf . 0.0 psf 1352.9 psf -------------FQOTING DESIGN --------- f'c Fy .. = Rebar CL Clear to Soil = 3000 psi 'm'= Fy /(.85f'c) = 60000 psi Vn:1 ••• 2Cf' c)"'.5 = 3.5 in, Vn:2 •.•• 4(f •·c)"'.5 ·= Min. Steel X = 0.0014 FACTORED SHEAR FORCES ACj. 9-1 ACI 9-2 ACI 9-3 Two-Way Shear = 0.41 psi 1.87 psi 1 .53 psi One-Way: Vu al Left = 0.19 psi -1.54 psi -0.99 psi One-Way: Vu al Right = 0.19 psi 4.59 psi 3.24 psi One-Way: Vu Iii Top = 0.19 psi 0.45 psi 0.38 psi One-Way: Vu al Bottom = 0.19 psi 0.45 psi 0.38 psi FA.CTORED MOMENTS ' ACI 9-1 ACI 9-2 'ACI 9-3 23.53 109.54 psi 219.1 psi Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93.11 psi 93.11 psi Ru As Req'd Top 353.5 psf 406.7 psf Top 494.9 psf 569.3 psf 392.6 psf Mu/Phi al Left = 0.1 k-ft -p.s k-f.t -0.5 k-f.t ~-9 psi -0.244. in2/ft Mu/Phi al Right Mu/Phi al Top Hu/Phi al Bottom Factor of Safety: Factor of Safety: = 0.1 k-ft 1.9 k-ft = 0.1 k-ft Q.2 k-ft 0.1 k-ft o.~ k-ft SERVICE LOAD OVERTURNING STABILITY Y - Y AXIS X -.X AXIS = = Static -None- -None- 1.3 k-ft 9.0 psi 0.2 k-ft , 0.9 psi 0.2 k-ft 0.9 psi Short Tera ' .. 1.~3 :1 -None- 0.244 in2/ft _ 0.244 in2/'ft 0.244 in2/ft Bottom 353.5 psf 406.7 psf Bottom 494.9 psf 569.3 psf 392.6 psf Ccont.inued on next page •••• ) V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 •,.,. ..... :-;';::,,eo:-;.~·-:.,;, •• 4 , ...... -~.~----:--..r.-·-v',•••:.-•;-~.,-.. --·•'!:'-" ...... _,; ______ .... , «,-·----·-..... .,..._, . .,.,. ____ ._h,..... •n. ---- . · J I I~--.:-.. ~ I ,,;; I I I I I I I I I I I I .<.• .·,· -:·; I i\(;) ~ :i MARTIN & DONN,_ INC.-STRUCTURAL & CIVIL ENGINEERING 7801 MI'SSION CENTER CT SUITE 400 SAN DIEGO, CA 9:2'108. GENERAL FOOTING DESIGN \ \ i -I ~ r J I'! • -rs1· /'J Ot-1-i"-_ lfv(. M/ r;vd jA a :csaz C 1<--t p I l.) t::. \ ts 8x8 at baseplate. ( ••••• continued) X-X AXIS ELEVATION SP • Left • 354 psf SP• Ri~ht • 354 psf i l I .v i i ! ' ; legcland Carlsbad 96-240 Date: 06/19/97 1 V.'cc • O.OOin V-Y AXIS ELEVATION ? SP • Bo_ttom· • 354 psf > ~P • Top • 354 psf C 0 IIH,J.,l,l,l+l+!ol-'l+!-HI~• n4 =:s !id -~ l ! !· -. I !y x-x Ele-vetion Vie'w' -:-. ~ > I > ~ . V4.4D (cl 1983-96 ENERCALC. . . _________ · GEORGE R, SAUNDERS. ASSOCIA ~~.:_,. loj_-."'-~'.;,';:"•-~~;.~:-:. \i!--f°;.T-~-::::-:'~~":'°'"9-'"'".!_•;;;:'•••".,,"";.:'";i.?'r,:--.J-;t':.-~\-:;.--,,i-.-;., -~-,.-~-fi"',. t'" T, ,,~-.--..-·.-.••---·,•-"':.....,..,.. ___ -_...,.ft . -. ~ -" -•·· • I I I I I I I I I I I I I I I I I I I SUBJECT SECTION J SOUTH ENTRY BRIDGE INDEX Deck Framing & Grade Beam Glu-Lam Arch Guardrail Glu-Lam Arch Anchorage Glu-Lam Arch Foundation SHEET NO. J1-J4 J5-J10 J11-J13 J14 I ·. I 18) I I I I I 1~ I :~~-,-;:;_;;, I:· I: I. 1- I: I : .... 'z:·3·/: I '\>:·-:> -. ' MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 JOB_---¥-k-=-~;;;....;;..:;,:::; --=.:LA:Nc....;:..,-'--""-'\o::;.._. __ q_·(t?,_t>--z,4-0 __ SHEET· NO. J 1... OF ---''.._I 4...__ __ CALC~LATEDBY_r:1,__,· ...;;..~-----DATE rP,lic/q1 CHECKED BY · DATE-----Fax (619) 497-0429 SCALE w f2U> VI wkffee= ... 243 ~WY .Bri,i.oGe: .... , ·_. o~ ..... ___ -_-.. ~?!AM~ P.~i-t-~ .... 1l?,e=Ai'1W 'OFl.-+'/. r,t?-e 1000· ~· \ ,, , ~v~ qi;,~ \ . ft::--c. (Rt~p$i ,. -e; '-l , --J>g?}, O'Cl) f~ i -~ 41<4 ;~~6'-0 11 1,-,v~ LlrlJ p~ll ! . . . , ... Wu,-;.-1t {lot>) ~ -;i.J, ptj- :b"vr~ ~ y~ ~~~Tt-fiN4M~ ---------r ~ ro~·,-f-i& ~~ ~~~;,,,:;=.---.t+-----~----1 -.?rX 4-0¥-l--: ~ f · e., tf,!t t).C. M'-%1-H~ .... P~'7UW-~ Pf'~ I ....... ,. _ o~--r ~11J. e: t-AltX'-~.ptrN -r=t>~ 4K c_; e· I 'k" o~c#. WA, ~ '?~p41{ ~6;1i) (I')-ioptJ. . ·: l • ~ • . Wvi-~, i([l)~(t ,'),., Lq r?sJ , ' .,4~~$ 4'X u:,· pPL,,~ I ;•. . .. '., . ,-··· ..... , )....._ 1.,,/~ -iMJ\/1 \t'~~TI:-1~ ~,t!A..,:.. I-,(.,,)....,... : 1 VI'·--· e. l,Z," o, C, p~ fOl.,U)wtNG ~-~~-~~tta'T · _ >.HAY.-7pA1'J . . V e;r-... ¥'1' I ; @@J?ic ·. 01Qtt:f"'' . .. . . ... -:-----.. . . ... . ..... " .. .. 41: Vf%V f?~ . : . . . : . -5p5P . . ··__ ~ ; ' . : . U.Jrx, ~ ~Op~ 'r &:''\'2t~)'(¼~){J~J 13,s' .. 12o !"1& . . ---·-·:wcci· .... rozrr~-~ -e1.?_' r :··~-'5> ·ft;f .... -: ... -.............. :-·· ·, A,(/A-v, ~ ; . .. .. . . . .-, -·. . ; ' . ... . .. . . (1/(..,f-:1 v& .•.. P',e.,r'\ I .'. " . ~-fOlM.Wn.t,c;; --~~ ~~~~ ... ~ JZ)I_W\~ ~~Lf:3~0~ :--.. ·:_: - -: .... . < . -.... :: .j ..... : .. : . ; w/~~ ; . -·-. . -~ ~-i .. ~ _,,, •' ' . ... ·_-_ ... ,.· .. :._.·: ' . ..,. ' . .. ' .. I -fV <':I "" ,n ~ .._ ~ -(\I; f"J. ~ 1,? ¢ r,,.. ::, .-t,/ l') •: '-"· ~ t--O'J ..-, r,,. rf -,_-, ,.:;, .:;,, te ...-r., 0:-, '<t" 1h ~ f'--¢-.-N ~ ":' ,n ..:,-"' to -f'< ¢:':" 0:: 1h lD ,._ Q -N C"l-~ .,;.~: I I ~s I -.:-2) I I I I I I I I I I I I ?t\ I :a I MARTIN & DUNN; ·INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108. GENERAL TIMBER BEAM DESIGN SOUTH ENTRY BRIDGE (FILE: DECK.WGL) .BEAM DATA Timber Sec.tion 4X4 End Fixity Beam Width = 3.500 in Elastic .Modulus Beam Depth = 3.50 in Beam Density l \ .... = Pin:Pin PROJECT# 960240 · lEGOLAND CARLSBAD DUPLO VILLAGE SOUTH ENTRY BRIDGE FSA Date: 06/20/97 · SPAN DATA Centll!r Span 1700000 psi Left Cantilever 35.0 pcf Right· Cantilever = = = Lamination Thickness = 0.00 in Load· Dur~tion Fact9r = 1.00 UNBRACED LENGTHS Fb -Bending = 1000 psi Beam Wt. is Added to Loads Le: Center Span = Fv -Shear = ~5 psi End shear Calc 1d at Support. Le: Left cant. = Fe -Bearing = 625 psi Le: Right Cant. = \ APPLIED LOADS Uniform Load al Center Span: LL= 3~.3 plf SUMMARY USING 3.500 x 3.500 Beam, Bending= 12.71¾, Shear= 11.69¾ Max. Pos Mom al 2.50 f'I:: 0.11 k-ft Shear: Max. al Left = 0.09 k Reactions .•• DL Max. Neg Mom al 0.00 ft= 0.00 k-ft •••• used for dsgn = 0.14 k Left = 0.01 k Max al Left = 0.00 k-f.t •••• Area Req'd = 1.43 in2 Right = ·0.01 k Max al Right = 0.00 k-ft M.ax. iii Right = 0.09"k Max. Allow Moment = 0.89 k-ft •••• used for dsgn = 0.14 k Deflectio.ns •••. fb: Max. Actual _190.4 psi •••.• Area Req'd = 1.43 in2 Center = -0.00 in Fb : Allowable = 1497.3 psi. fv: Max. Actual = 11.11 psi .; •. Dist = 2.50 ft Fv : -Allowable = 95.Q psi ••• L/Def l = 30465 Ck= .811(E/Fb)A.5 = 33.44 Left = 0.00 in Rb= (LeD/BA2)A.5 = 4.14 Bearing Req'd al Left = 0.04 in ••• L/Defl = 0 Cf.per USC 2304.3.5 = 1.50 Bearing Req1d al Right = 0.04 in Right = 0.00 in •.• L/Defl = 0 Center Camber = -0.0Q in i "Page: .J.~ 5.00 ft 0.00 ft 0.00 ft 5.00 ft 0.00 ft 0.00 ft Maximum 0.09 k 0.09 k ..-0.02 in 2.500 ft 2500 0.000 in 0 0.000 in 0 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ... ............ -..:.----~ --- I I I I I I I I I I I I I I ·~ I . (/:).) I ,~· MARTIN &.DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . GENERAL TIMBER BEAM DESIGN SOUTH ENTRY BRIDGE (FILE: SLEEPERS.WGL) PROJECT# 960240 LEGOLAND. CARLSBAD DUPLO VILLAGE SOUTH ENTRY BRIDGE FSA. . Date: 06/20/97 / Page: ------------BEAM DATA---------------------SPAN DATA ......:._._ __ _ Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing = = ·= = = = 4X6 End Fixity· •. 3.500 in Elastic Modulus = 5.50 in Beam Dens.ity = 0,00 in Load Duration Factor = Pin:Pin 1700000 psi 35.0 pcf 1.00 1900I>Si Beam Wt. is Added to Loads ~5 psi 'End Shear Calc'd at Support Center Span = _Left Cantilever = Right cantilever = 8.50 ft 0.00 ft 0.00 ft ----UNBRACED LENGTHS ---- Le: Cent~r Span = Le :· Left Cant. = Le : Right Cant·. = 8.50 ft 0.00 ft 0.00 ft 62~ p~i -----------,-----------------APPLIED LOADS -....... --------,--'------...,...-------- Uniform Load@ Center Span: DL = 10.0 plf LL= 100.0 plf ---------'-------,.------,---,----------~SUMMARY-------------,--------- USING 3.500 x 5.500 Beam, Bending= 54.41¾, Shear = 39. 98¾ Max. Pos Mom @ 4.25 f-e: 1.()A k-ft Shear: Max.@ Left = Q.49 k Reactions ••• DL Maximum Max. Neg Monj @ 0.00 f-e: 0.00 k-,ft •••• used for dsgn = 0.73 k Left = 0.06 k 0.49 k Max@ Left = 0.00 k-ft •••• Area Req•l = 7.70 in2 Right = 0.06 k 0.49 k Max@ Right = 0.00 k-ft Max. @ Right· = 0.49 k Max. Allow Moment = 1.90 k-ft •• ~. used for dsgn ;: 0.73 k ·Deflections •• ; fb: Max. Actual = 704.3 psi .••• Area Req' d· = 7.70 ih2 Center = -0.02 in -0.16 in Fb : Allowable = 1294.5 psi fv. Max. Actual = 37.98psi •••• Di~t = 4.25 ft 4.250 ft Fv : Allowable = 95.0 psi •.•• L/Oefl = 4881 I 625 Ck= .811(E/Fb)A.5 = 33.44 Left = 0.00 in 0.000 in Rb= (LeD/BA2)A.5 = 6.72 Bearing Req'd@ Left = 0.22 in ••• L/Defl .-0 0 Cf per UBC 2304.3.5 = 1.30 Bearing Req'd@ Ri9ht= ,0 • .22 in Right = 0.00 in 0.000 in ••• L/Defl = 0 0 Center Camber = -0.03 in V4.40 (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 .,....,.. ~.-----..----._..,~-~---.-----.--... ----. .., ______ ---+-w------------- I I I I I I I I I I I I I I I I I I I @ ~.:-. Th (: ~.=.,;.- .:;}) & MARTIN. & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE. 400 SAN DIEGO, CA 92108 CONC~ETE BEAM.DESIGN SOUTH ENTRY BRIDGE (FILE: GRADEMB.CRB) PROJECT# 960240 LEGOLAND CARLSBAD DUPLO VILLAGE SOUTH-ENTRY BRIDGE FSA . -----BEAM DATA------------------,---DESIGN DATA---------,---LOAD FACTORS USED ---- Beam Span Beam Depth Beam Width = = = 'T' Flange Thickness ~ Beam is Rectangular 16,00 ft . 18.00 in 12.00 in 0.00 in Web Spacing = n~a Beam Wt. Auto Added to Loads ; Effective Slab Width = 12:00 in ----REBAR LAYOUT-------- Bars @ Center of Beam ••.•• 2 - # 5@ d= 14.4 in 2 -# 5@ d= 2.1 in Bars@ Left End •••• ' 2 -# 5@ d= 14.4 in 2 - # 5@ d= 2.1 .in Bars@ Right End •••• 2 -# 5@ d= 14.4 i~ 2 -# 5@ d= 2.1 in f'c = , 3000 psi Fy = 60000 psi 'Seismic Zone = 0 Live Load not com.bined w/ Sport Term End Fixity Fix: Fix Concrete Weight = 145.0 pcf Stirrup Area = 0.220 in2 ACI 9-1 ~ 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2· ST = •••• seismic= ST * ACI 9-2 Group Factor = ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 1921.2.7 "1.4" Factor = 1.40 1.70 '1.70 1.10 0.75 0.90 1.30 1.40 0.90 UBC 1921.2.7 "0.9" Factor= -----------------,---,, APPLIED LOADS ---------------- Uniform Dead Load= Uniform Live Load= 0.13 k/ft 0 •. 90 -k/ft from 0.00 -> 16.00 ft from 0.00 -> 16.00 ft ----------------,--------'-------SUMMARY----,------------------- Mn*Phi Center Mn*Phi Left Mn*Phi Right Vn*Phi: Left Vn*Phi: Right = = 39.1 k-ft 46.5 k-ft 4p.5 k-ft ACI Equations •••. Mu Center = Mu Left = Mu : Right = = 38.5 k Vu : Left = = · 38.5 k Vu : Right = -9-1 - 21.5 -43.0 -43.0 13.6· 13.6 -9-2- 3.9. -7.8 -7.8 2.5 2.5 · -9-3 _,., 3.3 k-ft -6.7 k-ft -6.7 k-ft 2.1 k 2.1 k --Reactions --,-----a..---....,..--.Deflections ----------- Left Right --------Upward--,------Downward --- DL+[Bm WtJ DL+LL+[Bm WtJ DL+LL+ST+[Bm WtJ = 2.78 k 2.78.k = 9:98 k 9.98 k = 2.78 k 2.78 k SHEAR STIRRUP REQUIREMENTS Region = 0.0ft Stirrup Spacing= 7.19 in Max Vu in Region= · 13.,55 k 2.7ft 7.19 in 10.75 k 0.606 in 'at 0.000 in at 0.000 in at o.oo ft 0.00 ft 0.00 ft 5.3ft Not Reqd 5.38 k 8.-0f.t Not Reqd. 5.38 k 10.7ft Not Reqd 5,38 k -0.006 in at 8.00 ft -0.031 in at 8.00 ft -0.006 in at 8.00 ft 13.3ft 7.19 in 10.75 k 16.0ft 7 .19 in 13.55 k --ADD'L DEFLECTION DATA ------------------SECTION ANALYSIS ---------------- Neutral Axis = 3.14 in Evaluate Moment Capacity: Center I :. Gross = 5832.0 in4 X : Neutral AXis = 1-.81 ih I : Cracked -1052.4 in4 a = beta * x = 1 • 54 in E : Elastic Modulus = ·3122,0 ksi Fr : 7.S*Cfc)A.S' = 4·10.8 psi Z:Cracking = 154.4 ks;' Compression in Concrete = 47 .1 k sum· CSteel comp. forcesJ = o·.o k Tension in Reinforcing = -46.8 k Mer: Cracking = 22.2 k-ft For Evaluation of Max. As Fqr Ductile Failure •••• Ms:Max DL+LL = 26.6 k-ft X-Balanced = 8.51 in R1 = (Ms: DL+LL)/Mcr = 0.834 xinax = Xbal * o. 75 = 6.38 in Ms:Max DL+LL+ST . = 7.4'k-f-t-a"'.'max = 'beta*Xbal = 7 .23 ,n R2 = (Ms:DL+LL+ST)/Mcr = 2 •. 992 c~mpression in Concrete = 166 •. 0 k I:eff ••• Ms(DL+LL) = 3820.2 in4 SuDI [Steel comp. forcesJ = 34.3 k I:eff ••• Ms(DL+LL+ST) = 5832.() in4 .Total Compressive Force = 200.3-k As Max.= Tot Force / fy-= 3.34 in2 Left 2.44 in 2.07 in 63.5 k 0.0 k -63.4 k 9.39 in 7.04 in 7.98 in 183.2 k 24.6 k 207.8 k 3.46 in2 Right 2.44 in 2.07 in 63.5 k 0.0 k -63.4 k 9.39 in 7.04 in 7.98 in 183.2 k 24.6 k' 207.8 k . 3.46 in2 (continued on next page •••• ) V4,4D Cc) 1983-96 'ENERCALC GEORGE R. 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ARCH SHOE SIDE PLATE PROJECT# 960240 LEGOLANO CARLSBAD OUPLO VILLAGE SOUTH ENTRY BRIDGE FSA ------------------PL,ATE & PIPE SHAPES----"'-----,------------- -IO- #1 #2 #3 ---Plates ------ -Height. - 0.500 6.000 6.000 -Width-'- 18.000 in 0.500 in \ 0.500 in ' \ ---,.---Pipe$-------Distance to C.G. - -Radius - -Thickness --X--Y-. 0.000 0.250 in 8.250 3.250 in -8.250 3.250 in -Area- 9.00 in2 3.00 in2 3.00 in2 --------------------CALCULATED PROPERTIES --------'----.------------ Section Area = 15.000 in2 I-xx = 50.588.in4 I-yy = 651.500 in4 Sx: Top = 10.539 in3 Sx ·: Bott.!'m = 34.888 in3 Sy : Left = 72.389 in3 Sy: Right ... 72.389 in3 Measured from bottom & left: x-oist. To CG = Y-Oist. To CG = r-xx =· r-yy = 0.000 in 1.450 in 1.836 in 6.590 in Fiber Distances: X-Left X-Right Y-Top Y-Bottom = -9.000 in = 9.000 in = 4.800 in = -1.450in · 'I V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS' ASSOCIATES, KW060361 , --:111'1' __ , _______________________ ., __ .,._~ti•-•T------------d--Q -- I ··~ I I I I I I I ·. ~: :_~ .. ;) I Y.