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1 LEGOLAND DR; STRUCT; CB972027; Permit (3)
,. 1· 1· 1· I 1- 1 I I I I I I I I I I i 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 STRUCTURAL CALCULATIONS FOR Legoland 'Ca:rlsbad (M&D PROJECT NO. 960240.00) Funtown Cluster (IGMP #,2 Pa;c-kage) Volume 1 Sections A-C Architect of Record: Hell math Obata & Kassabaum For Building, Department Plan Check Submittal July 21, 1997 \~ \ . ) ~q,.10~7 l "-' ~o W,. De-_ se~ tieo-t 4 i671U.J~ e --~------- )_ I ,I I 'I, :1 ,·1 I I, ,-,1 I I 1- 1. ·I -1: I ·I .I SUBJECT GENERAL PARKWIDE STRUCTURES MARCHE COMPLEX INDEX BRICK BROTHERS/EXPLORERS INSTITUTE NORTH COMPLEX MINI-DRIVING SCHOOL, DRIVING SCHOOL and HELICOPTER RIDE MAINTENANCE BUILDINGS BOATING SCHOOL MAINTENANCE BUILDING BOAT,ING SCHOOL STORAGE BUILDING FOOD CART MAINTENANCE BUILDING NORTH FOOD STAND SOUTH FOOD STAND PLAY PAVILION HELICOPTER RIDE SHADE STRUCTURE DRIVING SCHOOL MINI-DRIVING SCHOOL CANOPY BOATING SCHOOL ENTRY SHADE STRUCTURE BIRTHDAY TENT FUNTOWN SECTION A B C D E .F G H J K L. M N 0 p I I I I I I I I I I I I I I I I I I I SECTION A GENERAL PARKWIDE STUCiURES SUBJECT STEEL STUD BEARING WALLS: Material Data Typical Exterior Studs Typical Interior Studs Headers at Openings Jambs at Openings Roof Ledgers INDEX 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 __ .. : .. _ 's) I ···ti, I I I I I I . ·:•. Cl) C ca 0: UI j .5 I a: • I {fl) I I I I I I I~-~-.. _._.:~a:\=: I-·¼:-::~::·: . . ' : ... ICBO Evaluation Service, Inc. 5360 WORKMAN MILL ROAD • WHITTIER, C,\LIFORNIA 90601-2299 · Filing Category: DESIGN-Steel (038) STEEL STUD PARTITION AND JOIST SYSTEMS ANGELES METAL SYSTEMS 4817 EAST SHEILA STREET LOS ANGELES, CALIFORNIA 90040 i: Subject Steel Stud. Partition and Joist Systems. II. Description: A. General: The stee(studs and joists are punched and roll formed in various depths, with the~f ollowing minimum base metal thicknesses used in design: · Member Type and/or Gage No. 26 No.25 No.24 No.22 No.20 No. 18 No.16 No. 14 No. 12 No.10 Minimum Design Thickness (Inches) (mm) 0.0172 0.4369 0.0188 · tuns 0.0219 0.5563 0.0283 0.7188 0.0346 0.8788 0.0451 1.1455 0.0566 1.4376 0.0713 1.8110 0.1017 2.5832 0.1285 3.2639 Steel sections are formed from steel having a minimum 33,000 psi (228 MPa) yield point (ASTM A 653 Grade 33 or ASTM A 570-79 Grade 33) for thicknesses of 0.0172 inch (0.4369 mm) through 0.0451 inch (1.1455 mm) (No. 18 gage) and minimum 50,000 psi (345 MPa) yield point (ASTM A 653 Grade 50 or ASTM A 570-79 Grade 50) for thicknesses of 0.0566 Inch (1.4376 mm) (No. 16 gage) through 0.1285 inch. (3.2639 mm) (No. 10 gage). Gah,canized coating complies with ASTM A 525-79. Sectiondes- ignations, properties and dimensions, including web punchout dimen- sions and spacing are set forth 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, membertype and web depth, as noted in Figure 1 of this report. Maximum web crippling and concentrated loads are noted in Table 9. B. Nonbearlng Partition Heights EC, SS, HOS, XHD, XXHD 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 brittle 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-bearing Wall Studs HDS, XHD and XXHD Series: Allow- able axial loads and allowable combined axialand 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 board attached to both sides in accordance-with Chapter 12, DivisionV, (D4.3) are noted in Table 6. I\ \ 't Report No.1715P . Reissued May 1, 1996 D. Joists XHD, HDJ~ FJ and XFJ Serles: Allowable span lengths for simple-span joists having various spacings, dead and liveloading 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. Fire-resistive Construction: Studs, track and joist sections may be used in fire-resistive construction where generically indicated in Table 7-B of the Uniform Bullding Code or in generic assemblies in the Fire Resis- tance Design Manual, 13th edition, as published by the Gypsum Associa- tion. Stud types, minimum depth and steel thickness shall be consistent with those gescribed therein. F. Tables and Details: The booklet entitled "Angeles Metal Systems," dated April, 1995, ·is distributed with this report. The following tables and detail sheets are part of this report: Table Items Page No. 1 Structural Properties of Studs, Joists 3 and Track. 2 Allowable Nonbearing Partition Heights, 12 In Feet, with Flexible Finish (lJ120). 3 Allowable Nonbearing Partition Heights, 16 in Feet, with Brittle Finish (LJ240) • 4 Allowable Nonbearing Partition Heights, 20 in Feet, with Brittle Finish (lJ360). 5 Allowable Axial Load Bearing Studs 24 6 Allowable Axial Load Bearing Studs with 42 Minimum %-inch (9.5 mm) Gypsum · Board 7 Allowable Span Lengths (Feet) for Pur-44 tins and Joists, Simple Span, (for Total Load) Based on Flexure. 8 Allowable Spans (Feet) for Purlins and Joists, Simple Span, (for live Load) 46 Based on Deflection 9 Allowable Concentrated Loads (Single 49 Member) Detail Sheet Items Covered Page No. 1 Web Stiffeners for Studs and Joists 52 2 Lateral Bracing Details 52 G. 1.dentlflcatlon: Each stud, joist and track is identified with the manufa~urer's ilam~ (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 im;hes (610 mm) on center. Ill. Evidence Submitted: Descriptive details, allowable spans and cal- culations in.accordance with Acceptance Criteria for Steel Studs, Joists a~g Tracks dated January 1994. ENlulllion reports of /CBO Evaluation Sen,ict, Inc., on issued solt/J lo provide inform/Ilion lo C/au A mtmben of JCBO, utilizing the code upon wl,icl, the report is based. ENl11otion reports are not lo be construed as representing anthttics or any olherattributn not specifically addressed nor as an endorsement or recommen- dation /or mt oflht subject report. This rqort is based upon independent tnls or other technical doJo submitted bJ tht applkant. Tht ICBO Evaluation Service, Inc., _technical &taff has rnicwtd tht . ltst mu/ts and/or other data, but don not possess tcstjacilitin to make on independent Hriftclllion. The.re is no wa"anl] bJ JCBO E11a/uotion Scnice, Inc., uprns or implied, os to anJ "Finding" or otherllllltltr in the report or11s to anJ product covtred bJ tht nport. This disclaimer includes, but is not limited lo, merclumtobililJ. PagJ 1 of2 ' }. ·-~-:-::-~·:-· ~;.~.~~ .~: : .. "':.·~··;':~--··. -: . ~ ... ~--~~~~~---· ·-.. : ...... ~-:-·;.-."';"" ·--~-..... -...... ~ .. -~-.... :-••.-;-.-~-" ... ·---~-------------------··· ..... ·----.. :_. . ., .. I Ai..:. WAFER HEAD / i I ... <70-l((Ji For metal to metal framing connections when drywall, plywood and other similar wall materials are.used on metal studs and joists. Metal thickness-25. 22 and 20gauge. '\ I I I I I I \ \ I\ \ \ '' BUGLE HEAD For drywall attc!chment to metal studs and joist. Also used for attaching cabinets through gypsum board and insulation board: Metal thickness -25,22 and 20 gauge. _..-·-· HEX HEAD-SELF DRILLING WITH NEOPRENE WASHER For fastening sheet metal to metal.studs; joists and purlins where water tight seal is necessary. M~tal thickness -20, 18, 16 and 14 gauge. BUGLE HEAD-SELF DRILLING For drywall attachment to metal studs arid 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 F9rmetal to metal framing connections when drywall, plywood arid other similar. wall materials are used on metal studs and joists. Metal thickness -20, 18, 16 and 14 gauge. I .•72\ '.\.:·.-·:}) lt'~~- 1~ HEX HEAD-SELF DRILLING I 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. I I I I I L Steel Gauge Thickness 25 22 20 ' 18 16 14 12 Min. Sp&cin9 of ScrewJ c. lo c. ·"I' [dgt Dist -5 .:: N ::: .,. u .:: .. ;::; SUGGESTED DESIGN LOADS FOR SCREW CONNECTIONS (pounds) SCREII SIZE .. . . No. 12-14 No. 10-16 No ••• ,. No, 6-SlZ IT•.153") (T•.125")' (T•.125") (T•.106") TYPE Of LOA0I NG Shur· Pullout Mlli Shur Pullout Min Shur Pullout Min Shur Pu11out or [d9e or Edge or Edge or lt1rln9 Dist 1e:ar1,., -Dht lurln9 Dl_st luring --. --33 137 37 .,. .,. .,. Z02, ., ! 194 73 u, 18' 5Z . -! ·· .:: N .. 256 114 s ' 257 )]4 ::: 260 ,s --230 as . ... 453' 184 05· 175 342 153 z,z 135 540 252 .,. 501 238 .,. 362 203 .,. 320 113 .! u 1 .,:: 657 354 517 335 .. 405 306 .. -z,z -662 544 ;:.-::: 383 ::: -447 --350 -.-.... .. '116 incll 1/Z Inell 3/1 1ncll · 5/16 1nch '~';:~ Ood ..-..... blos"'"' o> _:~"""' ... a ..re,y fEW.ot3.D. T ... d,t, """"''"'" .. ..:. """"''''"""' 0,. ....,,.,., Buildexl · 2. When connecting materials-of different gauge. use loads s~ for the lighter ga~e. 3. Steel gauge thicknesses 25, 22. 20 and 18-Fy a 33ksi · · 16. 14,& 12-Fy•50ksi . . ~;;:,:.,,,:-~): .,:.-.. ~~~: .,:-.. ,-.: ••--,\(~:~= . .,•~ :.~··· ... :. ~:~'-::_•:,.,:;'.:'': · •. •,• />;},g:l• .;,;;z ;•: ~•'• ____ -.-:_~--,.I~--. -:._\:~_ .. _~.• ~:::.:·,_: __ ··-==- 29 A?:i·~ I TABLE I: STRUCTURAL PROPERTIES OF S'TUDS, JOISfS, AND TRACK (CONTINUED) I I I I I I I I ~ ~-\::-~:·1 ·.:.:-~. MEMBER oiiGNATION \ . , .. .. 20HDSl51 20HDS250 20HDS350 20HDS35S I .--7 .,~ .~OHDS400 ·\::.-:1 :,;:_: •. ;_; HDS.550 :,::, 20HOS600 I 1&HDS250 l&HDS350 l&HDS35S I l&HDS400 l&IIDSS50 -4 l&IIDS600 I I I I .. .. . 1 au DS1100 16HDS250 16HDS3SO 16HDS351 16HDS400 16HDS550 16HD5600 16HDS&OO 16HDSIOOO 14HDS250 14HI)S3SO 14HDS35a 14HDS400 ::.,. ~4HDSS50 :_:/·HD5600 l4HDS800 I":: 14HDSIOOO MINIMUM WEIGHT D1?5JGN (lbl/(1) nuao-rass (mcb .. ) 0.0346 0.529 0.0346 0.632 0.0346 0.749 0.0346 0.764 0.0346 o.aoa 0.0346 0.964 0.0346 1.043 0.045' 0.&40 0,0451 0.994 0.0451 1.013 0.0451 1.070 0.0451 1.300 O.o.151 1.376 O.o.1$1 1.6113 0.0566 1.044 0.05(16 1.236 0.05(16 1.260 0.05156 1.332 0.0566 1.621 0.0566'" ~ .. -1.717 O.OSM 2.101 0,0566 2.4~ 0.0713 1.311 0.D713 i.554 0.1)713 1.584 0.0713 1.675 0.0713 2.03& 0.0713 :Z.159 0.0713 2.643 0.0713 :,.121 20, \ "I \\ :· _; \\ 18, 16, aud l.4 "I-IDS" Punched C-Stud .os:t inside radius , -l!'eb Depth O.D.- EfFEC'IlVESECllON .325" for 20 GAUGE .433" tor 16 & 16 GAUGE .461" for 14 GAUGE Punebed .hole: 3/,c" for 1.:.5/8: and 2-1/':!' web depth and 1-1/'1:' ror 3-J/'I!' and larcer web depth. 'JORSlONAL SECJ10N " GROSS S~ON PROPER1lES PROPERTIES MOMENT PROPERnES CAPAcrr'Y Area lx,c la 1)'1 R7 bx Sx Area Ma Xo , cw Ro a r111"'2\ (in"'4\ (111~3\ tin"'41 (111"'3\ (in "'4\ tin")\ tln"'21 tin-Ibo\ tin\ (in"',O-tin"'6\ fin\ O.IS6 0.071 0.674· 0,03,C 0.467 0.071 0.047 0.156 1671 -i.154 6.214E-'05 0.023 1.415 0.336 ·0.186-0.169 1.007 0.040 0.462. 0.1&9 0.151 OJ86 2&93 -1.014 7.4221!-0S 0.054 1.502 0.544 0.221 0.411 1.366 o.o«· o.~9 0.411 0.235· 0.221 4507 -0.&96 a.&OlE-os 0.110 . 1.694 o:no 0.225 0.447 1.409 0.045 U47 0.447 0.2~ 0.225 4125 -o.aa3 a.97SE.-05 0.119 1.722 0.737 0.238 0.563 1.53& 0-046· 0.441 0.563 0.282 0.23& 5401 -0.&4S 9.493E-05 o.ua l.&11 0.7&1 0.290· 1.205 2.039 0.050 0.417 1.205 0,4,S 0.290 &428 -0.732 ·1J5e£-04 0.302 2.206 0.&90 0.301 1.489. 2.202 0.051 0.409 US9. 0.496 0.307 9551 -0.701 l.225E-04 0.)68 .2.347 0.911 0.247 0.245 ·0.994 0.055 0.473 0.245 0.196 0.247 386& -1.091 1.67!1;-04 o.oas 1.550 o.sos 0.293 0.538 1.357 0.062 0.461 0.53& 0.)08 Q.293 6019 -0.963 1.9S4E-04 ·0.167 1,726 0.689 0.298 0.585 1.401 0.063 0.459 0.585 0.323 0.291 . 6377· -0.950 2.0221!-04 OJ&O 1.753 0.707 0.315 0.739 .1.531 0.065. 0.454 0,739 . 0.369' 0.3U 7298 -0912 2J3'1E-04 0.221 1.&39 0.154 0.383 1.567 2.036 0.071 0.431 1.5&7 0.577 0.383 1140$ · -0.7SS -2.595E-04 0.4~ 2.226 o.a,s 0.405 1.962 2.200 0.073 0.423 1.962 0.654 0.405 1292) -0.754 2.741!1!-04 0.539 2.364 0.&98 0.496 3996 l.MO 0.076 0.396 3.9'J6 0.999 0.496 J97.«l -0.646-3.3600-04 1.030 2.939 0.952 0.307 0.301 Q.989 ·0.067 0.461 0.301 ·0.240 0.307 7200 -1.079 3.2&3E-04 0.102 1.536 0.507 0.364 0.664 1.350 0.076 ·0.456 0.664 0.379 0.364 !'13S7 -0.952 3.a&7E-04 0.201 1.714 0.691 0.371 0:121 1.394 0.076 0.454 0.721 0.396 0.371 11917 -0.938 3.963E-04 0.217· 1,741 0.109 0.392 0.912 1.525 0.019 . 0.44&, 0.912 0.456 0.392 13651 -0.900 '4.l69E-04 0.267 1.1126 0.757 0.477 . 1.965 2.029 O.OS6 0.425 1.965 o.1u 0.477" -2135 -0.777 5.09ec-04 0.531 2.214 om 0.506 2.430 ~-192 0.0111; 0.41& :Z.430 0.&10 0.506 242'2· -0.744 5.39!1;-04 0.653 2.353 0.900 0.61~ 4.959 2.&31 0.09,1 0.390~ 4.959 1.240-0.619 :m:xi -0.637 ·6.607E-04 1.251 2.928 0953 0.732 8.726 ,_.453 O.OSII ·0.366 a.726 1.745 o.732 ~1930 • -0.551 7.&161:-04 2.076 3.517 o.m 0.3&6 0.371 0.9&0 0.013 0.465 0.371 0.297 0.316 ISS4 -1.044 6.544E-04 0.130 1.534 0.500 0.457 0.&24 1.342 0.094 0.453 0.&24 0.471 l', 0,4$7 1<4099 -0.956 7.752E-04 0,253· 1.709 0.687 0.466 0.&96 1.386 oms 0.4.51 0.&96 0.4114 o.~ 14&02 -0.942· 7.903E-04 0.272 1-736 0.70$· .. 0.493 1.134 1.517 0.091 0."6 -1.134 0.567 0.493 16979 :-o.903 1.3.561?-04 0.336 1,121 0.75,t 0.600 -'l.452 2.022 0.101 0.423 2.45:Z 0.892 0.600 266911 ,0.779 1.0li'E-03 0.673 2.201 0.175 0.636 3.036 :Z.115· l 0.110 0.416 3.036 1.012 0.6)6 30296 -0.1~ l.oTIE-03 0.111 2.346 o.m ·,0.'171 6.208 2,824 OJ17 0.3SS 6.208 1.552 0.77& 46471 -0.63& l.31!E-03 1.56$ 2.921 0952 0.921 IM3S "3.446 0.123 0.365 10.931 .:z.111 0.921 65497 -0.5$9 l.561E-Q3 2.596 3.510 OSlS • ,..... ~. ~ 'I-.. . . .... . . .. ,t:"w.·',•• '• -~~-,:·~,.,. '• '• .,.::· I I. - 0 ------ I TABLE I: STRUCTURAL PROPERTIES OF sruos, JOISTS, AND TRACK (CONTINUED) I . . lf!g MEMBER. M1NIMUM WElGHT DESIGNATION DESIGN (lbs/ti) nDCXNESS er:~ -~-.//· (Indies) 20XHD3SO 0.03"6 O.U7 20XHD3SS 0.03"6 0.902 20XHD«>O 0.03"6 0.9'6 20XHD550 0.03"6 1,122 20XHDCOO 0.03"6 1,1&1 IIXHD350 0.0451 1,14 ISXHDlSS 0.0451 1.167 IIXHD«>O 0.04~1 l;22$ l8XHD550 0.04.51 1.455 ~ laXHDCOO 0.0451 1.531 1SXHD9JO 0.0451 l.&37 16XHD3SO 0.0566 1.430 16XHD3SI 0.05&5 USC 16XHD«>O 0.0566 1.526 ' 16XHD550 0.0566 1.115 -·: ::,)-= o.o.SCl6 /:~~ 1,911 ' 16XHDO'.IO - 16XHDIOO 0.0566 2.295 16XHDIOOO· 0.0566 2.610 -14XHD350 O.D713 1.715 lOOID35& 0.0713 l.815 ~::·: : .... ~2) laHD«xl 0.0713 1.906 14Xllm50 0.0713 2.269 IOOIDeOO 0.0713 2.390 IOOIDIIOO 0.0713 2.174 IOOIDIODO 0.0713 3.35' \ \ 20, 18, 16, & 14 "XHD" Punched C-Stud \" '""· --.-.563• Typical --- I • ! .. ! ! ' ; tl~s-Punched hole: 1-1/r tor 3-1/r and laraer web depth. ll'eb Deplh O.D. EFfEC'JIVESECilON-; TORSJONALSECilON GROSS S:ECTJON n.OJ'ERlIES PROJ'ERlIES MOMENT PROJ'ERlIES CAPACITY Ar• lial Jlx I)')' R)' hs Ss Area Mi. Xo 1 Cw Ro (inA2) _(in.AC) lln"3\ (,a"'"4\ (111"3\ fin"'C) (111!"3\ lln"2). (m-lbo\ n.., <In ".4\ <In "'6) (in\ 0.261 0.512 1.400 0.102 0.626 0.512 0.292 0.261 556P -1.399 1.o42E-04 0.301 2.076 0.26$ 0.5$5 1,"6 0.103 0.624 0.555 0.306 0.265 5834 -1.382 1.051lE-04 ~:322 2.096 0.271 0.691 1.513 0.107 0.620 0.6911 0.349 0.278 6654 -J".334 J.lllE-04 0.391 2.161 0.330 · 1.47t 2.111· ·0.111 0.599 1.472 0.535 0.330 102'9 -1.175 1.lllE-04 0,751 2.489 ,0.3'8 1.110 2.2&2 0.122 0.591 UIO 0.(103 0.3'8 11576 -1.131 1.387E-04 ·o.9u 2.61$ .0.331 0.651 1.395 0.130 0.621 0.65& 0.376 0.331 7427 -1.389 2.292E-04 0.381 2.064 0.3« 0,714 1.441 0.132 0.6111 0,714 0.394 0.344 7710 -1.372 2.331E-OoC 0.40& 2.084 0.361 0.197 1.577 0,136 0.615 0.197 O,<Mll 0.361 8867 -1.324 2.4452-04 0.496 2.149 0.428 1.1911 . 2..10., 0.151 0..594 1.1118 0.690 0.428 13641 -1.165 2.90E-04 0,962 · 2.471 OA51 2.335 2.276 0.155 0.516 2.335 0.771 0.451 15382. -1.121 3.057E-04" 1.161 2.604 0.541 4.J,75 2.1139 0.167 0.556 . . .,,,, 1.169 0.541 23094 -0.977 3MllE-04 2.190 3.147 0.421 o.au. 1.319 0.160 O.J,U 0.113 0.464 0.421 139QS -1.377 •U911E-04 0.463 2.050 0,421. • 0.112 1,435 0.162 O.J,U 0.112 0.'87 · 0,421 145,0 -1.360 4,573£-04 0,495 2.070 .. 0.449 1.110 1.572 o.ifi1 O.J,10 1.110 0.555 o.«9 16619 -1.312 4.aocE-04 0.(103 2.1!16 0.5)4 2.354 2.099 0.115 o.saa 2.354. 0.156 0-"'.4 25625 -1.154 5,706E-04 IJ74 2.'66 0.511 -0.563 -2.197 2.269 0.190 2.197 0.966 0.563 28913 7-1.110 6.DOSE-04 IA17 2.592 - O.J,76 5.8Q9 2.932 0.205 0.550 5.&09 J.4.52 O.J,76 ~)48) -0.967 7.217E-04 2.671 3.136 0.7&9 10.073 3.573 0.216 0.523 10.073 2.015 0.7&9 502&5 -0.159 S.42CIE-04 U23 3.712 ·-0.525 ··-J,004: i.312 0,195 Om9 l.lXM 0.573 0.525 l71GP -1.362 ISOSE-04 0.5.59 2.034 0.534 1,090 U21 0,197 0.607 1mo 0.J,01 0.5)4 179117 -1.345 9.0561!-04 0.5911 2.0s, O~l 1.373 J.564 0.204 0.603 J.373 0.686 '0.561 205'-l -1.297 9.505IE-04 0.729 2.120 0.661 2.919 2.0PO 0.226 0.511 2.919 t.061 0.661 31711 -1;140 JJ32E-03 1.425 2A51 O.'JCM 3.596 U60 0.232 0.574 3.596 1J9P 0.'104 3.slM· -l,096 1.1,m:..m 1,722 2.577 OMO 7.226 2.922 0.250 0~ 7.226 l.806 0.846 54085 -0.ffl 1A3E-03 3.262 3J21 0.9" 12.549 .3.562 0.26)· 0.516 12.549 2.510 0.919 751.C -OMO 1.67CIE-O., 5.395 3.691 ., .. -. . ~, ' .-•• : ..... 1 I 0.5'6 0.565 0.619 o.m 0.113 0.547 '9.567 ~21 0.7711 o.au 0.904 0.549 0.56& 0.623 0,781 0.116 0.905 0.9'6 0.5SI 0.571 O.J,25 0.7M 0.119 0.907 0.94 !'.fl\1~ .... f,. ·-'·'·'"-· )'., w ·:, . .... .. . :1 -(:;·,:· .. -·--it1· !~LIU -AU.c:k' . ". I • ,, SP.AONO Al.LOW " ! ~ ;:; :1 :! ·; : :i 'j :1 J l1 f ·1 ;1 -, STUDNAME 20HDs1,,a 20HDSUO 20HDS3,0 20HDS3'8 • i 20HDS400( I 20HDS,30 20HDS600 A20HDS800 llHDSZ!IO l8HDS3!IO 18HDS3.58 llHDS400 18HD5'!IO JIIHDS600 18HDS800 J6HDS250 11 tin,\ AXIALLOAD ' 12 0.194 0.01, J6 0.1'4 0.000 24 0,194 0.000 12 0.526 0.238 16 0.326 0.148 24 0.326 0.000 12 0.968 0.686 16 0.968 0.3,0 24 0.968 0.316 12 1.02, 0.7'3 16 1.02!1 0.614 24 1.029 · 0.370 12 1.209 Mn 16 1.209 O.llS . 24 1.20!> 0-'411 12 l.67!1 1.67!1 16 l.67!1 1.560 24 -l.67!1 1.276 12· u,2 1.632 16 l.6.52 1.640 24 1.6.52 1.3!11 12 1j27 1"27 Ill 1..527 J.517 . 24 1..527 l.463 12 0.716 0.431 16 0.716 D.328 24 0.716 O.J.$3 12 . JJ7J 1,127 16 U71 0.969 24 J.371 0.69.5 l~ 1.492 1.2.52 16 1.492 ' ,I.OS., 24 1,492 0.795 i2 1,778 1~98 J6 J.778 l.413 24 J.778 J.091 12 2.5.59 "" 16 2".59 2.5.59 24 2.3.59 2.2.~ 12 2.532 2.$32 16 2.532 ,.~1, 24 2.532 2.401 12 2.391 . 2.391 16 2.391 ; 2.391 24 2.391 2.391 Ji D.1!13 0.7.52 J6 0.1!13· 0.66J 24 0.1!13 o.~ • - - --,-- - - --~···-·-...... _. .... , .... _ .. .... .,,-v -·- ' 7?~, •"•,t•/ ...:.,.., WJNDINtml\ SPACNG 10 u 20 " 30 40 ,0 60 ,, SlUDNAME tin.\ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 16HOS350 J6 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 0.000 0.000 ~000 0.000 0.000 0.000 0.000 0.000 0.000 l6HDS35S 16 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 D.316 : 0.023 .\ . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 o.u, 0.000 0.000 0.000 0.000· 0.000 0.000 0.000 0.000 16HDS400 16 0.000 0.000 0.000 0.000 ·o.ooo 0.000 0.000 '0.000 0.000 24 0.370 0.065 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 12 0.161 0.000 0.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 16HDS550' 16 0.000 0.000 0.000 0.000 0.000 0.000 0.000· 0.000 0.000 24 0.34!1 0.209 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ·12 0.316 0,000 0.000 0.000 0.000 . 0.000 0.00!) 0.000 · 0.000 16805600 16 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 1.276 O.IP3 0.348 D.232 0.000 0.000 0.000 0.000 0.000 12 J.1)16 0.548 0.132 0.0()()' 0.000 0.000 0.000 0.000 0.000 16HOS800 16 o.,48 ·o.ooo 0.000 0.000 0,000 0.000 0.000 0.000 0.000 24 l.3!11 UM5 0.726 0.42P 0.14!1. 0.000 0.000 0.000 0.000 12 1.1.57 0.726 0.334 0.000 0.000 0.000 0.000 0.000 0.000 16110S1000 16 o.726 0.1411 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 1.463 l.1!12 0.92P 0.67.5 0.428 0.000 0.000 0.000 0.000 12 J.281 ' 0.!12!1 0.5!12 0.267 0.000 , 0.000 0.000 0.000 0.000 J4H0S2.'IO 16 0.!129 0.428 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 O.U3 0.000 0.000 0.000 0.000 · 0.000 0.000 0.000 0.000 12 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 J4HOS3!IO J6 0.000 0.000 0.000 0.000 0.000 •0.000 0.000 0,000 0.000 2• D.6P.5 OJ.53 0.060 0.000 0.000 0.000 0.000 0.000 0.000 ,.. 12 0.460 0.060 0.000 0.000 O.QOO 0.000 0.000 0.000 . 0.000 l4HDS3!1S 16 0,060 0.000 0.000 0.000 0.000 0.000. 0.000 '0,000 0.000 24 0.7!1.5 0.432 0.122 0.000 0.000 0.000 0.000 0.000 0.000 12 0.346 . 0.122 0.000 . 0.000 '0.000 0.000 0.000 ··0.000 0.000 l4HOS400 16 0.122 0.000 '0.000 0.000 i>.000 0.000 . 0.000 0.000 0.000 24 1.()91 D.6S3 0.332 0.020 0.000 · 0.000 0.000 · 0.000 0.000 12 o.au 0.332 '0.000 0:000 0.000 0.000 0.000 0.000 0.000 14HOS550 16 0.332 0.000 0.000 0.000 ,0.000 0.000 · 0.000 0.000 0.000 24 u,o 1.m 1.368 ' o.984 0.627 0.000 0.000 0,000 0.000, 12 1,93.5 l~ 0.8§2 o.401 .. 0,000 0.000 0.000 0.000 · 0.000 14HDS600 16 l.368 0.627 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 2.407 U!II 1.607 l.248 D.!110 0.285 0.000 0.000 0.000 12 ..... ·~· .... n"o• ft'tOC nnnn nnnn nrN> '1nm *:-14HDS800 J6 U07 o.910 0.285 0.000 0.000 0.000 0.000 0.000 0.000 24 2.391 2.391 2.1'7 l.914 1.677 1.218 0.777 0.3.52 · 0.000 J2 2.391 2.157 J.135 J.522 J.2JS 0.634 0.076 0.000 0:000 l4HDS1000 16 2.157 1.677 UIS o.777 0.3$2 0.000 0.000 0.000 0,000 24. 0.504 0.310 0.146 0.000 0.000 0.000 0.000 . ·o.ooo 0.000 12 0.371 0.146 ·0.000 0.000 0.000 0.000 ' 0.000 ' 0.000 0.000 20XH03,0 J6 0.146 · 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 1715-P - -- ------------~·•·--•----.,.. •• ~1.v--ve •.11•'-"••,..,~--.,.#'-a•- -<';') / ... ; . :-:·.·.::· ~ ALLOW WINDINlraf\ AXIALLOAD .5 10 u 20 2' 30 40 ,0 60 1.709 1.709 l.3!1S J.().57 0.798 0.567 0.3.57 0.000 0.000 0.000 J.709 1.594 l.l.52 0.7!18 0.49.5 0.22.5 0.000 0.000 0.000 0.000 1)09 l.3!18 0.7!18 0.3.57 0.000 0.000 0,000 0.000 0.000 0.000 1.862 1.862 1.512 l,194 0.919 0.674 0.451 o.o.n 0.000 0.000 J.862 J.762 1.294 0.!119 0.398 0.312 0.0,J 0.000 0.000 0.000 l.862 1.$12 o.91!1 0.451 0.051 0.000 0,000 0.000 0.000 0.000 2.344 2.344 2.020 U.50 J.329 1.()43 0.781 0.311 0.000 0.000 2.344 2.309 1,7~ J.329 0.!1.53 0.618 0.312 0.000 0.000 0.000 2.344 2.020 1.32!1 0.781 0.312 0.000 . OJJOO 0.000 0.000 0.000 3.625 3.625 3.625 3.406 3.024 2.670 2.340 J,732 l.17!1 0.670 3.625 3.625 3.541 3.024, .2.5'8 :ul!) 1.732 1.()0,5 0.34!1 0.000 3.62' 3.62' 3,024 2.340' 1,732 1.17!1 0.670 0.000 0.000 · 0.000 3.350 3.$50 -,.,,o 3.5,0 · 3,247_ 2.932 2.632 2.011, l.$.52 J.067 3.550 3.$50 3.350 3.247 2.830 2.440 2.071· 1.387 0.760 0.176 3-'50 3-'50 3.247 2,632 ·2.011 l.$!12 1.067 0.176 0.000 0.000 3.244 3.244 3.244 3.24.4 3.244 3.244 3.18' . 2.127, 2.479 2.140 3.244 3.244 3.244 . 3.244 3.244 3.06.5 2.827 2.365 1.911 1.4116 3.244 3.244 , 3,244 3.185 2.827 2.479 2.140 1.486 0.860 0.2.5!1' 2.971 2.971 2.971 2.971 2.!171 2.!171 2.971 2.813 j.;3.5 2.260 2.971 2.971 2.!171 2.971 2.971 2.971 2.813 2.443 2.018 1.120 2.971 2.971 2,971 2.971 2.813 U3!1 2.260 1.720 1.191 0.673 1.128 1.017 0.139 0.321 D.336 0.172 0.024 0.000 0.000 0.000 1.128 0.914 0.589 0.336 0.121 0.000 0.000 0.000 0.000 0.000 1.128 0.73!1" D.336 0.024 0.000 0.000 0.000 0.000 0.000 0.000 2.166 2.166 J.879 1.544 1.255 0.996 . 0.760 'D.338 0.000 ~ 2.166 2.141 ' J.650 1.255' ,G.!IU 0.613 0.338 0.000 0.000 0.000 2.166 l.179 1.2!1!1 0.760 0.338 0,000 0.000 0.000 0.000 0,000 2.360 2.360 2.0114 J.730 1.423 l.149 O.l!l!I 0.451 0.052 0.000 2.360 2.360 1.142 1.423 1.063 0.743 0.451 · 0.000 0.000 0.000 2.360 2.084 1.423 0.8!1!1 0.4'1 0.052 0.000 . 0.000 0.000 0.000 2.!1!19 2.!1!19 2.774 2.3'9 l.9!1!1 J.677 1.382 D.134, 0.384 0.000 2.9!1!1 2.9!1!1 2.490 1.9!1!1 J.576· l.11111 O.S,4 0.231 0.000 0.000 2.999 2.774 1,999 1.382 0.8!14 0384 0.000 0.000 : 0.000 0.000 4.906 4.906 4.906 4.IIIIO 4.436 4.024 3.639 2.932 2.28!1 1.696 4.906 . 4.906 4.906 4.436 3.893 3.39.5 ·. 2.932 2.087. 1.324 O.&n 4.906 4,906 4.436 3.639 2.932 2.289 1.696 0.622 0.000 0,000 4.826 4.826 · 4.826 4.126 4.727 ' 4.363 4.016 3,3611 2.767 2.20.5 4.126 4.826 4,826 4.727 4.24.5 3.794 3.3611 2.57.5 1.148 l.171 4.826 4.126 4.727 M16 3.368 2.767 2.20!1 1.171 0.231 0.000 4.464 4.464 4.464 4.464 4.464 4:464 4.464 4.265 3.171 3.486 4.464 4.464 4.464 4.464 4.464 4.464 4.26!1 3.742 3.23.5 2.742 4.464 4.464 4.464 4.464 4.26!1 3.1171 3.4116 2.742 2.0211 1.344 4.JJ9 4.JJ9 4.JJ9 4,1111 4.119 4.1111 4,J!II 4.119 4JJP . 3.941 4.119 4,119 4.1111 4.U9 4.119 4,119 4.119 4.109 .. 3.774 :·3,443 4.119 4.119 4.119 4.119 4.11!1 4,119 3.!141 3.443 2.9!12 2.470 1.305 1.030 'Q.5!17 0.2.~ . 0.000 0.000 0.000 0.000 0.000 0.000 I.JO$ 0.871 0.363 0,000 0.000 0.000 0.000 0.000 0.000 0.000 l.30.1 0.$97 0.000 0.000 0.000 0.QOO 0.000 0.000 0.000 0.000 1715-P • - 7' 0.000 0.000 1, ~ 0.000 --0.000 ' 0.000 rTI 0.000 0.000 f 0.000 0.000 0.000 0.000 0.000 _.\ 0.390, 0.000 0.000 ""'O l.646' q.860 ' .o.ooo 1.11.54 l,1!11 --1 C 0.000-, 0.000 ., 0.0()0 0.000 0.000 1-l 0.000 0.000 0.000 ~t 0.000 •0,000 0.000 0.000 0.000 0.879 0.000 0.000 1.41!1 0.23J 0.000 2.P2.5 2.0211 0.360 3"66 2.9.52 l.760 0.000 0.000 0.000 E 01 ~r I -I t ' ' i tI: !: .• l,· l~~\f•.f)-;\',~•V•r-· t.,.) i<;·:: . .J:1-., •• , I . TABLES -AU.O . : • -:-:.,:: ... ---l SPAQNG Al.UJW STUDNAME Cln,l AXIAi.LOAD ' 12 0.194 0.019 20HDSUI 16 0.194 0.000 24 0.194 0.000 12 0.526 0.238 20HDS250 16 0.526 0.148 24 0.526 ,0.000 12 0.968 0.686 20HDS3,0 16 0.968 0.550 24 0.968 0.316 ; 12 1,029 0.75, 20HDS3'8 ,. ' 16 1.029 0.614 24 1.029 0.370 12 ' 1.209 0.972 20HDS-400 16 1.209 OJIIS 24 1,209 0.549 12 -1.679 1.679 20HDS5,0 16 1.679 1.560 24 1.679 1.276 J2 J.652 1:,6'2 20HDS600 16 1.652 · 1,640 24 1.6$2 j.391 12 1.:121 l.527 A20HDS800 16 IJ27 1.527 24 1.127 . 1.463 12 0.716 0.431 18HDS250 16 0.716 G.328 24 0.716 0.153 12 l.371 1.127 IIHDS350 16 1.371 0.969 24 l.371 0.695 12 i.492 1.252 18HDS3'8 16 1.492 1.085 24 1.492 0.795 12 1.778 'l.598 18HDS400 16 1.778 J.413 24 1,778 1.091 12 2.559 2.559 18805550 16 2.559 2.5,9 24 2.!159 2.250 " 2:532 2.$32 ~ 18HDS600 16 2.132 2.532 24 2..132 2.407 12 2.391 2.391 ~ 18HD~ 16 2.391, 2j91 24 2.391 2.391 12 0.893 0.752 161WS250 16 0.893 0.661 24 0.893 0..,0.C ·9 --~ ----\----------···-··· .... ·-·--.. ,. • ..., V -·- WINDJHr ... n 10 1, 20 ~ 30 40 50· 60 " 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 0.000 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 0.000 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 0,316 0.()23 \ 0.000 0.000 0.000 0.000 0.000 0.000 0.000 o.m 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 0.370 0.065 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.161 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.,49 0.209-0.000 0.000 0.000 0.000 0.000 0.000 0.000 0J16 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 0.000 0.000 1:276 . 0.893 0~41 0,232 0.000 ·o.ooo 0.000 0.000 0,000 1,016 0.541 0.132 0.000 0.000 0.000 0.000 0.000 0.000 0.141 :o.ooo 0.000 0.000 0.000 ·o.ooo. 0.000 0.000 0.000 1.391 1.045 0.726 . 0..29 0.149 0.000 0.000 0.000 0.000 1,157 0.726 0.334 0.000 0.000 0.000 0.000 0.000 0.000 0.726 ·.0,149 0.000 0.000 0.000 0.000 0.000 0.000 0.000 l.-463 l.192 0.929 0.675 0.428 0.000 0.000 0.000 0.000 1.281 0,929 0.592 0.267 . 0.000 0.000 0.000 0.000 0,000 0.929 0.428 · 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.153 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 . 0.004 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 0.69, 0.353 '0.060 0.000 0.000 0.000 0.000 0.000 0.000 .. 0.460 G.060 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.060 0.000 0.000· 0.000 0.000 . 0.000 0.000 0.000 · · 0.000 0.795 0.432 0.122 0.000 (l.000 0.000 . 0.000 0.000 0.000 : 0.546 0.122 0.000 0,000 0.000 0.000 0.000 0.000 0.000 ·0.122 0.000 0.000 0.000 .0.000 0.000 0.000 0.000 0.000 1.091 0.683 0.332 0.020 0.000 0.000 0.000 . 0.000 0.000 -0.Sll G.332 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.332 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 2.250 1.786 1.368 0.984 0.627 0.000 o.~ 0.000 0.000 1.935 1.368 0.862 0.401 · 0.000 0.000 0.000 0.000 0.000 1.368 0.627 0.000 0.000 0.000 0.000 0.000 0.000 0.000 2.407 1.991 t.607 1.2-48 6.910 (1,285 0.000 0.000 0.000 2,126 1.607, 1.134 0.695 0.285 0.000 0.000 0.000 0.000 1.607 D.910 0.285 0.000 0.000 0.000 0:000 . 0.000 0.000 2.391 2.391 2.157 1.914 1.677 1.218 0.777 0.352 0.000 2.391 2.157 · 1.835 · 1~122 1.218 0.634 0.076 0.000 0.000 2.157 1.677 1.218 0.771 0.352 0.000 0.000 0.000 0,000 0.504 0.310 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.371 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1715-P +- "' -(l?:tt,\ t,:,;:,',•I ~·I ., ... #' ---,. - - • - S1UOHAME 16HDS350 16HDS358 16HDS400 16HOSS50 )61105600 16HOS!IOO 1611D51000 14HDS250 14HDS350 - 14HDS3$8 14HDS400 14HDS5S0 14HDS600 14HDSSOO l4HDSIOOO 20XHOJ:,O --·--·· -· - SPACING AU.OW Cln.\ AXIAi.LOAD 12 1.709 16 1,709 24 1.709 12 1.862 16 1.862 24 1.862 12 '2.344 16 2.344 24 2.344 12 3.62.5 16 3.625 24 3.625 12 3.550 16 3.5!10 24 3.5!10 12 3.244 16 3.244 24 3.244 12 2.971 16 2.971 24 2.971 12 1.128 16 1.12& 24 1.128· 12 2.166 16 2.166 24 2,166 12 2.360 16 2.360 24 2.360 , 12 2.999 16 2.999 -----u .............. -....... ..,., • .:,, • .,. --v ,,,....,,,,u---r;;;.un1 ~·,.:::-.. WIND IN Cpol'I . ·• • ,,•·;"r\ , ..... ~ ,_ I !I 10 1$ 20 2.5 30 40 ,0 60 1.709 1.358 l.D57 0.79& 0.567 0.3!17 0.000 0.000 0.000 1.594 1.152 0.798 0,495 0.225 0.000 0.000 0.000 0.000 1.3!18 0.798 0.357 0.000 0.000 0.000 0.000 0.000 0.000 1.862 1.512 1.194 0.919 0.674 0.451 0.O!ll 0.000 0.000 1,762 1.294 0.919 0.598 0.312 0.0!11 0.000 0.000 0.000 1.512 0.919 0.451 0.051 0.000 0.000 0.000 0.000 0.000 2.344 2.020 l.650 1.329 1.043 0.781 0.312 0.000 0.000 2.309 1.766 l.329 D.953 0.618 0.312 .0.000 0.000 0.000 2.020. 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'I.IMS 1.1'7 0.726 0.726 O.H9 J.463 l.192 l.2il . 0.929 0.929 0.421 O.U3 0.000 0.004 0.000 0.000 0.000 G.69S G.3S3 0.460 0.060 -0.060 .0.000 0.79S 0.432 O.S46 . OJ22 0.122 ,0.000 •1.091 0.683 o.au 0.332 0.332 ' 0.000 :USO 1.786 1.93S 1.368 1.368 0.627 2.407 l.991 2.126 1.607 1.607 ,0.910 2.391 2.391 2.391 . 2.U7 2.157 l.677 0.504 . 0.310 0.371 · 0.146 0.146 · 0.000 1715-P wtNDINt111n 20 2' 30 40 ,0 l50 7' 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 0.000 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 0.000 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 0.000 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 0.000 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 0.000 0.000 0.000 ... -0.000 0.000. 0.000 0.000 0.000 0.000 0.000 0.$41 0.232 0.000 0.000 0.000 0.000 0.000 0.132 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 0.726 0.429 0,149 0.000 0.000 0.000 0.000 0.334 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 0.929 0.67' 0.428 0.000 0.000 0.000· 0.000 O.S92 0.267 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 0.000 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 0.060 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 0.000 0.122 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 .o.ooo 0.000 · 0.000 0.000 0.000 0.332 0.020 0.000 0.000 . 0.000 0.000 0.000 0.000 . 0.000 0.000 Q.000 , 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 1.368 G.914 0.627 0.000 0.000 0.000 0.000 0.862 0.401 0.000 0.000 9.000 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.607 1.248 0.910 0.215 0.000 0.000 0.000 1.134 0.6?5 0.285 0.000 0.000 · 0.000 0.000 0.28' ·o.ooo 0.000 0.000 -0.000 0:000 0.000 2,157 , 1.914 l.677 l.211 -0,7?7 0.3$2 0.000 l.835 1-'22 l.218 0.634 0.076 0.000 0.000 .J.218 0.777 0.3S2 · 0.000 0.000 .0.000 0.000 0.146 0.000 0.000 0.000 0.000 0.000 0.00\I 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 - -------- -S) : . . -----· -.. .., .... ....,..,."-'-"l.,.••u-av-v •••'-"••,u~..........,n•~-u Vo'- SP~g~!) ALLOW WINDINt.,.t\ S1UDNAME fin.\ AXIAl-LOAD ., 10 u 20 2.5 12 l.709 1,709 l.3S8 1.057 0.791 0-'67 l6HDS3,0 16 l.709 l.S94 1.1,2 0.798 G.4,S 0.225 24 1.709 1.3.58 0.798 0.3'7 0.000 0.000 12 l.862 1.862 1-'12 l.194 0.919 0.674 16HDS3SS 16 l.862 1,762 1,2?4 0.919 0.,91 0.312 24 1.862 1-'12 0.919 0.4.51 0.0$1 0.000 12 2.344 2.344 i020 1.6,0 1.329 J.l)43 l6HDS400 16 2.344 2.309 1.766 1.329 o.9.53 0.611 24 2.344 2.020 1.329 0,781 · 0.312 0.000 12 3.62' 3.62' 3.62' 3,406 3.1124 2.610 l6HDS5,0 16 3.62' 3.62' 3.S41 3.1124 2..5,S 2.130 24 3.62' 3.625: '"3.024 2.340 . 1,732 1.179 12 3.$,0 3.$,0 3.$,0 3-'30 3.247 2.932 l6HDS600 16 3.S,O 3-'SO 3-',0 3.247 .2.830 2.440 24 3-'SO 3.$,0 3.247 2.632 2.071 I.S.52 12 3.244 3.244 ·3,244 3.244 • . 3.244 · 3.244 16HDS800 16 3.244 3.244 3.244 3.244 3.244 3.06.5 24 ,3.244' 3.244 3.244 3.18S 2.127 2.479 12 2.971 2.971 2.971 2.911 2.971 2.971 l611D1i1000 16 2,971 2.971 .2.971· 2.971 2,971 2,971 24 2.971_ 2.971 ·2.,11 2,971 2.813 :UlS 12 1.128 l.017 0,139 . o.521 0.336 0.172- l4HDS2!!0 l6 1.128 o.914 0-'8!1 0.336 0.121 0.000 24 1.121 0.739 0.336 0.024 0.000 0.000 12 2.166 2.166 l.879 1-'44 l.2SS 0.996 l4HDS350 16 2.166 2.141 J.6,0 1.2-'S ·o.,u 0.613 24 2.166 · 1.879 _ 1.2'.5 0.760 0.331 0.000 12 2.360 2.360 2.084 1.730 1.423 1.149 14HDS358 16 2.360 2.360 1.842 1.423 1.063 0,743 24 2.360 2.084 1.423 0.899 · 0.4.51 0.0,2 12 2.999 2.999 2.774 2.359 . 1.999 1.611 l4HDS400 16 2.999 2.999 2.490 1.999 1.$76 l.191 24 2.999 2.774 1.999 1.382 0.8.54 0.384 12 4.906 · 4.906 4.906 4.IIO 4,436 ' : 4.1124 14HDS5SO 16 4.906 4.906 4.906 4.436 3.893 ' 3.3,s 24 4.906 4.906 4.436 3.639 2.932 2.289 12 4.826 4.826 4.826 4.826 4.727 . 4.363 14HDS600 16 4.826 4.826 4.826 4.727 4.24S 3.794 24 · 4.826 4,826 4.727 4.016 3.368 2.767 12 4.464 4.464 4.464 4.464 4.464 . 4.464 14HDS800 16 4.464 4,464 4.464 4,464 4.464 4,464 24 4.464 · 4,464 4.464 4.464 · 4.26' 3.871 12 4.119 4,JJ!I · 4.119 4.119 . 4.119 4,119 14HD~l000 16 4,119 4,119 <1.119 4A19 4.119 4.119 24 4;119 4.119 4.119 4.119 4.11. 4,119 12 1.305 1,030 OJ97 ' 0.2'6 0.000 0.000 20XHD3.50 16 1.305 G.171 0.363 0.000 · 0.000 0.000 24 1.30., 0-'97 0.000 0.000 0.000 0.000 1715-P 30 40 0.357 0.000 0.000 0.000 0.000 0.000 0.4-'I 0.0SI 0.0'1 0.000 0.000 0.000 0.781 G.312 0.312 0.000 0.000 0.000 2.340 1.732 1.732 1.1>05 0.670 0.000 2.632 2.071 2.071 1.387 1.067 0,176 ~.m µ21 2.127 2.36S 2.140 1.416 2.971 2.113 2.113 2.443 2.260 . 1.720 0.024 0.000 -0.000 ·0.000 0.000 0.000 0.760 0.331 0.338 0.000 0.000 0.000 0.899 0.4SI 0.4Sl 0,000 0.000 0.000 . l.382 0.8$4 G.IS4 0.238 0.000 . 0.000 3.639 2.932 2.932 2.087 1.696 0.622 4.0J6 '3.361 3.361 "'' 2.20S J.171 4,464 4~ 4.26S 3,742 3.416 C 2.742 4.119 4.119 '4.119 4.109 _3.941 · 3.443 0.000 0.000 0.000 0.000 0.000 0.000 ,0 60 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 ' 1.17' G.610 0.349 0.000 0.000 0.000 1.SS2 Ul67 0.760 0.176 0.000 0.000 2.479 2.140 1.918 1.416 0.860 0.2'9 2.53.5 2.260 1078 1,720 1.191 0.673 o.!)00 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' Cl.0$2 0.000 0.000 0.000 0.000 0.000 G.314 0.000 0.000 0.000 0.000 0.000 2.289 l.696 1324 0.622 0.000 0.000 2.767 2.20.5 · IMS 1,171 0.231 0.000 3.871 3.486 3.23S 2.742 2.029 1344 4.11~ --3.941 3.774 3.443 7S 0.000- 0.000 ... 0.000 n 0.000 0.000 ... 0.000 I 0.000 0.000 0.000 0.000 I.ii 0.000 : 0.000 ' G.390 0.000 I 0.000 1.646 0.860 0.000 US4 l.191 0.000 · 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0:000 0.000 0.000 0.000' G.879_. 0.000 0.000 ,i •, .:! , . . , J 1,419 --· > ~~~ . G.231 I 0.000 2.925 '2.029 0.360 3..566 2.9.52 ~ -~ ~; !. 2.9;2 2.470 . 1.760 t 0.000 0.000 0.000 0.000 0.000 0.000 .air. 0.000 0.000 0.000 ~ c,\l f (• ' 1: ,-. I I I I I I I I I I I I I I I I TABLE I: STRUCTURAL PROPERTIES OF STUDS. JOIST. AND TRACK (CONTINUED) MEMBER MINIMUM WEIGJiT EFJ'£CJ'J\IESEC'l10N TORSIONALSECJ10N DESIGNATION DESIGN (It.Ila) GROSS SECTION PROPERTIES PROPERTIES MOM.ENT PROPERTIES .:/ ft0 ._:·_.:\:. l4HDJflOO UHDJIDO -, 14HDJIOOO 14HDJl200 l6FJ(O(I l6FJl!l0 l6FJIOOO UFJtOO UFJl!lO 14FJIOOO l4FJl200 12FJtOO 12FJl!l0 12FJ1000 l2FJl200 16>:FJtOO l6XFJl!l0 16XFJIOOO UXFJtOO (!!--:-.-,; XFJ -·, ·: .. 14 l!lO . -·J ~:;;::: UXFJJOOO l•XFJl200 l2Xf'J(,0() l2XFJl!l0 12XFJ1000 ,. 12XFJl200 IOXFJ(,0() IOXFJIOO IOXFJtOOO JOXFJl200 TIIJo-NESS' CAPACITY (lncha) Area I,or JI.I: 117 RJ \J,pr SIC Ar• Ma Xo J c,, Jlo .. {ln"2l lin"4l tin "3l lin"4l tin "3) (in"4) (an"3l tin "2l <In-It..\ <l11l , '<111"4) tin "6) (sn) 0.0713 2.219 0.653 3.191 2.210 0.139-0.462 3.191 J.1)6,1 0.653 31dl -0.MI 'J,l07E-03 1.()38 :u09 0.0713 2.,703 0.796 6.437 2"5 OJ49 0.433 6.437 1.622 0.796 .~56 -0.723 1.34SE-03 1.990 2.976 3.309 ,'. 0.0713 0.974 12.2:1;\ 3,5,16 0:239 0.495 12.2S3 :us1 0.974 73oal -0.796 1.6SIE-03· 4.931 3.663 0.0713 3.793 1.117 19.0 4,169 0.247 0.471 19.G 3.23$ 1.117 370CG -_0.71S l,893E-03 7.4$1 4.256 0.05<16 2.273 0.671 3,77S 2.373 0.519 0.929 3.77S 1.253 ·0.671 32974 -2.o06 7,16:zE-(M 4.6SO 3.243 0.0,5(6 Ui62 0.764 7.409 3m4 0.634 ' 0.900 7.409 1.852 0.7&4 .CW! -1.1aa _!l,.3.7CE-04 &.566 3.669 0.0566 3~6 0.&9? 12.6U 3.749-0.676 0.&611 12.611 2.522' , 0.897 602SIO -1.617 9.57SE-04 14.00! 4.175 0.0713 2"2 \ I Q~ 4HJ7 2.36S 0.714 0.922 -4.697 1.566 OMO 42935 -1.991 1.423£-03 5,712 3.226 0.0713 3.336 0.982 9.234 3.066 0,7a2 0.&92 9.234 2.309 0.9S2 637(9 -1.774 l.665E-03 10~ 3.6.$3 • 0.0713 3.&20 1.i2S IS.737 3.7~ 0.&33 -0.&61 IS.737 3,147 1.125 37779 -1.6CM I .906E-03 17.2,0 4.159 . 0.0713 4.305 l.26S 24.4119 4.39S 0.&73 0.&30 24.489 4.081 1.268: 104151 -1.466 2.U!IE-03 26.024 4.707 0,1017 4.017 1.18., . 6.527' 2~9 0.973 0,907 6.327 2.176-1;183 Mft07 -1.961 4.07111?-03 7.731 3,191 0.1017 4,707 1:386 12.sal 3.049 1.067 0.&77 J2.&112 3.221 1.386 959,S -1.744' 4.779E-03 14.342 3.620 0.1017 S.39S 1.590 22.010 3.721 1.137 OM6 22.A>JO . 4.~2 1.590 131141' -,,1.575 5.4&<E-03 23.554 4.12a, 0,1017 6.~9 1.793 34.316' 4.37S 1.i9I O.&IS 34.316 S.719 1;793' 17000 -U33 6.ISIE-03 3~.564 4.677 0.05<16 2.541 0.748 4.357· 2.413 0.981 1.145 4.295 1,419 0.741 371,19 -2.622 7.9900-04 8.632 3.743 0.0566 2.925 0.&61 8.489 3.139 1.0S3 1.121 · 15.374 ' 2.076 0.854 551522 -2.363 9.199£-04 15.362 4.0S6 0.0,${,6 . 3.502 1.031 15.744 3.907 1.681 1.277 15.3.«l 3.02Q l.OIS 70231 -2.577 I.IOIE-03 35J97 4.&52 om13 3.IM 0.937 5.427 '2,406 1.215 1,138 5.427 l.&09 0,937 43210 -2.607 1.sase-03 10.635 3.726 0.0713 3.668 1,9&0 10.591 3,131 1~1 1,114 10.591 2.64S 1.080 71086 -~8 t.a3CE-03 13.9615 4.070 0.0713 4.394 1:294 19.673 3.1599 2.086 1.270 19.277 3.1103 1.274:, 9SS61 -2.562 2.l93E-03 43.594 4.1135 0.0113 .. .&19 U37 30.222 .. ~ 2.202 1.23& 30.092 5.000 1 ... 32 1176156 -2.372 :U34E-03 64.9!$ 5.310 0,1017 .. :490 1.322 7.560 2.391 1.670 1.12,-7.560 2.520 1.322. 79397 -2.576 4.S5!1E-03 _ 14,4!6 3,690 0,1017 5.1151 1.526 14.SOS 3.tt5 IMS 1.100 14.SOS 3.701 1.526 119225 -2.3115 5.26<£-03 25.9,0 4.036 0.1017 6.217 t.S31 27.59" 3.ssl 2.1582 1.255 27.594 5.519 l.&31 1ssm -2.532 6.311E-03 60.02S ,.so2 0.1017 6.9015 2.034 42.45!1 4.569 3.043 1.223 .. 2.(55 7.07_6 2.034 1915211 -2.343 7.0l3E_-03 39.655 5.273 0.1215.S 5.650 1.664 9.393 2.376 2.o77 1.111 9.393 3.131 1.664 ' 93747 -2.576 9.157E-03 13.ISIS 3.679 0,12!$ 6.522' r.921 13."'6$ 3,101 2.297 1.093 13.465 4.616 1.921 138211 -2.317 1.0S7E-02 32.517 4.022 O.l2&S 7.832 2.306 34.s(g '3.&611 3.596 1.249 3,1.s(g 6.902 2.306 199831 -2.331 l.269E-02 75.303 4.7159 0.12!$ ~.704· 2.S63 '3.173 .. .555 3~ 1.21& 53.173 15.&62' 2.563 2561560 -2.3 .. 1 l.4IIE-02 112.421 5.264 1. Effective properties arc based on all 18-gauge and lighter steel studs, track, and joists having a yield strength (Fy) of 33 ksi. All 16-gaugc and heavier steel studs, track, and joists arc based on a yield strength of 50 ksi. " ' 2. The Effective section properties are determined from the total effective widths of each element.in ac.cordan.ce with the 1991 U.B.C. Standard No. 27-9. 3. Effective Ixx is based on Procedure I for deflection determination at the allowable moment (Ma). 8 0.878 0.941 0.9S3 0.972 0.617 0.762 0.&50 0.619 0.764 0.SSI 0,903 0.623 0.76S 0.854 0.905 0.509 0.666 0.713 0:510 0.667 0.719 0.800 0.513 0.670 0.722 O.S03 0.509 0.663 0.721 O.S02 I I I I I I : 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 SHEET NO.--· _______ __,;.A ..... l;....O __ OF _____ _ CALCULATED BY -/;}::, .. DATE Fax (619) 497-0429 CHECK_Ep BY ________ .D __ ~-----DATE----- SCALE • '6714' 1)$.i fs::>N . . . · ReF: '(.;(c,i;T ~a>e s,eet.,-P~t>r'Gt'2.71E:S I H6-lt:Plf'F5 1 ~ , S,: .;;If'~ CA:PA.611-ITl=S 11 1 ~-~G-(.ES l'Yle-7At.., _S"fS7e-tn$ i-\\ I c.ao # /7/'5-P 1_ 'k'PP.:lt-1'11'5 w,,.,o k~@ ............. -... .?C'ln/?ff, 6-~~l,)~ .. C-..... .' ....... . Ce.=-l.t:>~ 1 -/,/';:,I ~, =-/,'2 . P= I~ ~-t-l_'I. 7.,) (12.· • (p) { 1. ~.. .... · -=--I b. o 1sr o!.. 1 E;1 · J+.t"rf f ~ . Ii, I f Sr /5 I_ 'Z.,,&, 1 H-1 &,ft 0 -I s' 't-J1 &-f/ /51--Zt;,~ !+!;,If . . . ~ s ~ _I r,_1-_ I~;,;, .. ..... 6G1s-m1,::,: L~ .. Pr ==-?;!Cf Wj> , .. c; =-a, f-. 'I--/. o Cf':::p, 76 . Ff'=-t:>,4--C /.o)(o,75) W,P · ····-::::-0,a wf ···w,,--;_-zo ps,= f}~·::. 0, g f;o)---G,t:,f't:pp ' . w .,... __ ,~ .... /L:J_ ... ·. . 'I ,.;:,p ~~";;, . . .. ' .. -5,vo et,,1<.t1c,,Tvl'-Af-p,a.ope--tZ-r1ss: _ ~" fvAJa-1-e-tJ 'o&Ti' '9>,vos rnem~ · Ae.+.P Tx d'.P .. S-1-·ea-. & /<.y I . I B /+t)stp to .......... 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A· Z1 .a Z1 lL .~ .•.• ,Allllber ..... 1"·>::--~ ,. lncht, D~ lbL lbL\ \ "lbL· ,c2Ulorrrun ><4,45_forH ½ 670 380 570 )JO 530• 270 520 270 · ,,. 840 430 710 350 660 320 650 310 11/2 ,,,, 3/4 J,010 490 860 390 800 360 780 350 ,,. 1,180 540 1,000 440 930 400 920 390 l 1.350 5i1p 1,140 480 1,060 440 1,050 430 l/2 850 570 180 440 750 390 750 380 · ,,. l,270 : 640 l,100 500 1,010 440 990 430 Ga0,41 DOUGLAS FIR (S) HEM-FIR (N) . ,:._ Z1 Iba. 500 250 620 290 740 330 870 370 990 410 730 350 ' 940 400 I 21/2 ,,,. ¾ 1,580 7i0 l.320 550 1,210 490 1,190 . 480 . ···l,120 450 ,,. ; .\ 1,850 770 1,540 610 1,410 540 1,390 520 1.310 480 I \ \ 2,JIO 830 l,760 650 1,620 590 1,590 5(i() 1,500 530 ''2 " 850 510 780 500 750 450 750 440 730 410 ,, .. 1,270 750 1,170 580 1,130 510 1,120 500 1,090 460 3 l/4 3/4 1,800 830 1,560 640 1,430, 570• 1,410 550 1,330 510 ,,. 2,200 900 1,830 700 1,670 620 J,6.50 600 1,550 550 I 2,510 970 2p90 7.50 1,910 670 !,880 6.50 1,770 610 . 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PRODUC?2Dl•I/M!lilir{loc,Gr0!0!'.M&a.M1.l,0t,..~7~FR££1-IO,l-Z?!-t3!0 ;_~' . . . . ··---·· -·--·-~ ·-. . _______ _. -.~ .. . . :. _.,. .. -__ .· . -~- 1· 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 ' ............... _: !,~se. ft ... ~ 1;>. PCST ... . . : . . . ,, I( . . ; '(Ol~~tD~\\J; ~L Z B~ ·,t . ' SHEET NO, CALCULATED BY \ \ AZ~ OF _ __,_: ·--- ,, IN DATE ____,;:0:a-. (_,_o, 1..__ __ . CHEb~EDBY-· ------·-· DATE ____ _ ...................... ; ..... : ... ~.t4 ....... ' . ' I I· -· ..... · ............... ; .. · T ==-C. =·-:~.o --1-/'2 /( i ·== . r>, ,0 " ... · .. ·- . · .... . . .. _ ,~ ·. ~· ~~ _. ; . I I IA {--.-...· I ·.·,,;:-; I I I I I I I {:!:;:3,) ''3) '.:,'"':,: I ..... I I I ~ I I· MARTIN & DUNN, IN~. STRUCTURAL & CIVIL ENGINEERING 7·801 MISSION CENTER CT SUITE 400 SAN D°IEGO, .CA 92108 CANTILEVERED RETAINING WALL DESIGNq PROJECT #960240: .LEGOLAND SITE RETAINING WALL• 41 HIGH (96240R04.RCW) WALL & ·FOOTING DATA VERTICAL LOADS Retained Height • 4.0() ft Axial DL on Stea • Wall Ht, above Soil • 0.00 ft. Axial DL on Stea • Toe Width • 1.00 ft •••• Eccentricity • Heel Width • 2.00 ft surcharge over Toe • Total Footing Width • 3.00 ft surcharge over Heel • // Page: A2"J LATERAL LOADS 0 plf Lateral Load Acting on 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 • 0.00 ft 0.0 psf 'Dist to Load End • 0.00 ft Footing Thickness • 12,00 in Note: Toe Surcharge Resists overturning 9,:in Key Depth .. Note: Heel surcharge Resists overturning Key Width = o. in SOIL DATA I ADJACENT FOOTING Toe to Key Dist. • 0.00 ft Allowable Bearing • 2000 psf Vertical Load • o.o, SLIDING CHECK Active Lateral • 35.0 pcf Load Eccentricity • 0.00 in Ftg/Soil Friction • 0.35 ..... Max Press. .. 0.0 pct Footing Width • 0.00 ft Soil to Neglect • 0,00 in . ••••• Slope Press. .. 0,0 pcf Ftg. CL to Wall • 0.00 ft Lateral Pressure • 438 .# 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 • 512 # Soil Density = · 110.0 pcf Spread Footing ? No Add'l force Required .. 0.0# Soil Ht over Toe • Q.00 in SUMMARY FOOTING DESIGN Pressure ii Toe • 684.1 psf Soil Press. Hult. Toe Heel f'c • 3000 psi Pressure lil Heel = 291.5 psf By ACI Eq 9-1 • 958 408 pst Fy • 60000 psi Allowable Press. .. 2000 psf Mu-Upward ... 448 326 ft-# Min_. As Percent • 0.0012 Ecc. of resultant = 2.41 in Mu-Downward .. 105 562 ft-.# Omit SP Under Heel ? No Max. Shear ii Toe = 2.06 psi Mu-Design = 343 -236 ft-# Toe Heel Max. Shear Q ·Heel • -1.69 psi . One-Way Shear: # 42 19.61 19.61 in o/,c Allow. ftg· Shear = 93.11 psi Actu~l = 2.1 1. 7 psi # s Q 30.39 30.39 in o/c Factors of Safety: Allowable .. 93.1 93.1 psi ' 6 ii ·-43.14 43.14 in o/c overturning • 3.63 :1 Cover over Rebar• 3~50 3.50 in # 7 ii 48.00 48.00 in o/c Sliding • · 1.S7 :1 'di .. 8.50 8.50 in # Sil 48.00 48.00 in o/c Ru• Mu/bcl"2 • 5.3 3.6 psi # 9i 48.00 48.00 in o/c SUMMARY OF FORCES & MOMENTS ---:-overturning Moments -- Origin of Force ••• I ft Active Soil Press. • 437.5 1.67 Soil over Heel • 0 0 Soi l Qver Toe • -17.5 0.33 Sloped Soil ii Heel "' 0 0 Adjacent Ftg. Load • o~o 0.00 Surcharge over Heel • 0 0 Surcharge over Toe = o.o 0.00 Axial Load on Wall = 0 0 Load ii Proj. Wall • o.o 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load .. o.o 0.00 Footing Weight • 0 0 Key Weight .. -----• 0 0 Vertical Component of Active PressUPe 0 0 Totals • 420.0 I Resisting totals Used For Sojl Pressure (Vert. COllpOllent of Active Pressure Re110ved) ft-# 729.2 0 -5.8 0 o.o 0 o.o 0 o.o 0 o.o 0 !' 0- 0 723.3 _ft-# ----Resisting Momenta---...- I 0 S13.3 o.o 0.,0 o.o o.o 0.0 0.0 0 soo.o 0 450.0 o.o o.o 1463.3 I 1463.3 I ft 0 2.42 o.oo o.oo o.oo 0.00 o.oo .. 0.00 0 1.42 0 1.SO 0.00 o.oo ft-I 0 1240.6 o.o . o.o 0.0 o.o o.o 0.0 0 708.3 0 675.0 o.o o.o 2623,9 ft-I 2623.9 tt-1 (continued on next page •••• ) ~EORGE R. SAUNDERS ASSOCIATES, ICW060361 I I (0) I ,:·~: ;:> I I I I I I I ',,-~ cw I I I I I 1.- ·I I® i MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, C~ 92108 CANTILEVERED RETAIN~NG WALL DESIGN\\ PROJECT #960240: LEGOLAND SITE RETAINING WALL• 41 HIGH (96240R04,RCW) ( ••••• continued) ----STEN SUMMARY---- Top Stem: From 4.00 ft to Top of Wall · 10.00in Concrete w/ # 4 a 12.00in, d• 7.75in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Ell\bed• 12.0in Hu• 0.0 <•Mn• 6798.ot\~I Vu • 0,00 <• Vn • 93.11psi \ \ Interaction Value• 0.000 Second Stea Froa 2.00ft to 4.00ft 10.00in Concrete w/ # 4 Q 12.00in, d• 7.75in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Elllbed•.12.0in : Mu• 79.3 <•Mn• 6798.0ft-# : Vu• 0.59 <• Vn • 93.11psf Interaction Value• 0.012 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ I 4 Q 12.00in, d= 7.7Sin f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed= 6.0in Hu• 634,7 <•Mn• 6798.0ft-# Vu• 3.60 <• Vn • 93.11psf Interaction Value• 0.093 ______ _... :1 i. . V4.4D (c) 1983-96 ENERCALC l?~~~ .. ~~--~'~:.--_;.;:;.-':..,..;.:,.: .. 1.,!~.;;;-.:.;.;;;;£;~_~,.,_··:-.,~.-:d;~"""'; .... ··.=::_;· _____ ~· ..... l~: . -" ..,_ ~EORGE R. SAUNDERS ASSOCIATES, KW060361. 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 11960240: LEGOLAND SITE RETAINING WALL - 6 1 HIGH (96240R06.RCW) WALL & FOOTING DATA VERTICAL LOADS Retained Height • 6.00 ft Axial D~ on Ste• • Wall Ht. above Soil • 0.00 ft Axial DL on Stea • Toe Width .. 1.00 ff •••• Eccentricity .. Heel Width • 2.00 ft surcharge over Toe • Total Footing Width .. 3.00 ft Surcharge over Heel • 0 plf 0 plf 0.00 in 0,0 psf 0.0 psf · Footing Thickness • 12.00 in 1~.'oo in Note: Toe Surcharge Resists overturning Key Depth • Note: Heel Surcharge Resists overturning Key Width • 12'.00 in SOIL DATA Toe to Key Dist. • 1.50 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 • 0.00 in ••••• Slope Press, • 0.0 pcf Lateral Pressure • 8581 Backfill Slope • 0.0 :1 -Passive Pressure • 7001 Passive Press. • 350.0 pcf '. -Friction .. 742 /I Soil Density • 110.0 pcf ; Add' l Force Required • 0.0, Soil Ht over Toe • 0.00 in ' ·Page: LATERAL LOADS Lateral Load Acting on Stem Above Soil • 0.00 psf Add'l Laterat Load • 0.00 plf Dist to Load Start • 0.00 ft Dist to Loa4 End • 0.00 ft ADJACENT FOOTING Vertical Load • 0.0 # Load Eccentricity ii 0.00 in Footing Width • 0,00 ft Ftg. CL to llall •. 0.00 ft Vert. Position of Ftg, ••• Above/Below:C+/-J = 0.0 ft Spread Footing ? No I SUMMARY FOOTING DESIGN Pressure a Toe • 1S74.2 psf .Soi'l Press, Hult. Toe Heel f'c • 3000 psi Pressure ii Heel • 0.0 psf By ACI Eq 9-1 = 2204 0 psf F)' • 60000 psi I Allowable Press. • 2000 psf Mu-Upward • 966 87 ft-II Min. As Percent • 0.0012 Ecc. of resultant • 7.23 in Mu-Downward • 105 772 ft-# Omit SP Under Heel ? No Max. Shear a Toe .. S.36 psi Mu-Design ii 861 -685 ft-# Toe Heel Max. Shea·r ii Heel • -5.00 psi One-Way Shear: II 4 Q 19.61 19.61 in 'o/c I (7"."';,, -<J) Allow. Ftg Shear .. 93.11 psi Actual • 5.4 S.O ps.i ' s al 30,39 30.39 in· o/c Factors of Safety: Allowable • 93.1 93.1 psi II ·6 Q 43.14 43.14. in o/c overturning • 1. 9S :1 Cover over Rebar• 3.50 3.50 in # 7 al 48.00 48.00 in o/c Sliding I'! 1.68 :1 'd' • ·a.so a.so in II 8 al 48.00 48.00 in o/c I Ru• Mu/bd"'2 .. 13.2 10.S psi # 9 al 48.00 48.00 in o/c SUMMARY OF FORCES & MOMENTS -overturning Moments --Resisting Moments Origin of Force ••• II ft ft-# II ft ft-II I Active Soil Press. .. 8S7.S 2.33 2000.8 0 0 0 Soil over Heel • 0 0 0 770.6 2.42 1860.8 Soil over Toe • -17.S 0.33 -5.8 0.0 0.00 0.0 Sloped' Soil a Heel • 0 0 0 o.o 0.00 -0.0 I Adjacent Ftg. Load • 0.0 0.00 0.0 .Q.O 0.00 0.0 Surcharge over Heel .. 0 0 0 0.0 ().00 0.0 Surcharge over Toe .. 0.0 0.00 o.o 0.0 0.00 . 0.0 Axial Load on Wall • 0 0 Q o.o 0.00 o.o I Load; Proj. Wall • 0.0 0.00 0.0 0 0 0 Averaged Ste• Wts. • 0 0 0 7S0.0 1.42 1062.5 Added Lateral Load • 0,0 .0.00 0.0 0 0 0 Footing Weight • 0 0 0 450.0 1.50 67S.0 I Key lleight ..----• 0 ··0 /,' 0 150.0 2.00 300.0 Vertical COIIIPOnent of Active Pressu,,e 0 0 0 0.0 0.00 0.0 I· --·-Totals • 840.0 # · -··-------1995;0 ft-I 2120.0 II 3898.3 ft-II Resisting Totals Used For Soil Pressure 2120.0 # 3898.3 ft-# (Vert. C011p0nent of Active Pressure Re110ved) I (continued on next pag,i .... ) .. i·\[) I :.t::·:· --I V4.4P Cc> 1983-96 ENERCALC . GEORGE R •. SAUNDERS ASSOCIATES, ~~1-.. ;~:;. -• ~--. . ..,._.;.;.~-.:.· .. i/?_'.·_ • .::·--~-··=--=-=--:~;~:: ,:2·-·_.;·=·-~-~-·1~,.:=_-_.·._. _..:_~~----=--'-~~.:.:..:___:__:,;_.:c.__;.~,.___;---'-'-_: ....... ....:......:... ...... --------:1:-~~~· _,,,. __ .. ;..:~""':o~·-·z : • . .....,.....,.,r • • • --- I I I I I I I I I I I I I I I 1- 1 tD (,.~:::': ·- (.'::~ ,jj) f03 . MARTIN & DUNN, INC.. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 9~_108 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAHD SITE RETAINING WALL - 6 1 HIGH (96240R06.RCW) ( ••••• continued) ----STEN SUMMARY---- Top Stem: Fro• 4.00 ft to Top of Wall 10.00in Concrete w/ I 4 a 12.00in, d• 7.75in f'c• 3000.0psi, -Fys 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.0in Mu• 79.3 <=Mn• 6798.0ft~# Vu • 0.59 <• Vn • 93.11psi \ \ Interaction Value• 0.012 Second Ste• Fro• 2.00ft to 4.00ft 10.00in Concrete w/ # 4 a 12.00in, d• 7.75in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.0in : Mu• 634.7 <•Mn• 6798.0ft-# Vu• 3.60 <= Vn • 93.11psi Interaction Value• 0.093 Third Stem Fro• 0.09ft to 2.00ft 10.00in Concrete w/ # 4 Q 12.-00in, d• 7.7Sin f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed= 6.0in HU• 2142.0 <•Mn• 6798.0ft-# vu• 9.17 <• Vn • 93.11psi Interaction Value• 0.315 .----:: • V4.4D (c) 19113-96 ENERCALC . \ \ k~~~;J.!_-,.:,:.--:.:::.;:;~~,4•~-~~t;~~~-~;Si:..~;:-:~;:;-;,.__.,_e_-;.~,_·,· ···-~·-···!.:-~ -~-•.•.. · .. ~~--, · ... j: _.' :·Page: A ~2.,. GEORGE R. SAUNDERS ASSOCIATES,.KW06()361 , '• ~ '~ --,., . .., '. ~ .· .· .·,_.-·, __ .··,·.·. ,· ·•, : -~~-.-.'-.* .. ·-.· .. w, .;.:" . : -'"~·· '.:~:.; ~ ... :~·:. •i:---~ . ~· . .......... ..,._ ..,., ..... _~_,__ ____ .;_;,. _____ _ I I (;J I .)::/ I I I I I I I-_ . ..,_ rr~:) ·:f;__;,N I I I I ~ I I· MARTIN & DUNN, I~C. . 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) WALL & FOOTING DATA VERTICAL LOADS Retained Height • 8.00 ft Axial DL on Stn • Wall Ht. above Soi l • o.oo ft. Axial DL on Stea • Toe Width • 1.00 ft • ••• Eccentricity • Heel Width • 3.50 ft Surcharge-over Toe • Total Footing Width • 4.50 ft surcharge over Heel • o plf 0 plf 0.00 in 0.0 psf . 0.0 psf Footing Thickness • 12.00 in 'I Note: Toe sur~rge Resists Overturning Key Depth • 12.00 in Note: Heel Surcharge Resists Overturning '' Key Width • 12\00 in SOIL DATA Toe to Key Dist. • 1.so ft Allowable Bearing • -2000 psf SLIDING CHECK Active Lateral • 35.0 pcf Ftg/Soil Friction • 0.35 ••••• Nax Press. --0.0 pcf_ Soil to Neglect • 0.00 in ••••• Slope Press. .. o.o pcf Lateral Pressure • 1418 I Backfill Slope .. 0.0 :1 -Passive Pressure • 700 # Passive Press. • 350.0 pcf -Friction • 1460# Soil Density • 110.0 pcf Add'l Force Required • o.o' Soil-Ht over Toe • 0.00 in // Page: /\ ;3> LATERAL LOADS Lateral Load Acting on Stem Above Soi l • 0.00 psf Add'l Lateral Load , • o.oo plf Dist to Load Start .. 0.00 ft Dist to L-oad End • o.oo ft ADJACENT F.OOTING Verti'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 • o.o ft Spread Footing 1 No SUMNARY FOOTING DESIGN · Pressure iii Toe • 1806.0 psf soil Press. Hult. Toe Heel Pressure iii Heel • 48.1 psf By ACl Eq 9-1 • 2528 67 psf Allowable Press. • 2000 psf Mu-Upward "'\ 11~ 1968 ft-JI· Ecc. of resultant • 8.53. in Mu-Downward • 105 5127 ft-# Max. Shear iii Toe • 6.40 psi Mu-Design· • 1068 -3159 ft-// Max. Shear iii Heel • -16,'11 psi One-Way Shear: Allow. Ftg Shear • 93.11 psi Actual • 6.4 16.1 psi Factors of Safety: Allowable • 93.1 93.1 psi Overturning • 2.51 :1 Cover over Rebar• 3.50 3.50 in Sliding • 1.52 :1 'd' • a.so 8.50 in Ru• Mu/bcl"2 • 16.4 48.6 psi SUMMARY OF FORCES & MOMENTS --overturning Moments - Origin of Force ••• II ft Active Soil Press. • 1417.S 3.00 Soil over Heel • 0 0 Soil over Toe • -17.S 0.33 Sloped Soil iii Heel • 0 0 Adjacent Ftg. Load • 0.0 o.oo surcharge Over Heel • o· 0 Surcharge-over Toe • 0.0 0.00 Axial Load on Well • 0 0 Load iii Proj. Wall • o.o 0.00 Averaged Stem Wts. • 0 0 Added Lateral Load .. o.o o.oo Footing Weight • 0 0 Key Weight .-.. ---• 0 ··o Vertical Component of Active Pressu,,e 0 0 Totals • 1400.or Resisting Totals Used-for Soil Pressure (Vert. Component of Active Pressure Re1110ved) ft-// 4252.S 0 -,5.8 0 o.o 0 o_.ci 0 o.o 0 o.o 0 0 0 4246.7 ft-# II 0 2346.7 0.0 o.o o.o o.o o.o o.o 0 1000.0 0 675.0 1s0.0 0.0 4171.7 # 4171.7 I f'c Fy Min. As Percent Omit SP Under Heel Toe II 4 iii 19.61 II 5 iii 30.39 II 6 ii) 43.14 II 7 iii 48.00 II 8 Q 48.00 II 9 il 48.00 Resisting Moments ft 0 3.17 0.00 o.oo 0.00 0.00 0.00 ', o.oo 0 1.42 0 2.25 2.00 0.00 • • • ? Heel · 19.61 30.39 43.14 48.00- 48.00 48.00 ft-I/ 0 7431.1 o.o •' o.o 0.0 o.o 0.0 0.0 0 1416.7 0 1518.7 300.0 0.0 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 10666.5 ft-I/ -10666.5 ft-II (continued on next page •••• ) GEORGE R. SAVNDERS ASSOClATEs; Kll060361 I I Ct) I I I I I I I I (iJ I I I I I 1·· I ·. r(:_.'\ .6 ~- MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . CANTILEVERED RETAINING WALL DESIGN 11 PROJECT #960240: LEGOLAND SITE RETAINING WALL - 8 1 HIGH (96240R08.RCW) ( ••••• continued) ----STEM SUMMARY----,- Top Stem: Fro• 4.00 ft to Top of Wall 10.00in Concrete w/ I 4; 12.00in, d• 7.7Sin f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.0in Ku• 634.7 <•Mn• 6798.01\~I Vu • 3.60 <• Vn • 93.11psi \ \ Interaction Value• 0.093 Second Stea From 2.00ft to 4.00ft 10.00in Concrete w/ I 4 Q 12.00in, d• 7.75in f'c• 3000.0psi, Fya 60000.0psi · Wall Wt.• 125.00psf, Bar 'Embed= 12.0in . Mu• 2142.0 <=Mn• 6798.0ft-# \Vu• 9.17 <• Vn • 93.11psi Interaction Value• 0.315 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ # 4; 12.00in, d= 7.75in f'c• 3000.0psi, Fy= 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 6.0in Mu• 5077.3 <•Kn• 6798.0ft-# Vu• 17.30 <• Vn • 93.11psi Interaction Value• o.747 ---·- > ' I \ //Page: ~~ ,. I V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCLITES, kll06Ql6'. . "· t:~.:.:~;:E.:::;.t'.-:.,-:J-;. ... ~.:~~~).;~.;;~.'.£~~-:;,;~7:r~.;-{,.~~~.,.:,;_ .. ~;.:,.;~.•-'•:: .. ~.,,_; .. ,:~~~:~.-~---··':.~:----~:=:.t,~·::._~:-~:u.c:...:.,,,...,-===~a.11 I I l~J /_:'.·::. ~ :::.: I I I I I I I ·I ;:;~ _;J \:-:·::· -!!...~ I I I I I 1--- I ® . ·:-.-. I: ·.