-s) .. ,~ ' MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission· Center Court ·suite 400 SAN DIEGO, CA 92108 L--~bol.4tN VS) . . q ~ o~A',,.,-. JOB........_---=-----'-.;;..._.;.,:;.Y_----'--'--'---..:...-.:;....__;;c_"'f..:...=..L/_ SHEETNO.---'-----'---'----'-. -'--. -=J=-J;.;_·4-_. OF__,__._14_.,_ __ _ CALCULATED BY ~ . DATE.' ~:~ I Phone (619) 497-2118 Fax (619) 497-0429 fpy tJ t26TI.CJN . p~~ p~ \ ~e,t jo(;Op?i ~,~oo:b"D~-i --(MG~. /cN,6t..€ op .!¥-at-· A =-. ~-n~! .. (k---/t..,) -z-=7,n,~ (~b1/2=\ . r-2--. --z-.6117) . A--3-1, 7 - ~ =-_kL ~ ~;,i: \t-f1\. ~ l i 15 ~/ ~. Y) &/,~ I · _,,,,,_ ____ Poi.~ r ~ - Pt'Cl-r o .--1 -~ P ·tz:rf7t1... --l~ ~ M mNt;: J ,rz.,~ ( 4--.t) =-4, 8 ~-i:N-, -. • I I I I I I ,~ . ~ ~...,_ ___ _ ~-. .\)1\~....-n~; I, ·" .• ~;> I ·, -,rh -------. 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' I I 1· [ r· 1- I_ [ I 1· I I I I I I I I I I I z I- a: <( ~ d z z Z MARTIN & DUNN, INC. ::J Structural & Civil Engineers 0 7801 Mission Center Ct., #400 San Diego, CA 92108 Phone [619) 497-2118 Fax [619) 497-0429 STR-UCTU-RAL CALCULATIONS FOR Legol·a.nd Carl-sbad (M&D PROJECT NO. 960240.00) Duplo Village Cluster (IGMP #2 Package) Volume 3- Section K: Magic Theater Architect of Record: Hellmuth Obata & Kassabaum For Building Department Plan Check Submittal September 8, 1997 I I I I I I I I I I I I I I I I I I. I SUBJECT SECTION K MAGIC THEATER IND.EX Gravity and Lateral Loads Roof Framing Truss at Grid F.2 Columns Masonry Design Values Mansonry Walls Masonry Lintels Steel Stud Framing Lateral Analysis Masonry Shear Walls Braced Frame Plywood Shear Walls Foundation Design SHEET NO. K1-K2 K3-K7 K8-K18 K19 1<20 K21-K27 K28-K32 K33-K37 K38-K52 K53-K56 K57-K64 K65-K66 I I -~ ::-·-.: j I -:- 1 I I I I 1· lr::::J I I I I I I I MAR"TIN & DUNN, INC. 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 l&boGA-DO JOB------=------,.~=-=--------- SHEET NO. fe:_2-OF-------'-- CA[CULATED BY -·---~_t..b __ DATE _7_._7_, C/~7 __ CHEbKED BY-------~--DATE _____ _ scALE __,.,M=--'-'-A--'--"-t:;,,_.f....;;..c:;.._'1'-'fJ-'---E:'.'.'.-;;t...;._.._.._7_c::.=-:f2..-'--_._· _D_:2-_-:2--0_-____ _ MA a,, le.-T fJ· eA T ~ . L O uJ P.. 0 oF \ I .\ p~ l-ok-D b / v P-C?"? / IJ:J.." 1'--?-0 q,;,.. ~n;t..)~ ,;/i mf'e. IY}ISC.. [;.JA1J._ V0k0 s r.,,J/ G/2-M' GL .. rtJw-r Ad...-Pe·c..k. //0$()/_A/;e,,D ~, G-re.Jo.JZ-?-~~ : 2-L 1 ~Di<-/:-c-ov."::>11,c..AL ·STP P l.,;IJA1;1._.. . c;,, 11 m-rt...-, S7l.>DS -~ /f.p foe.., ( ?;, ) LAt.f ere/S s / e/ t9lff' I /::,;). 1/z.'1 Pv(wV. 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DATE__;;___;_;.---: __ Phone (619) 497-2118 CHECKED BY '(Jv DATE Fax (619) 497-0429----~-- scALE /IA k6;:> /C, "17+~ 1 t:f?!_ : /2 ?-J... {,;) ~ ..lt?/?p ++-I e,,. I-}-/2-oop f / u»Jc) (:.. 71./u... :;2.c;,/:: .. 7 I+ I vfl.· if-, l~'P-P~ES ('-,;Jlf?~NC,) e8'p,c,,{C?,f/IO.':<.) I {>-Pr.,x ' m-cf.f'J(U" w+, . I 7 c;,pA-;J . r I 41J =-(!Bf :;2.C,)) (e,) + /o ~ 311 fU:-1 /cPo /c.F t1= v- ?,lf/7 ~)2-_ ~ II ,::' -:4_/ 1q-;..c;; ' 0 0)4-·(7) _ //ob -41 ~ - 1·s $!/,z_)l..2-i2..,. 'Ir /. q-,_ oz.):: I 7, I ;=,; i< ,. ;s -R ~ /. Io '"/1)..( o.i5)(i.~=-~. ii~-i -~ o.,1{ * )~ ;e, fl~' 15>,,__ L:::.n..= ~(o,'$t4-)(7)+ (t11&):: c;,p~11 -:;; '--/zft:; iPJI-D,,,_:,o . ./B ~.., '--/4-70 Pi- . 38fl '2-1 OPO){.I, {,:;,-"/) V-5e'. ! , {5 -z.1/2-x ~1),z_y_ .'It 0 8 I (),C. (rrv..x-) fr16:-TAL. 'P Ge£-. 61mf'v!?G-f~ l ~~f ~G) v~e.· Pk !Bi f9F l l. if? f "VF Wp.,I}w :-(5 & p '?f"F '> 3 ~ f SF-, I I I I I I I I l ,:.r.-.) : __ : :.._· ... ·, I I I I I I I~ •ri I MARTIN & DUNN, INC. 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Structural & Civil .Engineers 7801 Mission Center Court Suite 400 SAN PIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 fYfr=-7&:L Dcf.'?J:,-HtCs:# Pt:pp- :;z _ sp.4:,0 4. o 1 '3fA-1J P-E:_-,4-CT I ON .S_ ·t,G" b 0. c..A-;JO JOB-----'---'~-------------- SHEET NO. ______ -;,.._;:._~_ OF _____ _ CALCULATED-BY -------'---'--th-"-=-_ DATE 7 '7 ''7 7 DvJ CHEbKED BY--~-----DATE ____ _ SCALE /YiA-C2? IC-7H 6:-A16/2-•. p2.. 2-0 ,I /. -A • =-51-. t/ 7 ( &tj. '?/ E) = I ').G;O t+ z. ~ Mf P--0>4, I 5 0 fr..F >< ~+. 7 . =-0 I " p.:;;,p_ C:;:;-/~5/Z t.-<Jr. /3 rp~ = 4-,Pf. 4. of~-tt, "--8, bk.> ?,t-t:')~ pr, v;:>A-t'S pl,{_ -= l.h-t/,'O -::t,,{:;t.. _ 1/,':2~ I -14 ) . J(. < 5 G. q ~ Pl.. &//U:>e-@. /?-GA-r. .. :7/_ol,..) : ~ -. #, t.(~ ~ 7~.8' . /<,. qJ!-~ ( Wt,/2-'?1 CA7:>i) ,.,... I c He-a::. ~1oJ ~ //, ~ '{./?J/?4,(,7 ~ Z,7 t.iF r ~~-..,, D,01:1tJP~J _ . · . Art-~~(1-.,7){_&;A-,7)'1-[n76) ::' 2.is" ll q ···· .J,t::,-, ___ o,·01,.,-7(tf)(l/,'h)(-S.f.6.7){3&9. · ~54-('tt:io c,1(12.;,,,, ."'\ · ,z. o : {r .__ __ -~ -.--~ ---= v __ ,s,-~e-_ -'~--?-~_ 0 _~ __ 1 :_~-~-:-~-~-~-~---/ J...,..._:'2,,,--~-~. --~. -~--Q-~~--7--~ -~,...../.,,.._ ~-~--~----__ , .-:,....: ___ ~ __ .,, __ 01 _. -. ---~ -~--. -~ -~ --...,..,'--~--.-~ .... I I I I I I I I I I I I I I I ··-:-.. .. · .. '\ !, -.. -). I ·~:-·~ I Type HSB-36 -High Shear B Deck-36" Wide Verco's New Standard B Deck Higher lateral load capacity Standard button punch side lap \ I Overlapping side lap available 24" or 30" wide -special order ! Weight (Lbs./Sq. Ft.) t I +S .j -S Gage l Prime ! l (ln4) 1 / i Galvanized (ln3) I (ln3) i Painted f I . I 22 I 1.8 1.9 .175 .187 .198 20 2.2 2.3 .216 .235 .248 18 2.8 2.9 .302 .322 .335 16 3.4 3.5 . 3tt .411 .417 VERTICAL LOADS (Lbs./Sq. Ft.) HSB-36 and HSB~36 WITH SHEAFiTRANZ® I I I I Gage h'-0" I 5'-p" 6'-0" I '6'-6"' 7'-0" ! I 114 94 79 r 67 5.8 22 s -I A 92 69 53 42 34 s i 143 118 I 99 j 85 73 :20 I 113 85 $6 I 52 41 Simple !l i I Span l 196 162 1·36 ! 116 100 18 s /:,. ! 159 119 92 I 72 58 250 i 207 174 I 148 127 16 s I /:,. 198 I 149 115 90 72 I I I I s 120 99 84 71 61 22 /:,. ! -- --- s rs, 125 105 89 77 20 100 Two /:,. --- - Spans 204 168 141 121 104 s 18 t:i. - ----'-I 16 s I 254 210 17-6 150 129 !::,. - - --- I I s 150 124 105 89 77 22 /:,. - -100 79 63 I 188 156 131 1 i2 96 • 20 s Three or /:,. -· ·-124 97 78 More 255 210 177 151 130 Spans 18 s /:,. ,-,--173 136 109 16 s 317 262 220 188 162 /:,. -216. 170 136 Vertical Webs Perforated With S/s2" Diameter Holes Staggered 7/,s" CIC Insulation. Strips in Low Flutes Field lnstallea Absorption Coefficients . 125 I 250 · 1 500 1000 i 2000 ! :4000 I . 60 I . 99 ! . 92 l . 79 , .43 ! . 23 I Noise Reduction Coefficient .80 NRG Determined By Tests In Accordance With ASTM Designation C423 Conducted By Riverbank Acoustical Laboratories. Perforations do not significantly affect Properties or Shear Values. FACTORY MUTUAL APPROVED: STEEL ROOF DECKS, Class I Fire and 1-60 or 1-90 Windstorm Rated (Minimum) Factory Mutual Approved Spans for HSB Roof Deck Gage Sp<1n* 22. 6'-1" 20 6' -7" 18 7'-9'' • Factory Mutual will allow these calculated spans to be extended by a maximum of 6 inches (152 mm), but only to satisfy valid column spac- ing requirements that could not otherwise be met. Whenever this exten- sion is allowed, side lap .fastening must occur at a maximum of 18 inch (457 mm) intervals instead: of the -normally required 3 feet .(0.9 m) . PRIME PAINTED OR GALVANIZED Span I 7'-6"·. f 8'-0" I 8'-6" 9'-0" 9'-6" 10'-0" I I ' . ' : ' I 51 44 I 39 I : ! ! I i : i i -27 22 19 : ' I 64 56 1 49 i 44 i i ! 34 28 I 23 19 ; i : ! 87 I 76 68 I 60 ' 54 : 49 I ' 47 I 39 32 f 27 23 ' 20 ,,, I 98 I 86 ' 77 69 62 I I ; 59 48 I 40 ! 34 29 25 I : 54 I ! 47 : 42 37 I I I i -! --I -' .. 6r I . 59 i 52 i 47 I 42 ! 38 I l i I -I -i 47 I 40 34 I 91 I 80 i 10 I 63 I 56 I 51 I I I I l - -! -I -56 48 113 99 88 j 78 70 i 63 ---j -70 60 .. i 67 59 52 46 f .j I 51' 42 35 30 I I .' 84,n, 74 65 58 52 I . 47 I 63 52 44 37 31 I 27 I 113 99 88 79 71 64 89 73, 61 51 44 37 141 124 110 98 88 79 1.11 91. 76 64 54 47- See page j4, item 1 on how to use this table. VERGO MANUFACTU~l~G CO. 3 I , ____ ~• ,. ·-·• --------= -~•= ·· __ ..,_,r==••·~·=--•~"" -~~·-··"."'"'.......,,._--:=·~=--,=,.-•--•-~-·~,·"-~~=-= ,••=•· -,.-~-~---, • ·--~•-· "N • ., • • •· --·-··•·--=.,=···=~,,,·,-,-~· • , JOB--,-~---'-~---"WC.::.....:b::.,._()~:::.....:.•:..:::....,::::.,._ _______ _ I :-i I I I I I I I I I I I I 1~ ,...:...: ~ I ;_.\--.'.) I MARTIN & DUNN, INC. Structural & Civil Engin~ers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118- Fax (6i9) 497-0429 ~ T. I /,..) rt--;:::nEs I C:?t-1 . __ ,,.... -:~~--.... ·------·------... _. - SHEET NO. ____ .:__ ___ ..:_~_1.:__ OF ______ _ CALCULATED BY CHECK~D BY · · 'I t_o DATE ___,,8,"---'--", ~'-C?_. ,_Cf'-7,..___ o,,) DATE ------- P--<! .Jo! s,r 8/:;...e,,., I /"J-)".. .5 ";<. t? :..5 I/ \ I \ ~r,,;r--r? -& t;:=-·VG,u l-OA-t? ;_::; /S112t !5t.}71c?A.J oAJ 72. ,oPL .,. 35,('Z ... z_i:2-J (3. 'o/r;,) ~ '3~51.' 1F .:;i..-.,,.- l j II! I I j I/ ,_JI ~_!._?-~ :!." ':> P£A..... -,:,.. 4-S { ?--3, ~) ct ::i. 1 e>) -=-'1.-o +o -#--:::;--,,. -.-5'b1c:-#~ s-'' n =.1..,S ,, I 1--~ -<-·---) I I I I I I I MARTIN & DUNN, INC. Structural & Civil Engineers . 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 if:--v'="S ~-,:zp~p ge-p /~'r//1 1 JOB _____ IE...;;;..._...:.../)_O_~--'-----_..:;..'IJ'i..:;.t'..-"...:..'P_io.;_V_;;_~ _ ____;;;-'::....___'-- SHEET NO .. ~8 OF---~--- ·cALCULATED BY --',-------1/o--'--DATE _/J>_,"7_,~Cj_) __ _ CHECKED BY. . l) v3 DATE------ SCALE ~/C.,. t:;;;{vp/Q_ 7r-l/?'S, < c;.tf;, PL 7'.\, ti,~')f;,. '5~71/2,. ~!71/2 ,,V...,)f:>:::p,-Z.4,/::.-t.,f 0,C:,r,,/,{.... ~,'-',lf-----'--if-'----'----;,!"-----r.--"-"---r----c----c;!"---'---;i:"----,----71'~,- 54-, 4-IL-5 c:,., st.. ( 44, II' PL.) ( 2':r;&;;/ v/..) if--;, rJT >+ G,t..I'O µ ~1'2-lH r!:'r-.Y,() PL-; (1-(?-)-to,;';/~-::: ~~ l e)) P = (t},-t-1..,)1-to,&) !} -:.&e,,ql~ =/ r,,,q/4 ~F pAf-APG-7 - I I I I I I 1. /AJ1 :c (~S-r~ -t-1 o) ( ,t) + :;_cq?..-)-=-'21~ fLF ;1Jc.1r /P<! t:--,m ..,..;;t.... C-Pt-J ve:-,z..s; r;;:>;.Js ·. 1 11 ~ ;::;;.s~' 'A../1 ::--, A.-... 1 4·'-, -=--1 "T, P::!) 5L71/::i.." ~ s. ~51 1:.) PL-+U... (t~c./:.., 1P.)t;S ctwrl-0 ; 1"S cP:;;.< ~;;,<.I/ :2-. (_ ,r,e:-,11-_be:,2. s 1--/ 4 > io ~ ~I) WGr.3.:S : T~ 4~4->'-1/ 4- Cm e-m-10~s It:,-:2.'o/) "41?c. /.,) NJT'i C.1-te-C.~ : 0, °t 7 '-/, o (m e-,,rJ e;,C-,.z.. £8) A-f<;;,c, l..)µ11'1 c;+e:c.k-r?, Cf').~/,() ( (11 e:m ~e:;z. 1 ? ) o/1,,.. - 4-Lo (rYlJ.A-) 4--< +,,, 9: w I 1$ ~->'--~~1/z TPf g 8 cry-, c. ~-t:) s =f-, T,s, 4:>t-4 ~ t 4-;_ \JfJL71 ~ S ,$ 'DI ~orv ,AG __ /)Jt::zt, rY/-G-117 b~8 •r I ,___ ----c-, ----~---. ---«---~ -.-,-. -. ---<-_--:-"_" ______ -.-_o _____ -__ -_ -"----. -~-~---.-_-, -c.---.--. -. ---.-__ "_"_' -.. -,-_ -. -_-__ -._ -. -.--.-----...I I I.~ I I I I I I I . ' . ' l;·?J~ ·.:...:_ .. I I I I I I I ,a I RISA-2:0 (R) Version 3.0J George R. Saunders Associat·es 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) Job __ ;.__ __ Page_: _/!-___,_Cf __ Date-. ___ _ =============== === =====-=== =========== === =====-=======--=--===--==--=-- Units Option AISC Code Checks US Standard 9th Edition ASD Shear Deformation: No \ P-Delta Effects No Redesign Edge Forces A.S.I.F. No No 1.;333 ---------------------------~-------------------------------------------- Node Boundary conditions No X-Coord Y-Coorc:i X-dof _Y-dof Rotation Temp. -----------(ft)--------(ft)"-----(in,K/in).,.---(in,K/in)---(r,K-ft/r)-----(F)- 1 0.58 0.00 0.00 2 4.92 O.OQ 0.00 3 9.25 O.QO 0.00 4 13.58 0.00 0.00 5-19 .21 0.00 0.00 6 24.83 o.oo 0.00 7 30.46 0.00 0.00 8 36.08 0.00 0.00 9 0.58 4. oo-0.00 10 4.92 4.00 0.00 11 9.25 4.00 0.00 12 13.58 4.00 0.00 13 19.21 4.00 0.00 14 24.83 4.00 0.00 15 30.46 4.00 0.00 16 36.08 4.00 0.00 17 0.00 4.00 R R 0.00 18 36.67 4.00 R 0.00 . . . -------------------------------------------------------------------------Material Elastic Poisson •·s The-rmal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)----------~-------~----{f)--------(K/ft3)------(Ksi)---- STL 29000.00 0.30000 0.65000 0.490 46.000 -------------------------·---------------------.--------·--------------------Section Database Matl. Area Moment of As y /y Label Shape . Set Inertia Coef --------------------------------------(inA2)--------(inA4)--------------- CHORD TU6X6X8 ST;L 10.40 50.500 1.20 WEB TU4X4X4 STL -3. 59 8. 220 1. 20 I 1, .. ~ .· .. ;) I I I I I I I I::_:?) .-.... , .~ .. - I I I I I I 1,,·,:. lo I R±SA-2D (R) Version 3.03 George R. Saunde:rs Associate.a 3131 Camino Del Rio N, Suite 690 San Diego, CA 921'08-5707 MAGIC STUDIO TRUSS Job _____ '-----Page_-'-. ._/e-..:..;a/D __ Date ___ _ WITH 7 BAYS {TOP, CHORD BRG.) ()vl ======================= ·-================ -=========-===---=-----====-=--===-- -------------------------. -_,_ ------------------------------------------------ I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length ------------------------------------------------------{in)----(in)------{ft) 1 1 -2 CHORD 1 4.34 2 2 -3 CHORJ;) 4.33 3 3 -4 CHORD 4.33 4 4 -5 CHORP 5.63 5 5 -6 CHORD 5.62 6 6 -7 CHORD 5.63 7 7 -8 CHORD 1 5.62 8 9 -10 CHORD 4.34 9 10 -11 CHORD 4.33 10 11 -12 CHORD 4.33 11 12 -13 CHORD 5.63 12 13 .,. 14 CHORO 5.62 13 14 -15 CHORD 5.63 14 15 -16 CHORD 5.62 15 1 -9 WEB 1 4. 00 · 16 2 -10 WEB 1 1 4.00 17 3 -11 WEB 1 1 4.00 18 4 -12 WEB 1 1 4.00 19 5 -13 WEB 1 1 4.00 20 6 -14 WEB 1 1 4.00 21 7 -15 WEB 1 1 4.00 22 8 -16 WEB 1 4.00 23 9 -2 WEB 1 1 5.90 24 10 -3 WEB 1 1 5.89 25 11 -4 WEB 1 1 5.89 26 4 -13 WEB 1 1 6.91 27 5 -14 WEB 1 1 6.90 28 6 -15 WEB 1 1 6.91 29 7 -16 WEB 1 1 6.90 30 17 -9 CHORD 0.58 31 16 -18 CHORD 0.59 ----------------------------------------. ·-----------------------~------ I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb-out Le In Out . Cm Cb --------------------(ft)-----(ft)---(ft)----------~---------------------- 1 1 -2. 2 2 - 3 3 3 - 4 4 4 -;i 5 5 - 6 6 6 7 7 7 - 8 8 9 -10 9 10 J,1 I RISA-2D (R) Ve~sion 3.03 I George R. Saund·ers Associate.s . . 3131 Camino Del Rio N; S1J.ite 690 : _:-::-:-,) San Diego, CA 92'108-570'7. Job ___ -,--_ Page._: _...;;;.~ __ t_,_I_ Date. ______ _ I I I I I I I l\~:J I I I I I I I ,u I MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) ==============-===============-=== .====~ =======-=--------------------------- -------------------------------------.----------------------------------- I J Unbraced Lengths K Factors Bending Coefs No Node .Node Lb-in Lb-out Le In Out Cm Cb -------------------(ft}----(ft)--. --(tt)-----------------------~-------- 10 11 -12 11 12 -13 i i 12 13 14 \ 13 14 -15 14 15 -16 15 1 -9 16 2 -10 17 3 -11 18 4 -12 19 5 -13. 20 6 -14 21 7 -15 22 8 -16 23 9 2 24 10 -3 25 11 -4 26 4 -13 27 5 -14 28 6 -15 29 7 -16 30 17 -9 31 16 -18 ------------------------------------· -------------------------------------BLC No. Basic Load Case Des¢ription Load Totals Nodal Point Dist. -------------------------------------:-------.---------------------------- 1 DEAD LOAD 2 LIVE LOAD Nodal Loads, BLC 1: DEAD LO)ill 1 1 16 16 -----------------------------------------------------------------------------· Node Number Global· X Global Y Moment ----------------·-------(K} -----------------(K)-----------------(K-ft)---- 12 0.000 56.000 0.000 Member Distribut.ed Loads, :etc 1: DEAD LOAD ------------. ---------------. " ------------. ---------------------------------- Memb I J Start End s.tart End No Node Node Dir Magnitude .Magnitude Location Location. -----------------------,---(K/ft,F)-----(K/ft,F)---------(.ft)----,..----(ft)---- 8 9 -1.0 Y o . 21.0 ·o . 21 o o . o o o 4 . 3 4 o 9 10 -11 Y 0.210 0.210 0.000 4.329 10 11 12 Y 0.210 0.210 0.000 4.329 I I~~ . : "·) I I I I I I I lrfJ) I I I I I I 1 .. l:J I RISA-2D George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 9210.8-5707 MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) (R) version 3.03 Job~--~-~ Page_· ...;........iy::;;...· =2... __ Date ___ _ = = = = = = = = = = = ==·= =-= ' = = = = == = = = == = = = = = =-= = = = = ='=. . = == = = = =-. = = -=·= = = = = = = == == = == = = = = = = = ------------------------------------------------------------------------ Memb I J Start End Start End No Node Node Dir Magni_tude Magnitude Location Location --------------~---~------(K/ft,F)-----(K/ft,F)---------(ft)---------(ft)---- 11 12 -·13 Y 0.210 0.210 o.o·oo 5.630 12 13 -14 Y\ 0,210 0.210· 0.000 5.620 13 14 15 Y\-0.210 0.21.0 0·.000 5.629 14 15 -16 Y 0~210 0.210 0.000 5.620 1 1 - 2 Y 0.180 0.180 0.000 4.340 2 2 - 3 Y 0.180 0.180 0.000 4.329 3 3 - 4 Y 0.180 0.180 0.000 4.329 4 4 - 5 Y o.1ao 0.180 0.000 5.630 5 5 - 6 Y 0.180 0.180 0.-000 5.620 6 6 - 7 Y 0.180 0.180 0.000 5.629 7 7 - 8 Y 0~180 0.180 0.000 5.620 30 17 -9 Y 0.210 0.210 0.000 0.57~ 31 16 -is Y 0.210 0.210 0.0-00 o.589 Nodal Loads, BLC 2: LIVE LOAD --------------------------------------------0----------------------------Node Number Global X Global Y Moment -------------J----· J---(K)--------------.-(K) ----------------(K-ft)---- 12 0.000 13.000 0.000 Member Distributed Loads,B~C 2: LIVE LOAD ------------------------------------------------------------------------Memb I J Start 'End Start End No Node Node Dir Magnitude Magnitude Location Location ----------J-------------~(K/ft,F)~----(t/ft,F)---------(ft)---------(ft)---- 8 9 -10 y 0.060 0.060 0.000 4.340 9 10 -ll y 0.060 0.060 0.000 4.329 10 11 -12 y 0.060 0.060 0.000 4.329 11 12 -13 y 0.060 0.060 0.000 5.630 12 13 -14 y 0.060 0.060 0.000 5.620 13 14 --15 y 0.060 0.060 0.000 5.629 14 15 -16 y 0.060 0.060 0.000 5.620 1 1 -2 y 0.060 0.060 0.000 4.340 2 2 -3 y 0.060 0.060 0.000 4".329 3 3 -4 y 0.060 0.060 0.000 4.329 4 4 -5 y 0.060 0.060 0.000 5.630 5 5 -6 y 0. 060' 0.060 0.000 5.620 6 6 -7 y 0.060 0.060 0.000 5.629 7 7 -8 y 0. 060· 0.060 0.000 5.620 30 17 -9 y 0.060 0.060 0.000 0.579 31 16 18 y 0.060 -0. 060. 0. 00.0 0.589 I 1.<-~ ·_ --:-.) I I I I I I I l<T) I I I I I I RISA-4D {R) Version 3.03 George R. Saunders ~ssoeiates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5701 MAGIC STUDIO TRUSS -, '· Job __ . ____ _ Page_: _..._IL ..... 1 ..... 3 __ Date ----- WITH 7 BAYS {TOP CHORD BRG. ) Qt,..) ================== === == ==========:= .=======:======= ============== ·=== -------------------------------.. --------------------------------------- Load Combination No. Description $elf Wt BLC BLC BLC BLC BLC Dir Fae Fae Fae Fae Fae Fae w ;E: DYNA S V ------------------------------------·-------------------------------------1 DL+LL 2 DL ONLY y -1 \ y -1 \ t -1 1 -1 2 -1 I 1~-.. ·.··--; I I I I I I I l :?1 ~,-.:' I I I I I I I 18 I RISA-2D George R. Saunders Associates 3131 Camino Del Rio N., Suite 690 San Diego, CA 92108-5707 MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) (R} Version 3.03 Job ____ _ Page·. kif: Date___, __ _ Ow =========-===== =-======== ============== ===== === ··=--==----=--==--===-=== Load Combination is 1 : DL+LL Reactions ------------------------------------------------------------------------- Node Global X Global Y Moment -------------------\-(K)----------------(KJ-----·---------(K-ft)--------- 17 \ -0.00QOO 54.42511 0.00000 18 0.0000D 36.49411 0.00000 Totals -0.00000 90ft91922 0.00000 Load Combination is 1 : PL+LL Member End Forces_ ----------------.-----------------------------------------------------------: I.:End Nodes -==-.===· == ------------·-------J-End ===-====== --------------------No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------{K)------(K-ft)-------(K)-,..------(K)------(K-ft)--. 1 1-2 0.00 0.65 0.00 0.00 0.55 0.22 2 2-3 -66.56 0.71 --0. 22 66.56 0.48 0.73 3 3-4 ..,119·. 38 2.89 -0.73 119.38 -1.70 10.68 4 4-5 -137.24 -1.08 -10.68 137. 2,4 2.63 0.23 5 5-6 -96.'75 1.00 -0.23 96.75 0.55 1.51 6 6-7 -55.14 0.53 -1.51 55.14 1.02 0.14 7 7-8 -0.00 0.75 -0.14 0.00 0.80 0.00 8 9-10 66.56 -7.83 -31.52 -66.56 9.15 -5.33 9 10-11 119.38 2.01 5.33 -119.38 -0.69 0.51 10 11-12 165.45 3.43 -0.51 -165-.45 -2.11 12.51 11 12-13 165.45 -1,63 -12.51 -165.45 3.35 -1.52 12 13-14 137.24 1.66 1.52 -137.24 0.06 2.96 13 14-15 96.75 .,.o. 53 -2.96 -96.75 2.25 -4.84 14 15-16 55 .. 14 5.54 4.84 -55.14 -3.82 21.48 15 1-9 -0.65 b.00 0.00 0.70 -0.00 0.00 16 2-10 60.05 0.00 0. 00" -s-60. 0-0 0 .. oo 0. o.o 17 3-11 45.39 0.00 0.00 -45. 3'.4 0.00 0.00 18 4-12 65.31 0.00 0.00 -65.26 0.00 0.00 19 5-13 25· .14 0.00 0.00 -25. 0.9 0.00 0.00 20 6-14 28.44 0.00 0.00 -28.39 0.00 0.00 21 7-15 37.44 0.00 0.00 -37.39 0.00 0.00 22 8-16 -0.80 -0.00 -0.00 0.85 o.oo 0.00 23 9-2 -90 ... -54 0.03 0.00 9().49 -0.03 0.00 24 10-3 -71.94 0.03 0.00 71.89 0.03 0.00 25 11-4 -62.75 0.03 0.00 62 .70 0.03 0.00 26 4-13 -34.58 0.03 0.00 34.63 0.03 0.00 27 5-14 -49.67 0.03 0.00 49.72 0.03 0.00 28 6-15 -5i.02 .0. 03 0.00 51.06 0.03 0.00 29 7-16 -67.66 0.03 0.00 67.71 0.03 0.00 30 17-9 -0. 00 · 54.43 -0.00 0.00 -54.25 31.52 31 16-18 0-.00 -36.31 -21.48 0.00 36.49 -0.00 I 1--~ -·._. -:, I I I I I I I l<IJ I I I I I I •. //.1 10 I RISA-20 (R) Versiori 3.03 George R. Saunders ~ssociates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) Job ___ ~_ Page __ lL ____ JG_.,.... Date __ ___,;_ -D~ ==============================-========-----===-----.--------. -------------- Load Combination is 1 : DL+LL AISC Code Checks ---------------------------------· ------------------------------------ Nodes Member Quarter Points No I J Maxim~m o 1/4 1/2 3/4 L Shear ------------------' -------------------------------------------------------1 1-2 · o . o 1 7 a o .. o o o o o . o 12 7 o . o 1 7·8 o . o 15 3 o . o o 5 2 o . o o 5 9 2 2-3 0.2582 0.2371 0.2514 0.2582 0.2~74 0.2490 0.0065 3 3-4 0.6667 0.4330 0.502B 0.5650 0.~197 0.6667 0.0262 4 4-5 0.7289 0.7289 0.6868 0.6318 0.5640 0.4834 0.0238 5 5-6 0.3841 0.3424 0.3690 OL3830 0.3841 0.3725 0.0091 6 6-7 0.2387 0.2275 · 0.2387 0.2371 0.2226 0.1953 0.0092 7 7-8 0.0271 0.0032 0.0215 0.0271 0.0199 0,0000 0.0072 8 9-10 0.9719 0.9719 0.7682 0.5561 0.'.3387 0.3574 0.0829 9 10-11 0.5565 0.5565 0.5149 0.4807 0.4539 0.4560 0.0182 10 11-12 0.8825 0.6281 0.7031 0.7705 0.8303 0.8825 0.0311 11 12-13 0.9125" 0.9125 0.8549 0.7838 0.6994 0.668'8 0.0303 12 13-14 · 0.5912 0.5598 0.5377 0.5687 0.5865 0.5912 0.0150 13 14-15 0.4739 0.4343 0.4122 0.3772 0.4134 0.4739 0.0203 14 15-16 0.6964 0.3115 0.2663 0.4158 0.5632 0.6964 0.0502 15 1-9 0. 0070 0 .. 0065 0. OQ67 0. 0.068 0. 0069 0. 0070 0. 0000 16 2-10 0.6709 0.6709 0.6707 0.6706 0.6705 0.6703 0.0000 17 3-11 0.5071 0.5071 0.507-0 0.5068 0.5067 0.5065 0.0000 18 4-12 0.7297 0.7297 0.7295 0.7294 0.7293 0.7291 0.0000 19 5-13 0. 2809 0. 2809 0. 28'07 0. 2806 0. 2805 0. 2803 0. 0000 20 6-14 0.3178 0.3178 0.3176 0.3115 0.3174 0.3172 0.0000 21 7-15 ·0.4183 0.4183 0.41.81 Q.4180 0.4179 0.4177 0.0000 22 8-16 0.0085 0.0081 0.0082 0.0083 0.0084 0.0085 0.0000 23 9-2 0.9173 0.9137 0.9164 0.9173 0.9162 0.9133 0.0007 - 24 10-3 0.7295 0.7260 0.7287 0.7295 0.7285 0.7255 0.0007 25 11-4 0.6368 0.6333 0.6359 0.6j68 -0.6357 0.6328 0.0007 26 4-13 0.3550 0.349-0 0.3534 0.3550 0.3537 0.3495 0.0009 27 5-14 0.5072 0.5013 0.5057 0.5072 0.5059 0.5018 0.000~ 28 6-15 0.5208 0.5149 0.5193 0.5208 0.5195 0.5154 0.0009 29 7-16 0.6888 0.6829 0.6873 0.6888 0.6875 0.6834 0.0009 30 17-9 0.7400 b.0000 0.185.2 Q.3·703 0.5552 0.7400 0.4930 31 16-18 0.5043 0.5043 0.3785 0.2525 0.1263 0.0000 0.3306 Load Combination is i Nodal Displacements. DL+LL . . . ------------------------------------------------------------------------ Node Global X Global Y Rotation --------------------(in)---------------(in) --------~-----(rad)---------. 1 -0.14348 -0 .. 01040 -0.00299 2 --0.14348 -0.31662 -0.00460 3 ~0.132·0'1 -0.54676 -0.00422 4 -0.11144 -0.71641 -0.00161 5 -0.08070 -0.67672 0.00182 I I~ I I I I I I I I·:?:) ..__,...- I I I I I I I ID I RISA-2P (R) Version 3.03 - George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) Job ____ _ Page. _ _.lf:'---'/""-b ___ Date. ___ _ ---------------------------------·---------------------------------------------------------------------.------------------------------------------------ ------------------------------------------------------------------------- Node Global X Global Y Rotation --------------------(in)-----------------(in)------------(rad)--------- 6 \ -0.05907 -0.52858 0.00270 7 -0.04671 -0.3i321 0.00355 8 \ -0.04671 -0.05836 0.00241 9 0.00000 -0.07009 -0.00947 10 -0.01149 -0.34429 -0.00368 11 -0.03206 -0. 567-67 --0.00450 12 -0.06056 -0.74651 -0.00153 13 "-0.09763 -0.68830 0.00196 14 -0.12831 -0.54168 0.00280 15 -0.14999 -0.33046 0.00273 16 -0.162-32 -0.05798 0.00777 17 0.00000 -0.00000 -0.01037 18 -Q.16232 -d.00000 0.00840 I I ... ~. .. · ·-1 I I I I I I I 1:/D I I I I I I I ,a I RISA-2D {R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-.5707 MAGIC STUDIO TRUSS WITH 7 BAYS (TOP CHORD BRG.) Job ____ _ Page· ~7 Date ___ _ ==============================~================= ==========·= ==== ========= Load Combination is .2 : DL ONLY Reactions --------------------:---------------------------·------------------------ Node Global X Global Y Moment - - - - - - - - - - - - - - - - - - - -\ · ( K) - - - - - . -. - - --· - - - - - ( 1<) - - - - - - - . - - - - - - - ( K-ft) - - - - - - - - - 17 I -0. 00000 44. 074:G)·l O. 00000 18 0.00000 29.SiSOl 0.00000 Totals -0.00000 73.58902 0.00000 I a, .• ~,~=~-,~----·=-~--~•~»-~~-=•.,--=-=;-~•=-~-~----~-=====·=•"'-~=·•==•=•w=~=-·~·~-"-"''--,. JOB --'-----,---'ll3'=""::..:0:;_· .;;...0;::;.;~c.:::.,.;:½22:.=-----",,-------- I __ I I I I I I I ,_ '\ ') I,:_.;._\ ---~~:.:-] I MARTIN & DUNN, INC. Stru~tural & Civi_l Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 C,OtJ _A) E-c.-T/ 0 A,) <2:, a::;1T7Pf!..(3:,;;,,.$/ 010 T-rf7; t> /~(0,--<L n'ir:':::r'r'!bb~ SHEET NO. t,../8 OF--.,....,...~-- f,J:/ CALCULATED-BY--------DATE __,_1_• 2-_,q_7 __ _ . OvJ CHECKED BY-~-------DATE _____ _ / Ct7fn P 1Zc~1 o 0 Fo,e.c.e -: (p 5 , :;, ~ ( rrl CfY7-6~ / 8) CV f.3;-F-T-fYI e-r71 .J:;:, EXS 0/1..)J.,,'-() /;_/4 :-l-:_L7) =-'3:2 r1 c;, ?-lb~ f.!(;-=--C-1 ~, -;, -=-/ z, f /~,,; .t 11, 8 i?yl I S,?...S 1G-t0s1o;J T61V$/OtU pr.:,,~ : q C?, 6 ft. ( /'11 G'Y}1/8~:... '.2-s) I I I I I ( p /At:,:, I r(i.?,7,1 ~ t>Nv1) J.. t ::.. f + :z. ( 1. s)-;: 1 11 At-:-? 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I I I I I I I I I I I I I 1tJ I MARTIN & DUNN, ING. 7801 Mission Center Court, SuitE;J 400 San Diego, California 921-08 (619) 497-2118 LEGOLAND DUPLO VILLAGE 96240 MAGIC THEATER TMB (619) 497-0429 fax Date: 08/2019.7 P v,) Page: ,!::.'2.