-:.::5:- MARTIN & DUNN, INC. _ _ STRUCTURAL & CIVI~ ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN" \ I PROJECT 1960240: LEGOLAHD SITE RETAINING WALL -101 HIGH (96240R10.RCW) ---WALL & FOOTING DATA --- Retained Height • Wall Ht. above Soil • Toe Width • Heel Width • Total Footing llidth • Footing Thickness-• Key Depth • 10.00 ft 0.00 ft. 1.00 ft s.so ft' 6.50 ft ----VERTICAL. LOADS ---- Axial DL on Stea • O.plf Axial DL on Stell • 0 plf •••• Eccentricity • 0.00 in surcharge over Toe • o·.o psf surcharge over Heel • _ 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel surcharge Resists overturning ) } Page: ------LATERAL LOADS ----- Lateral load Acting on Stea 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 Width • 1~.po in 1s1~ in 12100 in -------SOIL DATA ----------ADJACENT FOOTING ------- Toe to Key Dist. • 1.50 ft Allowable Bearing • 2000 psf Vertical Load • 0.011 0.00 in 0.00 ft 0.00 ft ----SLIDING CHECK------Active Lateral 11 35.0 pcf Load Eccentricity • Ftg/Soil Friction • Soil to Neglect • Lateral Pressure • -Passive Pressure • '.~ Friction • :Add' l Force Required • 0,35 o.oo in 2118 i 10941 26541 0.01 ••••• Max Press. ••••• Slope Press. Backfill Slope Passive Press. Soil Density Soil Ht over Toe .. • = • • • 0.0 pcf Footing Width • 0.0 pcf Ftg. CL to Wall • 0.0 :1 · Vert. Position of Ftg. 350.0 pcf ••• Above/Below: [+/-J • 110.0-pcf Spread Footing ? o.oo in o;o ft Ho -----SUMMARY---~------------------FOOTING DESIGN -------------- Pressure ii Toe Pressure ii Heel Allowable Press. Ecc. of resultant Max. Shear al Toe Max. Shear ii Heel Allow. Ftg Shear Factors of Safety: overturning Sliding • 196S.6 psf SoH Press. Mult. • 367.8 psf By A(;I Eq 9-1 = • 2000 psf Mu-Upward 11 • 8. 90 in Mu-Downward = • 7.12 psi Mu-Design • • -21.~0 psi One-Way Shear: Toe 2752 1319 105 1214 Heel f'c 51S psf Fy 11435 ft-II Nin. As Percent 19056.ft-# Omit SP Under Heel -7620 ft-I --------Toe # 4 iiJ 19,61 • 93.11 psi Actual • 7.1 ,21.5 psi II 5 iiJ 30.39 Allowable = 93.1 93,1 psi # 6 iiJ 43.14 • 3,45 :1 Cover over Rebar = 3,50 3.50 in II 7 iiJ 48.00 • 1.77:1 'd' • 8.50 8,50in # 8 iiJ 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 Ho 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 ••• 1 ft ft-# Active Soil Press. Soil over Heel Soil over Toe Sloped Soil ii Heel Adjacent Ftg. Load Surcharge over Heel Surcharge over Toe Axial Load on Wall Load a Proj. llall Averaged Stea Wts. Added Lateral Load Footing \'eight Key Weight .---- Vertical C011p0nent • 2117.S • 0 • -17.5 • .o • o.o • 0 • o.o • o· • o.o • 0 .. o.o • 0 • 0 of Active PressUPe 0 Totals • 2100.0 I 3.67 0 0.33 0 o.oo 0 0.00 0 0.00 0 0.00 0 -·o 0 Resisting Totals Used For Soil Pressure . (Vert. Coeponent of Active Pr~ssure Re110ved) 7764.2 0 -5.8 0 o.o 0 o.o 0 o.o 0 o.o 0 0 0 7758.3 ft-I ----Resfsting Ho111ents ---- I 0 S133.3 o.o o.o o.o o.o 0.0 o.o 0 1250.0 0 975.0 225.0 o.o 7583.31 7583.31 ft 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 · 0.0 o.o 0.0 . o.o o.o 0 1770.8 0 3168.7 450.0 o.o 26778,4 ft-I 26778.4 ft-I (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, ~1 I I I I I I I I I , ..... -.,) I···: .. ,: •: ·.~: /",:_. .. :. I ,:'·0· <:---··. ' '-:'·'· I I I I I 1· , -· > MARTIN & DUNN, INC. . . STRUCTURAL & CI'VIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN\\ PROJECT 1960240: .LEGOLAND SITE RETAINING WALL -101 HIGH (96240R10.RC\I) ( ••••• continued) ----STEN SUMMARY . Top Stea: Fro• 4.00 ft to Top of WaH 10.00in Concrete w/ I 4 Q 12.00in, d• 7.7Sin f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar E~b~• 12.0in Mu• 2142.0 <•Kn• 6798,0ft~# Vu• 9.17 <• Vn • 93.1'1psi\ \ Interaction Value• 0.315 Second Ste• Fro• 2.00ft to 4.00ft 10.00in Concrete w/ I 4 Q 12.00in, d• 7.75in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.2in . ; Mu • son.3 <-Mn • 6798,0ft-l \ : Vu• 17.30 <• Vn ·• 93.11psi · Interaction Value• 0.747 · Third Stea Fr011 0.00ft to 2.00ft 10.00in Concrete w/ # S; 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 -- .. ·• ,· ,. I·_; / : Page: A'?>(o .. I V4.4D Cc) 1983-.96 EHERCALC . . . GEORGE R. SAUNDERS ASSOCIATES, Kll060361 L-,..~~77.;;: .. ~.9,:~~~·~·!!'--:·2~--; .... ,:.,~;.-::~.;_ .. .,.e_;:s:; ~:e--~t.-¼~:!.:!l.._""~:::;~---~~~~==--~~~-:-~~~~:~~------._. _,~-.. ~------.. · ... I I <C) i• .... I I I I I I I I f.'.2) \:;;:: 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: LEGOL,AND SITE RETAlNlNG WALL -121' HIGH (96240R12.RCV) \\ ---WALL & FOOTING DATA ---------VERTI.CAL !-OADS ---- Retained Height • 12.00 ft Axial DL on Stem • 0 plf Wall Ht. above Soil • 0,00 ft. Axial DL on Stem • 0 plf Toe Width • 2.00 ft .... Eccentricity • 0,00 in Heel Width • • 6,00 ft surcharge over Toe • 0.0 psf Total Footing Width • 8.00 ft Surcharge over Heel • 0.0 psf Footing Thickness • 1~.00 in Note: Toe surcharge Resists overturning 'I -----LATERAL LOADS ----- Lateral Load Acting on Stem Above Soil Add' l Lateral Load _ Dist to Load Start Dist to Load End • • • • 0.00 pat 0.00 plf 0.00 ft 0.00 ft Key Depth • 1~};00 in Note: Heel Surcharge Resists overturning Key Width = 12~QO in -----SOIL DATA ---------ADJACENT FOOTING ---- Toe to Key Dist. • 2.00 ft Allowable Bearing • 2000 psf Vertic!!ll Loacf • o.o, o.oo 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 • 2958 # Backfill Slope • 0.0 :1 Vert. Po•ition of Ftg. -Passive Pressure • 1094 I Passive Press, • 350.0 pct •• ,Above/Below: C+/-J -Friction • 3411 I soil Density = 110~0 pcf Spread Footing Add' l Force Requir~ • 0.0 I Soil Ht over Toe • 0.00 in • ? o.o ft No -----SUMMARY---------.,.-------------FOOTING DESIGN -------------- Pressure al Toe · • 1767.6 psf Soil Press. Mult. Toe He~l f'c Pressure al Heel • 668,7 psf By ACI Eq 9-1 • 2475 936 psf Fy Allowable Press. = 2000 psf Mu-Upward • 4693 16915 ft-// Min. As Percent Ecc, of resultant • 7.22 in Mu-Downward • 420 27469 ft-I Omit SP Under Heel Max, Shear al Toe • 27.10 psi Mu-Design • 4273 -10553 ft-// ----toe Max. Shear al Heel • -30,30 psi One-Way Shear: II 4 al 15. 94 Allow. Ftg Shear • 93.11 psi Actual • 27.1 30.3 psi II 5 al 24.71 FactorsofSafety: Allowable • 93,1 93.1psi II 6Q 35.07 overturning • 3.59 :1 Cover over Rebar • 3.50 3.50 in II 7 cil 47.83 SL iding • 1.52 :1 'd' • 8.50 8.50 in II 8 lil 48.00 Ru • Mu/bdA2 • 65. 7 162.3 psi II 9 Q ·. 48.00 Heel • • • ? 3000 psi ~ psi 0.0012 .. No 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 ---------------SUMMARY OF FORCES & MOMENTS ---,----,------------ -overturning Moments - I ft ft-I Origin of Force ••• Active Soil Press. Soil over Heel Soil over Toe Sloped. Soil lil Heel Adjacent Ftg. Load surcharge over Heel surcharge over Toe Axial Load on Wall Load al Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight --·-- Vertical Component = 2957.5 = 0 • -17.5 • 0 • 0.0 .. 0 = o.o .. 0 = 0.0 .. 0 .. o.o = 0 = 0 of Active Pressu,,e 0 Totals • 2940.0 I . 4.33 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. Component of Active Pressure Re110ved) V4,4D Cc) 1983•96 ENERCALC 12815.8 0 -5.8 0 o.o 0 0.0 0 0.0 0 0.0 0 ,. 0 0 12810.0 ft-# ----Resisting Moments----- I 0 6820.0 o.o o.o o.o 0.0 o.o o.o 0 1500.0 0 1200.0 225.0 o.o 9745.01 -- 9745.0 I ft 0 5.42 o.oo 0.00 0.00 0.00 0.00 0.00 0 2.42 0 4.00 2.50 o.oo ft-I 0 36941.7 o.o . o.o o.o o.o . o.o o.o 0 3625.0 0 4800.0 562,S o.o 45929.1 ft-1 · 45929 .1 ft-I (continued on next page •••• ) ~EOR~E·R, SAUNDERS ASSOCIATES, KW060361 -. . :;~ .. ~-..... - ,.J • ... .. ,r~~--~--~-~-- I I I I I I I I I I I I I I I 1· 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 -12' HIGH C96240R12.RCV) ( ••••• continued) ----STEM SU,mARY --------- Top Stea: fr011 4.00 ft to Top of Wa(t 10.00in Concrete w/ I 4; 12.00in, d• 7.56in f'c• 3000.0psi, fys 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.Sin Mu• 5077,3 <•Mn• 6627.0ft-l Vu• 17.81 <• Vn • 93.11psi\ \ Interaction Value• 0.766 Second Stea from 2.00ft to 4.00ft 10.00in Concrete w/ # 5 Q 12.00in, d= 7.56in f'c• 3000.0psi, fya 60000.0psi . Wall Wt.• 125.00psf, Bar Embeds 20.1in : : Mu• 9916.7 <•Mn• 10121.0ft-# ('.Vu• 28.79 <• Vn • 93.11psi · Interaction Value• 0.980 Third Stena from 0.00ft to 2.00ft 10.00in concrete w/ I 7@ 12.00in, d• 7.S6in f'c• 3000.0psi, fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 12.1in Mu• 17136.0 <•Mn• 18819.0ft-# Vu• 42.39 <-Vn • 9~.11psi Interaction Value• 0,911 ____ ... .,,,,,.. V4.4D Cc) 1983-96 ENERCALC . / ·Page: A~ I_ GEORGE R, SAUNDERS ASSOCIATES, IC\l060361 I I P.) 1··::·· -·:-- I I I I I I I I CD 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 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAHD SITE RETAINING WALL -14' HIGH (96240R14.RCW) \ \ ---WALL & FOOTING DATA -------VERTICAL LOADS ------ Retained Height • 14.00 ft Axial DL on Stea • 0 ptf Wall Ht. above Soil = 0.00 ft. Axial DL on Stea = 0 plf Toe Width • 2.50 ft •••• Eccentricity • 0.00 in Heel Width • 8.00 ft surcharge over Toe • O.O·psf Total Footing Width • 10.50 ft surcharge over Heel = 0.0 psf Footing Thickness = 12.00 in Note: Toe Surcharge Resists overturning Key Depth • 181.~ in Note: Heel 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 Width • 12\00 in -----SOIL DATA ------------ADJACENT FOOTING ----- Toe to Key Dist. • 3.00 ft Allowable Bearing • 2000 psf Vertical Load • ----SLIDING CHECK ------Active Lateral • 35.0 pcf Load Eccentricity • o.o' 0.00 in , 0.001t 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 • 39381 Backfill Slope • 0.0 :1 Vert. Posit.ion of Ftg. -Passive Pressure • 1094 # Passive Press. • 350.0 pcf ••• Above/Be-low:[+/-J :-Friction • 5105 # Soil Density • 110.0 pcf Spread F®ting· Add' l Force Required • 0,0 # Soil Ht over Toe • 0.00 in • ? o.o ft No -----SUMMARY---------------------------FOOTlNG DESIGN _........., __________ _ Pressure iii Toe Pressure iii Heel Allowable Press. Ecc. of resultant Max. Shear iii Toe Max. Shear iii Heel Allow. ftg Shear Factors of Safety: overturning Sliding .. 1702,9 psf "' 1075.5 psf • 2000 psf • 4.74 in • 36.87 psi • -37~37 psi • 93.11 psi • 4.60 :1 • 1.57 :1 Soil Press. Hult. By ACI Eq 9-1 • Hu-Upward = Hu-Downward • Hu-Design = one-Way Shear: Toe 2384 7232 656 6576 Heel f'c 1506 psf Fy 43799 ft-# Min. As Percent 60760 ft-# Omit SP Under Heel -16961 ft-# ----Toe ,. 4 iii 10.28 Actual • 36.9 37,4psi # 5 iii 15.94 Allowable • 93.1 93.1 psi # 6 Q 22.62 Cover over Rebar • 3.50 3.50 in # 7; 30.85 'd' = s·.so s.so in # 8 iii 40.62 Ru = Mu/bcfA2 • -101.1 260_.8 psi # 9 iii 48.00 Heel • • • ? 3000 psi 60000 psi 0.0012 Ho 5.12 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 & MOMENTS ------------------- --overturning Moments --------Resisting.Moments---- Origin of Force ••• # ft ft-# I Active Soil Press. Soil over Heel Soil over Toe Sloped Soil iii Heel Adjacent Ftg. Load Surcharge over Heel s~rcharge over Toe Axial Load on Wall Load iii Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight ----- Vertical C0111ponent • 3937.,5 • 0 • -17.5 • 0 • o.o = 0 • o.o .. 0 • o.o • 0 • o.O • 0 • 0 of Active PressUPe 0 Totals • 3920.0 I 5.00 0 0.33 0 o.oo 0 0.00 0 o.oo .o 0.00 0 ··O 0 Resisting Totals Used For Soil.Pressure {Vert. Coaponent of Active Pressure· Removed·) '. ,' V4.4D Cc) 1983-96 ENERCALC 19687.S 0 -S.8 0 o.o 0 o.o 0 o.o 0 ·0.0 0 0 0 0 11036.7 o.o o~o o.o o.o 0.0 o.o 0 1750.0 0 1575.0 225.0 0.0 19681.7 ft-# · 14586.71 14586.71 ft 0 6.92 0.00 ·o.oo 0.00 0.00 o.oo o.oo 0 2.92. 0 5.25 3:50 o.oo ft-I 0 76336.9 o.o o.o o.o 0.0 . o.o o.o 0 5104.2 0 8268.7 787.5 o.o 90497 .3 ft-f 90497.3 ft-# (continued on next page •••• ) GEORGE R, SAUNDERS ASSOClATES, ICII060361 ~~i~:-:,~·::O: ~=-:::::-~~,;-;·-:-~1/:·;-; ~?:_":.:::;::_.;..;; }'f=:r,.;~-k~-::.r;_,;~~~.:;~~-;i:~~~:::;,~. ~-,-.,~:::::::~.::;~;~-·:. :~ .. :... ~ •;-::. ~-.-.. . . . • . . ., .. -. • • . ·-... ....-.--.-.--- I I ~) (.',:': -:_= . .-:: I I I I I I I ·.:: •;··~·: I .c21 . ~-.::::., 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 1960240: LEGOLAND SITE RETAINING WALL -141 liIGH (96240R14.RCW) ( ••••• continued) ----STEN SUMMARY . Top Stem: Frora 4.00 tt to Top of WaU 10.00in Concrete w/ I a·a 12.00in, d• 7.44in t'c• 3000.0psi, Fy= 60000.0psi Wall Wt.• 125.00psf, Bar E~= 12.Sin Hu• 9916.7 <• Hn • 23678.7f\-• Vu• 29.33 <= Vn • 93.11ps1\ Interaction Value• 0.419 Second Stell Fro• 2.00ft to 4.00tt 10.00in Concrete w/ # 8 Q 12.00in, d= 7.44in f'c• 3000.0psi, Fyr= 60000.0psi Wall Wt.• 12S.OOpsf, 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; 12.00in, d= 7.44in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf~ Bar Embeda 16.0in Mu• 27211.3 <•.Hn • 29043.Sft-# Vu• 59.68 <• Vn • 93.1·1psi Interaction Value• 0.937 ---·- .. . ,' V4.4D Cc) 1983-96 EHERCALC ' .. ·• ,· ,· _/ /,age: A4Q I I \' GEORGE R. SAUNDERS· ASSOCIATES, KW060361 I I <0 I I I I I I I .1 I I I MARTIN & DUNN, INC. 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': *. -, .... 4.-:~-,.•~,.~-._.,,,.?-·• ~-•'s -•..,-.. ;. .. ~ •. ~,-~~~ .. ....,.~ .... -rr."':"~----------,,~,,--~--,-,-· ------~---- JOB L& ((7) {,.A+,tv c.~.L.Sp'A"D I I MARTIN & DUN.N, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. AA ~ 4'6 OF _______ _ ,/ , I I I I I I I ft ,• CALCULATED BY _ __._R ......... M ......... £~----..-DATE /4>~ 'i':r· Phone (619) 497-2118 Fax (61-9) 497-0429 CHEctb:o BY---------DATE---,----- c:12 ~ A:~ AA 'f:J.00/) f \A{, foll S, . · 1)e{0Z.F,i;J·r; .. />(li..,bw ~"'~ Loli:>· frZ,-.JSto~ .. [,,., ·H€~61> ),rCbt'v'/1... .. ·r3-0Vti \,J/-'fv) A 'FR~ Gors& 01.P(Ar-'U ~M(Dt.. {HAJJ fe-t-.(301-r~rrl UE'JW61"fj 11 -r~:;. '3 (X)c:; rs) : [f-'(1"0 (dl !ff// l/,)Pc1;>1,-,(,-) . '(o,g,J '. \\ . Ji} 'Pc --·::·+ ft·-A; (-i~ g ~ r:p[} ...... : ~ . '2. ::;:; JD.~ fe :47[' fo1'2. . 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0.429 SHEET NO. _________ e,;.,._-1-I _ OF 17 CA~CULATED·BY ..... i<Jk--... ______ DATE _____ _ CHECkED BY-----'-----DATE------ SCALE --ia-14+'-,4;:.i..g.r..._.J}f.+u_ ,.___,.{p~·;...p·iJ_p __ Lf;....,.X:~------ z 2 .: s e 1 s ~ 2 :; .1 s e 1 a , 2 :; ..: s, e 1 f 1 2' -~ .e s & : o 1 2 3 -' 5 6 1 e 1 2 3 ~ s s 7 a , 2 a. .: s 6 7 i 1 2 3 : ~ ~"f~\A\~(r 0£.stb~ f-ot,r t.o,9o ....... :. ---·---. -................ . . -~-----. ·-·· ......... -........ _,_.., .. _, .... ., ........ ""'''" .., ... -;--... -·· . . . .. . . ... . L-1vi :tofcl> ~D L-oAP --:: : '2-o :P?f' .. \ \ : . \ ?oof : 14/-~vi_c; ...... · · ······ PL'f Wt, '??/qu : ~ M'l ij~ -i..t> .1 ~vLkiloN . M'Pf. : 1J1~'.- l. C-:,,,,.;:,· -P?f" .............. -. ··:·· ............... . ,2, ~ 1>=>r ~,.o Pbf z.o -~1 ·2~} ... f'':>f ··: _ ..... -......... ·-·T ........................ . l'B ,.;, ~:;;r . 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I ~ 1--l . t --· · . ~-· :: rn-· r _ -1 .=r r:= < -~ 4-----• -±· ----·---, ·h •T ". ~ I . --~ --· -----+-,--• -+------+-· -~---+.,--• -h_:-_ ':" ·• -.--_,. -I I . - H -· ,-· 1-1/1-=tr, --1,,,rf 1 I .11 I -1/f I I I !'I· I I AIIIIIIII I ~11111111 I -1!~ -I I I I I I I --1-I II I I I --. -1,111 ·1 -.:-_-:::..:.,-___ ,_ ___ , _ __ ,_ ___ ,_ -_,_ ---- I, I I I I I I I I I I I I I I I I I I I ~-.!; ________ _ TRUSS# t1 t2 t3 t4 t5 t6 Sheet1 MARC HE COMPLEX T JI DESIGN SPAN LOAD (DL+LL) TRUSS SIZE 20' 152 14" TJl/35C 26' 152 16" TJl/55C 20' 152 14"TJl/35C 15' 152 11 7/8" T Jl/35C 20' 152 14" TJl/35C 20' 152 + mech DBL-14" TJl/35C \ l ' \ · · PUQO 1 , ; \ \ REACTON FLANGE HANGER CAPACITY 1520# 2 5/16 MIT3514 2650# 1976# 31/2 MIT416 2650# 1520# 25/16 MIT3514 2650# 1140# 31/2 ITT3511.88 1450# 1520# 2 5/16 MIT3514 2650# 2912# 4 5/8 WP35114-2 3635# I I I I 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 (619)497-2118/FAX 497-0429 GENERAL TIMBER BEAM .DESIGN - -GB-1 Date: 06/05/97 ~a'ge:._B4 ----,.-------BEAii DATA--------------------SP!I D!T!---- Timber Section 8. 75x21. O End Fixity Pin:Pin center Span = Bea11 Width = 8. 750 in Elastic Modulus = 1800000 psi Left cantilever = Beam Depth = 21.00 in Bea1 Density -35.o pcf Right cantilever = La11ination Thickness = o.oo in Load Duration Factor = 1.25 · --..:..:.-UIBR!CED LEIGTBS Fb -Bending = 2400 psi Bea1 Wt. is Added to Loads Le : Center span · = Fv -Shear = 16~ ps! ·End Shear Calc1d at Support Le : Left Cant. = 40.00 ft o.oo ft 0.00 ft 0.00 ft 0.00ft 0.00 ft Fe -Bearing = 650 psi _ Le : Right cant. = . m>LIED :W!DS---'----,-------------- Uniforn Load@ Center Span: DL = 320.0 plf LL=-272.0 plf -----------------'-~ SOJIIARY------------------USIHG 8.750 X 21.000 Bean, Bending= 94.24%, Shear= 50.40% Max. Pos Mon @ 20.00 ft: 127.33 k-ft Shear: Max. @ Left = Max. Neg Moll @ o.oo ft: o.oo k-ft .... used for dsgn = Max @ Left · = o.oo k-ft .... Area Reg1 d = Max @ Right = o.oo k-ft Max. @ Right = Max. Allow Moment = 135,12 k-ft .... used for dsgn = fb : Max. Actual = 2375.9 psi' .... Area Req'd = Fb : Allowable · = 2521. 2 psi fv ,: Max. Actual = Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,5 CV per UBC 2312.4.5 center camber = 19.87 = = 0.00 0.84 = ·-2.59 in · V4.4D (c) 1983-96 EHERCALC. Fv : Allowa})le = Bearing Recj1 d @· Left = Bearing Reg1d @ Right= 12. 73 k 19.lOk 92.61 in2 12. 73 k 19.10 k 92.61 in2 193,94 ps! . 206.3 psl Reactions •.. DL Maxilnm Left = 7.29 k 12. 73 k Right = 7.29 k 12. 73 k Deflections ••• Center = -1.73 in -3.02 in .... Dist = 20.00 ft 20.000 ft ... L/Defl = 278 159 Left = o.oo in 0.000 in ... L/Defl = 0 0 Right . = 0.00 in 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I 1- 1 I I I I I I MARTIN & DUNN iNC. _ STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497~0429 Date: 06/05/97 ~a'ge: , 1?>'::>- GENERAL TIMBER BEAM DESIGN \ it-: J:f: _: I: GB-2 --------'---BEAK DATA------'----------"---SPAI D!TA---- Timber Section Bean Width Beam Depth Laninat1on Thickness Fb -Bending Fv -Shear Fe -Bearing 3:125xl2.0 End Fixity Pin:Pin Center Span = = 3.i25 in Elastic Modulus 1800000 psi Left cantilever = = 12.00 in Bea1 Density = 35.0 pcf Right cantilever = = o. 00 in Load Duration Factor = 1. 25 ---OIBR!CED LEllGT1IS = 2400 psf Bea1 Wt. is Added to Loads ·Le : Center Span = = 1§5 ps! End Shear Calc'd at Support Le : Left Cant. = 14.50 ft o.oo ft 0.00 ft 0.00 ft o.oo ft 0.00 ft = 650 psi 1e : Right cant. = . !WLIED LO!DS--------------- Uniforn Load@ Center Span: DL = 320.0 plf LL= 272.0 plf -----------------SUJIIARY-..---------------- USING 3,125 x 12.0QO Bean, Bending= 84,26%, Shear= 84.52% Max. Pos Mon @ 7.25 ft= 15.80k-ft Shear: Max.@ Left = Max. Neg Mon @ 14.50 ft= o.oo k-ft -•••• used .for dsqn = Max @ Left = o.oo k-ft .... Area Reg1d = Max @ Right = o.oo k-ft Max. @ IU,ght = Max. Allow Monent = 18. 75 k-ft •••• used for dsgn = fb : Max. Actual = 2527. 7 psi .... Area Req'd = Fb : Allowable = 3000.0 psi fv : Max. Actual = Fv :· Allowable = Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,S CV per UBC 2312.4.5 center camber =- = = = V4.4D {c) 1983~96.EHERCALC 19.87 0.00 1.00 -0.61 in Bearing Req1 d @ Left = Bearing Reg1d @ Right= 4,36 k Reactions ••• DL Maxinun 6.54 k Left = 2.39-k 4.36 k 31. 70 in2 4.36Jc Right = 2.39 k 4.36 k 6.54 k · Deflections ••• 31.70 in2 Center = -0.40 in -o. 74 in 174.32 psi •••. Dist = 7.45 ft 7,250 ft 206.3 psi ••• L/Defl = 431 236 Left o.oo in 0.000 in 2,15 in ••• L/Defl = 0 0 2.1s in Right = o.oo in 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 -------~-~-_......., ____ ..,. ~ -----------------·---~-----·--·-·----·- I I I I 1· I I I I I I 1· I I I I I. I I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEG(i) CA 92108 (619)497-2118/FAX 497-0429 Date: 06/05/97 GENERAL TIMBER BEAM DESIGN GB-3 --------'---BEAJi D!'f!-------------- Timber Section Beall Width Beam Depth La11inat1on Thickness Fb -Bending · Fv -Shear Fe -Bearing 3:125xl5.0 End Fixjty = 3.125 in Elastic Modulus = = 15.00 iII Beal Density = = o.Oo in Load Duration Factor = Pin:Pin _ 1800000 psi 35.0 pcf 1.25 = 2400 psi Beam wt. is Added to Loads = 16~ psi End Shear Calc1d at Support = 65Q psl ----SP!I D!T!---- Center s~ = Left cantilever = Right cantil~ver = ---UIBR!CED LEIGTBS Le : center Span · = Le: Left Cant. = Le: Right cant. = 26.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft . APPLIED :W!DS-------'----"-------- 0niforn Load@ Center Span: DL = 120.0 plf LL= 120.0 plf ' SOJIIARY-"-----------'-----------0SING 3,125 x 15.000 Bean, Bending= 72.51%, Shear= 50.71% Max. Pos Moll @ 13.00 ft: 21.24 k·ft Shear: Max. @ Left = Max. Neg Mon @ 0.00 ft: 0.00 k-ft •••• us~ for dsgn = Max @ Left = o.oo k-ft •••• Area Reg'd = Max @ Right = 0.00 k-ft Max. @ Right = Max. Allow Mo11ent = 29.30 k-ft .... used for dsgn = fb : Max. Actual · = 2175.3 psi .... Area Req'd = Fb : Allowable .: 3000.0 psi fv : Max. Actual = Ck= .8ll(E/Fb)A,5 Rb= (LeD/BA2)A,5 CV per lJBC 2312,4,5 Center camber = 19.87 = o.oo = 1.00 = -1.28 in Fv: Allowable .- Bearing Reg1d @ Left = · Bearing Refd @ Right= 3,27 k Reactions ••• 4.90k Left 23. 77 in2 Right 3.27.k 4,90k · Deflections ••• 23. 77 in2 Center 104.58 psi •••• Dist 206,3 psi ... L/Defl Left 1.61 in •• ,L~Defl 1.61 in Righ ••• L/Defl DL MaxillUll· = 1.71'k 3.27 k = 1.71k 3.27 k = -0.85 in -1.63 in = 13.00 ft 13,000 ft = 365 191 = o.oo in 0.000 in = 0 0 = 0.06 in 0.000 in = 0 0 V4,4D (c) 1983-96 EHERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 __ , --·-· I I I I 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 (619) 497-21i8/FAX 497 0429 MULTI-SPAN TIMBER BEAM DESIGN LEGOLAHD -MARCHE COMPLEX GB-4 --GEIER!L D!'f! ---1--2 - All spans sinple support ?? : "Im spans Length ft : 20. oo End Fixity: Pfo:Pin Beam Width in : 3,125 Bean Depth ~n : 12. 00 --CALCUL!TEI) VALUES --\--OK- F'b-Modif ied Allow. ps1: 2817.5 fb -Actual. psi : 1852.5 F1v-Modified Allow. psi: 206.3 fv (actual)* 1.5 psi: 125.0 Moment @ Left k-in : o.o Monent @ Right k.,.in : -138.9 Max. Mon. @ Mid-Span k-in : 108.6 X-Dist ft : 8.00 Shears: Left k : 2. 27 Right k : -3.43 Reaction @ Left DL k : 1. 08 LL k : 1.,20 Total k : 2.27 Reaction @ Right DL k ·: 3.00 LL k: 3.34 Total k : 6.34. Max. Defl.@ Mid Span in: -0.661 X-Dist ft : 8.93 ---DESIGI DATA --- Le: Unsupported Length ft : 5. 00 Fb:Basic Allowable psi : 2400.0 Fv:Basic Allowable ps! : 165.0 Elastic Modulus ks1 : 1800 Load Duration Factor 1.25 --APPLIED WADS -- 15.00 Pin:Pin 3.125 12.00 -OK- 2817.5 1852.5 206.3 . 105.0 -138.9 0.0 39.3 10.20 2.91 -i.37 3.00 3.34 6.34 0',65 0.72 1.37 -0.074 10.00 5.00 2400.0 165.0 1800 l.25 Use Live Load on This Span ·? Yes Yes Uniform...... DL plf : 135.0 135.0 LL plf : 150.0 150.0 --QUERY~ --Location • • • • • ft : 15, 80 Shear # : -2.25 Moment k-in: 1.92 Deflection . in : -0. 289 V4.4D (c) 1983-96 EHERCALC 5.35 1.40 -1.94 -0.011 --,.,_ ___ ·., .. ~~-----... - : ' ~-~--··-__ •• •• + ',,-.., ______ ·~·-, --,;__..J...-=--=....~_ .. Date: 06/05/97 \ GEORGE R. SAOlfDERS ASSOCIATES, -KW060361 I I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. . STRUCTURAL & CIVlL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 Date: 06/05/97 ,_ l _, page: BB-· GENERAL TIMBER BEAM DESIGN \ ---------BEAii D!T!-------'----~....,a-- Timber section Beall Widtb Beam De-ptb La11inat1on Thickness Fb -Bending Fv -Shear 3:125xl0.5 = 3,125 in = 10.50 in = o.oo in 2400 psi = = End Fixity Elastic Modulus = Bea1 Density = Load Duration Factor = Beai Wt. is Added to Loads End Shear calc1d at Suppol'.1: Pin:Pin 1800000 psi 35.0 pcf 1.25 SP!I DATA - center Span ... 8.00 ft Left Cantilever = o.oo ft Right cantilever , = 0.00 ft UIBR!CED LEIG'fJis Le: Center Span = 0.00 ft Le: Left cant. = 0.00 ft = 0.00 ft Fe -Bearing 1~5 ps! 650 psl \ !PP1IED U>Ai>S ------------------- Le: Right cant. Uniforn Load@ Center span: DL = 120.0 plf LL= 120.0plf ---------------------SOJIIARY--,---------------USING 3.125 x 10.500 Beam, Benqing = 13.82%, Shear= 21.98% Max. Pos Mo11 @ 4.00 ft: 1.98 k-ft Shear: Max. @ Left = Max. Neg Mom @ 0.00 ft: 0.00 k-ft ••• ,used for dsgn = Max @ Left = o.oo k-ft .... Area Re~'d = Max @ Right = o.oo k-ft Max. @ Right = Max. Allow MoDent = 14.36 k-ft .... used for dsgn = fb : Max. Actual = U4.6 psi •••• Area Req1d = Fb : Allowable = 3000.0 Pfi fv : Max. Actual = Ck= .81l(E/Fb)A,5 Rb= (LeD/BA2)A,5 CV per UBC 2312.4.5 Center camber = = = = V4.4D (c) 1983-96 ENERCALC 19 •. 87 0.00 1.00 -0.03 in Fv : Allowable -- Bearing Req1d @ Left = Bearing Req1d @ Right = .. 0,99 k 1.49 k 7.21 in2. 0.99 k 1.49k 7 .21 in2 45.34 psi 206.3 psi 0.49 in 0.49 in Reactions ... DL Maxi111111 Left = 0.51 k 0.99 k Right = 0.51 k 0.99 k Deflections ••• Center = -0.02 in -0.04 in •••• Dist = :4,00 ft 4.000 ft ... L/Defl = 4417 2280 Left = o.oo in 0.000 in ••• LfDefl = 0 0 Righ = o.oo in· 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUHDERS ASSOCIATES, 1":w060361 ~~""".;-:..., ... ...,._,.,.._.____,._,,....,... ... ,.,..,,-.-.,~,,,..---··-----·--· .. ---·~-~------· I I· .. I I I I I I I I I I I I I I 1· I I MARTIN & DUNN INC. STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497-0429 ]ate: 06/05/97 Page: e,· -, - GENERAL TIMBER BEAM DESIGN \ GB-6 ---------BEAii DATA--------=--- Timber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear 3:125x15.0 . End Fixity = 3.125 in Elastic Modulus = = 15. 00 in Bea1. Density = = 0,00 in Load Duration Factor. = Pin:Pin 1800000 psi 35.0 pcf 1.25 = 2400 psi Bea1 Wt. is Added to Loads = 16,5 psi End Shear calc1 d at Support SP.Al DATA Center sran = 16.00 ft Left can ilever = o.oo ft Right cantilever = 0.00 ft OIBR!CED LEIIG'lHS Le: Center srn = 0.00 ft Le: Left Can. -o.oo ft ;::; 0.00 ft Fe -Bearing = 65Q psi I !PPLIED LOADS-·--------------- Le: Right cant. Uniforn Load@ center Span: DL = 360.0 plf LL= 348.0 plf ----.---------,---,--......;..----SOJIIARY------,----------- USilfG 3,125 X 15.000 Beall, Bending= 78.58%, S~ear = 89.29% Max. Pos Mon @ 8.00 ft= 23.02 k-ft Shear: Max. @ Left = Max. Neg Holl @ o.oo ft: o.oo k-ft •••• used .for dsgn = Max@Left = 0.00k-ft .... Area_Reg1d = Max @ Right = o.oo .k-ft Max. @ Right = Max. Allow Monent = 29.30 k-ft .... used for dsgn = fb : Max. Actual = 2357. 3 psi .... Area Req1 d = Fb : Allowable = 3000.0 psi fv : Max. Actual = Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,5 CV per lJBC 2312.4.5 center camber = = = = V4.4D (c) 1983-96 ENERCALC 19.87 0.00 1.00 -0.52 in Fv : Allowable = Bearing Req'd @ Left = Bearing Reg1d @ Right= 5.76 k 8.63 k 4L86 in2 5.76 k 8.63 k 41.86 in2 184.16 psi 206.3 psi 2,83 in 2.83 in Reactions ... DL Maximun Left = 2.97 k 5.76 k Right = 2.97 k 5.76 k Deflections •.• Center :;: .-0.35 in -0.67 in .... Dist = 8.00 ft 8.000 ft ••• L/Defl = 555 286 Left = o.oo in 0.000 in ••• L/Defl = 0 0 Right . = o.oo in 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, h~060361 I I I I 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 . (619)497-2118/FAX 497-0429 Date: 06/05/97 ~age: 'Sfb, GENERAL TIMBER BEAM DESIGN -~ ..... :i-.~~!SI.-:· ~.:.i;·:-:_ .... SS'VP GB-7 \ ---------BEAM J>!'l! ------------- Timber Section Beam Width Bean Derth Lamination Thickness Fb -Bending Fv -Shear 5:125x19.5 End Fixity = 5.125 in Elastic Modulus = = 19.50 in Bean Density = = 1. 50 in Load Duration Factor = Pin:Pin 1800000 psi 35.0 pcf 1.25 = 2400 psi Beam wt. is Added to Loads = 16~ ps+ End Shear calc1d at Support SPAI DATA center Span = 30.00 ft Left cantilever = 0.00 ft Right cantilever = o.oo ft UIBR!CED LEIG'lllS Le: Center Sfan = 0.00 ft Le: Left Can. = 0.00 ft = o.oo ft Fe -Bearing = 65Q psl \ . !FP1IED WADS-· --------------- Le: Right cant. Onifom Load@ Center Span: DL = 315.0 plf LL.; 2-45.0 plf . . . . SUlll!RY -. ----------------------- USING 5.125 x 19.500 Bean, Bending= 88.07%, Shear= 63.78% . Max. Pos Mon @ 15.00 ft= 65. 73 k-ft Shear: Max. @ Left = Max. Neg Hon @ 30.00 ft= o.oo k-ft ••.• used for dsgn = Max @ Left = 0.00 k-ft .... Area R~'d = Max @ Right = o.oo k-ft Max. @ Right = Max. Allow Mo11ent = 74.64 k-ft .... used for dsgn = fb : Max. Actual -= 2428.6 psi .. ~ .Area Req1d = Fb : Allowable = 2757. 7 psi fv : Max. Actual = Ck= .81l(E/Fb)A,5 Rb= (LeD/BA2)A,5 CV per OBC 2312.4.5 center camber = = = = 19.87 o.oo 0.92 -1.63 in V4.4D (c) 1983-96 EHERCALC . Fv : Allowable = Bearj.ng Req'd @ Left = ]}earing Req1d @ Right= 8,76 k 13.15 k ·63. 74 in2 8,76 k 13.15 k 63. 74 in2 131.55 psi 206.3 psi 2.63 in 2,63 in Reactions ••• DL Maxi11U11 Left = 5.09 k 8.76 k Right = 5.09 k 8.76k Deflections •.• Center -. -1.08 in -1.87 in .... Dist = 15.00 ft 15.000 ft ... L/Defl = 332 193 Left = o.oo in 0.000 in ... LiDefl = 0. 0 Righ = o.oo in 0.000 in ... L/Defl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, h'l/060361 I I I· I 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 (619) 497-2118/FAX 497 0429 MULTI-SPAN TIMBER BEAM DESIGN. \ LEGOLAND -HARCHE COMPLEX C~T \t,i v c.,'":) ~'k. · o~fl<.XV GB-8. --GF.IERAL DATA ---1--2- .All Spans Sinple support ?? : NO Spans Length ft : 15.00 End Fixity: Pin:Pin Beall Width . in: 3.125 Bean Depth \n : 10. 50 --C!LCUWED VALUES -. -·-, -OK- F1b-Modified Allow. psi: 2864.0 fb -Actual. psi : 2127. 7 F1v-Modified Allow. psi : 206.3 fv (actual)* 1.5 ~i: 140.2 Honent @ Left k-in : o.o Monent@ Right k-in: -122.2 Max. Mon.@ Mid-Span k-in: 68.7 X-Dist ft : 5,60 Shears: Left k : 2. 04 , Right k : -3.39 Reaction @ Left DL k : 0.97 LL k: 1.07 Total k : 2.04 Reaction @ Right DL k : 3.22 LL k: 3.56 Total k : 6. 79 Max. Defl.@ Mid SJ>a!l. in: -0.316 . X-Dist ft : 6.30 ---DESIGR DATA ------Le: Unsupported Length ft : 5.00 Fb:Basic Allowable psi : 2400.0 Fv:Basic Allowable ps! : 165.0 Elastic Modulus ks1 : 1800 Load Duration Factor 1.25 -------APPLIED LO!DS -- 15.00 Pin:Pin 3.125 10.50 .:oK- 2864.0 2127.1 206.3 140.2 -122.2 0.0 68.i 9.40 3.39 -2.04 3.22 3.56 6.79 0.97 1.07 2.04 -,Q,316 8.70 5.00 2400.0 165.0 1800 1.25 Use Live Load on This Span ? Yes Yes Uniforn...... DL plf : 172.0 172.0 LL plf: 190.0 190.0 --QUERY VAWF.S --,-_. -- Location .. .. • ft : 10.00 Shear # : -1.5~ Monent k-in : 27.15 Deflection in : -0.210 V4.4D (c) 1983-96 EHERCALC o.oo· 3.39 -122.17 0.000 Date: 06/06/97 ;· Page: At\ · GEORGE R. SAIDIDERS ASSOCIATES, RW060361 I I I I 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 (619)497-2118/FAX 497-0429 Date: 06/05/97 P~ge: .B \·2.. GENERAL TIMBER BEAM DESIGN _.._;. ... _.&.. .... \.:: GB-8 ·\ \ ---------BEAii D!T!----------- Timber section Bean Width Bean De~th Lanination Thickness Fb -Bending Fv -Shear Fe -Bearing 3:125xl0.5 End Fixity = 3 .125 in. Elastic Modulus = = 10.50 in . Beat Density = = o. 00 in Load Duration factor = Pin:Pin 1800000 psi· 35.0 pcf 1.25 = 2400 psi Beal Wt. is Added to Loads = 165 psi End Shear calc'd at Support = 65()_.psi SPll DATA Center srn = 15.00 ft Left can ilever = 0.00 ft Rigbt cantilever = 0.00 ft IJIBR!CED LElfGTBS Le: Center sran = 0.00 ft Le: Left Can. = 0.00 ft 1e: Right cant. = 0.00 ft -----------'-----'----APPLIED LO!DS----------'------- Unifom Load@ Center Span: DL = 171.0 plf LL= 190.0 plf ----------------SOJIIARY----------------USING 3.125 x 10.500 Bean, Bending= 72.i9%, Shear= 61.34% Max. Pos Hom @ 7.50 ft: 10.38 k-ft Shear: Max. @ Left = Max. Neg Moll @ o.oo ft= o.oo k-ft .... used for dsgn = Max @ Left = o.oo k-ft •••• Area Reg1d = Max @ Right = 0.00 k-ft Max. @ Right = Max. Allow Honent = 14. 36 k-ft ..... used for dsgn = fb : Max. Actual = 2168.7 psi .... Area Req'd = Fb : Allowable -3000.0 psi fv : Max. Actual = Ck= .8ll(E/Fb)A,5 Rb= (LeDjBA2)A,5 CV per UBC 2312.4.5 center camber = = = = V4.4D (c) 1983-96 ENERCALC 19.87 o.oo 1.00 -0.56 in Fv : Allowable = Bear!ng ~eq1d@ ~ft = Bearing Reg1d @ Right= 2.77 k 4,15k 20.13 in2 2,77 k 4.15 k 20.13 in2 126.51 psi 206.3 psi 1.36 in 1.36 in Reactions ••• DL Maxillllll teft = 1.34 k 2.77 k Right = 1.34 k 2. 77 k Deflections ••• Center = -0.38 in -0.77 in .••. Dist = 7.50 ft 7.500 ft ... L/Defl = 479 232 Left ::; o.oo in 0.000 in ••• L/Defl = 0 0 Right = o.oo in 0.000 in ••• L/Defl ::; 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 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 . · (619) 497-2118/FAX 4970429 GENERAL TIMBER BEAM DESIGN LEGOLAND -MARCHE COMPLEX GB-9 . Date: 06/06/97 \ ---------BEAM DAT!------~--------·· SP!I DATA---- Timber Section Bean Width Beam De~th Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing 3:125xl0.5 End Fixity Pin:Pin center Span = = 3.125 in Elastic Modulus -= 1800000 psi Left cantilever = = 10.so in Bea1 Density = 35.0 pcf Right cantilever - = 1.50 in Load Duration Factor = 1.25 ------UJBRACED LEIGTBS = . 2400 psi Bea1 Wt. is Added to Loads Le : Center Span = = 161> ps! End Shear Calc1d at Support Le : Left Cant. = = 65Q ps1 Le : Right cant. = 15.00 ft o.oo ft o.oo ft 0.00 ft 0.00 ft o.oo ft I. APPLIED LO!DS-----'---,..---------- Uniforn Load@ Center Span: DL ~ 126.0 plf LL= 140.0 plf ------------------------SONIIARY-------------------USING 3.125 x 10.500 Bean, Bending = 53.68%, Shear = 45-.54% Max. Pos Mon @ 7. 50 ft: 7. 71 k-ft Shear: Max. @ Left = Max. Neg Hon @ 15.00 ft: o.oo·k-ft .... used for dsgn = Max @ Left = o.oo k-ft .... Area Reg1d = Max @ Right = o.oo k:-ft Max. @ Right = Max. Allow Honent = 14.36 k-ft ..... used for dsgn = fb : Max. Actual = 1610.3 psi .... Area Req1d = Fb : Allowable = 3000.0 psi fv ·: Max. Actual = Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,5 CV per UBC 2312.4.5 = ;;: = 19.87 0.00 1.00 Fv : Allowable - Bearing Req'd @ Left = Bearing Req1d @ Right= 2.05 k Reactions .•• 3.08k Left 14.94 in2 Right 2.05k 3.08 k Deflections .•• 14.94 in2. Center 93,93 psi .... Dist 206.3 psi • i •L/Defl Left 1.01 in ••• LfDefl i.Ol in Righ- DL Maximllll = 1.00k 2.05k = l.OOk 2.05 k = -0.28 in -0.58 in ;;: 7.50 ft 7,500 ft = 640 313 = o.oo in 0.000 in = 0 0 = o.oo in 0.000 in I center camber = -0.42 in .•• L/Defl = 0 0 I I I I I I I I I V4,4D (c) 1983-96 EHERCALC ' GEORGE R, SAU11DERS ASSOCIATES, *W060361 ~ . '• . ' I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. . STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN J-1 .... ~ r -. ), __ -... --~ . :. .... /• '!"' ... Date: 06/05/97 \ ---------BEAM D!T!-------------SP!I D!TA---- Timber section Bean Width Bean Depth Lamination Thickness Fb -Bending · Fv -Shear 2X6 End Fixity Pin:Pin Center SP?Jl = = 1.500 in Elastic Modulus = 1600000 psi Left cantilever = = 5.50 in Bea1 Dens,ity = 35.0 pcf Right cantilever = = 0.00 in Load Duration Factor = 1.25 '-----UIBR!CED LEIGTBS 875 psi Bea1 Wt. is Added to Loads Le : Center Span = 9l, psi End Shear calc1d at Support Le : Left Cant. = = = = 7.50 ft 0.00 ft 0.00 ft o.oo ft o.oo ft o.oo ft Fe -Bearing 62~ psi . Le : Right cant. = . I !PPLIED LOAOO------'------------- Uniforn Load@ Center Span: DL = 36.0 plf LL= 40.0 plf -------------"-----SOIIIARY---------------- USING 1.500 x ·5.500 Bean, ·Bending= 61.21%, Shear= 44.79% Max. Pos Mo1l @ 3. 75 ft= 0.55 k-ft Shear: Max. @ Left = Max. Neg Hon @ 7.50 ft= 0.00 k-ft •••• used for dsgn = Max @ Left = o.oo k-ft .... Area R~q:1d - M~x @ Right = 0.00 k-ft Max. @ Right = Max. Allow Ho11ent = 0.90 k-ft •••• used for dsgn = fb : Max. Actual = 870.3 psi .... Area Req1d = Fb : Allowable = 1421. 9 psi rv : Max. Actual = Ck= .811(E/Fb)A.5 Rb= (LeD/BA2)A.5 Cf per UBC 2304.3.5 center camber = = = = V4.4D (c) 1983-96 EJl'ERCALC 31.02 o.oo 1.30 -0.12 in . . Fv: Allowable = Bearing Reg1d @ Left = Bearing Req1d @ Right= 0.29 k 0.44 k 3.69 in2 0.29 k 0.44 k 3.69 in2 53.19 ps1 118.8 psi 0.31 in 0.31 in· Reactions ••• DL MaxiIIUII Left = 0.14k 0.29 k Right = O.Uk 0,29 k Deflections ••• Center = -0.08 in -0.17 in •••• Dist = 3.75 ft 3.150 ft ••• L/Defl = 1107 539 Left = o.oo in 0.000 in ••• L,Defl = 0 0 Righ .. = o.oo in 0.000 in ••• L/Defl = 0 0 GEORGE R, SAUNDERS ASSOCIATES, ~060361 ~~< ..... ~---~~-.,;...., -.--=-~--. .-._:~_: __ -~~~-·.:..· __ :~ ~- I I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. . STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT~SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN J-2 ' . \ J;)ate: 06/05/97 Page: t\S. ---------BEAii DATA---------SP!I DATA---------- Timber Section Beam Width Bean De:pth Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing 2Xl0 · End Fixity Pin:Pin Center Span = = 1.500 in Elastic Modulus = 1600000 psi Left Cantilever = = 9.25 in Bea1 Density = 35.0 pcf · Right Cantilever = = 0.00 in Load Duration Factor = 1.25 UIBR!CED LEIGTJJS 875 psi Bea1 Wt. is Added to Loads Le : Center Span = 9,5 ps; End Shear calc'd at Support Le : Left Cant. = = = 9.00 ft o.oo ft 0.00ft o.oo ft 0.00 ft 0.00 ft = '62? psl Le : Right Cant. = I APPLIED LOADS----,------------------------,---- Uniforn Load@ Center Span: DL = 72.0 plf LL= 80.0 plf ----------------SOJIIARY-----------------,-------- USilfG 1.500 x 9.250 Bean, Bending= 73.35%, Shear= 63.65% Max. Pos Hon· @ 4.50 ft= 1.57 k-ft Shear: Max. @ Left = Max. Heg Kon @ o.oo ft= o.ook-,ft •••• used for dsgn = Max @ Left = 0.00 k-ft .... Area Regt d - Max @ Right = 0.09 k-ft Max. @ Right = Max. Allow Moment = 2.14 k-ft .... used for dsgn = fb : Max. Actual = 882.5 psi .... Area Req'd Fb : Allowable = 1203.1 psi fv : Max. Actual = Ck= .81l(E/Fb)''.5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 Center camber = 31.02 = 0.00 = 1.10 = -0.11 in · V4.4D (c) 1983-96 EHERCALC Fv: Allowable = Bearµig Reg'd @ Left = Bearing Reg' d @ Right = 0.70 k 1.05k 8,83 in2 0.70k 1.05-k 8.83 in2 75.59 psi 118.8 psi 0.75 in 0.75 in Reactions ••• Left Right Deflections ••• DL = 0.34 k = -0.34 k Center = -0.07 in .... DiSt = 4.50 ft· ... L/Defl = 1536 Left = o.oo in ... L/Defl = O Right = 0. 00 in ... L/Defl = 0 Haxinun 0.70 k 0.70k -0.14 in 4.500 ft 745 0.000 'in 0 0.000 in 0 GEORGE R. SAUNDERS ASSOCIATES, KW060361 ' . .. -·--·· -- , . " - I I I I I I I I I I- I I I I I I- I I 1-,, ,. ~~..;_ -~ MARTIN & DUNN INC.. , STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN ~-~rc-~ BR•J1'FElf R RRn.!:;, 3i.Dr- J-3 Date: 06/05/_97 I Page: ~\lo _ -. ---------BEAM DATA--'------------SPAI DAT!---- Timber Section Bea» Width Beam De~th La»inat1on Thickness Fb -Bending Fv -Shear Fe -Bearing 2X8 End Fixity Pin:Pin Center Span = = 1.500 in Elastic Modulus = 1600000 psi Left Cantilever = = 7.25 in Bea1 Density = 35.0 pcf Right Cantilever = = o.oo in Load Duration Factor = 1 .• 25 ---IJIBR!CED LElfGTHS = · 8-75 psi Beal Wt. is Added to Loads Le : Center Span = 9? psi End Shear Calc1 d at Support Le : Left Cant. = = = 10.00 ft 0.00 ft o.oo ft o.oo ft 0.00 ft 0.00 ft 62~ psi Le : Right cant. = \ -APPLIED LOADS----------'--------- Uniforn Load@ Center Span:. DL = 36.0 plf LL= 40.0 plf ----------'----------SIJJIHARY-------------,----- USilfG 1.500 x 7 • .250 Bean, Bending = 68.40%, Shear = 45.67% Max. Pos Mon @ 5.00 ft: 0.98 k-ft Shear: Max. @ Left = Max. Neg Koll @ o.oo ft: o.oo k-ft •••• used for dsgn = Max @ Left = o.oo k-ft .••. Area Req1d = K~x @ Right = 0.00 k-ft f[ax. @ Right = Max. Allow Monent = 1.44 k-ft .... used for dsgn = fb : Max. Actual = 897. 7 psi •.•• Area Req1d = Fb : Allowable = 1312.5 psi fv : Max. Actual = Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 Center camber = 31.02 = O.oo = 1.20 = -0.17 in V4.4D (c) 1983-96 EHERCALC Fv: Allowable = Bearing Req1 d @ Left = Bearing Reg1d @ Right= 0.39 k 0.59k 4.97 in2 0.39 k 0.59 k 4.97 in2 54.24 psi 118.8 psi 0.42 fJl o. 42 lil Reactions ••• DL. Maxiinm Left -= 0.19 k 0.39 k Right = 0.19 k 0.39 k Deflections ••• Center = -0.11 in -0.23 in •••. Dist = 5.00 ft 5.000 ft ••• L/Defl = 1052 517 Left = o.oo in 0.000 in .••• LfDefl = 0 0 Righ = 0.00 in 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUHDERS ASSOCIATES, KW060361 I I I I I I I I I I· I I I I I I I I I MARTIN & DUNN INC. STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429 ' GENERAL TIMBER BEAM DESIGN MARCHE COMPLEX ~J-7 Date: 06_/16/97 I B\7 ---------BEAii DATA----------------SP!I i>AT!---- Timber section 2Xl2 End Fixity : Pin:Pin Center Span = Bean Width = 1.500 in Elastic Modulus = 1700000 psi Left cantilever = Bean De~th = 11.25 in Beat Density = 35.0 pcf Right Cantilever = Lamination Thickness = o.oo in Load Duration Factor = 1.25 ---UIBR!CED LEIGTJIS Fb -Bending = 1150 psi Beal Wt. is Added to Loads Le : Center Span = Fv -She~ = 9~ psi End Shear caic1d at Support Le : Left Cant. = 19.50 ft 0,00 ft - 0.00 ft 0.00 ft o.oo ft 0.00 ft Fe -Bearing = 62~ ps1 _ Le : Right Cant. = _________ _..;.. ___ ..;;._a-· -'-" AWLIEJ) LOmS----------------- Uniforn Load@ Center Span: DL = 36.0 plf LL= 40.0 plf- . . SOIIIIARY-----,-----,--"------- USING 1,500 x 11.~50 Bean, Bending= 100.45%, Shear= 58.46% Max. Pos Mon @ 9. 75 ft= 3.81 k-ft Shear: Max. @ Left = Max. Neg Hon @ o.oo ft= o.oo k-ft .••• used for dsgn:::; Max @ L~ft = 0.00 k-~t .... Area Re<f d = Max @ Right = o.oo k-ft Max. @ Right = Max. Allow Monent = 3, 79 k-f.t .... used for dsgn = fb : Max. Actual = 1444.0 psi .... Area Req'd = Fb : Allowable = 1437. 5 psi fv : Max~ Actual = Ck,,--=-.8ll(E/Fb) '\ 5 Rb = (LeD/B"2j".5 Cf per UBC 2304.3.5 Center canber Fv: Allowable-= = 27.89 . = 0.00 Bearing Req'd @ Left = = 1.00 ~aring Req'd @ Right= = -0.65 in / V4.4D (c) 1983-96 ENERCALC 0.78k 1.17 k 9.87 in2 0.78k 1.17k 9.87 in2 69.42 psi 118.8 psi 0.83 in o.83 in ....... -----.: . :: ~ .,; . . _ ..... · . Reactions ••• DL Maxinun Left = 0.39 k 0.78 k Right = 0.39 k 0,78 k Deflections ••• Center -0~43 in -0,86 in ..... Dist = 9. 75 ft 9. 750 ft ••• L/Defl = 543 272 Left = 0.00 in 0.000 in .,.Lrfl = 0 0 Righ = o.oo in 0.000 in , .. LJDefl = 0 0 \ GEORGE R. SAOHDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. , STRUCTURAL & clvIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 . (619) 497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN MARCHE COMPLEX J-8 Date: 06/23/97 ---------BEAM DATA-------------SP!I DAT!---- 11'1mber Section Beam Width Beam Depth Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing 6Xl2 End Fixity ·Pin:Pin center Sp~ = = 5,500 in Elastic Hodulus = 1900000 psi Left cantilever = = 11.50 in Bea1 Density = 35.0 pcf Right cantilever = = o.oo in Load Duration Factor = 1.25 ---IJIBRACED LEIGTJIS = 1450 psi Bea. Wt. is Added to Loads Le : Center Span = 9l> psi End Shear Calc1d at Support Le : Left cant. = 62~ psi 1e : Right cant. = = = 21.50 ft 0.00 ft 0.00 ft 0.00 ft o.oo ft 0.00 ft i . APPLIED ID!DS-~------------- Trapezoidal Load: DL: O.Oplf@ 1ft, 205.0plf@ rt 'tt: O.Oplf@ 1ft, 210.0plf@ rt from o.oo ft to 21.50 ft ----------------,.---SUJIIARY-,..------,-;------------------- OSillG 5.500 x 11.500 Bean, Bending= 71.95%, Shear= 62. 70% Hax. Pos Hom @ 12.30 ft= 13.17 k-ft Shear: Hax. @ Left = Hax. lfeg Hon @ 21.50 ft= -o.oo k-ft .... used for dsgn = Hax @ Left = o.oo k-ft .... Area Reg'd = Hax @ Right = o. 00 k-ft Hax. @ Right = Hax. Allow HoJlent = 18.31 k-ft ..... used for dsgn = fb : Hax. Actual = 1304.1 psi .... Area Req'd = Fb : Allowable = 1812.5 psi fv : Max. Actual = Ck= ,811(E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 center camber = = = = V4.4D (c) 1983-96 EHERCALC 26.26 o.oo 1.00 -0.64 in Fv: Allowable = Bearing Req'd @ Left = Bearing Reg'd@ Right= 1.65k 2.48 k 20,?7 in2, 3.14 k 4.71 k 39.66 in2 74.45 psi 118.8 psi 0.48 in o. 91 in Reactions ••• Left Right Deflections .•• Center .... Dist .•• L/Defl Left • ,.L/Defl Right ••• L/Defl = = ~ = = = = = DL Maximum 0,90k 1.65k 1.63k 3.14 k -0.43 in -0.81 in 11.09 ft 11.180 ft 602 318 o.oo in 0.000 in 0 0 o.oo in 0.000 in 0 0 . GEORGE R. SAUNDERS ASSOCIATES, 1&060361 '. . -~. ~~--¥ ----~-------~ L---~--~,-- I I I I I I I I I I· I I I I I I I I I MARTIN & DUNN iNC. ' STRUCTURAL & CtviL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN HARCHE COMPLEX J-9 · Date: 06/23/97 _ \ ---------BEAM J>!'l'!-------------SP!I D!T!---- Tilllber Section .: . 6X14 . End FfXity Pin:Pin Center SP?ll = 21.50 ft Beall Width = · 5.500 1n Elastic Modulus = 1700000 psi Left Cantilever = o.oo ft Beam De~tb = 13.50 in Beaia Density = 35.0 pcf · Right Cantilever = 0.0Q ft La11inat1on Thickness -o.oo in Load Duration Factor = 1.25 ---UIBR!CED LEIGTHS--- Fb -Bending = 1000 psi Beal Wt. is Added to Loads Le : Center Span = 0.00 ft Fv -Shear = 95 psi End Shear Calc'd at Support . Le : Left Cant. = o.oo ft Fe -Bearing -625 psi · Le : Right cant. = o.oo ft _________ __._ __ .__ __ APPLIED LOAM------------------- Trapezoidal Load: DL: o.0plf @ 1ft, 205.0plf @ rt LL: 0.0plf @ 1ft, 210.0plf @ rt from o •. oo ft to 21.50 ft -------------------SOJIIARY------------------- USING 5.500 X 13.500 Bean, Bending= 77.58%, Shear= 53.90% Hax. Pos Hon @ 12.30 ft: 13.33 k-ft Shear: Hax. @ Left = Max. Ueg Hon @ 21.50 ft: -o.oo k-ft · ••.•• used for dsgn = Hax @ Left = 0.00 k-ft ..... Area Reg'd = Max @ Right = o.oo k-ft Kax. @ Right = Hax. Allow Hollent ·= 17 .18 k-ft .... used for dsgn = fb : Max. Actual = 957.2 psi .... Area Req'd = Fb : Allowable = 1233.7 psi fv : Max. Actual = Ck= .811{E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 Center camber = = = = V4.4D (c) 1983-96 ENERCALC 29.91 0.00 0.99 -0.45 in Fv : Allowable = Bearing Req'd @ Left = Bearing Reg'd @ Right= 1.68k 2.52k 21.23 in2 3.17 k 4.75 k 40.02 in2 64.00 psi 118.8 psi 0.49 in 0.92 in Reactions ••• Left Right Deflections ••• Center · .... Dist ... L/Defl Left ••• L/i>efl Right ••• L/Defl = = = = = = = = = DL Maximum 0.93 k 1.68k 1.66k 3.17 k -0.30 in -0.57 in 11.09 ft 11.094 ft 852 455 o.oo in 0.000 in 0 0 o.oo in 0.000 in 0 0 . GEORGE R. S~OllDERS ASSOCIATES, KW060361 ,, I I I I 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 · (619) 497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN HARCHE COMPLEX J-10 Date: 06/23/97 \ ---------BEAM DATA--~---------------,.--------SPAI ·D!T!---- Timber section Bean Width 2X12 End Fixity Pin:Pin Cen.ter s~n = . 15.00 ft = 1.500 in Elastic Modulus = 1600000 psi Left Cantilever = o.oo ft Beam De~th · Laninat1on Thickness Fb -Bending = 11.25 iri Bea1 ·Density = 35~0 pcf Right cantilever = o.oo ft = ~o.oo in Load Duration Factor = 1.?5 ------lllBR!CED LEIGTBS Fv -Shear {\\1 875 ps! Bea1 Wt. is Added to Loads Le : Center Span = o.oo ft = 9~ ps1 End Shear calc'd at Support Le : Left Cant. = 0.00 ft Fe -Bearing = 62~ psi . Le : Right cant. = o.oo ft I APPLIED LOADS--------------- Uniforn Load@ Center Span: DL = 36.0 plf LL= 40.0 plf ----------------SUlll!RY----------------USiliG 1,500 x 11.250 Bean, Bending= 78.12%, Shear= 44.97% Max. Pos Mon @ 7.50 f.t= 2.25 k-ft Shear: Mar. @ Left = Kax. lieg Kon @ 15.00 ft= 0.00 k-ft .... used for dsgn = Max @ Left = o.oo k-ft .... Area Refd = Kax @ Right = o.oo k-ft Kax. @ Right = Max. Allow Monent = 2.88 k-ft . .. .. used for dsgn = fb : Max. Actual = 854.4 psi .... Area Req'd = Fb : Allowable = 1093.8 psi fv : Max. Actual Fv: Allowable Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 Center Camber = = = = 31.02 o.oo 1.00 -0.24 in = Bearing Req'd @ Left = Bearing Req'd @ ~ight = 0.60k 0.90k 7.59 in2 0.60 k 0.90k 7.59 in2 53.40 ps~ 118.~ psi 0.64 in 0.64 in fb ~ 516{ L lt5)Ct215) ;-\;)__$~~ P0I .'.>ne-<i--'J,), 13 ~OX)) (1'2) -; (1-1 , 5,in?.. \~55 Reactions ••• DL Maxinun Left = 0,30 k 0.60k Right = 0.30k 0.60 k Deflections ••• Center = -:-0,16 in -0.32 in •.•• Dist = 7.50 ft 7.500 ft ••• L/Defl = 1122 -562 Left = o.oo in ·0.000 in ••. L/Defl = 0 0 Right -· o.oo in 0.000 in •• -~/Defl = 0 0 SxJ-tlO-;::. t\.-2hj(~S)::alA1rP --b V4.4D (c) 1983-96 EHERCALC '~' /-·· ~ :, ·1 GEORGE R. SAUNDERS ASSOCIATES, KW060361 ~ 4----4-~-----· ·~ ,. ',, . .. -,... =~- ·-L W·.~~-.>--•~•-~--.-.------ I I· I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. I ' STRUCTURAL & CML ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 . . (619) 497-21i8/FAX 497-0429 GENERAL TIMBER BEAM DESIGN HARCHE COMPLEX J-11 Date: 06/23/9? / \ ,./ Page: B2../ \ ---------BEAM DAT!-------------SP.Ai D!T!---- Timber Section Bean Width Beam De~tb Laninat1on Thickness Fb -Bending Fv -Sbear 6X14 End Fixity Pin:Pin Center Span = = 5.500 in Elastic Modulus = 1700000 psi Left Cantilever = = 13.50 in Bea1 Density =-35.0 pcf Right cantilever = = o.oo in Load Duration Factor = 1.25 ---"-UIBR!CED LEIGTBS = 1000 psi Beal Wt. is Added to Loads Le : Center Span = = 9~ psi End Shear calc1 d at Support Le : Left Cant. = = 15.00 ft 0.00 ft o.oo ft 0.00 ft 0.00 ft 0.00 ft Fe -Bearing 62~ psi Le : Rigllt Cant. = I APPLIED LOADS~-------------- Uniforn Load@ Center Span: DL = 171.0 plf LL= 190.0 plf ----------------SlllllARY---.__ ___________ _ USIHG 5.500 x 13.500 Bean, Bending= 62.07%, Shear= 48.ap% Max. Pos Mon @ 7,50 ft: 10.66 k-ft Shear: Max. @ Left = Max. Neg Ho11 @ o.oo ft: o.oo k-ft •••• used for dsgn = Max @ Left = 0.00 k-ft .... Area Reg'd = Ha:x @ Right = o.oo k-ft Hax. @ Right = Max. Allow Honent = 17 .18 k-ft ..... used for dsgil = fb : Max. Actual = 765.8 psi .••. Area Req'd = Fb : Allowable 1233. 7 psi fv : Max. Actual = Fv: Allowable = Ck= .8ll(E/Fb)A,5 Rb= (LeD/BA2)A.5 Cf per UBC 2304.3.5 Center camber = 29.91 = 0.00 = 0.99 = -0.17-in V4.4D (c) 1983-96 ENERCALC ------,__,...--·,. ,'1'_, ··-._-~.-,." Bearing Req'd @ Left = Bearing Reg' d @ Right = . 2.84 k. -4.26 k 35.91 in2 2.84 k 4.26 k 35.91 in2 57.43 psi 118.8 psi 0,83 in 0.83 in Reactions ••• DL Maxi11UJ1 Left = 1.42k 2.84 k Right = 1.42k 2.84 k Deflections· •.• Center = -0.11 in -0.23 in .... Dist = 7.50 ft 7.500 ft ••• L/Defl = 1603 799 Left = o.oo in 0.000 in •• ,LfDefl = 0 0 Righ = o.oo in 0.000 in ••• L/Defl 0 0 GEORGE R. SAUNDERS ASSOCIATES, KW06036l I I I I I I I I I I I I I I I I I I I • I MARTIN & DUNN INC. STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT~ SUITE 400 SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429 GENERAL TIMBER.BEAM :DESIGN MARCHE COMPLEX J-12 Date: 06/23f97 . I \ / ---------BEAii DA.TA-----------------SPAI D!T!------'- Timber Section Beam Width Beam De~th Lamination Thickness Fb -Bending Fv -Shear 3:125x12.0 · End F~xity Pin:Pin . Center Span = = 3.125 in Elastic Modulus = 1800000 psi Left Cantilever -- = 12.00 in Beaa Density = 35.0 pcf Right Cantilever = = o.oo in Load Duration Factor = 1.25 ---UIBR!CED ~ = 2400 psi Beam Wt. is Added to Loads Le : Center Span = = 16? ps! End Shear Calc'd at support Le : Left Cant. = 20.00 ft 0.00 ft o.oo ft 0.00 ft o.oo ft 0.00 ft Fe -Bearing = 650psi Le : Right Cant. = I_ !PPLIEI) U)!))S ----------------'------ UnifOrl Load@ Center Span: DL = 36.0 plf LL= 40.0 plf Trapezoidal Load: DL: O.Oplf@ 1ft, 135.0plf@ rt LL: O.Oplf@ 1ft, 150.0plf@ rt fron· Point Load: DL = 1.0 # LL= 1.0 # at 4.50 ft 4.50 ft to 20.00 ft Point Load: DL = 1.Q # LL= 1.0 # at 4.50 ft SIJllll!RY USING 3.125 x 12.000 Bean, Bending= 51:62%, Shear =·48.29% L42k Reactions ••• Maximum Max. Pos Hon @ 11.44 ft= 9.68 k-ft Shear: Max. @ Left = DL Kax. Heg Kon @ 20.00 ft: -o.oo k-ft •••• used for dsgn = 2.Hk Left = o~ 12 k 1.42k Max@ Left = 0.00 k-ft •••• Area Reg'd = 10.36 in2 Right = 1.23k 2.49 k Kax@ Right = o.oo k-ft Kax •. @ Right = 2.49 k Max. Allow Honent = 18. 75 k-ft •••• used for dsgn = 3.74 k Deflections ••• fb : Max. Actual = 1548,5 psi •••• Area Req'd = 18.11 in2 · Center = -0.42 in -0.84 in Fb: Allowable = 3000.0 psi fv : Max. Actual = 99.61 psi .... Dist = 10.32 ft 10.320 ft Fv: Allowable = 206.3 psi ... L/Defl = 570 284 Ck= .8ll(E/Fb)A,5 = 19.87 Left = o.oo in 0.000 in Rb= (LeD/BA2)A,5 = 0.00 Bearj.ng Req'd @ Left = 0.70 in ••• L{Defl = 0 0 CV per UBC 2312,4,5 = 1.00 Bearing Req'd .@ Right= 1.23 in Righ = o.oo in 0.000 in · ... L/Defl = 0 0 center camber = -0.63 in V4.4D (c) 1983-96 EHERCALC GEORGE R. SAUNDERS .ASSOCIATES, ~"W060361 ~. . .... "5; ' ·, ... ~ _----i .,_ -". •~ ~ I '. I ·E,1-:;!>. I \••. ---I I I --- I I I \ --,, -\ -- I ---11 I I I ---v 1 I I D -.. '---- I DDL -= ~' ~tl-' PL-L -::. i 7\'-I ._., I H I· -- I --,-, ---I I -\· I I -I -. I ffirP1t (}JG ~lbtJ ~~¥ I I I I I --, ·, //' I " ,-... ,. .. !_ ___ 1' -..,·i. - I I I I I I I I I I I I I I I I I I I ~~~Uf ~t~1if ENGINEERS , 7801 MISSION CENTER COUR'l', SUITE 400 SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429 Date: 06/23/97 GENERAL TIMBER BEAM DESIGN MARCHE COMPLEX \ J-12 ---------BE!JI DAT!---------'-----a-- Timber Section Bean Width Beam De~th Lamination Thickness Fb -Bending Fv -Shear Fe -Bearing 4X12 End' Fixity = 3.500 in Elastic Hodulus = = 11. 25 in Beaa Density = = o.oo in Load Duration Factor = Pin:Pin 1700000 psi 35.0 pcf 1.25 = 1000 psi Bean Wt. is Added to Loads 9? psi End Shear calc'd at support = = 62~ psi ----SPA.I D!Tl---- Center $~ = Left cantilever = Right.cantilever . = ---UIIBR!CED LDGmS Le: Center Span = Le : -Left Cant. = Le -: Right cant. = 21.00 ft 0.00 ft 7.00 ft 5.00 ft 0.00 ft 7.00 ft I !PPLIED ID!DS ------------------ Uniforn Load@ Center Span: DL = 45.0 plf -LL= 50.0 plf Uniform Load@ Right Cantilever: DL = 45.o plf LL= 5Q.0 plf Point Load: DL = 630.0 I LL= 700.0 I at 26.50 ft Point Load: DL = 2350,0 # LL= 2300.0 # at 1.00 ft . ----------------smilARY---------------- USIHG 3.500 x 11.250 Bean, Bending= 117.94%, Shear= 169.96% Max. Pos Mon @ 6.14 ft= 6.66 k-ft SQear: Max. @ Left = Hax. neg Hon @ 21.00 ft= -4.80 k-ft •••• used for dsgn = Max @ Left . = o.oo k-ft .... Area Reg1d = Hax@ Right , = -9.88k-ft Kax. @ Right = Max. Allow MoDent = 8.37 k-ft .... used for dsgn = fb : Max. Actual = 1605.4 psi · .... Area Req'd = Fb : Allowable = 1361. 3 psi fv : Max. Actual = Fv : ,AJ.lowable = Ck= .811(E/Fb)A,5 -29.91 Rb= (LeD/BA2)A,5 = 9.59 Bearpig Req'd @ Left = Cf per UBC 2304.3.5 = 1.10 Bearing Req1 d @ Right = Center camber = -.0.29 in 5.30 k Reactions ..• DL MaxiDUD 7.95 k Left = 2.58 k 5.30k 66.92 in2 Right = 1.93k 3.85 k 2.05k 3.08 k Deflections ••. 25.90 in2 Center = -0.20 in -0.65 in 201.82 psi .... Dist = 7. 71 ft 9.160 ft 118.8 psi ••• L/Defl = 1291 387 Left = o.oo in 0.000 in 2;42 in ••• LfDefl = 0 0 1! 76 in Righ = ·-0.23 in -0.994 in ••• L/Defl = 723 169 Right cant. Camber = -0.35 in V4.4D (c) 1983-96 EHERCALC GEORGE R, SAUNDERS ASSOCIATESi KW060361 I I I I I I I I I I I I I I I I I I I ri~ • ' & MARTIN & DUNN. INC. STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 . · SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429 Date: 06/23/97 GENERAL TIMBER BEAM DESIGN MARCHE COMPLEX \ J-13 ---------BEAii DATA--------- Timber Section Bea» Width Beam De~tb La11inat1on Thickness Fb -Bending Fv -Shear Fe -Bearing 2X10 End Fixity = 1.500 in Elastic Modulus = .Pin:Pin 1600000 psi 35;0 pcf 1.25 9.25 in ~1 Density = 0.00 in Load Duration Factor a::: :: = 875 psi Bea1 Wt. is Added to Loads 9? psi End Shear calc' d at Support = = = ----SP.Al DA'l'l---- Center s~ = Left cantilever = Right cantilever = ---UIBRACED LEIG'lJm Le: Center Span = Le : Left Cant. = Le: Right cant. = 10.00 ft o.oo ft o.oo ft 0.00 ft 0.00 ft 0.00 ft 62~ psi_ --------------'----'----APPLIED LOADS-------'-------------- an: DL = ·64.0 plf LL= 70.0 plf ----::.---------------SOJIIARY-----'----.a..---------- OSilfG 1.500 x 9.250 Bean, Bending = 80.28%, Shear = 62.63% Max. Pos Moll @ 5.00 ft: 1. 72 k-ft Shear: Max. @ Left = Max. neg Kon @ o.oo ft: 0.00 k-ft •••• ~ed for dsgn = Max @ Left = 0.00 k-ft .... Area Req'd = Kax @ Right = 0.00 k-ft Kax. @ Right = Max. Allow Moment = 2.14 k-ft .... used for dsgn = fb : Kax. Actual = 965.8 psi .... Area Req'd = Fb : Allowable = 1203.1 psi fv : Max. Actual . = Ck= .61l(E/Fb)".5 Rb = (LeD/B"2)".5 Cf per OBC 2304.3.5 Center camber = = = = V4.4D {c) 1983.·96 EHERCALC 31.02 0.00 1.10 -0.14 in Fv : Allowable = Bearing Req'd @ Left = Bearing Req'd @ Right= 0.69 k 1.03k 8.69 in2 0.69k 1.03k 8;69 in2 74.37 psi .118.8 psi 0.73 in o. 73 in Reactions ••• DL Maxi11U11 Left = 0.34 k 0.69k Right = 0.34 k 0.69 k Deflections ••• Center = -0.10 in -0.20 in .... Dist = 5.00 ft 5.000 ft ••• L/Defl -1250 613 Left = o.oo in 0.000 in ••• L/Defl = 0 0 Right = o.oo in 0.000 in ••• L/Defl = 0 0 GEORGE R. SAUNDERS ASSOCIATES, *W060361 f, • O C . ·------------· ->. -.; ,• ' : • . .. ~.r-o....,.--:--~-....... -------.--~----... ~-----~ I I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. · STRUCTURAL & clvIL ENGINEERS ' 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-21i8/FAX 497-0429 GENERAL TIMBER BEAM DESIGN HARCHE COMPLEX J-U Date: 06/23/97 ! Page: (32.b. \ ---------BEAii Dill-------------,,---SP!I D!TA---- Timber section Beall Width Bea1 De~th La11inat1on Thickness Fb -Bending . Fv -Shear 4Xl0 End Fixity Pin:Pin Center Span = = 3.500 in Elastic Modulus = 1700000 psi Left cantilever = = 9.25 in Beat Density = 35.0 pcf Right cantilever . = = o.oo in Load Duration Factor = 1.25 ---DIBR!CBD LEJfGTJIS = 1000 psi Bea• -Wt. is Added to Loads Le : Center Span = -9/i ps~ Erid Shear ca1c1d at support Le : Left cant. = 10.00 ft 0.00ft o.oo ft 0.00 ft . o.oo ft 0.00 ft Fe -Bearing 62~ ps1 te : Right cant. = I APPLIED LO!DS------------------ Uniforn Load@ Center Span: DL = 64.0 plf LL= 70.0 plf Point Load: DL. = 385.0 # LL= 425.0 # at 2,50 ft Point Load: DL = 290.0 # LL= 325.0 # at 5.00 ft Point Load: DL = 225 •. 