~ SLENDER MASONRY WALL DESIGN WALL AT GRID 1~ W/ SOIL 0 /'E.,l WALL DATA VERTICAL LOAD~ LATERALLOADS------ Wall Height = 21 .33 ft Thickness 8.00 in Rebar Size # 5 Rebar Spacing = 16.00 in Place Rebar @ Center of Wall Seismic Factor:ZICp -0.30~ Wind Load -o.oo·,psf Use Medium Weight Block Uniform Dead· Load Uniform Live Load = ..... Ecc. (Roof Load) Concentric Dead Load = Concentric ·Live _Load - (Roof Load) · 990.0 plf .520.0 plf 2.00 in 170.0 plf 0.0:plf Point Lateral Load ... Height from Base (this is a Seismic Load) Uniform Lateral Load Distance to Bottom Distance to Top (this is a Wind Load) 400.0 # 1.28 ft 17.1 plf 3.83 ft 21.33 ft MATERIAL DAT A f'm SUMMARY--------------- 1500 psi Fy = 60000 psi M-n * Phi : Moment Capacity = Wall Must Be Solid Grouted M~u: (.90 + t.43E),(0.9D-+·1 .. 3W) = Wall Wt. Factor Phi 'd' : Depth To Steel Wall Weight (1.05D + 1.275L) + 11.403E or 1 .275W]= 1.308 = 0.80 Max. Overstress Allow Deflection: 0.007 * Ht. -3.81 in Max. Iterated Service Load "Defl. 1'02.00 psf Actual Height/Deflection Ratio Actual Reinforcing %: As/ (l:/*d) -Allowable Max. % = 0.5 * Rho:Bal Actual Axial Stress: (Pw + Po) / Ag = Seismic 42752.8 in-# 40760.0 in-# 41324.9 in-# 0.000 OK 1.79 in 1.37 in OK 186.30 0.0051 0.0053 24.57 psi OK 60.00 psi Wind-- 42752.8 in-# 15542.7 in-# 15490.2 in-# 0.000 1.79 in 0.17 in 1518.62 0.0051 0.0053 24.57 psi 60.00 psi · Allowable Axial Stress: .04 * f'm FACTORED l,OAD STRESSES SERVICE LOAD DEFLECTIONS.,..._ ---- Basic Mu w.lo P-Delta = 34718 in-# 15132 in-# Basic Defl. w/o P-Delta = 2in Oin Moment in Excess of Mer = 167'.04 in-# O in-# Max. Iterated Deflection = 2.88 in -0,21 in Max. Iterated Moment = 41325 in-# 15543 in-# VERTICAL LOAD SUMMARY Dead Load @ Mid Ht. = 2247 .8 # Live Load @ Mid Ht. = 0.0 # Equiv Solid Tt:iick. = Gross Area = Thk* 12in 0.9 * Dead Load = 2023.1 # Asteel - 1.05 * Dead Load 2360.2 # Asteel/(12 * d). = 1.275 * Live Load = 0.0 # As-eff = (Pu+As*Fy)/Fy .... LATERAL LOAD SUMMARY --Wind = 1.3 * Wind -0.00 psf Seismic 1 .7 * Wind -0.00 psf 'a': wind Seismic * Wall Wt. = 30.60 psf 'a' : seismic 1.43 * Seismic = 43.76 psf 1 .87 * Seismic = 57 .22 psf V4.4D (cl 1983-96 ENERCALC Basic Moment w/o P-Delta 24988 in-# Basic Defl •. w/o P-Delta = 1.035 in Moment in Excess.of Mer 6974 in-# Max. Iterated Deflection = 1.37 in Mi!x. Iterated Moment = 27988 in-# ANAL. YSIS VALUES 7.60 in 91.50 in2 0.233 in2 Mn =;:Phi'* Aseff*Fy*(d-a/2) .... 0.0051 Wind Seismic Em: 750 * f'm n: 29x10.6 / Em Fr :· 2.5 *f'm· .5 0.272 in2 0.272 in2 1.066 in 1.066 in (Use 2.5:Partial, 4.0:Full Grout) S-gross = S * Fr (cracking) = (gross (cracked : Wind = · (cracked : Seismic = 11971 in-# 0.164 in 0 in-# 0.17 in 12317 in-# 42753 in-# 42753 in-# 1125000 psi 25.78 154.92 psi 116.3 in3 18014 in-# 443.3 in4 53.7 in4 53.7 in4 GEO.RGI: R. SAUNDERS ASSOCIATES, KW060361 I -----~ -~·-= ----=-M""'""'~~---~ .. ---r.,,¥~~= -=,.-... ~-~ _= .• :~=·----*·~,,~-...,__..-.-~c---=-~~-~~--· -.s=~----~-~-~---~ .... =-·- I/'.· -. : .:"J I I I I I I I I "., <·( I I I I I I I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite .400 SAN DIEGO, CA 92108 Phone (619) 497~21-18 Fax (619) 497-0429 /f ....... n~--1 -+ ,;~ 1 1-tf!, 1Vi JOB l£ (p_C,f-A-IJP y -z_,'1-SHEET NO, -------------"'----'-t::__..,_/_ OF --,------ J L E ,zP• 17 CALCULATEDBY _______ 1/.!7 ___ DATE_~ ____ _ CHECkEo BY ______ .,_p_~ __ DATE----~- r I I , -;-,n =-Soc;; f'"":> 1 . // b= /:;?.. ./:: ,:, 0-,/1 a :;,, (;,/ fy~ f.-..Poo:;;, r7/ ,:f ::-P,80 f; -;, 7, (p P'5 If l;J .4-V .... t1.:rf: :=! 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I I I I I I I .... • <i:· I· .. ·:.)-' I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429-fax SLENDER MASONRY WALL DESIGN WALL AT GRID 8 LEGOLAND DUPLO VILLAGE 96240 MAGIC THEATER TMB Date: 08/20/97 Page: ~'2,S WALL DATA VERTICAL LOADS LATERAL LOADS---- Wall Height Thickness Rebar Size # Rebar Spacing = Place Rebar @ Center of Wall 11.67 ft 8.00 in 5 24.00 in 0.30Q Seismic Factor:ZICp Wind Load = 5.00,psf Use Medium Weight Block Unifqrm Dead Load Uniform l,.ive Load ..... Ecc. (Roof Load) = 1050.0 plf Point Lateral Load = 420.0plf ... Height from Base = 2.00 in (this is a Wind Load) Uniform Lateral Load Distance to Bottom Distance to Top (this is a Seismic Load) MATERIAL DATA SUMMARY fm = Fy = Wall Must Be Solid Grouted Wall Wt. Factor Phi 'd' : Depth to Steel Wall Weight 1500 psi 60000 psi M-n • Phi : M9ment Capacity = 1.154 0.80 3.81 in M--u: (.90+1.43E),(0.9D+1.3W) = (1.05D+ 1.275L) +[1.403E or 1.275WJ= Ma~. Overstress Allow Deflection: 0.007 * Ht. Max. Iterated Service Load Defl. 90.00 .psf Actual Height/Deflection Ratio Actual Reinforcing%: As/ (b*d) Allowable Max, % = 0.5 * Rho:Bal Actual Axial Stress: (Pw + Po) / Ag Allowable Axial Stress: .04 * f"m Seismic 30246.4 in-# 8883.6 in-# 8900.9 in-# 0.000 OK 0.98 in 0.03 in OK 5173.86 0.0034 0.0053 17.21 psi OK 60.00 psi = = = = 0.0 # 0.00 ft 0.0 plf 0.00 ft 0.00 ft Wind-- 30246.4 in-# 2286.1 in-# 2421.2 in-# 0.000 0.98 in 0.01 in 16398.74 0.0034 0.0053 17.21 psi 60.00 psi FACTORED LOAD STRESSES -SERVICE LOAD DEFLECTIONS-. ---- Basic Mu w/o P-Delta Basic Defl. w/o P-Delta· Moment in Excess of Mer Max. Iterated Deflection = Max. Iterated Moment . - VERTICAL LOAD SUMMARY Dead Load @ Mid Ht. = 1575. 1 # Live Load @ Mid Ht. = 0.0 # 0.9*DeadLoad = 1417.6# 1.05 * Dead Lo<!d = 1653.9 # 1.275 * Live Load 0.0 # LATERAL 1.0AD SUMMARY - 1.3 * Wind = 6.50 psf 1.7 * Wind = 8.50 psf Seismic * Wall Wt. = 27.00 psf 1 .43 * Seismic = 38.6-1 psf 1 .87 * Seismic = 50.49 psf V4.4D (c) 1983-96 ENER.CALC 8~41' in-# 2405 in-# Oin Oin 0 in-# 0 in-# 0.04 in 0.01 in 8901 in-# 2421 in-# Equiv Solig Thick. = Gross Area == Thk*12in Asteel = Asteel/( 1 2 * d) = As-eff = (Pu+As*Fy)/Fy .... Wind = Seismic - 'a' ,:·wind - 'a' : seismic = Basic.Moment w/o P-Delta = 6565 in-# Basic Defl, w/o P-Delta = 0.027 in Moment 'in Excess of Mer = 0 in-# Max. Iterated Deflection = 0.03 in Max. Iterated Moment = 6608in-# ANALYSIS VALUES- Mn =Phi* Aseff*Fy*(d-a/2) .... 2071 in-# 0.008 in 0 in-# 0.01 in 2085 in-# 7,69 in 9i.50 in2 0.1,55 in2 0.0034 Wind Seismic Em: 750 * f'm n: 29x10·5; Em 30246 in-# 30246 in-# = 1125000 psi 25.78 0.183 in2 O.l83 in2 0.711? in. 0.716 in Fr : 4.5. *f'm" .5 = (Use 2.5:Partiah 4.0:Full Grout) $-gross = S * Fr -(cracking) = lgross = !cracked : Wind !cracked : Seismic 154.92 psi 116.3 in3 18014 in-# 443.3 in4 43.8 in4 43.8 in4 GEORGER. SAUNDERS ASSOCIATES, KW060361 I <N~---·-----4,-==•W•-•=~~~"S'--~-""'~---=~·-•-~-,-~==-~""'""'."'''=-··•-=="--==-,~-~·==~-~-."---·~-~N~c~~--=-· JOB !.e (?C? /...A-1JO I--~ .. · ) I I I I I I I l;·.:_:_\i I I I I I I I c.;.. CJ,y?I) MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEQO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 \ i J ~:1~.-.,1.Ji. : Iv-i:.. ,'/'J<,J(,,_ , 3'$,P r#/1 S_HEET NO. ----~------~-/ _"--_b_ OF---,-.----- CAL,CULATED•BY ______ 'z::;j_'-h_ DATE fp' U) '"J7 CHEC~ED EIY QvJ DATE ----'----~ .scALE --,-l_Vi,._~~:CP~/v_ff/.~· r::.~c"-~~T~. 6:1_-_;z,.,_: _V-'-?-_....,_w ____ _ I~ -:;..J'5oo ;~· 'k,~r-;...11 +-:rv .,. l-n;, oa::::, p '?f t. -=--7, e,. '7-.r;/1 ( '4:Crt.?M--) . o/::: 3., t?' ' V.>l'tx. //JT, .... Joz. f-$F Cf ""'"P, 5'.o I) 'Pt.-+-LL Pot. =-f:'?':? ( z_) = I ?ope-F ~ e = 4-+? ::=-c.,,) PK.. =-"-'{~:z-):.. wto f~ P'ittr'-"4fGcT =--1~~(!,t,i)= 170#/, et::--c; ,,--._ C::,~ ("' a-::i "\ 2.. . . I ~11_1.-,r;,1>.-o--= --.... -:S,;;_,J _, 4-tn;,o:#~ G /,iz3 Pr"-e?t>-1 7q: --2-{. 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Suite 400 San Diego, California 9~ 108 (619) 497-2118 (619) 497-0429 fc;1x SLENDER MASONRY WALL DESIGN NON-BRG WALL AT SW CORNER LEGOLAND DUPLO VILLAGE 96240 MAGIC THEATER TMB Date: 08/20/97 Page: /Li,7 WALL DAT-A VERTICAL LOADS LATERAL LOADS---- Wall Height = 21.33 ft Uniform Dead Load = 170.0 plf Point Lateral Load Thickness = 8.00in Uniform Live Load = 90.0 pit ... Height from Base Rebar Size # 5 ..... Ecc. = 6.00 in (this is a Seismic Load) Rebar Spacing = 1-6.00 in (Roof Load) Uniform Lateral Load Place Rebar @ Center of Wall Concentric Dead Load· = Seismic Factor:ZICp = 0.30~ Concentric Live Load - 170.0 pit Distance to Bottom 0.0 pit Distance to Top Wind Load = .0.00".psf (Roof Load) (this is a Wind Load) Use Medium Weight Block MA TERI AL DATA ·SUMMARY f'm = 1500 psi Fy = 60000 psi M-n * Phi : Moment Capaqity = Wall Must Be Solid Grouted M-u: (.90 + 1.43EJ,(0.9D + 1.3W) = Wall Wt. Factor Phi 'd' : Depth To Steel Wall Weight (1.05D + 1 ,275L) + [1.403E or 1.275WJ= 1.308 0.80 -3,81 in Max. Overstress Allow Deflection: 0.007 * Ht. Max. Iterated Service Load ~efl. 102.00 psf Actual Height/Deflection Ratio Actual Reinforcing %: As / (b*d) Allo.wable Max. % = 0.5· * Rho:Bal Actual Axial Stress: (Pw + Po) / Ag Allowable Axial $tress: .04 * f'r:n = = Seismic 40845.5 in-# 38002.7 in-# 37953.3 in-# 0.000 OK 1.79 in 1.19 in OK 214.66 0.0051 0.0053 15.60 psi OK 60.00-psi = = = = 400.0 # 1.28 ft 17. 1 pit 3.83 ft 21.33 ft Wind-- 40845.5 in-# 14935.5 in-# 14780.3 in-# 0.000 1.79 in 0.16 in 1602.10 0.0051 0.0053 15.60 psi 60.00 psi FACTORED LOAD STRESSES SERVICE LOAD DEFLECTIONS----- Basic Mu w/o P-Deita = 34833 in-# 14680 in-# Basic Defl. w/o P-Delta .-2 in O in Moment in Excess of Mer ·16819 in-# 0 in-# Max. Iterated Deflection = 2.56 in 0.20 .in Max. Iterated Moment -38003 in-# 14935 in-# VERTICAL LOAD SUMMARY Dead Load @ Mid Ht. 1427 .8 # Eguiv Solid Thick. Live Load@ Mid Ht. --0.0 # Gross Area= Thk*12in 0.9 * Dead Load = 1285.,1 # -Asteel = 1 .05 * Dead Load = 1499.2 # Asteel/(12 * d) = 1.275 * Live Load = 0.0 # As-eff = (Pu+As*Fy)/Fy .... LATERAL LOAD SUMMARY--Wind = 1.3 * Wind ~ o.oo psf Seismic = 1.7 * Wind = 0.00 psf 'a' :-wincl = Seismic * Wall Wt. -30.60 psf '.a' : seismic = 1 .43 * Seismic ~ 43.76 pst 1 .87 * Seismic = 57.22 psf V4.4D (cl 1983-96 ENERCALC Basic Moment w/o P-Delta Basic Defl. -w/o P·Dl!lta = Moment in Excess of Mer 24531 in-# 1.002 in 6517 in-# Max. Iterated Deflection = 1 .19-in Max. Iterated Moment = 26175 in-# 11454 in-# 0.157 in 0 in-# 0.16 in 11676 in-# ANALYSIS VALUES-~~--------- 7.60 in Mn=Phi*Aseff*Fy*(d-a/2) .... 91.50 in2 Wind 40846 in-# 0.233 in2 Seismic = 40846 'in-# O.Q051. Em : 750· * f'm n: 29x10"6 / Em = 1125000 psi = 25.78 0.257 in2 Q.257 in2 1 .010 in 1.010in Fr : 2.5 *f'm· .5 (Use 2.5:Partial, 4.0:Full Grout) S-gross = S * Fr (cracking) lgross = lqracked : Wind = !cracked : Seismic = 154.92 psi 116.3 in3 18014 in-# 443.3 in4 52.3 in4 52.3 in4 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I-~ .. ·.\ I I I I I I I I ··::-.-i ::·~. I I I I I I J MARTIN & DUNN, INC. JOB . l,E&,()lA-,JC) $tructural & Civil. Engineers .SHEET NO. /:.2.8 OF 7801 Mission ·Center Court Suite 400 tb $ ,15·'17 SAN DIEGO, CA 92108 Phone (619) 497-21'18 Fax (619) 497-0429 V 8-STI 81)1.,,c. hf!_f::;A (.J.Htplf-/~ ,0-a;;p 'Sfc:r'>\ . .,/ I CALCULATED BY CHECkED·BY SCAL_E MAC? I c.. DATE ow DATE T 1-f G-A 'T 6f.2 : 0?-?-CJ .. -vJ ====='~ ,;!-/t,,.lf 1-.-i::,= h:,,:;;,p.p~j=-C-(r'JV (e c.c,,v~,: A~~"m6 !JJ: (85+ +s)( ?-) + (! t'?'f?-.o){ ,;;...)i-lv?-{ B) ':!J~~;:;_ :=. l!?C? fr..-P (!P?-ofi)=-·Pi 1 J:;o fr...F u) .,, :c.) r:,L,.+-l-L- t--1= !Jr::,o(s)21 = ~ /$. \/ ~ 4 {c;,(n)-#- fo .... (),t.,7--1,&14.'k>) - /)f::::: CJ, JOS8 I q:;2-00-#- {l-1t,JO 1.-C?A-0 :::'-/2. iP(/, ow)(/, 2) (I, o) == J&:, I C? f?F (P-P-~ wesr w~ PF '/ es.-r 16 !){.,E) -'??/Sm I e,. . Fp =-P,4-(I,") ( e>,7~) Wf :: CJ.3t?f/.,)f I I,. I I I I I I I I;::.~:-. t• •• · ........ I I I I I I I 1·--~:1: • .-·. •I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO,. CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB /..,GbOf-,4-;...}0 SHEET NO. y_,, ~ --OF CALCULATED BY t..b DATE e, 1/'3 ,17 CHEC~ED BY DJ DATE SCALE-..!....M .... 1....;'4,~-tp_/_~-...a.·--=-'..:....#-....;.0;_:"fAi_~_e;-'---.:Z...-: -"'P=---'-_?-0 _____ _ n=-t.15,B ff-:-. O. 1-;~ ~ ~ '5,i-1 c..J I;. . ///;/ . / / ._.L._. __ +-ds1+' fv. :,,,_ ~lb C4--) = i.~ f7!' . 1 ,z q,-C 5, t-5)( o, 1) fl f-n-,-,, -=-8!!::_!(J?.)(tp,1-4-:):: 2,.(!)(.)l'"?/ ..f~,,_~ ?;?or,1' 7i ~'U: { 'k,) '/,.. '6hd:M .' 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JOB l£t!?o l-ftNP SHEET NO. ~?;"2--OF 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 CALCULATED BY t..b DATE 8,;5, 17 Ph9ne (619) 497-?118 Fax (619) 497-0429 CHECK.ED BY 1)u-) DATE SCALE-.,1.~U.-~ ___ -4---·b.=./_,:; _______ 1°1'--'H~e-A __ ·fi._t::7'<_,~· P,;,.------'-:z.._-0 ___ ---"--__ IT) PL -t-~e-)S('(l I c. /JJp "'" Cf r9 fSF {\c,J.,_)-:=. f'5ofi..F \/---o, B(4-So)== I 3"5 /rJ' .., , M'i-;;:;. -1~5{J£, s): l~wo +- t> J,.s-o. ~:z ,;., -z. _,,o ~ iJ.(:)~ \--o,°"t:-s ( ,f&,(51-S:/ .+rr,y-::. (; ~&o)(J~) (7rff) ;=-(3Q f";,1 q-;3(5,~)Z. b . A..o-. I I J II .:. "TV :::.5,1,S f'lµ'~ o. 0(..-,'3$ -:2 -::. 7,4-4-( .J J< ( J< == t.J, Z1&.J'-=-o/fr;,o) . .t.;y .. l?:?5{ J(),S/z.) = '5) r,/ . q-e(<S/t,s·){o,'1) M1---= c::issot-11e.o (i..s) --1 '3-z.20 ('?.c':;B) = -z.c:,g"0 ~1 '2-'2 .f..my. :: ::Z&B oc:>(1-J-) ( 8, ?:>?) =-I t;C? f'7Ji '1, c,,-v.; ( !fer) z. I I I I I , ,8G-µD1tvcP $1/e-AA oz -1-3.J . ~8,7 J~q + /',o -o. t/?;; tt-/, ~a ~- 4-C/'5 ~? ,·: :-I.·:·.·. . 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Structura.1 & Civil Engineers 7801 Mission Center-Court Suite 400 SAN DIEGO, CA 92108 JOB--;-----'--=--...:;..;...-"'-'--'----------~ ;::..'?A.-SHEET NO. --"-------...;._;__;_...1..T_ OF _____ _ CALCULATED BY ---· -'---~----"-t:b.;.__ DATE __ B-'·Z,JJ.__·-'-q--'7 __ Phone (6i9) 497-2118 Fax (6-19) 497-0429 CHEC~ED BY--"'-------'-'()'-~-DATE _____ _ STvP D€ 5/(pt_) ( c.,,0,sr) /C,/-f-05 (pOO 5,vDS ~+ ;c.,1ioc,, '51 (1 c.~ f1---/r"'-~ t?,/i:=;, I B, t>L--t-Wt 00 /SG1Sfl1IC J ".2-.Ti 2. (: • ..C/ D:x.:>) '2-?{13)7.. .f"b ==-0,'2.0f. C1i:J = tJ,Cj~&, (). o& t' 0. I/ -= cJ. t7 L./ .p .: /7, 3 /c-%:i p= Js.(1.-s;,-){e.)(o,s) .,, -1-70+/sr'°'D L-/3e,,o ---o, SB·11 G?'::.G;:f-o,53= b, '$8·'1 He-:, 1..10{& .. ss/;z.)-=-ISo if::- 1 ~"'.{;6;,<.)[,Fm'11--•hf .,. 2-7 CJ -f ic(t.'5t17:z} (/, ';;??) = ··t570 ~ , ~~ rnm1'l-..-hf"' /5;:._ -f-/ 7.J(li,5 2)(/;'?'?>)/a=-' Cf'?O# .P(l_-::.y,~7~== /,pl h1' l-b--·t)_,q'GlJ?,,,)_ tl.8~· 0, S&> ~ (), '1 &,C,. - o/lfl c.e 1~/F~ c...CJ,/t:;i· . I pLE 1: STRUCTURAL PROPERTIES OF STUDS, JOISTS, AND TRACK (CONTINUED) 1---~~ . l t·----· I I I I I I MEMBER DESIG:SATION . ;~:) -.:,:·t,.:..J 20XHD3SO 20XHD3S5 I 20XHo,,JO 20XHD550 20XHDilOO I 15XHD3SO l!XHD3S! 15XHo,,JQ I 15XHDSSO 15XHDilOO 15XH~ I 16XHD3SO 16XHD355 16XHD-«l0 I 16XHDSSO 16XH0600 l6XH~ I 16XHDIOOO 14XHD3SO 14XHD3S& •·>i F? ·:::) ·:: ,IJ<HI)t)O 14XHDSSO . 14XHD600 I 14XHD«Xl 14XHDIOOO MD-1'.Ml.'M DESIGN n!IOOIESS (inch .. ) 0:0346 0.03ol6 o:03ol6 0.0346 0.03ol6 0,0451 0.0451 0.0451 0.0451 0.0451 0.0451 0.0566 0.0566 0.0566 0.0566 0.0566, 0.0566 · 0.0566 0.0713 0.0713 0.0713 0.0713 0.0713 0.0713 0,0713 20, 18, 16, & 14 "XHD" Punch~d C-Siud \ \ ..,../ .563" Typical ;093" inside radius Punched hole: 1-1/2" ,for 3-1/2" and larier ,reb depth, Depth O.D. . WEIGHT EFFECTIVE SECTlON'-TORSIONAL SECTION (!bl/ft) GROSS SECTION PROPERTIES PROPERTIES MOME-o'T PROPERTIES CAPAC.ITV . Area I ~ ~ Iyy Ry m l SE Area Ma Xo J c-,, Ro (in "2) (in .... ,, (in) (in "4) (in) /in"4) fu,,"3) /in "21. (in-lbc) /in) /ill "4) (u,,"6) (u,,) 0.U7 <i.:61 0.512 -1.400-0.102·· 0.626 o.s1: 0.2s: 0.257 5569 -1.399 1.04::E-04 0.301 l.076 0.902 0.:!65 0.555 1,446 0.103 0,624 0.555 0.295 0.262 5534 -1.352 l.05!1E-04 0.322 2.096 0.946 0.275 0.695 1.5!3 0.107 0.620 0.695 0.337 o.:75· 6654 -1.334 l,lll.E-04 0.391 2.161 1.p2 0.330 1,472 2.111 0.115 0.599 1.47: 0~19 0.3:7· 1am -1.175 1.31Q::-04 0.755 2.459 1,151 0:345 1.&10· 2.252 0.122 0.5111 u1, 0.556 0:344 . 11576 -1.131 'l.357£-04 0.914 2.615 1.1-15 oj35 0.65! 1.395 0.130. 0,621 0.655 0.376 0.335 7427 -1.3!9 2.292£-04 0.351 2,064 1,167 0.344 0.714 1,441 0.132 0.619 0.714 0.394 0.344 7750 -1.37Z 2.331£-04 0.405 2.0!4 1.2iS 0.361 0:597 1.577 · 0.136 0.615 Q.597 0,449 0.361 5&67 -1.324 2.445£-04 0.496 2.149 1.455 0.425 U95 2.105 0.151 0.594 u<i5 0,690 0,425 13641 ..,.1,16S 1.904E-04 0.962 2.47$ 1.531 0.451 · 2.335 2.276 0,1$5 0.5!6 2:.33S 0.775 0.451 15352 -1.121 3.057£-04 1.161 2.604 1.5~7 0.541 4,615" 2.939 0.167 0.556 _4.675" 1,169 0.541 23094 -:-0,977 3,669£-04 2.190 3.147 1,430 0.421 0,513' 1.359 0.169 0.615 0.513 0,46-1 0.421 \ i390S -1.377 4.49Q::-04 0,463 2.050 1,4S4 0.425 0µ2 1,435 · 0.162 0.61'4 o.u: 0;457, 0.42& \14570 -1.360 4.S73E-04 0.49S 2.070 1.526 0.449' 1.110 1.572 0.167 0.610 1.110 OJ55 0.449 16619 -1.312 4.sciCE-04 0.603 2.136 UIS 0.$34 2.354 2.099 o.1ss ·o.sss 2.3~ 0.556 0.534· 25625 -1,154 S,7.0liE-04 . 1.174 2.466 1,911 0.563 '•< 2-697: 2.269 0.190 0.551 ' 2.591 0.966 0.563 ,, ·-25913 -1.110 6.00\lE-04 1,417 2.592 ·- 2.295 0.616-5.509 2.932 0.205 o.sso S.5C9 1.452 0.616 434513 -0.967 7.217£-04 2.675 3,136 2.650 0,759 10.073 3.573 , 0;16 o.s::i 10.07' 1,679 0.725 SOZIS6 -O.S59 5.426E-04 •.423 3.712 1.7!5 0.525 1.004 1.3&2 0,195 0.609 l:OCJ I 0.573 0.525 17169 -1.362 !.905£-04 0.5$9 2.034 uu 0.534 t.090 1.•:a 0,197' \ 0.607 1.090 0.601 0.534. rnm -1.345 9.0SCiE-04 0.595 2.054 1.906 0.561 1..373 1.564 0.2(),1· !).603 1.373 0.656 -0.561 lOS.50 -1.297 9.SOIE-04 0.729 2.120 1269 0.663 2.919 2.090 0.226' 0.5&1 :!.i19 J,!)61 0.66& 31751' -1.140 1.13:?E'-03 1,425 2,451 2.390 0,704 3.596 2.260 0.232 O.Si4 3.596 1,199 0.704 35SS4 -1.096 1.19:iE-03 1.m 2.577 U74 0.$46 7.226 2.922.· 0.2.50 0.543 1.::5 U06 0.!46 . 540!6 -0.954 1.434E-03 3.262 3.121 3.355 0,9&9 12.S-9 3.562 • 0,263 0.516 12~ 2.510 0,959-, 7S142 -0.$46 1,67CiE-03 S.395 3.69! . -.. 1715-.P ll 0.546 0.565 0.619 0.777 0.513 0.547 0.567 0.621 0.779 O.Sl5 0.904 0.549 0.56! 0.623 0.751 0.516 0.90S 0.946 o.s51 0.571 · 0.625 0,754 O.S19 0.907 0.945 I 1 .. -~"", ' i I I MARTIN & DUNN, INC. Structural & Civil ~ngineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB SHEET NO. CALCULATED BY CHECKEh BY - U:boc.-A-0l::> /?-?I? OF th DATE 8,1~,q7 QQ DATE I I I e. CN/2-V e:rJ vJP<fA.-( f?IJTP.i) \ .t::.P,::,F W/'r<'l- I I 1 .. {:) I I I I I I_ I: lj I r :;.~, 5/o ~ I T w-= l /&>-f?..o)(. 8/,;;..) -I-~{7),.. 212.pu=-(:-,,J2fi..FPi.<) ~--~ . (. ~$1.)/'1'"!$ f-'I 'f> 7'11 PS A$ '$e!LF-StJfft;~7lt./.i;J .'S /O # ( 370 'ff Dt.-) ~~ ~I ~I -f0,,. 'Z-~~'?)l.-:: 4 t;:,c;;, ,., ~ Z·C/t:?7'2.-w .{j;)_C,11.>(...J ~'1.'::: ?:rvP$ ·-f:lf \/:: s / o ff' < 'f,i?oo · -#- f2-?v L--v p .Doo.R- ( V ~, 1 E:>vt.-G l'r{(.f.?A) . r c,' r f¾x.,p {t8f'2..o) ( 2--) ==-7&:> pif l-',.),ktL, WT ?-o ( +)::. 80 fJ= DoPP. t»t-7/o-:l:F/t;:,1:; ~J- i 7 4-pc,r (z ~'( ptJ-{)l / 40 /tr\. . f-1-.. ~7 4-{ ~ )2 :::: I 2.'~o #1 t. 1:-'1~? 2 ~1 {'"2-)_&11 ~ I ~1!. ~ STVD~_ V-;:. 17f{8) :::= 82-0 + ~ ?OW #· ~_I . . /C-,t:J1.}~.~VA7Ne 1fl MP /¼Op l-!?A--P; ./oi,,-f .'?T!tl. oJ'-.. ... ti o ~ n-1 t::oot<, N&-s"Ttbvi..e ~) ·T. !!-"or k:)k',I.... . lAJ= (18 t1-0) ( 4--) + ~o ( 4) ~ f.q,,z. f't-F . ' ~ .JJ.., -t1,' wt=-? ~e (,;) = :2,Cs:>/-,-< 1--t:;072-(2-) {,/tyc.J,e; _qA- g;-~,vas -HI V :::--.:;, ctE? -.;1-~ ~000+ ~z--- . -: -. ~ ' I· /4rn 1: STRUCTURAL PROPERn:Es OF STubs, JOISTS, ANo TRACK (CONTINUED) I . I~ \ _ .... _:'. :-... -, I 1 20, I I I I l-!E:\!BER MD,Th{l,1,{ WEIGHT DESIGNATION DESIGN (lbs/ft) T.HlOO."ESS' I (inches) 20HDS!S! 0.0345 0.523 I 20HDS2SO 0.03"'5 0.625 20HDS350 0.03"'5 0,743 ~OHDS35S 0.03"'5 0.755 I :~·. •. ·WHDS-100 0.0345 0.602 : '?i;OH'DSSSO 0.0345 0.9i6 ~-;:_ 20HDS600 0.0345 1.037 I !6HDS2SO 0.0.:51 Q;~O ISHD:5350 o.o.m 0.994 1SHDS35S 0.0451 !.OD I ISHDS-100 0.0.ISI l.070 ISHDSSSO 0.0451 1..300 I 15HDS600 0.0451 1..376 lSHDs.SOO 0.0451 1 •. 653 16HDS2S0 0,05(,6 1.044 I 16HDS3S0 0.0565 1.236 16HDS355 0.0566 1.260 !6HDS-IOO 0.0565 1.332 I !6HDSSSO 0.0565 1:621 !6HDS600 0.0565 1.717 16HDS&Xl O.OS<iS 2.101 I 16HDSIOOO 0.0566 2.466 l4HDS".a.50 0.0713 1..3ll 14HDS350 0.0713 1.554 !4HDS355 0.0713 1.5&4 .. 14HDS400 0.0713 1,675 ._:'_.: .. 14HOS.SSO 0,0713 2.038 -:1_. ·)14HDS600 0,0713 2.159 :---6 ~ IAHDS&Xl" : 0.0713 2.643 l4HDS1000 0.0713 3.127 ~i \ and 14 "HDS" 18, 16, Punched C....,Stud GROSS SECTIOS PROP"J.TIES I NUI I.,x Rx lyy (in~2l . (in A 4). (in) (in A 4) 0.154 0.069 0.671 0.033 O.!E-: O.lt-6 1.004 0.039 0.219 0.406 !.362 O.Q.!.: 0.:23 o.:41 !.'OS 0.0-U 0.236 O.SS6 1.5-34 0.0-:S 0.2U l.!91· 2.034 0.0-:9 Q..30S 1,472 2.196 0.050 0.247 0.245 0.9';-1 0.055 0.293 0.536 1..357 O.C'62 O.l9S o.ss:s 1 . .£01 ·o.c-sJ .0..315 0.739 1.531 0.0155 0.353 1.557 2.036 0.071 0.405 1.962 2.200 0.073 0.496 3.996 2.f.-10 O.Q75, 0.307 0.301 0.969 0.067 0..364 0.664 1.350 0.076 0.371 0.721 1.394 0,076· 0.392 0.912 J.S:.S 0.079 0.477 1.965· 2.0:9 O.OM ·b.506 2.430 2,192, O.OM 0.619 4,959. 2.!31 0.094· 0.732 5.726 3,453 -0.09~ 0.366 0.371 0.9&,-. o.~3 0,457 0.!24 1..342 0;09-4 0.466 0.!96 I.3M 0.095 0.493 1,134, · 1.517 0.09£ 0.600 ,•2,452 2.022 ·O.i07' 0.636 3.036 2.i!S 0.110· 0.11a 6.20f 2.si4 0.117 0.921 10.9M.· 3.•~ 0,123 .325" f.or 20 GAUGE .433" for 18 & 16. GAUGE .461" for ~4 GAUGE Punched hole: 3/,.. for .1-5/8" and 2-1/2" web depth and 1-1/2" for 3-1/2" an'd lar&er web ,;l~p~b. EFF.ECTIVESECI10N TORSIONAL SECTION PROPER.TIES MOMENT PROPERTIES CAPACITY ' . I Ry bx Sx Alea Ma Xo J Cw (in) (in'.'4\ /u,"3\ (in"2\ (in-lbs) (b\ /in"4), (in "6) o.•65· 0.069 O.OS3 ·o.1s1 1640 -1.164 6.r.\CE-05 0.023 O.•M O.l!-6 0.144 0.151 2!'-:6 -1.022 'i.349£-05 0,054 0.446 o.~<> o.:is 0.21S 4442 -0.902 S.729£-05 0.109 0.444 0,44!· 0.'236 . 0.220 46SS -O.S69 6.90:?E-OS 0.11a 0.4:;g 0..556 o.:70 0~3 5327 -O.SS3, 9:42CE-05 0.147 O . .i!4 1.191 o.~:1 0.255 5326 -0.736 l.149E--04 0..301 0.406 1.:12· o.:fS 0.302 94~0 -O.i04 l~ISE-04 ·0..367 OA73 0.245 0,196 0.247 366,S -1.091 l.676E-t'4 o.oss 0.-!61 0..53(' 0.305 0.293 6079· -0.963 1.9.!-lE-04 0,16i 0.459 o.sss 0..3':.J 0.295 637( -0.9S0 2.02::E-04 O.!S/J 0.454 0.739 0..369 0.315 7295 -0.912 2.1J7E-04 0.2:a 0;431 1.557 0.577 0..363 ll4CS" -0.765 2.59.lE-04 o.••• 0.4:!3 l.'?62 · 0.654 0.405 '!2923 -0.754 2.74Se-04 0..539 0~?6 3,996, 0,999 0.496 197-iO -0.646 3,36CE-04 1.030 0.465 0.301 0.240 0.307 7200 -1.079 3.253E-0.4 0.102 0.456 0,664: 0.379 0..364 11357 -0.952 3:6li7E-04 0.201 O.•S4 0.7:1 0.395 0.371 11917 -0.935 3.963E-0-1 0.217 o.~ 0.912 0.4S6 0.392 136S1 -0.900 4,J69E-04 0.267 0.4..S J.965 0.11, o.•77 213~ -o.'m S',09\SE-04 0.536 0.415' :2,4~: 0~10 0.506 24252 -0.744 5..39SE-'04 0.653 0.390 C,959 1.240 0.619 3713:J -0.637 6.607E-04 J,.251 0..366 5.726 1,400 0.667 419:!0 -ojss-7.!IICiE-04 2.076 OA65 0.371 0.2~7 0.3M-US-4 -1.QS.4 6.54-IE-04 0.130 0,453 .0,!24 ,0,471 0.457 . 140W -0.956 7.75::E-04 0.253 o.,51 0.596 0.494 0.466 14502 -0.942 ,.903E-04 0.272 Q.446 1,134 0..567 0.493 16979. -0.903 &..35Cc-04 0..336 ' 0.4:!3 2.452 0.!92 ,o.600 2661'6 -0.779 1,017.E-03 '0,673 0.416 3.0:16 1.012 0~36 3029S -0.746 l.077E-03 · O.!IIS o.;ist 6,:og 1:.552 0.77& ~6-171 -0.63& l.319E-03 1.565 0..3~5 10,935 ·2 •. 1u 0.921 65A97 -0.559 1.561.E-03 2.S~ 1715-P Ro (in\ 1,422 I.SOS 1.693 1.721 J.s09 2.202 2..342 1..550 1,726 1.7S3 U:!9 2.:26 2..364 2.939 1..536 1.714 1,741 1.526 2.214 2..3S3 2.9U 3..517 1..534 1.709 1.736 1.!21 2,205 2.346 2.9'21 3..510 ~-~ ~ ll 0.330 0..539 0,716 0.733 o.1;s 0-tS.5 0.910 o.sos 0.6S9 0.707 0.754 0.375 0.696 0.952 0..507 0.691 0.709 0.757 0.377 Q.9()0. 0,953 0.975 0.500 0.6S7 O.iOS 0.754 0.!75 0.!99' 0.9$2 0.975 ~ ~ I ·-~-=~~-~~~=-~-,~~Y-=------··~·"-'Y:'.""-~--~-~-~-·-~· =A=··-"""'"=-=·~...-...---,:····-.~=-,r.,,,---·-·-···-·---~,-····«;·•~··-··-~- ~0B _ lEbQLW I :-•--::-•._. _I I I ,. · .. _, ... 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Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 MAGIC TH;EATER BRACED FRAME Job ____ _ Page_: __._/f:_'5__,j1-_ Date. _______ _ =========-=====-============= ~======= === == ===-===---=-----=----------- Units Option AISC Code Checks US Standard 9th Edition ASD Shear Deformation: No P-Delta Effects Redesign Edge Forces A.S.I.F. i \ No : No No : 1.333 -----------------··---' -----· -------·. -------------------------",...,. _____________ _ Node Boundary Conditions No X-Coord Y-Coord X-dof Y-dof Rotation Temp. -----------(ft)-----~--(ft)--~--(in,K/in)----(in,K/in)---{r,K-ft/r)-----(F)- 1 0.00 . 0.00 R R 0.00 2 6.00 0.00 R R 0.00 3 0.00 13.;25 0.00 4 6.00 13.25 0.00 5 0.00 18.'50 R 0.00 -----------------------------------------------------------------------~----Material Elastic Poisson's· Thermal Weight Yield Stress Label Moduius _ Ratio Coefticient Density (Fy) ------------~--(Ksi)~-~--------~------~----{F)--------(K/ft3)------(Ksi)---- STL 29000.00 0.30000 0.6S-OOO 0.490 46.000 -------------------.---------------------------------------------------Section Database Matl. Area Moment of As y /y Label Shape Set Inertia Coef ----------------------------------(inA2)---------(inA4)----------------BEAM TU4X4X4 STL 3. 59 8. 220 -1. 20 COL TU5X5X6 STL 6. 58 2.2. 800 .1. 20 BRACE TU4X4X4 ST~ 3.59 8.220 1.20 - - - - - - - - - - -..,;: - - - -• • - - - - - - - - - - - - - - -+ - - ----- -• - - - - - - - - -• - - - - - - - - - - - - - - - - - - - - - - - - I J I Releases J End Offsets No Node Node Sect.ion x y z x ·Y z Sec Sway I J . Length - - - - - - - - - - --- - - ----- -· - - - -: - - - --· -- - - - ----- ---- · - - · - - - - --( in) - - - - ( in) - -. - - - ( f_t) 1 1 -3 COL 13. 25 2 3 -5 COL 5. 25 3 2 - 4 BEAM 1 -13. 25 4 3 - 4 BEAM 1 6 . 0 0 5 1 4 BRACE 1 1 14.55 I I __ ~ .... ' -~-1 I --- 1 I I I I I I:?;') "..:....-" I I I I I I I I@ I RISA-2D George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-570'7 MAGIC THEATER BRACED FRAME {R) Version 3.03 Job ____ _ -Page · fe;,CPO Date ____ _ =============== = ============ =====-= ----=; -----=· ------------------- ----------------------. --------------------------------------------------.. ----- I J Unbraced· Lengths K Factors Bending Coefs No Node Node . Lb-in Lb-out Le .In Out Cm Cb --------------------{ft)-----{f·t)------(ft)----'------------------------------ 1 1 - 3 2 3 - 5 \ 3 2 4 I 4 3 - 4 5 1 - 4 -----------------.-----------------------------------------------------BLC No. Basic Load Case Description Load Totals Nodal Point Dist. -----------------·-------------------------.----------------------------- 1 DEAD LOAD 1 1 2 L:):VE LOAD 1 1 3 WlND LQAP 1 4 SEISMIC _LOAD 1 Nodal Loads, BLC 1: DEAD LO.AP ------------------------------------· ------. ------_· ---------------------- Node Number Global X GloQal Y Moment -----------------------{K) -----0 -------{k)-----------------{K-ft)---- 5· 0.000 44.100 0.000 Member Distributed Loads,BLC 1: DEAD LOAD Memb I J Start End Start End No Node Node Dir . Magnitude Magnitude Location Location -------------------------{R;/ft,F)-----(K/ft,F)---------{ft)---------(ft)---- 4 3 -4 Y 0.068 0.068 0.000 6.000 Nodal Loads, BI.iC 2: LIVE LOAD ------------------- ---------------. ------------------------------------Node Number Global X Global Y Moment ------------------------{K)-~---------------(K)-. ----------------(K~ft)---- 5 0.000 10.300 0.000 Member Distributed Loads,BLC 2; LIVE LOAD - - - - - - - - - - - - - - -> - - - - - - - - - - - - - - - - - - - - ------ - - - - - ' • - - - - - - - - - - - - --- - - - - - - - - - - - - - - Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Loc.ation Location -------------------------{K/ft,F}-----{K/ft,F)---------{ft}---------(ft)---- 4 3 -4 Y -0.075 . -0.075 0.000 6.000 I I<~. I I I I I I I 1-<?J ··= ... ,.