0 # LL= 250.0 # at 7.50 ft ------------------SUJIIIARY----------------USilfG 3.500 x 9.250 Beall, Bending = 78.81%, Shear = 68 •. 01% Hax. Pos HoJI @ 5.00 ft 4.92 k-ft Shear: Max. @ Left = Max •. lieg Koll @ 10.00 ft, o.oo k-ft · .... used for dsgn = Hax @ L~ft = 0.00 k-ft .... Area R~g1 d = Max @ Iq.ght = 0.00 k-ft Max. @ Right = Max. Allow HoJ1ent = 6.24 k-f.t •••• used for dsgn = fb : Max. Actual = 1182.2 psi . .. .. Area Reg 1d = Fb : Allowable = 1500.0 psi fv : Max. Actual -. Ck= .Sll(E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 Center camber = 29.91 = 0.00 = 1.20 = -0.16 in V4.4D (c) 1983-96 EHERCALC Fv : Allowable = Bearing Reg1d @ Left = Beari]lg Reg1d ~Right= 1.74k 2.61 k 22.02 in2 i.58 k 2.36 k 19.90 in2 80,76 psi 118.8 psi 0.80 in o. 72 in Reactions ••• DL Maxhnm Left = 0.85k 1.74k Right = 0.77 k 1.58 k Deflections •.. · Center = -0.11 in -0.22 in • ••• Dist = 4.96 ft 4.960 ft ••• L/Defl = 1129 548 Left -o.oo in 0.000 in ••. L/Defl = 0 0 Right = o.oo in 0.000 in ... L/Def~ = 0 0 GEORGE R. SAtl11DERS ASSOCIATES, ~060361 ! . . ,. __ ~'""""'"----.. -~----~---·-- I I I- I I I I I I I I I I I I I -1 I I MARTIN & DUNN INC. STRUCTURAL & clvIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-21i8/FAX 497-0429· GENERAL TIMBER BEAM DESIGN MARCHE COMPLEX J-15 Date: 06/23/97 \ -,-------,-----BEAii Dm. ----"-'-----------a....,-.-SP.Al D!TA-------- Tillber Section 3X10 End Fixity Pin:Pin Center Span = Bean Width = 2.500 in Elastic Modulus = 1900000 psi Left cantilever = Beam De~th = 9.25 in. Beam Density = 35.0 pcf Right Cantilever = Lamination Thickness = o.oo in ·Load Duration Factor = 1.25 ---UIBR!CED LEIGTJIS Fb -Bending = 1450 psi Beam wt. is Added to Loads Le : Center Span -= Fv -Shear = 9~ psi End Shear calc1 d at Support Le :. Left Cant. = 16.50 ft o.oo ft o.oo ft 0.00 ft o.oo ft 0.00 ft Fe -Bearing = 625 psi , Le : Right Cant. = \ AFPLIEI) LO!DS--'---------------'--- Unifom Load@ Center Span: DL = 45.0 plf LL= 50.0 plf -------------------SUJll!RY----'---------------- USING 2.500 x 9.250 Bean, Bending= 57.81%, Shear= 45.34% Max. Pos Mo11 @ 8.25 ft= 3.42 k-ft Shear: Max. @ Left = Max. Ueg Hon @ 0.00 ft= 0.00 k-ft •••• used for dsgn = Max @ Left = o.oo k-ft ..... Area Regt d = Max @ Right = o.oo k-ft Kax. @ Right = Max. Allow Mo11ent = 5. 92 k-ft .... used for dsgn = fb : Max. Actual ;;: 1152.6.psi .•.. Area 'Req'd = Fb : Allowable = 1993.8 psi fv : Max. Actual = Ck = .811(E/Fb)",5 Rb= (LeD/BA2)A.5 Cf per 1JBC 2304.3.5 Center camber = = = 26.2{i 0.00 1.10 = -0.40 in Fv: Allowable = Bearing Req'd @ Left = Bearing Reg1d @ Right= 0.83 k 1.25k 10. 49 in2 0.83 k 1.25k 10.49 in2 53.85 psi 118.8 psi 0.53 in 0.53 in :, DL Reactions ••• Left Right = 0.42 k = 0.-42 k -Deflections ••• Center = . , .. Dist = ••• _L/Defl = Left · = ... L/Defl = Right -= .••• L/Defl = -0.27 in 8.25 ft 735 o.oo in 0 o.oo in 0 Maxi11U11 0.83k 0.83 k -0.54 in 8.250 ft 370 0.000 in 0 0.000 in 0 V4.4D (c) 1983-96 EHERCALC GEORGE R. SAUNDERS ASSOCIATES, K-W060361 -: ' .· . ' ~ •' I I I I 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 (619) 497-2118/FAX 497-0429 GENERAL TIMBER BEAM .DESIGN HARCHE COMPLEX J-16 . I . Date: 06/23/97 Page: 02.~ \ ---------BEAil DAT!-------------. SPAI D!T!----Timber Section Beam Width Beam De~th Lamination Thickness Fb -Bending Fv -Shear 6X12 End Fixity Pin:Pin Center Span = = 5. 500 in Elastic Modulus = 1900000 psi Left cantilever = = 11.50 in Beam Density = 35.0 pcf Right cantilever = = O. oo in Load Duration Factor = 1. 25 ---OIBR!CED LElfGTJIS . = 1450 psi Beam wt. is Added to Loads Le : Center Span = = 9:> psi End Shear Calc'd at Support Le : Left Cant.. . = = 18.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft o.oo ft Fe -Bearing 625 psi Le : Right cant. = . 1 APPLIED LOADS--------....;._---~----- Trapezoidal Load: DL: 90.0plf@ 1ft, O,Oplf@ rt LL:· 100.0plf@ 1ft, Point Load: DL = 385.0 # LL= 425.0 # at 4.50 ft Point Load: DL = 290.0 # LL= 325.0 # at 9.00 ft Point Load: DL = 225.0 I LL= 250.0 # at 13.50 ft O.Oplf@ rt from 0.00 ft to 18.00 ft --------"'---------SOHN!RY---------------- OSiliG 5.500 x 11.500 Bean, Bending= 55.32%, Shear= 46.17% Max. Pos Ho11 @ 9.00 ft= 10.13 k-ft Shear: Max. @ Left = Max. Neg Hon @ o.oo ft: 0.00 k-ft •••• used for dsgn = Max @ Left . = o.oo k-ft .... Area Reg1d = Max @ Right · = o.oo k-ft Max. @ Right = Max. Allow Moment = 18.31 k-ft .... usecl for dsgn = fb : Max. Actual = 1002.6 psi •••• Area Req1d = Fb : Allowable = 1812.5 psi fv : Max. Actual = Ck= .81l(E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per OBC 2304.3.5 Center camber = = = = V4.4D (c) 1983-96 ENERCALC 26.26 o.oo 1.00 -0.33 in Fv: Allowable = Bearing Req'd @ Left = Bearing Reg 1d @ Right= 2.31 k 3.47 k 29.21 in2 1.57 k 2.36k 19.89 in2 54.83 psi 118.8 psi 0.67 in 0.46 in Reactions ••• DL Maxi11U11 Left = 1.17k 2:31 k Right = 0.82 k 1.57 k Deflections ••• Center = -0.22 in -0.43 in .... Dist = 8. 78 ft 8. 784 ft ••• L/Defl = 981 497 Left = o.oo in 0.000 in ••• L£Defl = 0 0 Righ = o.oo in 0.000 in ••. L/Defl = 0 0 GEORGE R, SAUNDERS ASSOCIATES, KW060361 --··---- ---- I I I I 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 (619) 497-2118/FAX 497 0429 Da~e: 06/06/97 Page: ~2") STEEL COLUMN DESIGN LEGOLAHD -MARCHE COMPLEX \ a>LUHI DATA .AISC Section Column Height = Fixity@ Top Fixity@ Bottom Unbraced Len~ ••• For Y-Y Buckling = For X-X Buckling = DF.SIGI D!l'A Fy . = Load Duration Factor = -----------APPLIED LO!DS----------- w6xl5 Axial Dead Load 13.33 ft Live Load Pinned Short Tern. Pinned 13.3~ ~t 13.3~ ft x-x Axis Moments: I 36 ·ksi Y-Y Axis ~oments 1.330 7.10 k "Y" Eccentricity 7.50 k nx• Eccentricity O.Ok = = = = = 0.00 in o.oo in -Dead--Live--Short--X:start--X:End-Top = --Hone-- Bottom = --None-- Btwn Ends = --Hone-- Top 0.0 0.00 3.00 k-ft Botton = --Hone-- Live & Short Loads Don't Combine Btwn Ends = --Hone-- Sidesway ••• x-x Axis ~es trained Point Loads Y-Y Axis :Restrained x-x Axis = --Hone-- Y-Y Axis = --None-- Effective Length Factors .••• Uniform Loads :X-X Axis = x-x = --iione-- ·y.y Axis = SECI'IOI DATA Depth = Width = Top Thickness = Web Thickness = Area = Weight = rT = Ixx = Sxx = Rxx = Iyy = Syy = Ryy = 1.00 Y-Y = --None-- 1.00 ------------SUlll!RY---·-----------5.99 in 5.99 in Combined Stress Ratios ... -Dead - -Live - . DL + LL. -DL + ST - 0,283 o. 260 in Fomula Hl-1 = 0.230 in Formula Hl-2 = 0,153 4.430 in2 Formula Hl-3 = 0.138 Q.146 0.506 15.041 ~lf Actual & Allowable Stresses ••• 1.080 1n Fa : Allowable = 11,63 11.63 · 11.63 i5.47 ksi 29,1 in4 fa : Actual · = 1.60 1.69 3.30 1.60 ksi 9.7 fll3 Fb:xx : Allow [Fl-Q] = 19.50 19.50 19.50 25.94 ksi 2.56 1n n 1 [Fl-7 & Fl-8] = 21.60 21.60 21.60 28, 73 ksi 9.3 in4 fb:xx Actual = o.oo o.oo o.oo o.oo ksi 3:1 in3 Fb:yy : Allow [Fl-6] = 21.60 21.60 21.60 28. 73 ksi 1.45 iB 11 11 [Fl-7 & Fl-8] = 2i.60 21.60 21.60 28. 73 ksi fb:yy Actual = o.oo o.oo o.oo 11.57 ksi Kax x-x Axis Deflection ,.. 0.000 in at o.oo ft froa colunn base Max Y-Y Axis Deflection = ~o.2i9 in at 7.73 ft from collllln base -------------Interaediate stress calculation Values------------- F'ex (DL+LL) Frey (DL+LL) F'ex (DL+LL+ST) Frey (DL+LL+ST) = 38337 psi Cll:x 1DL+LL) = 0,60 Cb:x (DL+LL)· = 12278 psi Cm:y DL+LL) = 0.60 Cb:y (DL+LL) = 50988 psi Cll:x DL+LL+ST) = 0.60 Cb:.x (DL+LL+ST) = 16330 psi Cm:y (DL+LL+ST) = 0.60 Cb:y (DL+LL+ST) ' = = = = 1.75 1.75 1.75 1.75 V4,4D (c) 1983-96 EHERCALC GEORGE R. SAUHDERS ASSOCIATES, KW060361 ·--~-..;;.:._ __ ._ --,··----- ,,: , .. ~~ ...... -:,..,..,...---,..., .... ~,.,...~---·--------·--- I I I I I I. I I I I· I I I I I I I I I 1;.: MARTIN & DUNN INC. , STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-21i8/FAX 497 0429 STEEL COLUMN.DESIGN LEGOLAND -MARCHE COMPLEX Date: 06/0f,/97 ! ' Page: .8;0 ; \ ---a>LUHI DUA -------'----------APPLIED LOADS·------------- w6xl5 = 16.50ft Pinned Pinned Axial Dead Load Live Load Short Tern = = = 5.00 k "Y" Eccentricity 5.00 k "X1 Eccentricity O.Ok = = o.oo in 0.00 in -Dead--Live--Short--X:start--I:End- AISC Section ColW!in Height Fixity@ Top Fixity@ Bottolll Unbraced Len~ ••• For Y-Y Buckling = l6.~ ft x-x Axis Mo1ents: For X-X Buckling = 16.50 ft Top Bottolll ""' --Hone-- = ---DESIGI DATA ' Bbm Ends = ·-None-- --iione-- Fy = 36 ksi Y-Y Axis Ko1ents Load Duration Factor = 1.000 Top Bottom 0.0· o.oo 3.00 k-ft = --Hone-- Live & Short Loads Don't Combine Btwn Ends = x-x Axis· = Y-Y Axis ·-None-- Sidesway ••• X-X Axis ~estrained Point Loads Y-Y Axis :Restrained Effective Length Factors ••• --Hone-- = ·-None-- Unifor1 Loads x-x --Hone-- X-X Axis = 1.00 Y-Y = ·-None-- ·y-y Axis = 1.00 ---SECHOI DATA ---------------SUJIIARY------------Depth = Width = Toh Thickness :. We Thickness = Area = Weight = rT = Ixx = Sxx = Rxx = Iyy = Syy = Ryy = 5.99 in 5.99 in Co11bined Stress Ratios ... 0.260 in Forllllla Hl-1 · 0.230 in Formula Hi-2 = = -Dead--Live-. DL + LL--. DL + ST- 0.282 0,105 4.430 in2 Formula Hl·J -0.141 0.141 0.676 15.0.41 ~lf Actuai & Allowable Stresses ••• 1.080 lll Fa : Allowable = 8.01 8.01 8.01 8.01 ksi 29.1 in4 fa : Actual = 1.13 1.13 2.26 1.13 ksi 9. 7 in3 Fp:xx : Allow [Fl-6] = 15,76 15. 76 15. 76 15. 76 ksi 2,56 in n n [Fl-7 & Fl-8] = 21.60 21.60 21.60 21.60 ksi 9.3 in4 fb:xx Actual = 0,00 o.oo o.oo o.oo ksi 3.1 in3 Fb:yy : Allow ·[F1-6] = 21.60 21.60 21.60 21.60 ksi 1.45 in • • [Fl-7 & Fl-8] = 21.60 21.60 · 21.60 21.60 ksi fb:yy Actual = 0.00 0.00 0.00 11.57 ksi Kax X-X Axis Deflection = 0.000 in at o,oo ft fron colllllll base Max Y-Y Axis Deflection = -0.335 in at 9.57 ft from colUJ1n base -------------Interaediate stress calculation Values------------- F'ex (DL+LL) F'ey (DL+LL) F'ex (DL+LL+ST) F1ey (DL+LL+ST) = 25021 psi Cll:x (DL+LL) = . 0.60 Cb:x !1)L+LL) = 8014 ps1 Cm:y (DL+LL) = 0.60 Cb:y DL+LL) = 250?1 psi Cll:x (DL+LL+ST) = 0.60 Cb:X' DL+LL+ST) = 80l4ps1 Cm:y (DL+LL+ST) = 0.60 Cb:y DL+LL+ST) = = = = 1.75 1.75 1.75 1..75 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ·---·, ----....... , _' ~-. ··~-~ 1r================================ JOB~o I I I I I I I MARTIN & DUNN, INC~ Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA Q2108 Phone (619) 497-2118 Fax (619) 497-0429 ··•···. -·.. ... .. .. --. ··-····· .. ·-·-.. ----·· ... -· -... -,_. w~ (.1~-t lt1) _ 4--~ '\\\.P ; \J\i w,Q}-i\,~ ~ ~74-#. 4- SHEETNO. 8?>f ·; OF_-..:...a.•·---, . CALCULATED BY +-{>i...,,J7,,,..__ ____ DATE---- I .• CHECK'EDBY _______ DATE_--'---- SCALE H B:JtCt!e cMet 7tf 0 -~q~t~~;~~tJ(~ ~~~~---... 4t\O ~---~1,1 ?t lO : ~" ~SJ,;_ . I '. ~~~+"~ ... ., <;'p f~-f ·:"'\ c;:l·· ..... ~ ,_, _, -----~.1(. . l,t.91 I ~ ?~ (l4'-tl~)k-f-l('~ ~ (o(! . ..l ·-G., \ ~~ . . \ -' -\ t'1\ T-~., (i {,-. . ~ . - . ~ 1 ~., ~ . ; I . ····1 c;. o···-.. IR y .. \l"J-10 · )~\1)ro ........... --·--:· · . I, 1'-\' _. •. ~.¼-ll,& • ~ 't\1.--~ ~U-.-0 : C ! 6Ut. 1S,~ · lit\' ... · f • j'\. I}; ,· (l ,ci.~) ~-~\AH,l .e-f,-_ ;·· 7 .,-. 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I I j '~ I --t---tt! ~h~~--f==·-~~!!iil!!i~F-1::.!!!l'=~.:.it,:.Lcr.iiiiiiiiiiiiii~-_:_ ____ --~-:-:--~~~~----. '~1-·-·1---- ,, I I I 7•--- 1 ,, l I i I L L c-j . -t,--,-------+-_-,--_ _._ ___________ --------- 1 '·-~~.~~===~~~T~;:-=.~r~~~-.:...J... --------1,c....,---l.------'-·---+-----4------ 11 11 . JI 11 I I LI ·-11 111 11 I f' JL I I -I I .,. I I ~ I I :: I t - I I , , , , J1 71 11 ! 11 fl 11 II ,1, . 11 11 11- fl I I· •. IL 'r I I I I I I I I I I _J Ii -71 I I I I , , I I ...JI I I I I I I I I I I I I I I I I I I I MARTIN & DONN INC. ·. STRUCTURAL & CivJL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 . (619) 497-2118/FAX 497-0429 Date: 06/23/97 PAge: Gb~ GENERAL FOOTING DESIGN HARCBE COMPLEX F-1 \ ---DESIGR DAT! ------llIAL LO!DS---. DDIEIISIORS---- Allow. soil Pressure = 2500 .o psf Dead Load = ... Short Term Increase = " 1.33 Live Load = lVase Pedistal Height -o.oo in Short Tern Load = Seismic Zone = 4 ... Ecc. Along x-x Axis = overburden Weight = 110.00 psf ... Ecc • .Along Y-Y Axis = Live & Shor~ Term Loads Don't Aqt Together · concrete Weight = 145., pcf . 8.00k 8.0k o.o k 0.00 in 0.00 in -Y-Y AXIS ROO'll'IOR FORCES --I-I llIS ROO'll'IOR FORCES- •••• Pressures@ Left/Right Moment: DL = LL = Sbort Term = Shear: DL = LL = Short Tern = 0.0 k-ft 0.0 k-ft o.o k-ft o.ook o.ook O.OOk •••• Pressures@ Top/Bot Mo11ent: DL = LL = short Term = ·· Shear: DL = LL = Short Tern= o.o k-ft 0.0 k-ft o.o k-ft O.OOk O.OOk o.ook· Width Along X-X Axis -· L. Along Y-Y Axis = Thickness = ColllllD Dim. Along X-X Axis= ,column Dim. Along y.:.y Axis= 3.00 ft 3.00 ft 18.00 in 6.00 in 6.00 in ----------------SOJIIARY--------_,__ ___ ...;._--'--- -----Soil Pressure----------llolents' Sbears-----D+L Kax. Allowable Max Pressure = 2105.3 psf Allowable Pressure . = 2500.01>5f 1x1 Ecc. of Resultant = o.o in 'Y' Ecc. of Resultant = o.o in D+L+ST 12i6.4 psf 3325.0 psf o.om o.o in .Mu/Pbi = Vu:1 Way = Vu:2 Way = Overturning Ratio= 2.4 k-ft 1.2 psi . 14.3 psi 999.0 :1 93.1 psi 186.2 psi 1.5 :1 Service Load Pressures.... Left Right DL + LL = 2105.3 psf 210~.3 psf Dead+live+Short Term = 1216,4 psf 1216.4 psf Factored Load Pressures.... Left Right ACI Eq 9-1 -3214.1 psf 3214.1 psf ACI Eq 9-2 -1702~9 psf 1702.9 psf ACI Eq 9-3 = 1094. 7 psf 1094. 7 psf --------'---~·· FOOfDIGD~IGl------------ f'c = Fy = Rebar CL Clear to Soil = Min. steel% = 3000 psi 'n'= Fy /( .85f'c) 60000 J,>Si Vn:1. •• 2(f 'c)A.5 3.5 rn Vn:2 ... 4(f'c)A.5 .0.0014 . = 23.53 = 109.54 psi 219.1 psi = --------FACTORED SHEAR FORCES----'----- Two-Way Shear one-way: Vu @ Left one-way: vu @ Right one-way: vu @ Top One-way: Vu @ Botton AC! 9-1 ACI 9-2 ACI 9-3 Vn * Phi = 14.33 psi 6.47 psi .t.16 psi 186.23 psi = 1.21 psi 0.59 psi 0.38 psi ,3.11 psi = 1.21 psi 0.59 psi 0.38 psi 93.11 psi = 1.21 psi 0.59 psi 0.38 psi 93.11 psi = 1.21 psi 0.59 psi 0.38 psi 93.ll psi ----,-------· F!CTOiEI> DER'l'S ---"--------- Top 2105.3 psf' . 1216.4 psf Top 3214.1 psf 1702.9 psf 1094. 7 psf AC! 9-1 ACI'9-2 ACI 9-3 Ru As Req'd Mu/Phi @ Left = 2.4 k-ft 1.1 k-ft . O. 7 k-ft 11.4 psi 0.244 in2/ft Hu/Phi @ Right = 2.4 k-ft 1.1 k-ft O. 7 k-ft 11.4 psi 0,244 in2/ft. Mu/Phi @ Top · = 2.4 k-ft Ll-k-ft o. 7 k-ft 11.4 psi 0.244 in2/ft Hu/Phi @ Botto11 = 2.4 k-ft 1.1 k-ft o. 7 k-ft 11.4 psi 0.244 in2/ft ------SERVICE WAD OVERmRIIIG STABILITY------ Factor of Safety: Factor of Safety: Y - Y .AXIS X - X AXIS . static = --Hone-- ·-Hone-- Short T~rm --Hone-- --Hone-- Bottom 2105.3 psf 1216.4 psf Botton 3214.1 psf 1702.9 psf 1094. 7 psf V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ~~~'r.~ ...... ~:::----zr-~-~~---...=..-~-----,;..-,...,.,.;.., .. _,...·__;; _____________________________ .,: -----------~ --p I I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. ' · STRUCTURAL & ClVIL ENGINEERS . 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-21i8/FAX 497-0429 Date:. 0o/23/97. Page: P;i()O). STEEL COLUMN BASEPLATE-DESIGN MARCHE COMPLEX None --ID!D DATA-----1-.. V4.4D (c) 1983-96 ENERCALC \ \ Axial Load x-x Axis Moment AISC Section Bane --:ooI1f DATA --Bolt Tension capacity : Bolt Count Per Side : Anchor Bolt Area : Bolt Dist. fro1 PL Edge · PLATE i SUProR'l' Dll'! · Baseplate Depth II . Width Support Area Depth Support Area Width -KATERIAL pm - f'c Fy . • Load Duration Factor AISC Section Depth Flange Width Flange Thickness : Web Thickness -PLATE DFSIGI -Hin. Required Thickness Plate Analysis Method : Tension Force per Bolt: Bearing Stress : Allow Bearing ••• Per !CI 10.15 Per AISC J9 : Max. Plate capacity for Allowable Bearing •• :. -PLArE !IALYSIS -Actual plate Thickness : Hax Allow Plate Fb Actual fb .. --------.. - 16.00 k 0.00 k-ft W6xl5 8.40 k 2 0.440 in 1.50 in 12.00 in 12.00 in 12.00 in 12.00 in 3000 ps~ 36 ks1 1.00 5.99 in 5.99 in 0.260 in 0.230 in 0.400 in 3 O.OOk 111.11 psi 1785.00 k · 1050.00 psi 151.20 psi 0.500 in 27.00 ksi iT.32 ksi GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I I I I I I I MARTIN & DUNN, I.NC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 f6>4x4)( 1/4 LDL -. --• ·1 .. -... -· ........ --IJ4x t, -::. 1t,; 6":. J ~ rfl c z ~iJ) ~ l\ I, Ci,.: . tb ' \ . JOB L~ c;41 t> SHEET NO. -'------,------=i..,.-'t_U_ OF _____ _ CALCULATED BY _.....,bf:..,.",.__--~---DATE b /5117 CHE6KED BY _________ DATE _____ _ SCALE-------------'------- _, __ ···---·-........ ~·-······· ·-······· -···. . . ~1.;/r:::'. 1, o·,\?)~f2Y/t7 r ::.·· H 9711·1,··h ....... f~ := ~ 1~.rfL (. ~'1,~0 ) ,#:. I_~, 5 }-'S/ '2?.:> l. ·I l '9, '2 )'"). .. . . . . . ~ .. . ' r~11ov-= -·· .......... ·--·-····-·····-···----.. ·····-· ... -···· ··-······-.......... , .. _.,,. ··-·----··-· ••••••. 5 ........... ···-·············-· ............... j .... · ............. ~ ...................... 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IO_Nr,O:<(lc:>-i..ce-t\ar,~,Hll)/-.g:,,-Nf') ~· , • P!iO:>UCT2v7·11-~]1nc, G.rc;tor., MlSt 0147110 01~er P:.tor;ETOLL FREE 1-&;: .. m-ssro ...... ,,,, .. ::.,.,:, .. -,_··: --~~-~~:~".,._-::--.--,,_~--~ <,~· -----~-------·--- I I I I 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 SHEET NO. ------=B:::.....Jr....:2~ OF----- CALCULATED BY YI G DATE Gli::J/17 Phone (619) 497-2118 · Fax (619) 497-0429 CHECKED BY _ _ DATE-----'--'--- SCALE . &¥1?4d e. 6:,tJ?i.fX ! . ··--'.. ... .. . ' . ., --· .... ' -. ffb .... ---· -· ·· t.,L, .. : : ... --.. D'-"-···J -· -................. --_ . --... . , ,Z..27ft.J-+ t1/5( 2,op~t-rl6 P=r)(~ '4b<of'L,r ~ Gttl"=f :. -: ~ . -: l "7 -it'?'' L2.5,oo '. .,., ------,-. .!-.. -.-.... -... --.. -.. --------,,--~t -~.i_:~j.~ · .. : --- 1 ,\Z,7; : ' 11 ' I I Ji .: . '2-1 . ._,, 4r:2e, --· ·! -, ~,c.,;:'7' -·: ----------40 ;, .X . . . . .. -· ·--... -..... 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (61~) 497-0429 G bf ;·--.. i ceh·, 1Y~ ·c·i ,S) C 4, 2) · ·; ·::: ~06 fl;,f L '79~ f.:>f SHEETNO, __ ----------'-'Fr''-tr-/4.,...__ __ OF---;-; --· -- CALCULATED BY w: ~ . DATE "/ j /j7 CHEClKED BY . DATE ___ _ SCALE k\,4\?-lktf .G0 ~1rlfX . ·. :.. . . I . -------~, --,.,-5,.r. -r if'7f.L{. : ------------ 1 . ~ I-. I • . . . . . . 1 . i J 1-6t f'c.l' : . • . . ,. . - i ft:) ·· l~ .. I • ff? PLf rl I i • I ----------------I I --1 -J ------' -------' --------------. . ... _____ .:··.:/ .... -:··~-. --il-1f\-Y-·.( _ .. 1 · I w~~--i--i • : = ' , I I I I 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 SHEET NO. B1 ?· OF-----·--,---- CAL~ULATED BY ~\J,......,&, ____ · _ DATE ~/ '1 / 47 Phone (619) 497-2118 Fax (6~9) 497-0429 CHECKED BY--'-----'---DATE__ _ __ _ SCALE . Mt.~ttf.- ), ~. t!A?. 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Structural & Civil Engineers . 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. _________ C..;.:J'--OF __ 4-'-'-Jo"""-'---- ~ CALCULATED.BY--.,~;-=-----.....,..--,.-----,--DATE _______ _ Phone (619) 497-2118 CHEC~ED BY---------------'---DATE--------- Fax (619) 497-0429 SCAlE , {;,il..10}: :j?~'fr-t1z--B'? ' ' .: 5 6 7 f 1 2 3-" 5 S 7 6 ~ 2 5 I. 5 6 1 S 1 2 :: ,t., ? & 7 & 1 2 3 .: S-e 7 e: l 2 3 4 s 7 e 1 2 3 ~ s·s 7 s 1 2 _s ROQ'.= ~MtN& Oiz5t'~: ikAh :.. .. W--6.12.-: .J. ........................... ·. · . -~ . . : . i ~~ J...J/ bPAY~~ --c, ,o f6f. 1 g/4' i fliWP ; .. \ . 2 .3 fS-f ! '. .... f¥AM!N.~ .... ~ .l}~~l)L.-TkTJ.o}J ................ 5 , .. o .... p;:.f .... : .............. ~ .......... ; ................... : .... : ............. ;. .. . k[:Pt : : . : 1-/. o Fbf ...... ! . . ; l-4156: _1..~1-_:_ ·£~L-, 1c3 , 1:Jsr Jo,O. r: Li'.€ ... ; .. LDhJ>. ......... :.) ..... Q.P ...... -.. bf .. . ' . 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I . . ... i .. .. . ., ............. r .. .. .... . ..... i . • ...... . . / __ :_ -·· ·. :<i: :. ::: ::::= n --_, _ :; : : ·:::_~::::h .~ :-~ ... {· ---:···; ·: ... ----.--,1· -:,, . ., ........ -~ : .. ,; ..... :_, __ , .... : .. ~ .. -', ··f· .. -~-·-~: .. ··t:~·-:··· .,-:· .;_. ·.···~ ·: .......... -......... s ~ . •3 -t\o n .., . . . -NM~ ,m ~ ~ ~ -NM PRODUC12u7·1/iveiifs21nc., Groton, Mm. 01471. To Ord et PHONE. TOLL FREE 1-800-225-6380 -~,=~=:;;;.-~-s;;-9_-,.-,.-,-,---.. --. ...,-,--~ .. ~ .. --~ ..... ~-•~ .• =.-. .;., -=c" ... ~. ~-=~~s=.;.=•= .. o;<"<i>...,,.,.,,,,..,,,,.r.,, ·.,......,.._ ~-~--"2-~-· ·, . .;:.;,..,;.._~,. --..... ,~~~---·---=--~~~~~=~~~==,d I I I I I I I I I 1· I C ~ ~ ·-.. ~ ~ ' \ I. ,, i I I . ' I I I I I I l I I I I I I I I _J 5e:-+ I 'd-'2; ~ I I . I J::--_I ~ ! I I I ---, I I ,;.._') l J ,, ,-I I ====i='~ I I I tn I I CD t ! !, I i I I I I -11 I I I ~~ ~ ,_ ___ L_ --,--../-,---+-::i , --~ -.-7----T-T • 11 I f . I 1 I ,, I I • I -11 I I . I i I I I ! 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I I I I I A.---'--1-~--'-----t'J..CCf, '-------'-----ej~ \,?=:::;;:_=. ___ =: __ =, ___ =._5 __ ===;11i-----,----1i------'-----@ I i @) ~/4 I ~I I ,Yt-----<B e / ( · .... --·--·~---------.----·· ---------···---·---~-----:- I I I- I I I I I I I I I I I I I I I I ' ~lu~~~NC~ ENGINEERS . 7801 MISSION CENTER COURT,SUITE 400 · SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 STEEL BEAM DESIGN BRICK BROTHER'S RETAIL SHOP ~-1 Date: _06/03/97 \ ----BE!M DATA-----------------STEEL SECHOI D!T!--------- Center Span Length -24.00 ft use Section vlOI26 Left cantilever = 3.00 ft SectiQn Depth 10.33 in Ixx Right Cantilever = 3,00 ft Web Thickness 0.260 in Iyy Unbraced Length = 3.00 ft Section .Width = · · 5. 77 in sxx ~a11 wt. is ADDED, To a~plied loads Fl~e '.l'hickness = 0.440 in Syy Live Load Hot Acting wrtb Short iTeni section Area = 7 •. 61 in2 r:xx Fy · = 36 ksi Section Weight = 25.84 # r:yy Load Duration Factor = 1.00'. rT,. y = 1.54 in Beam End Fixity : Pin:Pin = 144.00 in4 = 14.10 in4 = 27.88 in3 = 4.89 in3 = 4.350 in = 1.361 in . AWLIED LOADS--------------------------- >> All distances refer to left support, 1-1 identifies load as being on left cantilever. -------------------------Concentrat~ Loads-------------,----- Dead Load = 3. 90 k 3 .90 k Live Load = 3.36 k 3.30 k Distance To Load --3.00 ft 30.00 ft ---------------..,.... tJnifora. Loads-,-;------------'-------- Dead Load = · 0.36 k/ft Live Load = o. 26 k/ft Distance To Start = -3.00 ft · Distance To End = 30.00 ft SUJIIARY USING w10x26, Max.Stress Ratio= 83.52%1 Min Defl. Ratio= 194.93 T!BIJW SOMMARY OF LOAD <Dmil!'lIOIS Maxinuns •.• Actual -Allowable Dead Load+ Loads Placed as follows Mollent = 46.1 55.2 k-ft Placed DL LL LL+ST LL LL+ST ••••• stress= 19.84 23.76 ksi for Max Only @Cntr @c.ntr @Cant:$ @Cants Shear = 9.06 38.68k ••••• stress= 3.37 14. 40 ksi Moments •• M+@ Center = 46;1 8.8 27.4 o.o o.o o.o k-ft Deflection = -0.581 M-@ Center = -25.1 -25.1 o.o -46.1 0.0 k-ft fb / Fb : % max 0.835 @ Left = -13'.4 -13.4 o.o -24.5 o.o k-ft fv / Fv : % 11ax 0.234 @ Right = -25.1 -25 .• 1 o.o -46.1 o.o k-ft Min. DL Defl Ratio= 1010.66 Shears •••. @ Left = 9.06 5.01 7.26 0.00 9.06 o.ook Min. TL Defl Ratio = 194.93. @ Ritt = 9.06 5.12 8.24 0.00 9,06 0.00k Deflection •• @ Cen er = -o.581 -0,118 -0.581 -0.118 0.374 -0.118 in @ Left = 0.2,26' 0.002 0.,186 0.002 -0.226 0·.002 in @ Right = 0.369 -0.071 0.125 -0.071 -0.369 -0.071 in at 22.00 ft = 0.009 -0.li6 0.009 0.170 0.009 in Reactions @ Left = 16.86 9.20 12.32 9.20 12.87 9.20 k Reactions @ Right = 18.25 10.18 13,30 10.18 14.67 10.18'k V4.4B (c) 1983-95 ENERCALC G~RGE R; SAIDIDERS ASSOCIATES, lt'W060361 ff ,•, .'. --· ---~ -_..,...,:.:;~ .... • ~~t";; ...... h~ .. _ & ·--~., -· ~~~~~~~~ ... ir--~-r.:.;~ ......... -;.---.-,:...--~ ... ~----~~~-~: I I I I I I I I I I I I I I I I I I I· MARTIN & DUNN INC. I STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/F AX 497-0429 Date: 06/03/97 STEEL BEAM DESIGN BRICK BROTHER'S RETAIL SHOP 83-2 \ ----BEAM DATA-__,.-...,. ------..--,..,.---,-STEEL SEC'llOI D!'f!--------- Center Span Length = 20. 75 ft AISC Section wIOI26 · Left cantilever = o.oo ft Section Depth = 10.33 in Ixx Right cantilever = 0;00 ft Web Thickness = 0.260 in J;yy unoraced Length . = o.oo ft section Width = 5. 77 in sxx Bean Wt. is ADDED To a~plied loads Flan9e Thickness = 0,440 in Syy Live Load Hot Acting with Short 1TerJ! Sect;on Ar~a = 7,61 in2 r:xx Fy = 36 ks1 Section Weight = 25.84 # r:yy Load Duration Factor = 1.001 rT, y · = 1.54 in Beam End Fixity : Pin:Pin = 144.00 in4 = 14.10 in4 = 27.88 in3 = 4.89 in3 = 4.350 in = 1.361 in · . APPLIED LOADS Concentrat~ Loads Dead Load = o •. 7ok Live Load = 0.75k D~stance To Load -4.00 ft Vnifon. Loads Dead Load = 0.36 k/ft Live Load = 0.32 k/ft Distance To Start = o.oo ft Distance To En~ = 20. 75 ft -----------"---------SOlll!RY----=------'---------- USIHG wlOx26, Max Stress Ratio= 74.17%, Min Defl. -Ratio =.324.87 .. ------TABULAR SUIIIARY 01 LOAD a»IBffi'fIOIS------ Haxinuns... Actual Moment = 40. 9 ..... stress= 17 .62 Allowable Shear = 8.49 ..... stress= 3.16 Deflection = -o. 766 fb/Fb: %Dax fv/Fv: %Dax Min. DL Defl Ratio= Min. TL Defl Ratio= V4.4B (c) 1983-95 EHERCALC . 55.2 k-ft 23.76 ksi 38.68 k 14.40 ksi Moments •• H+ @ Center = 0.742 0.220 599.93 324.87 M-@ Center = @ Left = Shears: ••• @ Right = @ Left = @ Right = Deflection. • @ Center . @ Left = @ Riglit = at 22.00 ft = Reactions @· Left = Reactions . @ Right = \. . Dead ·toad+ Loads Placed as follows Placed DL . LL LL+ST LL LL+ST for Hax only. @Cntr @Cntr @Cants @Cants 40.9 8.49 7.60 -0.766 0 .. 000 0.000 C .. ~~ 7.60 .,· 22.2 -o.o 0.0 o.o 4.57 4.14 -0.415 0.000 0.000 0.000 4.57 4.14 40.9 -o.o 0.0 o.o 8.49 7.60 -0.766 0.000 0.000 0.000 8.49 7.60 o.o o.o o.o o.o 0.00 o.oo -0.415 0.000 0.000 0.000 4.57 4.14 o.o o.o o.o o.o o.oo o.oo 0.000 0.000 0.000 0.000 o.oo o.oo o.o k-ft o.o k-ft o.o k-ft 0.0 k-ft O.OOk o.ook 0.000 in 0.000 in 0.000 in 0.000 in o.oo k O.OOk GEORGE R. SAUNDERS ASSOCUTESi ¼.'W060361 ,:·t..._"!. :.:; ,. ' -. • -"; . '• • -' :·t:, : • , . ' ,_,'. ' i • •' ~ -·"'·~----,~·--.,,·-~~-,~~~~--..... • -',' ~-~~'-'--'----'"----·-· --·--·--~-----·-··-·-·· ,· ---· .. , ···-· --- I I I I 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 (619)497-2118/FAX 497..:0429 STEEL BEAM DESIGN BRICK BROTHER'S RETAIL SHOP 5B-3 Date: 06/03/97 Page:_·c;t:j \ ----BEAii DAT!· --.....,....--~---STEEL SECTIOI D!B--------- Center s~ Length = 20. 75 ft AISC Section w10126 Left cantilever = o.oo ft Section Depth = 10.,33 in Ixx Right Cantilever = 0.00 ft Web Thickness = 0.260 in tyy Unbraced Length = o.oo ft Section Width = 5. 77 in Sxx Bean wt. is ADDED To a~plied loads Flan9e Thickness = 0,440 in syy Live Load Not Acting with Short fern Section Area = 7.t:ii in2 r:xx Fy . = 36 ksi Section Weight = 25.84 # r:yy Load Duration Factor = 1.00\ rT, y = 1.54 in Beam End Fixity : Pin:Pin = = = = = = 144.00 in4 14.10 in4 27.8~ !n3 4.89 in3 4.350 in 1.361 in -----------'---------APPLIED LOADS---------'--------- ---------------------Onifora Loads-------------...:..._ ___ _ Dead Load Live Load Distance To start Distance To End = 0.36 k/ft = 0,32 k/ft = o.oo ft = 20. 75 ft SOJIIARY USIHG wl0x26, Max Stress Ratio= 68.82%, Min Defl. Ratio= 353.19 TABULAR SOIIIARY OF LOAD OOMBIIIDOIS Maxinuns ••• Actual Aliowable Dead Load+ Loads Placed as follows Mo11ent = 38.0 55.2 k-ft Placed DL LL LL+ST LL LL+ST ••••. stress= 16.35 23. 76 ksi for Max Only @Cntr @Cntr @Cants @Cants Shear = 7.32 38.68 k ••..• stress= 2.73 14.40 ksi Mollfents .. · M+@ Center = 38.0 20.8 38.0 o.o o.o 0.0 k-ft Deflection = -o. 705 M-@ Center = o.o -0.0 0.0 o.o o.o k-ft fb/Fb: %11ax 0.688 @ Left = 0.0 o.o o.o o.o o.o k-ft fv / Fv : % 11ax 0.189 @ Right = 0.0 0.0 o.o 0.0 o.o k-ft Min. DL Defl Ratio= 646.12 Shears ••• @ Left = 7.32 4.00 7.32 0.00 0.00 0.00 k Min. TL Defl Ratio = 353.19 @ Right = 7.32 4.00 7.32 0.00 o.oo O.OOk Deflection .• @ Center = -0.705 -0.385 -0.705 -0.385 0.000 0.000 in @Left -· 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right -0.000 0.000 0.000 0.000 0.000 0.000 in at 22.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions .@ Left = 7.32 4.00 7.32 4.00 o.oo O.OOk Reactions @ Right = 7.32 4.00 7.32 4.00 0.00 0.00 k \ V4.4B (c) 1983-95 EHERCALC . GEORGE R. SAlllIDERS ASSOCIATES,· KW060361 . _',, --··--· .. ~ ·. ·~. ___ , --~ ... ~,,-~.,._,;:_::~;:~ 1,...i~~~..,:_, ~ .__.Z~-~.:_·i'._,#~~~~-:.O: .,_~-i.. ~--.---·-~ I I I I I I I I I I I I I I I I I I I k W'-! --- MARTIN & DUNN INC. . STRUCTURAL & CML ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/FAX 497-0429 STEEL BEAM DESIGN BRICK BROTHER1S RETAIL SHOP .SB-4 Date: 06/03/97 \ ----BEAii DATA ---------STEEL SECTIOI DATA---------Center Span Length = 18.50 ft AISC section w1ox22 · Left Cantilever = 6.oo ft Section ·Depth = i0.17 in Ixx Right cantilever = o .. 00 ft Web. Thickness_ = 0.240 in· ryy Unbraced Length = o.oo ft section Width = 5. 75 in· Sxx Bean wt. is ADDED To a~plied loads Fl~e Thickness = 0.360 in syy Live Load Not Acting with Sbort \Ter~ sect!on ~~a = 6.49 in2 t:xx Fy = 36 ks1 section Weight = 22.04# r:yy Load Duration Factor = 1.00\ rT-, y = l.5i in Beam End Fixity : Pin:Pin = = = = 118.00 in4 11.40 in4 23.21 in3 3.97 in3 4.264 in 1.325 in ------------------~ !PPLIED ID!DS .,..._ ........... __ "'-----------'----- ----------------....;.,---'--------,--Unifora Loads-· ------------------Dead Load Live Load Distance To Start Distance To End = O.lOk/ft O.JO k/ft 0.00. ft = = 18,50 ft SOJIIARY USING w10x22, Max stress Ratio= 20.67%, Hin Defl. Ratio= 1298.23 'l'!BIJLAR SOJIIARY OF LO~ <DIBIIA'lIOIS . Kaxinlllls ••• Actual Allowable Dead Load+ Loads Placed as follows MoJ1ent = 9.5 45.9 k-ft Placed DL LL LL+ST LL . LL+ST ••••• Stress= 4.91 23. 76 ksi for Max Orily @Cntr @Cntr @Cants @Cants Shear = 2.05 35.15 k •.••• stress= 0.84 14.40 !csi Moments .. M+ @· Center -9.5 5.2 9.5 o.o 0.0 0.0 k-ft Deflection = -0.171 M-@ Center = o.o 0.0 o.o o.o o.o k-ft fb / Fb : % Jlax 0.207 @ Left = o.o o.o o.o 0.0 · o.o k-ft fv / Fv : % max 0.058 @ Right = 0.0 0.0 o.o o.o o.o k-ft Min. DL Defl Ratio= 2362.05 Shears ... @ Left = 2.05 1.13 2.05 0.00 0.00 0.00k Hin. TL Defl Ratio= 1298.23 ·@ Rilbt = 2.05 1.13 2.05 o.oo 0.00 O.OOk Deflection •• @ Cen er = -0 .• 171 -0.094 -0.171 -0.094 0.000 0.000 in ·@ Left = 0.000' 0.000 0.000 0.000 0.000 0.000 in @Right. = 0.000 0.000 0.000 0.000 0.000 0.000 in at 22.00 ft = 16480.56332961.12616480.563 0.000 0.000 in Reactlons @ Lett =· 2.05 1.13 2.05 1.13 0.00 O.OOk Reactions @ Ri9ht -2.05 1.13 2.05 1.13 o.oo 0,00k V4.4B (c) 1983-95 EHERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 . . . .... ._...,.,.~.,...---,-..... --·;..;:::.;;~..-....... ,..... ;. __ :.,_~:-·_,....:.,..,.. ___ :~-..... ,.I:,..,_"'·----- I I I I I I I I I I I I I I I I I jj ... i MARTIN & DUNN INC. · , STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT ;SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497--0429 STEEL BEAM DESIGN BRICK BROTHER1S RETAIL SHOP ~-5 Date: 06/03/97 \ ----BEAM DATA . ------'-,,-...;..---'----ffl:EL SECfIOI D!f!--.,.......;.------ Center Span Length = 29.00 ft AISC Section w14x26 Left cantilever = o.oo ft Section Depth = 13.91 in Ixx Right cantilever = o.oo.ft Web Thickness = 0.255 in tyy_ Unbraced Length = o.oo ft Section Width = 5.03 in Sxx Bean wt. is ADDED To a~plied loads Flange Tiuckness = 0.420 in Syy Live Load Hot Acting with Short \Tel'JI Section J;rea = 7.69 in2 r:xx Fy = 3~ksi ~ction Weight = 26.11 I r:yy Load Duration Factor = 1. 00 rT, y = 1. 28 in Bean End Fixity : Pin:Pin = 245.00 in4 = 8.91 in4 = 35.23 in3 = 3.55 in3 = 5.644 in = 1.076 in ------...,..._,....;..-.....,...-----'"----.APPLIED LOADS----,------------- -------------------Uni.fora Loads-_.;...~-----,--------- Dead Load Live Load Distance To Start Distance To End = 0.23 k/ft = 0.22 k/ft = 0.00 ft = 29.00 ft SOIIIARY USilfG w14x26, Kax Stress Ratio= 71.76%, Hin Defl. Ratio= 326.34 _ T!BOL!R SOJIIARY OF LOAD <DNBll!'fIOlJS .Kaxinuns ... Actual Allowable Dead Load+ Loads Placed as follows Moment = 50.1 69.7k-ft Placed DL LL LL+ST LL LL+ST ••••• stress= 17.05 23. 76 ksi for M~x Only @cntr @Cntr @Cants @Cants Shear = 6.90 51.08k ..•.• stress= 1.95 14.40 ksi Moments .• M+@ Center = 50,1 . 26.9 50.1 0.0 o.o o.o k-ft Deflection = -1.066 M-@ Center = 0.0 o.o 0.0 o.o o.o k-ft fb / Fb : % max 0.718 @ Left = o.o o.o 0.0 o.o o.o k,-ft fV / Fv ! % ll!X 0.135 @ Right ' = 0.0 o.o o.o o.o o.o k-ft Min. DL Def! Ratio= 606.67 Shears ••• @ Left = 6.90 j.71 6.90 o.oo 0.00 o.oo k Kin. TL Def! Ratio= 326.34 @ ru.iht = 6.90 3.71 6.90 0.00 o.oo O.OOk Deflection •• @ cen er = -1.066 -0.574 -1.066 -0.574 0.000 0.000 in @ Left = 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = 0.000 0.000 0.000 0.000 0.000 0.000 in at 22.00 ft = -0.396 -0.736 -0.396 0.000 0.000 in Reactions @ Left = 6,90 3.71 6.90 3. 71 o.oo o.ook Reactions @ Right ·-6.90 3.71 6.90 3.71 0.00 O.OOk I VUB (c) 1983-95 IIIIERC.\LC . . Ii:·· ·.·'--_ J,. _',·.~ ·-,-2-.. ';-;:,~~~k~~z:--·:: . .,,_: _ 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 ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 STEEL BEAM DESIGN BRICK BROTHER'S RETAIL SHOP 6B-6 . Date: 06/03/97 . ----BEAii DATA . . ---------'---'-'------,--STEEL ·sEC.rtOI D!T!--------- Center Span Length = 13. 00 ft AISC Section W8Il.O Left cantilever = o.oo ft section Depth = 1.89 in rxx = 30.80 in4 Right cantilever = 0.00 ft Web Thickness -0.170 in Iyy Unbraced Length = o.oo ft section Width = 3.94 in sxx = 2.09 in4 = 7.81 in3 Bean Wt. is ADDED To a~plied loads Fl~e Thickness = 0.205 in Syy Live Load Not Acting with Short fern Section Area = 2.96 in2 :t:xx = 1,06 in3 = 3.226 in Fy = 36 ksi Section Weight = 10.05 # r:yy Load Duration Factor = 1.00' rT, y = 0~29 in = 0.840 in Bean End Fixity : Pin:Pin · ---------------!PPLIED LOAM---------'---....,...:.--------______ ......_ ______ --Onifora Loads---'---........----------- Dead Load Live Load Distance To Start Distance To End = 0.23 k/ft = 0.22 k/ft = o.oo ft = 13.00 ft ______________ ..____ SOIIIARI---------------------- USING w8xlO, Max Stress Ratio= 62.87%, Min Defl. Ratio= 47i.33 . ------TABULAR SOIIIARI OF LOAD <ntBmTIOIS------ Dead Load+ Loads Placed as follows Maxinuns... Actual Moment = 9. 7 ..... stress= 14.94 Shear = 2,99 ..... Stress= 2.23 Deflection = -o. 331 fb/Fb: %max fv / Fv : % max Min. DL Defl Ratio= Min. TL Defl Ratio= V4.4B (c) 1983-95 EHERCALC Allowable 15.5 k-ft 23. 76 ksi 19.31 k Placed DL LL LL+ST LL LL+ST for Max Only @Cntr @Cntr @Cants @Cants 14.40 ksi Moments •• Mt @ Center ~ 9. 7 5.1 9.7 o.o o.o o.o k-ft 0.629 0.155 903.29 471.33 H-@ Center = 0.0 -0.0 O.O 0.0 0.0 k-ft @ Left = o.o o.o o.o 0.0 0.0 k-ft @ Right = 0,0 0.0 0.0 0.0 0.0 k-ft @ Left = 2.99 1.56 2,99 · 0.00 0.00 0.00 k @ Right = 2,99 1.56 2.99 o.oo 0.00 0.00 k Deflection.. @ Center = -0.331 -0.173 -0.331 .;.0,173 0.000 0.000 in @ Left = 0.000 0.000 o·.ooo 0.000 0.000 0.000 in Shears ••• @ Right 0.000 0.000 U.000 0.000 0.000 0.000 in at 22.00 ft = 56331.0Cii.0212.83356331.003 0.000 0.000 in Reactions @ Left -2,99 1.56 2.99 1.56 0.00 0.00 k Reactions @ Right = 2.99 1.56 2.99 1.56 o.oo o.oo k GEORGE R. SAUNDERS.ASSOCIATES, 6060361 ---"-~--~--4,,:,...,_. --,·- -..,.,..., --> -. '~--.... ·~ .. ~ ...... --_;, ... -------' • - .,:_>/' ~ -::.. :, i_ :_-; - I I I I 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 . (619)497-2118/FAX 497-0429 STEEL BEAM DESIGN BRICK BROTHER'S RETAIL SHOP SB-7 Date: 06/05/97 Page: 2:4 \ ----BE!JI D.!T! ---------STEEL SECTIOI D!Tl-------_._- Center Span Length = 34.00 ft AISC Section : v18x40 Left cantilever = o.oo ft section Depth = i7.90 in Ixx Right cantilever = 0.00ft Web Thickness = 0.315 in Iyy Unbraced Length = o.oo ft section ·width = 6.01 in Sx-x Beau. wt. is ADDED To a~p1ied loads Flange Thickness = 0.525 in $yy Live Load Hot Acting wrth Sbort\Te~ sect!on Ar~a = 11.80 in2 r:xx Fy = 36 ks1 Section Weight = 40.06 # r:yy Load Duration Factor = 1.25 rT, y = 1.52 in Bea1 End Fixity : Pin:Pin = 612.00 in4 = 19.10 in4 = 68.38 in3 = 6.35 in3 = 7.202 in = 1.272 in --------------------·APPLIED LO!DS------------"-------'--- --------------Concentrated Loads---,-,---------'----- Dead Load Live Load Distance To Load = 2.75k 2.72k · 2.30k 2.00.k = 2.83 k 2.57 k 2.30 k 2.00 k = 11.00 ft 15.00 ft 32.00 ft 32.00 ft ---------------UnifOII Loads~-·----------------- · Dead Load Live Load Distance To Start Distance To End = 0.07 k/ft = 0.08 k/ft = 0.00 ft = 34.00·ft SOJIIARY USIHG wl8x40, Max Stress Ratio= 83.84%, ·Hin Defl. Ratio= 331.22 TABUW SOIINUY OF LOAD <DIBillTIOJIS Haxinuns ••• Actual Allowable Dead toad+ Loads Placed as follows Moment = 113.5 135.4 k-ft Placed DL -,LL LL+ST LL LL+ST ..... stress= 19.92 23. 76 ksi for Kax Only @Cntr @Cntr @Cants @Cants Shear = 15.50 81.19k ••••• stress= 2.75 14·.40 ksi MoJents •• M+@ Center = 113.5 59.4 113.5 o.o o.o o.o k-ft Deflection = -1. 232 k-@ Center = -o.o -o.o o.o 0.0 O.Ok-ft fb / Fb : % max 0.838 @ Left = o.o o.o o.o 0.0 0.0 k-ft fv / Fv : % max 0.191 @ Right = o.o 0.0 0.0 o.o o.o k-ft Min. DL Defl Ratio= 631.35 Shears ... @ Left = 10.50· 5.54 10.50 0.00 0.00 O.OOk Kin. TL Defl Ratio= 331.22 @ Right = 15.50 8.04 15.50 o.oo o.oo O.OOk Deflection •• @ Center --1.232 -0.646 -1.232 -0.-646 0 •. 000 0.000 in @ Left 0.000 0.000 0.000 0.000 0.000 0.000 in @ Right = o.OQO 0.000 0.000 0.000 0.000 0.000 in at 0.00 ft = 0.000 0.000 0.000 0.000 0.000 in Reactions @ Left = 10.50 5 .• 54 10.50 5.54 o.oo 0.00k Reactions @ Right = 15 •. 50 8.04 15.50 . 8.04 o.oo 0.OOk ' V4.4D (c) 1983-96 EHERCALC GEORGE R, SAUNDERS ASSOCIATES, KW060361 t .~'.~-_:::~.-.·::.-:::±Ji~;;:·:~';~~~~~~~---~+ _:::' -'·-_;· ~; ; .: ~-:~:. ... -.. MARTIN & DUNN INC. I STRUCTURAL & CML ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 {619)497-2118/FAX 497-0429 STEEL BEAM DESIGN BRICK BROTHER'S RETAIL SHOP SB-8 Date: 06/05/97 I I I I I I I I I I I ----BEAM D!TA -----------,------'--'STEEL SEC'l'IOI D!T!-_ -----------Center Span Length · = 16.00 ft AISC Section wlOI22 Left cantilever = o.oo ft section Depth = 10,17 in Ixx Right Cantilever = o.oo ft Web Thickness = 0.240 in Iyy Unbraced Length = o.oo ft Section Width = 5. 75 in Sxx Bean Wt. is ADDED To a~plied loads. Fl~e Thickness = 0.360 in Syy Live Load Not Acting with Short '1fent Section Area = 6.49 in2 r:xx Fy = "36 ksi Section weight -22.04 # r:yy Load Duration Factor = 1.25' rT, y = 1.51 in Bean End Fixity : Pin:Pin !FPLIEDLO!DS Concentrated Loads Dead Load = 3.00k Live Load = 3.00k Distance To Load = 6.50 ft -Unifora Loads Dead Load -0,07 k/ft Live Load = 0,08 k/ft Distance To start = o.oo ft Distance To End --16.00 ft --SUIIM!RY USING w10x22, Kax,Stress Ratio= 61.96%, Kin Defl. Ratio~ 597.17 T!BUL!R SOlll!RY OF LO!D <DmmTIOIS = = = = 118.00 in4 11.40 in4 23.21 in3 3.97 in3 4.264 in 1.325 in Maxinuns ... Actual Allowable Dead Load+ Loads Placed as follows I I I I I I 1, Monent = 28.5 ••••• stress= 14.72 Shear = 4.95 .•••• stress= 2.03 Deflection = -o. 322 fb/Fb: %11ax fv / Fv : % max Min. DL Defl Ratio= Min. TL Defl Ratio= ' t V4.4D (c) 1983-96 ElfERCALC I 45,9 k-ft 23 .• 76 ksi 35.15 k 14.40 ksi Moments .. K+@ Center = Ji-@ Center = 0.620 @ Left = 0.141 ,@ Right = 1172,33 Shears ... @ Left = 597.17 @ Ri ht = Deflection •• @ Cenler = @ Left @ Right = at 0.00 ft = Reactions @ Left = Reactions @ ltight = 7f. f ' . --- ~~~"'!..,....._ ... --.i~~nr.;:,-,;-•iff'"•'-----,::-·~-.. -----~ ... .--::..-j-~·...--~ ... -,.;_,.:...., .... ..:. .... _;.., .... ~ .. ~.....;----~ "..,. ~-. -... Placed for Max 28,5 4,95 3.83 -o_,322 0,000 0.000 4.95 3.83 : '• ~ -' DL· LL LL+ST LL LL+ST Only @Cntr @Cntr @Cants @Cants 14.5 28.5 o.o o.o o.o k-ft -0.0 -o.o 0.0 0.0 0.0 k-ft o.o 0,0 o.o o.o o.o k-ft o.o 0.0 o.o 0,0 0.0 k-ft 2,53 4,95 o.oo o.oo O.OOk 1.97 3.83 0.00 0.00 0.00 k -0.164 -0.322 -0.164 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 2.53 4.95 2.53 o.oo 0.00 k 1.97 3.83 , 1.97 o.oo 0,00k GEORGE R. SAUHDERS ASSOCIATES, KW060361 ,-. ~ :..---~--,_-, --' -. _-" ~· -_. I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. ' STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2q8/FAX 497--0429 GENERAL TIMBER BEAM DESIGN BRICK BROTHER'S RETAIL SHOP GB-1 J Date:_ 06/05/97 Page: 6H ---------BEAii DATA--------------------SP!I D!T!---- Tilber Section Bean Width Bean De~th Laninat1on Thickness Fb -Bending Fv -Shear 5:125x15.0 End Fixity Pin:Pin Center Span = = 5.125 in Elastic Modulus = 1800000 psi Left cantilever . - = 15.00 in Bea1 Density = 35.Q pcf Right cantilever = = 1.50 in Load Duration Factor = 1.25 --,---IJIBR!CED LEIIGTBS = 2400 psi Bean Wt. is Added to Loads Le : Center Span = = 1~ psi End Shear caic1d at support Le : Left Cant. = 22.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Fe -Bearing = 650 psi Le : Right cant. = \ !PP.LIED LOADS----------------- Unifom Load@ Center Span:-DL ~ 252.0 plf -LL= 247.0 plf . · ----------------'----------SOJll!RY---------------------usrnG 5.125 x 15.000 Bean1 Bending.= 66.79%1 Shear= 53.84% Max. Pos Mon @ 11.00 ft: 31.30 k-ft Shear: Max. @ Left = Kax. Heg Kon @ 0.00 ft= 0.00 k-ft .... used for -OSgn;:; Max @ L~ft = 0.09 k-ft •••• ~ea Reg'd = K~x @ Right = . 0.00 k-ft Hax. @ Right = Max. Allow Mo11ent = 46. 87 k-ft •••• used for dsgn = fb : Max. Actual = 1954.5 psi .... Area Req'd = Fb : Allowable = 2926.5 psi fv : Max. Actual = = 19.87 = = V4.4B (c) 1983-95 EHERCALC o.oo 0.98 Fv : Allowable = Beaz:ing Req1 d @ Left = Bearing Req1 d @ Right "' 5,69 k 8.54 k 41.39 in2 5.69 k 8.54 k 41.39 in2 lJi.05 psi 206.3 psi 1. 71 in 1. 71 in Reactions .•• DL Haximllll Left = 2.97 k 5.69 k Right = 2.97 k 5.69 k Deflections ••• Center = -0.55 in -1.05 in .... Dist = 11.00 ft 11.000 ft ... L/Defl = 481 251 Left = o.oo in 0.000 in .••• L/Defl = 0 0 Right = o.oo in 0.000 in •.•• L/Defl = 0 0 GEORGE R, SAIDIDERS ASSOCIATES, K\9060361 I I l ...... -~ : ;-:,}:~----><·--,-.,.......-~~--.:... -------....:.. -~ -. ·- I I I I I I I I I I I I I I I I I I ., i MARTIN & DUNN INC. . _ STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 - SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 . ~te: 06/05/97 GENERAL TIMBER BEAM DESIGN BRICK BROTBER1S RETAIL SHOP \- GB-2 ---------BE!JI DATA-----'--'----- Timber section Beam Width Bean De~th La11inat1on Thickness Fb -Bending Fv -Shear Fe -Bearing 5:125x15.0 = 5,125 in = .15.00 i_n = 1.50 in = 2400 psi = 165 psi = 65Q psi End Fixity Elastic Modulus = Beall Density = -Load Duration !actor = Bean wt. is Added to Loads End Shear Calc1d at Support Pin:Pin 1800000 psi 35.0 pcf 1.25 I ----SP.Al D!T!---- Ce~ter Sp~ = Left cantilever = Right cantilever - ---UIBR!CED LEIGTBS Le: Center Span = Le: Left Cant. = Le: Right cant. = 22.00 ft o.oo ft o.oo ft o.oo ft o.oo ft o.oo ft I APPLIED· LOADS-----------'---------- Unifom Load@ Center Span: DL = 234.0plf LL= 23i.O plf. _ --------,--------------SIJJIIARY--..,.....,..-,----------'---_.__,,-------'------"- USING 5.125 x 15.000 ~an, Bending= 62.78%, Shear= 50.62% Max. Pos MoJl @ 11.00 ft= 29.43 k-ft Shear: Max. @ Left = Max. Neg Hon @ 22.00 ft= o.oo k-ft •••• used for dsgn = Max @ L~ft = o.oo k-ft .... Area Reg'd = Max @ Right --0.00 k-ft Max. @ Right = Max. Allow MoJlent = 46. 87 k-ft •••• used for dsgn = fb : Max. Actual = 1837.4 psi .... Ar~ Req'd = Fb : Allowable = 2926.5 psi fv : Max. Actual = Ck= .811(E/Fb)A,5 Cs= (LeD/BA2)A,5 Cf= (12/d)A,lll . ' = 19.87 = 0.00 = 0.98 V4.4B (c) 1983-95 EHERCALC Fv : Allowable = ~arpig Req' d @ L~ft = Bearing Req 1d @ R-1ght = ' ,:,. ............ ,i; .. , ~ , __ .,......._. ___ --,'·.· •. ,,~· .••• ~---· 5.35 k Reactions ••• DL MaxiJlUJl 8.03 k Left = 2,78 k 5,35 k 38.91 in2 Right 5.35 k = 2,78 k 5.35k 8.03 k Deflections ••• 38.91 in2 Center = -0.51 in -0.99 in 104.40 psi .... Dist = 11.00 ft 11.000 ft 206.3 psi ... L/Defl = 515 267 Left = o.oo in 0.000 in 1.61 in .-~,LfDefl = 0 0 1.61 in Righ = o.oo in 0.000 in .. ;L/Defl = 0 0 GEORGE. R. ~A011DERS ASSOCIATES, l.~060361 ' -,_ ~.--. ' ---· .. ' . --~---- -{ .. -. ---.• ~--:. ... I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. . , . STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . (619)497-2118/F AX 497-0429 GENERAL TIMBER BEAM DESIGN BRICK BROTHER'S RETAIL SHOP GB-3 Date: 06/05/97 \ ---------------·----· BEAM DATA-.--, ---------------SP!I DAT!---- Tinber section 5:125x15.0 End Fixity Pin:Pin center span = BeaD Width = 5.125 in Elastic Modulus =, 1800000 psi Left cantilever = Bea1 De~th ,,. 15.00 in Bea1 Density = 35,0 pcf Right cantilever = Lanination Thickness = 1.50 in Load Duration Factor = 1.25 -----. OIBR!CED LEIGTBS Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le : Center ~pan = Fv -Shear = 16,5 ps~ End Shear calc1d at support Le : Left Cant. = 22.00 ft o.oo ft o.oo ft o.oo ft o.oo ft Fe -Bearing = 6. 50 ps1 Le : Right cant. = ----------·~ \---,----APPLIED LOADS---'------,----,--------- 0.00 ft Uniforn,Load@ Center Span: DL = 100.0 pl! LL= 110.0·plf Trapezoidal Load: DL:. O.Oplf @ 1ft, 198,0plf @ rt LL: O.Oplf @ 1ft, 220.0plf @ rt fron o.oo ft to 22.00 ft ----------~------------,..-SOIIIARY---------------- USING 5.125 x 15.000 Bean, Bending = 56.81%, Shear = 52, ii% Max. Pos Mon @ 11.88 ft: 26,63 k-ft Shear: ·Max. @ Left = Max. Neg Kon @ 22.00 ft, -0.00 k-'ft •••• used for dsgn = Max @ Left = o.oo k~ft .... Area Reg'd = Max @ Right = o.oo k-ft Max •. @ Right = Max. Allow Monent = 46.87 k-ft .... used for dsgn = fb : Max. Actual = 1662,7 psi •••• Area Req'd = Fb : Allowable = 2926.5 psi fv : Max. Actual = Ck= .811(E/Fb)A,5 Cs= (LeD/BA2)A,5 Cf= (12/d)A,lll = 19.87 = = o.oo 0.98 Fv: Allowable = Bearing Req'd @ Left = Bearing Req1d .@ Right= 4.05 k 6.07 k 29.42 in2 5.58 k 8.37 k 40.57 in2 108.83 psi 206.3psi i.21 in 1.67 in Reactions ••• Left Right Deflections ••• Center •••• Dist ... L/Defl Left ••• L/Defl Right .,.L/Defl = = = = = = = = = DL Maximun 2.03 k 4,05k 2.75 k 5.58 k -0.44in -0.89 in 11.18 ft 11.176 ft 598 297 o.oo in 0.000 in 0 0 o.oo in · 0.000 in 0 Q - I I V4,4B (c) 1983-95 EHERCALC . GEORGE R, SAUNDERS. ASSOCIATES, KW060361 If: !iA· ·, ., . . . . ~--:;._~,..._~·.,v,,n~-,--..,,:-..,.......,-r= ... ~""i ...... ,...._I.., '._.., • .;, __ ~.,._-,,.;;.._ ,..._,~., • -~ - I I I I I I I I I I I I I I I I I I ' ;;_,_ MARTIN & DUNN INC. . , STRUCTURAL & CML ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/F AX 497-0429 Date: 06/05/97 GENERAL TIMBER BEAM DESIGN BRICK BROTHER1S RETAIL SHOP GB-4 ---------BEAK D!'f!------'------'-- Timber Section Bean Width Beal De~th Laninat1on Thickness Fb -Bending Fv -Shear 5:125x12,0 -End Fixity = 5.125 in Elastic Modulus = = 12.00 in. Beam Density ~ = 1.50. in Load Duration Factor = Pin:Pin 1800000 psi 35.0 pcf 1.25 = 2400 psi Beall Wt. is. Added to Loads = 16$ psi End Shear Calc1d at Support SP!I DAT! Center Span = 16.00 ft Left Cantilever = o.oo ft Right cantilever = 0.00 ft UIBR!CED LEIG'lBS Le: Center sfan = 0.00 ft Le: Left Can. = o.oo ft = o.oo ft Fe -Bearing = 650, psi · \ . APPLIED LOADS---'---------'-------------- Le: Right cant. Uniforn Load@ center Span: DL = 360.0 plf LL= 346.0 plf ------------------SOllll!RY .,.._ -----'-----~-------USING 5,125 x 12,000 BeiiD, Bending = 75 •. 00%, Shear = 68.18% Max. Pos Mon @ 8.00 ft: 23.06 k-ft Shear: Max. @ Left = · Max. Neg Hon @ o.oo ft: o.oo k-ft ••• .-used for dsgn = Max @ Left = o.oo k-ft .... Area Reg1d = Max @ Right = o.oo k-ft Max. @ Right = Max. Allow Honent = 30. 75 k-{t ... , used for dsgn = fb : Max. Actual = 2250,l psi .... -Area Req'd = Fb : Allowable = 3000,0 psi fv : Max. Actual - = 19',87 = V4.4B (c) 1983-95 EllERCALC o.oo 1.00 Fv : Allowable = Bearing Req'd@ Left = Bearing Req1d @ Right= 5.77k 8.65k 41.93 in2 5.77k .8.65 k U.93 in2 140.63 psi -206.3 psi 1.73 in t;73in Reactions ••• DL Maxi:mun Left = 3.00k 5.77k Right = 3.00k 5.77 k Deflections ••• Center: = -0.42 in -0.80 in .•.••• Dist = 8.00 ft 8.000ft ... L/Defl = 462 240 Left = o.oo in 0.000 in ... LfDefl = 0 0 Righ -o.oo in 0.000 in ••• L/Defl = 0 0 GEORGE R, SAUNDERS ASSOCiATES; 6060361 ~' - , \,_, . -. ' - • -,_•!-~' , ,-....-'-·· __ .._., ._,' • -~-~· ••• •• -· .-. ;_. t---~-'---·¥·----·-'··-· ~__..,.__..,.,.._,,,_~,..., ..... -... -.- I I I I 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 (619)497-2118/FAX 497-0429 GENERAL TIMBER BEAM DESIGN BRICK BROTHER1S RETAIL SHOP GB-5 Date: 06/05/97 ~&ge:67~ -------------BEAM DATA----~-----,.-----SPAI DAT!---- Timber Section 5:125xl2.0 Encl Fixity Pin:Pin Center swn = Bean Width = 5.125 in Elastic Modulus = 1800000 psi · Left Cantilever = Beal De~th = 12.00 in Bea1 Density = 35.0 pcf Right Cantilever . = Lamination Thickness = 1.50 in Load Duration Factor = 1.25 · UIBR!CED LEIG'fHS Fb -Bending ::: 2400 psi Bea1 Wt. is Added to Loads Le } Center Span = Fv -Shear = 16? psi End Shear Calc1d at Support Le : Left Cant. = 16.00 ft 0·.00 ft 0.00ft 0.00ft o.oo ft 0.00 ft Fe -Bearing = 650 psi . Le : Right cant. = I . APPLIED LO!DS----------''----------,--- Unifom Load@ Center Span: Dt = 216.0-plf LL= 240.0 plf · Trapezoidal Load: DL: 135.0plf @ 1ft, o·.oplf @ rt LL: 150.0plf @ 1ft, O.Oplf@ rt from o.oo ft to 16.00 ft ----------------SOIIKARY---------------------'----- USIHG 5.125 X 12.000 Bean, Bending= 63.91%, Shear= 62.51% Max. Pos Mom @ 7.68 ft= 19.65 k-ft Shear: Max. @ Left = Max. Neg Hon @ 0.00 ft= o.ook.-ft .... used for.dsgn= Max @ Left = o.oo k-ft .... Area R~g1d = Max @ Right = o.oo k-ft Max. @ Right = Max. Allow Moment = 30. 75 k-ft .... used for dsgn = fb : Max. Actual = 1917.3 ps! •••• Area Req'd = Fb : Allowable = 3000. O ps1 fv : .Max. Actual = Ck= .811(E/Fb)A,5 Cs= (LeD/BA2)A.5 Cf= (12/d)A,lll = 19.87 = = V4,4B (c) 1983-95 ENERCALC 0.00 1.00 Fv : Allowable = Bearing-Req'd.@ Left = Bearing Req1 d @ Right = 5.29 k 7.93 k 38.44 in2 4.53 k 6.79 k 32.91 in2 128.92 psi 206.3psi 1.59 in 1.36 in Reactions ••• DL Jfaxilnm Left = 2.57 k 5.29k Right = 2.21 k 4.53 k ~fiections ••• Center = -0.33 in -0.68 in .... Dist = 7'.94 ft 7.936 ft ... L/Defl = 580 282 Left = o.oo in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ... L/Defl = 0 0 GEORGE R. SAIJHDERS ASSOCIATES; KW060361 I I I I 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 · (619)497-2118/FAX 497--0429 GENERAL TIMBER BEAM DESIGN BRICK BROTHER1S RETAIL SHOP GB-6 •\ \ Date: 06/05/97 I Page: ·c\b. ---------BEAM DATA-.-----------------SP!I D!T!---- TiJDber Section 5:125x15.0 End Fixity · Pin:Pin Center Span = Bean Widtb = 5.125 in Elastic Modulus = isooooo.psi Left Cantiiever = Beam De~th = 15.00 in · Beat Density = 35,0 pcf Right cantilever = Laninatlon Thickness = 1.50 in Load Duration Factor = 1.25 -----~ IJIBR!CED LDGTBS Fb -Bending = 2400 psi Bea1 wt. is :Added to Loads Le : center span = Fv -Shear = i6? ps; End Shear Caic1 d at Support Le : ·Left cant. = 21.50 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Fe -Bearing = 65Q ps1 Le : Right cant. = \ APPLIED WADS---· ----___;. _______________ _ . Uniforn Load@ Center Span: DL = 216.0 plf LL= 240.0plf ------------------SUJIIARY-· ---,-,--------------USING 5.125 x 15.000 Bean, Bending= 58.48%, .Shear= 48.25% · Max. Pos MOIi @ 10. 75 ft= 27.41 k-ft Shear: Max. @ Left = Max. Neg Kon @ 21.50 ft= o.oo k-ft · ••• ~used for dsgn = Max @ Left = o.oo k-ft •••• ~ea Reg'd Max @ Right = o.oo k-ft · Max. @ Rrght = Max. Allow Monent = 46. 87 Jc-ft .... used for dsgn = fb : Max. Actual = 1711.6 psi .. " .. Area Req'd = Fb : Allowable = 2926.5 psi fv : Max. Actual = · Fv : :Allowable = Ck :: .811(E/Fb')11.5 Cs= (LeDjB112)11.5 Cf= (12/d)11.lll :: 19.87 = 0.00 = 0.98 Bearing Req1d @ Left = Bearing Req1 d @ Right = I 5.10 k Reactions ••• 7.65 k Left 37.09 in2 Right ·5.lOk 7.65k · Deflections ••• 37.09 in2 · .center 99.51 psi •••. Dist 206.3 p$i ... L/Defl Left 1.53 in ... L£Defi 1.53 in Righ ••• L/Defl DL Maxi11un = 2.52 k 5.10k 2.52k 5.10k = -0.43 in -0.88 in = 10.75 ft 10.750 ft = 594 293 o.oo in 0.000 in ,::::; 0 0 = o.oo in 0.000 in = 0 0 / V4.4B (c) 1983-95 EHERCAtC GEORGE R. SAOlIDERS ASSOCIATES, KW060361 / I I I I I I I I I I I I I I I I I I I MARTIN & DUNN INC. I STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 . . (619)497-2118/FAX 497-0429 Date: 06/05/97 GENERAL TIMBER :SEAM DESIGN BRICK BROTHER'S RETAIL SHOP GB-7 ---------BEAM D!T!--------- Timber Section 5:125x15.0· End Fixity Beam Width ::: 5.125 in Elastic Modulus ::: Beam De~th = 15.00 in .Beall Density = Lamination Thickness = 1.50 in Load Duration Factor = Pin:Pin t8ooooo psi 35.0 pcf 1.25 Fb -Bending = 2400 psi Beall wt. is Added to Loads Fv -Shear 16~ psi End Shear Calc1d at Support .l. -~--SP!I D!T!---- Center s~ = Left cantilever = Right cantilever . . = . . lllBR!CED LEIG'lBS Le: Cente~ Span = Le : Left Cant. = 25.00 ft o.oo ft 0.00 ft 0.00 ft 0.00.ft Fe -Bearing = 650 psi ---------~1 ---------· APPLIED LO!DS--------~------ Le: Right·cant. = 0.00 ft Oniforn Load@ Center Span: DL::: 36.0 plf LL= 40~0 plf · Trapezoidal Load: DL: O.Oplf @ 1ft, 198.0plf @ rt LL: O.Oplf @ 1ft, 220.0plf @ rt fro11 0.00 ft to 25.00 ft · . SOIIIARY-· ~· ---------------USING 5.125 x 15.000 Bean, Bending= 51.22%, Shear= 44.12% Max. Pos Mo11 @ 13.90 ft= 24.01 k-ft Shear: Max. @ Left = Max. Neg Hon @ 25.00 ft= -Q.00 k-ft · .... used for dsgn = Max @ Left = o.oo k-ft .... Area Reg1 d = Max @ Right = 6.oo k-ft Max. @ Right ::: Max. Allow Mo11ent ::: 46.87 k-ft .... used for dsgn = fb : Max. Actual = iA99.0 psi . ·-· .Area Req1d -= Fb : Allowable = 2926.5 psi fv : Max. Actual = Ck= .811(E/Fb)A,5 Cs= (LeD/BA2)A,5 Cf = (12/d)A.111 = i9.87 = o.oo = 0.98 V4.4B (c) 1983-95 EHERCALC Fv : Allowable = BearJng Req1d @ L~ft = Bearing Reg1d @ Right= 2.92 k 4.38 k 21.25 in2 4.66 k 7.00 k 33.92 in2 90.99 psi 206.3 psi 0.88 in 1.40 Jn Reactions .•• Left Right Deflections ••• Center .•.• Dist ••• L/Defl Left ••• L/Defl .Right· ••• L/Defl = = = = = = = = = DL Maxi11un l.51k 2.92 k 2.33 k 4.66 k -0.52 in -1.03 in 12.80 ft 12.800 ft 577 292 o.oo in 0.000 in 0 0 o.oo in 0.000 in 0 0 GEORGE R. SAUNDERS ASSOCIATES; lal060361 ~ .,...._.._ .... ..,,_,,._ __ .,,,,,~ _,....,.,.,.......,. ___ ---~--~--:_.;; ·_ -~-. ----- -.,--.-,, ,J ~: ---~--' -', -.~-' . ,' ".,. -' . - ' --~ ~--_.. .. _ I I I I I I I I I I I I I I I I I i ¥y i MARTIN & DUNN INC. . I STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT,SUITE 400 SAN DIEGO CA 92108 (619)497-2118/FAX 497-0429 . Date: 06/05/97 ~age: 6 J~ GENERAL TIMBER BEAM DESIGN BRICK BROTHER'S RETAIL SHOP GB-8 ---------BEAii Dll! ---"--------'------- Timber section Beam Width Beam De~th Lamination Thickness Fb -Bending Fv -Shear 5:125x15.0 End Fixity : Pin:Pin = 5,125 in Elastic Modulus = 1800000 psi -15.00 in Bea1 Densicy = 35.0 pcf = o.oo in Load Duration Factor = 1.00 = 2400 psf l3ean wt. is !dded to Loads = 165 psi End Shear Calctd at support = 65Q psi -------SP!I D!TA---- Center Span = 25.00 ft 1eft Cantilever = o.oo ft Right cantilever = o.oo ft ---UJIBR!CED LEIIGTHS--- Le: Center Span = Le. : Left cant. :;; Le: Right-cant. = 0.00 ft o.oo ft o.oo ft Fe -Bearing I lPPLIED IDAM----------'------- Uniforn Load@ Center Span: DL = 54.0 plf LL= 60.0 plf Trapezoidal Load: DL:. 135.0plf @ 1ft, O,Oplf @ rt LL: 150.0plf @ 1ft, O.Oplf @ rt froil o.oo ft to 25.00 ft -----------'-----------''--SOJIIARY --.,..----,,---------,----- USING 5.125 x 15.000 Bean, Bending= 58.63%, Shear= 41.70% Max. Pos MoJI @ 11.40 ft= 21.66 k-ft Shear: Max. @ Left = Max. lieg Mon @ 0.00 ft= o.oo k-ft •••• used for dsgn = Max@ Left = o.ook-ft .... Area Reg1 d = Max @ Right = o.oo k-ft Kax. @ Right = Max. Allow Moment = 36.94 k-ft •••. used for dsgn = fb : Max. Actual = 1352.2 psi .... Area Req1d· = Fb : Allowable = 2306.5 psi fv : Max. Actual = Fv : Allowable ::;: Ck= .811(E/Fb)A,5 Rb= (LeD/BA2}A,5 cv per tJBC 2312.4.5 Center camber = = = = 22.21 o.oo 0.96 -0,71 in V4.4D (c) 1983-96 EHERCA!t! ·· ~ar~g Reg'd @ L~ft ::;: Bearing Reg'd @ Right= 4.03 k 6.05 k 36.67 in2 2.85k · 4.27 k 25.87 in2 78.70 psi 165.0 psi 1.21 in 0.85 in -., Reactions ••• Left Right Deflections •.. Center .••• Dist ... L/Defl Left ... L{Defl Righ ... L/Defl DL MaxiJ1UJ1 ::;: 2.03 k 4.03k ::;: 1.47k 2.85 k = -0.48 in -0.93 in = 12.30 ft 12.200 ft = 63.1 322 = o.oo in 0.000 in 0 0 -0.00 i~.000 in = 0 . 