-· I I I I I I I 19 I RISA-2D {R) Version 3. 03 George R. Saunders Ass9ciates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 MAGIC THEATER BRACED FRAME Job ____ _ Page· ~/ Date. ____ _ ================================== == = =======~==·========================= Nodal Loads, BLC 3: WIND LOAD -------------------------------------~--------------------------------------Node Number Global X Global Y Moment ------------------------{K)-------.-·· -----(K)------------------(K-ft) --- 4 \ 3.190 0.000 0.000 I Nodal Loads, BLC 4: SEISMIC LOAD. -------------------------------.:---.-------------------------------------Node Number Global X Global Y Moment - - - - - - - - - - - - - - - - - - - - - - - - ( K) - - - - - - - - ----· . -· . - - ( K) - -· - - - - - - - - - - - - - - - ( K-ft) - - - - 3 1.700 0.000 0.000 -------------------------------------·----------------------------------Load Combination No. Description Self Wt BLC BLC BLC BLC BLC Dir Fae Fae Fae Fae Fae Fae W E DYNA S V ---------------------· ------------------------------------------------------ 1 DL+LL y -1 1 -1 2 -1 2 DL+WIND y -1 1 -1 3 -1 y y 3 DL+SBISMIC (-) y -1 i -1. 4 l y y 4 DL+SEISMIC (+) y -1 l -1 4 -1 y y 5 DL ONLY y -1 1 -1 I I ---:, I I I I I I I . . . ~. 1::/:?) ~·.-~:.:.! I I I I I I I 18 I RISA-2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Pel Rio N, Suite 690 San Diego,. CA 92108-5707 MAGIC THEATER BRACED FRAME Job __ .----Page · kb2-Date ___ _ ============ ·=====~============-======·=====-=-~==-=----------=-=----------- Load Combination is 1 : Dl:J+LL Reactions --------------------------. ---. ----------· . ---------------------------- Node Global X Global Y Moment -------------------\-(K)----------------{K)---------------(K-ft}--------- 1 \ 0.006i4 55.38796 0.00000 2 -0.00000 0.69710 0.00000 5 -0.00624 0.00000 0.00000 Totals 0.00000 56.08506 0.00000 Load Combination is 1: DL+LL Member End Forces ---------------------------------.---------------------------------------Nodes ----------I-End----------===== ==· J-End ==-======= No I J Axial Shear Moment Axial Shear Moment --------~------(K)-~-----~{K}--~---(K-ft)-~-6 --~{K)~~---~--(K)------(K-ft)-- 1 1-3 55.28 0.00 0.00 -54.98 -0.00 0.03 2 3-5 54.5i -0.01 -0.03 -54.40 0.01 0.00 3 2-4 Oa70 0.00 -0.00 -0.54 -0.00 0.00 4 3-4 -0.01 0.47 0.00 0.01 0.47 0.00 5 1~ 4 0.1-0 0.04 0.00 0.06 0.04 0.00 Load Combinat;i.on. is 1 AISC Code Checks DL.+LL ------------------------------------------------------------------------- Nodes No I J Maximum 0 Member Quar.ter Points 1/4 1/2 3/4 L Shear ------------------------------------------------------------------·---1 1-3 0.4903 0.4903 0.4900 0,4897 0.4894 0.4891 0.0000 2 3-5 0. 3364 0.3364 0.3360 Q.3356 0.3352 0.3348 0.0001 3 2.,.. 4 o·. 01.45 Q.0145 0. 01'.37 0.'0128 0.0120 0.0112 0.0000 4 3-4 0 .. 0673 0.0001 0.0505 0.0673 0.0505 0.0001 0.0127 5 1-4 0.0146 0.0025 0.0121 ().0146 0.0108 0.0006 0.0010 Load Combination is·s DL ONLY Reactions ----------------------------------------------------------------------- Node Global x Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 0.00403 44.85614 0.00000 2 0.00000 0.47892 0.00000 5 -0.004-03 0.00000 0.00000 Totals 0.00000 45.33506 0.00000 I 1<"1 I I I I I I I l<Z) I I I I I I I lu I RISA-2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108--5707 MAGIC THEATER Job ____ _ Page· t-c,,.3 Date. ___ _ BRACED FRAME -0\/0 =====================· =====-====== ·========================================= ENVELOPE SOLUTION Reactions Node Global X Global Y Mom~nt ------~-------------\(K)------LC-----------{K)------LC----~-----(K-ft)----LC- 1 max \3.03326 2 51.40501 2 0.00000 2 min -1.60686 3 41.37671 3 0.00000 2 2 max 0.00000 2 3.95835 3 0.00000 2 min 0.00000 4 -6.06995 2 0.00000 2 5 max 0.15674 2 0.00000 2 0.00000 2 min -0.09314 3 0.00000 2 0.00000 2 ENVELOPE SOLUTION Member Section Results ---------. -----. ) ---------------' -----: -------------' ---' ---------. ---------- Nodes Member Qua~ter Points No I J I-End 1/4 1/2 3/4 J-End --------------(K,Kft,irt)LC{K,Kft,in)LC(K,K:f:t,in).LC(K,Kft,in)LC(K,K!t,in)LC-- 1 2 3 1-3 A V M D 3-· 5 A V M D 2-4 A V M D 44.75 2 44.75 2 0.04 3 -0.06 2 0.00 3 -(). 00 2 0.000 2 0.000 2 44.22 2 44.22 2 0.16 2 -0.09 3 0.82 2 -0.49 3 0.000 2 0.000 2 3.96 3 -6.07 2 0.00 4 -0.00 2 0.00 4 -0.00 3 0.000 2 0.000 2 44.68 2 44.68 2 0.04 3 -0.06, 2 0.21 2 -0.12 3 0.027 2 -0.016 3 44.19 2 44.19 2 0.16 2 -0.09 3 0.62 2 -0.37 3 0.005 3 -0,.009 2 3.92 3 -6.11 2 0.00 4 -0.00 2 0.00 4 -0.00 3 0.013 2 -0.007 3 44.61 2 44.61 2 0 .04' -3 -0.06 2 0.-41 2 -0.24 3 · 0. 04,8 2 -0.029 3 44.16 2 44.16 2 0.16 2 -0.09 3 0.41 2 -0.24 3 0. 0-13 3 -0.021 2 3.88 3 -6.15 2 0.00 4 -Q.00 2 0.00 4 -0.00 '3 0.025 2 -0.014 3 44.53 2 44.53 2 0.04 3 -0.06 2 0.62 2 -0.37 3 0.058 2 --0.034 3 44.13 2 44.13 2 0.16 2 .:..O. 09 3 0.21 2 -0.12 3 0.021 · 3 -0.035 2 3.84 3 -6.19 2 . 0. 00 4 -0.00 2 0.00 2 -0.00 3 Q.038 2 -0.021 3 44.46 2 44.46 2 0. 04 · 3 -0.06 2 0.82 2 -0.49 3 0.050 2 -:0.030 3 44.10 2 44.10 2 0.16 2 -0.09 3 -0.00 4 -0.00 2 0.030 3 -G.050 2 3.80 3 -6.23 2 0.00 4 -o.oo 2 0.00 2 -0.00 3 0.050 2 -0.029 3 I I I I I I ,-:-. . ,·: RIS,A-2D {R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 MAGIC THEATER BRACED FRAME \ \ Job ____ _ Page · f.;.,(? 1: Date. ___ _ -Du-J ===========================-==-== ============ =-=-------------------------- ------------------------------------------------------------------------Nodes Member Quarter Points No I J I-End 1/4 1/2 3/4 J-End -----------~--(K,Kft,ih}LC(K,Kft,in)LC(K,Kft,ih)LC(K,Kft,in)LC(K,Kft,in)LC-- 4 3-4 A 1.57 V M -i\58 0124 0.24 0.00 3 4 2 2 2 1.57 3 1.57 -1.58 4 -1.58 0.12 2 ..,o. 00 0.12 2 -0.00 -0.27 2 -0 :36 3 1.57 3 1.57 3 4 -1,58 4 -1.58 4 2 -0.12 2 -0.24 2 2 -0.12 2 -0.24 2 2 -0.27 2 0.00 2 I 0.00 D -0.031 BP-~:) -0.047 2 3 2 -0.27 2 -0.36 -0.030 3 -0.025 -0.042 2 -0.033 2 -0.27 2 0.00 2 3 -0.015 3 0.000 2 2 -0.019 2 0.000 2 2 7.24 2 7.20 2 7 .1.6 2 7.12 2 5 ~1-4 A 7-.28 I -3. 72 {(I~, eomf. V o • 04 3 -3.77 3 -3.8'1 3 -3.8s 3 -3.89 3 2 0.02 2 -0.00 2 -0.02 2 -0.04 2 r?P-e,e; ()1.)6 0. 04 2 0.02 2 -0.00 2 -0.02 2 -0.04 2 17b (;~ I ,.sp M _ 0 • O·O 0 .00 0.000 2 -o .1.0 2 --0.10 2 -0.13 2 -0.13 .2 -0.10 2 0.00 2 2 -0.10 2 0.00 2 1.--c:--., ._..,../ ':-· . .-.::-: ·-...;~" I I I I I I I D ENVELOPE SOLUTION AISC Code Checks o .. 000 2 -0 .-005 2 -0.019 2 ·-o. ooo 2 3 -0.030 3 0.016 2 0.042 2 -0.028 3 -0.017 3· tYl~ , I 0(2-C, fi;7!2-C13 r>.J-e 1tCi '6e??l'Yl /C,, ------------------------------------------------------------------------ No Nodes I J Max le 0 le Meml::>er Quarter Points 1/4 le 1/2 le 3/4 le L le Shear le -------------------------------.--------------------------------------------1 1-3 0.317 2 0.30 2 0.30 2 0.31 2 0.31 2 0.32 2 0.00 2 2 3-5 Q.22'.!-2 0.22 2 0.22 2 0.21 2 0.21 2 0.20 2 0.00 2 3 2-4 0.062 3 0.06 3 0.06 3 0.06 3 ·o. 06 3 0.06 3 0.00 2 4 3-4 0.040 3 0.01 3 0.03 3 0.04 3 0.03 3 0.01 3 0.00 2 5 1-4 0.145 2 0.14 2 0.14 2 0.14 2 0.14 2 0.13 2 0.00 2 ENVELOPE SOLUTION Nodal Displacements --------------------------------·---------------------------------------- Node Global X Global Y Rotation -------------------(in)------LC----------(in}------LC----------(rad}-----LC- 1 max 0.00000 3 -0.00000 3 0.00071 2 min -0.00000 2 -0.00000 2 -0.00042 3 2 max -0. 00000 4 O. 00000 2 0. 00031 2 min -0.00000 2 -0.0000-0 3 -0.00018 3 3 max 0.02963 3 -0.03717 2 0.00028 3 min -0.04987 2 -0.03717 2 -0.00048 2 4 max O. 02855 3 0. 009~9 2 0. 00108 2 min -0.05002 2 -0.00592 3 0.00087 3 5 max 0.00000 3 -0.05175 2 0.00056 3 min -0.00000 2 -0.05175 2 -0.00095 2 I ~---·----=---~----~-~~-~----~~~-..... ~-"':--'"'."'-""""=·--·~-~-'""."---·~~~~~-~~--·----·--M·=··---=·~~-· JOB _______ ._:;tJ:i.:;;.. . .;:;_b..;:·o-=~::.:...;..:..=::.. _ ____;_. _____ _ I· . :'J I .... 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(/.;> 12-v e.-o {31..)7~ ' \. ;• , VJ ---.:: --- I 1., \ \ r- I \ I -1'-, Cj7Q(/1,s)= !f~c;p'#'-l ~/y/tu, i::;-s, · [IJf-CJor /f3( ~) ( 10( D, S0 = ;~ fr IJJw'/r:'.,t__. a o (14-)( ri-) Co, B s)-== i ot°Po iP 1. 1' ti o· --I Cj?:,cP-/l4v =-1--/P ¥f}o -~ po ffo ~'p cJornP !<.6-s>Jv;..) CfJ-v-~ / '/ I '\ -·11 '"\.eiO ,., 41 I I • ., \ I ' q +-f-~ . ./-_-.,,...,_, y . () I ,?? t -I --~,., I (~ ~ --/..,. __.--! __. 1 I --...v /2-/?. l · ~ /, tJ, B 5 ; \._. ' \... /- 1.1,-,(j ~ /I ? 0 # c.. / () c,,i-lr- '·, C?--) 'GT(.11'-$ (!;, IL- •1:' I e < ,. ~ ' ~ -•• ~ • •" c ' ~ -•• a, -, " • " --~ • • .-. ~ ' " " " • -" -~ ' ~ -' ~ ~ ,, ~ ,. ~ -~ " • "· a ~ -~ I --::·-. I MARTIN & DUNN, INC. JOB · let,t?·l4(\J'{) Structural & Civil Engineers SHEET NO •. Lt-& 1 OF 7801 Mission Center Court Suite 400 tb ,.-;..z,17 SAN DIEGO, CA 92108 CALCULATED,BY DATE Phone (619) 497-2118 CHECkED BY f)~ DATE Fax {619) 497-0429 )M.tp{C.,. T if~T ,;:p.-SCALE P?-'2-0 ' I I I I I I ~IPr?f c:::) -lJ,,,_._~~__,1-'-1 1 ___ ~,f'- l,x? .: . I I I I vV'l A/ I' )'2. J:... 1 I, /I . "I\) :::. '¾ ~-0 :::-7, 3 ::-1;.. d-= /$· q...., 1l .Z- I r-=-J?.-[lt:) '",,, i9, I 1 ~ ffv c..l.;_3 c:-?7 O...v=-tf.4~ . I~ o,l"rb I < t). 9-.(j fh 7. /(-f -# :f tt.-f I z!o,e,. ~ffr:;-P....T I .... I:::)\: Slro/2.:t I ' " -. ---"• ~ • ~ ~ ~ ~ -~" ~ ~ ~ -C • ~ ~ -V ¢ h ~ -~ ~ ~ ~ ~ ~ ¢ -~ M ~ ~ ¢ ~ ~ • ~ ~ ~ ~ ~ ~ ~ -, ~ ~ ~. -' I 1_.c~ I I I I I I I I I I I I I .. ) I .~) I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 LEGOLAND DUPLO VILLAGE 96240 (619) 497-2118 (619) 497-0429 fax COMBINED FOOTING 'DESIGN BRACED FRAME DESIGN DATA Allowable Soil Pressure = 2500 .. 0 psf Short Term Factor 1.33, Seismic Zone = 0 Live Does Not Combine With Short Term f' c : Concrete = 3000 psi Fy: Reinforcing = 60000·psi Concrete Weight = ·14~'-'pcf Overburden Dead Wt. = 0.0 psf Min. As% = 0.0014 · Column Size ... #1 = 5.0in #2= · 4.0ih ••• Base Height #1 = O.Oin #2 = O.Oin Rebar CL to Soil Dist. = 3.50 in APPLIED LOADS -------- At Col #1: Axial Shear Moment Dead =44.90 k 0.0 k 0.0 k-ft Live = 10.50 k 0.0 k 0.0 le-ft Shrt Trm = 6.55 k -3.0 k 0.0 k-h At Col #2: Axial Shear Moment Dead =; 0.5 k 0.0 k 0.0 k-ft Live = 0.2 k 0.0 k 0.0 k-ft Shrt Trm = -6.55 k 0.0 k 0.0 k-ft DIMENStONS ----- Ftg Dist left of Col #1 Distance Between Columns"" Ftg Dist right of Col #2 = Total Footing Length = Footing Width = Footing Thickness = V4.40 (o) 1983-96 ENERCAlC 4.00 ft 6.00 ft 1.00 ft 11.00 ft 4.00 ft 18.00 in Left S.P.: Static D+L Short D+L+S Right S:P.: Static D+L Short D+L+S Resultant Eco.: Static Short Term = ·- = = = Service MAGIC THEATER TMB Date: 08/25/97 SUMMARY Allow 2483.6 psf 2500.0 psf 2604.3 psf 3325.0 psf 501.4 psf 2500.0 psf 0.0 psf 3325.0 psf 9-1 9-2 9-3 9-1 9-2 9-3 ACI factored ;:: 3598.7 psf = 2734.6 psf = 2343.9 psf = 726.5 psf = o.o psf = 0.0 psf ---1.22 ft Stability -1.98 ft Ratio = Page: /c..~b 3.76 :1 •.••.• Col #1........ • .. Between... . ••••• Col #2 ...•••. Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 112.6 psi 0.44 in2/ftl 14.8 psi 0.45 in2/ft 0.9 psi 0 .• 30 in2/ft ACI 9-2 = 82.8 psi 0.32 in2/ft 81.3 psi 0.32 in2lft 0.4 psi --0:30 in2/ft ACI 9-3 = 70.9 psi 0.30 in2/ft 72.5 psi 0.30 in2/ft 0.3 psi -0.30 in2/ft As(in2/ft/ft of width), negative -> As @top of footing Mu @ column # 1 Mu btwn columns Mu @ column # 2 One-Way Shears .... Allow.: vn.;;2(f'c· .5) Actual : Vu / .85.,. Left of Column #l Between -Columns -Right of Column #2 Two-Way Shears_ •••• Allow.: Vn=4(f'c· .5) Actual @ ¢olumn #1 Actual @ Column #2 MOMENT & SHEAR FORCE SUMMARY-------- ACI 9-1 ACI 9-2 ACI 9-3 21.31 k-ft = 21.n. k-ft 0.17 k•ft = ·109.54 psi = 51.65psi = 0.00 psi = 0.00 psi = ~19.09 psi = 77.78 psi = 0.82 psi 15.66 k-ft 15.38 k-ft -0.08 k-ft \ 109.54 psi 37.93 psi 0.00 psi 0.00 psi 219.09 psi 53.69 psi 8.56 psi 13.42 k-ft 13.71 k-ft -0.07 k-ft 109.54 psi 32.51 psi 0.00 psi 0.00 psi 219.09 psi 52.10 psi 8.83 psi GEORGE R. SAUNDERS ASSOCIATES, KW060361. I ~---~~--~----·-~----~ ~,--,=-...,-· ... ------'."'=~-¢·-----~-~-~---~-·-------·----~-~--,,---==·----=--~-·--·--------- JOB -~----=-t.,G=-=:b-'P"--_'--14-____,_.IJ.D=·=--------- I 1·· I I I I I I Ir:--.-:\ \:_;~:_-. I I I I I I I SHEET NO. j::..tp 'J OF----'----- MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 CALCULATED-BY ---,----"----'--t;b_' 1 +-. ____ DATE ----"'--8,-'•';;-'-'r /,_, q ____ 7-'--_ {)0 Phone (619) 497-2118 Fax (619) 497-0429 CHECKED BY ----,----'-~---....c...1,. __ DATE----'----- \ §¢.1.,u v.JA:1-1,_,S e\ "$-r~ -/2-P-ffA. 1315(:2_);. i'?O;:Jif c/-- /0?-( 1-0.n'-+ 1. t?}· 1-~so p I Go(:2-){_J,~) := 4-$o /"1=" z '2 C/70 p...E f.g,e,-11.-= 1,,q7q__+_io -=-/5·30 ;°-Sr ,:., 1-s·pp ff>i q,c. -2 ~~TH vJ~ -(9(2..,-t c:,~6_}$ QJJ-v,.;k,..)_:s. 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Structurc;tl & Civil Engineers 7801 Mission Center Court Suite 400 SAN· DIEGO, CA ~2108 CAL,CULATED BY ------'--'--------'-VJ_·_ DATE _3_·2/_._&/_7 __ _ Phone (619) 497-2118 Fax (619) 497-0429 ·CHEC~ED BY ________ {).:...._\JJ_ DATE------'- SCALE --~_A_&--'/_·~-11_µ_· 6_"A ____ 1i_tf:12-_._:_p_"_?--_;l._O_· ____ ---'-_ .. --::,,,. ,g,o,;rr H (/..) /-'&...,. . <? G? r-, 0 l 8. I)' ·--..:..:-·· PL 12..r>A;z::. ,it, sf 2i.t) :::-c:r Cic; c;, ,--. I ~'-"""{ 1v, \ ---I r , . .._..,- Jb~ (;;,17.,.. z.e,3):; Z?:-5o !)..),4::-';.,,{, FTC? '5o/l.- l'S~{z-)(1.6) ::: 4-60 _ II o fc;,p ( ~//z..)(S. B:;')-= 280 ~ 4-oto 4:.?.0 -t_ ?.'!:? = 2 ~ t) 0 o._er e :Z. . r· I I "· I I I I I I I ) I ·-:-:· ; ... · .. -~·-t-~) 1· I I I I I I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 - Phone (619) 497-2118 Fax (619) 491-0429 CcL-S, /:!>.::,? 0 vJki/..,.., 1...-<-rt: -t P.PP!=--Pl.,f-U... t,,..J;:,,.-i1.... I t.7 -;:z.. (z:;:, J = :2-31Cr p .. P ,,. 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(sP.¢.7):;f)~?:?J 1ft 6a+.r z 1 ' Pc., A~"-~t,,,~ l)S~: 4-1-c;,'t( _ <;plo Iii~ & c:ree w! 4-=#5 C.OIST, wµc.,,,,4<: :::iS"l.bLf!,;OJzJ1oc,., (;; . e s , Gt..)v ~ r s1 eer..., f/(;,,.;i;, 5-- • s~e :/3:>A-4.cf?iC? t,#M16 C tnu CO(..., u «110 Pt7i:;rr1 r.J-½ ( e! l,.f t.JTE;f,,, @.J~ J ,,- f' -7$:.:/1-. -.'. !JO fA-,o ~10 • •r -~ I -.. -.. -_-_ -,.-~-~-e -.. -,-. -~ ---:-~ -:,-~---~-.,-.. -. -.. -~-~-,--~ ----N-.. -. -, -:-~--,-, -~----.-. -... -.. -.-.. -. -._-,,.......;_ --,,-~.---, -., -~-.-~ ---,,-;, -,-.. -.,, --.-~---, -,,..J ?t.0:•1.IC! 2~:'~ ~ ..f!::~~_' f;:r. G:c:on Mass o· j71 io Oicer ?rO•,:: ·o,._ t:.ft :-::~"'...2?E-53..~ I I ,:":'\ . ") I I I I I I I I .. ~ ... ::-:· ·:) . :~·:.:..:~:/ I I I I I I I ,··0·-:. , ..... I -·-:.·:-· I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax GENERAL FOOTING DESIGN JOIST GJROER AT F.2 DESIGN DAT A AXIAL LOADS Allow. Soil Pressure = 2500.0 psf Dead Load = ..• Short Term Increase = 1.33 Live Load = Balle Pedistal Height = 0.00 in Short Term Load Seismic Zone = 0 ... Ecc. Along X-X Axis = Overburden Weight -= 0.00 psf ... Ecc. Along Y-Y AlCis = Live & Short Term Loads Don't .Act "ltogether Concrete Weight = 1-45.d\pcf 73.50 k 17.5 k 0.0 k O.QO in O.OOin LE(iOLAND 96240 "MAGIC THEATER TMB FOOTINGS Date~ C/8/29/97 Page: k--7 3 DIMENSIONS----- Width Along X-X Axis Length Along Y-YAxis = Thickness = Column I;>im. Along X-X Axis = Column Oirri. Along Y-Y Axis = 6.00 ft 7.00 ft 30.00 in 5.00 in 14.00 in -Y-Y AXIS ROTATION FORCES X-X AXIS ROTATION FORCES- .... Pressures @ Left/Right Moment: OL Shear: LL Short Term DL LL Short Term = o.o k-ft o.o k-ft 0.0 k-ft ·0.00 k 0.00 k 0.00 k .... Press.ures @Top/Bot· Moment: DL = LL Short Terin = Shear: DL = LL = Short Term = O.O·k-ft 0.0 le-ft O.Q k-ft o~oo k 0.00 k 6.00 k -----------'----------------SU~MARY--------------,-------- Soil Pressure Moments & Shears---------- D+L D+L+ST Max. Allowable Max Pressure = 25.29.2 psf 2112.5 psf Allowable Pressure = 2500.0 ·psf 3325.0 psf 'X' Ecc. of Resultant :;: 0,0 in 0.0 in 'Y' Ecc. of Resultant = 0.0 in 0.0 in Service Load Pressures .... DL + LL = Exceeded Dead+live+Short Term = Factored Load Pressures .... ACI Eq 9-1 = ACI Eq 9•2 = ACI Eq 9-3 = Mu/Phi = -1 4.~-~-ft Vu:1 Way = Vu:2 Way Overturning Ratio = 6.6 psi 27.3 psi 999.0 :1 Left Right Top 2529.2 psf 2529.2 psf 2529.2 psf 2112.5 psf 2112.5 psf 2112.5 psf Left Right Top 3665.8 psf 3665.8 psf 3665.8 psf 2218.1 psf 2218.1 psf 2218.1 psf 1901.2 psf 1901.2 psf 1901.2 psf -----------FOOTING DESIGN------------- f'c Fy Rebar CL Clear to Soil Min. Steel% = 3000 psi 'm' = Fy /(.85f'c) · = 60000 psi Vn:1 ... ~(f'c)" .5 = -3.5 in Vn:2 ... 4{f1c)· .5 = 0.0000 = 23.5,3 = 109.54 psi = 219.1 psi FACTORED SHEAR FORCES---------- AC! 9.,1 AC! 9-2 ACI 9-3 Vn * Phi 27.31psi 15.89psi 5.66 psi 3.29 psi 5,66 psi 3.29 psi 6.55 psi 3.80 psi 93.1 psi 186.2 psi 1 .5 :1 Bottom 2529.2 psf 2112.5 psf 13ottom 3665.8 psf 2218.1 psf 1901.2 psf Two-Way Shear One-Way: Vu @ Left One-Way: Vu @ Right = One-Way: Vu @ Top = One-Way: Vu @ Bottom = 6.55 psi 3.80 psi 13.62 psi 2.82 psi 2.82 psi 3.26 psi 3.26 psi 186.23 psi 93.11 psi 93.n psi 93.11 psi 93.11 psi FACTORED MOMENTS---------.-.,..-,. ACI 9-1 ACI 9-2 AC! 9-3 Ru 19.5 psi 19.5 psi 21.2 psi 21.2 psi ·A1d{eq'd 0.138 in2/ft 0.138 in2/ft 0.1.50 in.2/ft 0.150 in2/ft e-t-/G-c-t:.. S'/,f~ [t,)r-n<.,.. 11.£)µ;::; Mu/Phi @ Left Mu/Phi @ Right Mu/Phi@Top Mu/Phi @ Bottom = 13.7 k•ft 8.0 k•ft 6.8 Jc .. ft. 13.7 k-ft s.o k·ft 6.8 k-ft = 14.9 ~-ft 8. 7 k-ft 7,4 k-ft = 14.9 k-ft 8.7 k-ft 7.4 k-ft SERVICE LOAD OVfRTURN!NG STABILITY----,-------- Factor of Safety : Y -.Y AXIS Factor of Safety : X -X AXIS :; Static --None-- -None-- Short Term ·-None-- ·-None- V4.4D (c) 1983-96 ENERCALC .GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I . ..-:-.. _._.l ,~J I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax GENERAL FOOTING DESIGN JOIST GIRDER AT J.1 · LEGOLAND 96240 MAGIC THEATER iMB FOOTINGS Date: 08/29/97 Page: /:;..7f- DESIGN DATA AXIAL LOAQS DIMENSIONS----- Allow. Soil Pressure = 2500.0 psf Dead Load ... Short Term Increase = 1.33 ·Live .Load Base Pedistal Height = O.OO·in Short Term Load Seismic Zone = 0 ... Ecc. Along X-X Axis Overburden Weight 0.00 psf .-.. Ecc. Along Y-Y Axis Live &. Short Term Loads Don't Act i;ogether Concrete Weight = 145 .01 pcf = 86.10 k 18.0 k o.o k 0.00 in O.OOin- -Y-Y AXIS ROTATION FORCES .... Pressures@ Left/Right X-X AXIS ROTATION FORCES - Moment: DL = 0.0 k-ft LL = 0.0 k-ft Short Term 0.0 k-ft Shear: DL = 0.00 k LL 0.00 k Short Term = o.ook .... Pressures @ Top/Bot Moment; DL LL Short Term Shear: DL . LL Short Term = = = = = O.Ok-ft 0.0 k-ft 0.0 k-ft 0.00 k 0.00 k 0.00 k SUMMARY Soil Pressure D+L D+·L+ST Max Pressure = 2386."2 psf 20·11.2 P.Sf Mu/Phi Allowable Pressure = 2500.0:psf 3325.0 psf Vu:1 Way Width Along X-X Axis = Length Along Y-Y Axis Thickness = Column Dim. Along X-X Axis = Column Dim. Along Y-Y Axis = -Moments & Shears------ Max. Allowable = 51.3 k-ft 4.00 ft 12.00 ft 18.00 in 5.00 in 14.00 in 'X' Ecc. of Resultant 0.0 in 0.0 in 'Y' Ecc. of Resultant = 0.0 in 0.0 in Vu:2 Way Overturning Ratio = 77.7 psi = 98.6 psi = ss9.o :1 93.1 psi. 186.2 psi 1.5 :1 Service Load Pressures .... Left Right DL + LL = 2386.2 psf 2386.2 psf Dead+live+Short Term. = 2011.2 psf 2011.2. psf Factored Load Pressures .... Left Right ACI Eq 9-1 = 3453.2 psf 3453.2 psf ACI Eq 9-2 = 2111.8psf 2111.8 psf ACI Eq 9-3 = 181.0.1 psf 1810.1 psf -----------FOOTING· DESIGN---------..;.-- f'c Fy Rebar CL Clear to Soil Min. Steel% 3000 .psi 'm' = Fy /(.85f'c) = 60000 psi Vn:1 .... 2{f'c)'"" .5 = 3.5 in Vn:2 .... 4(f'c)'"' .5 = 0.0000 23.53 = 109.54 psi 219.1 psi FACTORED SHEAR FORCES--------- ACI 9-1 ACI 9,2 . Vn" Phi Two-Way Shear = 98;61 psi 58.98 psi One-Way: Vu @ Left = 10.32 psi 6. 17 psi 10.32 psi 6.17 psi 77.69 psi 46.49 psi Top Bottom 2386.2 psf 2386.2 psf 2011.2 psf 2011.2 psf Top Bottom 3453.2 psf 3463.2 psf 2111.8 psf 2111.8 psf 1810.1 psf 1810.1 psf One-Way: Vu @ Right = One-Way: Vu @ Top = One-Way: Vu @ Bottom = 77 .69 psi 46.49 psi ACI 9-3 50.56 psi 5.29 psi 5.29 psi 39.85 psi 39.85 psi 186;23 psi 93. 11 psi 93.11 psi 93.11 psi 93.11 psi FACTORED MOMENTS--,,------------ ACI 9-1 ACI 9'-2 ACI 9-3 Ru 26.7 psi 26.7 psi 244.1 psi 2M-.1 psi As Req'd 0.104 in2/ft 0.104 in2/ft 0.746 in2/ft 0.746 in2/ft CH G-c.J'-<;;If e-A? 1t,JAv._ 1Z-e:J ,rr . Mu/Phi @ Left Mu/Phi@ Right Mu/Phi @Top Mu/Phi @ Bottom = 5.6 k-ft 3.4 k·.ft 2.9 k-ft = ?,6 k-ft 3.4 k-ft 2.9 k-ft = 51.3 k-ft 30.7 k-ft 26.3 k-ft = 51.3 k-ft 30.7 k-ft 26.3 k-ft SERVICE LOAD OVERTURNING STABILITY----...,..,..,..--- Factor of Safety : Y -Y AXIS Factor of Safety : X -X AXIS ::::; Static --None- --N'one- Short Term --None-- ·-None- V 4.4D (c) H383-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I ~.-:-.... . . •, . } I I I I I I I I,_,.'._:>\ ·-.::·:_)} I I I I I I I .... , 1··--~j_) I MARTIN &. DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 LEGOL_AND DUPLO_ VILLAGE 96240 (619) 497-2118 (619) 497-0429 fax COMBINED FOOTING DESIGN NORTH END OF TRUSS DESIGN DATA Allowable Soil Pressure = 2500.0 psf Short Term Factor = 1.33 Seismic Zone "' 0 Live Does Not Combine With Short Term f' c : Concrete = 3009 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145\pcf Overburden Dead Wt. = o;o ·psf Min. As % = 0.0000 Column Size ... #1 = 4.0in #2 = 4.0in ... Base Height #1 = O.Oin #2 = O.Oin Rebar Cl to Soil Dist. = 3.50 in APPLIED LOADS ---- At Col #1: Axi~I Shear Moment Dead = 15.30 k 0.0 k 0.0 k-ft Live = 2.10 k. 0.0 k 0.0 k-ft Shrt Trm = 0.00 k 0.0 k O.b k~ft At Col #2: Axial Shear Moment Dead = 29.7 k 0.0 k 0.0 k.:.ft Live = 7.1 k 0.0 k 0.0 k-ft Shrt Trm = 0.00 k 0,0 k 0.0 k-ft: DIMENSION~ ------- Ftg Dist left of Col #1 = Distance Betw&en <;:olumns= Ftg Dist right of Col #2 = Total Footing Length = Footing Width = Footing Thickness Y4.4D {c) 1983-96 ENERCALC 2.50 ft 2.50 ft 3,00 ft 8.00 ft 4.00 ft 1s.oo· in Left S.P.: Static D+L Short O+L+S Right S.P.: Static D+L Short D+L+S MAG.IC THEATER TMB Date: 08/29/9.7 Page: f::-7 5 SUMMARY------------- Service Allow = 1660.5 psf 2500.0 psf = 1465.5 psf 3325.0 psf = 2162.0 psf 2soo~o psf = 1782.0 psf 3325.0 psf ACt Factored 9-1 = 2399.6 psf 9-2 = 1538.8 psf 9-3 = 1319.0 psf 9-1 = 3124.4 psf 9-2 = 1871.1 psf 9.3 ---1 603 .8 psf Resultant Eco.: Static = 0. 17 ft Stability Short Term -0.13 tt Ratio = 999.00 :1 ...... Col #1...... ...Between... .. .... Col #2 ....... Ru/Phf As Ru/Phi As Ru/Phi As Mu from ACI 9°1 -31.2 psi 0.12 in2/ft 59.6 psi 0.23 in2/ft 57.4 psi 0.22 in2/ft ACI 9-2 = 19.3 psi 0.07 in2/ft 33.1 psi 0.13 in2/ft 33.7 psi 0.13 in2/ft ACt 9-3 = 16.~ psi 0,06 in2/ft 30.1 psi 0.12 in2/ft 28.9 psi 0.11 in2/ft As(in2/ft/ft of width), :negative-> As @ top of footing Mu @ column # 1 Mu btWn columns Mu @ column. # 2 One-Way Shears .... Allow.: Vn=2(f'c· .5). Actual: Yu / .85 ... Left of Column #1. Between Columns Right of Column #2 Two-Way Shears .. ,. Allow.:. Vn=4(f'c· .5) Actual @ Column #1 Actual @ Column #J., MOMENT & SHEAR FORCE SUMMARY---------- ACI 9-1 ACI 9-2 ACI 9-3 == 5.90 k-ft = H.27 k-ft == 10.85 k-ft ::::: 109.54 psi = 16.32 psi = 0.00 psi = 30.17 psi = 219.09 psi = 21.35 psi :=; 52.01 psi 3.66 k-ft 6.27 k-ft 6.38 k-ft 109.54 psi 10.15 psi 0.00 psi 17.68 psi 219.09 psi 13.93 psi 30.16 psi 3.13 k-ft 5.70 k-ft 5.47 k-ft 109.54 psi 8.70 psi 0.00 psi 15.15 psi 219.09 psi 13.62 psi 25.85 psi GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I ~ -.--..\ .. ·.i MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 JOB SHEET NO. CALCULATED BY CHECKED BY t/4 (J::,o 44-1 ... xo . Jc.. 7(p OF --th DATE 8·1 ;.q, pvJ DATE Fax (619) 497-0429 SCALE ~m_ .. _4:cP_. _I_C._7~1-+£~·~-· ~7i_c_;n.. __ -~P_2._., ___ o~----- J:.-; D t-+t-<-C e-od) IJA:il-ad-~/2--t P/'b) .q;f' /'("'.-"$~ =-,t,.,.6.-;,o /SF f\ I Pt?f?F ~vu..l , I \ -:::: I ~ U I ll /Z e--r. .µ..1 ::--~,.,,. $ -f IP -:: c;;. ,_ I ' /C,'2,."# /1 ct ~ t?, S~ Ai:1', ?,BiE'i:,S, ::: 'YSfe-P f~$111e = 9-S(;) ?c:.-r- -' -I rrq 'rJi ; :: ~ I " i I \ ~ -1 f-P"F · lPA'II-· Pr,L..;. \p.i:;,t,>+ qr; (iii..) ::: 2/'?i::> ft.F (Z-,:;,:;;>p pvt.. -=-4-'7-c? f t.f e=-~ -t= ,11 f+/3:CL, "?/l/Z-?~&£ : /Pof~ I wz '4r r:q JI -== I 7r:? f5F ,:,,J :2 ff--PJ, kf!;Nt:::' c~/r;,-) ' s T ct--1. C CM,e ~ CVl.:·-1) ' I Frn. 'tK-"?-, o 1 ~0 sc,;fZ.cf-!;Af~C&:7E. l 4?id-p7J.-r /~r.-(7 ~/..,)$"/r,:...r,l(.,.7ic,,..Jc..,tsE / ~: C-otv!Pv'T~ trJ1 PrJ1 <Sf-=-1260 f'?F ~ ~Df"bF 0f/... ~; --# 5 t:1...,.1-, I '2-11 C>. C , Ve-,z.-r. 4-~ 8 >t-, L ~ oeep PT& 1 A.) IC, 11 i,,J kf,(... · (. J e 7. s": a>NSE12-WcT/ VG) I 0/ #6 tt<:f 11-11-c>c-Tct :/::-50f ~ '?, ~ ve-12.:r v/LJ.J11-.1&-.,:'· ·1.,, 7 8 '> I. ,s t:>£..- F, <$, ~/,,,1-P/fo.J&-:-=. /, 1 / ·:, /, 5 p~ Po1.-t Pu._ .--t<S '-'t"<-c.++-A-,Q..a;, f;, I'~: C,t;;?rnpur~ OviPtlT F.Cb, N~r,,1e.1J11Jv;. 3.2,4 1/,'=> r. $. '?I.A I:/ I t0 C, '=-Z.? /·-;, I. S- IN~ Jt .. f!?u:>F. C?~ PPL+ StJt2-C-ftA(U:PS + t,,.A-7~-tkL LoAo @/i:f· . . r~: Corn f>(,.)r·~ OtJTh . .rT ~f -=-"lZ.7rP pt:;;r,:.. Uoo(/11?;) .I':~'?½ &!J- F. ~, p/7-=., t, f?~-?1, 6 (;I_J.t. F,C;.,,:}5-:llOJf,,)~ ::::.-;2,i;,4-7/,5 ~.;_IL N~ (2.,(!:,,µp-P}-·l<j I ...__ -._ -,-,-.. -. -"-,,-. -, -.. -.-. -, -= -~-sc---,.-,.---. -~ -.,.-" .... ;.,-_ -"-.. -.---~ -.,.-~-,,-. _N ____ ---, -a-,.-., -_ .,..._ ~-,-, -, -., -~----~ -. -<-,-. · -~ --.,-.-, ..... --= ---,.-&--'. I I I I I I I I I I I I I I ._::.·::') ,~ I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400- San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax CANTILEVERED RETAINING WALL OESIGN CASE I, WALL AT GRID 8 WALL & FOOTING DATA Retained Height = -6.08 ft Wall Ht. above Soil = 0.17 ft Toe Width .1.67 ft Heel Width = 3.0.0 ft Total Footing Width Footing Thickness = Key Depth = Key Width = Toe to Key Dist. = 4.67 ft 18.0Q in o.od,i~ 0.00 in 0.00 ft SLIDING CHECK---- Ftg/Soil Friction Soil to Neglect = 0.35 4.00 in 1247 # Lateral Pressure = -Passive Pressure = 933 # 1202 ti 0.0 # -Friction = Add'I Force Required SUMMARY Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @ Toe = 1282.8 psf 187.7 psf 2500 psf 6.96 in 3.39 psj VERTICAL LOADS Axial DL on Stem Axial DL on Stem .... Eccentricity Surcharge over Toe Surcharge over Heel = = SOIL DATA Allowable Bearing Active Lateral ..... Max Press. ..... Slope Press; Backfill Slope Passive Pres11. Soil Density Soil Ht over Toe Soil Press. Mutt. By ACI Eq 9-1 Mu-Upward Mu-Downward· Mu-Design One'iWay Shear: = Toe -1796 = 2250 618 = 1631 LEGOLAIIID 96240 MAGIC THEATER TMB RETAINING WALLS [?ate: 08/14/97 Page: ~77 LATERALLOADS---- 0 plf 0 plf 1.00 in 0.0.psf 100.0 psf 2500 psf 35.0 pcf 0.0 pcf 0,0,pcf 0.0 :1 350.0 pcf 110.0 pcf 10.00 in Later~I Load Acting on Stem Above Soil Add'I Lateral Load Dist to Load Start Dist to Load End = 0.00 psf 0.00 plf 0.00 ft 0.00 ft ADJACENT FOOTING---- Vertical Load Load Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. ... Above/Below:[+/-] Spread Footing ? 