0 I . . f i~r ':,. :. ;..,:,r., .• .,L~~i~;.:''.~,;. ~~:~i?~-:-t,~5:i£~~·}CJ::: ~ ;~--~_:_ -~· :~-~ ~ :: . · GEORGE R. SAUNDERS ASSOCIATES, ~'l/060361 •; 'v < I I I I I I I I I I I I I I I I i- i I MARTIN & DUNN, INC. .-. bl?:~ SHEET NO. >-, C l ~ OF _. ---'----------· Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 9i1oa CA~CULATED BY ~---/442:=· _ __, ___ DATE G/21/47 Phone (619) 497-2118 CHECKED BY-----------~ DATE ___ ___,__ Jo/7, :#'. -4 -1 J. --2 J.-~ .... J-t .. .J --'? ... f-6 J ·-7 J-& Fax (619) 497-0429 SCALE~--....,.;,.-'-----,--,-----'--------- ·· ··--··cf~········-··· ·c,c·t· ~~--··········iiz..rT0 }4 . j ··---····· .......................... ·-··· -·-·····: .. I, ~1 a ~ff+·." ,l, . I o I' f ~ L4'1 o ~· 4'. . , -............. ·. e;;· ;:. .. f ... ·····e;.:-·f-o •. i. -···-:··: ··-·-··· . ··.- · ----·-.. ·11.7/3' 1J"t:/~f?l.. e; 410.c.. i -... \I l-+~ .1 Jt. /35 <-~ f' b,& . ••• ... » ·cc11_···· ·tsr .. .;ss·c ·~i · 4'-·o;.D: ·-· .. 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Soil Pressure = 2500.0 psf Dead Load · = ... Short Term Increase = 1. 33 Live Load = Base Pedistal Height = o .oo in Short Teri Load = seisnic Zone = 4 ... Ecc. Along x-x Axis = overburden Weight = 150.00 psf .... Ecc. Along Y-Y Axis = Live & Short Ter11 Loads Don1t -AcJ: Together Concrete Weight = U5.u;pcf \ 9.00,k 10.0k, o.o k o.oo in o.oo in -Y-Y ms WlllIOI FORCES --· I-I Ans JmllIOI FORCES-· •••• Pressures@ Left/Right HOJlent: DL = LL = Short Ter11 = Shear: DL = LL = Short Tern = 0.0 k-ft o.o k-ft o.o k-ft O.OOk 0.00 k 0.OOk .... Pressures @· Top/Bot HoJ1ent: DL - LL = Short Ter11 = Shear.: ,DL ~ = LL -Short Tern= o.o k-ft o.o k.:ft o.o k-ft o.ook 0.00 k 0.00k , Doo:&SIORS---- Width Along X-X Axi~ = Length Along Y-Y Axis = Thickness = Colmm.Dim. Along x-x Axis= Column Dim •. Along Y-Y Axis= 3.00 ft 3.00 ft 18.00 in 4.00 in 4.00 in -----------------,-,---'--"-------. SOJll!RY ~---....,......---------------------Soil Pressure----------,-llol.ents & Sliears----- D+L Hax. Allowable 3.2 k-ft . Max Pressure = 2478.6 psf Allowable Pressure = 2500.0 psf 1x1 Ecc. of Resultant = o.o lll ,y, Ecc. of Resultant = 0.0 in· D+L+ST 13.67.5,psf 3325.0 psf 0.0 lll o.o in Hu/Phi = vu:1 _way = Vu:2 Way = OV!!rturning Ratio= 2,8 psi 20.4 psi 999.0 :1 93.1 psi 186.2 psi 1.5 :1 Service Load Pressures.... Right Left 2478.6 psf DL + LL 2478.~ psf Dead+ li ve+Short Term 1367. 5 psf = = Factored Load Pressures.... Right ACI Eq 9-1 . 3803.4 psf 1367.5 psf . Left 3803.4 psf = ACI Eg 9-2 1914,5 psf = 1914.'5 psf 1230.7 psf = ACI Eq 9-3 1230. 7 psf ------------.FOOfIIG DJSIGI ------------- f 'c = 3000 psi 11'= Fy /( .85f'c) · Fy = 60000 ~si Vn:1. •• 2(f'c)".5 = 23.53 = 109.54 psi = 219,1 psi Rebar CL Clear to Soil = 3.51n Vn:2 ••• 4(f'c)".5 Hin. Steel % = 0.0014 _______ __.... F!croRED SHEAR ~ ------,----- Two-Way Shear One-Way: Vu @ Left One-Way: Vu @ Right One-Way: Vu @ Top One-Way: Vu @ Botton ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi = 20.36 psi 8.67 psi · 5.57 psi 186.2~ pSf = 2. 75 psi 1.20 psi o. 77 psi 93.11 psi = 2. 75 psi 1.20 psi o. 71 psi 93.11 psi = 2. 75 psi 1.20 psi O·. 77 psi 93.11 psi = 2. 75 psi 1.20 psi o. 77 psi 93,11 psi ---------F!C'.l'OREI) JDIERTS.-------,-,. ,,----,-,-----'- Top 2478.6 psf 1367.5 psf Top . 3803.4 psf 1914.5 psf 1230. 7 psf ACI 9-1 ACI 9-2 ACI 9-3 Ru Hu/Phi @ Left = 3.2 k-ft 1.4 k-ft 0.9 k-ft 15,4 psi 11'11/Phi @ Right = 3.2 k-ft 1.4 k-ft 0.9 k-ft 15.4 psi Hu/Phi @ Top = 3.2.k-ft . . 1~4 k-ft . 0.9 k-ft --15.4·psi Hu/Phi @ BottoJI = 3.2k-ft 1.4 k-ft 0 •. 9 ~-ft i5.4 psi ------SERVICE UlAD OVERmRIIIG STABILm------ As Req'd. ,0.244 in2/ft 0.244 in2/ft 0.2n in2/ft 0.244 in2/ft Factor of Safety : Factor of Safety: Y -Y AXIS X -X AXIS .. static _ . _ . Short Ter11 = --Hone--, --Hone-~ = --None----None-- Bottoil 2478.6 psf 1367.5 psf Botton 3803.4 psf 1914.5 psf 1230. 7 psf V4.4D (c) 1983-96 ENERCALC . GEORGE R. SAUNDERS ASSOCIATES, l-'W06036~ !' •i'·· • .,.·: •• ------___ .. _ '-----• ; ' , , __ .,.,----.-...---.-........-.,..-~~------4-,-. ___ :~-~---, ,,._,,·'._'--,.~,:_-~· ,·_.,._ .... __ -__ i I I I I I I I I I I I I I I I I I I I 1 2 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 4S676123.(.5676,12~~56iS 2J L wx : 17' · \ . .. . . . .. .. . ... I. . fL/r ~ /7LT2[1.s) z 12'5. 0 ~-;l:, rtY;_'g~~-,, . ·f& f Cf :; : tt_rt?.-G~4 02._6_) :;: .. -· 2S;· ·(;· ti:s >k ........... · Fe' -;.. ·: . ~: ~ IL0 ! { ~-5~1 1112 :). ~ : .. i . LY::l~ ."-.. 1 ::,.: ... 4x .. 1-x /' ..f ....... .. . ' 0 ···-............... A·-·--··"·••• ...... "·-~····,.,,._, ..... _ .. ,~ .............. •••,,__ -.... ·-.. . j JOB --=-1--=...:~=---l_,...____A~) Q"-'--. --.©h'--"'. J...=U__,__fr ___ .. __,_·j?_,_?P=..1!-l-'-ltt,+"-lf----t2..___ SH!=ET NO. {/:;. '2.,. .OF-----~-- CALCULATED BY -"M""-''°=---------·DATE ---------- CHECKED BY-----------DATE------- SCALE ----...-----------------~ ... . _,,_, __ . ,_,_,._,.. -s-·--··--. ~--· ........... ·-·-... -.... ,_.. . . ··-· .. . ·-· .. . • l .. -• ,· _ .. , ...... ,, .. .,., __ ................... -.... -··---·····•-••»•• -.,., ... . -, . ......... ~.-· ,_.,_, .. , ..... -··· ....... _. __ --·· , __ ... , ... ~ . . . .,:_ < •0•"'<•<-••---•-•• ,_, ____ ••••-• M-•-•oo,-o ' l • ······ ........... .. " . t ' .... . ............ ~· . . (; .. ······-·. s c:: • • -' ' :----.. ····--···--· _,., ..... __ ...... ·---······ -, .................. . I • ___ , ........ 8 . 4. -- .•..•. , .. ·!-•' ... I : ' r--: 0 ·-·-A O O i O •< <> ·-· • -• 0-, -·· •• ··' . .r-; ,··., _,l., ' ' ' . ·-· ·-... -. ' f ;~ __ _: ........ -! ' .. ~" . ' ...... ·1 .• 1. .• . •• ; -~ ..... ~ ·I.. ... . . .. ---. , ·-, ~ :.. .... .. -···r:·· .. ·····-·: . . . = .. j. ' ..... -~-...... : !. I... ... - ! . . . P.ROOlJCT 2-0'1·1/Ni:iisjln,; .• Groton. Mass-01(i1. TQ-C'l'CerPHONETOLL FR_EE 1-800-:12$-6380 I I I I I- I I I I I I I I I I I I I I ~ ti ~~ .. , ' & +. MARTIN & DUNN INC. ' - STRUCTURAL & CiVIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-2118/FAX 497-0429 Date: 07 /16/97 Page: C,, '2'3 . STEEL COLUMN BASEPLATE DESIGN LEGOLAHD -BRICK BROTHER1S INSTITUTE V4.4D (c) 1983-96 EHERCALC - \ I \ Hone ---LOAD DATA -----1-· Axial Load 19. oo k x-x Axis Moment : o.OOk-ft .AISC Section·Nane : TS4x4xl/4 --·:ooLT D!'fl-. ·-. Bolt Tension ca~city : .Bolt Count Per Side : Anchor Bolt Area : Bolt Dist! f:r:01 PL Edge -PL!B , SOProRT DATA - Baseplate Depth I Width $Upport Area ~ptb Support Area Width -MATERIAL DATA-- f 'c · Fy . : Load Duration Factor . : AJSC Section ~ptb Flange Wrdth Flange Thickness Web Thickness -PLADD~IGI- Min. Required Thickn,ess Plate Analysis Method : Tension Force per Bolt: BeariJi<j Stress : Allow Bearing ••• Per !CI 10.15 Per AISC J9 : Max. Plate capacity for Allow~le Bearing •. :. -PLATE ll!LYSIS -Actual Plate Thickness : Max Allow Plate Fb Actual fb r • .!-,._,• 8.80 k 2 0.440in 1.so in 10.00 in 10.00 in 36.00 in 36.00 in 3000 psi 36 ksi 1.00 4.00 in 4.00 in 0.250 in 0.256 in 0.494 in 3 0.00 k 190 .. 00 psi 3570.00 k · 2100.00 psi 210.00 psi 0,625 in 27.00-ksi 16.87ksi '', ., .. ·. _-·,·,' .... ;_~.-~~--:,,~, ................. :---v--:-........ ,_, ...... ' ..... ..., ~ .. GEORGE R, SAIDIDERS ASSOCIATES, h"lv060361 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 SHEET NO. _______ ··.--C_2._4_. OF _______ _ CALCULATED BY ~ DATE ~2./ 17 CHECKED BY----,---...,...----DATE------ SCALE &2-14 ~~+:l~- 2 3 .: :. 6 7 6 1 ~ 3 J 5 6 t B 1 2 3, 4 ~ t ; 6 1 2 ~ :! ii 6 i S ~ 2 :?_ 4 5 S i . 8 1 ~ -~ ,. 5 6 1 6 ;, 2 ::: .: S !i 7 S r ::-~ -~ . ' :/ I -0) 1 @~ -~ v-·· .. -t.t-. . i_ I. -~,-· ~\ I • j_ I , IB . --@-; J j I / /· I I I I-~ I I 1~ , ,~ I ---~ ,J --\J', -~ ~ t'l @--· _J -w I ~ ~ ~ ~ .--- .. -~ -t<' -\(\ ·, i'- ... ·1· G)i------,. .a.--......;;;;+----- .. '.i...\ ' ~--····· ...................... . ' :z . J.j: ~-·. 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A I ._;· . ·~ .,.·: . : .. {,.. . ·: ; ·-.. . . ,: ' :.· . :~fi .. : fQ2i~/~·:.f _--~-0~·-aP,L~. . . r b+\f~~0r~ J3 -.... · .. ; ........................ ·-., ................... --· -·· ...... -·--·, ··---... -· ................... _ .......... · --·--· .. -·· -··--....... t'. I : .. ······ ........ , . ., ................ -..... ·-.. -... -·-.. ... ... ... . . . . .. :· . --... . M ~r-.,, , N/r:etY i~J.2,:t..;\1c.t??'):·. ft ft:l?i37 5·1J . , · 1 e • ~ ;. C-ie·~-~~J ;* ·n-~f4~)); e,5(-f-3)1 ·: ;~ :IG17o51# : · ··. iw · •. • ·. · .. · • : !.; :~:=~·--:: __ ; ~ .<·: ·.l · · : . ·1 I --·:::: .. :J , .. ::_ -. \· ; . L. I I I 1~ I I I~ I: I~ 1~ 1· I~ 1: 1.: 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 I ft:-ALA·Nl? . C1.,~ OF _____ _ CALCU~TED BY ....... M='-____ ...,___ DATE b liJ 47 . SHEETNO .. CHECKE~·sv ____ ....._ ___ DATE----- SCALI: .Bl2--k+-BPAf :HQ-4 ~,::.: s e, s 1 2:? 4 s s_-7 e-1 2 :t.: ~_e • e. ~ '2 3--= ::,6 i? 1 2::: .:::_5 6; s 1 2 :l. <,? ;-7 _& 1 2 3.: ·s e; l'.i 1 2:: .! ' . ' . . -~ . .. . : . ., ..... , • ' • • 6 ,., •• f, , •• E .. ' • 0 .• ,.. ,. • ... • •• ...... .. ............ : ·•-«•• . •• ... .. •. , • -~·-· -------_: .... _ ~---··-·· ~ ., • -··-__ .. ~ • ~--···"-· • • •• --------·. • : ...... -·-···· , __ : .,_, __ ... :· _., ...... ~--.. ~ ................................. , ...... ' •.. 1 .... --.. -· .... ~ ............................. i"'"" ....... -.. ·-· 6 ) • • - • •• -· · • j -• -~ • • ~ ' • • : : •• : -·:' ; _ :_; •• • • : C -r ··. 1 " ·· . 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' . ~ -.. ~ ... .. ....--~~--.......... . _ ... _.,.... ____ ,. . ---. ''. -." ~-·-._ .. , .. : ·-.. ----:._· __ .,. ~:_. ___ --...... ~ --· ---·--.. -. ·--. ··---·--· -.. --.. ,_,·,-~·-··· . I I I I I I I I I I I I I I I I I I· I RISA~2D (R) Version 3.03 George R. Saunde~s Associates 3131 Camino Del Rio N, suite 690 San Diego, CA 92108-5707 LEGOLAND \ BRICK BROTHERS' RETAIL SHOP ===.- Units Option : l,)'s standard AISC Code Checks: 9th Edition ASD Shear Deformation: No \ . . I P-Delta Effects : Nb Redesign : No Edge Forces . No . A.s.r.F. . 1.333 . Job ______ _._ Pagei 07{~ Date ·--------- ---------------------------------·----. ------.---· .. -----. -----------------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 0.00 16.00 STORY 1 0.00 3 8.50 i6.00 o.oo 4 16. 50 16. 00 0. 00 5 16.50 Q.00 R R 0.00 --------------------------------~------------------~-------------~----------Material Elastic Poisson's Thermal Weight Yield stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)-----------------------(F)-----~--(K/ft3)------(Ksi)---- STEEL1 29000.00 0.30000 0.65000 0.490 36.000 STEEL2 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)----------------- BEAM W8Xl0 ST~ELl . 2.96 30.800 1.20 BRACE TU4X4X4 STEEL2 3.59 8.220 1.20 COLUMN TU4X4X4 ·sTEEL2 3.59 8.220 1.20 --------------~--------------~-------------------~--------------------------I J I Releases .J · End Offsets··--· · · No Node Node secti9n x y z x y z Sec sway I J Length ---------------~-~------------------------~-----------(in)----(in)------(ft) 1 1 -2 COLUMN 1 . . .. ... .. ·16.00 2 2 -3 BEA?,J 8.50 3 3 - 4 BEAM · 8.00 4 4 -5 COL'OMN 1 16.00 5 1 - 3 BRACE 1 1 ·-18. 12 6 3 - 5 BRI\CE l 1 17 • 89 -,-..,,.... __ .,.. __ w ___ ...,,~·' _ .. _ ',· -.-• .., --·~ -----~~~,,~~--··-----· -·••~,,,,,· .,. • ,.'!,. .:.:.L.'_ __ , -, I I I I I I I I I I I I I I I I I I C RIS~-20 (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, suite 6~0 San Diego, CA 92108-5707 LEGOLAND \ BRICK BROTHERS' RETAIL SHOP Job _____ _ Page; G?Jf Date_:, ___ _ -------------------------------~---------------~~---------------------------BLC No. Basic Load Case Description Load Totals· Nodal Point Dist. -------------------------------------~---------------~---~------------------1 DEAD LOAD 2 LIVE LOAD 3 SEISMIC\ Nodal Loads, BLC 1: DEAD LOAD 1 1 1 2 2 2 ------------------------------------------------~---------------------------Node Number Global X Global Y Moment ------------------------(K)--------------~---(K)------------------(K-ft)---- , 2 0.000 4.700 0.000 Member Distributed Loads,BLC 1: DEAD LOAD ----------------------------------~-----~------~----------------------------Memb I J Start End start End No Node Node Dir Magnitude Magnitud~ Location Location -------------------------(K/ft,F)-----('K/ft,F)------.,..--(ft)---------(ft)---- 2 2 - 3 Y -0.072 0.072 0.000 8.500 3 3 - 4 Y 0.072 0.072 0.000 8.000 Nodal Loads, BLC 2: LIVE LOAD -------------------------~-------------------------~-~~----~----------------Node Number Global X Global Y Moment ------------------------(K)----------~-------(K)-~~---------------(K-ft)---- 2 0.000 5.200 0.000 Member Distributed Loads,BLC 2: LIVE LOAD ------------------------------------~------------------------~----~---~-----Memb I J Start End start End No Node Node Dir Magnitude MagnitQde Location Location ------------------~------(K/ft,F)-----(K/ft,F)----~----(ft)---------(ft)---- 2 2 - 3 Y 0.080 0.080 0.000 8.500 3 3 -4 Y 0.080 0.080 0.000 8.000 Nodal Loads, BLC 3: SEISMIC ------------------------------~---------------------------------------------Node ----· --.,---------,---··-- Number Global X Global Y Moment ------------------------(K)--~----~-------~~-(K)------------------(K-ft)----. ·-"'-·~ -. 2 7.100 0.000 0.000 ' . : ! ~ • .. ,_:T ___ ~_ ••' • .;j~~~f:;:.~--~,~••: -::·_.,• __ . __ • . ---·-• -•••-•-•••, •• __ ,: • I I I I I I I I I I I I I I I I I I 1-. i ~: .... ·, RISA-~D (R) Vers.ion 3. 03 George R. Saunders Associates Job ____ _ 3131 Camino Del Rio N, suite 690 Page) C,%/) Date San Diego, CA 92108-5707 ----- LEGOLAND BRICK BROTHERS' RETAIL SHOP Member Distributed Loads,BLC 3: SEISMIC ----------------------------------------------------~-----------------------Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -------------------------(K/ft,F)-----(t/ft,F)---------(ft)---------(ft)---- 2 2 -3 x\ o. 210 o. 210 o. ooo 8. 500 3 3 -4 x1 -0.210 0.210 0.000 a.ooo --------------------------------------~-------------------------------------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 y 2· DL+.7LL+2.25E y -1 1 -1 2 -.7 3 2. 3-y y 3 DL+.7LL+2.25E y -1 1 -1 2 -.7 3 -2.3 y y 4 .85DL+E Y -.85 1 -.85 3 1 y y Y -.85 --1 5 .85DL+E 1 ·:,85 3 y y Load Combination is 1 . DL ·+LL . Nodal Displacements ----------------------~--------------------------------~--~----------------- Node Global X Global Y Rotation ( . ) . ' ---------------------in ----------~------(in)----------------(rad)---------1 -0.00000 -0.00000 -0.00000 2 0.00006 -0.01937 -0.00015 3 0.00006 -0.00254 0.00013 4 0.00006 -0.00102 -0.00024 5 0.00000 -0.00QOO -0.00000 Load Combination is 1 : DL + LL Reactions -----------------~-----~---------------------------------------------------- Node Global X Global Y. Moment -----------------------(K)-------... ------------(1\)---------------C-K-ft)--------- l 0.49198 .11.64984 0.00000 5 -0.497~8 1.75511 0.00000 Totals 0.00000 ~3.40495 0.00000 Load Combinat_ion is 1 : DI,. + LL Member End Forces . ' ------------------------------------------~--~~-----------------~-----------Nodes ----------I-End === --~~-----~~-End---------- No I J Axial Shea~ Mom~nt Axial Shear Moment ---------------(K)------~-(K)------(K-ft)---~~--(K)---~----(K)------(K-ft)-- 1 1-2 10.60 -o.oo o.oo -10.41 o.oo o.oo 2 2~ 3 0.00 0~51 -o.oo o.oo 0.87 -1.55 3 3-4 -6.oo o.a4 1.ss o.oo o.45 o.oo . . . ·1·-.. ' ...... _ -,..,--·--------...... ~ -----.. ·---·--~ ·~ ,~~----- I I I I I I I I I I I I I I I I I I I Ii--~~ ... ·. RISA-2D (R) Version 3.03 George R. Saunders Associates Job_..,...,,-.,.---- Page L?-b 3131 Camino Del Rio N, suite 690- San Diego, CA 92108-5707 Date_· ___ _ i LEGOLAND \ BRICK BROTHERS' RETAIL SHOP ----------------------------"'!'9----~---~---~-------------------------------------- Nodes =======·=I-End======== ======= J-End No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 4 4-5 0~45 -o.oo o.oo -0.65 o.oo o.oo 5 1-3 lwl~ 0.05 0.00 -0.96 0.05 0.00 \ ' L ~ 6 3-5 1.0~ 0.05 -0.00 -1.Zl 0.05 0.00 Load Combination is+: DL + LL AISC Code Check$ ---------------~-----------~------------~------~-~----~~--------------------Nodes No I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear ----------------~~-------------~---~-------~~-~~---~-------------~----~-----1 1-2 0.3184 0. 3184. 0.3169 0.3155 0.3140 0.3125 0.0000 2 2-3 0.1003 .o. 0000 0.0459 0.0445 0.0042 0.1003 0.0451 3 3-4 0.1003 0.1003 0.0123 0.0337 0.0378 0.0000 0.0436 4 4-5 0.0195 0.0136 0. 01'5], · 0.0166 0.0180 0.0195 0.0000 5 1-3 0.0658 0.0446 0.0614 o·. 0658 0.0576 0.0371 0.0014 6 3-5 0.0649 0.0381 .0.0573 0.0649 0.0610 0.0455 0.0013 Load Combination is 2 . DL+.7LL+2.25E -::r . Nodal Displacements ---------------~-------------~---~--~--~------------------------------------ Node Global X Global Y Rotation ---------------------(in)-----------------(in)---------------~(rad)--------- 1 0.00000 0.00000 -0.00074 2 0.14196 -0.016~6 -0.00014 3 o.12oi2 -o.~02s9 0.00011 4 0.12228 -0.00090 0.00022 5 0.00000 -0.00000 -0.00064 Load Combination is 2: PL+.7t~+2.25E Reactions -----------------------------------~~----~-~-------------------------------- Node Global X · Global Y Moment ----------------------(K)------------------(K)---------------(K-ft)--------- 1 -12.08641 -lj.67131 0.00000 . 5-------------------12.21309 ~5.12026 0.00000 Totals · -24.29950 11.44895 0.00000 -, ,. ' ~~~~~~7~~.:L··~::,~.~~~~:~:~~0;.J-,n P • ~ ~~~ ... ~-~· I I I I I I I I I I I I I I I I I I I RISA-2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San.Diego, CA 92108-5707 LEGOLAND \ BRICK BROTHERS' RETAIL SHOP Load Combination is 2: DL+.7LL+2.25E Member End Forces Job ____ _ Page.-: C3"1 Date ' ----.,--- -------------------------------------~---·------------------------------------- Nodes ======I-End=====, ======= J-End No I J Axial Shear Moment Axial Shear Moment ---------------(K)--~-----(K)------(K-ft)-------·(K)--------(K)------(K~ft)--1 . . 1 1-2 -8.9~ -o.oo -o.oo -8.77 o.oo o.oo 2 2-3 16.33 0.43 o.oo -20.44 0.74 -1.30 3 3-4 -3.86 0.72 1.30 · -o.oo 0.39 o.oo 4 4-5 0.39 -o.oo o.oo -0.58 0.00 0.00 5 1-3 -25.66 0.05 o.oo 25.86 0.05 o.oo 6 3-5 27.21 0.05-o.oo -27.41 Q.05 0.00 Load Combination is 2: DL+.7L:L+2.25E AISC Code Checks -------------------------------------------------------~~------~------------Nodes No I J Maximum 0 Memper Quarter Points 1/4 1/2 3/4 L Shear --------------------------------------~--~------~---------------------------1 1-2 0.2021 o-. 2021 0.2010 0.1999 0.1988 0.1977 0.0000 2 2-3 0.5742 0.4105 0. 46.45 0.4896 Q.4898 0.5742 0.0287 3 3-4 0.1086 0.1086 0.04i2 0.0446 o. 0-357 0.0000 o. 0278' 4 4-5 0.0132 Q.0088 0.0099 0.0110 0.0121 0.0132 0.0000 5 1-3 0.2137 0.1943 0.2087 0.2137 0.2094 0.1958 0.0011 6 3-5 0.8141 0.7663 0.80;1.3 0.8141 0.8044 0.7718 0.0010 Load Combination is 3 . DL+.7LL+2.25E I::::-• Nodal Displacements --------------------------------------~-------~------~~---~----------------- Node Global X Global Y . Rotation --------------~--~---(in)-----------------(in)----------------(rad)--------- 1 -0.00000 -0.00000 0.00074 2 -0.14187 -0.01635 -0.00012 3 -0.12002 -0.00152 0.00011 4 -o.1221g -o.ooos9 0.00019 5 -0.00000 0.00000 0.00064 Load Combination is 3: DL+.7LL+2.25E Reactions -----------------~------~---------------------~-----~----------------------- Node Global ~. "Global Y Moment ----------------------( K) ____________ :,_ ______ ( K.) ---~:--.;;._..;. _______ ( K-ft )--------- 1 112. 95139, 33. 45499 0. 00000 5 .11. 34811 -22. 00604 0. 00000 Totals 24.29950 11.44e9S 0.00000 ,·;' ______ ._. --"----!.' ---':.....;..'•'.}.·:;_· .: .~--------·--·-··--- I I I I I I I I I I I I I I I I I :L (R) Version 3.03 RISA-2D George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 Job _ __,,,..,,..,......-- Page i C!iO Date1 · LEGOLAND BRICK BROTHERS' RETAIL SijOP Load Combination is 3: DL+ .• 7LL+2. 25E Member End Forces -------------------------~-------------------~-~~---~-------~------------------ Nodes == I-End ========== ==;::::==== -J-End No I J Axial shear Moment Axial Shear Moment ---------------(K)--t-----(K)------(K~£t)-------(~)--------(K)-:----(K-ft)-- 1 1-2 8.9i 0~00 Q.00 -8.77. -0.00 0.00 2 2-3 -16.3~ 0.43 o.oo 20.44 0.74 -1.33 3 3-4 3';86 0.72 1.33 -o.oo 0.39 -o.oo 4 4-5 0.39 -o.oo 0~00 -0.58 o.oo -o.oo 5 1-3 27.70 0.05 0.00 ~27.51 0.05 0.00 6, 3-5 -25.47 0.05 0.00 25.28 0.05 o.oo Load Combination is 3: DL+.7LL+2.25E AISC Code Checks -------------~--------------------------------------------------~-----------Nodes No I J Maximum .0 Member Quarter Points 1/4 1/2 3/4 L Shear ------------------------------------------------------~---------------------1 1-2 0.2020 0.2020 0.2009 0.1998 0.1987 0.1976 0.0000 2 2-3 0.311Q 0.1916 0.2358 .0. 2466 0.2312 0.3110 0.0289 3 3-4 0.1531 0.1531 0.0746 0.0654 o-. 0461 0.0000 0.0279 4 4-5 o. 0131 . 0.0087 0.0098 0.0109· 0.0i20 0.0131 0.0000 5 1-3 0.8528 0.8003 0.8406 0.8528 0.8372 0.7946 0.0011 6 3-5 0.2095 ·O .1929 -0. 2055 0 •. 2095 0.2048 0.1914 0.0010 Load Combination is 4 : .85bL+E ...:::, Nodal Displacements ----------------~------------------------·----------------------------------. I' . . Node Global X Global Y Rotation ---------------------(in)-----------------(in}---..---------------(rad)--------- 1 0. 00000 0. 0.0000 -o. 00032 2 o.06173 ~0.00793 -0.00008 3 -0.05223 -0.00151 0.00005 4 0.05317 -0.00052 0.00011 5 0.00000 -0.00000 -0.00028 Load Combination is 4: .85DL+E Reactions -------------------------~--------------------------~----------------------- Node Global X Global Y Moment ______ ..;,.;. __ ._.;_ ___________ ( K) -------------------( K )---------------( K-ft) _____ ,.. __ _ 1 -5.20528 ~5.3i348 0.00000 5 -5.35972 11.17569 0.00000 Totals -10.56500 5.85221 0.00000 ,._ --' ,-'I • ,:,,' • -' ,,,.~~ ~ :,' r ' ·~_, < ·--), -·--------.~-, .. --· ----····-· - I I I I I I I I I I I I I I I I I I I -~ RISA,..2D ("R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, sui~e 690 San Diego, CA 92108-5707 LEGOLAND BRICK BROTHERS' RETAIL SHOP Load Combination is 4: .85DL+E Member End Forces \ Job __ __,.,..,.--,-- Pagei 00) Date' ---- -------------------------~--------------~-------------------~----------------Nodes :===I-End=== ==== J-End === No I J Axial Shear Moment Axial Shear Moment ---------------(K)--~-----(K:)-----.-(~-ft)-------(K)--------(K)---,.---(K..:ft)-- 1 1-2 4.38 -o.oo 0.00 -4.21 o.oo o.oo 2 2-3 7.10 0.22 o.oo -8.89 0.37 -0.65 3 3-4 -1.68 o.~6 o.65 -o.oo 0.20 o.oo 4 4-5 0.20 Q.00 o.oo -0.36 -o.oo 0.00 5 1-3 -11.01 0.04 0.00 11.18 0.04 0.00 6. 3-5 11.90 o.o4 o.oo -12.01 o.o4 o.oo Load Combination is 4: .85DL+E AISC Code Checks ----------------------~--~~-~--~-----~-------~----~-------------------------Nodes No I J Maximum 0 Member Quarter Points 1/4 1/2 3/4 L Shear ------------------"---------:-------~---------...----------------------~------------- 1 1-2 0.0987 0.0987 0.0978 0.0968 0.0959 0.0950 0.0000 2 2-3 o. 2506 · 0.1785 0.2025 0.2135 0.2129 0.2506 0.0145 3 3-4 0.0515 Q.0515 0.0183 0.0211 0.0173 0.0000 0.0140 4 4-5 0.0082 0.0044 . 0.0054 0.0063 0.0073 o. 0082. 0.0000 5 1-3 0.0999 0.0834 0.0956 0.0999 0.0962 0.0846 0.0009 6 3-5 0.3509 0.3352 0.3463 0.3509 0.3487 . o .• 3398 0.0008 .Load Combination is 5 . .85DL+E . al Displacements -----------------------------~---~----------~---~------------------ 1 2 3 4 5 Global X Global Y ----(in)-----------------(in)---------~ -0.00000 -0.00000 06169 -0.000 -o. 20 -o. 006 -0.0531 .00020 -0.00000 0.00000 Load Combination is 5: Reactions Node obal X Global Y ------c K J ------------------c Kr-::..-.:.::. ______ _ '\ . '. ·. __ ... 5.51368 10.66632 , 5.05132 -9.81890 10.56500 O.B4741 ~ ~-·--.-~-,----'•. '-· ' ' . . ~~ . .-:,_ "'·· - tation ----(rad)--------- 0. 00032· -o .• 00002 0.00000 0.00001 0.00028 Moment --(K-ft)--------- 0.00000 .00000 o. '8~0 I I I I I I I I I I I I I I I RISA-20 (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, suite 690 San Diego, CA 92108-5707 LEGOLAND BRICK BROTHERS' RETAIL SHOP Load Combination is 5: .85DL+E· Nodal Displacements Job ___ _.;__ Paget C40 Date. ____ _ -------------------~----------------~------~-------------------------------- Node Global X Global Y Rotation --------------------~(in)-----------------(in)--~-------------(rad)--------- 1 \ -0.00000 ~0-00000 0.00032 2 -0.06168 -0.0079~ -0.00007 3 -0.05218 -0.000~1 0.00005 4 -0.05312 -0.00051 0.00010 5 -0.00000 0.00000 -0.00028 Load Combination is 5: .8·50L+E Ii:;:- Reactions ------------~-----~----~~~--~-----------~---------~------------------------- Node Global X Global Y Moment --------~-------------,~~~;~;;-------------1~~~~;;;-M;;~;~(K-f~~~~~~~---- 5 4. 88428 t :-9. 314ooJ M4\J( up ,o. 00000 Totals 10.56500 5.85221 0.00000 Load Combination is 5: .85DL+E. Member End Forces ------------------------------------~---~-----------------------------------Nodes ===;:= I-End====== -----~-~--J-End No I J Axial Shear Moment Axial Shear Moment ---------------(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 4.38 o.oo o.oo -4.21 -o.oo 0.00 2 2-3 -1.10 0.22 o.oo a.89 -o.38 -0.67 3 3-4 1.68 0.36 0.67 -o.oo 0~20 -o.oo 4 4-5 0.20 o.oo 0.00 -0.36 -o.oo o.oo 5 1-3 12.19 0.04 o.oo -12.03 0.04 o.oo 6 3-5 -11.00 o.~4 o.oo 10.84 o.o, o.oo Load Combination is 5: -.85DL+E AISC Code Checks -. ' . ----------------~---------------~-~~~~-----------------------~---------------Nodes No I J Maximum 0 Member Quarter Points 1/4 i/2 3/4 L Shear I I -------------------~----~-----~-~---------~------~----~---~------------------1 1-2 0.0987 0.0987 0.0.977 0.0968 0.0958 0.0949 0.0000 2 2-3 0.1367 0.0833 0.1034 0.1081 0.1004 0.1367 0.0146 3 3-4 0.0708 0.0708 0.0328 0.()301 0.0218 0.0000 0.0141 4 4-5 0.0081 0.0044 0.0053 0.0063 0.0072 0.0081 0.0000 5 1-3 0.3644 -· 0.3522 0.3620 0.3644 -0.3595 0.3474 0.0009 ' }; ~- 6-3-5 0.0974 0.0833 0.0941 0.0974 0.0934 0.0821 0.0008 ' 1.---....,..........,_,,,~ ........ u -. . . . ... ,..,__,...,,..:_ ....,.._,....._~_;_._,___~----~~··-· --!----. -· I I I I I I I I I I I I I I I I I I I RISA-20 (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, suite 6.90 San Diego, CA 92108-570'7 LEGOLAND \ BRICK BROTHERS' RETAIL SHOP Load Combination is 6: 0.85DL+2.2!?E Nodal Displacements Job ____ _ Page?: C4! Date ---- --------------------------------------------~-----~--~------------~--------- Node Global X Global Y Rotation ------------------~-~(in)-----------------(in)-----~----~-----(rad)------~-- 1 \ 0.00000 . 0.00000 -0~00974 2 0.14194 -0.00793 -0.00008 3 0.12010 -0.00190 0.00005 4 0.12226 -0.00052 0.00012 5 0.00000 -0.00000 -0.00064 Load Combination is 6: 0.85DL+2.25E Reactions ------------------------~--------------------------~----------~------------- Node Global X ·Global Y Moment ----------------------(K)------------------(X)~---~----------(K-ft)--------- 1 -12.28118 -18.64178 0.00000 5 -12.01$32 24.49399 0.00000 Totals -24. 299.50 5-. 85.221 O. 00000 Load Combination is 6: 0.85DL+2.25E Member End Forces -------------------------------------------~--------------------------------Nodes =======I-End======= ===== J-Enq === No I J Axial Shear .Moment Axial Shear Moment ---------------(K)---------(K)------:(l<-ft)----~--(K)---.-----(K)------(K-ft)-- 1 1-2 4. 38 --o. 00 -.o. 00 -4. 22 0. 00 0. 00 2 2-3 16.33 0~22 Q.00 -20.44 0.37 -0.65 3 3-4 -3.86 0.36. 0.65 0.-00 0.20 -o.oo 4 4-5 0.20 o.oo o.oo -0.36 -o.oo o.oo 5 1-3 -26.09 0.04 o.oo 26!26 0.04 o.oo 6 3-5 26.79 0.04 o.oo -26.96 0.04 o.oo Load Combination is 6: 0. 85DL+2. 25E" AISC Code Checks . . , . ----------------------------------~------------~----------------------------Nodes No I J Maximum 0 ' . Member Quarter Poin~s 1/4 1/2 3/4 L Shear ----------------~--------~-~~----~------------------~-----------------------1 1-2 0.1316 0.1316 0.1303 0.1291 0.1278 0.1266 0.0000 2 2-j 0.7250 0 .• 5472 0.6009 Q.6350 0.6511 0.7250 0.0193 3 3-4 0~1022. 0.1022 0.0496 0.0454 0.0317 0.0000 0.0186 4 4-5 0.0109 0.0060 0.0072 0.0085 0.0097 0.0109 0.0000 5 1-3 0.2853 .. 0:2634 0.2796 0.2853 0.2805 0. 2650' 0.0012 6 3-· 5 90.00·00 ~0.00QQ. 90.0000 90.0000 90.0000 90.0000 0.0011 . ' ,, . . --~~-·-----~~~·~1,-~~,--~ ~~~;:___,:".:-~-~:;..jj~_:,·;~-;_ ~'. ':· ~~~---~-:_·, I I I I I I I I I I I I I I I I I I I ., RISA-2D (R) ver.sion 3. 03 George R. Saunders Associates 3131 Camino Del Rio N, suite 690 San Diego, CA 92108-5707 LEGOLAND \ BRICK BROTHERS' RETAIL SHOP Load Combination is 7: 0.85DL+2.25E Nodal Displacements Job_~-r--___.,_ Page: c4?; Date ____ _ ------------------:-~-----~--------------------------"-----.--... ----------------- Node Global X Global Y · Rotation --------------------\-(in)-----------------(in) _________ _. ______ ( rad·).--------- 1 \ -0.00000 -0.00000 0.00074 2 -0.14189 -0.00792 -0.00006 3 -0.12005 -0.00052 0.00005 4 -0.12221 -0.00051 O.OQ009 5 -0.00000 0.00000 0.00064 Load Combination-is Reactions 7 : 0.85DL+2.25E ---------------------------------------------------~--~--------------------- Node Global X Global Y Moment ----------------------(K)----------~-------(K)---------------(K-ft)--------- 1 12.75662 28w48452 0.00000 5 11.54288 ~22.63231 0.00000 Totals 24. 2·9950 5. 85221 · o. 00000 Load Combination is Member End Forces 7 : 0.85DL+2.25E --------------------~-------------------------------------------------------Nodes =====I-End===== ===== J-End ===== No I J Axial Sh~ar Moment Axial . Shear Moment --------------~(K)--------(K)------(K-ft)-------(K)--------(K)------(K-ft)-- 1 1-2 4.38 -0.00 0.00 -4~21 -o.oo o.oo 2 2-3 -16.33 0.22 o.oo 20~44 0.38 -0.68 3 3-4 3.86 0.36 0.68 -o.oo 0.19 -o.oo 4 4-5 0.19 -o.oo o.oo -0.36 ~-00 -0.00 5 1-3 21.21 o.o4 o.oo -21.11 o.o4 o.oo 6 3-5 -25.89 0.04 o.oo 25.73 0.04 0.00 Load Combination is 7 : 0.85DL+2.25E AISC Code Checks -----------------------~----~-----~--------~--~----------------------------- No Nodes I J Maximum 0 Member Quarter Points 1/4 1/2 ·. 3/4 L Shear -----------------------~------~---------~-------------------------------------1 2 3 4 5 6 1- 2- 3- 4- 1- 3- 2 3 4 5 3 5 0.1315 o •. 3678 o.16i5 0.0108 90.0000 .. 0.2801 0.1315 0.1302 0.2554 0.2930 0.161~ 0.0940 0.0058 O.OQ71 90.0000 90.0000 0.2613 .0 • .2756 0 .12·90 0.1277 0.1265 0.0000 Q.3083 0.3061 0.3678 0.0195 0.0731 0.0456 0.0000 0.0188 .. o. 0083 0.0096 0,. 0108 0.0000 90.0000 90.0000 90.0000 0.0012 0.2801 0.27°48 0.2597 0.0011 -if ·. . . 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ID ,._ = .,. t'ol t"li ~ .:, ID r-IC .-t\t M -. in ~ ..:. !=--r,, ~ , . , PRODUCT207·1/~}lnc.Groton Mas.01'11, ioOro"PrlONEiO,LFRfEt-!00-225-6360 'S-'· ' ~ . r·-· ' -~~-~~~------- · __ ------~--------------··-···--·--· ·--·.-. . i i i ,, l j, ~ I ~f I I I I I I I I I I I I I I I I I z I- a: <t ~ 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 STRUCTURAL CALCULATIONS FOR Legoland Carlsbad (M&D PROJECT NO. 960240,.00) Funtown, Cluste:r {IGMP #2 Package) Volume 2 Sections D-P Architect of Record: Hellmuth Obata & Kassabaum For Building Department Plan Check Submittal July 21, 1997 I. INDEX I I SUBJECT SECTION I GENERAL PARKWIDE STRUCTURES A I MARCHE COMP!,.EX B BRICK BROTHERS/EXPLORERS INSTITUTE C I NORTH COMPLEX D MINI-DRIVING SCHOOL, DRIVING SCHOOL and I HELICOPTER RIDE MAINTENANCE BUILDINGS E BOATING SCHOOL MAINTENANCE BUILDING F \ I BOATING SCHOOL STORAGE BUILDING G I FOOD CART MAINTENANCE BUILDING H NORTH FOOD STAND I SOUTH FOOD STAND J PLAY PAVILION K I HELICOPTER RIDE SHADE STRUCTURE L I DRIVING SCHOOL M MINI-DRIVING SCHOOL CANOPY N I BOATING SCHOOL ENTRY SHADE STRUCTURE 0 BIRTHDAY TENT p 'I I -,, :I I I FUNTOWN I I I I I I I I I I I I I I I I I I I SUBJECT SECTION D NORTH COMPLEX INDEX Gravity and Lateral Loads \ Vertical Load Design Lateral Load Analysis Shear Walls and Foundation Design SHEET NO. D1 D2-D4 D5-D6 D7-D18 I 18 I ··.- MARTIN & DUNN, INC. 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Structural· & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2U8 Fax (619) 497-0429 0!!7!& WlrtAb: .............. : _______ .. _______________ _ JOB ~Gc>Ll\No· SHEET NO. ()f; CALCULATED BY ~- • • -1 • ._ ' • ~ •n • ••••-' .. •• ,~,.,.,. ... , M. 0 • -· ., .. -~ .. •H•-••--~··-• •10 • • • ~, _, 0 1&e>v4o OF DATE Mk/ttz • ••• •• ~--· •• • ,. • • 6 Q1eio·utJ~@ --- -. \· . ';3,.-11~. 11 ,L J' ~~~O?~ L,~ ~.,e/ V1 ~ L-4-1 \ v.,,, !/.~' .. >q;t3iy:.c'.'?. pc. ........ : ~.16' l .. W ¢do~ ~ tB fd {1<>1/0'; ~ tWplJ-_ VI ptht)tpcr :-0., t/5 {'1t>y>i2) { IP~ ~ I {52.-p~. W----P,-~f~~Cii\;i>iB.t?1 -. ~ .,. . . .. .... . . -.. ...... . -. . --.Vv' w1.l1,t... ,L.1· l"f . 'OM••• •-,.0•0< .. I; .. 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To Or~r.PHONE10Lt FREE H00-225-63SO 1:~ . . e . . ,.. _.,-... ___ . .,....._..,,,,....,.._......., ----~---~-~ ... , .... · . --~ ~ 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 .PROJECT# 960240 LEGOl,.AND CARLSBAD FUNTOWN SAN DIEGO, CA 92108 . F-237: NORTH COMPLEX FSA / Date: 06/16/97 Page: COMBINED FOOTING DESIGN I, \ 6'-6" WALL iil GRID LINE B ----DESIGN DATA ---....,,... Allowable Soil Pressure= 2500.0 psf Short Term Factor = 1-.33 Seismic Zone = 4 Live Does Not Combine With Short Term f'c : Concrete = 3000 psi Fy: Reinforcing = 6000Q psi Concrete Weight = 15~ pcf Overburden Dead Wt~ = 55,0 psf Min. As ¾ = 0.0014 Column Size ••• #1= O.Oin #2= O.Oin ••• 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 = 0.00 k 0.0 k 0.0 k-ft Live = o.oo·k o.o k o.o k-ft Shrt Trm= 6.60 k 0.0 k o.o k-ft At Col #2: Axial Shear Moment Dead = 0,0 k 0.0 k 0.0 k-ft Live = 0.0 k 0.0 k 0.0 k•ft Shrt Trm= -6.60·k 0.0 k 0.0 k-ft -----DIMENSIONS------- Ftg Dist left of Col #1 = Distance Between Columns: Ftg Dist right of Col #'A: Total Footing Length = Footing Width = 5,.50 ft 5.50 ft 5.50 ft 16.50 ft. 2.00 ft Footing Thickness = 18 •. 00 in ---------------SUMMARY----------------- Service Allow A.CI Factored Left S.P.: Static D+L= 280.0 psf 2500.0.psf 9-1 = 392.Q psf Short D+L+S= · 712.7 psf 3325.0 psf 9-2 = 997.8 psf 9-3 = 641.5 psf Right ·s.P.: Static D+L= 280.0psf 2500.0psf 9-1 = 392.0 psf Short D+L+S= 0:. 0 psf 3325·. 0 psf 9-2 -0.0 psf 9..,.3 = 0.0 psf Resultant Ecc.: .Static = -0.0Q ft Stability Short·Term = ..,3,93 ft Ratio = , 1.55 :1 •••••• Col #1 ••••••••• Between... • ••••• Col #2 ••••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 0.0 psi 0.30 in2/ft 0.0 psi -0.30 in2/ft 0.0 ·psi 0.30 in2/ft ACI 9-2 = 37 .1 psi 0.30 in2/f137 .1 psi 0.30 in2/ft30.8 psi -0.30 in2/ft ACI 9-3 · 23.9 psi 0.30 in2/f123.9 psi 0.30 in2/ft19.8 psi -0.30 in2/ft As(in2/ft/ft of w:idth), negativ~ -->Asal top of foqting ------------MOMENT & $HEAR f.ORCE SUMMARY ---------- ACI 9-1 ACI 9-2· ACI 9-~ -~--!""'-- Mu al column # 1 = 0.00 k-ft 7 .03 k-ft 4.52 k-ft Mu btwn cotumns = -o.oo k-ft 7 .03 k-ft 4.52 k-ft Mu al tolumn #2 = · 0.00 k-ft -5.83 k-ft -3.75 k-ft One-Way Shears •••• .Allow,: Vn=2Cf' c:A.5) = 109.54 psi 109.54 psi 109.54 psi Actual : Vu / .85 •.•• Left of Column #1 = 0.00 psi 12:79 psi 8.22 psi Between Columns = 0.00 psi 0.00 psi 0,00 psi Right of Column #2 = 0.00.psi 11.23 psi 7 .22 psi Two-Way Shears •••• Allow.: Vn=4·Cf'c".5) · 219.09 psi 219.09 psi 219.09 psi Actual .a) column #1 = 0.-00 psi 12.55 psi 12.69 psi Actual iil Column #2 0,00 psi 12.10 psi 12.39 psi I V4.4D Cc) 1983-96 ENERCALC GEORGE R, SAUNDERS ASSOCIATES, KW060361 ~t _,_: "~~. ,'·,·-.~~. ····---:' _,,. ___ ' t,z-~ : ~ < • ' -~ • • ~.._., _____ _._ ._., .... ___ -----~..:;,,.,,._ -... .,. ____ ---~---·---- 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 · · r : ~ s e 1 a , 2 3: .: 5 6 -e ~ '2 _ -s ~-~ _ 6 7 ~a · 2 -:,; .:. i u 7 ~ • z s '-. I I I I I I I </) I I I I I I I ~ ....... --- 1 \ 1..,,-:. 1 ti Vii L4' : \ . . . . · v~-~,i(4;B~).; (;,:1 11;- . ... . .... ~-. -. ·-· __ .__ ........... -~----........ ···-· ,..,, ..... ,.:-.--· . . . : . I ..... -1.t'· ...... -----·--.. ,,_ ...................... --·----·· , ....... .. . w~ -t-lfi>fLj-¼I~-~ z~·ep1J; :- , vJp~i, .. ,Of%(~4-')(1t)~ ~tj ......... , .. _ .................. "7'1--...._· --r_; ~ OfH~ v,1~(14'')~ q.1,-~ ~#.: . ; J2.Mt M/UOt~[lf}Hk?Bf-H] • 44\~ /,,J1:J._ "1• tJ??;~c o/z{,(,!f,'!,): 4.01'-: ···. :--I 1fHf161J ~/rtm4'j·· .......... _ .. . ~o. ---_ -. . ., 3 . (;>{lf!t)~ · ~~A-11 · f~---~Cfrvv-----~7f:,,._-:-11::--.;,-@:--:.,,-:--X--:'Z:-;--!.o~-u~w-:--:-. 10:--::--. e:~?,"b-:-:-.. ~---~--.-:--:-.. 7,.!. ... ··-.. 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PROJECT# ~60240, lEGOLAND CARLSBAD FUNTOWN STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SU.ITE.400 SAN DIEGO, CA 921()'8 F-237: NORTH COMPLEX FSA i ! Date: 06/16/97 Page: COMBINED FOOTING DES!GN \ 14'-0" WALL iil GRID LINE B -----DESIGN DATA---- Allowable Soil Pressure= 2500.0 psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does Not Combine With ~hort Term f' c : Concrete = 3000 psi Fy: Reinforcing = 6000P psi Concrete Weight = 150 pcf Overburden Dead Wt. = 55.0 psf Min. As ¾ = 0.0014 Column Size ••• 111= O.Oin 112= O.Oin ••• Base Height #1= O.Oin #2= O.Oin Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS ---- At Col 111: Axial Shear ·Moment Dead = 0.00 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm= 4.90 k 0.0 k 0.0 k-ft At Col #2: Axial Shear Moment Dead = 0.0 k 0.0 k 0.0 k-ft Live = 0.0 k 0.0 k 0.0 k-ft: Shrt Trm= -4.90 k 0.0 k 0.0 k-ft -----DIMENSIONS----- Ftg Dist left of Col #1= Distance Between Columns: Ftg Dist right of Col #'E 3.50 ft 13.00 ft 3.50 ft Total Footing Length · -20.00 ft Footing Width = 2.00 ft Footing Thickness = 18.00 in V4.4D Cc) 1983-96 ENERCALC SUMMARY Service Allow AC! Factored Left S.P.: Static D+L= 280.0 psf 2500.0 psf 9-1 = 392.0 psf Short D+L+S= 865. 7 psf 3325. 0 psf 9-2 = 1212.0 psf 9-3 = 779.1 psf Right S.P.: Static D+L= 280.0 psf 2500.0 psf 9-1 = 392.0 psf Short D+L+S= Q.O psf 3325.0·psf 9-2 = 0.0 psf 9-3 = 0.0 psf Resultant ·Ecc.: Stat.ic = -0.00 ft Stability Short Term = .;..5.69 ft Ratio = 1.60 :1 •••••• col #1 •••••• ,· •• Betlileen... : ••••• Col #2., ••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 0.0 psi -0.30 in2/ft o·.o psi -0.30 in2/ft 0.0 psi -0.30 in2/ft AC! 9-2 = 23,0 psi 0.30 in2/f123.0 psi p.30 in2/ft12. 7 psi -0.30 in2/ft ACl 9-3 = 14.8 psi 0.30 in2/ftl4.8 psi 0.30 in2/ft 8.2 psi -0.30 in2/ft As(in2/ft/ft of width), negative--> As iil top of footing --------------MOMENT & SHEAR FORCE SUMMARY ---------- ACI 9-1 AC!' 9-2 AC! 9-3 Mu. iil column II 1 = -o.oo k-f~ 4.35 k-ft 2.80 k-ft Mu btwn columns = -a.co k-ft 4.35 k-ft 2.80 k-ft Mu iil column # 2 = -o.oo·k-tt -2.40 k-ft -1.54 k-ft One-Way Shears •.••• Allow.: Vn=2Cf'c"'.5) = 109.54 psi 109.54 psi 109.54 psi Actual: Vu/ .85 ••• Left of Column #1 = 0.00 psi 11.04 psi 7.10 psi Between Columns = 0.00 psi 2.59 psi 1.66 psi Right of Column #2 = 0.00 psi 6.07 psi 3.90 psi Two-Way Shears •.•• Allow.: Vn=4Cf'c"'.5) = 219.09 'psi 219.09 psi 219.09 psi Actual iil Column #1 = 0.00 psi 8.5.9.psi 8.95 psi Actual iil. Column #2 = 0.00 psi 8.80 psi 9.08 psi GEORGE R. SAUNDERS ASSOCIATES, KW060361 . ". , ... ~. '..,......_..... '-~ ·-, ''. "',-·---------·-----··- I I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 C) SAN DIEGO CA 92108 JOB----~L~~.=.:;LAN:;.;;....:·~'0--'-.'---------'-'--"• ___,'2/.e,"--,'-.'t)--"-~...;.;;..__ SHEET NO. · · · -01-tZ.-OF---.-----.-----'-- CALCULATED BY :f:2A::: -DATE t,/i~/t/1 't:·~· Phone (619) 497-2118 CHECKED BY . .. DATE----1 Fax (619) 49.7-0429 . sqALl=w fiiiltbwtJ ~-i3opm U>Mfl,fX: , -:23.t.567Ci~3&.5675-1f~.:.5e1e12~..::,t7&,:,_2~4 r' ~~2S~!67f:12S I I I I I I 6e1t2 iJ1'11* @ . ! . .-: \ v,f, Pl n~ 14' : \ ·w~; ·w()if1-(z,()rw)lz·:-1vdplJ. 'IVYtltl'!--t IO ~64? ~ 1-tr?plj. , ec 1t~~(U1/1){~Yv) t -i10H-. (l,z, i' ~1;:ri(if 1 ri') ~ -~ i . . . . . . .. .. _ . _ ... ~---···-··-·.. . ·: ··-,r-··· --~-· ---· . ... . .. __ .............. ·~ . : . . . . .. -· -..... I .. --· -. ... e ! . -' . . , . . . 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STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLANDCARI.SBAD FUNTOWN F-237: NORTH COMPLEX FSA Date: 06/16/97 / Page: {)j,6 COMBINED FOOTING·DESIGN. \ 101-011 WALL al GRID LINE 9 ----DESIGN DATA---- Al lowable Soil Pressure= 2500,0 psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does Not Combine With Short term f 1c : Concrete = 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 15°0 pcf Overburden Dead Wt. = 55.0 psf Min. As r. = 0.0014 Column Size ••• #1= O.Oin #2= o·.oin ••• 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 = O.OO·k 0.0 k o·.6 k:-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm= -3.80 k 0.0 k 0.0 k-ft At Col #2: Axial Shear Moment Dead = 0.0 k . 0.0 k 0.0 k-ft Live = o.o k 0.0 k o.o k-ft Shrt Trm= 3.80 k 0.0 k 0.0 k-ft -----DIMENSIONS----- Ftg Dist left of Col #1 = Distance Between Columns= Ftg Dist right of Col #'I;, Total Footing Length = Footing Width = Footing Thickness = V4.4D Cc) 1983-96 ENERCALC 4.00 ft 9.00 ft 4.00 f.t 17.00 ft 1.50 ft . 18.00 in -------------,---SUMMARY------------------ Left S.P.: Static l>+L= Short D+L+S= Ri~ht S.P.: Static D+L= Short D+L+S= Service AUow 280.0 psf 2500.0 psf. 0.0 psf 3325.0 psf 280~0 psf 2500.Q psf 855.3 psf 3325.0 psf ACI FactoreQ 9-1 = 392.0 psf 9-2 = 0.0 psf 9-3 = 0.0 psf 9-1 = 392.0 psf 9-2 = 1197 .5 psf 9-3 = 769.8 psf Resultant Ecc.: · Static = 0.00ft Stability Short Term = 4.79 ft Ratio = 1.54 :1 •••••• Col #1 •••.•••••• Between.... • ••••• Col #2 ••••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 -0.0 psi -0.30 in2/ft 0.0 psi -0 .• 30 in2/ft 0.0 psi 0.30 in2/ft ACI 9-2 = 16.6·psi -0.30 in2/f128.0 psi 0.30 in2/ft28.0psi 0.30 in2/ft ACI -9-3 = 10.7 psi -0.30 in2/ftl8.0 psi 0.30 in2/ft18.0 psi 0.30 in2/ft As(in2/ft/ft of width), .negative --> As al top of footing ----------MOMENT & SHEAR FORCE SUMMARY ---------- ACI 9-1 ACI 9-2 ACI 9-3 -------------- Mu al column # 1 = -o.oo k-ft -3, 14 k-ft r-2.02 k-ft Mu btwli columns = -0.00 k-f.t . 5.30 k-ft 3.41 k-ft Mu al column # 2 = 0.00 k-ft 5.30 k-ft 3.40 k-ft one-Way Shears •••• Allow.: Vn=2(f 1c".5) = 109,54 psi 109.54 psi 109.54 psi Actual : vu / .85 ••• Left of Column #1 = 0.00 psi 7.40 psi 4.76 psi Between Columns = a.op psi 12.94 psi 8.32 psi Right of Column #2 = 0.00 psi 12:37 ·psi 7.95 psi Two-Way Shears •••• Al.low.: Vh=4Cf'c".5) = 219.09 psi 219.09 psi 219.09 psi Actual al Column #1 = . 0.00 psi 6.64 psi 6.93psi Actual al Column #2 = 0.00 psi 6.37 psi 6. 75 psi GEORGE R. SAUNDERS ASSOCIATES, KW060361 i . ........,...,__.,.._...;.,,. __ ... ,...,-...... ..,..-... _-r_~--..,,, ·..---~-~,--... ~· ..,,_, __ . __ , __ ,,_, M-•" 0 •• •• ••-•••• I I A I t; ·~ :~; I I I I I I I ([) I I I I I I I I (!j) I . MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECTH 960240 LEGOLAND CARLSBAD FUNTOWN F-237: NORTH COMPLEX FSA Date; 06/16/97 Page: COMBINED FOOTING DESIGN \ 131-611 WALL Q GRID LINE 9 ----DESIGN DATA---- Allowable Soil Pressure= 2500.0 psf Short Term Factor -· 1,33 Seismic Zone = 4 Live Does Not Combine With Short· Term f' c : Concrete = 300!) psi Fy: Reinforcing = 60009 psi Concrete Weight = 150 pcf overburden Dead Wt. = 55.d psf Min. As ¾ = 0.0014 Column size ..• #1= O.Oin #2= O.Oin ••. Base Height #1= O.Oin· #2= O.Oin Rebar CL tQ Soil Dist. = 3.50 in ----APPLIED LOADS ---- At Col #1: Axial Shear Moment Dead = 0.00 k 0.0 k · o.o k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm= -3.80 k 0.0 k 0.0 k-ft At Col #2: Axial Shear Momen-i: Dead = 0.0 k 0.0 k 0.0 k-ft' Live = 0.0 k o.o k o.o k-ft Shrt Trm= 3.80 k 0.0 k 0.0 k-ft -----DIMENSIONS----- Ftg Dist left of Col #1 = Distance Between Columns: Ftg Dist right of Col #'E Total Footing Leng~h = Footing Width = 4.50 ft 9.00 ft 4.50 ft 18.00 ft 1.50 ft Footing Thickness = 18.00 in -----.------------,-·SUMMARY--------------- · Left S.P.: Static D+L= Short D+L+S= Right s .. P.: Static D+L= Short D+L+S= .Ser.vice Allow 280·.o psf 2500.0 psf · · 0.0 psf 3325.0 psf 280.0 psf 2500.0 psf 750.6 psf 3325~0 psf ACI Factored 9.;.1 = 392.0 psf 9-2 = 0.0 psf 9-3 = 0.0 psf 9-1 = 392. O psf 9-2 = 1050. 9 psf 9-3 = 675.6 psf Resultant Ecc.: Static = 0.00ft Stability Sho_rt Term = 4.52 ft Ratio = 1.66 :1 •••..• Col #1 • .;., .••• 13etween·:· ...... Col #2 ••••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9..:1 = 0.0 psi 0.30 in2/ft 0.0 psi 0.30 in2/ft 0.0 psi 0.30 in2/ft ACI 9-2 = 2'1.0 ps;' -0.30 in2/f129-.0 psi 0.30 in2/ft29.0 psi 0.30 in2/ft ACI 9-3 . = 13.5 psi -0,30· in2/ftl8.6 ps:i 0.3Q in2/ft18.6 psi 0.30 in2/ft As(in2/ft/ft of width), negative--> As Q top of footing -------------MOMENT & SH!:AR FORCE SUMMARY _____ ....._ ___ _ ACI 9-1 ACI 9-2 .ACi 9-3 ------ Mu Ii) column # 1 =· 0.00 k-ft -3 .•. 97 k-ft -2.55 k-ft Mu btwn columns. =,, O.CiO k-ft 5.48 k-ft 3.53 k-ft Mu Ii) column # 2 = 0.00 k-ft 5.48 k-ft 3.52 k-ft One-Way Shears •••• ,Allow.: Vn=2Cf'c".5) = 109.54 psi 109.54 psi 109.54 psi Actual : Vu / .-85, •• Left of Column ,#1 = 0.00 psi· 8. 72 psi 5 .• 61 psi .Between Columns = -0.0Q psi. 11.82 psi 7.60 psi Right of Colu~n #2 = 0.00 psi 11.80 psi 7.~8 psi Two.:way Shears .... Allow.: Vn=4Cf'c".5) = 219~09 psi 219.09 psi 219.09 psi Actual Ii) Column #1 ... 0.00 psi 6,68 psi 6.95 psi Actual Ii) Column #2 = 0.00 psi 6.55 psi 6.87 psi V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ·. --~·r,: ·.-.~·---~~--=-.. :,~ ~-· --"----------. -. -' ·-.::~--' I I . ~ 1·_tc.,c:'J 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 _ _._.__,L1:,.4EG,c>=..!:;::L-ltl\l~i...t::.J'.2 ____ q,...:..:;t4=·z?::..,o'.k~·40,...;;.·'--- SHEETNO. Dl'1 OF--~-- CAL:~ULATED BY .,.._f?--'-'A-....... ----.,--DATE~~:.--<----<-- ·::;.: !. 6 1 e, i .: 4 5 t., e 1 2 ~.:: e 7 e 1_2 ~ -s 6 7 E ~ 2 J .i: s·. I I I I (?~WAiU-..... . &7g.10 1.11,t-J~ @} : : i . t,,-: Jq): .. h~ 1t11·: . \ . v~ 1/1 11;"9 ~ ~ ~;ri -~ WwAtV= ~~(ll?'){jq~=-lt'1P*'. id t?'TM~ G.~~(,o')z. 61,D~t+ . .. , ! . ' -·· . -.................. -,. ... ,-.. .. . -~ . 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()j,.[3 OF__.;:._.;;:.....;;..__---'-_ CALCULATED BY -4~...L--:--~-· -----DATE --"'-r--L:.-1--<-....:..-- I ' ·'.. -. -.. -.. .. t, ·1 /.).::. • · -•· ,,. . ' .. ~ \ zZ,(17 , . w~; ... , .. ··--:--·.·· ............................... ·,t:--.. :·. i......... .. . .. . .. , .. , , .. 11' . ' ..... __ ........ .,.. ,. _----------i,<-,z-, ---!Ji---. , ; l ,., ' -. a _:: .............. , ' '··-··-.-·· ..... -. . . ... .. .. . ~l--1 ~ : «012-r ~(;t)Al-:-f ~&>') +(Eq 'x"w8 ~) I,:,.,. . -'.':'6.~ ~--; ---_: -__ . ~-," ~ w_-,~sn]' ~I,~ ·1,6,J 1-tf'~ sjH1T1.;,.-j I . , -. . ' ' I I I I I '@(Wr'fl'G. f?'arH .... ~/.\-1::ro. 11titr e toi. vv:t1"'v.L. oµ, .. !?et.o. tAt:--:\~ ® . Of-M/rnl : rbWG. .. • 0 • • ••• oO • N "•• •,• ,_,: ... _,,, •«<h ,.,,.,,_ -· 0 0 ••••• • •••• • -• . . . ' .. I 1. : ~ . . -........................... , .•. _ ............................. -....... 0 ,. __ ,_ ................................................... --•·••·· .... ··--· .............................. _ ..... ,., ............................................. ' .................................... ;......... ... . • -· .. , ... . I I Z/\.· ' . I .: .. t . ' --~ . j .. : . ~-.. • . .. • ...... t • i . . ' ~ r-. .......... . . . . -1 ' t 't· ' ' I ,· j: f ( ~ , . • , .... w, ,; ,., .... ,,... ,;c .,.:;:s.., .,."",,._ ,," y ,~~--.. •• -.•~ . •-... ~!'"~•·-:,.........-;.":.-,_.,~-,~r-r"'--J.~ I I I I I I I I I I I I I I I I I I I SECTION E MINI-DRIVING SCHOOL, DRIVING SCHOOL and HELICOPTER RIDE MAINTENANCE BUILDINGS SUBJECT Gravity and Lateral Loads Key Plans and Roof Framing INDEX Lateral Analysis and Roof Diaphragms Shear Walls Foundation Design SHEET NO. 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SHEET NO.---------· ..,,,,G:....\=---OF _.....;l..;;;..:;2..--'-· _,_··· __ _ CALCULATED BY ---''---------------'--'{).,_VJ~ DATE t,/q·j 7801 Mission. Center Court Suite 400 SAN DfEGb, CA 92108 CHEC~D BY --------------'4:,--'--DATE---------Phone (619) 497-2118 Fax (619) 497-0429 , 2 3 4 5-s 1 s 1 2 a ~ s e 7 a 1 2 s " 5 e 1 ,E -. 2' }, .:.. s 6 , & 1 _ 2 s .; s c 1 e ;-2 s ~ s -a , c 1 2 .s " s 6 : a ~ 2 ~ ... _ : ........................... ~ .. ~ .. .JBOAT?N~ :_$C\\OOL __ :S1rJR~f._ pj,;/L~!N~., ...... . . ~ . ~ LO'tiJ~ .......... ! .. : .... i>~ LOM: ..... '. _'s/v \2-roF· .w{.G~ ::::_J:,_,q __ p~. . . · \fz \\ ()L'IW~ 'Sb!r(r ~\'2.~\'"\\~~ .:: [,? .::: .2,0 .... 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Gro!on, Mass 01471 io Oi".!er Pr!ONE iOLL FREE l-800-225-638(1 ~ I I .. ~ :· :-·= ·1 ..::..=.:,"i I I I I 1· I I _;, \:·:x:·1 e I I - I I I -ct ' MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 Wtr00: SeJSIY1 Jc.,,_ : U:i6Po~o : t-vAJTowtJ JOB __ _:;..,;;~..:.--,.:..----;--.........;;.-'-------- SHEET NO. _...,.._ ___ ......,...--,.;;:\:)=-1-----OF-~---- CALCULATED BY ~---,,--· ..._-tb__., __ DATE (,,,:, //i1J, 17 CHEC~ED BY·---------------'-· _..,_l)_t-' __ DATE--,.------~--------_ i- ........... ··t:1·~-= ·o: oos t::. tp,7::2-, ,,_ ·-.. , ........ ··., .. ,_ :,.,_ (].,t)/.J~,C)e,z... -: rsCi?.X (.p.>~-'f:2-, e,o(._ ~nr-·· ........ : ... --· , .... . l J;) -P '--+ IA-~ +~~ ~r-: o. o I ~ 1; o . tiff-, rf) pr_-f--~rn1c.. I jllf ?ra..ifi~:.:~ : ·· o. "2. ~ ~1: o ........ ;;,·µ.: .... 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Groton, 1Jass Ol~ii. 1o OrCer FHOt:E iOLL FREE i·SXL225-63SO 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 COLS AT GRID 2 COLUMN DATA AISC Section :ts6x6x1/2 Column Height 12.00 ft Fixity @Top Free Fixity @ Bottom Fixed Unbraced Lengths ••• 12.od,tt For Y-Y Buckling = For X-X Buckling = 12.00\tt DESl~N DATA Fy = 46 ksi 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 = 6.00 in = 6.00 in = 0.500 in = 0.500.in = 10.400 in2 = 35.3·11 plf = 0.000 in 50.5 in4 = 16.8 in3 = 2.20in = 50.5 in4 = 16.8 in3 = 2.20 in Axial Dead Load 1,ive Load Short Term X-X Axis Moments: Top Bottom Btwn Ends Y-Y Axis Moments Top Bottom Btwn Ends Point Loads X-X Axis Y-Y Axis Uniform Loads x-x Y-Y Combined Stress Ratios ... Formula H1-1 Formula H1-2 Formula H 1-3 Act\Jal & Allowable Stresses ... Fa : Allowab.le fa: Actual Fb:xx : Allow [F1-6] [F1-7 & F1-8] fb:xx Actual Fb:yy: Allow IF1-6] ft [F1-7 & F1-8] fb:yy Actual Max X-X Axis Deflection Mi;ix.Y-Y Axis Deflection LEGOLAND FUNTOWN 96240 BOATING SCH.COL Date: 06/-19797 APPLIED LOADS J I Page: Cr'?, 0.37 k . "VW Eccentricity 0.00 in 0.47 k "X" Eccentricity = 0.00 in 0.0 k Dead Live Short X:Start X:End----None- = -None-- = --None-- --None-- = -None- = --None--· = o.o 0;00 1.00 12.00 ft = -None- --None- = -None-- SUMMARY Dead Live DL + LL DL + ST- = = = 0.004 0.005 .Q.&Q!.. ..Q.41§_ = 8.74 8.74 8.74 11.63 ksi = 0.04 0.05 0.08 0.04 ksi = 30.36 30.36 30,36 40.38 ksi = 30;36 30.36 30,36 40.38 ksi = 0.00 0.00 0.00 8.55 ksi = 30.36 30.36 30.36 40.38 ksi -30.36 30.36 30.36 40.38 ksi = 0.00 0.00 0.00 0.00 ksi = -0.680 in at 1 2.00 ft from column base = 0.000 in at 0.00 ft from column ·base I I I I Intermediate Stress Calculation Values F'ex (DL+LL) = 8742 psi Cm:x (DL + LL) = 0.66 Cb:x (DL+LL) 1.75 F'ey (DL+lL) = 8742 psi Cm:y (DL+LLI = 0.60 Cb:y (DL + LL) = 1.75 F'ex (DL+LL+ST) = 11627 psi Cin:x (DL + LL+ ST} = 1.00 Cb:x (DL+LL+ST) 1.00 F'ey (DL+LL+ST) = 11627 psi Cm:y (DL+LL+ST) = 0.60 Cb:y (DL+LL+S~) = 1.75 I I (~::) 1~ I V 4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCiATES, KW060361 ,. ~t -----------· ~ ~ I :-.:.· I I I I I It/ . I I I I I I I ... -=i MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA92108 SHEET NO. ---,-------'----G--"--0) __ OF-........... ----- CALCULATED BY -----~-th ___ DATE . (p' '2o,1i Phone (619) 497-2118 Pvl CHECKED $Y . DATE _____ _ Fax (619) 497-0429 SCALE ~11i.::>6 #. g~e Bl,()(;:,.. : F3; .:r I lr, 7 .................. _ ......... ·-··"·--······~·-········-·-· .... ·····---········,,: ........... -· . . f:;G-Slt;;-1~ /:-0. 'ST'IZ./f'J' c,.t;rV$--10EjZ. /~ ?.Jt()g· ?P&mtv.~ I ~2,.,$, . \ ' 1 ·,I-· _·. -'-/_/_/ __ """'-"-'----+f L s' l . ·-·· .. ··--'-·--··· ·• .. .... .. ..... ·. f·· ' . ........... : ........ ········-·c .............. _·.t;·····-·--··· ....... . WA-U.. -tF,c,.. n~lact ._) . t;,1-anw~ · r;;-/w WA&..S : . 8/2-rP -~ ·pc_ r~Pp ....... ;1p(~)= ~op. /,v A-fl.-:;2.0 { I I) = ';:)_"U) · . ...... , .... -···-·· ..... ! P-{·&;, "D 4-o fV ' £. 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Structur;,sl & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB SHEET NO. CALCULATED B,Y CH~KEDBY {_£"(E, () ·<..A-1-JO 67/'2. OF l::2- tb DATE 7:1~-'i? r,J {)_ -DATE l 2 :: .: ~ C 7 f 1 2 :l .: S £. 7 e 1 2 3 .: 5 ·'C. "!' S-1 ::.._ :! .: ss;s; :s-<t5£ 1.s-,23.:..s&1e ~ 2 s.: ss1e ~ r2 . . -' . Fi;?(,)1..JDAJtQ..:) De5J.11:>µ ( ~~ ·C,A-t.)71 l-€:V~·--coc.~ ... -... ti_:r ·G:>'ie,,io @· ·· · .. ··· ·'··e,;:,·~·~·,"t:i/~ :· ri;c:;·;zi~G.,,·: d:,,~e--am · I ~,t?~ . i . I ';,"fCI~ '; I 0ot:> +-.J... · :. \, I &1t:1t' :#' .> .J... : ( · . . ~ ~l,,tZZ,,1. C-0t--.ifo-~ ~) . : \ 'sl ............. .. . Wa,.."e,.'·:;;. 7so·c1,:s)"Z-( leb) = G#i? +·· . C/.JGt:>~,s~ &,.)~ -. --------.... : (t.---'------------"-,-.-II-'...,.....:. "-'t ..... ,.to ' {4,' I I tx. ,,_ serr, f.:)b . p4-0 :'·. '. . I rn"fr ~ ;2.(;)c,e> {./,$, s) ~ -Z1flt)o ~ ; . -. . . : . 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' . -.. ---------·--·--;: ~-,-•,·?·-~-=:;,;',..~ ..,.,.-----r•"i:-a"'C""...,,...,.....~---~ ....... -.-:.--..,..,.....,:__.._._ .. _,....,,..,.....,.._ ...... ....:...;..;-_':t""".....,~01~"'-·-·........,_,,.,,.. ____ .,..,._~ ______ :.,__.., ______ ~------- I I I I I I I I I I I I I I I I I I I SUBJECT Roof Framing Design Lateral Analysis Foundation Design SECTION I NORTH FOOD STAND INDEX SHEET NO. 11-16 17 18-112 I I I I I I I I· I I I I I I I I I I I .JOB. /..._f/4.ii...:A NV) MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. ---------'-----!.~\..__ OF _ __._l'.l-: .. · .--. ------- CALCULATED BY ... M.;..' ...:..:..;:...._ _ __._ _____ . 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STRUCTURAL & CIVIL ENGINEERS 7801 MISSION CENTER COURT, SUITE,400 SAN DIEGO CA 92108 . (619) 497-2li8/FAX 497 0429 Date: 06/12/97 PAge: 13 GENERAL TIMBER BEAM DESIGN LEGOLAlID -FOOD STAHD B-1 ---------BEAM i>!'l'A-----~--- Timber section 2X6 End Fixity Bean Width = 1.500 in Elas.tic Modulus = Beam De~th = 5.50 in Beal Densi~ = Lamination Thickness = o.oo in_ Load Duration Factor = Pin:Pin- 160QOOO psi 35,0 pcf 1.25 Fb -Bending · = 875 psi Beail Wt. is Added to Loads Fv -Shear = 95 psi End Shear calc1d· at Support -----SP!I D!T!------- Center Span = Left Cantilever = Right.cantil~ver = ---IJIBR!CED LEIGTBS Le: center Span ~ Le : Left cant. = Le: Right cant. = 9.25 ft 0,00 ft 3.48 ft 3.00 ft o.oo ft 1.50 ft Fe -Bearing = 625 psi ------------+-------'--~-!WLIED LOADS----------------------,------- Uniforn Load@ Center Span: DL = 24.0 plf LL= 27~0 plf · Uniform Load@ Right cantilever: DL = 24.0 plf LL= 27,0 plf . SOIIIARY-~-------,---------------- USING 1.soo x 5,500 Bean, Bending= 55.55%, Shear= 4?,85%. Max. Pos Hon @ 4.32 ft: 0.49 k-ft Shear: Har. @· Left = Max. Neg Mon @ 9.25 ft: -0.16 k-ft •••• ~ed for dsgn = Max @ Left = o.oo k-ft •••• Area Reg'd · = Max @ Right = -0.32 k-ft Max. @ Right ~ _ Max. Allow Monent = 0.88 k-ft .... used for dsgn = fb : Max • .Actual = 778.9 psi .... Area Req'd = Fb : Allowable 1402,3 psi fv : .Max. Actual = Fv: .Allowable = Ck= .8ll(E/Fb)A,5 = 31.02 Rb= (LeD/BA2)A,5 = 10.44-Bearing Req'd @ Left = Cf per UBC 2304.3.5 = 1.3.0 Bearing Reg' d @ Right = Center camber = -0.i3 in Right Cant. Camber = 0,06 in V4,4D (c) 1983-96 ENERCALC 0.23 k 0,34 k 2,88 in2 0,28 ~ 0.42 k 3,53 in2 . 50.88.psi 118.8 psi 0,24 in 0,50 in Beactions ••• DL Maxinim t.,C... Left = ~3-k... , I? Right = 0.23k 0,46k ·'2.~ Deflections ••• Center = -0.09 in -0.22 in ,,,,Dist = 4.32 ft 4,523 ft ... L/Defl = 1299 507 Left = o.oo in 0.000 in ... L{Defl = 0 0 Righ = 0,04 in 0.199 in ••• L/Defl = 1980 420 GEORGE R, SAON_DE~ ASSOCIATES, KW0603"61 .~ "-.• " ---~""'! ....... ·---~----~~~ ~ ..... ,,.., .. , .... ;;.>'., ... •,.•.!"(;~t::~~ ... 7-" ... ;:-..r:;J~~.i..,~ ...... ,,.~,,'~ .t~ .... .,..,.,.,., ... ;.,-...,,.::-\!"'~,".'?'>oe,.....~.~""1 i.•,~-i~-~~-,,··:· ... il-~,.~:.~,--, .. ,,.:.-, .