0.0 # 0.00 in 0.00 ft 0.00 ft 0.0 ft Yes FOOTING DESIGN------'--------- Heel ~63 psf 0 ft-# 3266 ft-# -3266 ft-# f'c Fy Min. As Percent Omit SP Uhder Heel = ? 3000 psi 60000 psi 0.0012 Yes Max. Shear @ Heel. Allow. Ftg Shear Factors of Safety: -4.6? psi = S3.11 psi Actual = 3.4 ··4.6 psi #4@ #5@ #6@ #7@ #8@ #9@ Toe 11.49 17.82 25.29 34.48 45.40 48.00 Heel 10.75 in o/c 16.67 in o/c 23.66 in o/c 32.26 in o/c 42.47 'in o/c 48.00 in o/c Overturning Sliding 2.7i3' :1 1.71 :1 Allowable 93.1 93.1 psi Cover over Rebar = 3.50 2.50 in 'd' = · 14.!?0 15.50 in Ru= Mu/bd"2 8.6 · 1_5.l psi ---------~----SUMMARY OF FORCES & MOMENTS-------------- Origin of Force ... Active Soil Press. Soil over Heel Soil over Toe Sloped Soil @ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe, Axial Load on Wall Load @ Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight Vertical Compon~nt Overturning Moments # ft = 1246.7 2.77 O 0 = -95.3 0.78 = 0 0 = 0.0 0.00 = 0 0 = o.o 0.00 = 0 0 = 0.0 0.00 = 0 0 = O.Q 0.00 = 0 0 0 of Active Pressure= 0 0 0 Totals = 1151.4 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) V4.4D {c) 1983-96 ENERCALC ft-# 3454.6 0 -74.1 0 o.o 0 0.0 0 0.0 0 0.0 0 Q 0 3380.5 ft-# # 0 1449.1 153. 1 0.0 0.0 O;O 0.0 0.0 0 780.9 0 1050.7 0;0 o.o 3433.8 # '3433.8 # Resisting Moments----- ft 0 3.59 0.84 0.00 0.00 0.00 0.00 0.00 0 2.09 0 2.34 0.00 0.00 ft-# 0 5197.3 127.8 0.0 0.0 0.0 0.0 0.0 0 1629.4 0 2453.5 0.0 0.0 9408.1 ft-# 9408.1 ft-# (continued on next page .... ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I_-~ I I I I I I I I I I I I I I .:.·.· .. lo I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax CANTILEVERED RETAINING WALL DESIGN CASE I, WALL AT GRID 8 ( ••••• continued) STEM SUMMARY---- Top Stem: From 6.00 ft to Top of Wall 1 O.OOin Concrete w/ # 5 @ i 2".00in, d = 7 .50in f'c= 3000.0psi, Fy= 60000.0j:>si Wall Wt.= 125.00psf, Bar Embed:::l; 12.0in Mu = 0.2 < = Mn = 10037.3tt-¼1 Vu = 0.00 < = Vn = 93.11 psi Interaction Value = 0.000 Second Stem From 5.00ft to 6.00ft 10.00in Concrete w/ # 5@ 12.00in, d= 7.50in f'c= 3000.0psi, Fy='= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 41.3 <=Mn = 10037.3ft-# Vu= 0.32 <= Vn = 93.1'1psi Interaction Value = 0.004 Third Stem From 4.00ft to 5.00ft 10.00in Concrete w/ # 5@ 12.00in, d= 7.50in f'c = 3000.0psi, Fy = 60000.0psi · Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 195.9 < = Mn = 10037 .3ft-# Vu= 1.50 <= Vn = 93.11psi Interaction Value = 0.020 Fourth Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 5-@ 12.00in, d= 7.50in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 1084.0 < = Mn = 10037 .3ft-# Vu= 5.84 <= Vn = 93.11psi Interaction Value = 0.108 Bottom Stem From 0.00ft to 2.00ft 1 O.OOin Concrete w/ # 5 @ 12.00in, d = 7 .50in f'c= 3000.0psi, Fy= 60000;0psi Wall Wt.= 125.00psf; Bar Embed= 6.0in Mu = 3134.6 < = Mn = 10037;3ft-# Vu= 12.81 <= Vn = 93.11psi Interaction Value = 0.312 V4.4D (c) 1983-96 ENERCALC LEGOLAND 96240 MAGiC THEATER TMB RETAiNING WALLS Date: 08/14/97 Ow Page: t7~ GEORGE'R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax CANTILEVERED RETAINING WALL DESIGN CASE II, WALL AT GRID~ ' \ WALL & FOOTING DATA Retained Height = 6.08 ft VERTICAL LOADS Axial DL on Stem Wall Ht. above Soil = Q,.,17 ft Axial DL on Stem Toe Width = 1 ,67 ft .... Eccentricity Heel Width 3.00 ft · Surcharge over Toe Total Footing Width = 4.67 ft Surcharge over Heel Footing Thickness = 18.0Q in Key Depth = 0.00\ in LEGOLAND 96240 MAGIC THEATER TMB RETAINING WALLS Date: 08/14/97 LATERAL LOADS 2130 plf Lateral Load Acting on 420 pit Stem Above Soil = 1.00 iri · Add'I Lateral Load - 0.0 psf Dist to; Load Start = 100.0 psf Dist to Load End = Page: /L-71 0.00 psf 0.00 plf 0.00 ft 0.00 ft Key Width = ·o.oo in SOIL DATA ADJACENT FOOTING---- Toe to Key Dist.. = .0.00 ft SLIDING CHECK--· --- Ftg/Soil Friction = 0.35 Soil to Neglect = 4.00 in Lateral Pressure = 1247 # -Passive Pressure = 933 # -Friction = 1.947 # Add'( Force Required = 0.0 # SUMMARY Pressure @ Toe = 2071.2 psf Pressure @ Heel 491.4 psf Allowable Press. 2500 psf Ecc. of resultant =· 5.76 in Max. Shear @Toe = 6.34 psi Max. Shear @ Heel = -2.27 psi Allow. Ftg Shear = 93. 11 psi Factors of Safety: Overturning -3.89 :1 Sliding = 2.31 :1 .Allowable Be.aring Active Lateral ..... Max Press. ..... Slope Press. Backfill Slope Pas_sive Press. Soil Density Soil Ht over Toe = = = -~ = ·= = 2500 psf Vertical Load 35.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 350.0 pcf 110.0 pcf 10.00 in Load Eccentricity Footing Width Ftg. ·CL to Waif Vert. Position of Ftg. ... Above/Below:[+/·] Spread. Footing = 0.0 # 0.00 in = 0.00 ft 0.00 ft = 0.0 ft ? Yes FOOTING DESIGN---------,-- Soil Press. Mult. By ACI Eq 9-1 Mu-Upward Mu-Downward Mu-Design One-Way Shear: = = = = Toe 2943 3731 6-18 3113 Heel 698 psf 0 ft-# 3266 ft-# -3266 ft-# Actual = . 6.3 2.3 psi AIJQwable_ = 93.1 93.1 psi -Gover over·Rebar = 3.50 2.50-in 'd' = 14.50 15.50 in Ru= Mu/bd·2 = 16.5 15.-1 psi f'c Fy Min. As Percent Omit SP Under Heel # 4@· #5@ #6@ #7@ #8@ #9@ Toe 11.49 17.~2 25.29 34.48 45.40 48.00 ? Heel 10.75 in o/c 16.67 in-o/c 23.66 in o/c 32·.26 in o/c · 42.47 in o/c 48.00 in o/c 3000 psi 60000 psi 0.0612 Yes ---------------SUMMAtW OF FORCES & MOMENTS--~-----------~ Overturning Moments Origin of Force ... # ft Active -Soil Press. = 1246.7 2.77 Soil over Heel = 0 0 Soil over Toe = -95.3 0.78 Sloped Soil @ Heel = 0 0 Adjacent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 -0.00 Axial Load on Waif 0 0 Load @ Proj. Wall = 0.0 Q.00 Averaged Stem Wts. = 0 0 Added Lateral Load = 0.0 O.OQ Footing Weight 0 0 Key Weight 0 0 Vertical Component of Active Pressure= 0 0 Totals = 1151.4 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Press4re Removed) V4.4D (c) 1983-96 ENERCALC ft-# # 3454.6 0 0 1449.1 -74. 1 153.1 0 0.0 0.0 0.0 0 0.0 0.0 0.0 178 2130.0 0.0 0 0 780~9 0.0 0 0 1050.7 0 o.o 0 0.0 3558.0 ft-# 5563.8 # 5563.8 # Rirsisting Moments----- ft 0 3.59 0.84 0.00 0.00 0.00 0.00 2.09 0 2.09 0 2.34 0.00 0.00 ft-# 0 5197.3 127.8 0.0 0.0 0.0 0.0 4444.6 0 1629.4 0 2453.5 0.0 0.0 13852.7 ft-# 13852.7 ft-# (continued on next page •••• ) GEORGE R. SA\;JNDERS ASSOCIATES, KW060361 I I,-~ >) I I I I I I I I ~--,··: : ·,J t . . ~. ··-2.,.:.,., I I I I I I I ·.-_·::./i 1·~ I MARTIN -& DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 921'08 (619) 497-2118 (619)-497-0429 fax CANTILEVERED RETAINiNG WALL DESIGN CASE II, WALL AT GRID 8 ( ••••• continued) STEM SUMMARY---- Top Stem: From 6.00 ft to Top of Wall 1 O.OOin Concrete w/ # 5 @ 12.00in, d = 7 .50in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed~ 12.0in Mu = 308.2 < = Mn = 10037.3-f\--# Vu= 0.00 <= Vn = 93.11psi Interaction Value = 0;031 Second Stem From 5.00ft to 6.00ft 10.00in Concrete w/ # 5 @ 12.00in, d = 7.50in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 349.3 < = Mn = 1003-7 .3ft-# Vu= 0.32 <= Vn = 93.11psi Interaction Value = 0,035 Third Stem From 4.00ft to 5.00ft 1 O.OOin Concrete w/ # 5 @ 12.00in, d = 7 .50in f'c = 3000.0psi, Fy = 60000.0psi · Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 503.9 < = Mn = 10037.3ft-# Vu= 1.50 <= Vn =;, 93.11psi Interaction Value = 0:050 Fourth Stem From 2.00ft to 4.00ft 1 O.OOin Concrete w/ # 5 @ 12.0bin, d = 7 :SOin f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 1392.0 < = Mn = 1003.7 .3ft-# Vu = 5.84 < = Vn = 93. 11 psi Interaction Value = 0. 139 Bottom Stem From 0.00ft to 2.00ft 10.00in Concrete w/ # 5@ 12.00in, d= 7.50in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125,00psf, Bar E:mbed = 6.0in Mu = 3442.6 < = Mn = 10037 .3ft-# Vu= 12.81 <= Vn = 93.11psi Interaction Value = 0.343 V4.4D (c) 1983~96 ENERCALC LEGOLAND 96240 MAGIC THEATER TMB RETAINING WALLS Date: 08/14/97 Page: k:-B,o GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I<:· :-·:. _:) I I I I I I I I I I I I I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax CANTILEVERED RETAINING WALL DESIGN CASE Ill, WALL AT GRID 8 WALL & FOOTING DATA Retained Height = 6.08 ft Wall Ht. above Soil -· 0.17 ft Toe Width Heel Width = Total Footing Width = 1.67 ft 3.00 ft 4.67 ft Footing Thickness = 18.00 in I• o.oo,m Key Depth Key Width = 0.00 in 0.00 ft Toe to Key Dist. = SLIDING CHECK---- Ftg/Soil Friction = 0.35 Soil to Neglect = 4.00 _in Lateral Pressure = 1409 # -Passive Pressure = 933 # -Friction = 1947 # Add'I Force Required = 0.0 # SUMMARY = 2274.8 psf = 107.9 psf = 2500 psf = 8.49-in = 6.88 psi VERTICAL LOADS Axial DL on Stem Axial DL on Stem ... -.€ccentricity Surcharge over Toe Surcharge over Heel SOIL DATA Allowable Bearing Active Lateral •..•• Max Press. ..... Slope Press. Backfill Slope Passive Press. Soil Density Soil· Ht over Toe Soil Press. Mult. ByACI Eq 9-1 Mu-Upward Mu-i;>ownward M1,1-Design One-Way Shear: Toe = 3185 = 3937 618 = 3319 LEGOLAND 96240 MAGIC THEATER TMB. RETAINING WALLS Date: Q8/14/97 /)u Page: /L&,/ LATERALLOAD$----- 2130 plf 0 pff 1.00 in 0.0 psf 100.0 psf 2500 psf 35.0 pcf 0.0 pcf 0.0 pcf 0.0 :1 350.0 pcf 110.0 pcf 10.00 in Lateral ·t:.oad Acting on Stem Above Soil Ade!'! Lateral Load Dist to Load Start Dist.to· Load End 970.00 psf 0.00 plf 0.00 ft 0.00 ft ADJACENT FOOTING---- Vertical Load Load Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. ... Above/Below:[+/-] Spread Footing ? 0.0 # 0.00 in 0.00 ft 0.00 ft 0.0 ft Yes FOOTING DESIGN------------- Heel 151 psf 0 ft-# 3266 ft-# -3266 ft-# f'c Fy Min. As Percent Omit SP Under Heel ? 3000 psi 60000 psi 0.0012 Yes Pressure @ Toe Pressure @ Heel Allowable Press. Ecc. of resultant Max. Shear @Toe Max. Shear @ Heef- Allow. Ftg Shear Factors of Safety: -4.50 psi = 93.1 ·l psi Actual -6.9 4.5 psi #4@ # '5@ #6@ #7@ #8@ #9@ Toe 11.49 17.82 25.29 34.48 45.40 48.00 Heel 10.75 in o/c 16.67 in o/c 23.66 in o/c· 32.26 in o/c 42.47 in o/c 48.00 in o/c Overturning Sliding = 2.89 :1 = 2.04' :1 Allowable 93, 1 93.1 psi Cover over Rebar = 3;50 2.50 in 'd' = 14.50 15.50 in Ru= Mu/bd"2 = 17,5 15.1 psi --------------·SUMMARY OF FORCES & MOMENTS-------------- Overtu'rning Moments Resisting Moments Origin of Force •.• # ft ft,# # ft ft-# Active Soil Press. · = 1246.7 2.77 3454.6 0 0 0 Soil over Heel 0 0 0 1449.1 3.59 5197.3 Soil over Toe = -95.3 0.78 -74.1 153. 1 0.84 127.8 Sloped Soil @ Heel .... 0 0 0 0.0 0.00 0.0 Adjacent Ftg. Load = 0.0 0.00 0.0 0.0 0.00 0.0 Surcharge Over Heel = 0 0 0 0.0 0.00 0.0 Surcharge over Toe 0.0 0.00 0.0 0.0 0.00 0.0 Axial Load on Wall = 0 0 178 2130.0 2.09 4444.6 Load @ Proj. Wall 162.0 7.66 1241.4 0 0 0 Averaged Stem Wts. = 0 0 0 78.0:9 2.09 1629.4 Added Lateral Load = 0.0 0.00 0.0 0 0 0 Footing Weight = 0 0 0 1050:1 2.34 2453.5 Key Weight a 0 0 0.0 0.00 0.0 Vertical Component of Active -Pressure= 0 0 a 0.0 0.00 0.0 Totals = 1313.4 # 4799.4 ft-# 5563.8 # 13852.7 ft-# Resisting Totals Used For Soil Pressure 5563.8 # 13852.7 ft-# (Vert. Component of Active Pressure Removed) (continued on next page •••• ) V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I 1.-~ .. ·\ I I I I I I I I I I I I I I ... · .. ) I--~ I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite "400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax CANTILEVERED RETAINING. WALL DESIGN CASE Ill, WALL AT GRID 8 { ..... continued) STEM SUMMARY--,--"--'-- Top Stem: From (>.00 ft to Top of Wall 10.00in Concrete w/ # 5 @ 12.00in, d = 7.50ln f'c= 3000.0psi, Fy= 60000.0psi . Wall Wt.= 125.00psf, Bar Embed =i; 1.2.0in Mu = 293.7 < = Mn = 10037.3ft,-# Vu= 2.79 <= Vn = 93.11psi Interaction Value = ().029 Second Stem From 5.00ft to ·6.00ft 10.00in Concrete w/ # 5@ 12.00in, d= 7.50ih f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 610.2 < = Mn = 10037.3ft-f Vu = 3.11 < = Vn = 93.11 psi Interaction Value = 0.061· Third Stem From 4.00ft to 5.00ft 10.00in Concrete w/# 5@ 1"2.00in, d= 7.50in f'c = 3000.0psi, Fy= 60000.0psi · Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 1040.2 < = Mn = 10037.3ft-# Vu = 4.29 < = Vn = 93.11 psi· - Interaction Value = 0.104 Fourth Stem From 2.06ft to 4.00ft 10.00in Concrete w/ # 5@ 12.00in, d= 7.50in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu = 2479.1 < = Mn = 10037 .3ft-# Vu= 8.63 <= Vn = 93.11psi Interaction Value = 0.247 Bottom Stem From 0.90ft to 2.00ft 10.00in Concrete w/ # 5@ 12.00i'n, d= 7.S0in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, 13ar Embed= 6.0in Mu = 5080.5 < = Mn = 10037 .3ft-# Vu = 15.60 < = Vn = 93.11 psi Interaction Value = 0.506 V4.4D (c) 1983-96 ENERCALC LEGOLAND 96240 MAGIC THEATER TMB RETAINING WALLS Date: 08/1.4/9.7 Page: k-.tn- GEORGE R. 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