~J: ....... ' , ..... , .. : ...... ; ·, •. ~.i; ... ~:· -···" -~---" s,..~<o,;..-~..r, .. ,___.....;.:..,',:=, ------'"--------' I I I I 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 (619) 497-2lfa/FAX 497 0429 Date: 06/12/97 GENERAL TIMBER BEAM DESIGN LEGOLAlID -FOOD STAND B-2 BEAii DATA Timber Section 2X6 End Fixity Beall Width = 1.500 in Elastic Modulus Beam De~tb = 5.50 in Beam.Density La11inat1on Tbickne~s = o.oo in Load·Duration.Factor \ . Pin:Pin . -i600000 psi = 35.0 pcf = 1.25 Fb -Bending = 875 psi Beam wt. is !doed to Loads • Fv -Shear = 9.5 ps! End.Shear Calc1d at Support Fe -Bearing =· 625 psi ' APPLIED LOADS Uniforn Load@ Center Sfan: DL = 24.0 plf LL= 27.0 plf · Uniform Load@ Left Can ilever: DL = 24.0 plf LL= 27.0 plf SOJll!RY USING 1.500 x 5.500 Bean, Bending ;:. 61.92%., Shear = 38.88% Max. Pos Moll @ 4. 71 ft= 0.55 k-ft Shear: Max. @ Left ;: 0.25k Max. Neg Hon @ 0.00 ft= -0.04 k-ft .... used for dsgn = 0,38 k Max@ Left ;: -0.08 ~-ft .... Area Reg1d = 3.21 in2 Max@ Right ;: o.oo k,.ft Max. @ Right = 0,24 k Max. Allow Hollent = 0.88.k-ft .... used for dsgn;: 0.36k fb: Max. Actual = 868.2 ps! •••• Area Req 1d = 3.04 in2 Fb: Allowable ;: 1402.3 psi . fv : Max. Actual = 46.17 psi Fv: Allowable ;: 118,8 psi Ck= .8ll(E/Fb)A,5 = 31.02 Rb= (LeD/B"2)A,5 ;: 10.44 Beari:ng Reg' d @ Left : 0.37 in. Cf per UBC 2304.3.5 = 1.30 Bearing ·Req1d @ Right: o.26 in Left cant. camber ;: 0.09 in Center Camber = -0.18 in V4.4D (c) 1983-96 EHERCALC SP.Al 1>!'1! Center Span = 9.25 ft L~ft ~ti~ever = 1.75 ft Right cant11ever = 0.00 ft IJIBR!CEI)' i.Elms Le: Center sran = 3.00 ft Le: Left Can. = 1.00ft Le: Right cant. = 0.00 ft Reactions ••• Maxil1U11 ~(., DL Left = 0.17 k 0.35k .. l '3 Right = 0.12 k 0.24 k • \ 2. . Deflections ••• Center = -0.12 in -0.25 in .... Dist = 4.67 ft 4.669 ft ... L/Defl = 943 442 Left · = 0.06 in 0.143 in • :•.L/Defl = 665 293 Right = o.oo in 0.000 in ••• L/Defl ;: .o 0 GEORGE R. SAUlIDERS 'ASSOCIATES, KW060361 I I I I 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 . (619) 497-2118/FAX 497 0429 Date: 06/12/97 PAge: 15 GENERAL TIMBER BEAM DESIGN. \ LEGOLAlID -FOOD STANDS B-3 , . ---------BEAJI.D!'l! -----'---------'---------SP!I D!'l!---'---- Timber Section 5:125x12.0 Eild Fixity Pin:Pin Center s~ = Bean Width = 5.125 in Elastic Modulus = 1800000 psi Left Cantilever = Beam De~th = 12.00 jn Beam Densi~y = 35.0 pcf Right cantilever = Laninatlon Thickness -1.50 1n Load Duration Factor -1.25 -~--'--UIBR!CED LEIKmI.S Fb -Bending = 2400 psi Beam Wt. is Added to Loads Le : Center Span :;: Fv -Shear = 16~ ps! Eild Shear calc'd at $upport Le : Iieft Cant. = Fe -Bearing = 650 ps1 Le : Right cant. = 20.50 ft 0.00 ft 0.00 ft 0.00 ft o.oo ft 0.00 ft -----------'--___,_.--_____ -----APPLIED !DADS---,,~--,-,,........,---'--------- Unifom Load@ Center Span: DL = 166.0 plf LL·= 188.0 plf . SOJIIARY--,,.---------,----------'-- USIHG 5.125 x 12.000 Bean, Bendlng = 63.03%, Shear= 44.72% Max. Pos Mo11 @ 10.25 ft= 19.38 k,-ft Shear: Max. @ Left Max. Neg Hon @ o.oo ft= o.oo k-ft ..... used for dsgn = Max @ Left = o.oo k-ft ; ••• Area Reg1d = Max @ Right = o.oo k-ft Max •. @ Right = Max. Allow Mo11ent = ~o. 75 k-~t .... used for dsgn;: fb : Max. Actual = 1890. 9 ps1 •••• Area Reg' d = Fb : Allowable = 3000.0psi fv : Max. Aptual = Ck= .811(E/Fb)A,5 Rb = (LeD/BA2}A.5 CV per UBC 2312.4,'5 center camber = = = = V4.4D (c) 1983-96 EHERCALC 19.87 o.oo 1.00 -0.81 in Fv: Allowable - Bearing Req'd @ Left = Bearing Req'd @ Right= 3,78k 5.67 k 27.50 in2 3,78-k 5.67 k 27.50 in2 · 92.24 psi 206.3 psi 1.Hin 1.14in Reactions ••• DL Maximum Left = 1.85 k 3 • .78k Right = 1.85k 3. 78 k ' · Deflections .•• Center = ""0.54 in -i.10 in .... Dist = 10.25 ft 10.250 ft ... L/Defl = 454 223 Left = o.oo'in 0 .• 000 in .•• LfDefl' = 0 0 Righ = o.oo in 0.000 in ••.• L/Defl = 0 0 -GEORGE R. SAUHDERS ASSOCIATES, KW060361 -I I I I I I 1· I I I I I I I I I I I I I MARTIN & DUNN INC. ' - STRUCTURAL & CNIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 -- (619) 497-21i8/FAX 497 0429 STEEL BEAM DESIGN LEGOLAND -FOOD STANDS B-4 Date: 06/1'4-/97 Pa'.ge: }k, ----BEAM DATA ----------~----------'-STEEL SECTIOI D!TA--------- Center Span Length = 20.50 ft AISC Section wlOI22 · - Left cantilever = o.oo ft Section. Depth = 10.17 in Ixx = 118.00 in4 Right Cantilever = 0. 00 ft . Web Thickness = · 0. 240 in Iyy Unbraced Length = o.oo ft Section Width = 5. 75 in Sxx = 11.40 in4 = 23.21 in3 ~an wt. is ADDED, To a~plied loads Flan9e Thickness = 0,360 in syy Live Load Not Actrng with Short ·aieni pection Area = 6,49 in2 r:xx = 3.97 ih3 = 4.264 in Fy = 36 ksi Section Weight = -22.04 # r:yy Load Duration Factor = 1.00\ rT, y = 1.51 in = 1.325 in· Beam End Fixity : Pin:Pin --------,-------'-,----------!PPLIED I.D!m-------------------- -------------'-------------Unjfora Loads----'--------------- 0.17 k}f.t 0.17 k/ft = 0.00 ft Dead Load = Live Load Distance To start Distance To End = 20.50 ft ' -SUMMARY------------------------ USilfG w10x22, Max Stress Ratio = 42.08'%, Min Defl. Ratio = 575.6i _ Haxinuns... Actual Moment = 19,3 ..... Stress = 10. 00 Shear = 3.77 ..... Stress = 1. 55 Deflection = -o. 427 fb/Fb: %max fv / Fv : % max Min. DL Defl Ratio= Hin. TL Defl Ratio= V4.4D (c) 1983-96 ENERCALC ---'------T!BOW SllJIIARY OF WAD <DmmTIOIS--------- .Allowable 45. 9 k-ft 23. 76 ksi 35.15 k 14.40 ksi Moments,. 0.421 0.107 1086.21 575.62 Shears ••• K+ @ center = M-@ Center = @ Left = @ Right = @ Left = @ Right = ·Deflection.. @ Center = @Left = @ Right = at o.oo ft = Reactions @ Left = Reactions @ Right = -Dead Load+ toads Placed as follows Placed ,DL LL LL+ST LL LL+ST for Max Only @Cntr @Cntr @Cants @Cants 19.3 10.2· 19.3 0.0 0.0 0.0k-ft -o.o -o.o 0.0 0.0 o.o k-ft 0.0 0,0' o.o o.o o.o k-ft 0.0 0,0 o.o o.o o.o k-ft 3. 77 2.00 3.17 o.oo 0~00 0.00 k 3. 77 2.00 3. 77 0.00 o.oo o.oo k -0.427 -0.226 -0.427 -0.'226 0.000 0.000 in 0.000 0.000 0.000 0~000 0.000 0.000 in 0,000 0.000 K000 0.000 0.000 0.000 in 0.000 ·0.000 0.000' 0.000 0.000 in 3,77 2.00 .3,77 2.00 Q,00 0.00k 3. 77 2.00 3. 77 2.00 0.00 0.00 k GEORGE R, SAUNDERS ASSOCIATES, KW060361 -------·-·I ~~~~~,~~~.;~ :rr':"' .... -~~~~...,__~~ .... -;:"·~.....&..i:-·~• .. ~~-.,.( ~-.~....-r--;.-r .... ~.---;-~,·~~~~..:-·_;._~~ ... -~~--.........,~~~~~.....---.1 I I I I I I I I I I I I I I I I I I I iJ\ MARTIN & DUNN, INC. 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Y-:,~"'.:"'·';,,';'~ .. ·4' •• :.., .. ~,..~ ... ,1,,, .... , _ • .,.. •• _ ...... ;:-~ .. ":;'~"'T""-T""".,.., ,.,(._ -,-... , ......... ~~~:-;,-~-~"-::""".•...,f' 1. I .. I I I I I I I I I I I I I I I I ' \.),) 17 17~----~~ L_J . . L·_J ~--. -, -.. --. -+-~-~ I r -·. ~)r ~ i~ -7 I ~ sa~rB J,1 I I . I .. ,__I ~....JI.. I I I I ~s~~ -~ I I :t:·'1·. ~ I ~ :, I----- 1 . :;Cp 1:)~ I -, · I L _ :tjg __ . ·-. _ _J ~ . -17 -· .. -·-''17 ----"----~ L_J .. L_J 181-611 .1:; )2 OflZ.., • 1 ., } ! I I I I I I I I I I I I I I I I I I I SUBJECT Roof Framing Design Lateral Analysis SECTION J SOUTH FOOD STAND INDEX Shear Walls and Foundation Design SHEET NO. J1-J6 J7 J8-J12 I I I I 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 Phon~ (619) 497~2118 Fa~ (619) 497-0429 JOB ..... -.1::::.Lf::~·..l..lf&~O~LAW=-i:_11..:·.i.=..-------------------,- SHf¥ET No. __ -,-________ ...,c .... I~l..,. __ oF _ __._11..-=.;..· ___ _ CALCULATED BY -+.N-'~""0'--· ~--------DATE·_------- CHECl<ED BY-----------.,.------DATE------- SC_ALE . et) ff-H ..f Qt)\) 6tAi\l D . " , 2 4 5 S.123 557S12?-tS876·23.t567B1234567e12.s 4 sQ?6"'2 !3/J / f(OO"f \ 6,0 : Pof ?J)qll; P}-Y \ 12>0 psr . t.-J?--AM./Nb .... M .... ltJdJ )_/\f{W.. !3 .. 6.. P~l---....... Mff: 1.0 p;r r4 lf::l ; _ f-J_, 1 P0[ i ,0. o esr µ·Vf;---~------'WAU---------j--_-· ... , .. -.. z:cr ·: P6F .·. W-NL, j w) A f'J - ············-· ·< ' -..... h .. :. o-:-:"H• . -·-.. ~ -,.. .. ' ·: .. .... .. .. .. ......... . . j-i : ' j . .. .. . . ..... --;-· . '" ........... , ·J· .... .. ...... ,_..... : ;_-.. • ... .... f· ~-. -.. ". ~ . -~ -.. -... ··--· l-· ... ) ... ~. 1 .... ' . . PROOUC{ 201·1{/V'ei:isflnc. GrotGn.lAast Ol47t To01ce:PriO!JETG.LFREE1-aro-2,.~~60 I I I I I I I I I I I I I I I I I I I \ .-. ', ' ~ ·, ' ,,:,_:...-:. ./ ! ---, -. ;:,..,. ... _· I I I. I I I I I I MARTIN & DUNN INC. ' STRUCTURAL & CiVIL ENGlNEERS· 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 (619) 497-21i8/FAX 497-0429 . GENERAL TIMBER BEAM DESIGN SOUTH FOOD STAND B-1 Date: 06/16/97 . \ -Page: :}3 . c ---------BEAii DATA---'----,,-~--,--------~ SP!I DATA...,...-------,.- Timber Section 5:125x12.0 End Fixity · Pin:Pin Center Span = Beam Widtb = 5.125 in · Elastic Modulus -1800000 psi Left Cantilever -' Beam De~th = 12.00 in Beal Density · = 35.0 pcf Right cantilever ~ Lamination Thickness --1.50 in Load Duration Factor = 1.25 ---lllBR!CED LEIGTBS Fb -Bending = -2400 psi Bea111 Wt. is Added to Loads Le : Center Span · - Fv -Shear = 165, psi End Shear Calc1d at support Le : Left Cant. = 20.50 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft Fe -Bearing = 650i,ps1 Le : Right cant. = _________ ____. _____ APPLIED ID!DS-~------------------- . Uniforn Load @ Center Span: DL = 216.0 plf LL = 224.0 plf · . SOJIIARY ----------------------- USING 5.125 x 12.000 Beam, Bending= 77.72%, Shear= 55.15% Max. Pos Mo)I @ 10.25 ft: 23.90 k-ft Shear: Max. @ Left = Max. Neg Hom @ 20.50 ft: 0.00 k-ft •••• used for dsgn = Max @ L~ft = o.oo k-ft .... Area Reg1d = Max @ Right = 9.00 k-ft Max. @ Right = Max. Allow Moment = 30. 75 k-ft .... used for QSgn = fb : Max. Actual = 2331.6 psi •••• Area Req'd = Fb : Allowable = 3000.0 PS.\ iv : Max. Actual = Ck= .811(E/Fb)A,5 Rb= (LeDfBA2)A,5 CV per UBC 2312.4.5 ::; ::; ::; 19.87 0.00 1.00 Fv : .Allowable = ~aring Req'd @ Left "' Bearing Req1d @ Rignt = . 4.66 k Reactions ... 6.99 k Left 33.91 in2 Right 4,66k 6.99 k Deflections •• ·• 33.91 in2 Center 113. 74 psi •••• Dist 206.3 psi ••• L/Defl Left 1.40 in ••• L/Defl 1.40 in Right DL Maxi:mUD = 2.37 k 4.66 k = 2.37 k 4.66 k = -0.69 in -1.36 in = 10.25 ft 10,250 ft = 356 181 = o.oo in 0.000 in = 0 0 = o.oo in 0.000 in I Center camber =· -1.04 in ••• L/Defl = 0 0 I I I I I I I ,. .,_ ' V4.4D (c) 1983-96 EHERCALC· -GEORGE R~ SAUNDERS ASSOCIATES, KW060361 ,· ,<-: I I I I I I I I I I I I I I I I I I I J MARTIN & DUNN INC. . STRUCTURAL &·ciVIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA.92108 ' . . _ (619) 497-2ti8/FAX 497-0429 MULTI-SPAN TIMBER BEAM DESIGN I \ SOUTH FOOD STAND B-2. GEIIERAL Dll'A -1--2 3 All Spans Sinple Support ?? : NO 5.33 10.00. Spans Length ft : 3. 50 End Fixity: : Free:Pin Pin:Pin Pin:Pin Bean Width in: 3.500 3.500 3.500 Bean Depth i' : 11.25 11.25 11.25 --CALCOLmD VALUES -J,.. -OK-.:OK--OK- F'b-Hodified Allow. · psi1: 1375.0 1375.0 1375.0 fb -Actual. psi: 151.3 504.9 504.9 F1v-Hodified Allow. psi : 118.8 _118.8 118.8 fv (actual) t 1.5 psi: 14,9 45.8 70.6 Mo11ent @ Left k-in : o.o -11.2 -37.3 Monent@ Right k-in ~ -11.2 -37.3 -37.3 · Max. Mo11.@ Mid-Span k-in : 0.0 o.o · 31.1 . X-Dist ft: o.oo o •. oo 5,00 : Shears: Left k: 0.00 0,81 2.28 Right le : -0.53 -1.62 -2.28 Reaction@ Left DL k: o:oo 0.63 1.85 LL k: o.oo 0.70 2.05 Total k : o.oo 1.34 3,90 Reaction @ Right DL k: . 0.63 1.85 1.85 LL k: 0.70 2.05 2.05 Total k: 1.34 3.90 3.90 Max. Defl.@ Mid Span in: -0.020 0.006 -0.050 X-Dist ft: 0.00 3.45 5.00 D~IGI DAT! Le: Unsupported Length ft : 0.00 0.00 o.oo Fb:Basic Allowable .PSf : 100().0 1000-.0 1000.0 Fv:Basic Allowable ps1 : 95.0 95.0 95 •. 0 Elastic Modulus ksi : 1700 · 1700 1700 Load Duration Factor 1.25 1.25 1.25 APPLIED WADS Use Live Load on This Span ? Yes Yes Yes Uniforn •••.•• DL plf: 72.0 216.0 216.0 LL plf: 80.0 240.0 240.0 QUERY V!LOES Location ••••• ft: o.oo o.oo 0.00 Shear # : 0.00 0.81 2.28 Monent k-in: o.oo -J:1.17 -37.27 Deflection in: -0.020 .0.000. 0.000. V4.4D (c) 1983-96 EHERCALC ... , . Date: 06/16/97 . P~ge:A)f: .,I 5-· 5.33 3.50 Pin:Pin .Pin:Free 3.500 3.500 11.25 11.25 -OK--OK- 1375.0 1375.0 504,9 151.3 118.S 118.8 45.8 14.9 -37.3 -11.2 -11.2 o.o o.o 0.0 0.00 3.50 1.62 0.53 -0.81 o.oo 1.85 0.63 2.05 0 •. 70 3.90 1.34 0.63 0.00 0.70 0.00 1.34 o.oo 0.006 -0.020 1.88 3.50 0.00 0.00 1000.0 1000.0 95.0 95.0 1700 1700 1.25 1.25 Yes Yes 216.0 72.0 240.0 80.0 O.QO 0.00 1.62 0.53 -37.27 -11.17 0.000 0.000 I I I I I I I I I I I I 1- I I I I I I ~ Mt'u~\i~uf~J1f ENGINEERs 7801 MISSION.CENTER COURT. SUITE 400 - SAN DIEGO. CA 92108 (619) 497-2118/FAX 497.,0429 GENERAL TIMBER BEAM· DESIGN SOUTH FOOD STAND J-1 Date: 06/16/97 ---------BEAii D!TA ________ ...____,..---------SP!I D!'f!---- TiJDber Section Bean Width Beam Depth Lanination Thickness Fb -Bending Fv -Shear 2X8. End Fixity :· P.in:Pin Center Span = = 1.500 in" Elastic Modulus = i600000 psi Left Cantilever ;:; = 7 .25 in Beam Density = 35.0 pcf ,Riqht Cantil~ver = = o.oo in Load Duration Factor = i.25 ---'---------UIBR!CED LEJfGT11S .. = 1007 psi Bea11 wt. is Added to toads ·Le : Center Span-= = 95, psi End Shear Calc1d at Support Le : Left cant. = = 11.75 ft o.oo ft 0.00 ft 0.00 ft o.oo ft o.oo ft Fe -Bearing 625':psi Le : Right Cant. = i APPLIED IDADS-------------'-----------'--- Unifom Load@ Center Span: DL = 36.0 plf LL:; 40,0 plf ----------------SUIIIARY---------------------~--- USIHG 1.500 x 7 .250 Bean, Bending = 82.05%, Shear = 53.67% . Max. Pos Kon @ 5.87 ft= 1.36 k-ft Shear: Max. @ Left = Max. Neq Hon @ 0.00 ft= 0.00 k-ft -•••• used for dsqn = Max @ L~ft = 0.00 k-ft ..... Area Ref d = Max @ Right = o.oo k:-ft · Max. @ Right = Max. Allow Moment = 1.65 k-f-t .... used for dsqn = fb : Max. Actual = 1239.4 psi .... Area Req1d = Fb : Allowable = 1510.5 psi fv : Max. Actual = Ck= .81l(E/Fb)A,5 Rb= (LeD/BA2)A,5 Cf per UBC 2304.3.5 center camber = 28.91 = 0.00 = 1.20 = -0.33 in V4.4D (c) 1983-96 EHERCALC - Fv: Allowable = Bearing Req1u @ Left ::: Bearing Req1d @ Right= ' '·-·:. ,; _-, 0.46 k 0,69k 5.84 in2 0.46 k 0.69k_ 5.84 in2 63-.73 psi 118.8 psi -0.49 in 0.49 in Reactions. "' Left Rig])t Deflections •• :. DL = 0.23 k · = 0.23 k Center = -0.22 in •-• .. Dist = 5, 87 ft •• ,L/Defl = 648 - Left = o.oo in ... L/Defl = ·o Right = 0,00 in ••• L/Defl = 0 Maximun 0.46 k 0.46 k -0.44in 5,875 ft 319 0.000 in 0 0.000 in 0 .GEORGE R, SAUNDERS ASSOCIATES, KW060361 I I I I 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 · . (619) 497-2li8/FAX 497-0429 GENERAL TIMBER BEAM DESIGN SOUTH FOOD STAND J-2 Date:_ 06/16/91 P_a~e: _ J~ ---------BEAii DAT! -------..,.....,..-a.-----SP!I DATA-· --- Timber Section Bean Width Beam De~th Lamination Thickness Fb -Bending Fv -Shear 2X8 End Fixity Pin:Pin Center Span . - = 1.500 in Elastic Modulus = 1600000 psi Left cantilever = = · 7 .25 in Beat Density = 35.0 pcf Right cantilever . = = o.oo in Load Duration ractor = 1.25 -------UIBi!CED LEIGTBS = 1007 psi Beaa wt. is Added to Loads. Le : Center Span = 9~ ps! .Eild Shear Calc1d at. SUppott Le : Left Cant. = = = 11.75 ft 0.00 ft 3.33 ft 0.00 ft o.oo ft 3.33 ft Fe -Bearing 625,psi _ Le : Right cant. = \ APPLIED ID!DS--'---,,---,---------------- Unifom Load@ Center Span: DL = 36.0 plf LL= 40.0 plf . Uniform Load @ Right Cantilever: DL = 36.0 plf LL = 40 .• 0 plf ----------------SOJIIARY----,------------'----USING 1. 500 .x 7. 250 Bean, Bending :; 77. 78%, Shear = 57. ~.8% Max. Pos Mo11 @ 5.66 ft= 1.25 k-ft Shear: Max. @ Left = Max. Neg Kon @ 11. 75 ft= -0._21 k-ft .... used for dsgn = Max @ Left = o.oo k-ft .... Area Rei1d = Max @ Right = -0.44 k-ft Max. @ Right = Max. Allow Moment = 1. 61.k-ft .... used for dsgn = fb : Max. Actual = 1143.5 psi .... Area Req'd = Fb : Allowable = 1470,1 psi fv .: Max. Actual = Fv : Allowable = = 28.91 0.44 k 0,6'7k 5,61 in2 0.50k 0.75-k. 6.30 in2 68.85 psi 118.8 psi Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A,5 = 13.00 Cf per UBC 2304.3.5 1.20 Be~ing Reg1d @ L~ft = . 0,47 iii Bearing Reg1d @ Right= 0,81 in = center camber = -(1,26 fil Right cant. camber = 0.l81n V4.4D (c) 1983-96 EHERCALC -;; ':.. ' . .,, ., .. Reactions ••• DL MaximUII Left = 0.21 k O.Hk Right = 0.37 k 0.76 k Deflections ••• center = -0.18 in -0.40 in •• : .Dist = 5.66 ft 5.785 ft ••• L/Defl = 802 352 Left = o.cio in 0.000 in ••• L/Defl = 0 0 Right = 0.12. in 0.319 in ••• L/Defl = 670 250 GEORGE R. ·sAIDIDERS ASSOCIATES, KW060361 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 J7 SHEET NO.----,--~----OF ____ _ CA~CULATED BY M & . DATE 0/J i/':[7 CHECt<ED BY / · DATE ____ _ SCAL~ -W~P . ,:,1( ND.:' -bQdf-tt • 2 :; .,, s s , s 1 2 :: " s s 7 s 1 ~ 2 .:. s s 7 c , 2 s .! s 6 7 s 1 2 -~ .; s. £ _7 a 1 2 3 a 5 6 7 a ; z s , 5 G 7 e , 2 :: . r ' ' ~ i . PRODUCT 207·1/Nclis /lr.c. G10100, Mass. 01111. To Oro" PHONE TOLL FREE 1-~215-63,, .. ~· 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~lb -.. 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Groton, Mass~Ot47J.1o Otde1 PHONE 10Lt. ~REE H00-225.s.3BO ..,v ---.--. --· . . -. --···~_,,,...,,...,..~-r-::.-,...,-.....--...... ·-. .. .., ~, ......... ~e,o-.. ,~-..~---.,.,-,---..-------..... -... -...-----.--·----·-·-··,_~... • -------·---·--· -·-····· .... -··· - I I I I I I e I I I I I I I I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Coutt Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 SHEET Nr;>. . \ \ lO OF----- CAL~ULATED BY-'"-~..-::....---'----,~--'---DATE ,b/ll/':17 . CHECKED BY-------DATE--~-- • 2 ~ .: !-e. 1 s · 2 3 ~ s s 7 . s -: 2 $-/. s_ s ., s , 2 :a ~ ::: 6 , s_ · 2 s -. s s t a 1 2 3 .: s e. 7 e 1 2 s , s 6 ; e ~ 2 3 &JZ I 0LJ l~f.-.. :1-· ..... j : ..... _____ .. ... ... . .. ··-.. __ ..... , .. _ ...................... _, .. , ................ . • .......... -....... .,, .......... ~.. ... • " (! Ve z :t43S~J ~)fl) ::: '1~1r , LOI.& . ¢ , . '1---.. <'--=""- : \ • ! \ l . . ' ) II Arn 4X' s;. , .. 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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 JOB -~W2~' ...,_,µ __ · ..... -N=O.._-_--'-________ _ SHEET·NO. ----------~Ci...,]~}=-)_,_ OF--'""------ CALCULATED BY·-114cc=0c.....---------'--DATE -b....,.../1-f-,,..;/._q+-7~---• I CHECKED BY------------,--DATE--------,-- SCA!-E fc1X) bf:AIJl?-SOJ:n+ 12 .:~ 7€123~_5€7et23 567C 22 ,.. .: ~ ~ f· -.3 ~ s 6 e, 1 2 ~ ~ s 6 1 a , .2 3 .: s s 1 a 1 2 . . Ttl r. ... __ : ____ .. 4. ... :-: . P:+ ... ! .. B.~ ........... . ?4'11--: •• : -......... ·--·· ·-· "' ...... ,l.,n, ... ., •• ,_ ....... .,,_ ... , ! . ·r .............. -; ' : .. l .. ·-·-•• ; , .... ' ' ................. ··-··· i . '--·-·········--..... ~"······ 1. . .. ···-·. -· ,. _,:. .... ; j •-.... ,.. x .. (.~ .. ~·" t ~ : "", •• •-"•I• - I ' : ,· i: · ... ------... -· . --...... . ' ~ . -...... •,f-- . ; ...... 1. I· ' ... ......... ·-.' ' . i· ':!·· .. , . . : ··; ... -.-... ' J .. . .. --~--, '•';"' ··-· ... • • ••--• •••• -• -• ,.n,,, •• ,. •• • •-•-• .,. • -• • ••·-·-•m• 8 ' . ' '3 PRODUCT 201·1/Neifs /100 .. G1oloo, Mass, 01471 io Order PHONE TOLL FREE HIXl-211·6360 I I I I I I I I I I I I <() I ...--.. ---~·· . ·Jr ·l () 12, c?f'.'12. • : I i \ .i ,(------- I I I I I I I I I I I I I I I I I I I Purlins Columns SUBJECT Column Base Plate Footing Design SECTION K PLAY PAVILION INDEX SHEET NO. K1-K3 K1 K4 KS I .. ·. I 1<: 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 JOB lt%9L~\D SHEET NO,.-----------------------'K_\ __ OF -,-.-'--:·_5..__-_---- ! ::J \) ·',.rf: ... °' '} CALCULATED BY -,---,-_ ~-@,v\S~· ---===---------DATE CHECKED BY _________ DATE _____ _ •;::.:.st-7B':23,:~e-;s.;2~.:5s-;s,~~~!-67S:23~5C761ZZ..!.567512'34567S . ' rf At-->DtNCr:, SI£~--f-1)C{J!;l.. J?:,~-o..f-f (,)_fig'-~'. S-1'/u./<.{.,~ .............. . • DL ~ ~10 f' JF-(l-->N ~")l.v4 '(,~It'). 1 , LL-:::: _IC:, f .,>f-- 1ye. r ur.,1v1,.; . · \. \ wLL = n, e:, i 'x 1r.. f J(--::::: · 'VO> f d /v$X1 o {:"le,.; I.Jot..,,,. }7,~ (,;? ( x /.:J f.,f, -f /'21 fl~ ~Poo I o /1'1Y X 3-{-:: /b']ff · · · . 1'2-tbf' · . Wi.,•f'Jb: 1'2., (., 'J..' ~ tJ~-:,.-pJ(":'~ ...... 1.r.1 .. ?:: fl..+,-./N)';-rt' 1 0 f"',.r,J -... tiff Cb 1 ~fo ·f'l f>5' 1"':J_brf '. K' &>f.?'" _: ... 7-/ .. i l,C I • -:/-,'Ji,{ t )( n 11/t/~,~~ It' J: "' /0, 3 ~n. ~Df2-i(-1 ~ ; ,1':y~x (q,fy.1z 11!,/· = b.1/6 t,.). ~ (),ODYJH z o.Do'>h ... ;1 ;: i7ij ;.-z.e.1--·,·,;1 ·-· ..... --· · · ........ -.................... · .. · ............. .. ( I {'o/J' I 1 D ... ~ . •.11 •II f 11 I I/\ k\J ',_ .. .:..· _ ..... ,; . ,,. ..:..,. ~' ~ . ' t i . /'I · -: · (8. f?f.· .:srro, r if&: : 1 . , _ _ _ :.: _ : ~-_ = = ~-.:. _____ .:.:+ _ J·L&-4f !-2? ~lf u r ~ 1 ~ • _ "1. ... , .. _. _ . .. -... :. ,.. ...... ., ... ! .... ,1-; ,1/y yJ./.+ilJ. ,"!~ f . : -: ; -• : 1 j~ i1~ 1:.,1 ~ ~/iy I Lr,•' ,r,#-r · -: J - . , .. · . ... ~, 4-#f : 6Pt'WPM-• I ,PRODUCT 201-1{Nci1s 1111c., Gr.01011, Mass.01~71 To O;cer FHONE TOLL Ffi:E 1·~2"bS3&1 I I I I I I I I I I I I I I I I I ' • ,, ! .......... , ... MARTIN & DUNN, INC. _ . STRUCTURAL & C.IVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 MULTI-SPAN STEEL BEAM DESIGN FUNTOWN PLAY PAVILLION PURLINS ---GENERAL DATA ----. 1 --2 - All Spans Simple support?? • YES Span Lengths ft : 12.67 16.50 End Fixity: AISC Section --CALCULATED VALUES--~- Fb -Allowable psi ; fb -Actual. psi' : fv -Actual psi .: Moment lil Left k-ft: Moment lil Right k-ft : Max. Mom. lil Mid-Span k-ft: X-Dist ft: Shears: Left k : Right k : Reactions: Left:D~ad k : Live k : Total k : Right: Dead .k : Live k : Total k : Max. Defl. lil Mid Span in : X-Dist ·ft : -· -BEAM DESIGN DATA ----- Le: Unsupported ·Length ft·: Fy ksi : Section Area in2: Beam Depth in : Beam Width in :· Flange Thickness in: Web Thickness in: Ixx in4 : Iyy in4 : ~ in: APPLIED LOADS Use Live Load on This Span-? Trapezoidal DL lil Left DL lil Right LL lil Left LL lil Right X-Left X-Right k/ft : k/ft : 'k/ft .:. k/ft: ft: ft: ---QUERY VALUES --- Location •.••• Shear Moment Deflection V4.4D (c) 1983-96 ENERCALC ft: k : k-ft : in : Pin:Pi~ p6std -OK- 23760 5366 839 o.o -0.0 3.8 7.35 0.8 1.6 0.35 0.43 0.78 0.70 0.86 1.56 -0.131 6.59 12.67 ·36.0 5.58 6.625 0.000 0.000 0.280 · 28.1 28.10 0.00 Yes 0.17 0.20 0.00 ,12.67 0.00 0.78 0.00 0.000 --. . --~--~------. Pin.Pin p6~td -OK- 23i'60 8992 1079 0.0 0.0 6.4 9.57 1.0 2.0 0.35 0.65 1.00 0.10 1.30 2.00 -0.373 8.S8 16.50 36.0 5.58 6.625 0.000 0.000 0.280 28.1 28.10 O.QO Yes 0.13, 0.?4 0.00 16.50 0.00 1.00: 0.00 0.000 \ . Lego land Carlsbad 96-240 Page: K-2.: (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 I I I MARTIN & DUNN, INC.. . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO; CA 92108 MULTI-SPAN STEEL BEAM DESIGN FUNTOWN PLAY PAV~LLION PURLINS C ••••• cont.i nued) Legoland Carl$bad 96-240 0.00 11111,;11111HIIIIIII o.oo.o 32 . , , , , , , , iidl jj I Iii 11111111 HI I jj 111] 0.36 t tt t l 12.67 i l 16.50 ·l Ml= 0.00 ) \ Page: I< 1 ~'; "'"T-""';:, .• ,,._ •• -~~';"1\;""t,.•.-"-.,:.~-":,t;....,._'l,~ y~·_, ........... ~":W;-..,:-:;'.~-'a <·_-;-::.,_ ,.,.....-.~ --~~.:..-::,_Y""-;;;.>\'d:-...,_...-~-·:u"-~~,.---~~-..,-.-. _ _,....,.. · ._.., __ _,--••-::--•' ___ r _.,;..,....;.,=',•======"' I I I I I I I 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 9-21.08 . STEEL COLUMN BASEPLATE. DES:IGN Funtown Play Pavillion 5"dia col Legoland Carlsb~d 96-240 None None -· --LOAD DATA --'-.-· · 1 -. ---· 2.- Axial Load 2.34 k 3.00 k X-X Axis Moment . 7.30 k-ft 7.30 k-ft AISC Section Name P6std . P6std. --BOLT DATA -- \ Bolt. Tension Capac.ity : 8.00 k 8.00 k \ Bol-t Count Per Side 2 2 . \ Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. from PL Edg~ 1.50 in 1.50 in • PLATE & SUPPORT DATA · Baseplate Depth 11.00 in 11.00 in II• Width 11.00 i,n 11.00 in Support Area Depth 2.cOOfo 2.00 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 0.00 in F.lange Thickness o~ooo in 0.000 in ·Web Thickness 0.280 in b.280 in --PLATE DESIGN -- Min. Required Thickness 0.440 in, 0.433 in Plate >.nalysis Method : 1 1 Tension Force per Solt : 4.25 k 4.12 k Bearing Stress· 547.93 psi 552.27 psi Allow Bearing ••• Per ACI 10.15 1376.93'k 1376.93 k Per AISC J9 1077.2~ psi 1077.25 psi Max. Plate Capacity for· Allowable Bearing •• :.· 130.35 psi 130.35 psi -PLATE ANALYSIS - Actual Plate Thickness : 0.625 in 0.625 in Max Allow Plate Fb ~5.91 ksi 3s:·91 ksi Actual fb 16.06 ksi 1'6.30 ksi ) P~ge: k y. ' V4.41> Cc) 1983-96 ENERCALC GEORGE R', SAUNDERS ASSOCIATES, KW060361 ~:; . . . . . .. ~-t:_7~~~"7"~~~ ... ~ .. 7"J-'"'' .. -,~~ ... .,:-~ .... -~':'"••--.\ ... ,._;'-:"•.--(7J.~ ...... '1'~·-....... ~ ........... --------- I I . t]) 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 Funtown Play Pavitlion, typ 511dia col. ' , _-:,, .: . Legoland Carlsbad 96-240 Date,: 06/17 /97 / Page: Of"-f .., \ -----DESIGN DATA ---------;.....;..;· · AXIAL LOADS ----------------DIMENSIONS------ Allow. Soil Pressure = 2500.0 psf Dead Load --3.00 k - ••• Short Term Increase = 1, 33 Live Load = 0.0 k Base Pedistal Height = 2.00 in Short Term Load = 2.0 k Seismic Zone· = 4 ... Ecc. Along X-X Axis· = 0.00 in Overburden Weight = 110.00psf .,..Ecc. Along Y-Y Axis = 0.00 in Live & Short Term Loads Don't ~ct Together Concrete Weight = 145\0 pcf --Y-Y AXIS ROTATION FORCES ---X-X AXIS ROTATION. FORC!:S --- •••. Pressures@ Left/Right Moment: DL = LL = Short Term = Shear: DL = LL Short Term = 0.0 k-ft 0.0 k-ft 7.3 k-ft 0.00 k 0.00 k 0.77 k •••• Pl'essures@ Top/Bot ·Moment: DL = LL = Short Term= Shear: DL = LL = Short 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 = 3.25 ft Length Along Y-Y Axis = 3.25 ft Thickness = 18.00 in Column Dim. Along X-X Axis= 4.00 in Column Dim. Along Y-Y Axis= 4.00 in -------------'---------,-----,---,---'-'--SUMMARY -,----'"---'-----'--------------- ------Soil Pressure--------------Mom~nts & Shears ----,.--- D+L D+L+ST "!_ax. Allowable Max Pressure = ·611.5 psf . Mu/Phi = 3.0 k-ft Allowable Pressure = 2500.0 psf 'X' Ecc. of Resultant = 0.0 in 'Y' Ecc. of Resultant · = 0.0 in . 2843.1 psf 3325.0 psf 12.i in o·;o in vu:1 way. = Vu:2 Way = 9verturning Ratio=• 4.4 psi 6.2 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 AC! Eq 9-2 ACI Eq 9-3 = = = = Leh 6'11.5 psf 0.0.psf Left !356.1 psf O:O psf 0.0 ps't · Riglit 611.5 psf 2843.1 psf Right 856.1 psf 3980.3 psf · 2894.9 psf --------...:....--FOOTING DESIGN ---,------'------.;.,.--- f'c Fy = = Rebar CL Clear to Soil = 3000 psi . '·m'= Fy /(.85f'c) 60000psi Vn:1 .... 2(f'c)",5 3,5 in Vn:2 ••.• 4(f'c)".5 = 23.5$ = 109.54 psi = 219.1: psi: Min. Steel¾ = 0.0014 FACTORED SHEAR· FORCES ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two-Way Shear = 3.07 psi 6.18 psi 4. 79 psi 186.23 psi One-Way: Vu@ Left = 0.48 psi -0.66 psi -0.42 psi 93.11 psi One-Way: Vu@ Right = 0.48 psi 4.42 psi 3.27 psi 93.11 psi One-Way: Vu@ Top = 0.48 psi-0.84 psi 0.66 psi 93.11 psi One-Way: Vu@ Bottom = 0.48 psi 0.84 psi 0.66 psi 93.11 psi FACTORED MOMEN,:s ACI 9-1 ACI 9-2 1 ACI 9-3 Ru As Req'd Top 611.5 psf 800.9 psf Top '856;1 psf 1121.2 psf 815.5 psf Mu/Phi@ Left = 0.5 k-ft -0.5 k-ft -0.3 k-ft 2.6 psi -0.244 in2/ft Mu/Phi iil Right Mu/Phi@ Top Mu/Phi@ Bottom Factor of Safety: Factor of Safety ·: = 0.5 k-ft 3.0 k-ft 2.2 k-ft 14.2 psi = 0.5 k-ft 0.8 k-ft 0.6 k--ft 3.7 psi ·= 0.5 k-ft 0.8 k-ft 0.6,k-ft 3. 7 psi SERVICE LOAD OVERTURNING STABILITY Y -Y AXIS X -X AXIS = = Static --None-- ---None-- ·' Short Term 1.60 :-1 --:None-- '_,, ; ·i .. • '. -·;~ ._:~~·.' •• 't-•.;,,-r~.--" :}t. ·-· ... 0.244 in2/ft 0.244 in2/ft Q.244 in2/ft Bottom 611.5 psf 800.9 psf Bottom 8~6.1 psf 1121.2 psf 815.5 psf _ V4.4D Cc) 1983-96 ENERCALC-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 L HELICOPTER RIDE SHADE STRUCTURE INDEX SUBJECT SHEET NO. Lateral Analysis Column Base Plate Footing Design L1 L2 L3 I 1ct I I • . . . MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission <:::enter Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497.2ils Fax (619) 497-0429 JOB LGbOt.A(VI) (kLS'BA-v St-lEET NO. --------=L=f,___ OF---,-~__,...-· --- CALCULATED BY--'-~.;......,_...._._· ___ DATE _:ft_u.~~-: t=_l,-''f---'';J-'--_ CHEC~D BY------------DATE _____ _ . As:SVMP,"'(1~,-..J.J.., ... _.;. .............................. ; .. . I I I I I , DI? '2.. p~ J LL=-'0 f.JF-I \,Jl,vO "" J'S,':¾-f ..r(-V~(, .11/2.. P..sr-.JJ€'1 l-fo12.-'b 1-P t. ?.° f /.f-'>< , 2., ,' -: . ?a (01, 7. ;: ,i,.,'l -f g ·.:·. I ~;;-:·: q,2' -~---r<D I I I 12.,1 ! I i I i ---7./-q. ~.'S' -w I I I I I ,, LMGfZ/1,1_ y'\)b;"O Or,.) 1~P!Plf C,ot...,r _ - ~1~' '2.0.,LL:$7. < ~.::-,C,G(~.:-._/oC><7b'it-rl:=--i:;,JKn/. ... ~-....... , . . .. ~ Gt.tf x(S,~x 11.)3 '}x-Z?~'J >c l,"2.-3,,,-t ~SC .D.lJLX'-r11Z··.v-,1.~1,,/t~h,= _O.:'i2''.,.= o·,o.o?o Co·h . . . . -:· ... -~ ··-.... ··-' -.. .... . .. ~-~-" --~--- ' I ~ ... -........ J~ ~ \&1~ X 'l ,i- , I : ..... -............. . :.-?{~--:,.. I . . : . u ; ... · ·" Ii~~~ 7/gx./":/l'C/04 ~J 4 ,~ ~A,e,, •••• 00 O ____ i,,,_ .. ••••••••-••·---•••••-·--~.--0000 ,•• ·-·-o ---·•'<M>-•••••••-•••~•0 , ... ,~ o•••,-o ,._ , •<••• OoHO llo-.o•J,,,; _,., .... ,,, :h•••~ __ ._ -~•,• .. •••••---"-••••••••t ---• Oo 00# • .,_ ~••••••-•••• • • <••• o•• ' ! ... I . . .. . . ~ .•... 1· .. -.... ·· .. : j -. or. ' .. . 'r . « 1:>-(r-1c_~,'-x(-<o fkV f1v--' ' •3 . . . . . ~ -~ , . .. :, ' Pl-+_~·-ir t~. v~ . ·. -. , I ! I I@··'· £ ·_:. -:~: l ••••• ,. :.~- I MAR'l'IN & DUNN, INC. . . . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT.SUITE 400 SAN DIEGO, CA 92108 . STEEL COLUMN BASEPLATE DESIGN HELICOPTER SHADE STRUCTURE TYP COL. Legoland Carlsbad 96-240 Date: 06/16/97 None None Page: I I I I I I --LOAD DATA --. --· 1' --. --2-- 1/0 ·-./]) I I I I I I io •.• ,_,r l· ~ i ' \ \ \ V4.4D Cc) 1983-96 ENERCALC Axial L98d X-X Axis Moment AISC Section Name · --BOLT DATA--. -- Bolt Tension capacity : Bolt .count -Per Side Anchor Bolt Area Bolt Di~t. from PL. Edge • PLATE & SUPPORT DATA · Baseplate Depth II Width Support Are~ Depth. Support Area Width -· -MATERIAL DATA - t•c Fy Load Duration Factor AISC Section Depth Flange Width •' Flange Thickness Web Thickness --PLATE DESIGN -- Min •. Required Thickness: Plate Analysis Method : Tension Force per Bolt : Bearing Stress Allow Bearing ••• Per ACI 10.15 Per AISC J9 Max. Plate Capacity for Allowable Bearing •• :. -PLATE ANALYSIS -- Actua L P Late Th:i ckness :· Max Allow Plate Fb Actual fb fL-a-:s--;;:,,~-·--:.:~~~-":-:::.:~:--~>-: ... ;:--·, ... -... ~:: ... ,...,_ .,-,..,,-;.. -~-~---.= . ...:.....~~ 2.00 k 0.20 k 5.50 k-ft 5.50 k-ft · P4std P4std 8.00'k 8.00 k 2 2 . 0.440 in 0.440 in 1.50·in 1.50 in 10.00 in 10.00 in 10.00 in· 10.00 in 2.00 in 2.00 in 36.00 in 36.00 in 3000 psi 3000 psi 36 ksi 36 ksi 1.33 1.33 4.50 in 4.50 in 0.00 in 0:00 in 0.000 in 0.000 in 0 .• 237 in .0.237 in 0.514 in 0.498 in 1 1 3.81 k 4,23 k 574.85 psi 558.07 psi 1514.62 k 1514.62 k 1184.97 psi 1184.97 psi 118.50 psi 118.50 psi 0.625 in 0.625 in 35.91 ksi 35.91 ksi 24.25 ksi 22;83 ksi GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I ID I I MARTIN & DUNN, INC. _ STRUCTURAL & CIVIL-filNGINEERING 7801 MISSION CENTER CT SUITE. 400 SAN DIEGO, CA 92108 GENERAL.FOOTING DESIGN HELICOPTER SHADE STRUCTURE TYP 411DIA STD.PIPE Legoland Carlsbad 96-240 · Date: 06/16/97 P~ge: -OF2> ----DESIGN DATA---------AXIAL LOADS -----------DIMENSIONS------- Allow. Soil Pressure = 2506.0 psf Dead Lo~d = 0.2'0 k ••• Short Term Increase = 1.33 · Live Load = O.Ok Base Pedistal Height = 2.00 in Short Term Load = 2.0 k Seismic Zone = 4 ... Ecc. A tong X-X Axis ... 0,00 in Overburden Weight = 110.00 f!Sf ••• Ecc. Along Y-Y Axis = 0.00 in Live & Short Term Loads Don't A~t Together Concrete Weight = 145.b pcf I --Y-Y AXIS ROTATION FORCES ----X-X AXIS ROTATION. FORCES -- •••• Pressures@ Left/Right Moment: DL LL = Short Term = Shear: DL = LL ,_ Short Term = o.6 k-ft b.d ~-ft 5.5 k-ft 0.00 k 0.00 k 0.65 k ••• -.Pressures lil Top/Bot Moment: DL = LL = Short term= Shear: DL = LL = Short Term= O,Q 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 Axi.s = Thickness = Column Dim. Along X-X Axis= Column Dim. Along Y-Y Axis= 3.33 ft 3.33 ft 18.00 in -4.00 in 4.00 in --------------------------SUMMARY----"""-----'--'--------"'---------- Soi.l Pressure Moments & Shears D+L D+L+ST Max. Allowable Max Pressure = 345.5 psf 2177.8 psf Mu/Phi = 2.1 k-ft Allowable Pressure = 2500.0 psf 3325.Q psf Vu:1 Way 4.4 psi 93.1 psi- 'X' Ecc. of Resultant .... o.o in 13.5 in Vu:2 Way = 3.3 psi 186.2 psi 'Y' Ecc. of Resultant = o.o in 0.0 in overturning-Ratia= Service Load Press4res •••.• DL + LL Dead+live+Short Term Factored Load Pressures •••• ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = = = = = Left 345.5 psf 0.0 psf Left 483.8 psf 0.0 psf O.O·psf Right 345.5 psf -2177.8 psf Right 483.8 psf 3048.9 psf 2333.4 psf --------'-----FOOTING DESiGN -------------------- f'c = 3000 psi Fy = 60000 psi Rebar CL Clear to Soil = 3.5 in Min. Steel ¾ = 0.0014 'm'= Fy ./C.85f'c) Vn:1 ••• 2Cf'c)A.5 Vn:2 ••.• 4(f' c)A.5 = = = 23.53 109.54 psi 219.1 psi ----------FACTORED SHEAR FORCES---------------- AC! 9-1 ACI 9-2 Two-Way Shear = 0.20 psi 3.31 ps.i = . 0.12 psi -0. 76 psi One-Way: Vu@ Left One-Way: Vu@ Right One-Way: Vu @ Top One-Way: Vu@ Bottom = = 0.12 psi 4.37 psi = 0.12 psi 0.58 psi 0.12 !)Si 0.58 pSi ACI 9-3 2.99 psi -0.49 psi 3.44 psi 0.54 psi 0.54 psi Vn * Phi 186.23 psi 93.11psi 93.'11 psi 93.-11 psi 93.11 psi -------------FACTORED MOMENTS -------'"---------- 1.5 :1 Tqp 345.5 psf 525.9 psf Top 483.8 psf 736.3 psf 563.5 psf ACI 9-1 ACI 9-2. 0ACI 9-3 Ru As R~'d Mu/Phi@ Left Mu/Phi lil Right Mu/Phi@ Top Mu/Phi lil Bottom = 0.0 k-ft -0.6 k-ft -0.4 k-ft = O.Ok-ft 2.1 k.;..ft f.7k--ft ' = 0.0 k-ft 0.3 K•:ft o·., k-ft = 0.0 k-ft 0.3 k-ft 0.3 k-ft 2. 7 psi 10.1 psi 1.6 psi 1.6 psi -------SERVICE LOAD OVERTURNING STABILITY --------- Factor of Safety. : Y -Y AXIS = Static -None- Short Term 1.48 :1 --None--Factor of Safety: X -X AXIS = -Nohe- -0.244 in2/ft 0.244 i_ry2/ft _ Q.244 in2/ft 0.244 in2/ft 1.5 :1 No Good! Bottom 345.5 psf 525.9 psf Bottom 483.8 psf 736.3 psf 563.5 psf V4.4D Cc) 1983-96 ENERCALC. GEORG~ R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I I I I I I I SUBJECT Roof Framing SECTION M DRIVING SCHOOL INDEX Lateral Analysis and Column Column Base Plate Footing Design SHEET NO. M1-M5 M6 M7 M8-M9 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 2Sl567S1 2 :; ~ 5 E 7 f-i . . I ~~ OtAtVtf.i'r ~L ~-~- JOB LSYJL~~vJ SHEET NO. \A~ OF CALCULATED. BY 12..M.r ' DATE CHE~EDBY DATE 9e!lll!I!"! 0\2\'11~6: Sl~ E 7 s 2 ;J ' 5 6 7 8 ' 1 2 3 ~ s 6 7 e 1 2 ,;:f,e,V '-1,,J '. -'Dl-c .::::_ . f '8 f:-.... r-._ ... :: .... 1,__~ /'Jr.: ......... \.tJ!NO.::=:_lR,.~ fsf .. At-J.t. ... P1M1i.-,tL ......... , .......... t ................................. ····; ._ ... . I LL. := 7-0 Psf; 11:) fsF. ow: -· PL A,..r[ 0 tJ 4;. JS"f ft . . \ /foor;. ,;-oi°'.>1 . \ rz' SfA.,.; , __ . . . 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To Order PHONE TOLtfREE 1-&00-225-6380 . -. --.~~-.'!'"""~·-~~, _:...,,• ,.,,_~-,..:.--.---.-~~~,d•· ,, . .,,,.,~~~#mJ:~~~.;._~,.',~.'~'l,;~':'(I:~ :~~:It~~~~:, -.,:=~~;~'-~~~b~~-::J.':e"CT°V"7~''"-'-•'~,• ~ ,.,_ .. .,_•,., '."=~~~$.,S,IC~~1j I le i~:~:~-::J I I I I I I I I I I I I 1.0: ...... . :/··?: I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MIS.SION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN DRIVING SCHOOL FLAT RA.HER AT 4 FT OC BEAM DATA. Timber Section 2X12 End Fixity Beam Width = 1.500in . Elastic Modulus Beam Depth = 11.25 in Beam Density .. = = Pin:Piri PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS ' ·center Span SPAN DATA 1700000 psi Left Cantilever 3$.0 pcf Right cantilever = = = Lamination Thickness = ().00 in Loag Duration "Factor = 1.25 UNBRACED LENGTHS Fb -Bending = 1000 psi Beam \,It. is Added to -Loads .Le :. Center Span = Fv -Shear 9? psi End Shear Calc'd at Support · Le : Left Cant. = Fe -Bearing = 625 psi t.e: Right Cant. = 12.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 ft ----------------------APPLIED LOADS·-,---------------------- Uniform Load@ Center Span: DL·= 100.0 plf LL= 80.0 plf --------------------'--SUMMARY.,.._---------------------------- USING 1.500 x 11'.250 Beam;, .Bending = 100 .. 54¾, Shear = 82.68¾ Max. Pos Mom @ 6.00. ft: 3,31 k-ft Sh~ar: Max. @ Left = 1.10 k ·Reactions ...•• DL ·Maximum Max. Neg Mom @ 0.00 ft: 0.00 k-ft •••. used f.or dsgn = 1.66 k Lef,t = 0.62 k , 1.10 k Max @ Left = 0.00 k-ft .... Area Req'd = 13,95 in2 Right = 0.62 k 1.10 k Max @ Right = 0.00 k-ft Max. @ .Right = .1.10 k Max. Allow Moment = 3:30 k-ft ..... used for dsgn =· 1.66 k Deflections •.• fb : Max. Actual = 1256.8 psi •••.• Area Req'd = 13.95 in2 Center -0.16 in -0.28 in Fb : Allowable· =· 1250.0 psi. fv Max. Actual = 98.19 psi •... Dist = 6.00 ft 6.000 ft Fv : Allowable --118.8 psi ... L/Defl = 897 507 Ck= .811(E/Fb)A.5 = 29.91 Left = 0.00 in 0.000 in Rb= (LeD/BA2)A.5 = 0.00 Bearing Req'd @·Left - Cf per USC 2304.3.5 = 1.00 Bearing_Req'd@ Right~ 1,18 in ... L/Defl = 0 0 1.18 in Right. = 0.00 in 0.000· in ••• L/Defl = 0 0 Center camber = -0.24 in 180 . . 11111101111111111111111om11011110111111111111111111111111111101111111111011111110011011 + + I I I I I I I (:-:=.)., I';.:::~-- 1 I I I I MARTIN _& DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTE·R CT SUITE 400 SAN DIEGO, CA 9210.8 STEEL BEAM DESIGN DRIVING SCHOOL CENTER BM ----BEAM DATA -..--- Center Span Length = 40.50 ft AISC Sect·ion Left cantilever = o.oo ft Section ·Depth Right Cantilever = 0.00 ft web Thickness Unbraced Length = 0.00 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load No~ Acting with Short\Term Section Area Fy = 36 ksi Section Weight Load Duration Factor = 1.25· rT, y Beam End Fixity : .Pin:Pin \ = = = = .. LEGOLAND CARSBAD ·96-240 RMS · i>UPLO .DRIVING SCHOOL STEEL SECTION DATA w12x45 12.06 in Ixx 0.335 in Iyy 8.05 in sxx 0.575 in syy 13.20 in2 r:xx 44.82 # r:yY, 2.15 in i ~age: M ~ = 350.00 in4 = 50.00 in4 = 58.04 in3 -= 12.43 in3 = 5.149in = 1.946 in -----------------------APPLIED LOADS -----"---------------------------------------------Uniform Loads ..,... _________________________ _ Dead Load Live Load Distance To Start Di.stance To End = = = = 0.31 k/ft 0.20 k/ft 0.00 ft 40.50 ft --------------------SUMMARY---------------------- USING w12x45, Max Stress Ratio= 98.09¼, Min Defl. Ratio= 148.21 --------TABULAR' SUMMARY OF LOAD COMBINATIONS -------- Maximums... Actual . Moment = 112. 7 ••••• Stress= 23.31 Shear = 11, 13 ..... Stress= 2. 76 Deflection = -3.279 fb / Fb : ¾ max fv / Fv : ¾ max Min. DL Defl Ratfo = Min. TL Defl Ratio= Allowable· 114.9 k-ft 23.76 ksi 58.18 k 14.40 ksi 0.981 0.191 230.97 148.21 Moments •• M+ a1 Center M-ii) Center iil L~ft lil Right Shears ••• iil Left al Right Deflection •• lil Center al Left lil Right at 0.00 ft R~actions al Left Reactions ii) Right LL= 0.20 kif . . . 1111111111111111111111111111111111111111ot;: o.31 k1ij1111111111111111111111111111111111_11111 = = = = = = = = = = = = ·Placed for Max 112.7 · 11.13 11..13 ..,3,279 0.000 0.000 11.13 11.13 Mmax·• 11:z;7~ft-k • Mmtn • 0.00 ft•k: • Dead Load+ Loads Placed as follows Dl. LL LL+ST LL LL+ST Only ·cilCntr lilCntr @Cants iilCants 72.3 112.7 0.0 cLo 0.0 k-ft -o.o o.o o.o 0.0 o.o k-ft O.Q 0.0 0.0 o.o 0.0 k-ft 0.0 0.0 0.0 o.o 0.0 k-ft 7.14 11'.13 0.00 0.00 0.00 k 7.14 11.13 0.00 o.oo 0.00 k ,.;2.104 -3.279 -2.104 0.000 0.000 in 0.000 0.000 0.000 0.000 0.000 in O.OOP. 0.000 0.000 0 .• 000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 7.14 11.13 7.14 0.00 0.00 k 7.14-11.13 7.14 0.00 0.00 k I f ..... .. t I @ t--1 ________ 40=--.so ----.-fl I I ---~~~ -~~--~ --··. ~ . ~.~;._. .. 1;;:,_;::z!.\~~~~;~1~~m,1~~-f§.~:::-.·•,!·~t~·:"~:-(...!---~,.--:: ..... ~~ ~-... !•.:~-~~~1l°:";.~.-.,..-.-£-=~•i!.'!:..~.,,~~*-T-;~~;7:7.::'~~!l•.:t~~~~T~~~A.7.": ~.,!,!·~~;r1~:.~.~ .. ,;.:if:!:;~--:iG°'::.,?-r,.~:~ .• ·.-:•.~.-.-_. .• -.:"'.•·.·,"'::..~, .. I l@···-t·.·--:-. \"·•·· ,:.: I I I I I I I cg·-.·. ..... I ~/;:: I I I I I I ~® I I i" MARTIN & DUNN, INC. STRUCTURAL & . C_IVIL ENGINEERING 7801 MISSION ·CENTER CT SUITE' 400 SAN DIEGO, CA 92108 STEEL BEAM DESIGN DRIVING SCHOOL CENTE~ BM ----BEAM DATA ------- Center Span Length 40.50 ft Left Cantilever = 0.00 ft Right Cantilever = 0.00 ft Unbraced Length = 0.00 ft Beam Wt. is ADDED To applied loads Live Load Not Acting ,w1th Shortj Term Fy = 36 ksi Load Duration Factor = 1.25 Beam End Fixity : _Pin: Pin AISC Section Section Depth Web Thickness Sect.ion Width Fl~nge Thickness. Section Area Section Weight rT, y = = = = = = = LEGOLAND CARSBAD · 96-240 RMS DUPLQ DRIVING SCHOOL STEEL SECTION DATA - w~4x43 13.66 in Ixx 0.305 in Iyy 7.99 in sxx 0.530 in Syy 12.60 in2 r:xx 42 .. 78 # r:yy 2.12 in I ~age: = 428.00 in4 = 45.20 in4 = 62.66 in3 = 11.31 in3 = 5.828 in = 11.894 in ----,-----,------------APPLIED LOAQS -----------------....------ ------------------Uniform Loads ----------------------- Dead Load Live Load Distance To Start Distance To End = 0.31 k/ft = 0.20 k/ft = Q.OQ ft = 40.50 ft ----------...,,....---,--------------SUMMARY-----------------------.....;...- USING w14x43, -Max Stress ·Ratio= 90.52¾, Min Defl. Ratio=· 181.92 --........,..----TABULAR SUMMARY OF LOAD COMBINATIONS__. ___ ...;__ __ Maximums .•. Actual Allowable Moment .-112.3 124.1 k-ft ..•.. Stress= 21..51 23.76 ksi Shear = 11.09 59.99, k ••••• Stress= 2.66 14.40 ksi Moments •• M+ iii Center Deflection = -2.672 M-iii· Center fb / Fb : ¾ max 0.905 iii Left fv / Fv : ¾ max 0.185 iii Right Min. DL Defl Ratio= 284.09 Shears ••• iii Left Min •. TL Defl Ratio = 181.92 iii Right Deflection •• al Center iii. Left iii Right at 0.00ft React.ions al Left Reactions . iii Right LL= 0;20 kl f . 111111111111111111111111111111111111111IDL= o.31 t1~111111111111111111111111111111111111111 t l 40.50 t • J = = = = = = = = = = Placed for Max '112.3 . 11~09 n.o9 -2.672 O.OOQ 0.000 11.09 11.09 Dead.Load+ Loads Placed as follows DL LL LL+ST LL LL+ST Only iilCntr iilCntr @Cants @Cants 71.9 112.3 0.0 0.0 0.0 k-ft _-0.d O.Q 0.0 0.0 0.0 k-ft 0,0 o.o 0.0 0.0 o.o k-ft .o.o 0.0 0.0 o.o 0.0 k-ft 7.10 11.09 0.00 0.00 0.00 k 7.10 11.09 o.oo 0.00 0.00 k -1.711 --2.672 -1.,711 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 o·.ooo 0.000 0.000 0.000 in 7.10 11 .. 09 7.10 o.oo 0.00 k 7.10, 11.09 7.10 o.oo 0.00 k 112.311 · Atff fllllllllllllllllllllllllllb1~~ ~ ---__ .... _ ._: ---·-· - -~........ t~'-~~ .... -:J .. ':. .-.l!:t.;;·t·A:!.r'..,:~~w~~~~.._ .......... , ... c;::.;~.1 ... 1,1~-'t;·!~:;¥''-.,.,~ ••"!_,-,.::::-~~-?"~·~ .,ir.!~-;i-;r-,~~-=-.;-1:--o:tt i. t,v, .. ~~ ........ ~~'l~..7.'~-~~~~~~~-~~..,..;::;.;.-. ,•,..t·"'7~--::7-";">''" I I I I I I I I I I 1 ...... ·\) I I ~RTIN & DUNN, INC. . STRUCTURAL.& CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 LEGOLAND CARSBAD 96-240 RMS SAN DIEGO, CA 921°08 . DUPLO STEEL BEAM DESIGN DRIVING SCHOOL, LONG EDGE BM BEAM DATA Center Span Length ... 40.50 ft Left Cantilever --0.00 ft Right Cantilever = Q.00 f.t Unbraced Length = O.OO·ft Beam Wt. is ADDEO To appli~d loads Live Load Not Acting with Short\Term Fy Load Duration Factor Beam End Fixity Dead Load Live Load Distance To Start Di~tance To End = 36 ksi ·-1.251 : Pin:Pin = 0.20 k/ft = 0.13 k/ft = O.QO ft = 40.50 ft DRIVING SCHOOL / Page: STE.EL SECTION DATA AISC Section w12x35 Sect.ion· Depth = 12.50 in Ixx = 285.00 in4 Web Thickness = 0.300 in Iyy = 24.50 in4 Section Width. = 6.56 in sxx = 45.60 in3 Flange Thickness = 0.520 in Syy = 7.47 in3 :section Area 10.~0 in2 r:xx = 5.260 in Section Weight = 34.97 # r:yy = 1.542 in rT, y = 1.74 in APPLIED LOADS Uniform l,oads ------------"-'-----------SUMMARY-------'-----'-------'------------ USING w12x35, Max Stress Ratio = 82.43¾, Min Deft. Ratio = 182.8? Maximums .•• Actual .Allowable Moment = 74.4 90.3 k-ft ••••• Stress= 19.58 23. 7,6 ks-i Shear = 7.35 54.00 k ••••• Stress= 1.96 14.40 ksi Deflection = -2.658 fb / Fb : ¾ max 0.824 fv / Fv : ¾ max 0.136 Min. DL Defl Ratio = 283.61 Min. TL Defl Ratio= 182.82 _ ......... ________ TABULAR SUMMARY OF LOAD COMBINATIONS ___ ....__ ____ _ Dead Load+ Loads Placed as follows Placed DL LL LL+ST LL LL+ST for Max Only a1Cntr @Cntr @Cants @Cants Moments •• M+ al Center = 74.4 48.0 74.4 0,0 0.0 0.0 k-ft M-@ Center = ~ Left = ii) Right = Shears •.• ·• li) Left al Right Deflection.. @ Center · = @ Left = = at = @ Right 0.00 ft = Reactions al Left = Reactions al Right = 7.35 . 7.35 -'2..658 0.000 0.000 7.35 7.35 0.0 Q.0 6.0 4.74 4 .. .74 -1.714 0.000 0.000 0.000 4.74 4.74 0.0 0.0 o.o 0.0 k-ft 0.0 0.0 0.0 0.0 k-ft o.o 0.0 0.0 0.0 k-ft 7.35 0.00 0.00 0.00 k 7.35 0.00 0.00 0.00 k -2.658 -1.714 0.000 0.000 in 0.000 0.060 0.000 0.000 in 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 0.000 in 7.35 4.74 0.00 0.00 k 7.35 4.74 0.00 0·.00 k LL= 0.13 kif . . ••••· ><cw•• "~" ,~::1~~h1~ 1111111111111111111111111111111111111111ot= 0.20 kit 111111111111111111111111111111111111111 Mmtn • ·o.oo ft-k • 0 .. 00 rt · Ymox• 7•55 klpo • o.oo fl 7 ·]111111111111111111111._, Ymin• •7.35 kjpa • •0.50 ft • 7 , 35 .,~ LULU&IILIILll....._....,••••••.........,11110.......-1111111....,...mm o.oon DmaX • , 0.00 in~ '"'" '®~ 7 t t Dmtn • ·2.66 in • I .40.50, I I 10 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 PJ,one (619) 497-2118- Fax (619)_ 497-0429. JOB LE&o LA,.J) <;Aft.Ln;>A-D SHEET NO. ------,---------'-ty\--'-"(:,'----_ OF----'---- CALCULATED BY-,--'-~-~-----DATE CHE~KED BY.,.., -'------'-'----DATE _____ _ _. ~f),2.\,__,;._;..V.:..;...1u_Cr_S_~;..;..-_t.. ______ _ ••• E, ' h,l,vO~ /'2.-rJ'x lfC,,$1'k/g,';J('~:: ~ =--:f,t;J,(. 41t~~----:-~S : ~-~ , 161 (:0 ,5 J-/2,; 7 ,t 'ZS r~L ;::; 4. q °It'--r'--'@.--C--[)~) _____ ~_r.._,45'_' _____ a1' . \.; j 1 '1<-2 k I 2.. 1; k ff ft¥/ -J-Jl'.1,j~t-,i<-· ___ ..,...._~...,· o_ • .::;..5' ___ -,-~---+tr-:,1'- . . . ~ 'J)fflf1"~--:'1-,fi,8K~'2 e.-tt..: 1 .B A:)(tfrL. .-:;; 7,~'tJ'-1. + 7{_1.'Dr?r)_. 1.,~~'i,1"i.:i-- 1.$..c,.,_,;,_,o --CoL. '---i,___-.r . -~eD ' ~~ -+----''-----------~---' ~~ < ~- . ~ -= -~ .J. >f ;c {11;r k'iz) 1 ::-· ···0---'-1 /( ,,. ; ,, oo·rH; ·<--·:. oc; 6 !-t" ·/-·· -~ ;tc-·1.?€-j,.. 7,.-;:;7 !rJ"' I l/~ I .. C -~ .. IO'l ... -.• -·· · .......... {( -----··-· . .. ·-··--·· .. . . • • i .. . -IZ f6 51_ o ft f € {;o<-. I i 5€~ '11 ,, -,t·p} ~c.. - . . A '-I. )c. , . a·tJ I : ---....... -----... -· --·· t··---------------.. : .. ~--~ .·.; .... : __ -______ ...................... --------___ . --· ... ____ ..... :.;. ___ w/_ 4 .. :: .... 1.fy/.'r.1__ . A:,_ijt, __ Ct.<?._~:: ____ ,,{~ __ g~'Ji .... ~-----······· I 'T'i - -, _--,1-· ----_.--_ --< ?m f1Ji~.;;A)o 1G..··1l .... }: .. ,. . . . i _.< : : .-/1" ~--_i_H-v--_ ... _:·;c,,,_·· \. '.w ·_· . . _: .. . . . -.. :~. ..... -·-··---vi I 7 ~-:, c;,rrn ~ ... ,u, ( I .__ __ N_M_• -~-.. -~-.. ---N-M -.-.,,-.. -~-~------,N-.,-.-.. -.. -..... =---.--... -... -.. -.,,-.. -... -Q,!-. _-., -.,-'.-~-, --.,-~-,,---.,-.... -.-,lf:-.. -~-Q-.--N-M -.-.,,-.. -~-.. ---.,-., .... • .._ PRODUCT 2i)7•1 tA'i:iffjln:. Grolo::., Mass. 01Ji1 To Order Pr!ONE TOLL FREE 1-600-225-6380 . . t----....,__...,,_..,_....._..,. •·J..>r>~;~•_.0,u1t -l -~~'"-.:.:.,. •~ ,., r=-;:_~,:--'.:'~·••Y"h7 ~--;t~,:;-,:r,~----...,....":'.,";..,_.~_..-~;-x~__...,......-.,_..........,._.._...,....,.....r-r:::r~--.. -.7...._-....,...,..._..,..._.,.~ ---..,..~~~-~ •7:-z-:;.:.-:-..........._.,.~ .. ~""",.....?';!'"-<7"S I I@::.•: k.-:: '-;.',/ I I I I I I I ~ I ([:-) 1. I I I I I 19 I I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT 'SUITE 400 SAN DIEGO, CA 92l08 . STEEL COLUMN BASEPLATE DESIGN DRIVING SCHOOL \ Legolanct Carlsbad 96-240 None None --. LOAD DATA ---.-· 1 ----2-- Axial Load 13.40 k 5.~o k X-X Axis MoJ!lent 43 •. '70 k-ft 43.70 k-ft AISC Section Name P12std P12std -:-BOLT DATA·- \ Bolt Tens,on Capacity : 16.00 k 16.00 k I Bolt Count Per Side 2 2 \ Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. fro.m PL Edge: 1,50 in 1.50 in • PL.ATE & SUPPORT DATA • Baseplate Depth 18.00 in 18.00 in II Width 18.00 in 18.00 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 3d00 psi . Fy 36 ksi 36 ksi Load Duration Factor 1.33 1.33 AISC Section Depth 12.75 in 12. 75 in Flange Width o.oo in o.oo in Flange Thickness 0.000 in 0.000 in Web Thickness 0.375 in 0.375 in --PLATE DESIGN -:- Min. Required Thickness: 0.701 in 0.688 in Plate Analysis Method : 1 1 Tension Force per Bolt : 13.65 k 15.36·k Bearing Stress 1076.88 psi 1067.95 psi Allow Bearing.;. Per ACI 10.15 3570.00 k 3570.00 k Per AISC J9 27.93.00 psi 2793.60 psi Max. Plate.Capacity for Allowable Bearing •• :. 904.93 psi 904.93 psi .-PLATE ANALYSIS .-.. - Actual Plate Thickness : 0.750 fo O, 750 in Max Allow Plate Fb 35.91 ksi 35.91 ksi Actual fb 31.33 ksi 30 •. 21 ksi 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 MARTIN & PUNN., INC. . . STRUCTURAL & CIVIL ENGINEERING. .. 7801 MISS!ON CENTER CT SUITE 400 SAN DIEGO,. CA 92108 GENERAL FOOTING DESIGN DRIVING SCHOOL ----DESIGN DATA ---- Allow. Soil Pressure = 2500.0 psf Dead Load- •.. Short Term Increase = 1.33 Live Load Base Pedistal Height = 2.00 in Short Term Load Seismic Zone = · 4 ..• Ecc. Along X•X Axis overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis Live & Short Term ·Loads Don't Act Together Concrete Weight = 145.\o pcf · \ ·, = 9.60 k = 5;9 k = -3.8 k = 0.00 in = 0.00 in Legoland Carlsbad 96-240 -----DIMENSIONS----- Width Along X-X Axis = Length Along Y-Y Axis· = Thickness = Column Dim. Along X-X Axis= Column Dim. Along Y-Y Axis= 7.00 ft 7.00 ft 18.00 in 12.00 in 12.00 in --Y-Y AXIS ROTATION FORCES ---. -X-X AXIS ROTATION FORCES -- ••.• Pressures@ Left/Right Moment: DL = LL = Short Term = Shear: DL = LL Short Term = 0.0 k-ft 0.0 k-ft 43.7 k-ft 0.-00 k. O.OOk 3 •. 80 k ••. ,Pressures &l Top/Bot Moment: "i>L = LL = Short Term= Shear:. DL = LL = Short Term= 0.0-k-ft 0.0 k-ft 0.0 k-ft ·o.oo k 0.00 k 0.00 k -------------------------SUMMARY---------'------------------ ------Soil Pressure ---------------------Moments & Shears ------ D+L Max Pressure = 643.8 psf Allowable Pressure = 2500.0 psf 1x1 Ecc. of Resultant = 0.0 'Iii 1Y1 Ecc. of Resultant = 0.0 in Service Load Pressures.-••• DL + LL Dead+live+Short Term Factored Load Pressures •••• ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = = = = D+L+ST 1719.8 psf 3325.0psf 27.5 in o.o in Mu/Phi = Vu:1 Way = vu:2 Way = overturning Ratio= Left 643.8 pST 0.0 psf ·Left 937 .5 psf 0.0 psf 0.0 psf Right 643.8 psf · 1719.8 psf Right 937.S psf 2407.7 psf 1398.2 psf -----------FOOTING DESIGN -"'---------------- f I c = 3000 psi 1m1= Fy /C.-85f1c) Fy = 60000 psi Vn;1, •• 2Cf' c) .... 5 Rebar CL Clear to Soil = 3.5 in Vn:2 ••. 4(f1c) .... 5 Min. Steel¾ = 0.0014 = = 23.53 109.54 psi 219.1 psi. ----------FACTORED SHEAR FORCES ---------- Two-Way Shear One-Way: Vu &l Left One-Way: Vu &l Right One-Way: Vu &l Top One-Way: Vu &l Bottom . ACI 9-1 ACI 9-2 = 13.69 psi 6.'38 psi = 5.16psi -4.72psi = 5.16 ps:i 14.68 psi = 5.'16 psi 1.86psi = 5.16psi 1.86psi ACI 9-3 2.89 psi -3.04psi 8.2.3 psi 0. 78 psi o. 78 psi Vo* Phi 186.23 psi 93.11 psi 93.11, psi 93.11 psi 93.11 psi -----------FACTORED· MOMENTS---------------- Max. Allowable .6.6 k-ft 14. 7 psi 13.7 psi 1.5 :1 93.1 psi, · 186.2 psi 1.5 :1 Top 643.8 psf 445.9 psf Top 937.·5 psf 624.2 psf 362.5 psf Bottom 643.8 psf 445.9 psf Bottom 937.5 psf 624:2 psf 362.5 psf ACI 9-1 ACI ~2 l ACI 9.-3 Ru 11.4 psi 31.5,p~i 11.4 psi 11.4.psi As R,eq 1d Mu/Phi &l Left Mu/Phi &l Right Mu/Phi &l Top Mu/Phi &l Bottom -2.4 k-ft -2.3 k-ft -1.5 k-ft = 2.4 k'!'ft 6.6 k:...ft 3.7 k-ft = 2.4 k-ft 0.8 ,k-ft Q.3 k,-ft = 2.4 k-ft 0.8 k-ft 0.3 k-ft --------SERVICE LOAD OVERTURNING STABILITY ---------- Factor of Safety: Y -Y AXIS = Static -None-- Short· lJ"erm 1.53 :1 -None--Factor of Safety: X -X AXIS = --None-- V4.4D (c) 1983-96 ENERCALC 0.244 ii,2/ft 0.244. in2/ft 0.244 in2/ft · 0.244 in2/ft (continued on next_page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 ·, ( < , •• ' .. : • ·, •• • ,·· ~:r-.... ~ .... ,..t .... • J'!~~-~·.t~~~;;:;.-r??~,~~~:~:-i;..,• t:';~~~~r~~~~--~:-:.:."F~~;tw-:,.•.;~!..; ... ~~T.i,~~~"';.'!~--:;..;--.. 7'20::tr~~r--:: .. t~~ .... ~~~~,.___~~:'~~~-:v,.~;~~~~~:';~---::~-:-.-:.--._ .... -~~::::~,--... ~ .... --: .• -;-::::~"1'1 I I I I I I I 1·:\)) I I I I I I 1.-<./.:~ -:0 I I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINfilERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOTING DESIGN DRIVING SCHOOL ( ••••• continued) y'dl = Vll = 0.00 k y'st = 3.80 k SP@ Left = SP@Right= X-X AXIS ELEVATION 644 psf 644psf .Y i i i i i \ i I I Legoland Carlsbad 96-240 Y-Y AXIS ELEVATION I SP @ Sottom = · ): SP@ Top= o.oo in 644 psf 644 psf l Page: lJ\ 0). I I I I I I I I I I I I I I I I I I I SECTION N MINI-DRIVING SCHOOL CANOPY INDEX SUBJECT SHEET NO. Roof Framing N1, N3-N6 Flagpole Column N2 Column Base Plates N7 Footing Design N8-N11 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 · 2 3~ L 5 C 7 s' 1 2_ .'.: .: 5 E ": 8-, 2 ;~ .:. 5 1---J::L.!.!~=::....!~=--..::L.!.'..!.'J~')'--_ '~0/:::._._ __ • ..:.1..::Sa.,;f._:A~r,) ................. .. w =.' ·-;,., 1 J' (,z ~ ,t-"2-0) ~- \1,'ltvD = ""J,,·p/(!J,?) ;: {J > PL -; /'{1 t, I. . '', n1$"w1,.n ............. ····; ·-·-, ' vJ:;:; :t (,z_~,/--z...,)-r 'l,i-lo.-!-'J"< ~· ~J,L I~ I.!-•, .,_ . . v-1,.,0 =t 4'x 18,':r ? ?t;f.AFf w1ro >~ - /.1\IOU't.A! St-.. ,z;i, r JY'A.f..J _i.> ~ ~, (-z. ~ +~) .-............ ·~·· .. ')o~ PL:; s,;~i.:_· t ...-'1. . \..,\,-1\>::-1·(1&.1flt')'l ::;'. "?'f 1/{IO )C/,f f'~ ::-'2.><(o$"'!>l-t-,~'t1 ,i.Z-"•·):; '2,l"P 1 /,';i-.(~f/~t./~w ~ ( 'I-. eo,o. " . -,. ,.. I< JOB /_.~l.Atvc {.~ SH N\ o·F l\ . EET NO,..,.--,-----,..----,----·---'-L.J.------ CALCULATED BY.,._ ~!¼5_-_. _____ ..,.. 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Struct1,1ra, & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phc>ne (6J9) 497-2U8 Fax (61~) 497-0429 JOB Lt~~ (Ae.Llt?A:t2 SHE!IT NO. -------'--,-,-----,.--'-.\--=--2.-__ OF .... · -,,-------- 1),, ,-.. ,..a..._ CALCU_LATED BY __._IY:3:L=-=-----,---,-----DATE ----J-=u=· l....._'(_7-'---'-.!l.- CHE(lKED BY . DATE _____ _ ~ \-A\~l -l;\24\JliJ(r ';Gt.ro,_ ~ , 2 :: ~ s c -: e t 2 :, A s ,6 1 s 1 2. ~ ~-s 6 ; s. 1 2 J .: ? o 7 .s 1 2 :: .: s s , a 1 2 i .:: s e 7 e , 2 ;: .:: 5 6 7 e -. 2 3 I I I I I I , . . -. --::~.. . I ::::·>.;1·· I I I I I I I I I ~ :: :z,. (,"J f>L f {g~-5 J,(:Sf + 1-19 l"t. )c Cf 1 ~. . +t,::: ....... :.~.f."~a '~ /4J~X1.~:' ...... = Dttf11 , .Ji~. Pe/::. l/tr.,&,<' ~ 1t .-:: i 9~u ; I,( . . . 3 A.::: ........... 1/,. <t£ ..... >r. (? x. ,1.) ........... .::::: .. . g X '21£3 X-(i._?JJ If ~ .... 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A· .. --,~::•1.~ .... ~-,.,.. . .:::.-~;-~~=-~7~:;~-.zr",,~~-;;;::g-~:-:r4.:7:o.~~~~~~-:~m·~"? .. :-":'::.•··-:::::::?-~~-~:-:-:~ :::::;;:r:-.~:;r:'":-f~-:?t.:?~:--:-:::::-:.::r:.:~~~::;~?: .. ·':J .. ~:.:~::=::.:o::-.E~~·.r·"B:~r-~~~ I I A \:/·:) I I I 1· I I I -....:.:. ,Z::JI l ({i)) I I I I I I , \t :.,._~t_,_·~:: •. ~·,·:J . .-_··:~_: __ ~:,.·.:t:'\~-~.·.r:~_ ... -... : ~ :; ·il?ltiJ~ i~f: .. ·r'4· .. · · f ;_ · : 1~: -:!-· ..... ~:·/ =·~:f:--; /~I t'.-R·.,~t-} ·:1 :t 1fj~~~ .. ~ MARr;PIN ~_;: P.~ i. INC. :?:;:\t~v· i'\. ··_·.··· ... -. :_:·_· .. .'., .. ··, :;. ·_: '. :ti?{E~O~ND CA~:~~D: ~~~yc~¥~¥o: g~~~~R Eg~+f~¥~~~2o O .... : : r-. t:;240 ... SAN DIE:GO,. CA, 92.i0S -, . DUPLO • o.,>,;,c-,-;·, •• .;.,,_;· _ .~:._--· . • ~INI DRIVING ·s;HOOL , . . ·,: .N.3 l,!~:t :_,}t/: ;.-.)j) :;· :. :·. ·. . ' ------BEAM DATA -------------STEEL SECTIQN DATA ----------- Center Span Length = 22.00 ft. AISC Section W10x15 Left Cantilever ·= 0.00 ft. Section Depth = 9, 99 _in Ixx Right Cantilever = 0. OQ ft Web Thickness = 0.230 in Iyy = 68.90. in4 = 2.89 in4 Unbraced Length · = 7.33 ft Section Width = 4.00 in Sxx Eieam Wt. is ADDED To':appJi~d loags'., Flange Thickness :·;;0.210. in s~ Live Load Not Actfo/;r with· 'short\Tefm Section Area '·· '' =· , ... 4.41.fri2 r:xx Fy · · :· .:. 36 k~( Section Weight · = 14. 97 .# : . r:yy Load Duration Fa~tor = 1.25' J rT.,"y = 0.99 in ·, . = ·, ·., .. 13·:79 in3·' = 1.45 in3 -3.953 in = 0.810 in Beam End Fixity : .. ,· .• Pin:Pin -----------------'------a· APPLIED LOADS ------------------------ ----------------------Uniform Loads ------'----------------- Dead Load Live Load Short Term Load Distance To Start Distance To End · = 0.10 k/ft = 0.08 k/ft = 0.08.k/ft 0.00 ft· · ., . ·. -~ ~ 22.00 ft~ --"\ ~-- ' ) -~ t~1;:;; . . : ;; . . SUMMARY--------------,---''-·-· --------- USING w10x15, Max Stress Ratio = 59.2i'.¾, Min. Deft. Ratio = 513.32 -----~--TABULAR SUMMARY OF LOA!) COMBINATIONS . . Maximums... Actual Moment . -11.8 ••••• Stress = 10.26 · Shear = 2.14 ••••• Stress= 0 •. 93 Deflection = -0.514 fb / Fb : ¾ max fv / Fv : ¾ max · Min. DL Deft Ratio= Min. TL Deft Ratio= Allowable_ 19.9 k-ft 17.31 ksi 33.09 k 14.40 ksi Moments.. M+ al ·center M-al Center al Left = = = = 0.593 ·0.065 870.49 513.32 ·· Sh!tar.s ••• al Right al Left al Right Deflection •• al Cent~r al Left = = = at = al Right 0.00 ft = Reactions al Left = Reactions al Right = LL= 0.08klf _ . ST= 0:07klf 11111111111111111111111111111111111111110L= _0.10 k1rll 111111111111111111111111111111111111u Dead ·Load+ Loads Placed as follows , Placed for flax DL LL LL+ST LL LL+ST On~y alCAtr alCntr alCants alCants 11.8. 7.0 -.o.o o.p 0.0 2.14 · 1.26 2.14 , . 1.26 -0.514 · -0.303 0.000 · 0.000 Q.000 . 0.000 2.14 2.14 0.000 1.26 1.26 11.8 -0.-0 o~ti. ·o o·, 2.~4·i: 1i .s o·.o o.o 0.0 2.09 2.14 2.09 -0.514 · -0.501 0.000 0.000 0.000 0.900 0.000 0.000 2.14 2.09 2.14 2.09 0.0 0.0 0.0 0.0 0.00 o.oo 0.000 0.000 0.000 0,000 0.00 0.00. 0.0 k-ft .. ,.,.0.0 !<.:.ft 0.0 k-ft 0.0 k-ft 0.00 k 0.00 k 0.000 in 0.000 iri 0.000 in 0.000 in o.oo k . •. 0.00 k . I lo ~~.:..:Y I I I I I I I •® I I I I I I 1:.::-::J ~~J I I MART·IN & DUNN, I:NC. STRUCTURAL & CIVIL ENGI:NEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92-108 . STEEL BEAM DESIGN TYP EDGE BM ----BEAM DATA---- Center Span Length = 22.00 ft AISC Section Left Cantilever = 0.00 ft Section Depth Right Cantilever = o·.oo ft Web Thickness Unbraced Length = 7.33 ft Section Width Beam Wt. is ADDED To applied loads Flange Thickne$s Live Load Not Acting with Shor~ Term Section.Area Fy = 36 ksi. Section Weight· Load Duration Factor = 1.2~ rT, y Beam 'End Fixity : Pin:Pin .\ \ = ... = = = = = L~GOLAND CARSBAD 96-240 RMS DUPLO MINI DRIVING SCHOOL STEEL SECTION DATA c10x15.3 10.00 in Ixx 0.240 in Iyy 2.60 in .. sxx 0~436. in Syy 4.49 in2 r:xx 15.24 # r:yy 0.63 in Page: = 67.40 in4 -2.28 in4 = 13,48 in3 = 1.16 in3 = 3.874 in = 0. 713 in ---------------------APPLIED LOADS----------------------- -----------,------..,,-.------Uni.form Loads ... · --------.,----------------- Dead Load Live Load Short Term Load Distance To Start Distance To End = = = 0.08 k/ft . 0.06 k/ft 0.08 k/ft o .. oo ft = 22.-00 ft ------------------------SUMMARY------------------------- USING c10x15.3, Max Stress Ratio= 47.43¾, Min Defl. Ratio= 575.08 Maximums... Actual Moment = 10.3 ••••• Stress= 9.17 Shear = 1.87 .•••• Stress=· 0.78 Deflection = -0.459 fb / Fb : ¾ max fv / Fv : ¾ max · Min. DL Deft Ratio= Min. TL Deft Ratio= .Allowable 21. 7 k-ft 19.33 ksi 34.56 k 14.40 ksi 0.474 0.054 1027.92 575.08 ------'----TABULAR SUMMARY OF LOAD COMBINATIONS -----------'- Moments... M+ al Center M-al Center al Left sneers .•• al· Right al Left al Right Deflection... al Cerrt;er al Left = = = = = = at = al Right 0.'00 ft = Reactions al Left = Reactions al Right Placed for Max 10.3 1.87 1.87 -0.459 0.000 0.000 1.87 1.87 Dead Load+ Loads Placed as follows DL LL LL+ST LL LL+ST Only alCntr Ji)Cntr @Cants alCants 5.8 9.4 10.3 o.o o.o k-ft 0.0 -o.o -o.o 0.0 0.0 k-ft 0.0 o.o 0.0 0.0 0.0 k-ft o.o 0.0 0.0 0.0 0.0 k-ft 1.05 , 1.71-1.87 0.00 0.00 k 1.05 1.71 1.87 o.oo 0.00 k -0.257 -0.419 -0.459 .0.000 0.000 in 0.000 0.000 0.000 0.000 I 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 1.05 1.71 1.87 0.00 0.00 k 1.05' 1.71 1.87 o.od 0.00 k LL= 0.06klf · ST= 0:07-klf ·-·· ........... ,. ]~•11~1~~11 .. 111111111111111m1111111111111111111_11 lot= o.oa k1t 111111111111111m111111111111111111111 Mi'ntl'l'• 0.00 ft-k • 0.00 ft- 2.S!I Ym•x • 2.sH19• • .0.00 ri JIIIIIDlhlllllllllh-. . ·Ym!n • •2,Sl! kip•• 22,00. fl .. ,............. ....... _,..._ _ ___,,,•liiQ......,,lllfllnmnonlllUl.........,mltl 0.00 rt . • 2·53 Dm,x.• 0.00 in• 1i.00fl 0.00~-·7 -o.J ~ - t t Dmin • •0.62 tn • l 22.00 I tt I I I 0.0 ll,6 ?,I -1 I I 1 ... , 11.4 22.0 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 . . . . ;-~~;:::.; .. ·~ ~..:--::r·· .. -:½7;:-r;..;•;. ............ 0 -:=r-f-al·.O'"" -~·7·~· --i: ... -•:"·~ -1.·-:~ :;::..;i-,;.,--\~~~ ,'_ -h-:-..-:r::· --~ -~~ .,. ~~-----. ·:t+--m~--w:x ..... ~;m;.:t ;.,r_..,-':~7~-2: •a;;~:.? ... ~,,,:.:1-;..:..r -.? ·~;;: -: ~_;~ _J I I I I I I I I I I I I I MART.IN & DUNN, INC. • STRUCTURAL & CIVIL E·NGINEERING 780-1 M!SS.ION CENTER CT SUITE 400 SAN DIEGO, CA ~2108. STEEL BEAM DESIGN . -MOMENT BM .. BEAM DATA Center Span Length .-0.50 ft AlSC Se~tion Left Cantilever = 4.00 ft Section Depth Right Cantilever = 4.-00 ft Web Thickness Unbraced Length = 4.00 ft sect,on Width Beam Wt. is ADDED To applied loads Flange Thickness Live Load Not Acting with Short rerm Section Area Fy = 3e,ksi Section Weight Load Duration Factor = 1.25' rT, y Beam End Fixity : Pin.: Pin . \ = = = = = = ·= LEGOLAND CARSBAD 96-240. RMS DUPl,.O MINI. DRIVING SCHOOL '· STEEL SECTION DATA w10x22 10.17 in Ixx 0.240 in Iyy 5. 75 ih sxx 0.360 in Syy 6.49 in2· r:xx 22.04 # r:yy 1,.51 in Page: µ ~ = 118.00 in4 = 11.40 in4 = 23.21 in3 = 3.97 in3 = 4.264 in = 1.325 in ----------------------APPLIED LOADS-------------~---'------->> All distances refer to left support, ,_, identifies load as ·being on left cantilever. -------------------Concentrated Loads------------------- Dead Load Live Load Short Term Load Distance To Load = 2.52 k 2.10 k = 1.76 k 1.32 k = 1.70 k 1.64 k = 0.25 ft -4.00 ft 2.10 k 1.32 k 1.64 k 4.50 ft ---------'--------------------SUMMARY----'------------------ USING w10x22, Max Stress Rati'o = 26.35¾, Mi'n Defl. Ratio= 1991.32 Maximums... Actual Moment = 15.1 ••..• Stress= 7.83 Shear = 15.24 ••••• Stress = 6.24 Deflection = 0.048 fb / Fb • ¾ max fv / Fv : ¾ max Min. DL Defl Ratio= Min. TL Defl Ratio= Allowable 57.4 k-ft 29.70 ksi 35.15 k -----,-----TABULAR SUMMARY OF LOAD COMBINATIONS-------- Placed for Max Dead Load+ Loads Placed as follows DL LL LL+ST LL LL+ST only @Cntr @Cntr @Cants @Cants 14.40 ks.i Moments.. M+ al Center M-al Center = = 15.1 0.0 -8.6 o.o -~.6 o.o -8.6 0.0 -13.9 0.0 k-ft -15.'I k-ft 0.264 0.433 3525,57 1991.32 tt al .Left Shears •.•• al Right al Left al Right Deflection.. al Center al Left = = = = = = -8.6 -8.6 ~.19 2.19 0.000 -0.027 -8.6 -8.6 2.19 2.19 -8.6 -8.6 2.19 2.19 o~ooo -0.027 -13.9 -13.9 3.51 3.51 0.000 -0.044 -15.1 k-ft -15.1 k-ft 3.83 k 3.83 k 0.000 in -0.048 in at = al Right 0.00 ft = 15.24 15.24 O.OQO .0.048- 0.048 -0.027 0.000 3.45 3.45 0.000 ,-0.027 -0.027 .0.000 4.33 4.33 -0.027 0.000 4.30 4.30 -0~044 0.000 4.77 4.77 -0.048 in 0.000 in 5.09 k 5.09 k Reactions Reactions al Left al Right = = 19.06 '19.06 Mme.x • o.oon-k • 0;00,ft· ~ ....... ~·-·· ·~~.]~~p~ -·-........ ·~· .. :1 . • .. 1 Vmtn • •5.1SklPo • - 0 • 02 ft -s:ts 1111m1111111111m111 11 · pm1x • o.oo tn • 0.25 ft ___ 4.o_o __ j_o:s_/ ____ 4.o_o _.,...._j l>mln-. e0,07tn• '4,50ft o:00v· ~ • -~~ . ~- ,q . -I I I. -'4.0 -2., -1.2 0,1 I 1,7 I I.I I '4.S V4.4D (c) 1983-96 ENERCALC GEORGE R •. SAUNDERS ASSOCIATES, KW060361 I 10 "(:-:~:) I I I I I I I u " I f I I I I I I I .·.·.·, ·g··· ~: _: ::.: I I ~- MARTIN & DUNN, INc. · i , lA~J.;t _:1·r STRUCTURAL & CIVIL ENGINEERING .:·;;}:: · '-' 7801 MISSION CENTER CT SUITE :400'·:··: ·/·; SAN DIEGO, CA 921Q8 ; .. ... , .· STEEL BEAM DESIGN -· . \ MOMENT BM -----BEAM DATA ----- Center Span Length = 0.50 ft AISC Section Left Cantilever = 4.00 ft Section Depth = Right Cantilever = 4.00 ft Web Thi i:kness = Unbraced Length = 4.00 ft Section Wid'!:h = Beam Wt. is ADDED To applied loads Flange Thickness = Live Load Not Acting with Short\Term Section Area = Fy = 36 ksi Section W¢ight ·= Load Duration Factor = 1.25 rT, y = Beam End Fixity : Pin:Pin ,,.,. -.. . "'; --.-· .. : ;r·J ; i-~i \'LEGOLAND CARSBAD ,· 96.:.240 '. RMS -~ ·:; DUPLO . J ... ); MINI DRIVING SCHOOL STEEL SECT.ION DATA w10x22 10.17 in Ixx 0.240 in Iyy 5.75 in sxx 0.360 in Syy 6.49 in2 r:xx. 22.04 # r:yy 1.51 in / Page: = 118.00 in4 = 11.40 in4 .,. 23.21 in3 = 3.97 in3 = 4.264 in = 1 ;325 ;i, --------------'-'--------APJ'LIED LOADS -----'------------------->> All distances refer to left support, ,_, identifies load as being on left -cantilever. -------------------Concentrated Loads------,----------------- Dead Load Live Load Short Term Load Distance To Load = 2.52k 2.10k = 1.76k 1.32k = 1.70 k -1.64 k = 0.25 ft ... 4.oo·ft 2.10 k 1.32 k 1,.64 k 4.~o ft ----------.--,---'---------SUMMARY-----.------~------------ USING w10x22, Max'Stress Ratio= 26.35¾, M,n Defl~ Ratio= 2048.37: --~----'--TABULAR SUMMARY OF LOAD COMBINATIONS --.------- Maximums ••• Actual Allowable Dead Load+ Loads Placed as follows Moment = 15.1· 57.4 k-ft Placed DL LL LL+ST LL LL+ST .••.• Stress= 7.83 29.70 ksi for .Max. Only iilCntr iilCntr @Cants @Cants Shear = 27.51 35.15 k . • • • . Stress= 11.27 14.40 ksi Moments •. M+ iil Cei,ter = M-iil Center = iil 1,.eft = iil ·Right = iil Left = iil Right = Deflection.. iil Center = iil Left = 15.1 0 .. 0 o.o o.o o.o o.o k-ft Deflection = 0.047 fb / Fb : ¾ max 0.264 fv / Fv : ¾ max 0.783 Min. DL Defl Ratio= 3525.57 Shears ••• Min. TL Defl Ratio= 2048.37 at Reactions Reactions ::J. ::il::,i::J. ::J. ::ii.ID ":tr.~ 111 o:I'; N.-1 N .. .- U I I .J _I-D I I ..I _I-o_to 0-tO ' ' H 4.00 jo,sf 4.00 Y4.4D Cc) 1983-96 ENERCALC iil Right = 0.00 ft = iil Left = iil Right = I I I . .J __ l- 24.98 27.51 0.000 0.044 0.047 -24.43 31,33 -8.6 -8.6 -8.6 2.19 2.19 0.000 -0.027 --0.0~7 0.000 3.45 .3.45 -8.6 -8.6 -8.6 2.19 2.19 0.000 -,0.027 -0.027 0.000 4.33 4.33 -8.6 -13 .. 9 -15.1 k-ft -8.6 -1~.9 -2.0 k-ft -8.6 -13.9 -15.1 k-ft 2.19 3.51 24.98 k 2.19 3.51 27.51 k 0.000 0.000 0.000 in -0.027 -0.044 -0.009 in -0.027 -0.044 -0.045 in 0.000 0.000 0.000 in 4.30 4.77 -24.43 k 4 •. 30 4.77 31.33 k o_tQ ' Yl(I•" • 5.15 kfp• • o.sz n s.,~,· IIIHIIIIIIIIIIJIIIIIIIH ~,.. ·"~'"' • ,.~ n •----•1 Dmex • 0.00 th• O.28 rt -29•2 • I .... , .,. ......... i ·®~r-" -. -----~---";;::--,--. - r. ,: -o.J · ~ ,1 I I · I I -.c.O cZ.6 -1,2 0.1 I 1,7 I 1.1 I . .c.s GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I ,i1 I I I I I I l_.\/1 .u I I ,. MARTIN & DUNN, I.NC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . . STEEL COLUMN BASEPLATE.DESIGN. MINI DRIVING SCHOOL ·Legoland Carlsbad 96-240 None None .. / Page: --LOAP .DATA-.---1 -· ---2-- Axial Loac! 11.88 k 11.30 k x-x Axis Moment 44.60 k.:..ft ·6.90 k-ft AI.SC Section Name P12std P12std -· -BOLT DATA-·-. - i Bolt Tension Capacity : ·15.00 k 15.00 k \ Belt Count Per Side 2 2 \ Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. f.rom PL Edge! 1.50 in 1.50 in · PLATE g. SUPPORT DATA·· Baseplate Depth 18.00 in 28.00 in II Width 18.00 in 1s.oo in Support Area Depth : 36.00 in 36.00 in· Support Area Width 36.oo iri 36.00 in -MATERlAL DATA - f'c 3000 psi 3000 psi Fy 36 lcsi. 36 ksi Load Duration Factor 1;33 1.33 AISC Section Depth 12. 75 ih 12. 75 in Flange Width 0.00 in 0.00 in Flange Thickness 0.000 in 0.000 in Web Thickness 0.375 in 0.375 in -. -PLATE DESIGN -- Min. Requ,red Thicknes~ 0.705 in 0.515 in Plate Analysis Method : 1 1 Tension Force per Bolt:' 14.33 k 0,02 k Bearing Stress 1098.73 psi 62.41 psi Allow Bearing.~. Per ACI. 10.15 3570.00 k 2862.37 k Per .A.ISC J9 .. 2793.00 psi 2239.38 psi Max. Plate Capac'ity for Allowable Bearing •• :. 904.93 ps.i 1128.65 psi -PLATE ANALYSIS - Actual Plate Thickness : o. 750 in 0.750 in Max Allow Plate Fb 35.91 ksi 35.91 ksi Actual fb 31. 76 ksi 16.92 ksi ' V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 j _ _;;: .. , •de,· .... ,;::-.-;,----:,.·,·-~.,,-,;. ''"''1:;Pr'lZ=:"'"1" .,;,,;, ;. ••• ,,., --;s-,;;?-;,o, '-'!?-.,v2,: .,;;.r,•,,.,....,...,._,., • ..,.r~---,. ,.,,;;-;•...,,-... ~--s-:,-.:~-.,..,,.. •. ,...,:-~~·''====••,:s=-,~·-r,,:,~,,,= . ..;,-,,~.,.~,,-..~-..:~ I I I I I I I I I I I I lu -····.·.·.· -~· i MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOTING DESIGN MINI DRIVING SCHOOL \ Legoland Carlsbad 96-240 ----DESIGN DATA------------AXIAL LOADS -------------DIMENSIONS----- Allow. Soil Pressure = 2500.0 psf ••• Short Term Increase= 1.33 Base Pedistal Height = 2.00 in Seismic Zone = 4' Overburden Weight = 110.00 psf Dead Load Live Load Short Term Load ••• Ecc. Along x-x Axis .-•• Ecc. AlongY-Y Axis = = = = = 6. 90 k 4.4 k -s.o k o.oo in 0.00 in Live & Short Term loads Don't-A~t Together Concrete Weight = 14S.O pcf \ --Y-Y AXIS ROTATION FORCES ---· •••• Pressures@ Left/Right Moment: DL = LL = Short Term = Shear: DL = LL = Short Term = 8.6 k-ft 5.3 k-ft 36.0, k-ft 0.00 k 0.00 k 4.95 k ---X:-X AXIS ROTATION, FORCES -- •••• Pressures@ Top/Bot Moment: DL = LI,. = Short Term= Shear: DL = LL = Sliort Term= 0.0 k-ft O.Q 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 Di'm. A~ong Y-Y Axis= 7.67 ft 7.67 ft 18.00 in 12.00 in 12.00 in \ ________ .;._ _______________ SUMMARY--------------------- ------Soil Pressure --------------~-Moments & Shea·rs ------ D+L Max Pressure = 704.4 psf Allowable Pressure = 2S00.0 psf 'X' Ecc. of Resultant = S.S in 'Y' Ecc. of Resultant = 0.0 in Service Load Pressures •••• DL + LL Dead+live+Short Term Factored Load Pressures •••• ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = = = = D+L+ST 1373.8 psf 3~25.0 psf 29.9 in 0,0 in Mu/Phi = Vu:1 Way = 'Vu:2 Way = overturning Ratio= Left 334,7 psj o.o psf Left ·483.1 psf 0.0 psf 0.0 psf Right 704.4 psf 1373,8 psf Right 1016.6 psf 1923.3 psf 1074.9 psf Max. Al-lowable 6'.0 k-ft 12.4 ps, 10.2 psi 1.S :1 93.1 psi 186.2 psi 1.5 :1 Top 519.6 psf 360.1 psf Top 749.9 psf 504.2 psf 281 .8 psf Bottom 519.6 psf 360.1 psf Bottom 749.9 psf 504.2 p~f 281.8 psf FOOTING DESIGN f'c = 3000 p.!li 'm'= Fy /C.85f'c) = 23.53 Fy = 60000 psi Vn:1 ••• 2(f'c)A.5 :;: 109.54 psi Rebar CL Clear to Soil = 3.5 in Vn:2 ••• 4Cf'c)A.5 = 219.1 psi Min. Steel X = 0.0014 FACTORED SHEAR FORCES, ACI 9-1 AC! 9"-2 ACI 9-3 Vn * Phi Two-Way Shear = 10.17 psi 2.98 psi 0.45 psi , 186.23 psi One-Way: Vu@ Left = 1.38 psi -5.60 psi -3.60 psi 93.11' psi One-Way: Vu@ Right = 6.30 psi 12.42 psi 6.47 psi 93.11 psi One-Way: Vu@ Top = 3.84 psi-0. 75 psi -0.05 psi 93.11 psi One-Way: Vu@ Bottom = 3,84 psi O. 75 psi -0.05: psi 93.11 psi FACTORED MOMENTS ACI 9-1 ACI 9..:2 'ACI 9-3 RU MU/Phi@ Left = 0.6 k-ft --2.8 k-ft -1.8 k-ft 13.5 psi Mu/Phi@ Right = 3.0 k-ft 6.0 k-ft 3.1 k-ft 28.3 psi Mu/Phi @ Top = 1.8 k-ft 0.3 k-ft -0 •. 1 k-ft 8.6 psi Mu/Phi @ Bottom = 1.8 k-ft 0.3 k-ft -0.1 k-ft 8.6 psi SERVICE LOAD OVERTURNING STABILITY Factor of Safety: Factor of Safety: Y -Y AXIS X,.. X AXIS V4.4D Cc) 1983-96 ENERCALC = = Static 8.43 :1 --None-- Short Term 1.54 :1 --None-- As Req'd -0. 244 i n2/ft 0.244 in2/ft 0.244 in2/ft 0.244 in2/ft (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 l . ._ •, ,.,,,,,,-.,,,::-,.,!-,••''';';?C:~f:;-;."=c;•-;,::,•,::~'7'!~'1~;,=.,.,.;,,,,~..,~7",,;'f<"..,,..;.,,.,,...--:..,,.,...,.. ... ,.....,,.,.,,,,,,;.,,.;."~"r.~,:.,..,.~-~-T""-'~-~~,:..-,.~~,~-~~,:.. _____ 4·,-.,..,n-~4-~·- I 10·.':'.· (_:·:-: I I I I I I I l rA \J I I I I I I I:-....... CJ . . I ' I :, ,, MARTIN&. DUNN, INC. STRUCTURAL & GIVIL ENGIN;EERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FO.OTING DESIGN MINI DRIVING SCHOOL ( ••••• continued) \ldl = Vll • \1st .. SP@ Left = SP@ Right= 335 psf 704psf . II .v i i i i i. \ \ Legoland Carlsbad 96-240 . Y-Y AXIS ELEVATION l SP~ Bot-tom = SP@Top= 0.00 fn 520 psf 520 psf ~ ,... ___ ...., ___ ...,,,__,.,."" __ ,.., ·---t::-" .. ,---~--_. •• .....,-~..-:.~ ....... ,,..._,., ___ -... -,..:~ .. ~._ ,. ,_..,,,,...,-, ~-.. · .. -....-,-·~ ............. ,:' ··-··--· --~-~~~·-~::...:·:_:_~·::,_·:,._· -~--.... _...,, . .,..._ .. ,... ____ ......... --,,.~ .... -----~ .... - I I 1. 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 MINI DRIVING SCHOOL Legoland Carlsbad 96-240 ----DESIGN DATA-------------AXIAL LOADS ----------DIMENSIONS------ Allow. Soil Pressure = 2500.0 psf .Dead Load .-6.9Q k ••• Short Term Increase = 1.33 Live Load = 4.4 k Base Pedistal Height = 2.00 in .short Term Load = 5.0 k Seismic Zone = 4 · ••• Ecc. Along X-X Axis = 0.00 in Overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis· = ·o.oo in Live & Short Term Loads Don't Aci Together Concrete Weight = 145.0',pcf \ --Y-Y AXIS ROTATION FORCES--· --X-X AXIS ROTATION ·FORCES -- •••• Pressures lil Left/Right Moment: DL = LL = Short Term = Shear: DL ·' =· LL = Short Te~m - ~-6 k-ft 5.3 k-ft 36.0 k-ft 0.00 k 0.00 k 4.95 k •••• Pressures·@ Top/Bot Moment: DL .= L.L = Short Term= Shear: DL = LL = Short· Term= 0.0 k-ft 0.0 k-ft o.o 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= 6.33 ft 6.33 ft 1'8.00 in 12.00 in 12.00 in ---------------------------'-SUMMARY-.----------------------- ------Soil Pressur~ --------------Moments & Shears ------ D+L Max. Allowable Max Pressure = 938.3 psf Mu/Phi - Allowable Pressure = 2500.0 psf 'X' Ecc. of Resultant = 6.8 ih 'Y' Ecc. of Resultant = 0.0 in D+L+ST 2504.9 psf 3325.0 psf 25.4 in 0.0 in Vu:1 Way = vu:2 Way = Overturning Ratio= 8.4 k-ft 19.8 psi ·11,?psi 1.5 :1 93.1 psi 186.2 psi 1.5 :1 Service Load Pressures •••• DL + LL Oead+live+Short Term Factored Load Pressures •••• ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = = = = = Left Right 280.7.psf 938.3 psf 0.0.psf 2504.9 psf Left Right 408.1 psf 1364.4 psf 0.0 psf 3506.9 psf 0.0 ps~ 2503.9 psf -----------. FOOTING DESIGN --· ---------- f'c Fy = = Rebar CL Clear to Soil= 3000 psi 'm'= Fy /(.851''c) 60000 psi Vn:1 ••• 2(f'c)".5 3.5 in Vn:2 ••• 4Cf' c)".5 = 23.53 = 109.54 psi = 219.1 psi Min. Steel¾ = ,0.:·0014 ----------FACTORED SHEAR FORCES ------------- ACl 9-1 'ACI 9-2 AC:I 9-3 · . Vn * Phi Two-Way Shear = 9.82 psi 11.69 psi 9.09 psi 186.23 psi one-Way: Vu lil Left = 0.61 psi -3.84 psi -2.47 psi 93.11 psi One-Way: Vu lil Right = 7.07 psi 19.85 psi 14.44 psi 93.11 psi One-Way: Vu lil Top = 3.84 psi ~-73 psi. 2 .• 94 psi 93.11 psi One-Way: Vu lil Bottom 3.84 psi 3. 73 psi 2.94psi 93.11psi -----------FACTORED MOMENTS --------------- ACI 9-1 ACl 9-2 AC:I 9-3 Ru As Req'd Top 609,5 psf 624.0 psf Top 886.3 psf 873.6 psf 623. 7 psf Mu/Phi lil Left = Mu/Phi al Right = Mu/Phi lil Top = Mu/Phi al Bottom = 0.3 k-ft -1.8 k-ft 3.1 k-.ft 8.A k-ft 1. 7 k-ft 1 , 6 k-ft 1 • 7 k-ft 1 • 6 k-ft -1 .2 k.,-ft 6.1 k-ft 1.3 k-ft 1.3 k-ft 8.6 psi 39.8 psi 8.0 psi 8.0 psi -0.244 in2/f.t 0.244 in2/ft 0.244 in2/ft ·0~244 in2/ft --------SERVICE LOAD OVERTURNING STABILITY------..,.,....- Factor of Safety: Y - Y AXIS = Factor of Safety: X -·X AXIS = · Static 5.56 :1 -.-None-- Short Term 1.50 :1 --None-- Bottom 609.5 psf 624.0 psf · Bottom 886.3 psf 873.6 psf 623.7 psf (continued on next page •••• ) I V4.4D Cc) 1983-96 ENERCALC ~ \ GEORGE· R. SAUNDERS ASSOCIATES, KW060361 'it' -tt .-, '' • " '· • ' ~, F-~·~-._ ::?.,;,.-.._;:;tf:"<""~·~ •• =,.> :;:~.=~ , .. -, =-·=-=·•=,u~{,.4?·~:~=1 >=,..-so,-... ,=1~c-.. _-,.. . ....,,.~ -~ _;_ --=~ ~. "°'~-~4;~~~~•7t."!"··c.,":,"':._,..~~~~;.b-~·~~.:. ~~~~~---~-~~:,: ... -:.:~::~::::,.:, :;,~~:, ~~-~~~.~,;,~"7~~ ::--:~ ... -~-;~ I lex f:-:_-::) I I I I I I I , ... ·> lo ~§ I I I I I I 1-:·-, ·-.U I MARTIN & DUNN, INC, STRUCTURAL &"CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOTING DESIGN MINI DRIVING SCHOOL ( ••••• continued) \ldl = Vll = 0.00 le \1st• 4.95 le SP@ Left = SP@ Right= X-X AXIS ELEVATION 281 psf 938 psf ,v i i i i j, X······· .. . . !lt{! .. ::fW' t h·d I I : : h \ I ! •! .· -Legolarid Carlsbad 96-240 . V-V AXIS ELEVATION ): 4) > SP @ Bottom = sP@ Top= o.oo in 610 psf 610 psf I I I I I I I I I I I I I I I I I I I SECTION 0 BOATING SCHOOL ENTRY SHADE STRUCTURE INDEX SUBJECT Loads Compression Strut Lateral Analysis Base Plates Footing Design SHEET NO. 01 02 02 02-03 04-05 I --- I:? '(:i) dS"4f .,,_-....-.... MARTIN & DUNN, INC. Structura_l & Civil Engineers 7801 Mission Center-Court Suite 400 SAN DIEGO, CA 92108 -Phone (61,9) 497-2li8 . ~ .. JOl3 Lr;&;o 1.-A-,vO CA-f<..L~S ~ SHEET NO. _____ __;:O::;_i;l;,..._ __ OF __ '5 _____ , --- CALCULATED BY ---'--'-f<..:.M__:S:;__ ____ DATE _-:S_\J..,_/J_,~=---___,4..._:z.___ I I I 1· I I I I I I I 1· I -Fax (619) 497-0429 CHECKED BY , DATE ---------- eM!ll, ~l}N & ~ tE\JJJ?:{ ~~ ~v~ z_. 3 .(; s. £ ., ~ ' :_ SHADS · s • 01:::s1is1v BAS8) -0(',) N;;;r-oMi:v c.A13Li 0€Ft..£;Z.110,j g_ -sr1c:or-<r • DG'"PCO /,,ol(l). OF f P(gR.1~ + CAl3l£, .;; '2-Ps-F \ : -\ • WlrJ D t,.o·KO . 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' .,-j',&tfl" ----., -· , 0 CE' Sl_b-tJ . ---.: ..... I 0 L ~,,=r1~-5 - -' ~ : ........ ,. -~.,,: ""=-;;;:.J11 11 ·---~s, .: i -i j' ,,. • ' M • -::• --.-• •• i :•• --S .. • -•ri • :-< '/ • • i .... --· ....... ..;,._--··------~· -·------. --·-· ... ---·~---~.· ..... -. ,.,_,_ ·-. : .. ~ .... ,. :0 ID 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 JQB LEw LA-""c:i (.A{.2..Lst3'A-C, SHEET NO. -----------=oe-~-------OF ______ _ CALCULATED BY _.....;R--"-M--=S-;..__ ____ DATE _0-:_v_t.J_.· -~-',~,.~- Phone (619) 497-2118 Fax (619) 497-0429. CHECKED BY-~--------DATE _____ _ •z31;5575~2345€7El2.:C-tt6-6 2·.; C0MfR.1EsSl~JJ 5'1,iv1 13'(, .. ,-,r-1 (A~1,.,......,_r,; CM.::: --(I"'-=? .. l../.1:":..'"":. ............ ;..... ...... . ............ · ........... . 1,t...9../r ~, ·1,0 x-15 1xLt111½ :: 1,1...f ~ F,___ . ~ \ ' ,':/-f?--: ' ~.... . \ . ' f.,,_::: : l/'4..-; /,O'":J-IN"l.':: fr, ':f l.f N, t. > i.e, . 1,~..S tr-J1~_,: ... IC,l-/r.r : ... 1.5)rt?../ ....... := 1-1~. -1 ... f'.:'-t.J..; 2,-:J-1<:;SL .. . /, -:,r..,, ' k·e )(.J>r(c Ir p,,o,;-I I . LA1~/?Q. l.,,oM) 0,0 1,.../'->CO . ft>\,€'[ • C.A{s~ ~ocs CA.,-JC..18-ov1: DVIC--10· (A,.._,.f1'U:s-./'I.J,-J f1,Z,,.,-fJ .. ' , /v'i.(!Qo 1-(0~ ~ 12.,,'x 15' >.-11.?.. y,..rr..; 'l v,:,'-s-== 1i1&#-(f'-1{~ urt..1r1 AUb) M =-IZ-'38tt x J'Z,,s' .. J'fi>tS"' 'Cl-l~CK . 12."01.A, \.vl)t)p --~~-(bou<r-6~.J f'JD~df;.f.€?,-ev'). , .... .fbM,,._)r= $'2-M (Alff ,;---100) =;1'2.'XJ5,'-li1.,'17.t'1i :::= 109,;,b fS) 1f D3 0T x 17.. 3 < < f'."b;. -z.'-f 5i:> P.s. v A'J,t.-0"" (j '2 '1 r6 )f O · ?I f'IE) I 'ilfx 1~ C<J ~.ti' <= \ '2-5 ° 'f:51 >( I 7." 16 11 1AL.L . l?ASe f1?.. I.AxoS' -7 MA.~ s= L '2.-3,g #' ; . ' . f}t;:· '. ..J, Ml"0C -11,1Jlf t-{;t;'x/z.~·r-:.~{1-n·r)-1-1\11k/'Z.1t( 'Jt;~U--~ '5.<,gz..J:t-: t ~1'0( := Jst9if 1 {f-5 1:X-11..~'.:_'1.)(z-.,c,.rr)_-11..'JJJ{-; .f?_.(,,f#:(('IO fJI£"{ t{t'uF:-r) . . uft ~A-%1f.. '1-z,'.'x l~ 1~2( I? V. w) 1-:-:">lct''ef A,5.r I ~ : ·. ; if L 9'r S~ fl ?e. /f..:r, _e, :f 1/1'-f'*° E,f Cr-, · ·· (VI .#5~ ---;,;-" .. ~?;;_·----·~;;;.·· -~A¾···:·~·-·:·····r······: ......... ·-· -···<..... . .. 1-)j) ;.·:. ·· ..... ;. .. · J. ; . ·. 1 f . . . I ' -i .. {- ' ' PiiODUCT 20M/i?iiiif)fnc. G1olon. Uass 014ii. Tc Orcer P11Q:~: TOLL FREE 1-S00-225-6S&l ,, .. I• 1-·. -·. ;·. ::· 1,·. ,·. ..·. .. ,. t-: i._. ; .. [:: .. .. .. I I I I I I I I I I I I I ... ·.· ,·:9·:-.:: ,: ~ :,:: ... I t~ MARTIN & DUNN,. INC. . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . . STEEL COLUMN BASEPLATE. DESIGN Boating School ~cod Pole Base Legoland Carlsbad 96-240 Date: 06/16/97 None None --·-t.OAD DATA-. ---1 -.---2- AXial Load 3.68 k 0.27 k X-X AXis Moment 15.50 k-ft 15.50 k-ft AISC Section Name P12std P12std --BOLT DATA -- \ Bolt Tension Capacity . 8.00 k 8.00 k \ Bolt count Per Side 2 2 \ Anchor Bolt Area 0.440 in 0.440 in Bolt Dist. from PL Edg~ 1.50 in 1.50 in • PLATE & SUPPORT DATA • Baseplate Depth 17.00 in 17.00 in II Width 17.00 in 17.00in Support Area Depth 2.00 in 2.00 in Sµpport 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 12. 75 in 12.75 in Flange Width 0.00 in o.oo in Flange Thickness 0.000 in 0.000 in Web Thickness 0.375 in 0.375 in -.-PLATE DES~GN -- Min. Required 'Thickness ·0.396 in 0.423 in Plate Analysis Method : :1 1 Tension Force per Bolt: 5.31 k 6.06 k .Bearing Stress 415.63 psi 405.12 psi Allow Bearing .•• Per At! 10.15 890.95 k 890.95 k Per AISC J9 697.04 psi 697.04 psi Max. Plate Capacity for Allowable Bearing •. :. 201.44 psi 201.44 psi -PLATE ANALYSIS - Actual Plate Thickness : 0.500· in 0.500 in Max Allow Plate Fb 35.91 ksi 35.91 ksi Actual fb . 18.58 ks.i 17.63 ksi V4.4D Cc) 1983-96 EN.ERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ~ ... '" .' ,--•, ,. : . I lo·-·= .... 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 FOOTING DESIGN Boating School .Wood Poles Legoland Carlsbad 96-240 Date: 06/16/97 /age: ·otj ----DESIGN DATA--------AXIAL LOADS --"---.,-------DIMENSIONS------- Allow. Soil Pressure = 2S00.0 psf Dead Load · = 0.27 k" ••• Short Term Increase -1.33 Live Load = 0 •. 0 k Base Pedistal Height = 2.00 in Short Term Load. = 3.4 k Seismic Zone = 4· ... _.E~c. Alqng x-x Axis = o.oo in Overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis = 0.00 in Live & Short Term Loads Donit A~t Together Concrete Weight = 145.Q pcf \ --Y-Y AXIS ROTATION FORCES ----· X-X AXIS ROTATION fORCES -·.- •••• Pressures@ Left/.Right Moment: DL = Shear: LL = Short Term = DL LL = Short Term = 0.0 k-ft 0.0 k-ft 15.5 k-ft o~oo k 0.00 k 1.24 k •••• Pressures@ Top/Bot Moment: DL -- Shear: LL Short Term= DL = LL = Short Term= o.o k-ft 0.0 k-ft o.o 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 Ax-is= 4.75 ft 4. 75 ft 18.00 in 12.00 in 12.00 in ---~--------------------SUMMARY-------,-----'------------------ Soil Pressure Moments & Shears · D+L D+L+ST Max. Allowable Max Pressure = 339.5 psf 1971.5 psf Mu/Phi = 3.? k-ft Allowable Pressure = 2500.0 psf 3325.0 psf Vu:1 Way = 7. 7 psi 93.1 psi 'X' Ecc. of Resultant = 0.0 in 19.0 in Vu:2 Way = 3.9 psi 186.2 psi 'Y' Ecc. of Resultant -·. 0.0 in o.o in Overturning Ratio= Service Load Pressure~ •••• DL + LL Dead+live+Short Term Factored Load Pressures •••.• ACI Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = = = = Left 339.5 psf 0.0 psf Left 475.3 psf 0.0 psf 0.0 psf Right 339.5 psf· 1971.5 psf Right . 475.3 psf 2760.1 psf 2078.0.psf --------------FOOTING ~ESIGN ---'------------,---,-- f'c =· 3000 psi Fy = 60000 psi Rebar CL Clear to Soil= 3.5 in Min. Steel ¾ 0.0014 11111= Fy /C.85f'c) Vn:1 ••• 2C.f' c)"'.5 Vn:2 ••. 4(f' c)"'.5 = = = 23.53 109.54 psi 219.1 psi ----------FACTORED SHEAR FORCES--,.----------------,.- Two-Way Shear = One-Way: Vu@ Left One-Way: Vu@ Right One-Way: Vu@ Top One-Way: Vu @ Bottom = = = ACl 9-1 ACI 9-2 0.19 psi 3.95 psi 0.10 psi -1. 76 psi 0.10 psi 7 .-69 psi 0. '10 psi O. 92 psi 0.10 psi O. 92 psi ACI 9-3 3.55 psi -1.13 psi 5.98-psi 0.89 psi 0.89 psi Vn * Phi, 186.23 psi 93.11 psi 93.11 ps.i 93.1t psi 93.11 psi -----------FACTORED MOMENT~ ------,.------ 1.5 :1 Top 339,5 psf 490.6 psf Top 475.3 psf 686.8 psf 517.1 psf ACI 9-1 ACI 9-2 .ACI 9-3 Ru As Req'd Mu/Phi @ Left Mu/Phi @ Right Mu/Phi@ Top Mu/Phi@ Bottom = 0.0 k-ft -0.9 k-ft -0.6 k-ft = 0.0 k-tt 3.2 k-ft 2~5 k-ft = 0.0 k-ft 0.4 k-,ft 0.4 k-ft = 0.0 k-ft 0.4 k-ft 0.4 k-ft 4.3 psi 15.0 psi 2.1 psi . 2.1 psi ______ .....;.._ SERVICE LOAD OVERTURNING STA~ILITY --,· ---------- Factor of Safety: Factor of Safety: Y - Y AXIS X - X AXIS = = Static -None- -None- short term 1.50 :1 -Non~- -0.244 in2/ft . 0.244 in2/ft · 0;244 in2/ft 0.244 in2/ft 1.5 :1 Bottom 33915 psf 490.6 psf Bottom 475.3 psf 686.8 psf 517.1 psf (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIAT.ES, KW060361 ,_, _____ -," .. ' _______ _, ·---~----·-· ~ ---. ~ . -------·---- I I "?>·--=: t::··· \,:::. I I I I I I I '"g·· I f·:\::. ~. ·-· I I I I I MARTIN_ & DUNN., INC ~ -~ . STRUCTPRAL ~ CIVIL ENGINE~RING. 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . GENERAL FOOTING DESIGN Boating School Wood Poles- ( ••••• continued) l Pdl = 0.27 k Pll • 0.00 k Pst • 3.41 k X Ecc = 0.00 in \ . Mdl = 0.00 ft-k : Mll = 0.00 ft-k \"dl = Vll = Vst • ..L. \ Mst = ,15.50 ft-le 0 00 fT · o:oo k If i~ WJ! fl ii ii !: ij ii 1! ij jf II ii Ji IJ j 11 1,~, •• ~,1.~1l1~1•uu11 : It I' t' • 1, ,• ,I J• I 01 t• ;I,••',•, 1 24k ··1 !'I'.,., n ,i •i ,; j! I' ·i ,; j! I' ·1j ,; • . ii lji'1!··,·1ljliij iilli1·!1i ;jjl !!•• :.I ,!I ,;.1!!:.:,:!: ,-!.!,q SP@ Left = SP@ Right= ··~··············· X-X AXIS ELEVATION 339 psf 339 psf l ,Y i i l i i i ly .4.75 ! .... l I l X-X Elevetion·View V4.4D Cc) 1983-96 ENERCALC -· -'-·' -~, --• L__ • -' ·--... . ~ -•: .::~:~ ....... ~ ... -,. ,; -...... ~-... 1:.,.--.,::;--__,....,,...-.. ,,__-....... ~---,~-...... ~ ----....--,. ~---... ----~ ---- Legotand Carlsbad · 96-240 Date: 06/16/97 l YEoc • 0.00 lo Y-V AXIS ELEVATION : li -SP @ Bottom =· _4,) SP@Top= ·> C 0 4::::5 n c, ::,, 4,) w > I > 339 psf 339 psf /age: O> GEORGE R. SAUNDERS ASSOCIATES, KW060361 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 P BIRTHDAY TENT INDEX SHEET NO. P1-P12 P13-P14 P15-P16 I I I I I I 1. I I I I I MARTIN & DUNN, INC. Structural. & Civil Engin~ers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 Pt.. F~"' ==: • .. ~PS. f .......... . 1..-L. ::-l 0 t';f' Vt.J\> ::-; Ii~ -=r-fH'-A,,r{ f 1414',o.J \\ \. 2. ,e Rt\ d,. · 1 '-q 11 of c.. . · -:f-'S'P.A-,J Wlt..=-t':rf1>-(0f.:r. ,:, -;q (J/r w1/i:; ~.?( x'IA'.!? = ?,f x ·t.1 : JI// ~I 1./,1; I ·wi~ ="· ,,'.}S'X' ,t-+ :··:J.ofu-(a:/·g~) -: .. --. . .. .. 7, 4>-HIP . /Dfo fJ.ht.1 ~t··pr.. I cu fJ.t(--. I I JOB l;GlS'QUr-rJD_ CAa/4.J{3~ ~H~ET ~o. __________ ..,._ __ p._· ... [.____,,_ OF .... · _...,l...;V;,.-· ______ _ ia • ~ -:n;i 12-~ 1'" CALCULATED BY---.....:..~..;,_.-::;; _____ CATE--"--'--------'--'-- CHECKEC BY' . CATE-------- SCALE s,:g,~t>~ :rw-r. ' : r _, ; ; ~ I i~i.-o ,~ : J-1.---_ ____,.----,i' : • [exg Posr 11f . I gy ~ -rift ·::,._ ..:) 3 ~ I.}.) \"" c.' /7 . ! . :::i.,. , .. ~ ----------~ s . . . 1/,'f I /4 xG Ofr<'I} L _ ... __ _ C ,o.'"' 1--------------1 l ~ : (,,J:;. ""3' (2.+ J0 ~ti,?-)~ C,f;-r--01..1 ;1>P..vf-v.-,:$1.f/....f-~,t::~t, : ; . ' .s::. ' : 0----------'---~ - - • L o • <• ••-O .......... ,, _n,~oo• M• , .. ,, .. ~ ........ •fl •-••o•~••-•t••• .. ,~ .... , ...... 0 --~- i i. ' . : . ·-·~ . : I •... -- .. i - . -. ·i ~ . .. -. .. ; -.. . .. ~:.~+- ; -~-' . - ····---.... ·-··-··--··----· .......... ~ ... , ' ' ' ~ . . . ... . . ·-............ .,., -··; -.. , .... ·-·--·-.. -,_.: .............. ':""" ....... ~-~ ... •·•··· .. -·· ...... , ..... ,: ....... ,.,_ .•.. (:. .... !.~ . : ~ . l' .. ' ., ,, . ,· ,,, ... I I I I I I I I I l~Tu ~ .. I I W.::· MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DfEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 8x M1ooc,...~. Bf"'\ ..1-Rio~ c.,.., ::-1.Jl ,r, (:µ-; '71. i 7-G" f/,rr '-.... ii J f ,e,,i:- 11 2 f.,t;r -. CJ.,, .,. ~-I I I I. I ~ ~ JOB /,.~ LAt/0 :CA-fZ.L. S-'BA-t;) SHEET NO. __,.___,_ _____ p_,z __ OF---.-------- CALCULATED·BY---'~-=-_.::;'------DATE Ov/k-"&/-.,. CHECi<ED BY------------------DATE-------- SCALE--------------------.....:..:---- ~ !, f ; E ' w= 1 '/7: .. ,,.' ~,;. f~ tlt"DiJ : ~lr(/4. ; <gqC>/1:l,J +: 'f'fO It w-+ . ' ' 1 .. .-j ' i : ! -· i. .. f •. ' ~ ... ~ .. ~ . . . , .. ,: ' . . ' · .... : ... ~ . . .. , . ·• '' . . ... . -----. ~ .... _... . ... . . . I IS\\ I ''t) I I I I I I I .':~ ·:1·--.·.) -~ I I I I I 1- ~·./)j I\® <, I 'I MARTIN & DUNN, I~C. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BE.AM-DESIGN typ birthday tent rafter \ PROJECT# 960240 LEGOL:AHD 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 = = = ·= • 2X6 End Fixity 1.500 in Elastic Modulus -= 5.50 in Beam Density = 0.00 in Load Duration Factor = :Pin:Pin 160Q000.psi 35.0 pcf 1.25 1140 psi Beam Wt. is Added to Loads 95 psi End Shear Calc'd at Support Center Span = Left ~antilever = Right Cantilever = 7.00 ft 0.00 ft 0.00 ft --------UNBRACED LENGTHS ---- Le: Center Span = Le: Left Cant. = Le: Right Cant. = 0.00 ft 0.00 ft 0.00 ft ~\psi --------------------------APPLIED LOADS -----------------------.;..._ Uniform Load al Center Span: DL = 9.0 plf LL= 3~.0 plf · --------------------------SUMMARY-------------.--------.-------- USING 1.SOO·x S.500 Beam, Bending= ·2s.11x, shear= 26.26% Max. Pos Mom Q 3.50 ft= 0.30 k-ft Shear: Max. al Left = Max •. Neg Mom a 7.00 ft= 0.00 k-ft •••• used for dsgn = Max al Left = O.QO k.-f.1; •••• Area .Req'd = Mix al Right = o.00 k~ft Max. iil Right = Max. Allow Moment = 1.17 k-ft .... uSed-for dsgn = fb : Max. Actual = 476.3 psi •• , .• Area Req'd = Fb : Allowable = 1852'.S psi · f.v : Max. Actual = · Fv : Al Lowable - Ck= .811CE/Fb)A.5 = 27.18 Rb= (LeD/BA2)A.5 = 0.00 Bearing ·Req'd Q Left = Cf per UBC 2304.3.5 = 1.30 Bearing Req'd al Right= Center Camber = -0.03 i11 47 . n1111111111111mm1011111111111nu1111111111111110111111111111111111111111111111u1m1111u t ' R• 0.172k Ymex• 0.17k _ 7.00, Mmex • 0.3DfH t 3.50 ft V4.4D Cc) 1983-96 ENERCALC t ' · R• 0.172k Vmex• o.m 0.17 k 0.26 k 2.17-in2 0.17 k 0.26:k 2.17 in2 ~i.19·psi 118.8 psi. 0.18 in 0.18 in Reactions ••• DL Maximum Left = 0.04 k 0.17 k Right = 0.04 k 0,17 k Oef.lections ••• · Center = -0.02 in -0.08 in •••.• Dist = 3.50 ft 3,500 ft • •• L/Defl = 4701 1056 Left --0.00 in· 0.000 in .•• L/Defl = 0 0 Right = 0-.00 in 0.000 in ••• L/D.efl = 0 0 0,0 1.1 z;s J,I ~.7 1.P GEORGE R.· SAUNDERS ASSOCIATES, K\1060361 ~ ,, ' 7 :£ ... -" .. : --~· ,4, :.· ,.____ ~ ~ ' ... -• .. ::. . _:__:_~. : .. ,_ ~ _:_. :.:...~ -~ ~ --· -=;I'!-.-..-:..:~; ·:: 4 ~--·-1~~ .... --~:..-:.:2.-: •1"-.i--:..:_.:_:_:.:=· ...... _::.,:~~:::::~::.;.;,;:_~~~-.. ,-:_::.:--.-, ... ~ .. ---..--~ .-_ .. ___ .-• -~--...... ~ ... - ~=================~======-.---.. ....... _,_.._____. __ .......,_~ I I,~ if-..) I ~-(=:· .. I I I I I I I I I I ::1::::) I "-;)}) 0 I MARTIN & DUNN, INC. STRUCTURAL_& CIV'IL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent rafter wind Timber Section Beam Width .. Beam Depth = BEAK DATA 2X6 End Fixity 1,SOOin Elastic Modulus S.SO in Beam Density .. = Pin:Pin PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS Date: 06/18/97 Center Span SPAN DATA 1600000 psi Left Cantilever 35.0 pcf. Right.Cantilever .. .. = Lamination Thickness = 0.00 in Load Duration Factor .. 1.33 UNBRACED LENGTHS Fb -Bending = 1140 psi Beam Wt. is Added. to LQ21ds Le: Cente.r Span = Fv -Shear = ~ psi End Shear calc'd ~t. Support Le: Left Cant. .. Fe -Bearing = 625 psi Le: Right.Cant. = ; ; /page: .p 4 8.30 ft 0.00 ft 0.00 ft O.QO ft 0.00 ft 0.00 ft ---------------------''---------APPLIED LOADS ---------------------- Uniform Load Q Center Span: DL ·= 9.0 plf LL= 70.0 plf -----------------------SUMMARY------------------------ USING 1.500 x S.500. Beam, Bending= ·56.16%, Shear= 48.38% Max. Pos Mom iil 4.15 ft< O. 70 k-ft Shear: Max. iil Left = 0.34 k Max. Neg Mom iil 0.00 ft< O.OO·k-ft •••• used for dsgn =. a.so k Max Q Left = 0.00 k-ft •••• Area Req'd = 3:99 in2 Max iil Right = 0.00 k-ft Max. iil Right = 0.34 k Max. Allow Moment = 1.24 k-ft .... used for dsgn = O.SOk fb : Max. Actual 1.106.9 psi .... Area Req'd = 3.99 in2 Fb : Allowable = 1971.1 psi fv : Max. Actual = 61.12psi Fv : Allowable · = i26.4.psi Ck= .811(E/Fb)A.5 = 26.35 Rb= (LeD/BA2)A,5 = 0.00 Bearing Req'd iil Left = 0.36 in Cf per USC 2304.3.5 = 1.30 Bearing Req'd iil. Right= 0.3~ in Center Camber = -o.os in 79 . . 1m1om10111101111m1111111111011011111nnmni111011101111111111111011111m1m1111 Mmax-. 0.?Oft•t • Mmln • 0.00 fl•k • t I R• D.336t Vmex• D.34t 8.30 Mmex • 0.7Dft-t fl 4.15 ft V4.4D Cc) 1983-96 ENERCALC t I R"' 0.336k Ymex• 0.34k Ym1JC • 0.1'4 ttp1 • vm1n • -o.s• t1p• • Dmax • 0:OO·1n • 0mln • •0.26 In• Reactions ••• DL Maximum Left = O.OS·k 0.34 k Right = 0.05 k 0.34 k Deflect ions ••• Center = -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/Def.t = 0 0 Right = 0.00 in 0.000 in ••• L/Defl = 0 0 ftj . , 0,0 , ... :i.t ... z s.s , .• ·= GEORGE R. SAUNDERS ASSOCIATES, KW060361 • ~ . ~ ·•-,.:..:.~c'":' ... ,, • -·• -¥ ~,:,,;:.~_..,,t";"'~,.;---•·,-:,,,.:.,.:: --·-.;.~:;: _ _:__;_ _ _::_;;::" . · .. :·~-~.-.'.;,..~--~-~---~-:i;_:,._;___,...:.:.~.-.:.:..=~.''"':..; c._ --··-· ... ·--j I I I I I r3· 1 ...... . \{i:'1 ·'·& I I I I I I ·- 'CJ. I t9 MARTI~ &: DUNN, .INC. _ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent ridge beam wind \\ PROJECT# 960240 LEGOLAND CARLSBAD shade structures J!MS Date: 06/18/97 ~~ge: P 5 --------------BEAM DATA ----------------------SPAN DATA ----- Timber Section Beam Width Beam Depth Lamination Thiqkness Fb -Bending Fv -Shear Fe -Bearing = = = = . = = 4X8 3.500 in 7.25 in 0.00 in 1300 psi End Fixity Elastic Modulus = Beam Density = .Pin:Pin 1700000 psi 35.0 pcf 1.33 Load Duration Factor = Beam Wt. is Added to Loads End Shear Calc'd at Suppo~t 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 ~? psi 62f; psi --------------;----------APPLIED LOADS ---,------------------------ Uniform. Load ii Center Span: DL = 23.0 plf LL= 140.0 plt· ------------------------SUMMARY--------------------- USING 3.500 x 7.250 Beem, Bending= 84.62X, Shear= 59.36X Max. Pos Mom ii 7.50 f~ 4.76 k-ft Shear: Max. ii Left = Max. Neg Mom al 15.00 f~ 0.00 k-ft : ••• used for dsgn = Max ii Left = 0.00 k-ft •••• Area Req'd = M~x ii Right = 0.00 k-ft · Max. al Right = Mex. Allow Moment = 5,62 k-ft •••• used for dsgn = fb: Max. Actual = 1862.1 psi •••• ,6.rea Req'd = Fb : Allowable = 2200.6 psi fv : Max. Actual = fv: Allc,wable = Ck= .811(E/Fb)A.5 = 25.43 Rb= (LeD/BA2)A.5 = 10.07 Bearing Req'd ii Left = Cf per UBC 2304.3.5 = 1.-30 Bearing Req 1d al Right= Center Camber = -Q.26 in I~ . u11ooiomm1110001111mnm110100,1m,1mmomm1mmmm,,,,,,o,m111n t I R• 1.2691: Ymex• 1.27k 15.00 Mmex11 4.76ft-k • 7:50 ft .t I R• t.2691: Ymex• 1.27k 1.27 k 1.90 k 15.06 in2 1.27 k 1.90 k 15.06 in2 75.00 psi· 126.4 psi · 0.58 in 0.58 fo Reactions ••• DL Maximum Left = 0.22 k 1.27 k Right = 0.22 k 1.27 k Deflections ••• Center = -0.18 in -1.02 in •••• Dist = 7.50 ft 7.500 ft •.• L/Defl = 1024 177 · Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = o.oo in 0.000 in ••• L/Defl = 0 0 111 . 0.0 I :z;s s.o 7.S 10.0 1:Z,S II I V4.4D Cc) 1983-96 ENERCALC GEORGE R, SAUNDERS ASSOCIATES, KW060361 .,,. ~__;•_: ,;~4:-:; .:~~ ·~;.~:~~;~;.j:~~--5 :·:·,;-;·~-:~~--::-:;:,.·;;-.~, ~ ~ -~~;~~~--..,.=-'~.,.~;~_,..,.,,-.,::,"'°,.,_,., .. .-,:,.... ::..r:~ .. _,:_,..,... ___ . .,.:_~ .. ~.--•-• • ·--·--·-·-• · · --·-· ~ I I t:::i I Vi} I I I I I I I !·Th \ib 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 ridge beam dead+ live PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS . Date: 06/18/97 ----------------BEAM DATA -------------------SPAN DATA ----- Timber Section 4X8 End Fixity . Beam Width = 3,500 in Elastic Modulus = Seam Depth = 7.2~ in Beam Density · = Lamination Thickness = 0.00 in Load Duration Factor = · Pin:Pin. 1700000psi 3S.o·pcf 1.25 Fb -Bending = 1300 psi Beam Wt •. is Added to Loads Fv -Shear = ~S psi End Shear Celc'd at Support Center Span = Left Cantilever = Right Cantilever = 15.00 ft 0.00 ft o.oo ft ----UNBRACED LENGTHS ---- Le: Center Span = Le: Left Cant. = Le: Right cant. = 15.00 ft 0.00 ft o.oo ft Fe -Bearing = 6aS psi ---------------'!'t· . ......,. ____________ APPLIED LOADS --,---------.------....-------- Uniform Load al Center Span: DL = 23.0·plf LL= 75.0 plf ----------------------------SUMMARY---------------------- USING 3.500 x 7.250 Beam, Bending= 55.3SX, Shear= 38.89X Max. Pos Mom al 7. SO 1'1= 2. 93 k-f-t Shear: Max. Q Left = 0.78 k Reactions ••• DL Maximum Max. Neg Mom iii 15.00 f1= 0.00 k-ft .•••• used. for dsgn = 1.17 k Left = 0.22 k 0.78 k Max al Left = 0.00 k-ft .... Area Req1d = 9.87 in2 Right = 0.22 k 0.78 k Max al Right = 0.00 k-ft Max. Q Right = 0.78 k MBx. Allow Moment = 5.29 Jc-ft ,. ••• used for dsgn = 1.17 k Deflections ••• fb : Max. Actual = 1146.6 psi •••.• Area Req'd = 9.87 in2 Center = -0.18 in -0.63 in Fb : Allowable = 207.1. 7 psi fv : Max. Actual = 46.18 psi .... Dist = 7.50 ft 7.500 ft Fv : Allowable = 118.8 psi ••• L/Defl = 1024 287 Ck= .811CE/Fb)A,5 = 26.23 Left = 0.00 in 0.000 in Rb= CLeD/BA2)A,5 = 10.07 Bearing Req'd Q Left = 0.36 in ••• L/l>efl = 0 0 Cf per.USC 2304.3.5 ::: 1.30 Bearing Req;d Q Right:;: 0.36 in Right = 0.00 in 0.000 in •.•• L/Defl = 0 0 Center Camber = -:-0,?6 in 11111ommommmmoo11mo1m11011m11101011111mo100111111111no1m10011 98 . ~-•• LH•••• ,,Rn ]ddddllb~, ::: : ::·:·: ,:s:O_.o:o 0 ',:,· .,:11~nun11D1n .... t I R• 0.7811: Ymex• 0.78t 15.00 Hmax.• 2.93ft-k • 7.50 ft V4.4D Cc) 1983-96-ENERCALC . t I R• 0.7811: Ymex• 0.78k YMlft • •0.71 tip•• "•ilQflllllUfflllllllll Pm.,,• 0.00 1ft • 0.00 ft "0•79 ~'"• .,.,,_. >Mn .:~·~1c----. --_---7------ r~ . I o.o 2.1 s.o 'l',S 10.0 12.1 ll GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I 00,.·_,__ ~--r:-.., I .·:.·:· . : ·:.~ . I I I I I I lt~-B) I I I I I MARTIN & DUNN, ;rNC. . . . STRUCTURAL & CIVIL ENGINEERING ·7ao1 MISSION CENTER CT SUITE 400 SAN DI~GO, ¢.A 9210'8 . GENERAL TIMBER" BEAM DESIGN ', typ.birthday tent 4x hip bm dead+ live BEAK DATA· Timber Section 4X6 End Fixity Beam Width = 3.500 in Elastic Moduli.ls Beam Depth = 5.50 in Beam Density = = Pin:Pin PROJECT# 960240· LEGOLAND CARLSBAD shade structures RMS Date: 06/18/97 Center Span SPAN DATA 1700000 psi Left Cantilever 35."0 pcf Right Cantilever = = = Lamination Thickness = 0.00 in ~oad Duration 'Factor ;:: 1.25 · UNBRACED LENGTHS Fb -Bending = 1300 psi Beam Wt. is Added to Loads 'Le·: -Center Span = Fv -Shear = 9,? psi _End Shear talc'd at Support Le: Left cant. = Fe -Bearing = 6~ psi Le: Right Cant. = .. _;,ge: 10,60 ft 0.00 ft 0.00 ft 10.60 ft 0.00 ft 0.00 ft _________________ ......._ _______ .APPLIED LOADS ------....... ------------- Trapezoidal Load: DL: O.Oplf lil· lft, 21.0plf lil rt LL: O.Oplf lil Ht, 106.0plf lil rt from 0.00 ft to 10.60 ft -------------------------SUMMARY-------------------------- USING 3.500 x 5.500 Beam, Bending·= 31.82%, Shear= 31.07" Max. Pos Mom lil 6.06 f~ 0.98 .k-f.t · Shear: Max. al ·Left = Max. Neg Mom lil 10.60 h• -0.00 k-f.t .... used for dsgn = Max lil Left = 0.00 k-,ft . , ••.• Area Req'd = M~x Ii), Right = 0.00 k-ft Max. ia1 Right = Max, Allow Moment = 3.08 k-ft •••• used for .dsgn = fb : Max. Actual = §66. 2 ps:i •••. Area Req Id = Fb : Allowable = 209~.4 psi fv : Max. Actual = Fv : Allowable = Ck= .811(E/Fb)A.5 = 26.23 Rb= CLeD/BA2)A,5 = 7,41 Bearing Req'd iii Left = Cf per UBC 2304.3.5 = 1.30 E!earing Req'd lil ,Right.= Center Camber = -o.os· in 0~25 ~ 6.37 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 Defle.ctions ••• Center •••• Dist ••• L/Defl Left ... L/Defl Right ••• L/Defl DL Maximum = 0.06 k 0.25 k = 0.10 k · 0.47 k = -0.05 in -0.24 in = 5.43 ft 5.512 ft = 2432 541 = ·0.00 in 0.000 in = 0 0 = 0.00 in 0.000 in = 0 0 0 0 Ii I 1111 jjjjjj iliif jjjtjjjjjjjjjJlljjjlfttjlOIOI OOOIIHIIU tQ6 ,;,,,,,111111111@10111rnwo1il@iiiill)hiOIII01mllll 21 ~--· ....... '"" J.d~~lb, Mmln • -0.00 ft•k • 10.60 n · . t J R• 0.2491: 10:60 Nm1x • 0.981t-~ • 6.06 ,t t I J!• -0.4741: Vma,c • 0•21 tip• • 0-00 11 o.:z:,11111111111111111111111,,._, ••••• •M•P• ,o,Ofi. . . ""'1111111fflll ·om,x • 0.00 In • o.ilD ft • 0.<1? .., .............. ·~~---, -._ -7-.. - •0.J '--~ Ym1x• 0.251: Ymex• 0.471: 0.0 I.? $,S So$ 7,1 1,9 •, ·-, . ::: IC I V4.40 Cc) 1983-96 ENERCALC. GEORGE R. SAUNDERS ASSOClA~ES1 K\1060361 t ·, ~---... _ _._ -----. --...,_. ~;~~~~ .. =~~~",;'~.,.,.~':.,. -~ ~-... •·• .. ,.;:-=--..,...-.7.-;:'.r;-,l •,-;::""~=·~..;,,:-,.-.--7.·r..,-..r~~-~..W:--:.-,._~~.,;.._-.-r,-~ .. ~----... w-.r-: ·~·_.,_ !~ • ._.,. ~ ;,-.•.-._,~.,, •,._•,.·~~...;~,~~.---.-.---~~~,,,__:__:.,,,_.:.,.~ • ..,,.,. _.,..,.., ........ _____ ,._~ ,. __ : -- I I, .. · ·11 I,;; I I I I I I I f;.f\ V I I I I I I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUI-TE 400 SAN DIEGO, CA 92108 GENERAL TIMBER. BEAM DESIGN typ birthday tent 4x hip bm wind · · PROJECT# 960240 LEGO'-AND CARLSBAD shade structures RMS Dat~: 06/18/97 ~~ge: e.s --------------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 = S,SO in Beam Density = 0.00 in Load Duration Factor = Pin:Pin 1700000 psi 35.0 pcf 1.33 1300 psi Beam Wt. is Added to Loads 95-psi .End Shear Calc'd· at support 6~ psi Center Span = Left Cantilever = Right C11nti lever . = 11.50 ft 0.00 ft o.oo ft ------UNBRACED LENGTHS ---- -Le : Center Span Le: Left Cant. Le: Right Cant. = = = 11.50ft 0.00 ft 0.00 ft ----------------------APPLIED LOADS ----------------------------- Trapezoidal Load: DL.: 0.0plf lil lft, 21,0plf al .rt LL: O.Oplf-al lft, 1'98.0plf al rt from 0.00 ft to 10,60' ft ----------,----,.-----------SUMMARY------'-------------.-...... ----- USING 3,500 x 5.500 Beam, Bending= 62.35%, Shear= 45.65% Max. Pos Mom al 6.53 1-.. .?,04 k-ft Shear: Ha:x. iil Left = Max. Neg Hom iil-0.00 f• 0.00 k-ft .... used for dsgn = Max al Left = 0.00 k-ft •••• Area Req'd = M~x al Right = 0.00 k-ft Max. Q Right = Max. Allow Moment = 3.27-k-f-t •••• used for dsgh = fb : Max. Actual = 1386.6 psi· •••.• Area Req'd = Fb : Allowable = 2223. 9 psi fv .: Max. Actual = Ck= .811(E/Fb)A,5 Rb= (LeD/BA2)A.5 Cf per· UBC 2304.3.5 Center Camber 0 0 t. J R• 0.4741: Vmex• 0.471: = = = 25.43 7.68 1.30 = -0.11 in Fv .: Allowable = Bearing Req'd al left·=· Bearing ·Req'd al Right= · 1111111111111oii1iowoiioi!0101mm111m11 1se ,,,,,,,,,,,,1111i11(1i1111ii11111;1111ttllillilllltOil 21 t Dln1ft• ti.SO I Mmex• 2.04ft•k • 6.53 ft R• 0.7401: vm,x• 0.74k 0.47 k 0.71 k S.63 in2 0.74 k 1.11 k ' -8. 79 in2 57.67 psi 126.4 psi 0.22 in 0.34 in Reacti.ons ••• Left Right Deflections ••• Center. .... Dist •.•• L/Defl Left ••• L/Defl Right ••• L/Defl = = DL 0.07 k 0.10 k = -0.08 in = 5.89 ft = 1835 = 0.00 in = 0 = 0.00 in = 0 Maximum. 0.47 k 0.74 k -0.57 in 5.934 ft 240 0.000 in 0 0.000 in 0 -~ I I I I I O.O 1.1' l,e S.e ,., 9.6 11 •' -I V4.4D Cc) 1983-96 ENERCALC . . . . GEORGE R. SAUNDERS ASSOCIATES, KW060361 1 h~~-.:;,. ~· _. .S-"-:O"?.•!·•···--~-~.:.,.--~,-;;--. ····~· :;-::.:~...,.·~~7,•.• •• :.~-~:-. ~·:::--~~.:,:;-_;:;:.;_.;:.;~~--,;.:~.-~~.:;_;;.,,.,_,__"·_;-~.; _ _;,.-=-~· ~-,~·~-.,.-,,~.-.,...,-,--... --, ··--· -·· -,---~J I I ·9 s I t(/) I I I I I I I I I I -I .. -·· .... : {j_J I' /-:_/) -~v ,. MARTIN & DUNN, 'IijC. STRUCTURAL&: CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER ~EAM DESIGN typ birthday tent Bx edge bm at perp rafters dead+ live PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS · Date: 06/19/97 ---------,-.,.....---BEAM DATA -------------------SPAN DATA ----- Timber Section Beam Width = = 8X12 End Fixity Pin:Pin Center .Span = 7.500 in Elastic Modulus = 1·6QOOOO psi Left Cantilever = 11.50 in Beam Density = 35.0 pcf Right Cantilever "' 15.00 ft 0.00 ft 0.00 ft Beam Depth Lamination Thickness Fb -Bending = 0.00 in Load Duration. Factor = 1.25 ------UNBRACED LENGTHS---- = Fv -Shear = = 1350 psi .Beam Wt. is Added to Loads Le : Center Span = 85psi End Shear Calc'd at·Support Le: Left Cant. = 15.00 ft 0.00 ft 0.00 ft Fe -Bearing 6~5 psi Le : Right Cant. = 1:, APPLIED LOADS------------------- Uniform Load iil Center Span: DL = 53.0 plf LL= 75.0 plf --------,----------------SUMMARY"'"·---------------------- USING 7.500 x '11..500 Beam, Bending= 18.11%, Shear= 18.29" Max. Pos Mom il 7.50 ft= 4.19 k-ft Shear: Max. al Left = Max. Neg Moril iil 15.00 ft= 0.00 k-ft •••• used for d~gn = Max m Left = 0.00 k-ft •••• Area Req 1d = Max iil Right . = 0.00 k-ft Max. iil Right = Max. Al low· Monien1; = 23 .13 k-ft •••• used for dsgn = fb : Max. Actual =· 304. 1, psi .. _ .. Area Req' d = Fb : Allowable = 1679.3 psi · fv : Max. Actual - Fv: Allowable = Ck= .811(E/Fb)A.5 = 24.9.7 Rb= CLeD/BA2)A.~ = 6.11 Bearing ·Req'd iil Left = Cf per USC 2304.3.5 = 1.00 Be~ring Req'd iil -Right= Center Camber = -0.08 in . 128 . . 01111111111111111111111111111111111111111111111111111111111111111111111111111111111111!1111111111 t I R• um Vmex• 1.121: 15.00 Hmex• 4.19fH f 7.50 ft' . ' ' t I R• tt17k ·Ymex• 1.121: 1.12 k 1.68.k 1s.n in2 1.12 k 1.68 k 15, n ;n2 19·,43 psi 106 •. 3 ps.i 0.24 in' 0.24 in Reactions ••• DL Maximum 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 = ·o.oo in p.ooo in ••• L/Defl = 0 0 Right = · 0.00 in 0.000 in ••• L/Defl = 0 0 o.o 2,IJ 1,0 ,.. 10,0 12,1 1! I V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 .... k:;-;-~ .:· ·. i :~:;::,:,. .. :-~---_. :::..:: .... :::: ... :.,..::z -~··· '"·-· ... : .:." ..::·::~~~;:;~?-tI;; ;.;_:~ ~ ·: ·. ~~-~'!. : .. ::~..-:.,... .r.-: .. ; -:--:::-.••. ~ • ..,.. , -.:---•• :---~ ~-: ·• --,,·.~~--~-,..·::·-=-•: ~.,-. .-. ~:-: • I I I I I I I I I I I I .. ·.·.:·. ·Q, I ·tJ I MARTIN & DUNN, ~NC. . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent Sx edge bm at perp rafters 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 = = = = = = 8ic12 1.500 in 11.50 in 0.00 in 1350 psi -~.5·,psi End. Fixity Elastic Modulus = Beam Density = Pin:Pin 1600000 psi 35.0 pcf 1.33 Load Duration Factor = Beam.Wt. is Added to Loads 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 Czmt. = Le: Right Cant. = 15.00 ft 0.00 ft 0.00 ft ~~ psi ---------------------APPLIED ·LOADS -....;...---,--"---------------- Uniform Load a Center Span: DL = 53.0.plf LL= 118.0 plf ---------------'------------SUMMARY __ ..;._ _________ ___.:, _______ _ USING 7.500 X 11.5,00 Beam, Bending= 21.94¾, Shear= 22.15¾ Max. Pos Hom a 7 .50 ft: 5·.40 k-.ft Shear: Max. Q Left = Max. Neg Mom a 15.00 ft: 0.00 k-ft , •.••. used for dsgn = Max a Left = o.oo k-ft •••• Area Req'd = Max a Right . = o.oo k-f, Max. a Right = Max. Allow Moment · = 24.6'1 'k-ft .,, •• used for dsgn = fb : Max. Actual = 391.. 9 psi , •••• Area Req' d = Fb : Allowable = 1786.1 psi fv : Max. Actual = Fv: A~lowable = Ck= .811(E/Fb)A.5 ,: 24.21 Rb= CLeD/BA2)A.5 = 6.11 Bearing: Req'd a Left = Cf per use 2304~3.5 = 1;00 _ -Bearing Req'd a Righ~ = Center Camber = -0.08 in 1.44 k 2.16 k 19.10 iri2 1.44 k ·2.16 k 19.10 in2 25.04 psi 113.1 psi 0.31 in 0.31 in R~actions ••• Left Right Deflections ••• ,Center •••• Dist .•• L/Defl Left ••• L/Defl Right ••• L/Def l DL Maximum = 0.55 k 1.44 k = 0.55 k 1.44 k - = -0.06 in -0.14 in = 7.50 ft 7.500 ft = 3249 1252 =·, 0.00 in 0.000 in = 0 0 = 0.00 in 0.000 in = 0 0 11oom,1mmm,1mmmmnoo1,1om111111,1,111,o,m1,o,1,01,,,m11111omo110 m_ . . ·-·· ·~·-·· '·"" Jdd.-~1~1. Mmln • •0,00 ft•k • 15.00 ft t I R• 1.440k Vmex• 1.44k 15.00 Mmex • 5.40fH t 7.50 ft V4.4D Cc) 1983-96 ENERCA~C t- i R• 1.440k .Ymex• 1.441: Ymo,c • 1·"" kt,o • O,OO ft l.:,.,.,.....~11111 ....... 11111 ...... 11111,....._llhb---.............,,,_..,.... Yffilft _ ., ..... kip,. ,s.oo ft _,.....I -cqq•nuu~mmt1 OffllX • 0.00 1n • 0.00 ft omtn• •O.l"t•• '1.50ft O.oo~ 7 ... .1· ~ o.o 2.1 1.0 ,.. 10.0 12.1 GEORGE R. SAUNDERS ASSOCIATES, KW060361 II I I I I I I I ta I ::g.-:-:·. t: .... , .. ~v• •• I I I I I I I ,::;. ·.:o·:;-· ······ : .. I -:·::3\\ .... , .. I MARTIN & DUNN., INC. _ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL TIMBER BEAM DESIGN typ birthday tent edge Bx at perp ridge dead + live \\ .. . ,. PROJECT# 960240 LEGOLAND CARLSBAD shade structures RMS Dat·e: 06/19/97 ~~ge: p I\ ----------,----BE_AM DATA ----------,.-------------SPAN DATA ----- Timber Section • -8X12 End Fixity Beam Width = 7.SOOin Elastic Modulus = Beam Depth = 11.50 in ·seam Density = Center Span = _ Left Cantitever = Right Cantilever = 15.00 ft 0.00 ft 0.00 ft Lamination Thickness = 0.00 in Load Duration Factor = Pin:Pin 1600000 psi 35.0 pcf 1.25 ------UNBRACED LENGTHS ---- Fb -Bending = 1350 psi Beam Wt. is Added to Loads Le : Center ·span Fv -Shear = 85 psi End Shear calc'd at Support ~e : Left Cant. .. = -= 15.00 ft 0.00 ft 0.00 ft Fe -Bearing = 625 psi Le : Right Cant. _____________ '.,_, ______ ...,._ APPLIED LOADS--------.--------------- Trapezoidal Load: DL: O.Oplf ol lft, 53.0plf. ol rt LL: O.Oplf ol lft, Trapezoidal Load: DL:-53.0plf al lft, O.Oplf al rt ·LL: _75.0plf al lft, 75.0plf· ol rt from o.OO ft to 7.50 ft O.Oplf al rt from 7;50 ft to 15.00 ft Point Load: DL = 220.0 II LL= 560.0 # at 7.50 ft SUMMARY USING 7.500 x 11.500 Beam, Shear = 16.81X Ml!X• Pos Mom al 7.50 f't;: Bending= 25~57%, 5.91 k-ft Shear: Max. al-Left = 1.03 k Reactions ••• _ DL Maximum M~. Neg Mom ol 0.00 :f'F 0.00 k-ft •••• used for gsgn. = 1.54 k Left = 0.47 k 1.03 k Max al Left = 0.00 k-ft .••• Area _Req' d = 14.50 in2 Right = 0.47 k 1.03 k Max al Right = 0.00 k-ft Max. al Right = 1.03 k Max. Allow Moment = 23.13 k-ft • • • • used-for dsgn = 1.54 k Deflections ••• fb: Max. Actual = 429.3 psi .•.. Area Req'd = 14.50 in2. Fb : Allowable = 1679.3 psi fv: Max. Actual = 17.86psi Fv : Allowable -= 106.3 psi Ck= .811(E/Fb)A.5 --24.97 Rb= CLeD/BA2)A.5 = 6.11 Bearing Req'd al Left -0.22 in Cf per UBC 2304.3.5 ;:: 1.00 Bearing Req'd al Right.= 0.22 in Center Camber = -0.09 in 0 0 t J. R• 1.027t Vm1x• 1.0:SI: jjjjjjjjjjjjjjfjjljflijnTTI ;5 1111111111iiiiiiffi_liiil®'nrns3 · 7sjjjjjjjjjijjjillllillili 5~ ITIOO 11001 jjjj ti Io i (i,, 15.00 Mmex • ~-9Ht•t • 7.50 ft \ 0 0 t I 1 R• 1.0,Z?lc YmIx11 1.0:Sk r,muc • 15.9lfl•t• 7,10ft J'1m1A• 0.00 fl•k • o_.oo ft v·max• I.OS tlPI • o.oon Ymtl'I • •1.0J ttp,-• 15,00 fl t>ma:.. • Cf.OD Ill• 0.00 ti Omtn • •0.14 tn • 1.son Center = -0.06 in -0.14 in •••• Dist = 7.50 ft 7.SQO ft ••• L/Defl = 3068 1292 Left = 0.00 in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ••• L/Def l = 0 0 ~1~1.1. ,.:~1w11mmamruo . .,.os -_ 1111111m1m1111m11111 '"R -o., .. 7 nr I o.o :2.S 1.0 7.1 10.0 12.s . = II V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDER$· ASSOCIATES, KW060361 ;,. --. _____ .,,.._. __ -,_ ..... :. ....... ~:-~~..,. -. . . . ~~'!:-;..:.~~ .... ;:,:.:,~.:;:;~ .. ~-;-.~:;:.;..~,..~~~!~.:.::~-:...:!:J~·;~:~;.;::..-:~:':! ... £::-~!:--!:;·~::.:---=-~~~=-~-.,_:-:!;~~:-.-':,..-.-::_:1:.:";:::-.7.T~·-==·--:-:·~-··-·~/ .. :.'?'.·-~~-;-::~~-... _-::•-.::::-.-.:·"':-::~·.:-·.·-·-·.·---·.··-.. ·---.·.·::-:-__,_.~, I I I I I I I I I I I ' I MARTIN & DUNN, I~C. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION GENTER CT. SUITE 4.00 SAN DIEGO, CA 92108 GENERAL TIMBER 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 8X12 End Fixity Pfo:Pin Center Span = '15.00 ft Beam Width = 7.S00 in Elastic; Modulus = ,600000 psi Left Cantilever "" o.oo ft Beam Depth -11.50 in Beam l>ensi:ty = 3S.O pcf Right Cantilever = 0.00 ft Lamination Thickness = 0.00 in Load Duration Factor = 1·.~3 UNBRACED LENGTHS Fb -Bending = 1350 ps.i Beam Wt. is Added to Loads Le· : Center .Span = 15.00 ft Fv -Shear = -~s psi End She~r Celc'd at Support Le: Left Cant. = 0.00 ft Fe -Bearing = 6~~ psi Le: Ri"ght Cant. = 0.00 ft ----------------------APPLIED LOADS . . Trapezoidal Load: ,DL: O.Oplf al lft, S3.0pl'f al· rt LL: O.Oplf. al lft, 118.0plf al rt from 0.00 ft to 7.50 ft Trapezoidal Load: DL: 53.0plf al lft, O~Oplf al rt LL: 118.0plf al lft, O.Qp~f _al rt from 7.50 ft to 15.00 ft Point Load: DL = 220.0 # LL= 1050.0 II at 7.50 f.t - SUMMARY USING 7.500 x 11.500 Beam, Bending= 34.78¾, Shear= 22.0SX Max. PosM0111 al 7.50 ft= 8.56 k-ft Shear: Max. ol Left = 1.43 k Reactions ••• DL Maximum ~ax. Neg Hom iii 0.00 ft= 0.00 k-ft •••• used for dsgn = 2.15 k Lef.t = 0.47 k 1.43 k Max iii Left = O.OO'k-ft •••• Area Req'd = 19.02 in2 Right = 0.47 k 1.43 k Max a) Right = 0.00 k-ft Max. iii Right = 1.43 k Max. Allow Moment = 24.61 k-ft •••• used for dsgn = 2.1s k l>efle¢tions ••• fb: Max. Actual = 621.2 psi •••• Area Req 1-d = 19.02 ih2 Fb : Allowable = 1786.1 psi. fv: Max. Actual =· 24.93 psi F.v : Allowable = 113.1 psi Ck= .811(E/Fb)".5 = · 24.21 ·Rb = {LeD/B"2)".5 = 6.11 Bearing Req'Q ~ Left = 0.31 in Cf per UBC 2304.3~5 = 1.00 Bearing ·Req'd al Right= 0.31 in Center Camber = -0.09 in 0 0 jjjjjjfjjjjfijffljjfjjjJlffi 118 iiillllOiiiiOililOlliffiffi . 53 1180Jjljjjjjjjjjj jj,,jjjjj ii I I I 53ffillilllliilililiiiil111,,,· 0 0 t I R• 1.433k Vmex• 1.'43t -15.00 . Mmax ·• 8.561't-t • 7.50 ft Mmuc• 8.56ft•k • 7.SO ft -·f1m1A • 0.00 ft•k • o.oo ft Vm•~• 1.d klPI. 0.09 ft Yln1ft • •1 • .till t1pa • 15.00ft l>mox • · 0.00 In • 0.00,1 t '0m1n •' •0.Z0 tir• 7.$0 ft I R• 1.'4!3t Ymex• 1."131c --·-~·. . . . Center · = -0.06 in -0.20 in •••• Dist = 7.50 ft 7 .500 ft ••• L/Defl = 3068 904 Left = o.oo in 0.000 in ••• L/Defl = 0 0 Right = 0.00 in 0.000 in ... L/Defl = 0 0 ~l~•m~111. I-~: 11111111111111111111111111 _-.J ·. .1111111111m1111111111111 .'~R7 -0.20 1~ o.o. 2.s s.o 7.IJ 10.0 12;1J = If V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ,. -b~!:'"~~-.~-:.·~~;.-:";:.;. .. _ ~~=-~~;.;;~::~~~ •• .. •~~; • . ."~ !w"r..-;~•,.~:.~~"' ~ ; __ :.~~~-~. :·:~-~~~:::~~:.-:~: .... ,_·, ·-~,-,-.--,,-,-. ... --,..-~~ .. ---:=--=--·• '"'-·••-• ··---~ •·--• -•--• ~--·- I I ...... :·. \;;-:-:\ .. ···] I ,_.-./ MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIE_~O. CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB k~ CA-(2.(..Sts"t> SHEET NO. _____ · _P ..... -....,l .... '2-.-. ...,. OF ___ l;--- CALCULATEDBY ~ O~TE .-::fv~ t4r,- CHECKEO BY--------DATE-------- SCALE ---'------------------.:.._--- I I ,ne-P.1 orn 1'~tA£ CA "'1 (r1Af¼t1i£ 1t&>tJ"IAt£ s-1"") {yp . fl/(lti/oYi, fo $ r ... .3.K g. or--;v• r I I I I U.% _{5tx! X_1/'f .. '! .... +i,.~--1,,qzy{~L2''!t-: tfAr:r->3 .. -= ~OK..JJ C<f.sy.C.:1)4~Ylfl -·, .:; L//,07~ I I I I .. ,:_. .. ~ ft,) . ,.; Or,J ... -. .· . f l(D M C::r : '-I L J tJ S ~R l<' I Lt; 1'r1r,<.. . . . . I -I c:tf _____ T _____ -:-~~~~---:.· -----..•. ----~ 7:,¥,;-__ .,,-,1,~AY -----·-······ ·- I ·:~;_::·: · .. _'_, .. ' .. ,:, . .. ..... j. . ... '. • • ·--'t' . . l . . . .. . . .. . ... : ~ . . . . ' "" , I ., ~ .. .--.. ,-,...------· • --· ---------------••M I IC) I \U 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 Birthday tent wood post bas·e \\ Legoland Carlsbac! . 96-240 Date: 06/19/97 None None -----LOAD DATA ---·-1 -.---2-- Axial Load 2.10 k 0.47 k X-X Axis Moment 7.92 k-f.t 7.92 k-ft AISC Section Name : TSBx8x1/4 TSSx8x1/4 --· BOLT PATA -- \i Bolt Tension Capacity ., 8.00 k 8.00 k \\ Bolt Count Per Side 2 2 ,. \ I 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 . 1'4.00 in 14.00 in II Width 14.00-in 14·.00 in Support Area Depth 2.00 in 2.00 in Support Area ·Width .. 36.00 in 36.00 in -· -. MATERIAL DATA - f'c 3000 psi 3000 psi Fy 36 ksi 36 ksi ,Loa~ Duration Factor 1.33 1.33 AISC Section Depth 8.00 in · 8.00 in Flange Width 8.00 in 8.00 in Flange Thickness :, 0.250 in 0.250 in Web Thickness 0.2~0 in 0.250 in -· -PLATE DESIGN --. · Min. Requited Thicknes~ 0,449 in 0.438 in Pl~te Anelysis Method : 1 1 Tension FQrce per Bolt: 3.67 k 4.06 k Bearing Stress 369. 73 psi 360.87 psi Allow Bearing ••• Per ACl 10.15 1081.87 k 1081.87 k Per A~SC J9 846.41 psi 846.41 psi Max. Plate Capacity for 165.90 psi Al lo11able Be·aring •• :. 165.90 psi -PLATE ANALYSIS-·- Actual Plate Thickness : 0.500 in 0.500 in Max .Allow Plete FQ 3S. 91 ksi 3S.91 ksi Actuel fb 28.99 ksi. 27.S1 ksi //age: e 14 V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, K\1060361 -' -'~~J~:.):'~'2;l-::~.:~..:.:.:::!.;~~~v_..~-:.?l;~::'..~:1'~-1!""ti:-:.:..-::-.:::-:_-.-.7~~-..-~-:.-:::."~ ... :;~ ... ~~:;·.:-~~.:~·· .,!~ .-;..· ... ~.:"". :;:..~-;--:-~--:-;.-~ .. ~--:7_~ ... ;' ... '!~··:-..... -~.:~.:~. ~--~.-. -· .-~.-.--';'.'" .. ~-.-:-::-.... 1!:-•• ·-::~ •• _:--. -~--• •-r .. --.... --~·:."'--~~ I I -~ ;_:(:::-.) I !\·._:J:·:·: I I I I I I .1 /D \2) ~ ::: . I I I I I I I ····\ < (?:J, aw . MARTIN & DUNN, INC. . STRUCTURAL & CIVIL E~GI~ERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOT!NG DESIGN -,j9'1N& .. titlllil!!ii§fl1beiiiil='=•la:llltll,f,e~a.1 __ 'Bl (21'Pf'Dk'(_ .fe ;r..-f' ts 8x8 at baseplate \\ Legoland Carlsbad 96~240 Date: 06/19/97 ----DESIGN DATA----,----,----AXIAL LOADS ----------------DIMENSIONS ----- Allow. Soil Pressure = 2500.0 psf Dead Load = ••• Short Term Increase = 1.33 · Live l,.oad = Base Pedistal Height = 2.00 in Short Tera Load = Seismic Zone = 4 •.•• Ecc. Along X-X Axis = overburden Weight = 110.00 psf ••• Ecc. Along Y-Y Axis = Live & Short Term Loads Don't Apt Together Concrete Weight = 145.:0 pcf i \ . 0.47 k 0,0 k 1.0 k o.oo in 0.00 in -Y-Y AXIS ROTATION FORCES-·---X-X AXIS ROTATION FORCES-.-. •••• Pressures iii Left/Right Moment: DL = LL = Short Ter!D = Shear: DL = LL = Short Term = o.o k-ft o.o k-ft' 7.9 k-ft 0.00 k 0.00 k 0.99 k •.•. Pressures iii Top/Bot Moment: DL · = LL = ·Short Term = Shear: DL = LL = Short· Term = 0.0 k--ft o.o k-ft 0.0 k-ft 0.00 k 0.00 k Q.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= 4.25 ft 4.25 ft 18.00 in 8.00 in 8.00 in __________________ ....;.;._.......,_SUMMARY--------,-..,.....------------- ------Soil ·Pressure ----------------Moments & Shears ------ D+L Max. Allowable Max Pressure = 353:.5 psf Mu/Phi = 1.9 k-ft Allowable Pressl,/re = 2500.0 psf 'X' Ecc. of Resultant = 0.0 in 'Y' Ecc. of Resultant = 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= 4.6psi 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 353.5 psf · 0.0 psf Left 494;9 psf 0,0 psf 0.0 psf Right 353.5 psf 1,401.5 psf Right 494.9 psf 1962, 1 psf 1352.9 psf ------------FOOTING DESIGN--------------- f' c = 3000 psi 11111= Fy /.C.85f'c) Fy = 60000 psi Vn:1 ••• .2Cf' c)".5 Rebar CL Clear to Soi.l = 3 .• 5 in Vn:2 ••• 4Cf'c)".5 Min. Steel X = 0.0014 = = = 23.53 109.54 psi .219.1 psi ----------FACTORED SHEAR FORCES -----,-------- Two-Way Shear = one-way: Vu@ Left One-Way: Vu iii R.ight One-Way: vu a Top One-Way: Vu a Bottom = = = = ACI 9-1 ACI 9-2 0.41 psi 1.87 psi 0.19 psi -1.54 psi 0.19 ps:! 4.59 psi 0.19 psi 0.45 psi O. 19 psi 0.45 psi ACI 9-3 1.S3 psi -0.99 psi 3.24 psi 0.38 psi 0.38 psi Vn * Phi 186.23 psi ·93.11psi 93.11 psi 93.11 psi 93.11 psi -----------FACTORED MOMENTS --------------- ACI 9-1 ACI ~2 'ACI 9-3 As Req'd Top 353,5 psf 406.7 psf :rop 494.9 psf 569.3 psf 392.6 psf Mu/Phi iii Left Mu/Phi a Right Mu/Phi iii Top Mu/Phi a Bottom = 0.1 k-ft -0.8 k-'ft -o.s k-ft = 0.1 k-ft 1. 9 k-ft 1.3 k-ft = 0.1 k-ft 0.2 k-ft 0.2 k-ft , = ..... 0.1 k-ft 0.2 k-,.ft 0.2 k-ft Ru 3,9.psi 9.0 psi 0.9-psi 0.9 psi .:.o.?44 ih2/f.t 0.244 in2/ft 0.2¥t in2/:ft 0.244 in2/ft --------SERVICE LOAD OVERTURNING STABILITY ------------- Factor of Safety: Factor of Safety: Y - Y AXIS X -X AXIS = = Static ..,..None-- -None-- Short Term 1.63 ~1 -Non~ Bottom 353.5 psf -406.7 psf Bottom 494.9 psf 569.3 psf 392.6 psf Ccontinued·on next page .•.• ) ~ . I V4.4D Cc) 1983-96 ENERCALC . · . · · · ·. · GEORGE R. SAUNDERS ASSOCIATES, KW060361 l-. •·._ .•:.:-~'""' .7-.~::;~;~-::~~~~~~-~rr.:::;.'"!;._.:-.. :=;;,;.;.;~~ ;;_.,2\~;.... . .,-;-.+.~-..--:-.~· ...... .--.... -: ~~ •. -;;-....:,r-.-#_.,,,..:.-.-,-• ..,;,,.~-,--,.,,...,;;,. •..• -.. .,.;...,,.~""',."',--"~-.-;.·~-.~ ·.::-: .. ~ ~~:: .:C::~j I I ~-.... : ~, \ ... : .. :._~. I '<:/ I I I I I I I'@) I I I I I I I t~ I MARTIN & DUNN, INC. _ . STRUCTURAL & CIVIL ENG.INEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 -. GENERAL FOOTING DESIGN \ \ Jill 3 l!Hl 1151/ elf 2 .h1f2..1HDAr 1-Ef'Jf° ts 8x8 at baseplate 'l5> ' ; ( ••••• continued) \ldl • 0.00 ,t>, V11 • 0.00 le tat• O.99 k SP fl Left • SP• Right• \ \ I l \ \ 1~1 I I I .. ! l ! ! I I, I! . I : ri i .I'\ ,! i I Ii !i l . ' Pdl • 0.471:: Pll • 0.00-k Pat• 0.961:: X Ecc "'! 0.00 in Md!' • 0.00 ft-k ii 111 q I U 11 ~ II Ii L11 I!~ .i 11 l! I! II iii Mll• Mat"' , II 11 i I JI I I : l :i: if i f 1! 0 7 Ji I· fi. ij. .00 ft-k .92 ft-,k X-X.AXIS ELEVATION ,Y i Z54 paf 354psf j i ! I : i i i !y 4.25 11 x .. x Elevetion Vie'w' 'j, II j I.ego.land Car-lsbad 9~240 Date: 06/19/97 I I I 11 II II I I I Ill .I I! Ill 11 i u l:flli ! • Ii' i Iii 0.00 in i l I I I i .1 I i 11, .Y-Y Meis ELEVATION 354p$f 354 p$f 0Ftl0 I V4.4D Cc) 1983-96 ENERCALC GEORGE R, SAUNDERS ASSOCIATES, KW06O361 . --. -~ ~,-.----~~.~---~-~ ·. .... -::i:: :~~-r--:-;v-.:-.:-:-,~~--:-;-,i,.~,,..~~-"l~-;~:::.·-.~-;--·';'"~.;:·r.;-•:--.:;.:;-.-· .. ~ ... .,.;~_ ... __..._.~.,•-:..,~-... --....... -... •!;'.-=•-e-"-=---:-e-~~---.-..----·--- I I I I I I I I I I I I I I I I I -' I z - I- a: <( ~ cj z z Z MARTIN & DUNN, INC. ::J Structural & CiviJ Engineers 0 7801 Mission Genter Ct., #400 San Diego, CA 92108 Phone [6191 497-2118 Fax [619) 497-0429 STRUC.TURAL CALCULATIONS FOR Legola:nd Carlsbad (M&D PROJECT NO. 960240.00) Lag-oon Cluster (IGMP #2 .Package) Architect of Record: Hellmuth Obata & Kassabaum For Building D.epartment Plan Check Submittal July 21, 1997 ~ q 7. .;)-0--;;;_-, I ~\evd, Or SDP q~-\4' ~ (lt»...05 I I I I I I I I I I I I I I I I I I I SUBJECT MAIN ISLAND BRIDGE INDEX Gravity and Lateral Loads Slab Design Beam Design Columns and Footings Seismic Analysis SHEET NO. 1 2-6 7-11 12-17 18 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 __ L ..... ~""""---=-. ~~~~O ___ q~_&q.......:a· ~'---"--'fO-=--,-- SHEET NO. --1-OF J_t} CA~CULAT!=D BY __.m::._.-· ..L,;. ,,_-• --'·----DATE b/t w q-] SCALE CHECKED BY-'-----,-----DATE----.---_ '[A:&ODN ·-M,A, t,l l~uiilo ~o~ • .C :? .: 5 S 7 C. < ~ 3 ~ E & 7 E 1 f i L S 6_ i E ' Z ~ .: 5 6 i = • Z -~ L 5 6. 7 6_ -: 2 2 ~ S E 7 6 • ~ 3 .: 5 £ 7 £ • 2 3 I I -. I I ,_ I - I s· I /·:/0-.:·;-: ... I - I I - I I .. I I . --·----------- 1 [),,;~&~ koav7_ · ............... .. .. .. :..... ... ....... .. ........... '-----. .... .. . . .. ........ :... • ....... ....... . .... . .... .. .. . ·a . . De-a ot£;ijj? 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'o..~-tn'5 · .. : '?1~/~1J~~.: -: _ -: -_ , ....... ·; · ...... ··:----· ---·:_· .. _·i------------------......... ------(!.w.-;·{1r· ·-----~ a,¢.:---4~ -~ .... : ..... ----------....... ________ :_ ................... : V, 0,4(1.01'15) V'f"' ; t>,lf37\\J_ [ : r '~ j IV$o,18~W I : : . -: ·~ ~ ..... ,.. '. . . ~ . .... . . ·,.i., .· ..... ~ .. -----· .. _:_ ~ · .. ~-"i._.,· -~~:·.-. :_· :., ·,,· .· --_··. . : • •-: ~ ---•• M•-'•f .~-0 • •< ••• ''!." ~ . . ! . . . . . . . "( . ' . . ; . ····~ ~--, : ___ : . ~ ... -: .. ~-~ ... -. ' . . . i... , ~· . . -. .,. .: l· . · .. '• '• I I I I I I I- I I I~ c.;:-::J ·~:> I (}) ....,_;, I I 1·: I· I~ MARTIN & DUNN, INC. Structural &. Civil Engineers 7801 Mission Center Court Suite 400 SHEETNO.-~ ____ Z--_ OF-~--- CALCU~TEDBY_fi ....... ' ___ A-____ · DATE. ~/(i3/q1 SAN DIEGO, CA 92108 . Phone (6l9) 497-2118 . . I Fax (619) 497-0429 CHECK~ BY--------:----DATE~------... kM'aN -H.MN L~P f?Wf& · SCAt:E -···· . -. 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N" n PR.OOUci' 207-1~J1r,,;._ G,01or., fla~s. 01.m 19 o,cer PrlON~ iOLL friEE t-500-225-6350 I I I ® I I I I I I I '8 {-:·_.;.-. \;::.:_;_;:,· I I I I I I I 1@ I MARTIN & DUNN, INC. _ PROJECT# 960240 LEGOLAND CARLSBAD LAGOON STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 4-00 SAN DIEGO, CA 92108 MAIN ISLAND BRIDGE FSA Date: 06/19/97 Page: "? CONCRETE BEAM DESIGN PEDESTRIAN BRIDGE (FILE: SLAB1.CRB) SLAB WITH PINNED_ ENDS BEAM DATA Beam Span = 13.00 ft Beam Depth = 8.00 in Beam Width = 12.00 in 'T' Flange Thickness = 0.00 in Beam is Rectangular Web Spacing = n/~ Beam Wt. Ignored \ Effective Slab Width = 12.od in ----REBAR LAYOUT---- Bars@ Center of Beam •••• 1 -II 6@ d= 6.1 in Bars@ Left End ..•. 1 -II 6@ d= 1.9 in Bars@ Right End .•.• 1 -II 6@ d= 1.9 in -----DESIGN DATA ----- f' C = 3000 psi Fy = .60000 psi Seismi'c Zone = 0 Live & Short Term Loads Act Together End Fixity Pin:Pin ·concrete Weight = 150.0 pcf Stirrup Area = 0.000 ih2 --.,.--LOAD FACTORS USED ---- ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = · ACI·9-1 & 9-2 ST = •••• Seismic= ST * AC! 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 1921.2.7 110. 9" Factor = -------------APPLIED LOADS -----,---------- Uniform Dead Load= 0,11 k/f.t from 0.00 -> 13.00 ft Uniform Live Load= 0.10 k/ft from 0.00 -> 13.00 ft ---------------------,---,.----,-.,.........,...SUMMARY--------------------- Mn*Phi Center -11 .-2 k-ft Mn*Phi Left = 2.8 k-ft Mn*Phi Right = 2.8 k-ft Vn*Phi: Left = 6.8 k Vn*Phi: R.ight = 6.8 k Mu Mu Mu Vu Vu AC1 Eguations ..• Center = Left = Right = -9-1..,... 6.8 o.-o 0.0 -9-2 --- 5.1 0.0 0.0 Left =:: _2.0 1.S, Right -2.0 1.5 -9-3- 2.1 k-ft o.o k-ft 0.0 k-ft 0.6 k 0.6 k -.--Reactions ----------Deflections-------- Left DL+CBm WtJ = 0.70 k DL+LL+CBm WtJ = 1.35 k DL+LL+ST+t_Bm WtJ = 1.35 k SHEAR STIRRUP REQUIREMENTS Region = 0.0ft Stirrup Spacing= 0.60 in Max Vu in Region= 2.04 k --ADD' L DEFLECTION DATA ---- Neutral Axis = 1. 73 in I : Gross = 512 .. 0 in4 I : Cracked 99. 7 in4 E : Elastic Modulus = 3122.0 ksi Fr: 7.5*(fc)A.5 2:Cracking Mer: Cracking ~s:Max DL+LL R1 = (Ms:DL+LL)/Mcr MtMex DL+LL+ST R2\i (Hs:DL+LL+ST)/Mcr I~J!ff ••• Ms(DL+LL) . I{eff ••• Ms(DL+LL+ST) = = = = = = = = = V4.4D Cc) 1983-96 ENERCALC 410.8 psi 109.5 ksi 4.4 k-ft 4.4 k-ft ,0.995 4.4 k-ft 0.995 506.2 in4 506.2 in4 ' Right ---Upward--_........__ ----Downward --- 0 . .70 k 1..35 k 1.35 k 2.2ft 0.00 in 1.39 k 0.000 in at 0.000 in at 0.000 in at 0.00 ft Q.OQ ft 0.00 ft 4.3ft 0.00 in 0.70 k 6.5ft 0.00 in 0.70 k 8.7ft 0.00 in 0.70 k -0.044 in at 6.50 ft -0.085 in at 6.50 ft -0.085 in at 6.50 ft 10.8ft 13.0ft 0.00 in 0.00 in 1.39 k 2,04 k ------------SECTION ANALYSIS---------- Eval4ate Moment Capacity: Center Left Right -~ : Neutral Axis = 1.01 in 1.01 in 1.01 in a =; beta 1; X = . 0.~86-in 0.89 in 0.86 in Compression in Concrete = 26.2 k 26.2 k 26.2 k Sum CSteel comp. forcesJ = 0.0 k 0.0 k 0.0 k Tens:ion in Reinforcing = .~26.4 k -26.4 k -26.4 k For Evaluation of Max. As For Ductile Failure •••• X-Balanced = 3.63 in 1 .11 in 1.11 in xmax = Xba~ * o. 75 = 2. 72 in 0.83 in 0.83 in a-max = beta*Xba l = 3. 08 in 0.94 in 0.94 in Compression in Concrete , = 70. 7 k 21.6 k 21.6 k Sum CSteel comp. forcesJ = ·o,o k 0.0 k I o.o k Total Compressive F9rc·e = 70. 7 k 21.6 k 21.6 k As Max.= Tot Fore~ / fy = 1..18 in2 o.36 in2 0.36 in2 (continued on next page ••• ,) GEORGE R, SAUNDERS ASSOCIATES, KW06Q361 ::, . ,..--,··.·-~·· ·---~ .. ~·-~-~ ...... ---: --~~·-r:-=•·=· -= .• ~. --~--~--~'"~----·~J~r<'~~~~~Y"i'"'· t..-_ ... ;_ ~· -· 4'.\ • ..--.~~~~--.•-r:•___...,.~ ......... -n-:-....-----........ -1 ..... _,....,, ____ ,.. _ _._ __ --··-~ ---- I I ~ MARTIN & DUNN, I~C. _ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA ·9210.s· . . !'ROJECTII 960240 LEGOLAND CARLSBAD LAGOON MAIN iSLAND BRIDGE FSA Date: 06/19/97 / Page: I ·:·:.<,) -·-CONCRETE BEAM DESIGN PEDESTRIAN BRIDGE (FILE: SLAB1A.CRB) I I I I I I SLAB WITH PINNED ENDS W/ LL+· 1.63DL -----BEAM DATA ----- Beam Span = Beam Depth = Beam Width = 'T' F Lange Thickness = Beam is Rectangular Web Spacing = Beam Wt. Ignored Effective Slab Width = 13.00 ft 8.00 in 12.00 in 0.00 in n.i.a \ 12.00 in ----· REBAR LAYOUT ---- Bars@ .Center of Beam •••• 1 -I/ 6@ d= 6.1 in Bars@ Left End •••• 1 -I/ 6@ d= 1.9 in Bars@ Right End ••.• ,_,~:f~.,_ Mn*Ph i /'ln*Phi Mn*Phi 1 -I/ 6@ d= 1.9 in Center Left Right = - = - 11-.2 k-ft 2.8 k-ft 2.8 k-ft 6 •. 8 k -----DESrGN DATA----'-- f'c = 3000 psi" Fy = 60000 psi Sei'smi c Zone = O· Live & ~hort Term Loads Act-Together End Fiiity Pin: Pin Con~ret'~ Weight --150.0 pcf Stirrup;\Area = 0.000 in2 ----LOAD FACTORS USED---- ACi 9-1 & 9-2 DL = AC! 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= UBC 1921.2.7 i•0.9" Factor= 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 --"'-----------------APPLIED· LOADS------------ Uniform Dead Load= Uniform Live -Load= 0.18 k/ft 0.10 k/ft SUMMARY ACI Eq1Jations ••• Mu ~ Center Mu Left Mu. Right Vu Left from O.OCi -> 13.0Q ft from 0.00 -> 13.00 ft -·9-1....;. -9-2--·9-3 - = 8.8 6.6 3.4 k-ft 0.0 o.o· 0.0 k-ft = 0.0 o.o o.o k-ft = 2.6 2.0 I --w·,;;:: ... • ..... ,. ~ . . . ....... ; .. ~ Vn*Phi: Left Vn*Phi: Right = 6.8 k vu ---Reactions--·. Left Right . 1.0 I< Right = 2.6 2.0 i'.l' 1.0 k ------------Deflections -------- ---Upward ------Downward --- I I I I I I I I I ... ~·::, 'd <:> DL+CBm WtJ DL+LL+[Bm WtJ DL+LL+ST+CBm WtJ = 1.1? k 1.15 k = 1.80 k 1.80 k = 1.80 k 1.80 k SHEAR STIRRUP REQUIREMENTS Region = 0.0ft Stirrup Spacing= 0.00 in Max Vu in Regiorr 2·.64 k 2.2ft 0.00 in 1.81 k 0.000 in at 0.000 in at 0.000 in at 0.00 ft 0.00 ft 0.00 ft 4-.3ft 0.00 in 0.91 k 6.Sft 0.00 in 0.91 k 8.7ft 0.00 in 0.91 k -0.071 in at 6.50 ft -0.209 in at 6.50 ft -0,209 in at 6.50 ft 10.8ft 0.00 in 1.81 k • 13.0ft 0.00 in 2.64 k --ADD'L DEFLECTION DATA -----'--------------_... SECTION ANALYSIS ------------ Neutral Axis = 1.73 in I : Gross = 512.Q in4 !:Cracked = 99.7in4 E : Elastic Modulus = 3122.0 ksi Fr : 7.S*(fc)A.5 = '410.8 psi- Z:Cracking = 109.·S. ksi Mer: Cracking = 4,.,4 k-f~ Ms:Max DL+LL = 5.9 k-ft R1 = (Ms:DL+LL)/Mcr = 0.749 Ms:Max DL+LL+ST = 5,9k-ft R2 = (Ms:DL+LL+ST)/Mcr = 0.749 I:eff ... Ms(DL+L~) . = 272.8 in4· I:eff ••• Ms(DL+LL+ST) = 272.8 in4 V4.4D (c) 1983-96 ENERCALC Evaluate Moment Capacity: Center X : _Neutral Axi"s = 1.01 in a·= beta* x = 0.86in Ccimpression in Concr~te = 26.2 k Sum [Steel comp. forcesJ = 0.0 k Tension in Reinforcing = -26.4 k For .Evaluation of Max. As For :oucti le Failure •••• X-Balanced -3.63 in Xmax=Xbal*0.75 = 2.72in a-max = beta*Xba l = 3. 08 in Compression in Concrete = 70. 7 k Sum [Steel comp. forcesJ = 0.0 k Total Compressive Force -- = 70. 7 k As Max.= Tot Force / ty 1.18 in2 Left 1.01 in 0.86 in 26.2 k 0.0 k -26.4 k 1.11 ii'! 0.83 in 0.94 in 21.6 k 0.0 k 21.6 k 0.36 in2 Right 1.01 in 0.86 in 26.2 k 0.0 k -26.4 k 1.11 in 0.83 in 0.94 in 21.6 k 0.0 k 21.6 k 0.36 in2 (continued on next page •••• ) .GEORGE R. SAUNDERS ASSOClATES, KW06036{ z-,,~ ... ---· -------~-~-- I I 1® I I I I I I I I I I I I I I ·:2) ' MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND ·CARLSBAD LAGOON MAIN ISLAND BRIDGE ! FSA . Date: 06/19/97 _: Page: CONCRETE BEAM .DESIGN .. PEDESTRIAN BRIDGE (FILE: SLAB2 .• CRB) SLAB WITH FIXED ENDS -----BEAM DATA ----- Beam Span Beam Depth Beam Width 'T' Flange Thickness Beam is Rectangular Web Spacing Beam Wt. Ignored Effective Slab Width = = = = = = 13.00 ft 8.00 in 12.00 in O.CiO in nVa \ 2 \ • 1 .00 ,n ----REBAR LAYOUT----,- Bars@ Center of Beam •••• 1 -# 6@ d= 6.1 in Bars@ Left End .••• 1 -# 6@ d= 1.9 in Bars@ Right End •.•• 1 -# 6@ d= 1.9 in Mn*Phi Mn*Phi Mn*Phi Center Left Right Vn*Phi: Left Vn*Phi: Right = = = = = 11.2 k-ft 11.2 k-ft 11.2 k-ft 6.8 k 6.8 k --------DESIGN DATA-------'---LOAD FACTORS USED ---- f'c -3000psi ACI 9-1 & 9-2 DL = :Fy = 60000. psi ACI 9-1 & 9-2 LL = Seismic Zone --0 ACI 9-1 & 9-2 ST - Live & Short Term ·Loads Act Together •.•• Seismic= ST * End Fixity -Fix:Fix ACI 9-2 Group Factor = Concrete Weight = 1,50.0 pcf ACI 9-3 Dead Load Fact = Stirrup Area = 0.·000 in2 ACI 9-3· Short Term = USC 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-= 0.11 k/ft from o:Oo -> 13.00 ft 0.10 'k/ft from 0.00 -> 13.00 ft SUMMARY AC-I Equations •.. -9-1--9-2- Mu Center = 2.3 1.7 Mu Left = -4.~ -3.4 .Mu Right ::: -4.5 -3.4 .vu Left = t.:9 1.4 Vu Right = 1.9 1.4 -9-3- . 0.7 k-ft -1.4 k-ft -1.4 k-ft 0,6 k 0.6 k --Reactions --·Def le ct ions DL+CBm WtJ DL+LL+[Bm WtJ DL+LL+ST+CBm WtJ = = = SHEAR STIRRUP REQUIREMENTS Region = 0-.Qft Left 0.70 k 1.35 k 1.35 k Stirrup Spacing= 0.00 in Max Vu in Regio1r 1.92 k --ADD'L DEFLECTION DATA -- Neutral Axis = 1.73 in I Gross = 512.0 in4 !:Cracked = 99.7in4 E : Elastic Modulus = 3122.0 ksi Fr : 7.S*Cfc)" .. 5 = 410 .. S psi Z: Cracking = 109.5 ksi Mer: Cracking = 4.4 k-ft Ms:Max DL+LL = 2 •. 9 k~ft R1 = (Ms:pL+LL)/Mcr = 1.493 Ms:Max DL:+LL+Sl' = 2.9 k-ft R2 = (Ms:DL+LL+ST)/Mcr = 1.493 I:eff ••• Ms(DL+LL) = 512.0 in4 I:eff ••• Ms(DL+LL+ST) = 512.0 in4 V4.4D (c) 1983-96 ENERCALC Right Upward .---Downward --- 0.70.k 1.35 k 1.35 k 2.2ft 0.00 in 1.39 k 0.000 in at 0.00 ft 0·.000 in at 0.00 ft 0.000 :in at 0.00 ft 4.3ft 0.00 in ojo k 6.5ft 0.00 in 0.70 ·k 8.7ft 0.00 in 0.70 k -0.009 in at -0.017 in at -0.017 in at 10.8ft 0.00 in 1.39 k 6.50 ft 6.50 ft 6.50 ft 13.0ft o.oo in 1.92 k ----------------SECTION ANALYSIS------------ Evaluate Moment Capacity: Center X: Neutral Axis = 1.01. in. a = beta * x =· 0.86 in Compression in Concrete = 26.2 k sum [Steel COl!IP· forcesJ = b.o k Tension in Reinforcing = -.26.4 k For Evaluat-ion of Max. As F.or Ductile Fai:lure •••. X-Ba lanced = 3. 63 in Xmax = Xbal * 0. 75 = 2. 72 in a-max = beta*Xbal -3.08 in Compression in Concrete = 70. 7 k sum [Steel comp. forcesJ = o.o k Total. Compressive Force = 70. t k As Max.= Tot Force l ty -1.18 in2 Left 1.01 in 0.86 in 26.2 k 0.0 k -26.4 k 3,63 in 2. 72 in 3.08 in 70.7 k 0.0 k 70.7 k 1.18 in2 Right 1.01 in 0.86 in 26,2 k o.o k -26.4 k 3.63 in 2.72 in 3.08 in 70.7 k 0.0 k 70.7·k 1.18 in2 (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 ·-_,.._,, ........... , ,...,...__._.,,· -.... -...... _.. ' -' ~----. ~ -'"~-----~-....... _ I I I I I I I I I I I I I ,0 I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO/ CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD l,.AGOON MAIN ISLAND BRIDGE FSA , Date: 06/19/97 ~age: CONCRETE BEAM DESIGN .\ PEDESTRIAN BRIDGE (FILE: SLAB2A.CRB) SLAB WITH FIXED ENDS W/ LL+ 1.63DL -----BEAM DATA -------- Beam Span Beam Depth Beam Width 'T' Flange Thickness Beam is Rectangular Web Spacing Beam Wt. Ignored Effective Slab Width = = = = = = 13.00 ft 8.00 in 12.00 in 0.00 in ni~ I 12.0~ in ----REBAR LAYOUT---- Bars iii Center of Beam •••• 1 -# 6 iii d= 6.1 in Bars iii Left End., •• 1 -# 6 iii d= 1.9 in Bars iii Right End ••.• · 1 -# 6 iii d= 1. 9 in Mn*Phi Center = Mn*Phi Left = Mn*Phi Right = Vn*Phi: Left = Vn*Phi: Right = 11.2 k-ft 11,2 k-ft 11.2 k-ft 6.8 k 6.8 k --,--......,.-DESIGN DATA ----'---- t•c = 3000 psi i=y = 60000 psi Seismic Zone = 0 Live & Short Term Loads Act Together End Fixity Fix:Fix Concrete Weight = 150.0 pct Stirrup Area = 0.000 in2 --------LOAD FACTORS USED----- AC! 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 & 9-2 ST = .••. Seismic= ST ACI 9-2 Group F~ctor ACI 9-3 Dead Load Fact * = ACI 9~3 Short Term = UBC 1921.2.7 111.411 Factor = UBC 1921.2.7 110.911 Factor= 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 ------....... --------APPLIED LOADS ------------ Uniform Dead Load= Uniform live Load= 0.18 k/ft 0.10 k/ft SUMMARY ACI Equations ..• Mu Center Mu Left Mu Right Vu Left Vu : Right = = = = = from 0.00 -> 13.oo· ft from 0.00 -> 13.00 ft -9-1 --9-2--9-3 ...... 2.9 2.2 1.1 k-ft -5.9 -4.4· -2.2 k-ft -5.9 :-4.4 -2.2 k-ft 2.5 1.9 1.0 k 2.5 1.9 1.0 k -. -Reactions --Deflections Left DL+[Bm WtJ = 1.15 k DL+LL+CBm WtJ = 1.80 k DL+LL+ST+[Bm WtJ = 1.80 k SHEAR STIRRUP REQUIREMENTS Region = 0.0ft Stirrup Spacing= 0.00 in Max Vu in Region= 2.50 k --ADD'L DEFLECTION DATA -- Neutral Axis = 1. 73 in I : Gross = 512.0 in4 I : Cracked = 99. 7 in4 E : Elastic Modulus = 3122.0 ksi Fr : 7.S*Cfc)A.5 = 410_.s psi Z: Cracking = 109.5 ksi Mer: Cracking = 4,4 k-ft Ms:Max DL+LL = 3.9 k-ft R1 = (Ms:DL+LL)/Mcr = 1.123 Ms:Max DL+LL+ST = 3.9 k-ft R2 = (Ms:DL+LL+ST)/Mcr = 1.123 I:eff ... Ms(DL+LL) = 512.0. in4 I:eff ••• Ms(DL+LL+ST) = 512.0 in4 V4.4D (c) 1983-96 ENERCALC Right Upward ---Downward --- 1.15 k 1.80 k 1.80 ,k 2.2ft 0.00 in 1.81 k 0.000 in at 0.00 ft 0.000 in at 0.00 ft 0.000 in at .o.oo ft 4.3ft 0.00 in 0.91 k 6.5ft 0.00 in 0.91 k 8.7ft O.OQ in. 0.91 k -0.014 in at -0.022 in at -0.022 in at 10.8ft o.oo in 1.81 k 6.50 ft 6.50 ft 6.50 ft 13.0ft o.oo in 2.50 k --"----------,---SECTION ANALYSIS --------------- Evaluate Moment Capacity: Center X: Neutral Axis = 1.d1 in a = beta * x = 0.86 in Compression in Concrete = 26.2 k Sum [Steel.comp. forces;) = 0.0 k Tension in Reinforcing = -26.-4 k For Evaluation of Max. As For Ductile Failure •••• X-Balanced = 3.63 in Xmax = Xbal * o, 75 = 2. 72 in a-max = beta*Xba l = 3. 08 in Compression in Concrete = 70. 7 k Sum [Steel comp. forcesJ = 0.0 k Total Compressive Force = 70. 7 k As Max.= Tot Force J fy = 1.18 in2 Left 1.01 in 0.86 in 26.2 k 0.0 k -26.4 k 3.63 in 2. 7;! in 3.08 •in 70.7 k o.o k 70.7 k 1.18 in2 Right 1.01 in 0.86 in 26.2 k 0;0 k -26.4 k .. 3.63 in 2. 72 in 3.08 in 70.7 k 0;0 k 70.7 k 1.18in2 (continued on-next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 l:. ---. ~-:._=~~:~~~ -~-: --------------·---------- 1-.-u- l 9 I ·.· .. I I I I I I I /ill),;:.:. -< •• :--:·;; .'·::· MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 SHEETNO. ___ __.___-L-_ OF--,-,---- CALC~LATED BY 1U.4-DATE. {;p !, t> /q---z -F--,L: I . I .__. CHECKS) BY_.;.._· ~· ------DtTE --~ALE. w~~ -H/b"1 l 71.£tNa -6-euo~ I I k?Nh ---rar-1 02:1&~01J L--.r. ~ ~~ ~ 'A-·~_t.. - I I I I 1- 1:'' I . l-r67f' ·t,~1.-~ ~~· 1 G~~+ P' ~ ?lW---(ilr(ro-::: zli( 2/7 ,\#) ~ t;, ()l?~t? i~Y2tr:Y ~~ -z. ,.t5 ? I+-50(0, 00~) i.A7A:-O Ch?& ::-i...L-1-. I 1-6DL 1 ~ L-W-;.. ~. t57 11 ""' . t-/ t/~ I L.. L/4f3o ~ ~ ~G-~u:-/t}--J: .. . . . . . . . .. , . . ... . . . .. -~-·· -.... ' '. . ·--.. ,. ......------'---------- /(~"'I-Z,t}" e,~ ,. ' = Z.,--li' ~o t;oT · 't,,-~lO 1V'P e. ~ ~d-tt TD() e H\Ot)?.,g' .. -• -~ ....... -..... -~ --~ ----.. --·-----~-------:...-, ----------- I I q I ....... . I I I I I I I --u t .. ·.~:·: .... ?'-.... • ·.· -~ I I I I I I I :. J "?~ • MARTIN & DUNN, INC. _ ,· STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE·400 SAN DIEGO, CA 92108 PROJECT# 9602AO LEGOLAND CARLSBAD LAGOON MAIN ISLAND BRIDGE FSA . I, Date: 06/18/97 'page: 8 CONCRETE BEAM DESIGN \ PEDESTRIAN BRIDGE ONE END FIXED (FILE: BEAM1-. CRB) -----BEAM DATA ---,---- Beam Span Beam Depth Beam Width = = 'T' Flange Thickness = 'T' Flange on One Side Only 30.00 ft 24.00 in 16.00 in 8.00 in Web Spacing = -14.QO ft Beam Wt. Auto Added ~o Loads \ Effective Slab Width = 46.00 in. ----REBAR LAYOUT---- Bars@ Center of Beam •••• 2 -# 10@ d= 21.5 in Bars@ Left End •••• 2 -# 10@ d= 2.5 in Bars@ Right End •••• · 3 -fl 11 @ d= 2.6 in Mn*Phi : Center -Mn*Phi Left = Mn*Phi : Right = Vn*Phi: Left = Vn*Phi: Right = 238.0 k-ft 8.6 k-ft 379.0 k-ft 54.5 k 54.5 k -------DESIGN DATA -----------LOAD FACTORS USED---- f'.c = 3000 psi Fy = 60000 psi Seismic Zone = 0 Live & Short Term Loads Act Together End Fi xi-ty., -;:_,:;,_.~-,_-,;'.,:--,,:-:--.,':;:--,:-:• ;-,.-.,P._:i n: FAX concreteJ~eight__ ._ . . ;;. . ·. -'·: 150.0 pcf Stirrup· Kr'ia-.'::--c:-' ''.'.?::,,~--:"'=--: · 6.220 in2 ACI 9-1 & 9-2 DL = AC! 9-1 '& 9-2 'LL = ACI 9-1 & 9-2 ST = •••• Seismic= ST * ACI 9-2 Group Factor = ACI 9-3 Dead Load ·Fact = AC!. 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 use 1921.2.7 110.911 Factor"' ---------------,----APPLIED LOADS ------------ Uniform Dead -Load= Uniform Live 'Load= 0.90-k/ft from 0.00 -> 30.00 ft 0.75 k/ft from o.oo -> 30.-0o ft SUMM~RY ACI Equations •••. '""79-1--9-2 -- Mu Center = 195.9 146.9 Mu Left = 0.0 0.0 Mu Right --. -348.2 -261.1 Vu Left = 34.2 25.6 Vu-Right = 52,5 39.3 -9-3 --74.0 k-ft - 0.0 k-ft -131.6 k-ft 12.9 k 19.8 k ---Reactjons -----Deflections Left Right Upward ---Downward --- DL+l:Bm WtJ = 14.62 k 24.37 k 0.:000 in at 30.00 ft -0.276 in at -12.,60 ft DL+LL+CBm WtJ 23.06 k 38.44 k 0.000 in at 30.00. ft -0.462 in at 12.60 ft DL+LL+ST+l:Bm WtJ = 23.06 k -38.44 k o.qoo in at 30.,00 ft -0.462 in at 12.60 ft SHEAR STIRRUP REQUIREMENTS Region = 0.0ft 5.0ft 10.0ft 15.0ft 20.0ft 25.0ft 30.0ft Stirrup Spacing= 10.75 in 10.75 in· Not Reqd 10. 75 in 10,75 in 10.75 in 10.75 in Max Vu in Region= 34.20 k 19.34 k 3.87 k 3.87 k 27.08 k 42.56 k 52.46 k --ADD'L DEFLECTION DATA ----SECTION ANALYSIS Neutral Axis = 4.21 in Evaluate Mom~nt Capacity: Center Left Right I : Gross = 29164.3 in4 X: Neutral Axis = 1.53 in 1.92 in 8.10 in 1: Cracked = 10550.3 in4 a= beta* x = 1.30 in 1.63 in 6.88 in E: Elastic Modulus = 3122.0 ksi Compression in. Concrete = 52.9 k 66.7 k 280.7 k Fr : 7 .S*(fc)"-.5 = 410.8 psi Sum [Steel comp. forces] --0.0 k o.o k O.O'k Z:Cracking = 167.1 ksi Tension in Reinforcing = -152.4 k -66.4 k -280.8 k Mer: Cracking = 52.6 k-ft For Evaluation of Max. As For Ductile Failure •••• Ms:Max DL+LL = 230.6 k-ft X-BaL-anced 12. 72 in 1.48 in 12.69.in R1 = (Ms:DL+LL)/Mcr = 0.228 Xmax = Xb!!l * 0.75 = 9.54 in 1.11 in 9.52 in Ms:Max DL+LL+ST = 230.6 k-ft a-max= beta*Xbal = 10.82 in 1.26 in 10. 78 in R2 = (Ms:DL+LL+ST)/Mcr = -O.i!28 Compression in Conc_rete = 943.0 k_ 38.5 k 330.0 k I:eff .•• Ms(DL+LL) = 10770. 9 in4 Sum l:Steel. comp. forcesJ = 0.0 k o.o k 0.0 k I:eff ••• Ms(DL+LL+ST) = 1077!:. 9 in4 Total Compressive Force -943.0 k 38.5 k 330.0 k As Max_.= Tot Force / fy = 15 • .72 in2 0.64 in2 5.50 in2 ..... -: :"-. ~:,, : . -: , i. -: :. . ·~. . .i i_"'': •• :. . ,, V4.40 Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ··: ------~~.. ·--------.--..... ___ .,.. ___ --~ ·----· -·--·--------- I I 8 ' I I I I I I I I {9 I I I I I I I I (!J I MARTIN & DUNN, INC. . . STRUCTURAµ & CIVI~ ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 PROJECT# 960240 LEGOLAND CARLSBAD LACiOON. MAIN ISLAND BRIDGE FSA Date: 06/18/97 : Page: q CONCRETE BEAM DESIGN PEDESTRIAN BRIDGE (FILE: BEAM1A.CRB) ONE END FIXED W/ LL+ 1.55DL -----BEAM DATA ----- Beam Span = 30. 00 ft Beam Depth =· 24.00 in Beam Width = 16.00 in 'T' Flange Thickness = 8.00 in 'T' Flange on One Side Only Web Spacing = 14:00 ft Beam Wt. Auto Added to Loads \ Effective Slab Width = 46,00 in ----REBAR ,LAYOUT---- Bars@ Center of Beam •••• 2 -# 10@ d= 21.5 in Bars@ Left End •••• 2 -# 10 al d= 2.5 in Bars @ Right End •••• : 3 -# 11 @ d= 2.6 in Mn*Phi Center = Mn*Phi Left Mn*Phi Right = Vn*Phi: Left =· Vn*Phi: Right = 238.0 k-ft 8.6 k-ft 379.0 k-ft 54.5 k 63.1 k ---------=----DESIGN DATA---------LOAD FACTORS USED------ f'c = 3000 psi .Fy = 60000 psi Seismic Zone = 0 Live, & Short term Loads Act Together End ·Fixity",· · · · Pin: Fix Concrete we,ght = 150.0 pcf St i r rup Area. = 0. 220 in2 AC! ·9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9~1 & 9-2 ST = ••.• Se.ismic = ST ACI·9-2 Group Factor ACI '9-3 Dead Load Fact ACI 9-3 Short Term * = = = UBC 1921.2.7 111.411 Factor = 1.40 I 1.70 1.70 1.10 . 0.75 0.90 1.30 1.40 0.90 UBC 1921.2.7 110.911 Factor= ---------------,----APPLIED LOADS --· ------'-'------ Uniform Dead Load.= Uniform Live· Load= 1.35 k/ft from 0.00 -> 30.00 ft 0.75 k/ft from 0.00 -> 30.00 ft SUMMARY AC! Equations ..• -9-1 --9-2- Mu Center = 235.7 1U,.8 Mu Left = 0.0 0.0 Mu Right = -419.1 -314.3 Vu Left = 41.2 30.9 Vu Right = 63.1 47.4 -9-3- 99. 7 k-ft 0.0 k-ft -177.2 k-ft 17.4 k 26.7 k --Reactions-. ---.. Deflections Left Right Upward ---. ,Downward --- DL+CBm WtJ = 19.69 k '32.81 k 0.000 in at 30.00 ft -0.390 in at· 12.60 ft DL+LL+CBm WtJ = 28.12 k 46.87 k 0.000 in at 30.00 ft: --0.569 in at 12.60 ft DL+LL+ST+l:Bm WtJ = . 28.12 k . 46.87 k . 0.000 in at 3,0.00 ft -Q.569 in at 12.60 ft SHEAR STIRRUP REQUIREMENTS Region = 0.0ft 5.0ft 10.0ft 15.0ft 20.0ft 25.0ft 30.0ft Stirrup Spacing= 10. 75 in 1,0.75 in Not Reqd 10. 75 in 10.75 in 10. 75 in 7.75 in Max Vu in Region= 41.16 k 23.28 k 4.66 k 4.66 k 32.59 k ' 51.22 k 63.14 k --ADD'L DEFLECTION DATA --SECTION ANALYSIS Neutral AXis = 4.21 in Evaluate Moment Capacity: Center Left Right I : Gross = 29164.3 in4 X: Neutral Axis = 1.53 :in 1.92 in I 8.10 in I : Cracked = 10550.3 in4 a= l;,e-i;a * x = 1.30 in 1.63 in 6.88 in E : Elastic Modulus = 3122.0 ksi Compression in Concrete = 52.9 k 66.7 k 280.7 k Fr : 7 .5*(fc)".5 = 410.8 psi Sum !:Steel comp, forcesJ = 0.0 k 0.0-k 0.0 k !:Cracking = 167. i ksi Tension jn Reinforcing = -152.4 k -66.4k --280.8 k Mer: Cracking = 52.6 k-ft For Evaluation ·of Max. As For Ducti;le Failu.re ••.• Ms:Max DL+LL = 281.2 k-ft X-Balanced 12.72 in 1.48 in 12.69 in R1 = (Ms:DL+LL)/Mcr = 0.187 . Xmax = Xba,l * 0. 75 = 9..54 in 1.11 in 9.52 in Ms:Max DL+LL+ST = 281.2 k-ft a-max= beta*Xbal = 10.82 in 1,26 in 10. 78 in R2 = (Ms:DL+LL+ST)/Mcr = 0.187 Compression in Concrete = 943.0 k 38.5 k 330.0 k I:eff ••• Ms(DL+LL) = 10671. 9 in4 Sum .[Steel comp. forcesJ = 0.0 k 0.0 k 0.0 k I:eff ••• Ms(DL+LL+ST) = 10671.9 in4 Total Compress.ive Force = 943.0 k 38.5 k · 330.0 k As Max.= Tot Force I fy = · 15.72 in2 0.64 in2 5.50 in2 V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 -.... ~ ---... ~ -·· -~---. . ' ' . . :---:..,~ ~ ~~-=-~·=~··'/.;,:.,.,·!.._:..,,,.,ia•,,,.,"!:':"'!'.~-::,r-... '>""•7".,;',n.1'--;.:,.-r;.•..-.7~;t'.;:.""_-4, •:.." ,. ... -._.:r,:;:--,.,•,.--·, ...... ,r ,,•'.;;:>,+-,.,.•: •'• • ._..~,.~ .. l'" _,,v .. ~, .. ,21'0'.~_t7'J'\ -., ... -<., ,,·.·~ .,;,•~·~-~ ~ .... ,.,.'~.,-,.-.. -, -.,,,-... ,,.--:---,.-. ... _.-,,,,,.,.-..,.--.. ;-·-,:::-.-,,- I I ® . I .. I I I I I I I I I I I I I ·-jj)·:-}:. .. I. · . .-:.· MARTIN~ PUNN, INC .. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . CONCRETE BEAM DESIGN PEDESTRIAN BRIDGE FAR ENDS FIXED · (BEAM2.CRB) PROJECT# 960240 LEGOLANO CARLSBAD lAGOON MAIN ISLAND BRIDGE FSA Date: 06/18/97 Page: -----BEAM DATA ---------------DESIGN DATA------------,--LOAD FACTORS USl;D ---- Beam Span Beam Depth Beam Width = 3.0.00 ft = 24.00 in = 1.6.00 in f 1 C = 3000 psi Fy = 60000 psi Seismic Zone = 0 'T' Flange Thickness = 8.00 in Live & Short Term Loads Act Together 'T' Flange on One Side Only End fixity Fix:Fix Web Spacing = 14.QO ft Concrete Weight = 150.0 pcf Beam Wt. Auto Added to Loads \ . Stirrup Area = 0.220 in2 Effective Slab Width = 46.00 in AC~: 9-1 & 9-2 DL = AC! 9~1 & 9-2 LL = ACI 9-1 & 9-2 ST •••• Seismic= ST AC~ 9-2 Group Factor ACl 9-3 ·Dead Load Fact ACI 9-3 Short Term * = = = L!BC 1921.2.7 "1.4" Factor= USC 1921.2.7 110. 911 Factor =· 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 ----REBAR LAYOUT---- Bars@ Center of Beam •••• -------------~-....;._ APPLIED LOADS ------------- 2 -# 10@ d= 21.5 in Bars@ Left End •••• 2 -# 10@ d= 2.5 in B,;irs @ Right End •••• · : 2 -# 10@ d= 2.5 in Mn*Phi Mn*Phi Mn*Phi Center Left Right Vn*Phi: Left Vn*Phi: Right = = = = 238.0-.k-ft 238.0 k-ft 238.0 k-ft 54.5 k 54.5 k Uniform Dead Load= . 0.90 k/ft Uniform Live Load= 0.15 k/ft SUMMARY ACI Equations •.• Mu Ceriter Mu Left Mu Right Vu Left Vu Right from 0.00 -> 30.00 ft from a.do-> 30.00 ft :-9-1 --9-2 --9-3- = 116.1 87.0 43.9 k-ft = -232.1 -174.1 -87.7 k-ft = -232.1 -174.1 -87.7 .k-ft 40;9 30.6 15.4 k = 40.9 30.6 15.4 k -·-·-Reactions-.--Deflections DL+CBm WtJ DL+LL+CBm WtJ DL+LL+ST+CBm WtJ = = -· Left 19.50 k 30 •. 75 k 30.75 k SHEAR STIRRUP REQUIREMENTS Region = 0.0ft Stirrup Spacing= 10.75 in Max Vu in Region= 40.85 k --ADD'L DEFLECTION DATA -- Neutral Axis = 4.21 in I Gross = 29164.3 in4 I : Cracked = 8'197.4 in4 E: Elastic Modulus = 3122.Qksi Fr: 7.5*Cfc)A.5 = 410.8 psi Z:Cracking = 167..1 ksi Mer: cracking = 52.6 k-ft Ms:Max DL+LL = 153.7 k-ft R'I = (Ms:DL+LL)/Mcr = 0.342 Ms:Max DL+LL+ST = 153 .• 7 k-ft R2 = (Ms:DL+LL+ST)/Mcr = 0.342 I:eff ••• Ms(DL+LL) = 9036.0 in4 I:eff ••• Ms(DL+LL+ST) = 9036.0 in4 'Right. Upward. ---Downward --- 19.50 k 0.000 in at 0.00 ft -0.132 in at 15.00 ft 30. 75 k 0.000 in at 0.00 ft ;_0.265 in at 15.00 ft 30. 75 k 0.000 in· at 0.00 ft -0.265 in at 15.00 ft 5.0ft 10.0ft 15.0ft 20.0ft 25.0ft 30:0ft '10. 75 in Not Reqd Not Reqd Not Reqd 10.75 in 10.75 in 30.95 k 15.47 k '15.47 k 15.47 k 30.95 k 40.85 k SECTION ANALYSIS Evaluate Moment Capacity: Ce11ter Left Right X : Neutral Axis '1.53 in 1.53 in 1. 53 in a= beta* x = 1.30 in 1.30 in 1.30 in Compression in Concrete = 52.9 k 52.9 k 52.9 k sum CSteel comp. forcesJ = 0.0 k o.o k 0.0 k Tension in Reinforcing -152.4 k -152.4 k -152.4 k For Evaluation of Max. As For Ductile Failure •••• X-Bal:anced = 12.72 in 12. 72 in 12. 72 i.n Xmax = Xbal * O. 75 = 9.-54 in 9.54 in 9.54 in a-max= beta*Xbal = 10.82 in '10.82 in 10.82 in Compression i·n Concrete = 943.0 k 943.0 k 943.0 k sum CSteel -comp. forcesJ = 0.0 k o.o k 0.0 k Total Compressive Force = 943.0 k 943.0 k -943.0 k As Max.= T~t Force/ fy -· '15. 72 in2 15.72 in2 15.72 in2 I V4.4D (c) 1983-9~ ENERCALC GEORGE ·R. SAUNDERS ASSOCIATES, KW060361 ~> ~;-:__:::~-:.~~-:r.;::.~~"";-~~;--.::Jt•~~~"'·!:-.?·':"?-:~..::::, .. ---;,,··~:-z::-~:::, ...... ~·· 1-,,'_::"J-"!f-,:::-=-· .. "'~:-;::'":•-.-;;::,:·~!..' I I I I I I I I I I I I I I I I 8 . _ . ·.:::..::. ~2D I 18) I MARTIN & DUNN, I~t. . PROJECT# 9602!i0 LEGOLAND·CARLSBAD LAGOON STRUCTURAL & CIV.IL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 MAIN ISLAND BRIDGE FSA CONCRETE BEAM DESIGN PEDESTRIAN BRIDGE CBEAM2A.CRB) FAR ENDS FIXED W/ LL+ 1.55DL -----BEAM DATA ----- Beam Span = Beam Depth = Beam Width = 'T' Flange Thickness = 'T' Flange on One Side Only 30;00 ft 24.00 in 16.00 in 8.00 ih Web Spacing = 14.qO ft Beam Wt. Auto Added to Loads \ Effective Slab Width = 46.0G in ----REBAR LAYOUT------ Bars@ Center of Beam •••• 2 -# 10@ d= 21.5 in Bars@ Left End •••• 2 -# 10@ d= 2.5 in Bars@ Right End •..• : 2 -# 10@ d= 2.5 in Mn*Phi : Center = Mn*Phi Left = Mn*Phi : Right = Vn*Phi: Left = Vn*Phi: Right = 238.0 k-ft .238.0 k-ft 238.0 k-ft 54.5 k 54.S k I Date: 06/18/97 Page: -----DESIGN DATA ____ ......... _ ----·LOAD.FACTORS USED----- f'c = 3POO psi Fy -60000 psi Seismic Zone --0 Live & Short Term Loads Act Together End Fixi-ty.,,-._~--.• ~ -..'.c>, ~-.·. }"ix: F:ix Concrete Weight,. .., "~=-· ... ·_: 150.0 pcf Stirrup Area-·~ ~ . ___ ·. .. 0.220 in~ ·<;~~~~·.:::._-•'"'I" :,..:,_~-, ~:·· ·=' ACI 9-1 & 9-2 DL = . ACI .9-1 & 9-2 LL =· ACI 9-1 & 9-2 ST = •••• Seismic= ST * AtI 9-2 Group Factor = .ACI 9-3 Dead Load Fact = ACI 9-3 Short Term = USC 1921.2.7 111.411 Factor= USC 1921.2.7 110. 9" Factor = 1.40 1.70 1 • .'70 1.10 0.75 0.90 1,30 1.40 0.90 ___ .__ __________ APPLIED LOADS -'-------------- Uniform Dead Load= Uniform Live Load= 1.35 k/ft from o~oo -> 30.00 ft 0.75 ·k/ft from 0.00 -> 30.00 ft SUMMARY ACI Equations •.• -9-1 --9-2- Mu Center = 139.7 104.8 Mu Left = -,279.4 -209.5 Mu : Right = -279.4 ,-209.5 Vu : Left = 49.2 36.9 Vu : Right = 49.2 36.9 ---9-3 - 59.1 k-ft -118.1 k-ft -118.1 k-ft 20.8 k 20.8 k --React3ons ---· Deflections Left' Right · Upwari:I --.·-Downward --- DL+CBm WtJ = 26.25 k 26.25 k 0.000 in at 0.00 ft -0.214 in at 15.00 ft DL+LL+CBm WtJ = 37.50 k 37.50 k 0.000 in at o.oo· ft -0.337 in at 15.00 ft DL+LL+ST+CBm WtJ = 37.50 k 37.50 k 0.000 in at 0.00 ft -0.337 in at 15.00 ft SHEAR STIRRUP REQUIREMENTS Region = 0.0ft 5.0ft 10.0ft 15.0ti 20.0ft 25.0ft 30.0ft Stirrup Spacing= 10.75 in 10. 75 in 10.75. in 10.75 in 10. 75 in 10. 75 in 10.75 in Max Vu in Region: 49.17 k 37.25 k 18.62 k 18,$2 k 18.62 k 37.2S k 49.17 k --ADD'L DEFLECTION· DATA--· SECTION ANALYSIS Neutral Axis = 4.21 in Evaluate Moment capacity:· Center Left Right I: Gross = 29164.3-in4 X: Neutral Axis = 1 .53 in 1.53 in 1.S3 in I : cracked = 8197.4 in4 a= beta* x = 1.30 in 1.30 in 1.30 in E: Elastic 'Modulus = 3122.0 ksi tompressfon in .concrete 52.9 k 52.9 k 52.9 k Fr : 7.5*Cfc)".5 = 410.8 ps:i Sum CSteel comp. forces] = 0.0 k 0.0 k 0.0 k Z:Cracking = 167.1 ksi Tension in Reinforcing· = .:.152.4 k -152.4 k -152.4 k Mer: Cracking = 52.6 k-ft -For Evaluation of Max. As For Ductile Failure •••• Ms:Max DL+LL = 187.5 k-ft X-Balanced = 12.72 in 12 •. 72 in 12. 72 in R1 = (Ms:DL+LL)/Mcr .. 0.280 x_max = Xbal * 0.75 = 9.54 in 9.54 in 9.54 in Ms:Max DL+LL+ST -187.'S k-ft a-max= beta*Xbal · ·= 10.82 in 10_.82 in 10.82 in R2 = (Ms:DL+LL+ST)/Mcr = 0.280 compressfon in Concrete :; 943~0 k 943.0 k 943.0 k I:eff ••• Ms(DL+LL) = 8!559:8 in4 sum CSteel comp. forcesJ = 0.0 k o.ok 0.0 k I:eff ••• Ms(DL+LL+$T) = 8659.8 in4 . Total Compressive"Force. = 943.0 k 943.0 k 943.0 k As Max.= Tot Force/ fy = 1s:12 in2 1S.72 in2 1S.72in2 V4.4D Cc) 1983-96 ENERCALC .GEORGE R. SAUNDERS ASSOCIATES, KW060361 . --" ' ' -... ......,_,,_ .... ____ ,._,. __ .. , .. -:· .. . .. ~ --.;-.,, , ... ..t.---.~~ ........ .-.. -~..:..-::,-.,.,.---::<a-t•1,,.....+~•~I""'........----;.-,._~.....:.. ............ ---.............------~....,._ I I I I I I I I I CJ --1 ~{) I I I I I I I:-· /:}.'.,. I: ....... . I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 JOB_~k~----,,-_. ~--· __,.· __ o _______ q.:.-t{?{J'?---=· -..:..4-D_ SHEET'NO. -----· ·-----------=1 ....... ~_ OF---,-~-- CALC~LATED BY ~ : . . DATE. 4;/1,t3:/q---z ' SAN DIEGO, CA 92108 . Phone (619) 497.-2118 Fax (619) 497-0429 CHECKEp BY DATE----~ . SCALE · · ,~?Vhl .. M.ttnJ t?l.A10Q {bfi,o~ CewHbl d U2wt1tJ-FvZ5Tl~G u:WBN v,~ I ~1 t?~ M ~ J ~ \t f~ ,; *tftfl) ~I . r; (, //tftPa p,;1 • Pt?t....: Pt.?-e-vober oz... + P ~1.-01.-· ==--.24,'7:?Jc.-+ o,1o0 \-c4 (1~~){~1)--,i,e4.fl~ P1,...1_. .... P~~~u.. = -~gi# 1.::.. -r---,--------- 1,! 7 £:-Mt tJ l KUK ~~-=,a l <P'1 X lv ii C<:?W Mt~ Lf 4---.J!-B · · cf"" 0,01 ~,101 ,o •. c;,1 · w/~'? e_b.,, ;'i-'-~lil· f"Ulv1'fit.r3. /4>Uit1W tzPnl\lv I • ~i e,liA" onnm. Po~ ttt~_4_,c.--.. Pu-v ~~. 'I-~ . / /2irtA1W\~G Wkkk t{a, -z-'PeWl> ,P~ ,, ,t J:; ~ "_3.6'S?) ~I f:7 -z ~ ·psi· . . . ,h, ~ ~ 7 Z,,V'/ I ~; i"'711 V-z-~<> ... e, .., &"At--~,~ ~p-d} . ~ -~~~ ~tWl~G ~- 1----,.----;--..,,,.;---·· ~1-Jl.., &p~~l'~~ :~~ ·-. ~-Op-f1e1.0flo1'l: ~ 01_~S-! n-: 14-r w~~ \ri" . . ____ ~ /Y11tht-1€:, ~~e:: dtJ ~ -&, i_oa f e~. .. . , . -.. --" . . ... ·-.. ·-... _ .... ~ -. . ; . . '. . . . ·, ' . \ll~/ll ~1i1 · 11·1 ~~ I I p 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 PROJECT# 960240 LEGOLAND CARLSBAD LAGOON SAN DIEGO, CA 92108 . MAIN ISLAND BRIDGE FSA Date: 06/18/97 / Page: RECTANGULAR C':ONCRETE COLUMN DE.SIGN \ PEDESTRIAN BRIDGE COLUMNS (FILE: COL1.CRC) ----DESIGN DATA ---- f 'c = 3000 psi Fy = 60000 .psi Seismic Zone 4 Live Load not combined w/ Short Term Eff. Length Factor 1.00 Column is UNBRACED! \ Delta:S = 1.00 Total Reinf. Area = 0.80 in2 ••• ¾ Steel = 0.31 ¾ ----COLUMN DATA ---- Column-.Depth -· Width = Height = Rebar.Layout... . 16.00·il'! 16.00 in 16.00 ft Set #1: 2 -# 4 at d = 1.88 in . Se'\: #2: 2 -#. 4 at d = '14.13 in -----LOAD FACTORS USED ------ ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL = ACI 9-1 &-9-2 ST = •••• Seismic= ST * AC! 9-2 Group Factor = AC! 9-3 Dead Load Fact = ACI 9-3 Short Term = UBC 1921.2.7 "1.4" Factor = USC 1921.2.7 "0.9" Factor= 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40·~ 0.90 ·-..._ --------------------APPLIED LOADS --------=----------------"'- Axial Dead Load = Live Load = Short Term = , Eccentricity = 28.64 k 14.07 k 0.00 k 0.00 in Moments ••• Dead= Live= Short= @Top o.o· 0.0 0.0 .@Bottom o.o k-ft 0.0 k-ft 0.0 k-ft ---,---------SUMMARY ------------------,----,---SLENDERNESS CHECK --------,,--- 9-1 9-2 9-3 Actual kLu/r 40.00 · Elastic Modulus= 3122 ksi Pu: Max. Factored = Pn*Phi@ Design Ecc. = 64.0 40.1 25.8 k Beta = 0.85 Mc= Delta:B*M2b + Delta:S*M2S = Final Eccentricity = Magnification Factor= Design Eccentricity = Po* .80 = 391.3 391.3 ,391.3 k OK OK OK 5.8 3.6 2.3 k-ft 1.08 1.08 1.08 in 1.09 1.07 1.04 1 •. 18 1.15 1.13 in 559.0 559.0 559,.0 k P: Balanced = 288.89 288.89 288.89 k Ecc: Balanced' = IDL • 28.IS k LL• 1~.1 le £cc• 0.00 tn . V4,4D Cc) 1983-96 ENERCALC 5.46 5.46 . . .:. • ... • ' ... 5.46 in . 16.00. 9-1 9-2 . 9-3 Neutral Axis D.ist = 16.42 in 16.48 in 16.54 in Phi = 0.70 0.70 0.70 Limit kLu/r = 22.00 22.00 22.00 Beta= M:sustained/M:max = 0.626 1.000 1.000 Cm-= 1.000 1.000 1.000 ·EI= MaxCC.2*Ec*Ig+Es*Is)/(1+Beta) -or-.4Eclg/Ci+Beta)J/1000000 = 4194 3410 3410 Pc : Pi' * EI / (kLu)' = 1122.73 912.98 912.98 Alpha; MaxPu / (Phi * Pc)= 0.081 0.063 0.040 Delta:b=Cm/(1-Alpha) = 1,.089 1.067 1.042 Delta:b '* M2b = 0.0 k-ft 0.0 k-ft 0.0 k-ft Delta:s * M2s = 0.0 k-ft 0.0 k-ft 0.0 k-ft Ecc: Ecc; Lds+Moments = 1.080in 1.080in 1.080in Design Ecc = Ecc*Del ta =' 1.176 in 1.152 in 1.125 in i ... . .. :, .:. • ... • ' N l J GEORGE R, SAUNDERS ASSOCIATES, KW060361 -·-··-------·-··· .. • -•• • • ,% • • • ~-a-~~~•-·Y:''i""':"';..,~~...-~,,~..-~ et• ..... -,l"Tr-::--.,~ .. ---··~-_-;~"'!"""""";7•~,;-:-"1, ... _.....,.,:-0,,...-,;~..r-..-..-...... .,-v--,~--;--~~-.->;.:-:--,,-~-. --.--~,..--.-__,,-...-~---.-·------ I I I I I I I I I I I I I I I I (J) .·. MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 GENERAL FOOTING DESIGN PEDESTRIAN BRIDGE (fILE:COLFTG.CGF) ISOLATED COLUMN FOOTING \ PRQJECT# 9~0240 LEGOLAND CARLSBAD LAGOON M~IN lSLAND BRIDGE FSA Date: 06/18/97 / 'page: ----DESIGN DATA---------AXIAL LOADS ------,-----DIMENSIONS----- Allow. Soil Pressure = 2500.0 psf Dead Load = •.• Short Term Increase = 1 . 33 Live Load Base Pedistal Height = 0.00 in Short Term Load = Seismic Zone = 4 ••• Ecc. Along X-X Axis = overburden Weight = 110.00 psf-••• Ecc .• Along Y-Y Axis - Live & Short Term Loads Don't A,c1; Together 28_.64 k 38.4 k 0.0 k 0.00 in 0.00 ,n Concrete Weight · = 150)f pcf --Y-Y AXIS ROTATION FORCES -- Biaxial Analysis Being Performed --X-X AXIS ROTATION FORCES --- •••• Pressures al Left/Ri'ght •.•• Press~res@ Top/Bot Moment: DL = 0.0 k-ft Moment: DL = 0.0 k-f1; LL = 0.0 k-ft LL = -0.(J-k-ft Short Term = 0.0 k-ft Short Ter·m = o.:o k-ft S_hear: DL = 0.00 k Shear: DL = 0.00 k LL = 0.00 k LL = 0.00 k Short Term = o.oo k Shor-t Term = 0.00 k SUMMARY. Width Along x-x Axis = Length Along Y-Y Axis = Thickness = Column Dim. Along X-X Axis= Column .Dim. Along Y-Y Axis= - 5.50 ft 5;50 ft 12.00 in 16.00 in 16.00 in ------S~il Pressure -----------~--Moments & Shears ------. D+L Max. Allowable .Mu/Phi = Max Pressure Allowable Pressure 'X' Ecc. of Resultant = 2477.5 psf = 2500.0 psf = . ·o.o in 'Y' Ecc. of Resultant = 0.0 in D+L+ST 1206.8 psf 3325.0 psf O.ci in 0.0 in vu:1 Way = Vu:2 Way = Overturning Ratio= 8.4 k-ft 49.5 psi 81.3 psi 999.0 :1 93. 1 ·psi 186.2 psi 1.5 :1 Service Load Pressures •••• DL + LL Dead+live+Short Term Factored Load Pressures •••• AC! Eq 9-1 ACI Eq 9-2 ACI Eq 9-3 = :i: = = Bo1;tom-Right 2477 .5 psf 1206.8 psf Bottom-Right· 3849.8 psf 1689.5 psf 1086.1 _psf Top-Right 2477.5 psf 1206.8 psf Top-Right 3849.8 psf 1689..5 psf 1086.1 psf -----------FOOTING DESIGN ___________ ......_,..._ __ _ f'c = 3000 psi 1m1= Fy /C.85f'c) Fy = 60000 p.si Vn:1., .2(.f' c)A.5 Rebar CL Clear to Soil= 3.5.in Vn:2 ••• 4(f'c)A.5 Min. Steel ¾ = 0.0014 = = = 23.53 109.~4 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 = 81.30 psi 41.59 psi ·= 49.46 psi 18.9~ psi = 44.52 psi 16. 78 psi •: 44.52 psi 16. 78 psi· = 49.46 psi 18.95 psi AC! 9-3 26.73 psi 12.18 psi 10. 79 psi 10. 79 psi 12.18 psi Vn * Phi 186.23 psi 93.11 psi 93.11 psi 93 .•. 11 psi 93.11 psi -----------. FACTORED MOMENTS ----------- ACI 9-1 ACl 9-2 AC! 9-3 As Req'd Bottom-Left 2477.5 psf 1206.8 psf Bottom-Left 3849.8 psf 1689.5 psf 1086.1 psf Mu/Phi al Left Mu/Phi al Right Mu/Phi al Top_ Mu/Phi al Bottom = 8.4 k-ft 3.2 k-ft = 8.4 k-ft 3.2 k-ft -8.4 k-ft 3.2 k-ft 2.1 k-f.t 2.1 k-ft 2.1 k-ft. 2.1 k-ft - Ru 116.3 psi 116.3 psi 116.3 psi 116.3 psi 0.269 in2/ft 0.269 in2/ft o. 269 i n21ft = 8.4 k-ft 3.2 k-ft --------SERVICE LOAD OVERTURNING STABILITY -------,---- Factor of Safety: Factor of Safety: Y -Y AXIS X - X AXIS = = Static --None-- --None-- Short Term --None--. · 0.269 in2/ft Top-Left 2477.5 psf 1206.8 psf Top-Left 3849.8 psf 1689;5 psf 1086.1 psf -Non~ -~ (continued on next pag'e!· ••• ) V4,4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 . ·-~----#-~ .. ~--~-,, -~~-.-~rr"l,-..~<1:~7.,~;,T""l~~~"!~T~, ••~, ~~~ ~------~----·--· 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 FOOTING-DESIGN PEDESTRIAN BRil>GE CFILE:WALLFTG.CGF) BEAM SUPPORT AT RETAI.NING WALL PROJECT# 960240 LEGOLAND CARL~BAD LAGOON MAIN ISLAND BRIDGE FSA ·Date: 06/20197. · Page: ----DESIGN DATA ---------AXIAL LOADS -------'------·DIMENSIONS ----- Allow. Soil Pressure = 2500.0 psf Dead Load = 19.50 k ••• Short Term Increase. = 1.33 Live ·Load = 11.3 k Base Pedistal Height = 0.00 in Short Term Load = 0.0 k Seismic Zone = 4 ... Ecc. Along X-X Axis -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 = 150.b pcf \ Biaxial Analysis Being Performed· --Y-Y AXIS ROTATION FORCES ----X-X AXIS ROTATION FORCES -· .- •••• Pressures al Left/Right •••• Pressures al Top/Bot Moment: DL = 0.0 k-ft Moment: DL = · 0.0 k-ft LL = 0.0 k-ft LL = 0.0 k-ft Short Term -O,O k-ft Short ,Term = 0.0 k-ft Shear: DL = 0.00 k Shear: DL = 0.00 k LL = o.oo k LL = o:oo k Short Term = 0.00 k Short Term= 0.00 k SUMMARY ------Soil Pressure --------- Max Pressure Allowable Pressur~ D+L = 2181.9 psf = 2500.0 psf 'X' Ecc. of Resultant = 0.0 in D+L+ST 1478.8 psf Mu/Phi 3325.0 psf Vu:1 Way 0.0 in Vu:2 Way· Qidth 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 = 3.6 k-ft -. 21.6 psi 93.1 psi = 39.6 psi 186.2 psi 4.00 ft 4.00 ft 12.00 in 12.00 in 12.00 in 'Y' Ecc. of Resultant = 0.0 in 0.0 in overturning Ratio= 999.0 :1 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 = = ·= = - Bottom-Right Top-Right 2181,9 psf 2181.9 psf 1478.8 psf 1478.8 psf Bottom-Right Top-Right 3265.6 psf 3265.6 psf 2070.3 psf 2070.3 psf 1330.9 psf 1330. 9 psf FOOTING DESIGfi f'c = 3000 psi 'm'= Fy /C.85f'c) = 23.53 Fy = 60000 psi Vn:1 ••• 2(f'c)".5 = 109.54 psi Rebar CL Clear to Soil = 3.5 in Vn:2 ••• 4(f' c)".5 = 219.1 psi Min. Steel¾ = 0.0014 FACTORED SHEAR FORCES ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two-Way Shear = 39.61 psi 32.37 psi 20.81 psi 186.23 psi One-Way: Vu al Left -21 .57 psi 12.64 psi 8.12 psi 93.11 psi One-Way: Vu al Right = 21.57 psi 12.64 psi 8.12 psi · 93.11 psi One-Way: Vu al Top = 21.57 psi 12.64 psi 8.12 psi 93.11 psi One-Way: Vu al Bottom = 21.57 psi 12.64 psi 8.12 psi 93.11 psi FACTORED MOMENT§ ACI 9-1 ACI 9-2 : ACI 9-3 Ru As Req'd Bottom-Left 2181 .9 psf . 1478.8 psf Bottom-Left 3265.6 psf 2070.3 psf 1330. 9 psf Mu/Phi al Left -· 3.6 k-ft 2.1 k-ft 1-.4 k-ft 50.2 psj 0.1·43 in2/ft Mu/Phi al Right Mu/Phi iil Top Mu/Phi al Bottom Factor of Safety: Factor of Safety: = 3.6 k-ft 2.1 k-ft -3.6 k-ft 2.1 k-ft = 3.:6 k-ft 2.1 k:-ft SERVICE LOAD OVERTURNING STABILITY Y -Y AXIS X -X AXIS = Static --None- -None-- 1.4 k-ft 50.2 ps.i 1..4 k-ft 50.2 psi 1.4. k-ft 5Q.2 psi Short Term --Norje- -None- 0.143 in2/ft o.143 in2/ft 0.1·43 in2/ft Top-Left 2181.9 psf 1478.8 psf Top-Left 3265.6 psf 207Q.3 psf 1330.9 psf I (continued on next page •••• ) V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I @ I I I I I I I ({) I I I I I I I 0 ... , I I . I MARTIN & DUNN; INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE -400 SAN DIEGO, CA 9210'8 RESTRAINED RETAINING WALL DESIGN PEDESTRIAN BRIDGE (FILE: RETWALLO.RBW) NO AXIAL LOADS ON STEM, NO SURCHARGE LOAD OVER HEEL \ WALL DATA FOOTING DATA Retained Soil Ht. = 14.00 ft Footing Thickness = Toe Width = Ht. Above Top Support = 0.00 ft Heel Width ·= Dist: Ftg. To Top Suppol"t 14.00 ft Total Footing Width = Total Wall Height = 14.00ft Passive Lateral = Fixity al Base of Wall = \ 0 r. Key Depth = VERTICAL LOADS Key Width = \ Axial DL on Stem 0.0 plf Key Dist. to Toe = Axial LL on Stem =· O.Oplf •••• Eccentricity ·= 0,00 in Pressure iii Toe = Surcharge over Toe -· 0.0 psf Pressure al Heel = Surcharge over Heel = 0.0 psf Allowable Press. = 12.00 in 1.17 ft 2.17 f,t 3.33 ft PROJECT# 960240 LEGOLAND CARLSBAD LAGOON MAlN ISLAND BRIDGE FSA Date: Of,/19/97 SOIL.DATA Allow. Soil ·Bearing Active Fluid Press Design Fluid Press Backfill Slope 3.50.0 psf 0,00 in Soil Density 0.00 in Soi~ Ht Over Toe 0.00 f-t SUMMARY 2474.5 psf Ecc. of Resultant 188.5 psf Ker11 Distance 2soo.o psf Footing One-Way Shear: = 2500 psf = 55 pcf = 55.00 pcf = 0.00 :1 = 110.0 pcf = 12.00 in = 5.72 in = 6.67 in LATERAL LOADS Sliding F.O.S. = No SL idin~ al Toe = 11.19 psi Lateral Load Acting oh al Heel = 7 .34 psi : Stem above soi.l = 0.0.psf Restraint Force Req'd Allowable Shear = 93.1 psi Add'l Lateral Load = 0.0 plf at Top of Wall = ,1796.0 Ii Footing overturning •••• Top Ftg to load stal"t 0.00 f.t Additional Restraint Stab'il ity Rat.io = 2.35 :1 •••• Top Ftg to load stal"t 0.00 ft Req' d at Bottom_ = 0.0 # ---SLIDING CHECK iii BASE--·-· FoonNG DESIGN Slab Resists Wall Slding! Soil Press. Mult. Toe Heel f'c = 3000 psi Ftg/Soil Friction = 0.350 by ACI 9-1 = 3464 264 psf Fy = 60000 psi Soil to Neglect = 0.00 in Mu -Upward = ?104 434 ft-# Min. Asteel ¾ = 0.0014 ¾ Factor of Safety = 999.00 :1 Mu -Downward = 248 1610 ft-# Lateral Pressure = o.o # Mu -Design = 1856 -1176 ft-# Rebar Choices -Passive Pressure = 0.0 # One-Way Shear: Toe Heel -Friction Pressure = o.o # Actual = 11.2 7.3 psi #4 iii 15.87 15.87 in Addn'l Force Req1d = 0.0 # Allo\{k.85 = 93.1 93.1 psi #5 al 24.60 24.60 in Cover over ·Rebar ... 3.00 3.cio in #6,@ 34.92 34.92 in Ru= Mu/bd2 = 25, 16 psi #7 al 47.62 47.62 in As Req 1d = 0.15 0.15 in2 #8 iii 48.00 48.00 in #9 al 48.00 48.00 in STEM· DESIGN DATA STEM SECTION DESIGNS Stem Material : Concrete NOTE!! Maximum Moment Occurs at 5.90'ft above Top of Footing f 1c ·= 3000 psi Toe. .8 Ht .6 Ht .4 Ht .2 Ht Bottom Fy = 60000 psi OK OK OK OK OK OK Rebar Cover = 3.00 in Dist. above Ftg 14.00, 11.20 8.40 5.60 2.80 0.00 ft Wall Thickness = 12.00 in Bar Si-ze 3.00 6.00 8.00 8.00 8.00 3.00 Rebar. Spacing 40.0 24.0 24.0 16.0 ~4.0 40.0 in Rebar Location Edge Edge Edge Edge Edge Edge Rebar 1d1 Dist. '8.81 8.63 8.50 8.50 8.50 8.81 in Tension Face Front· Front Front Front Front Front Moments: Actual 0 8086 14308 16416 12334 0 ft-# Allowable 1304 8325 14418 21110 1'4418 1304 ft-# Shears; Actual .28.9 26.1 15.7 2.2 27.4 57.3 # Allowable 93.1 93.1 93.1 93.1 93.1 93.1 # Wall Weight 145.00. 145.00 145.00 145.00 145.00 145.00 psf Masonry Stem Data •••••. Interac:tion Value 0.000 · 0.000 0~.000 0.000 0.000 0.000 Actual fa 0.0· 0.0 0.0 0.0. 0.0 0.0 psi Actual fb 0:0 0.0 0.0 0.0 o.o 0.0 psi (continued on next page .•.. ) V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I CJ I . . . .. . I I I I I I I (;J) I I I I I I I .·'":· ..... I <a I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108. RESTRAINED RETAINING WALL DESIGN PEDESTRIAN BRIDGE (FILE: RETWA~LO.RBW) NO AXIAL LOADS 'ON STEM, NO SURCHARGE LOAD OVER HEEL ( •..•• continued) \ PROJECT# 960240 LEGOLAND CARLSBAD LAGOON . MAIN-ISLAND BRIPGE FSA Date: 06/19/97 I Page: 1-1 --------MOMENTS al BASE OF WALL .••••••• Used to find resultants & e·ccentricities -----,,---- (About Toe al Bottom of Footing) For.ce # Distance Moment (About Toe al Bottom of Footing)\ Shear al top of footing (tof) \ Moment al T.O.F. from stem fixity Active pressure al heel side Active pressure al toe side Soil weight over heel Surcharge load over heel Footing weight Stem weight Applied axial load on stem Soil weight over toe Surcharge load_over toe Totals V4,4D Cc) 1983-96 ENERCALC' Vertical Lateral ft ft-# -1796.67 0.00 -483.33 -20~0.oo 0.00 -128.33 o.oo 4438.33 3566.49 797.50 -82.50 1.000 0~494 0.444 2.7.50 0,000 1.667 1.667 0.000 0.583 0.000 3566.49 0.00 394.17 -36.67 -4940.~3 0.00 -805.56 -3383.33 0.00 -74.86 0.00 -5280.60 GEORGE R, SAUNDERS ASSOCIATES, KW060361 . . i -:--. -·-·--:-:1·. :--::·· ::.---.--..:. -~;-:~-n.::--··----:--. ·:ir.-:?t:t:~-...... :-%~:::y::-, z:r ____ ..... ""r:---:;-~-----:-:-t....,·--:~.-:~~>~-:::Jr.~· --~.···--~ .. ~ .. ""\.....,......,,.~---;--...,.........,. . ...........,...r-~-........ ,. ... r-··---·-,.. ·:,.-,.----.... .,.'.'""-s ..... -:~-I I I A ... -.·:.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 . . l&e??LANP q &1{JZ4p SHEET NO. ______ ·....c:.i...;.,:;.•~--OF ---....1-~ ....... · -,---- CALCULATEP BY _·10/!-.....__· . .c..:..· ___ ---~ DATE ~/l.t>/Cf1 SCALE, CHECKE~ BY · · · · DATE · utea>~ -Mkl~ L~Q IP/?v~ 1 ;: : .. [, r ; E • z , s .: E t -:' £-, ::::. ;: .: s_ 6 -s • • 2 ": _-~ ~ -s • ~ .s .:. s & i s 1 .z ~ ..: s. ~ ; a , 1 ~ " t f: -,. c .. , :; 1 I I: I. I: 1: I (-_:_Q) ,.g 1· I I. I I:_ I: .,, I 15' : / I -If) ... . . txZ'~fL-~. . • I ~uK.e .B_tciPG&: ":GpAN5 ·BTWN A-6un-1~'T5-- r.-· \)., 0, l/3?? W . . '· v,~" U,l(U.,, . >~Mu3 f1Y~) e,~/ w~z--1 t?'4t¼~){t-o') :- .+.150(10'-·11:1rJJ)(~ ~') l'M I z., ± -t--z.6'4-,6) {-;)@?CJ) . tJl-t64 ~f+- .«<COT I f. I '-::::. 18'4'~ ,-·w:;;; t 2;,+)C.. \J-z-olt83-Ct '7f!?) \J~ Z4,s1 ~ '7~ Q]lq?~r\ f~~~ . · A· -· l ~m\ lf11" . --f e-;-~~ \?<;i ~-: ~ p {3\'57~-4--·t~ '"Pyi-·WlJu7J ~j ~" "1~~1&10 1¥1 y . ' : . ' J } . . . .. t~v1-. !' ·tt7 {.1r4:-.~~-i-·3_11~:e -~ ._.. . . .. . ... . . ..• -~ :q_.,~·10. /M~/: 0.1 ~~ d'i; .. ~_;_~l'?(+~c,,"t7,~;r~)c~-5) :. ~~, ~. _J!::=tj--'""""."". ·/"B-'tO -. ~~'1'81-~-~4--:· '. ... i . . -: . . '~ : ~ : . . . . . ' . ' . '. i . ·.. . ... ' --! -. . : : I I I I I I I I I I I I I I I. I I I I z l- o: <( ~ cj z z Z MARTIN & DUNN, INC. ::J Structural & Civil Engineers 0 7801 Mission Center Ct., #400 San Diego, CA 921 OB Phone (619) 497-2118 Fax (619) 497-0429 STRUCTURAL CALCULATlONS Legoland Carls,bad (M&D PROJECT NO. 960240.00) Garde:n Cl-uster (IGMP #2 Package) Architect of .Record: Hellmuth Obata & Kassabaum For Building Department Plan Check Submittal July 21, 1997 \._ I I I I I I I . I I I I I I ,, I 1- I I-, I· SUBJECT GENERAL PARKWIDE STRUCTURES RESTAURANT BUILDING INDEX RESTAURANT DINING AREA AND TRELLIS PUBLIC TOILET BUILDING THE GARDEN SECTION A !3 C D . I I I I I I I I I I I ·1 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 ... .. ;A·· ,·:::) I I I I I I Ill C cu a: Ill ::I .2 > ! 0. C iii -GI a: • 1,:-.:::: '.::?)·: ~<i:J I I I I I I 1 .. -.. ,ii):_:· I .. I ICBO Evaluation Service, Inc. 5360 WORKMi\N Ml.LL ROAD • WHITTIER, CALIFORNIA 90601-2299 Filing Category: DESIGN-Steel (038) STEEL STUD PARTITION AND JOIST SYSTEMS ANGELES METAL SYSTEMS 4817 EAST SHEILA STREET · · LOS ANGELES, CALIFORNIA 90040 I. Subject: Steel Stud Partition and Joist Systems. ' II. Description: A. General: The stee(studs and joists are punched and. roll formed in various depths, with the following minimum base metal thicknesses used in design: Member Type and/or Gage No.26 No.25 No. 24 No.22 No.20 No. 18 No. 16 No.14 No. 12 No.10 Minimum Design Thickness {inches) {mm) 0.0172 0.4369 0.0188 0.4775 0.0219 0.5563 0.0283 0.7188 0.0346 0.8788 0.0451 1.1455 0.0566 1.4376 0.07f3 1.8110 0.1017 2.5832 0.1285 3.2639 Steel sections are formed from steel having a minimum 33,000 psi (228 MPa) yield point (ASTM A653 Grade 33 or ASTMA~70-79 Grade 33) for thicknesses of 0.0172 inch (0.4369 mm) through 0.0451 inch (.1.1455 mm) (No. 18 gage) and.minimum 50;000 psi (345 MPa) yield point (ASTM A 653 Grade 50 or ASTM A 570-79 Grade 50) for thicknesses of 0.0566 inch (1.4376 mm) (No. 16 gage) through 0.1285 inch (3.2639 mm) (No. 10 gage). Galvanized coating complies with ASTM A 525-79. Section des- ignations, properties and dimensions, including web punchout dimen- sions and spacing are set forth 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, HDS, XHD, XXHD and S Series: Allowable nonbearing partition heights-using EC, SS, HDS, XHD, XXHD and S steel stud sectfon properties only, are noted in Table 2 for flex- ible finish and Tables 3 and 4 for brittle finishes. Continuous lateral sup- port must be provided for both stud flanges with wall covering.or bracing complying with Chapter 2i, Division V, and minimum attachments in accordance with the code. See Detail Sheet 2. C. Axial Load-bearing Wal! Studs HOS, XHD and XXHD Series: Allow- able axial 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, (C5) of the code are noted in Table 5. Allowable axial loads and allowable combined axial and wind loads based on minimum %-inch (9.5 mm) gypsum boiird attached to both sides in accordance with Chapter 12;Division V, (04.3) are noted fn Table 6. Report No. 1715P Reis~uedMay 1, 1996 D. Joists XHD, ·HDJ, FJ and XFJ Serles:. Allowable span lengths for simple-span joists having various 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. flre-reslsllvc, Construction: Studs, track and joist sections may be used in fire-resistive construction where generically i,ndicated in Table 7-8 of the -Uniform Building Code orin generic assemblies in the Fire Resis- tance Design Manual, 13th edition,as.publis~ed by the Gypsum Associa- tion. Stud types, minimum depth and steel thickness. shall ·be consistent with those described 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 7 and Track. · Allowable Nonbearing Partition Heights, In Feet, with Flexible Finish (U120). Allowable Nonbearing Partition Heights, in Feet, with Brittle Finish_ (U240). Allowable Nonbearing Partition ,Heights, In Feet, With Brittle Finish (U360). Allowable Axial Load· Bearing Studs Allowable Axial Load Bearing Studs with Minimum %-inch (9.5 mm) Gypsum Board Allowable Span Lengths (Feet) for Pur- , lins and Joists, Simple Span, (for Total Load) Based on Flexure. 8 Detail Sheet 1 2 Allowab_le Spans (feet) for Purlins and Joists, Simple Span, (for Live Load) Based on Deflection Allowable Concentrated 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. ldentlficallon: Each stud, -joist and track is identified with the manufacturer's name (AMS), ICBO ES Report No. 1715, minimum base metal thickne~s·and 50 ksi (345 MPa) yield strength, if greater than 33 ksi (228 MPa), stamped 011to 0the Web section at 24 inches (610 mm) on center. . Ill. Evidence Submitted: Descriptive details, allowable spans and cal- culations in accordance with Acceptance Criteria for Steel Studs, Joists ang·rracks dated January 1994. . Evaluation reports oflCBO·Evaluillion Service, inc., are.issued sole/1 lo provide informatio1' lo Class A members of ICBO, utilizing the cotie-11pon which the report is based. Evaluation reports are not to be constrnedas representing aesthetics or any other attributes not specifically addressed nor as an endorsement or recommen- dation /or use ofthe-subjecl report. · · This report is based upon independent tests or other technical daia submit.led by·the.applicant •. The 1~1'0 Ev!flualion·Service, Inc., technical sta.fl has reviewed the test nsu/Js and/or other data, but does not possess test facilities to make an independent verification, Then is no wa_rranty by ICBO Evaluation Sen•ice, Inc., express or implied, as to an, "Finding" or other matter in the report oras loony product covered b; the report. Thu duclaimer includes, but is not limitedto, merchantability •. Page1 of2 I I t<-'."':'\ lir.\·:J V I I I I I I i \ -~ Ai.., WAFER HEAD _/ For metal to metal framing connections when drywall, plywood and other similar wall materials are 1,15ed dn metal studs and joists. Metal thickness -25, 22 and 20gauge. ' · . 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. ... ~-~ HEX HEAD-SELF DRILLING WiTH NEOPRENE-WASHER For fastening sheet·metal to-metal studs, joists and purlins where watertight seaUs necessary. Metal thickness -20, 18, 16 and 14 gauge. BUGLE HEAD-SELF DRILLING For dryWall attachment to metal studs and joists. Also used for attaching ~abinets through gypsum board and insulation board. Metal thickness -20, 18, 1 l;i and 14 gauge. WAFER HEAD-SELF DRILLING For metal to metal framing connections when drywall, plywood and other similar wall materials are used 6ri metal studs l;)nd Joists. Metal thickness -20, 18, 16 and 14 gauge. - HEX HEAD-SELi= DRILLING For attaching steel deck, backup plates, door frames, lathers channel to metal framing and structural·connections. Metal thickness--20, 18, 16 and 14 gauge. SUGGESTEO'IJESIGN LOADS FOR SCRl;:W·CONNECTIONS (pounds) J ! .1 ~ I ' ' I j Steel Gauge Thickness . , 25 22 20 ' 18 16 14 12 -- Min Edge Dist ~ .!: s- j .., -.... .., No. 12-14 (T•.153") Shur Pullout Hin or Edge Suring, Dist -- --~- 256 114 N :::: 453,, 184 540 252 1i 657 354 .!: CD 662 ~4 ~ SCREW SIZE llo. 10-16 No. 8-18 IT•.125"} (T•. 125") TYPE Of" lOA,DING· Shur Pullout Hin Shur Pullout Hin or Edge or Edge -~•r'lilg: Dist ~uring, _ Dist ~ -,--33 ,,: -·-,,: 202 89 g 1!14 u 73 .!: 257 1i4 N 260 ~ ::. 95, '415· 175 ,342 153 506 238 1i 362 203 j .!: 517 335 ;; 405 306 .. ::. ~ 447 -383 , , • ,. "i'r~' Hin. Spacing of Screws !1/16 inc_h l/2 inch 3/8 11)Ch c:. to c:. , ~<J . . . . . No. 6-S12 (T•.106") ·Shu~ Pullout or B.urlng: 137 37 186 52 230 85 262 136 320 183 -292 -350 5/16 inch if/.~ NOTES: V 1. Shear and pullout allowables based qn average test results with a safety factor of 3.0. Test data avaTiable:from sqrew manufacturers [i.e. Grabber; Buildexl. · · 2. When connecting materials o_f different.gauge. use loads shown for the lighter gauge. 3. Steel gauge thicknesses 25, 22, 20 and 18 -Fy = 33ksj 16, 14, & 12-i=y =50ksi ":.•. 29 I I I I I I I 1-~ f . .--i· .... s.; I I r I h I I ... . • .. . F Ar,:. TABLE I: STRUCTURAL PROPERTIES OF STUDS, JOISTS, AND TRACK (CONTINUED) MEMBER MINIMUM WEIGHT oiloNATION DESIGN (lb./fl) \ ; TIU<XNESS (lnc:hca) 20HDS158 0.0346 Q.529 20HDS250 0.0346 0,632 20HDS350 0.0346 0.749 20HDS358 0.0346 0.764 20HDS400 0.0346 0,805 20HDSS50 0.0346 0,984 20HDS600 0.0346 1.043 18HDS250 0,0451 0.840 18HDS350 0.0451 0.994 18HDS358 0.0451 1.013 18HDS400 0.0451 1.070 laHDSS50 0.0451 1.300 1811DS600 0.0451 1.376 ll!IIDSIIOO 0.0451 1,6113 16HDS250 0.0566 1.044 16HDS350 0.0566 1,236 16HDS3S8 0.0566 1.260 16HDS400 0.0566 1.332 16HDSS50 0.0566 1,621 16HDS600 0.05<6 ---1.717 16HDS800 0.05Ci6 2,101 16HDS1000 0.05Ci6 2.486 14HDS250 0.0713 1.311 14HDS350 0.0713 1.554 14HDS35S 0.0713 1.584 14IIDS400 0.0713 1.675 14HDSS50 0.0713 2.038 14HDS600 0.0713 2.159 UHDSSOO 0.0713 2.643 14HDS1000 0.0713 3.127 20, 1.250" \ ' \ I \ / 18, 16, and 1.4 "I-IDS'' Punched C-.Stud \' .093" inside ·radius , -. -·Web Depth O.D.- EFFEC'I1VE SEC'IJON .325"' for 20 GAUGE .433" for 18 & 16 GAUGE .461" for 14 GAUGE Punched hole: 3/~" for 1.:5/0~ and 2-1/2". web depth and 1-1/2" ror 3-1/2" and larier web depth. TORSIONAL SECTION ' GROSS SECTION PROPERTIES PROPERTIES MOMENT PROPERTIES CAPACITY Arca Ixx Ju Iyy I Ry Ixx Sx Arca Ma Xo-J Cw Ro .B . (In A21 (inA!ll (inA3\ · (inA•O (inA3\ (UIA<41 (inA3\ (lnA2) (in-Ibo) (in) (inA4\. (in "61 (In\ 0.156 0.071 0._674 0.034 0.467 0.071 o.oa1 0.156 1671 -1.154' 6.214E-05 0.023 1.415 0.336 0.186 0.189 1.007 0.040 0,462 0.189 0.151 0.186 2893 .,.,.014· 7.422E-05 0.054 1.502 0.544 0.221 0.411 1.366 0.044 0.449 0.411 0.235 0.221 4507 -0.896 8.S03E-05 0.110 1,694 0.720 0.225 0.447 1.409 0,045 0.447 0.447 0.246 0.225 4725 -0.883 8.97SE-05 0.119· 1.122· 0,737 0.238 0.563 1.538 -0.046 0,441· 0.563 0.282 0.238 5401 -0.548 ·9.493E-OS 0.148 1.&11 0.781 0.290 1.205 2.039" 0.050 0.417 1.205 0.438 0.290 8428 -0.732 l.15fE-04 · 0.302 2.206 0.890 0.307 1.489 · 2.202 0.051 o.~Q9 1,489 0.496 0.307 9551 -0.701' 1,22SE-04 0,368 2.3,47 0.911 0.247 0.245 0.994, 0.055 0.473 0.245 0.196 Q.247 . 3868 -1.091 1.671!E-04 o.oa5 1.550 0.505 0.293 0.538 1.357 0,06~ 0.461· 0.538 0.308 0.293 6079 -0.963-1.984E-04 0.167 1,726 0.689 0.298 0.585 1.401 0.063 0.459 0.585 0.323 0.298 6377 -0.950 2.022E-04 O.lSO 1,753 0.707 Q.315 0.'139 1.S~l 0.065 0.454 0,739 0.369 0.315 7298, -0.912 2.13'/E-04 0.221 1.839 0.754 0.353 1.587 2,036 0.071 0.431 1.587 0.577 ci.383 .11400 -0.788 2.S9SE-04' 0.444 2.226 0.875 0.405 1.962 2.200 0.073 0.423 1.962. 0.654 0,405 12923 -0.754 2.741!E-04 0.539 2.364 0.898 0.496 ~-996 2.1140 0,0711 0.396 3.996 0.999 Q.496 19741 -0.646 3.3~-04 1.030 2,939 0.952 0.307 0.301 0.989 0.067 0.468 0.301 0.240 0.307 7200 -1.079 3.283E-04 0.102 1.536 0.507 0.364' 0.664 1.350 0.076 0.456 0.664 0.37.9 0.364 11357 -0.952 3.887E-04 0.201 1,714· 0.691 0.371 0.721 1.394 · 0.076, 0.454 0,72! 0.398 0.371 11917 -0.938 3.963E-04 0.217 1.741 0.709 0.392 0.912 1.52$ 0.079-0.448 0.912 0.456 0.392 13651 -0.900 4,189E-04 0.267 · 1.826 0.757 0.477 1.965 2.029-0.086 0.425 1.965 0.714 0.477 213~ -0.777 5.09fE-CM 0.538, · 2.214 0.877 0.506 ' 2._430 2.192 Q.088 0.41& , 2.430 0.810 . 0.506 24252 -0.744 5.391!E-04 0.653 2.353 0.900 0.619 4.959 2.831 0.094 0.390 4.959 1.240 0.619 37121 -0.637 6.607£-04 1;251 2,928 0.953 0.732 . '11,726 3.453 0.098 0.366 15.726 1.745 0,732 41930 -0.558 7.816E-04 2.076 3.517 0.975 0.386 0.371. 0.980 0.063 0.465 0.371 0.297 0~86. 8884 -I.OS4 6.S44E-04 0.130 1.534 0.500 0.457 0.824 1.342 0.0?4-0,453 0.824 Q,471 0.457 i4099 -0.956 7.752E-04 0.253 1.709 0.687 0.466 0.896 1.386· 0.095 0.451 0.896 0.494-0.466 14802 -0.942 7,903E-04 0.272 1,736 0.705 •. 0.493 1,134 1.517 · O.Q!IS 0.446 '1.134 0.567 0.493 16979 -0.903 8.35fE-CM 0.336 1.821 0.754 0.600 ,• 2A52 2.022 0.107 0.423 2,452 0.892 0.600 266!18 -0,779. 1.0J?E-03 0.673 0.815 2.2011 0.636 3.036 2.taS 0,110· 0.416 3.036 1.012 0.636 302!16 --0.746 l,077E-03 ·0.818 2.346 0.899 0,778 6.20& 2.824 0.117 0.388 6.2011 1.552 0.778 46471 -0.638 !.31!11!-03 1.565 2.921 0.952 0.921, 10.93& 3.4-46 0.123 0,365 10.938 2.1~ 0.921' 65491 -0.559 1.561£-03 2.596 3.510 0.9'15 -----·-.-I /..4· I TABLE I: STRUCTURAL PROPERTIES OF STIJDS, JOISfS, AND TRACK (CONT~D) lfo I I I I ~ I I b I __ y I I I MEMBER MINIMU?d DESIGNATION DESIGN nllCXNESS (Inches) 20XHD3SO 0.0346 20XHD3SS 0,0346 20XHD400 0.0346 20XHDSSO 20XHOOJO 0.0346 0.0346 ?O, 18, 16, & 14 "XHD'' Punched C-Stud .---- \-,--.,,_ \ -I .563" Typical \ 1.625" Pun,ched hole: 1-1/:!' for 3-1/:t' and larcer web depth. Web Depth O.D. WEIGHT (lbc/Ct) GROSS SECilON PROPERTIES Rx 1)1 R:, Fl'FEC11VESECI10N PROPERTIES Ju Sx Azea <ln"2) <ln-"4) (in"3), (in"4) <ln"3l· (in"4) (in"3) (lil"2) O.SS7 0.902 0.946 0.261 0.512 0.265 O.S55 1.400 1.446 ~.275 0.695 . 'l.553 0.102 0.103 0.107 1.122 0.330 U1t 2:111 0.11& 1,151 0.348 1.510 2.252 : 0.122 0.626 0.§20 0.Sl2 O.S55 0.698 0.599 .1.472 O.S91 l.SIO 0.292 0.261 0.306· 0.265- 0.349 · 0.275 0,535 0.330 o._603 0.348 MOMEl'<J' CAPACITY Ma (in-lbc) 5569 5834 66S4 :rc>RSIONAL SEC'IlON PRO~TIES J Cw 8 Xo (in) (in"4) · (in"6) (In) -1.399' 1.042£-04 '-1.382 1.059E-04 -1.334 1,IUE:-04 0.301 2.1176 O.S46 0.322 2ll96 0.565 0.391 2.161 0.619 1()25'} -1.175 1.3188-04 11576 -1;131 ''l.357E-04 o.75& 2.489 o.m 0.914 2.615 0.813 15XHD3SO 0.0451 1.14& 0.338 0.658· 1.395 0.130 0.621 0.655 0.376 0.33& 0.381 2.064 0.547 7427 -1.389 2.2928-04 i ' . 18XHD355 0.04S1 1.167 0.344 0.714 1.441 0.132 0.619 -0,714 0.394 0.344 77&> -1'.372 2.331E-04 0.40& 2.ll54 "'f>.567 18XHD400 0.0451 1.225 0.361 0.&97 1.577 0.136 0,61_5 0.&97 0.449 0.361 sa67 -1.324 2.445E-04 0,496' 2.149 ~,621 , 1&XHD550 0.0451 1.4S5 0.42&. · U98 2,105' . 0,151 0.594 l;.898. 0.690 0.425 13641 -1.165 2.904E-04 0.962 2.475 0.779 .. ~ 15XHIXOO 0,0451 1.531 0.451 2.335 2.276· 0.155 0.5&6 2.335 0.778 0.4~1 153~ -t'.121 3.057E-04 1.161 2.604 O.SIS 4-1 1-1_8_XH_MJO ______ o_.04_5_1 ___ 1_.83_7 -i-_o_.s_4_1 -i--4 ____ .6_75-+_2...,.9_3_9 __ o_.1_6_7 ...... _o_.s_S6-+_4_.6_7_5 -+-""_1_;1_6_9 __ o_.s_4_1 +---23.,..094-'_-+-_-_o_.9_7'"'7 +· _3._66_9E_-_04 ____ 2_,1_90_-... 3_._14_7+-ci_.904----1 • 16XHD3SO O.OSCi6 1.430 0.421 0.813 1.389 0.160 0.615 0.&13 0.464 -0.421 13905 -1.377 4.491!E-04 16XHD358 0.05Ci6 1.454-0.42& O.SS2 1.435 0.162 0.614 0.SS2 0.487 0.42& 14570 -1.360 4.S73E-04 . 16XHD400 0-?5116 1.526 0.449 1.110 l.5'12. 0.167· 0.§IO· 1.110 O.S55 0,449 16619 -1.312 -i.so<E-04 0.463 2.050 O.S49 0.495 2.070 0.568 0.603 2.136' 0.623 1.174 2.466 0.751 0.534 2.354 2.099 0.185 o.saa 2.354, . o.&56 o.s3~ _25625 -1.154 s'.706E-04 1 1 •,----. -:~l-16_XH_OOJ0---1-.• -.:-_ , ... _,-_o_.o_Sli6-.• -+-,..-:,.,,...-,.--. 1-,9-1-1 +-_ -_ o-,563---+-_-?-~-9-.7 -i-_-2.269--+-0-.1-90-+-_ .... _ 0-1 .ss-1 +--2-.s_9 ... 7-~-_,....o-.966-...+-""o"".s-63-+----28-9_1_3 +;,-. --1--.1-1-o·+.-6.-009E----04-+-1-.,-11--1--2.s_9_2-1-o-.s-16""'"~ 16XHD8JO 0.05116 2.295 0.676 5.1109 2.932 0.205 O.SSO 5.1109 1.452, 0.676 434113 -0.967 7.217E-04 2.678 3.136 0.905 16XHDSSO 0.05(,6 1.815 I' 16XHDIOOO 0.0566 2.65!) Q.759 10.07;) 3.573. , . 0.216 0.523 10,073 _ 2.01S 0.789' 502(,6 -0.559 S.421£-04 U23 3.712 0.946 14XHD3SO 0.0713 1.755 O.S:is 1.004 1.352 0,195: 0,609 1.004· 0.573 0.525 · -17169 -1.362 S.90SE-04 O.S59c 2.034 0.551 14XHD358 0.0713 i;g15· 0.534 1.090 1.42&. 0.197 0.607 1.090 0.601 0.534· 17997 -1.345 9.0561.-04 0.598 2.054 0.571 1 1· t@ 14XHD«l0 0.0713 t.906 0.561 1.373 ,1.564' 0.204 0.603 1.373 0.6&6· 0.561 205~ -1.297 9.sosE-!M 0,729 2.120 0.625 14XHDSSO 0.0713 2.269 0.668 2.919. 2.090 0.226 O.S8I 2_,919 . 1.061 0.668 31751 -1.140 1.132£-03 1.425 2.4S1 0,754 I 14XHrx,oo 0.0713 2.390 0.704 3.596 2.260. . '0.232 0.574 3.S96 1.199. 0.704 35SS4 -1.096 1.193£-03 1,722 2.577 0.519 14XHD8JO 0.0713 2.574 0.846 7.226 2.922 0.250.. 0.543 7.226 _1.&06-0.846 540116 -0.954 1,43E-03 3.262 3.121 0.907 0.0713 3.358 0.9119 1~ 3.562 0~ 0.516 1~49. 2.510·. 0.9119 751~ -0.546 1.67(£-0.\ ~.395 3.695 0~ I 14XHDIOOO ,,,. -w ~ -- - ----\ --TABL£.5 -ALU>· -~-· ·--· ----...... ----................ ,.-. ~a,-v -·- SPAONG Al.U)W WINDINtmn S'JUDNAME tin.) AXIALLOAD .5 10 15 20 25 30 40 50 60 75 12 0.194 0.019 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 20HDS1'8 16 0.194 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24, 0.194 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 0.526 0.238 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20HDS250 16 0.526 0.1-48 .o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.526 0.000 0.000 0.000 0.000 0.000 .o.ooo 0.000 0.000 0.000 0.000 12 0.968 0.686, 0316 \o.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 20HDS350 16 · 0.968 0.550 0.115 0.000 0.000 0.000 0.000 0.000 0,()()(1 0.000: 0.000 24 0.968 0316 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 1.029 0.755. 0370 0.065 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . , 20HDS358 16 1.029 0.614 0.161 0.000 ·o.ooo 0.000 0.000· 0.000 0.000 0.000 0.000 24 1.029 0370 0.000 0.000 '0.000· .o.ooo 0.000 '0.000 0.000 0.000 0.000 ' i 12 1.209 Mn 0.549 0.209 0.000 0.000 0.000 0.000 0.000 0:000 0.000 20HDS400; 16 1.209 0.818 0316 0.000 0.000 0.000 0.000 0.000 0.000 . 0.000 0.00(_) : 0.000 0.000 24· 1.209 0.549 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ·12 1.679 1.679 l.276 0.893 , 0.548 0.232 0.000 0.000 0.000. 0.000 0.000, ~HDS550 16 1.679 1.560 1.016 0.548 ·0.132 0.000 0.()()(1 0.000 ·0.000 · 0.000 0.000 24' 1.679 1.276 0-~48 ·o.ooo 0.000 0.000, , 0.000, 0.000 0.000 0.000 0.000 12 1;652 '1.652 . 1391 Ul45 0.726 0.429 · 0.1-49 0.000 0.000 0.000 0.000 : 20HDS600 16 1.652 . 1.640 1.157 0.726 0334 0.000· 0.000 0.000 0.000 0.000 0.000 .. 24 1.652 1391 0.726 0.149 0.000, 0.000 · 0.000 0.000 0.000 0.000 0.000 12 1.527 1.527, 1.463 ' 1.192. 0.929 0,67.5 0.428 0.000 0.000 0.000 0.000· . ' AlOHD~ 16 1.527 1J27 1.281 0,929 OJ92 0.267 0.000 0.000 0.000 · 0.000 0.000 24 1J27 1,463 0.929 0,428 0.000 0.000 0.000 0.000 0.000. 0.000 0.000 12 0.716 0.431 0.153 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000· 18HDS2.50 16 0.716 0328 0,004 0.000 0.(!00 0.000 0.000 0.000 0.000 0.000 0.000 24 0.716 0,153 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 · 0.000 . 0.000 12 ·u11 1.127 0.695 0353 0.060 0.000 0.000 ~-000 0:000 0.000 0.000 ,. 18HDS350 16 1371 0.969 0.460 0.060 0.000 · 0.000 0.000 0.000 0.000 0.000 0.000 24 1371 0.695 0.060 0.000 0.000 0.000 0.000 0.000 6.000 0.000 · 0.000 12 1.492 1.252 . 0.795 0.432 0.122 0.000 0.000 ·o.ooo 0.000. 0.000 . 0.000 18HDS358 16 1.492 1.()85 OJ46 0.122 0.000· 0.000 '0.000, 0.000 . 0.000 0.000 0.000 24 1.492. (J.795 0.122 .o.ooo 0.000 0.000 · 0.000 0.000 0.000 0.000 . 0.000 12 1,778 1J98: . -1.091 0.683 0332 0.020 0.000 0.000 0.000 0.000 0.000 18HDS400 16 1.778 1.413 0.811 0332 0.000 0.000 0.000 . 0.000 .0.000 0.000 0.000 24 1.778 1,091 0.332 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 2.559 2.559 2.250 , 1.786 1368 0.984 0.627 ·0.000 (J,000 0,000 0.000 18HDS550 16 2.559' 2.559 1,935 1368' 0:862 0.401 . 0.000 0.000 0.000 0.000 0.000 24 .2J59 2.250 1.368 0.627 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 2.532 · 2.532 2.407 1.991 1.607 1.248 ' D.910 0.285 0.000 0.!)00 0.000 ., i8HDS600 · · · 16 2.532 ·2.,32 . ?,1?~ "'"~ t IU ,,.,ft. n~•• ,,,,,,;. nnnn nrw.. nrv,n .24 2.532 2.407 . 1.607 D.910 0.285 0.000 0.000 0.000 0.000 0.000 ·0.000 k-- 12 2391 2391 2.391 2391 2,157 1.914 1.677 1.218 0.777 0.352 0.000 18HDS800 16 2391 2.391 2.391 11~7 i.835 1.522 l.218 0.634 0.076 0.000 . 0.000 24 2391 2.391 2.157 1;677 1,218 0.777 0352 0.000 0.000 0.000 0.000 12 0.893 0.752 0-'04 0.310 0.146 0.000 0.000 0.000 0.000 0.000 0.000 16HDf250 16 0.893 0.661 0.371 0,146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.893 0-~ 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1715-P --SPACING SlUDNAME (in.\, 12 16HDS3!10 16 24 12 16HDS358 16 24 12 16HDS400 16 24 12· 16HDS550 16 24 12 16HDS600 16 24 12 ·16HDS800 16. 2-1· 12 l6HDSIOOO 16 24 12 14HDS2.~ 16 24 12. -14HDS350 16 24 12 l4HDS358 i~ . 24 12 14HDS400 16 24 1~ 14HDS550 16 24 12 l4HDS600 16 24 12 14HDS800 16 24 12 14HDS1000 16 24 12 20XHD350 16 24 --·-------·· -••••JI•-,.. •• .,_.,.,.,....,,._,,. ALLOW WJNDIN<mn AXIALLOAD 5 10 15 20 25 30 1.709 1.709 1358 1.057 0.798 0-'67 0357 1.709 1-'94 1.152 0.798 0.495 0.225 0.000 1.709 1358 0.798 0357 0.000 0.000 0.000 1.862 1.862 l-'12 1.194 0.919 0.674 0.451 1.862 1.762 1.294 0.919 Oj98 0.312 0.051 1.862 1-'12 0.919 0.451 0.051 0.000 0.000 2.344. 2.344 2.020 1.650 1329 1,043 0,781 2.344 . 2309 1.766 1329 0.953 D.618 0312 2.344 2.020 1329: 0.781 0312 0.000 0.000 3.625 ,3.625 3.625 3.406 3.024 2.670 2.340 3.625 · 3.625 3J41 3.024 2.558' 2.130 1.732 3.625' : 3.625 3.024 2340 1,732 1.179 !).670 3.550 3.55(f ··3:,50 3j50 ·3.247 2.932 2.632 3.550 3.550 3.550 3.247 2.830 2.440 · 2.071 ,3.550 3j50 3.247 2.632 :2.071 1-'52 1.067 3.244 3.244. 3.244 3.244 3.244 3.244 3.185 3.244 3.244 3.244' ' 3,244, , 3.244 3.065 2.827 ,3.244 3.244 3.244· 3.185 2.827 2.479, 2.1'40 2.97,1 . 2.971' 'i:9~1 2.971 2.91i-2.971 2.971 2.971 2.971: 2.971 2.971 2.971 2,971 2.813 2.971. · 2.971 2.971 2,971 2.813 2.53!1 2.260 1.128 1.017 0.739 0.571 0336 0.172 0.024 1.128 0.914· 0.589 0336 0.121. 0.000 0.000' 1.128 0.739 0336 0.024 0.000 0.000 0.000 2,166 2.166' 1.879 1-~44 1.255 0.996 '0:760 2.166 2.141 1.650 1.255 ,0.915· , 0.613 0338 2.166 . 1.ti79 1.255 0.760 0338 · -·o.ooo 0.000 2360 2360 2.064 1.730 1.423 1.149 , 0.899 2360 2360 1.842 1.423 '1.063 0.743 0.451 2360 .2.064 1.423 0.899 0.451. 0.052 0.000 2.999 2.999 2.774 · 2359 1.999 . U77 1382 2.999 2.999 2.490 1.999 1.576 1.198 . 0.854 2.999 2.774 ' 1.999 1382 0.854 0.384 ·0.000 4.906 4.906 4.906 · 4.880 4.436 4.024 . 3.639 4.906 4.906 4.906 4.436 3.893 3395 2.932 4.906 4.906 . 4,436 3.639 ,2.932 2.289 J.696 4.826 4.826 · 4.826 4.826 4.727 . 4.363 4.016 4.826 4.826 4.826 4.727 4.245 3.79,t -3368 4.826 4'.826 '4.727 · 4.016 3368 2.767 2.205 4.464 4.464 4.464 4.464 4.464 4.464 · 4.464 4.464 4.464 4.464 4.464 4.464 4.464 4.265 4.464 4.464 4.464 4.464 4.265 3.871 3.-486 4.119 ,, 4;119 4.119 4.119 4,119 4.119 4,11? 4.119 . 4.119 4.119 4.U9 4.119 4.119 4.119 4.119 4.119 4.119 4.119 4.119 4.119 3.941 1305 1.030 0.597 0.256 0.000 0.000 0.000 1305 0.871 0363 · 0.000 0.000 0.000 O.QOO 1305 0.597 0.000 0,000 0.000 0.000 0,000 1715-P •••,.-v'-'•- 40 50 60 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.051 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0312 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.732 1.179 0~70 1.005 0.349 0.000 · 0.000 0.000 0.000 2.071 1.552 -1,067, 1387 0.760 0.176 0.176 0.000 0.000 2.827 2.479 2.140 2365 · 1.918, 1.486 1.486 · 0.860 0.259 2.813 2.,m 2.26(! . 2.443' 2.078 ,.no 1.720 l.191' 0.673 0.000. 0.000, 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.338 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.000· 0.451 0.052, 0,000 0.000 0.000 0.000 0.000 0.000 0.000 · 0.854 0.384 0.000 0.238 . 0,000 ' 0.00() ·o.ooo , 0.000 0.000 2.932 2.289 . ~.696 · 2.087 1324 0.622 0.622 0.000 0.000 3368 2.767 2.205 2.575 .. 1.848 . 1.11i 1.171 0.231 0.000 4.265 3.871 3.486 3.742 3.235 2.742 2.742 2.029 1344 4.119 4.119 3.941 75 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0390, : 0.000 0.000 1.646 . 0.860 · 0.000 1.854 . _,... ....:-, ~,_, -- i I I [ ~!-rt. . '"'() -J t, . } . 1.191 :, I ~ 0.000 0.000 0.000 0.000 0.000 · 0.00(_) 0.000 · . 0.000 · 0.000 0.000 0.000 0.000 0.000 (1.879. 0.000 0.000 1.419 0.231- 0.000 2.925 2.029 0.360 3.566 L \-I t tl ..::.\ f l 2:: Q~ ?·l • l i J i l .. I ! 4.109 . 3.774 .. 3,443 . 2.952' I 3.443 . 2.952 0.000 . 0.000 0.000 0.000 0.000 0.000 2,470 1.760 0.000 0.000 : 0.000 0.000 0.000 0.000 ' >: \f' i, fl ..... '"7 ~ --------·---~---------~ ........ , ~-;;-;::;--::.:_~ -,:,_7~_;..; ,I 1' ~ ..... .:,~~- •~"';;'---"':;' :-:----.... f. _, ".il ,,, • -vl .i:,. - - ., C------\ - -·: __ ·---• --• .,. ....,,. ••• ....,..,.._..,,..., ~••.., .. v--v •••-.a•,u~'--~na~-v V•'-® SPACJNG AfLOW WJNDIN(psO snJD NAME (in.l AXIAL LOAD 5 10 15 20 25 30 40 50 60 75 12 0.194 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20HDS158 16 0.194 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.194 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 0.!126 0.238 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 20HDS250 16 0.!126 · 0.1'18 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.!126 0.000 0.000 ,o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 11 0.968 0.686 0.316 0.023 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ' 20HDS3.50 16 0,968 0.!150 0,115 0.000' 0.000 0.000 0.000 0.000 0.000 0.000 0,000 24 0.968 0.316 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 , 12 ~.029 0.755· , 0,.370 0.065 0.000 0.000 0.000 0.000 0.000 0.000 ·0.000 20HDS358 16 1.029 0.614' ·0.161 0.000 · 0.000 0.000 . 0.000· . 0.000 !).000 0.000 0.000 24 1.029 0.370 0.000 0.000, 0,000 0.000 0.000, 0.000 0.000 0.000 0.000 ·12 . ·1.209 0.972 0.549 0.209 0.000 0,000 0.000 0.000. 0.000 . 0.000 0.000 ,20HQS400 16 1.209 0.818 0.316 0.000 0,000 0.000 0.000 0.000 . 0.000 0.000 0.0CXI' .. " 24 1,209 ,0.549 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000. 12 1,679. 1,679 ' 1.276 0.893-0.548 0~2 0.000 0,000 0.000 0.000 ' 0.000 20HDS5.50 16 1.679 1.!160 1.016 · 0.!148 0.13~ ' 0.000 0.000 0.000 0.000 O.ooo· 0.000 · 24 i.679 t.i76 0.543 ·o.ooo 0.000 0.000 : 0.000 0,000 .. o:ooo 0.000 0.000 ~ 12 1,652 1.652: · 1.391 J.045 0.726 0.429 0.149. ·0.000 0.000 0.000 0.000 20HDS600 ·16 1.652 1.640 1.157 0.726 0.334-0.000 0.000 0.000 0.000 0.000 0.000 24 t.6!12 1.391 0.126 o.149 .o.ooo ·o.ooo 0.000 0.000 0.000 0.000 0.000 : 12 1.s21. 1.s2t 1.463 1.192 o.929 · o.675 o.~28 0.000 0.000 0.000 · 0.000 A20HDS800 16 l.!127, · 1..527 , 1.281 0.929 0.!192 0.267 0.000 0.000 0.000 0.000 0.000. 24 1..527 1.463 0.929" 0.428 0.000 0.000. 0.000 0.000 0.000 0.000 1 0.000 12 0,716 0.431. 0.153 0.000 ·0.000 · 0.000· 0.000 0.000 0.000 0.000 0.000 18HDs:z;o 16 0.716 0.328 0.004' 0.000 : 0.000 0.000 0.000 0.000 0.000 0,000 0.000 24 •0.716 0.153 0.000 0.000 0.000 0.000 0.000· 0.000 0.000· 0.000 . 0.000 12 · 1.37i J.i27-0.695' 0.353 0.060 0.000 0.000 0.000 0.000 0.000 0.000 . 18HDS350 16 1.371 · 0.969 0.460 0.060 0.000, 0.000 O.OQO' . 0.000 0.000. 0.000 0.000 . . 24 1.311. o.695 .o:060 :.o.ooo 0.000 0.000 0.000 0.000 0.000 · 0.000 0.000. 12 1.492 1.~2 '0.795 0.432 0.122 0.000 0.000 0.000 .o.ooo . 0.000 0.000 , l8HDS358 i6 1.492° · 1.085 0.546 0.122 0.000 . 0.000 0.000· · ·0.000 0 .. 000 0.000 0.000 24 1.492, 0.795 0.122 0.000 0.000 .o.ooo 0.000 0.000 0.000 0.000 0.000 . 12 J.?78' 1.598 · 1.091 0.683 0.332 0.020 ,0.000 0.000 0.000 0.000 0.000 18HDS400 16 1. 778 1.413 0.811 0,332 0.000 0.000· ·, 0.000 0.000 0.000 0.000 0.000 24 1.778 1:091 0.332 0.000. 0.000· ' 0.000 0.000 0.000 0.000 0.000 0.000 12 2.!159 2.559 2.250 1:786 ' i.368 0.984 0.627 0,000 0.000 . 0.000. 0.000 18HDS550 16 .2.559. 2.!159 1.935 1.368 0.862 0.401 0.000 0.000 0.000 0.000 0.000 24 2.559_ 2.250. 1.368 o.621 0.000 ·o.ooo 0.000 0.000 . 0.000 0.000· 0.000 11 2.532 2.!132 2.407 1.991 1.607 1.248 0.910 0.285 ' 0.000· 0.000 0.000. -=,_ · 1SHDS600 16 2.m ·2.532_ 2.126 1.'ro1 1.134 o.695 o.~5 0.000 o.~ 0.000 0.000 .,_ -24 2.532 2.407 1.607 0.910 0.285 0.000 0.000 , 0.000· 0.000 0.000 0.000 · 12 2.391 2.391 2.3~1 2.391 2.157 1.914 1.677 1.218 0.777 ·0.352 0.000 ~ 18HDS800 1~ 2.391 2391_ 2.39! 2.157 1.835 · l.~22 1.218 0.634 0.076 0.000 0.000 " -24' . 2.391 2.391' 2.157, 1.677 1.218 0.777 0.352 0.000 0.000 0.000 0.000 12 0.893 0.752 0.504 0.310 0.146 0.000 0.000 · 0.000 0.000 0.000. 0.000 16HPS250 16 0.893 0.661 ·0.371 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24· 0.893 0.504 0.146 0.000 0.000 0.000 , 0.000· 0.000 0.000 0.000 0.000 17l5~P -• l-..:...it. -- S'J1JDNAME l6HDS3SO 16HDS358 16HDS400 16HDS550 16HDS600 16HDS800 16HDS1000 14HDS250 14HDS3!10 14HDS358 14HDS400 14HDSS!IO 14HDS6oci 14HDS800 14HDSIOOO 20XHD350 ------ --::':'\ . -· ----... ---•~••·------•••aw'J• .. V l.l .... l&9a.,ai.#"l,-"·, ,; o ,.,., • ._. • SPACING AJ.LOW WlNDIN(psO (in.l AXlALLOAD 5 10 15 20 25 30 40 50 60 75 i2 1.709 1.709 1.358 1.057 0.798 16 1.709 1.594 1.152 0.798 0.495 24 1.709 l.3!18 0.798 0.3!17 0.000 12 1.862 1.862 1.512 1.194 0.919 16 l.862 1.762 1.294 0.919 0.598 24 1.862 l.!112 0.919 ,0.451 0.051 12 2.344 2.344 2.020, 1,650 1.329 16 2.344 2.309 1.766 1.329 0.9,53 24 2.344 2.020 1.329 · 0.781 0.312 12:-3.625 3.625 3.625 3.406' 3.024 ' 16 3.625 3.6~ 3.541 3.()24· 2.558 24 3.625 3.625 ,'3.024 2.340 1.732 12 3.!150 3.~50 .3.~50 3.550 3.247 16 3.550-3.550' , 3,5_50 3.247 2.830 24· 3.550 3.!150 3.247 ,2.632 2.071 12 3.244 3.244 3.244· 3.244 3.244 16 ·3.244 3.244 3.244 3.244 3.244 24 3.244 3.244, '3.244 3.185 2.827 12" 2.971 2.971• 2.971 2,971 2.971 16 2.971 ·2.971 2.971 2.971 2.971, 24 2.971' 2,971' 2.971 2.971 2.813 12 1.128 1.017 , 0.739 0.521, , 0.336' 16 1.128 0.914 . o.~89 0.336 0.121 24 'J.128 · 0.739 0.336' . 0.024 0.000 12 2.166 2,166 1.879 l-~44 1.255 16 2.166 . 2.141 1.650 1.255 0.915' 24 2.166 1.879 1.2.~5 0.760 0.338 12 2.360 2.360. 2.084 1.730 1.423 16 2.360 2.360 1.842, 1.423' 1.063' 24 2.360 2.084 1.423 0.899 , 0.451 12 2.999 ' 2.999 2.774 2.359 1:999 16 2.999 2.999 2.490 .1.999 l.!176 24 2.999 . 2.774 1.999 1.382 .. 0.854 12 4.906 · 4.906 4.906 4.880 . 4.436 16 4.906 4.906 4.906 · 4.436 . 3.893 24 4.906 4.906 4.436 ,,3.639 . 2.932 12 4.826 4.826 4.826 • 4.826 · 4.727 16 4.826 4,826 4,826 4.727 . 4.245 24 4.826 4.826 · 4.727' 4.016 3.368 i2 4.464 · 4.464 4.464 . 4.464 4.464 16 4.464 4.464 4.464 4.464 4.464 24 4.464 4.464 4.464 4.464 4.265 12 4'.119 · 4.119 4.119 4.119 4.119 16 .4.119 4.119 4.!19 4.H9 4.119 24 4.119 4.119 4.119 4.119 4.119 12 1.30!1 1.030 0.!197 0,2.~6 0.000 16 1.305 0.871 0;363 0.000 0.000 24 1.305 0.597 · 0.000 0.000 0.000 1715-P 0.567 0.357 0.000 0.000 0.000 0.000 0.225 0.000 0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0.674 0.451 0.051 0.000 0.000 0.000 0.312 0.051 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.043. 0.781 0.312 0.000 0.000 0.000 -~ ~ 0.618 0.312 0.000 0.000 ,0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000· 2.670 2.340 1.732 1.179 0.670 0.000, 2.130 1.732, 1.005 0.349 0.000 0.000 ? J.179 , 0.670 0.000 0.000 0.000 0.000 2.932 2.632 2.071 1.5!12 1.067 0.390 · 2.440 2.071 1.387 0.760 0.176 C-0.000 1' 1.552· 1.067 ·0:176 0.000 0:000, 0.000 3.244 3.185 , 2.827 2.479 2.140 1.646 3.065 2.827 · 2.365 1.918 1.486 · 0.860 2,479' 2.140 ,1.486 0.860 0.259 0.000 2.971 2.971 2.813 2.535 2.260 1:854' 2.971 : 2.813 2.443' 2.078 1.720 , 1'.191 · 2.535 2.260 1.720 1.191 0.673 . 0.000 0.172 0.024 0.000· ·o.ooo 0.000' '0,000 0.000 0.000 0.000 0.000 0.000 0.000, 0.000 '0.000 0.000 0.000 0.000 0:000 0.996 0.760 0.338' 0.000 0.000· 0.000 0.613 0.338 0.000 0.000 .o.ooo 0.000 0.000 · 0.000 0.000 0.000 0.000 0.000 1.149 0.899 · 0.451 0.052 0.000 0.000 0.743 0.451 0.000 0:000 . 0.000 0.000 0.052 '0.000 0:000 0.000 · 0.000 0.000 1:677 1.382 0.854' 0.384· 0.000 . 0.000 1.198 , 0.854 0.238 0.000 '0.000, 0.000 0.384 0.000 0.000 . 0.000 0.000 0.000 4.024 3.639 · 2.9~2 2.289 1.6?6 · 0.879 .3.395 '' 2.932 2.087 1.324 0.622 0.000 2.289 1.696 0.622· 0.000 0.000 0.000 -4.363 · 4.016 3.368 2.767 2.205 1.419 3.794 , 3.368 2.575 1,848· 1'171 0.231 . ' 0.000 , ·2.767 2.205 1.171 0.231 0.000 4.464 4:464 4.26!1 · 3.871 3.486 " 2.925 4.464 4.265 3.742 3.235 2.742 2.029 3.871 3.486 2.742 2.029 t.344 0.360 4.119 '4,119 4.119' 4.119 3.941 3.~66 4.119 4.1-19 4.109 · 3.774 3.443 2.952 4.119 3.941 3.443 2.9!12 2.470 1,760 0:000 0.000 '0.000 0.000 . O.QOO 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 t ~ ~ > {;' I I A 1··:· I I I I I I I I I I I I I (\·\ ~ 1··· I 10 A1:l TABLE I: STRUCTURAL PROPERTIES OF sruos, JOIST, ~D _T~tC:K ·(CONTINUED) ~ ! . i,6~9WS' i \ l 1~,,. 16 & 14 '"HDJ" 6-& 08" Web Depth Floor Joist Wtb 0t th 0.0. t.37S" .093" iMi-de ,ro6us .•33" fo, 18 ac 16 GAUCC f .i61" fO' 14 GAUGE I \ . ~ . 16 &: 14 "HDJ" 10" & 12" Web· Depth Floor Joi~t t.625" .093" inside r~ius Wtb Ot th 0.0. )133" t)'P. 16 GA. £ .• 61 "· lyp, H GA. 16, 14, &: 12 "FJ" Floor Joist 16, 14, 12, &: 10 "XFJ" 6" ond 8" Web Depth Floor Joist 16, 14, 12, &: 10 "XFJ" 10" ond 12" Web Depth Floor Joist Wtb 0t th 0,0. MEMBER MINIMUM DESIGNATION DESIGN, TIUCXNESS (inches) 2.7~" .2,,,, inside rocr .... Wtb Ot lh O;O, I . 150" 1yp1co1 WEIG}:IT (Ibo/Ct) GROSS SECTION l'RO~llES .. AreA In Rx l'Yf in"""3 UI_A~ 1.415 0.417 2,061 2.225 0.092 1,721 0.507' -4.173 2.1170 0.098. 3.00011 -.25011 inside rodius .962" typ. 1&, , •• ·12 ~ I 1.000" lyp. 10 GA. • EFFEC'IIVESEC'IlON PROPER1lES Ry !xx Sz /veA inA3 in"'~ in"'3 1n"'2 0.469 2.061 0.6&7. 0.417 0.440_ ' 4.173 1.043 0.507 Web Depth 0.0. MOMENT CAPACITY M11 Xe in-Ibo 'in 14536 -0.&49 207QS -0.731 .962" typ., 16, 1•. 12 GA. . £ 1.000" typ. 10 CA. TORSIONAL SECI10N PROPERTIES J Cw Ro in""4 in"'6 2.8248-04 0.679 2.427 3.436E-04 1.299 2.994 B : .~ ,· ' •4 r,i r: f i ·: {, _, : If Ii ~ r:. i l . ' ' r.Y I·~ . ' ' . ... t-!? I~ ; f . ' : J. .-1• ·t .,/( ~ .. ,, i r· i I r i' Tu I -----·---\ -v) .J::,. --····--·----••••-,..,. "'•••""""••t._.~...,.......,~•~-v -·- SPACING AJ.JJ)W WJNDINCpaO S1UDNAME (In.\ AXIALLOAD 5 10 15 20 25 30 40 50 60 75 12 0,194 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20HDS15S 16 0.194 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.194 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 0;526 0.238 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 9.000 20HDS250 16 0.526 0,148 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 . 24 0.526 0.000 0.000 i 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 I . 12 0.968 0.686 0.316 0.023 0.000 0.000 0.000 0.000 0.000· 0.000 0.000 20HDS3,0 16 o.968, 0;550 o.m 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.968 0.316 0:000 0.000 0.000 . 0.000 0.000 . 0.000 0.000 0.000 0.000 12 1,029 Q.755 -0.370 0.065 0.000 0.000 0.000 0.000 . 0.000 0.000 O.OOQ 20HDS358 16 1:029 0.614 0.161 0.000 0.000 0.000 0.000 0.000 0.000 0.000 · 1).000 24 1.029 0.370 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ;, 12 . 1.209 0.972 0.549 '0.209 0.000 0.000 9.000 0.000 0.000 0.000 0.000 2QHDS400 ! 16 J.209 !).818 0.316 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 t:209 0.549 0.000, 0.000 0.000· 0.000 0.000 0.000 0.000 0.000. , 0.000 12 1.679 1.679, 1.216 o:S93 0;5~ 0.232 . 0.000 ·, 0.000 0.000 0.000 0.000 20HDS550 16 -1.679 1.560 J.016 .0.548 0.132 O.QOO ' 0.000 0.000 0.000 0.000 0.000 24 ·1.679 1.216 o_,49' :o.ooo 0.000 0.000 0.000 0.000· 0.000 0.000 0.000 ' • 12 · '1.652 1.652 1.391 1.045 0.726 0.429 0.149. O.QOO 0.000 0.000 0,000 20HDS600 ,16 1.652 1.640· t.157 : 0.726 0.334 0.000 · 0.000 0.000 0.000 0.000 0.000 24 1.652 1.391 0.726 0.149 . 0.000 · 0.000 0.000 0.000 . 0.000 0.000 0.000 12 1.527 '1;527 J;-463 1,192 . 0.929 . 0.675 0.428 0.000 0.000 0.000 0.000 A20JmS8()0 16 1,527. 1.527 1.281 0.929 0.592 0.267-0.000 0.000 0.!)00 0.000 0.009 24 1.527 1.463 . 0.929 ·0.428 0.000 0.000 0.000 0.000 0.000 ll.000 0.000 12 0.116 o.431 0.153 0.000 0.000 0.000 . 0.000 ' ·o.ooo 0.000 0.000 0.000 UIHD.5250 16 ' 0:116 · 0.328 0.004 0:000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 (0.716 0.153 0.000. 0.000 0.000 0.000 0.000 0.000 ,0.000 0.000 • 0.000 12' 1.371 .. 1.127 0.695 · 0.353 0.060 0.000 0.000 0.000 0.000 0.000, 0.000 18HDS350' 16 1.371 0.969 0,460 0.060 0.000 0.000 O.OQO 0.000 0.000 0.000 0.000 .24 1.371' 0.695 ' 0.060 . 0.000 0.000 0.000 0.000 ·0.000 0.000 . 0.000. 0.000 12 1.492 1.252 o.795' o.432 0.122· 0.000 0.000 0.000 0.000 0.000 · 0.000 18HDS358 16 1.492 UJ85 0.546, . 0.122 0.000 0.000 0.000 ,0.000 0.000 0.000 0.000 24 ,J.492 0.795 .0.122 0.000 0.000 0.000· 0.000 0.000 0.000 . 0.000 0.000 12 1.778 1.598 · 1.091 0.683 0.332 0.020 1).000 . 0,000 0.000. · 0.000 0.000 18HDS400 16 1.778 1.413 D.811 · 0.332 0.000' 0.000 0.000 '. 0.000 · 0.000 · 0.000 0.000 24 1.778 1;091 0.332 . 0.000 0.000 0.000 0.000 0.000 . 0.000 0.000 . 0.000 12 2.559 2.559 2.250 1.786 1.368 0.984 0.627 0.000 0.000 0.000 0.000 18HDS550 16 2.559 2.559 J:935 1.368 0.862 0.401 0.000 0.000 0.000 0.000 0.000 24 2.559 2.250 1.368 0.627 . 0.000 0.000 0.000 0.000 0.000 0.000 0.000 12 2.532 +532 2.407 1,991 1.607 1.248 0.910 0.285 0.000· 0.000 0.000 18HDS600, 16 2.532 2.532 2.126 1.607 1.134 0.6?5 0.285 9.000 0.000 0.000 0.000 ,24 2.532 2.407 1.607 0.910 0.285 0.000 0,000 0.000 0.000 0.000 0.000 12 2.391 2;391 2.391 2.391 2.157 1.914 1.677 1.218 0.777 0.352 0.000 111HDS800 16 2.391 2.391 2.391 2.157 1.835 1.522' 1.218 0.634 0.076 0.000. 0.000· 24 2.391 2.391 2.157 1.677 1.218 0.777 0.352 0.000 0.000 0.000, 0.000 12 0.893 0.752 0.504' 0.310 0.146 0.000 0.000 0.000 0.000· 0.000 0.000 16HDS250 16 0.893 0.661 o.371 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 24 0.893 0.504 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1715-P 8· ----- ---- - --------.. ---------,-·-· ........ --·- SPACING ALLOW WIND IN (par) STIJD NAME Cin.\ AXIALI.OAD 5 10 15 20 25 30 40 $0 60 75 12 1.709 1,709 1.358 1.057 0.798 0.567 0.357 0.000 0.000 0.000 0.000 16HDS3!10 16 1.709 1.594 1,152 0.798 0.495 0.225 0.000 0.00() 0.000 0.000 0.000 24 1.709 1.358 0.798 0.357 0.000 0.000 0.000 0.000 0.000 0.000 0.000 _ ~I I 12 1.862 1.862 1.512 1.194 0.919 0.674 0.451 0.051 0.000 0.000 0.000 16HDS358 16 1.862 1,762 1.294 0919 o.598 0.312 0.051 0.000 0.000 0.000 0.000 24 1.862 1.512 0.919 0.451 0.051 0.000 0.000 0.000 0.000 0.000 0.000 12 2.344 2.344 2.020 1.6,0 1.329 1.043 0.781 0.312 0.000 0.000. 0.000 16HDS400 16 2.344 2.309 1,766 1.329 · 0.953 0.618 0.312 0.000 0.000 0.000 0.000 24 2.344 2.020 1.329 0.781 0.312 0.000 . 0.000 0.000 0.000 0.000 0.000 12 3.625 3.625 3.625 3,406 3,024' 2.670 . 2.340 1.7.32 1.179 0.670 0.000 16HDS550 16 3.625 3.625 3.541 3.024 2.558 2.130 1.732 1.005 0.349 0.000 0.000 24 3.625 3.625 -3.024 2.340 1.732 1.179 0.670 0.000 0.000 0.000 0.000 12 3.55/) 3;5,0 3.550 3.550 ' 3.247 2.93~ 2.632 ; 2.071 1.552 1,067 0.390 t ~ I ' 1 ' / ! ~ t ~ , ~6HDS600 16 3.550 3.550 3.550 3.247 .2.830 2.440 2.071 1.387 0.760 0.176 0.000 r - 24' 3.550 3.550 3.247 2.632 2.¢1 . 1.552 1.067 0.176 0.000 0.000 0.000 12 3.2:44· 3.244 3.244 ' 3.244 3.244 3~44 3.185 2.827 2.479 2.140· 1.646 · 16HDS800 16 3.244 3.244 3.244 . 3.244 3.244 3.065 2.8~7 . ~5 1.9111 1,486 0.860' 24 3.244 3.244 3.244 · 3.185· 2.827 2.~79 2.140 , 1.486 0.860 0.259-0.000 12 2,971 2.97i 2.971 2.971 . 2.971 2.971 2.971' 2.813 . 2.535 2.261) 1.854 16HDS1000 16 2.971 2,971 2,971, , 2,971 2.971 2.971 .. 2.813 2.443 2.078 1,720 1,191 24 2.971· 2.971 . 2.971 2.971 2.813 2.535 .2.260. 1.720 1.191-, · 0.673 0.000 12 l.128 1.017 0.739 0.521 0.336' 0.1~ 0.024 0.000 0.000 0.000 0.000 14HDS2.,0 16 1.128 0.914 0.589 ' 0.336 0.121 ' 0.000 0.000· · 0.000 0.000 0.000 0.000 24 1.128 0.739 0.336 . 0.024 0.000. 0.000 0.000 0.000 .0,000 0.000 0.000. 12 2.166' · 2.166' 1.879 1.544 'l.25.5 0.996 0.760 0338 0.000 · 0.000 0.000 14HDS350 16 2.166 2.141', l.6.51! 1.25.5 '0.915: 0.613 OJ38. , O.QOO 0.000 O.ooo· 0.000 24 2.i66 1.879 1.255 0.760 0.338. 0.000 0.000 0.000 0.000 0.000 0.000 12 ·2.360 2.360 2.084. 1.730 1.423 1.14.I' 0.899 0.451 ·O.o52 0.000 0.000 14HDS358 16 2.360 2.360 1.842· 1.423, 1.063 0:743 0.451. 0.000 · 0.000 0.000 0,000 24 2.360 ,2.084 1.423' 0.899 0.451 0.052'· 0.000 0.000 0.000 0.000 0.000 12 2.999 ·2.999 2.774 .2.359 1.999 1.677 1.382 0.8S4 0384 0.000 . 0.000 14HD~ 14 2.999 2.999 2.490' 1.999 1.576 -1.198 0.1154 0.238 0.000. · 0.000 0.000 24 ,2.999 2,774 1,999 '1.382 0.854· 0.384· , 0.000 , 0.000. 0.000 0.000 0.000 12 4.906 4:906 4.906 . 4.880 4.4~ 4.024 3.639 2.932 2.289 1,696 · 0.879 14HDS550 16 4.906 4.9(16 4.906 4.436 3.893 3.395 .2.932 2.087-1.324 · 0.622 0.000 . { '!, ~ l< i. 1, t l ' f-r ; '· f t ' ,, l 24 4.906. 4.906 4.436 3.639 2.932 2.2119 1.696 0.622 0.000 0.000 0.000 _, 12 4,826 4.826 4.1126 4.826 4.727 4.363 4.016 3.368 2.-,61 2.205 1.419 14HDS600 16 4.1126 4:826 4.826 4.727 4.245 3.794 3.368 2.575 U48 1.171 0.231 i 24 4.826 4.826 4.727 4.016 3.368 2.767 2.205 l.171 0.231 0.000 0.000 __ , '. ...... -. 1. l2 4.464 4.464• 4.464 4.464 4.464 4.464 4.464 4.265, 3.871 3.486 2.925 ?: 14HDS800 16 4,464 4.~ 4.464 4.464 4.464 4.464 4.265 3.'?42 3.235 2.742 , 2.029 . . 24 4.464 4.464 4.464 4.464 4.265 3.1171 3.486 2. 742, 2.029 1.344 . 0.360 12 4.119 4,llll 4,119., 4.119 4.119 4.11!1' 4.119 4.119' 4.119' ,3.941 3~ 1£_. 14HDS1000 16 4.119 4.119 4,119 4.~19 4,119 4.119 4.119 4.109 3,774 3.443 2.9!12 ~ 24 4.119. 4.119 4.119. 4.119 4,119 4.119, 3.9~1 3.443 2.952 2.470 1,760 > 12 1.305 1,030 0.597 0.256 0.000 0.000 0.000 0.000 0.000 0.000· 0.000 "':') 20XHD350 16 1.305 0.871 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ~ 24 l.305 0.597 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ·0.000 0.000 ""' 1715-P • ~ (>\'l ., I f, ' !' ,· i: i, r. ~:-t. ,· ~t 0 :, (. t• I ~ 1··· I -' I I I I I IC) . . I I I I I I I r·-- l . I TABLE I: STRUCTURAL PROPERTIES OF STUDS JOIST. AND TRACK (CONTINUED) MEMBER MINIMUM WEIGIIT EFFECilVESECllON TORSIONAL SECilON .. DESIGNATION DESIGN (lbc/fl)' GROSS SECTION.PROPERTIES PR\'.)l'ERTIES MO~ENT PROPERTIES / 14HDJ600 14HDJ8JO 14HDJIOOO 14HDJ1200 16FJ600 J6FJ8JO 16FJIOOO l4FJ600 14FJ8JO 14FJIOOO 14FJ1200 12FJ600 12FJ8JO 12FJIOOO l2FJl200 16XFJ600 l6XFJ8JO l6XFJIOOO 14XFJ600 14XFJ8JO 14XFJIOOO J4XFJl200 12XFJ600 l2XFJ8JO l2XFJIOOO 'II 12XFJl200 I0XFJ600 I0XFJ8JO I0XFJIOOO I0XFJl200 nuo:NESs CAPACITY (lnchco) Area Ju Rx. lyy Ry li\x . Sx ....... Ma Xo J Cw Ro (in"2) (in"4) (in"3) (in "4) (in "3) (ln"4\ (in"3\ <ln"2\ (in-lbs) (in\ (in"4) (in '."6) Cinl 0.0713 2.219 0,653 3.191 , 2.210 0.139 0.462 3.191 1.064 0.653 31850 -0.&41 1.107E-03 1.038 U09 0.0713 2.703 0.796. 6.487 2.855 0.149 0.433 6.487 1.622 0.796 48556 .-0.723 1.3411E-03 t.990 2.976 0.0713 3.309 0.974-. 12.25,1 3.546 0.239 0.495 12.253 2.451 ·0:914 73(l(B, -0.796. t.651E-03 4.931 3.661! 0.0713 3.793 1.117 19.4111 4.169 0.247 0.471 19.4111 3.235 1.111 87000 -0.715 1.893E-03 7.481 4,256 0.0566 2.278 0.671. .3,115 2.373 0.579 0.929· 3.775' 1.258 0.671 32974 -2.006 7.162E-04 4.650 3.243 0.05(i6 2.662 0.784 7.409 3.07-4 0.634 0.900 7.409 1.1152 0.784 4gg31 -1.788' J~.iCE-04 8.566 3.669 0.0566 3.046 0.119? 12.611 3.74? 0.676 0.1168 ·12.611 2J22 0.1197 602~ -1.617 9.5711E-04 14.()(B 4.175 I 0.0713 2.1152 0.1140\ 4.697 2.365 0.714 0.922 4.697 1.566 0.1140 429M' -t.991 J.423E-03 5.112 3.226 0.0713 3.336 0.982 9.234 3.066 0.782 0.892 9.234-2.309 0.982 63769 -1.774 J.665E-03 10.547 3.653 , 0.0713 3.!20 1.125 15.737 3.7.CO 0.1133 0.1161 15.737 3.147 I.I~ 87779 -t.604 1.90CiE-03 17.270 4.159 " 0.0713 4.305 t.2611 24.4119 4395 0.1173 o.~3o 24.4119 4,081 J.268 104151 -1.466 2.141!E-,.03 26;024 4.101 0,1017 4.017· 1.1113 6.527 2.349 0,973 0,907, 6.527 2.176 1.1113 6411117' -1,%1 4.07118-03 7.731 3.191 0.1017 4.707 1.31!6 12.882 3.049 1.067 0.11n 12.882 3.221 1.31!6 959111 -J.744 4.779E-03 14.342 3.620 0.1017 5.39g. 1.590' 22.0IO 3.721 1.137 0.846 22.010 4.402 1.590 131141 -1.575 S.48<£-03 23.554 4.128 0.1017 6.089 1,793 34.316 4.375 1.191 0.815 34.316 5.719 1:793 170430 -1.438 6.l81E-03 35.564 U77 . 0.0566 2.541 0,748 4.357 2.413 0.961 1.145 4.295 1.419 0.741 37819 -2.622 7.99<E-04 8.632 3.743 0.0566 2.925 0.1!61 8.489 3.139 1,083 1.121 8.374 2.076 0.8S4 55822. -2.363 9.199,E-04 1S.362 4.01!6 0.0566 3.502 l.031 15.744 3.907 1.681 l.277 IS.3«! 3.020 1.015 70231 -2.577 I.I0IE-03 35.197 4.1152 0.0713 3.184 0.937 5.427 2.406 1.215 1.138 5.427 J.1109 0.937 48210 -2.607 1.S89E-03 10.635 3.726 0.0713 3.668 1.080 10.591 3.131 1.341 1.114 10.591 2,645 1.oso· 710M -2.348 ·1.t13CE-03 18.96$ 4.070 0,0713 4.394 1.294-19.673 3.1199 2.01!6 1.270 19.277 3.803 1.274 9SS63 -2.562 2,193E-03 43.5114 4,835 0.0713 4.1179 1.437 30.222 4.587 _2.202 1.238 30.092 5.00Q 1.432 11761!6 -2.372 2.434E,-Q3 64.9M 5.310 0.1017 4.490 1:322 7.560 2,391 1.670 i.124 7.560 2.,520 1.322 79397 -2.576 4.55SE-03 14.4116 3.690 0.1017 5.181 1.526 ,14.t!ai 3.115• 1.845 1.100 14.&06 3,701 1.526. 119225 -2.318 S.26CE-03 25.950 4,036 0.1017 6.217 1.1131 27.594 3.1182 2.1182 1.255 27.594 5.519 1.1131 158709 -2.532 6.311E-03 60.0111 4.ll02 0.1017 6.908 '2,034 42.4511 4.569 3.043 f.223 , 42,4511 7.076 2.034 198211 -2 . .343 7.0l3E-03 89,655 5.278 .. 0.12M 5.650 1.664 9.393 2.376 2.077 t.117 9.393 3.131 'J,664 93747 -2.576 9.157E-03 18.11111· 3.679 0.1285 6.522 1.921 18.465 3;101 2.297 1,093 18:465 4.616 1.921 136211 -2.317 J.!)57E-02 32.517 4.022 0.12M 7.832 2,306 34.5111 3.1168 3.5911 1.249' 34.SCII 6.902 2.306 199831 -2.531 1.269£-02 75.303 4.789 0.12M ~.704 2.563 53.173 4.555 3.1190 1.2111 53.173 11.1162 2.563 2S6&6Q--2.341 l.411E-02 112.421 5.264 1. Effective properties are based on all 18-gauge and lighter steel studs, track, and joists having a yield strength (Fy) of 33 ksi. All 16-gauge and heavier steel studs, track, and joists are based on a yield strength of SO ksi. ' 2. The Effective section properties aredetermiiled from the total effective widths of each element.in accordance with the 1991 U.B.C. Standard No. 27-9. · 3. Effective Ixx is basec;I on Procedure I for deflection determipation at the allowable moment (Ma). 8 0.1178 0.941 ·0.953 0.972 0.617 0.762 0.1150 0.619 0.764 0.851 0.903 0.623 0.768 0.1154 0.905 0.509 0.666 0.718 0.510 0.667 0.719 0.800 0.513 0.670 0.722 0.803 0.509 0.668 0,721 0.ll02 1 1 I ,...----=--·-·-.:.--=-m-=--·-__ , -:.-:.-::.-:..-=.-.:.-::.-::..-:..-:.-::..-:.-=.-:.•-•_--*_-___ -...:.,-_ ------------------::.---•_ ----=-M-::.-=.-:.-:.-=.-:.-::..-:.-::.~--._-.,... __ ,"::_'".:,>--:..-:.-=.-:.--::.."--_, ____ -:.•--_-..:.-_-_ ---------- {&_ dP() lAtJO qr, 0 2 4-0 1 .. :-::.,. 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JOB lgGcalJdJO . '{lP uro 1· I I· I I 1-tJ I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite SHEETNO. · CALCULATED BY d/f2 · · A2"J) OF . ~ · · DATE. -------SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 CHECK~DBY ------'-'-'---'---DATE ___ _ SCALE 'le.~ F= Uia:>6~ 1~ r;rt~ ~-1/4-1e-t'-¾~ \---\t~ \ t.--t9k toNN. ~ ~t-,1:-·vc,... \ \01-- -r 6.-" &, en ~ JI ~ -z -' ~. .. ~J ~ .. t,..-- ,_ \$ f\.\-:: ?? "f.'2-l\ f-:-11v I A2.-\ TABLE 23-111-K--BOLT DESIGN VALUES (Z) FOR SINGLE SHEAR (TWQ•member) CONNECTIONS1,2,3 FOR SAWN LUMBER WITH 1/4-INCH (6.4 mm) ASTM A 36 STEEL SIDE PLATE • . IL-. 1l<ICXNESS ; Ga0.55 Ga0.50 ·os0A9 Gs0.46 Ga0,67 MIXED MAPLE DOUGLAS DOUGLAS . DOUGLAS FIR (S) REDOA~ SOUTHERN PINE F11'•LARCH FIR-LARCH (N) HEM•FIR(N) (~<.ember Steel Side Plate BOLT DIAMETER la. Zi A Zi la. Z1 1~U. Z1 I~. Z1 I f:.. . aches ,. lncht1 DlnchH Iba. Iba.\ Iba •. lbs, Iba. · x 25.4 for mm x4.451orN · II ''2 670 380 570 3IO 530• 270 520 270 · 500 250 Sis 840 430 710 350 660 320 650 3IO 620 290 I 111z It,. lt4 1,010 490 860 390 800 360 780 350 740 330 71s 1,180 540 1,000 440 930 400 920 390 870 370 I 1,350 580 1,140 480 1,060 440 1,050 430 990 4IO ½ 850 570 780 440 750 390 750 380 · 730 350 5/g ' 500 .•. 1,270 640 1,100 · 1,0IO 440 990 430 940 400 I 21'2 •t,. 314 1,580 710 1,320 550 1,2IO 490 1,190 480 . ···1,120 450 I 3 I I 3''2 I 411z I_,..-~ ,;;-::-.. ... ~; .. ·=: , .. J •.:..:.. .. I .· .. ··: \: ... ·. '-.. ·. '"';._-· I 51'2 ii 7''2 I 91/i 1 11 1'2 131'2 I I fJ· I'-/ I 11,. : l/4 't4 '14 '14 l/4 ¼ 11,. 7ts; I 't1z Sta l/4 7ts I ·''2 Sis 3/4 71s I 5/s 3/4 7/s I Sis --314-- 71s I ~/K 314 71s I ¾ 71s I ----· 7ts I I 1,850 770 1,540 2,110 830 1,760 850 570 780 1,27() 750 1,170 1,800 830 1,560 2,200 900 1,830 2,510 970 2,090 850 570 780 1,270 800 1,170 1,800 960 1,650 2,420 1,040 2,120 2,920 1,1IO 2,420 1,270 800 1,170 1,800 1,090 1,650 2,420 1,310 2,220 3,140 1,400 2,880 _..J.,2'70 800 1,170 1,800 1,090 1,650 2,420 1,4IO 2,220 3,140' 1,700 2,880 l',27() 8(111 1,170 1,800 1,090 1,650 2,420 1,410 2.2ic1 3,140 1,7(10 2,880 1,800 1,090 l,(150 2,420 1,410 2,220 3,140, I ,7(i() ·2,880 2,420 1,410 2,220 3,140. 1,760 2,880 3,140 1,760 2,880 6'10 1,4IO 650 1,620 500 150 580 1,130 640 1,430· 700 1_,670 150 1,910 500 750 670 1,130 730 1,580• 800 1,940 850 2,210 7IO 1,130 920 1,580 1,0IO 2,130 1,070 2,7(,0 710 1,130 950 1,580 i,270 2,130 1,290 2,7(,0 7IO 1,130 950 1,580 1,240 2,130 1,540 2,7(10 950 1,580 1,240 2,130 1,540 . 2,7(10 1,240 2,130 1,540 2,760 1,540 2,760. 540 599 450. 510 570• 620 670 470 580 650 710 760 660 820 1180 950 ···,. , .. -. . ... . 660 900 1,070 1,150 C><10 900 . 1,160. 1,4(10 ')(l() l,l(iO 1,4(,0 l,IC,Q 1,4(..0 1,4(,0, 1,390 1,590 750 1,120 1,410 1,650 l,880 750 i,120 1,570 1,900 2,180 1,120 1,570 2,1IO 2,740 1,120 1,5'70 2,110 2,7<10 r.120 1,570 2,lfO 2,740 l~'i70 2,110 2,740 2,110 2,740 2,740 520 1,310 480 560 1,500 530 440 730 410 500 1,090 460 550 1,330 510 6()() 1,550 550 650 1,770 610 460 730 450 570 1,090 520 630 1,530 580 680 · 1,790 630 730 2,050 690 660 1,090 630 790 1,530 730 850 2,050 780 • 910 2,610 850 ... ::· :~~--) •:.·.-··} .-.~~ 660 l,U<JU b:iU 880 1,530 850 1,030 2,050 940 1,100 2,660 1,030 (1(,0 1,090 630 880 1,530 850 1,140 2,050. 1,090 ., 1,420 2.<><10 1,3110 880 1,530 850 1,140 2,050 1,090 1!420 2,660 1,380 1,140 2,050 1,090 l,420 2,6(,0 1,380 1,420 2,660 1,380 ... co f C z ~ ::0 :: m C ;= 0 z C) 8 0 m co co ~ C z ~ ::0 :: m C ;= 0 z G) 0 0 0 m I================= I -.: ·:~· I=\). 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B:On~CJ. ; · \. l. !-l4 · '"'OT:::;. lr-0 ~ /0, ,5. :.. I 0,? , , -n?\.I· ·a.I Ol\ $ f. 001"7"-"-: ... ·_ . ;, \ ~, . ,,...iJ ,_ . ~... ' ~\:,. . . ' ·, .. . ..... .. . .. , ,,., . ' ... -. . -. ,. · · \J.~·~ r\?o 'j:l,C, )l ';,oy;,,o +. 1~0'?:,') --t;I,? ~i;_Q: · . z. ? .. ~?-,. 0,. ',b =-Co.[~ ~/PS .. : · \ _t::_ · '. l ?r '?/ ' : t--A~-= ro;,fJ) ~ r::;.,.v/?. ;:: ti::;,c; · : fSor-= )co.,= 1,4, ~ ~ ~ : ......... \ ... ·(···· . . ...... ······. . . . . ...... . . ·-·· :· ............. ··--·. .. .. . .... .. . ..... : . . 'S~ Ol. · d ~; l'?,t; -IO,':,= O,~l\ . e = ';",.% -r'&I ~ \rl) ~ 1 ~4 . l b' l °} . . . . . . "?> J 2.-r I:'.'. SfZ., ¾~;lL::. 2..-"i-bl' z \~v\: ~Sf! . .( ·Z,.~', ·. '.t:>_! ........... : .. :.-........... :~-~---· ....... ) ·-· ....... ?ii( .. §..1r'?,f._ ... -.. ,:: ....... = ............ : .........•.. ··:···~ ,·.·-----· ··-····· ••. : ...•........ M~~. -~'Of ~(Unc.M-B'i. q,~;v~~ · ust..!4cu1~AL·A.s · · . / Ll<;iz ~::0'\~. FOOMer ~(~T·J~'S' ~-W.lr:1 ·~ ! ' ·1 " . . -!" • ; PRO:)t.iCT2-0i-l~lnc G1cl:mJla~s {Ile, ioOree:PH~E TOlt FP.EE ;-s~:t-225-6300 ~· . ·-.___.. . .. ! I I I I I I I I I I I ·1 I I I ·1 I MARTIN & DUNN, :CNC. _ _ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CEij'.I'ER CT SUITE 400 SAN DIEGO, CA 92108 , ! : Page: A2"'J CANTILEVERED RETAINING WALL DESIGN·\ PROJECT #960240: .LEGOLAND SITE RETAINING WALL -4' HIGH (96240R04.RCW) ---WALL & FOOTING DATA --- Retained Height = Wall Ht. above Soil = Toe Width • Heel Width = Total Footing Width = Footing Thickness = Key Depth · = Key Width = Toe to Key Dist. = 4.00 ft 0.00 ft. 1.00 ft 2.00 ft 3.00 ft 12;,00 in 0.00 in Q.00 in 0.00ft ----SLIDING CHECK---- Ftg/Soil Friction = Soil to Neglect = Lateral Pressure = .:. Passive Pressure = -Friction = Add'l Force Required = SUMMARY Pressure iil Toe .. Pressure iil Heel = Allowable Press. = Ecc. of resultant = Max. Shear iil Toe = Max. Shear al Heel = Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = 0.35 0.00 in 438# 175 # 512 # 0.0# 684.1 psf 291.5 psf 2000 psf 2.41 in 2.06 psi -1.69 psi 93.11 psi 3.63 :1 1.57 :1 ------VERTICAL LOADS---- Axial DL on Stem = 0 plf Axial DL on Steil = 0 plf •••. Eccentri"ci.ty = 0.00 i,n Surcharge over 'roe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning ----------LATERAL LOAOS ----- Lateral Load Acting on Stem Above soil Add'l Lateral Load , Dist to Load Start Dist tQ Load End .. • .. = 0.00 psf 0.00 plf 0.00 ft 0.00 ft ------......,... SOIL DATA -----ADJACENT FOOTING ----- Allowable Bearing = 2000 psf Vertical Load = Active Lateral = 35.0 pc.f ••••• Max Press. •• : •• slope Press.·· BackfHl Slope Passive Press. Soil Density Soil Ht over· Toe = = = = = = 0.0 pcf. 0.0 pcf o.o :1 350.0 pcf 110.0 pcf 0.00 in Loaa Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. ••• Above/Below:C+/-J Spread Footing = = = = ? 0.0# 0.00 in O.QO ft o.oo ft 0.0 ft No ---------------FOOTING DESIGN -------------Soil Press. Kult. 13)' ACI Eq 9-1 = Mu~upward = Ku-pownward = Mu-Design = One-W.ay Shear: Toe 958 448 105 343 Actual = 2.1 Allowable = 93.1 cover ·over Rebar = 3.50 1d1 = 8.SQ Ru = Mu/bd"2 = 5.3 Heel f'c 408 psf Fy 326 ft-# Min. As Percent 562 ft-# Omit SP U~der Heel -236 ft,-1/ ----Toe 1. 7 psi 93.1 psi 3.50 in 8.50 in 3.6 psi '# 4 Q 19.61 # .5 iil 30.39 # 6 Q 43.14 # 7 iil 48.00 # 8 iil 48.00 # 9 iil 48.00 = 3000 psi .. 60000 psi = 0.0012 ? No Heel 19.61 in -o/c· 30.39 in o/c 43.14 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c --------..------------SUMMARY OF FORCES & ~OMENTS -------'------------ --OVert~rning Moments -. -. -------Resisting Moments---- Origin of Force ••• # ft Active Soil Press. .. 437.5 1.67 Soil over Heel = 0 0 Soil qver Toe = -17.S 0.33 Sloped Soil al 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 Wall = o. 0 Load al Proj. Wall = 0.0 0,.00 Averaged Stem Wts. = 0 0 Added Lateral Load = o.o o.oo Footing Weight = 0 .0 Key wefght ------= 0 0 Vertical Component of Active PressUPe 0 0 Totals .. 420.0 # Resisting Totals Used. For Soil Pressure (Vert. Component of Active Pressure Removed) V4.4D Cc) 1983-96 ENERCALC ft-# 729.2 0 -5.8 0 0,0 0 o·.o 0 0.0 0 0.0. 0 ·0 O· 723.3 ft-# # 0 513.3 o.o o.o 0.0 o . .o 0.0 0.0 0 500.0 0 450.0 o.o o.o 1463.3 # 1463.3 # ft 0 2.42 0.00 0.00 0.00 0.00 0.00 0.00 0 1.42 0 1.50 0.00 0.00 ft-# 0 1240,.6 0.0 .. 0.0 o.o o.o 0.0 o.o 0 708.3 0 675.0 o.o 0.0 2623.9 ft-# 2623. 9 ft-II (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 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 -4' HIGH (96240R04.RCW) ( ••••• continued) ----STEM SUMMARY ---- Top Stem: From 4.00 ft to Top of Wall · 10.00in Concrete w/ # 4@ 12.00in, d= 7.75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Em¥<f= 12.0in Hu= o.o <=Mn= 6798.0ft~N Vu= 0.00 <= Vn = 93.11psi \ Interaction Value= 0.000· Second Stem From 2.00ft to 4.00ft · 10.00in Concrete w/ # 4@ 12.0Qin, d= 7.75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.0Qpsf, Bar Embed= 12.0in Hu= 79.3 <= Hn = 6798.0ft-# Vu• O.S9 <= Vn = 93.11psi Interaction Value= 0.012 Third Stem From 0.001.t to 2.00ft 10.00in Concrete w/ N 4@ 12.00in, d= 7.7Sin f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Hu= 634.7 <= Hn = 6798.0ft-N Vu= 3.60 <= Vn = 93.11psi Interaction Value= 0.093 --- V4.4D (c) 1983-96 ENERCALC : Page: A~o \ GEORGE R. SAUNDERS .ASSOCIATES, KW060361 I I I I I I I I I I I I I I I I ~I I " -" :,. -·-M·-~ •. ._ ... ...:....-~.:-... ~,.:-;.:-. ;...-..·,-..,:; ... -~r ..,,, , ... r..-..µ ·v-.. ~-· ........ n-, ...... ,...:,. .. _..i. ~-:!lt~-t· .,;:,-. ,,:,, •--: ~-... ~-t.-\ tJ.~..._ ~f _,.,_,_\._. .. -" ..... ,,.':.-.,.:,.~ ... ~~ ... ~-~.:..~~ .. • -. • .J • .:.~.2,,-.. __ .1,:-,,,.::::J,..~J:,/.L-~!. MARTIN & DUNN, INC. STRUCTURAL & CIVIL EijGINEERING· 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 ' , / · Page: CANTILEVERED RETAINING·WALL DESIGN \ PROJECT #960240: LEGOLAND SITE RETAINING WALL - 6 1 HIGH-(96240R06,RCW) ---WALL & FOOTING DATA ---"""--'------VERTICAL LOADS------------------LATERAL LOADS ----- Retained Height = Well Ht. above Soil =· Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth • 6.00 ft 0.00 ft 1.00 ft' 2.00 ft 3.00 ft Axial DL on Stem = 0 plf Lateral Load Acting on Axial DL on Stem = 0 plf Stem Above Soil .... Eccentricity = ().00 in Add' l lateral Load Surcharge over Toe = 0.0 psf Dist to Load Start Surcharge over Heel = 0.0 psf Dist to Load End Note: Toe Surcharge Resists Overturning, Note: Heel Surcharge Resists overturning .. = • = 0.00 psf 0.00 plf 0.00 ft 0.00 f.t Key Width = 12,,00 in 12.po in 12.00 in -------· SOIL DATA------------ADJACENT FOOTING----- Toe to Key Dist. = 1.50 ft ----SLIDING CHECK ---- Ftg/Soi l Friction = Soil to Neglect = Lateral Pressure = -Passive Pressure = -Friction = · 0.35 0.00 in 858# 700 # 742 # o.o #. Allowable Bearing = 2000 psf Vertical Loed • Actfve Lateral = 35.0 pcf Load Eccentricity • ••.• ~ .Max Press. •• ~.,Slope Press. Backfill Slope Passive Press. Soil Density Soi:l Ht over Toe = = = = = = 0.0 pcf Foot.ing Width ,. 0.0 pcf Ftg. CL to Wall • ·p.o :1 Vert. Position of Ftg. 350.0 pcf ••• Above/Below:[+/-J 110,0 pcf Spread Footing · · = ? 0.00 in o.o # 0.00 in 0.00 ft o~oo ft o.o ft No Add' l Force Required . = -----SUHHARY ------------------'--FOOTING DESIGN ------------------ Pressure iii Toe Pressure iil Heel Allowable Press. Ecc. of resultant Max. Shear iii Toe Max. Shear iil Heel Allow. Ftg Shear Factors of Safety: overturning Sliding = 1574.2 psf Soi,l Press. Hult. = 0.0 psf By ACi Eq 9'-1 = ., 2000 psf Hu-Upward. ., = 7 .23 in Hu-l>ownward = ~ 5.36 psi Hu-l>esign = = -5.00 psi on~way Shear: Toe 4204 966 105 861 Heel 0 psf 87 ft-# 772 ft-# -685 ft-# = 93.11 psi Actual · = 5.4 5.0 psi Al lowabte ,. 93. 1 93.1 psi 1.95 :1 Cover over Rebar= 3.50 3,50 in ,. 1.68 :1 1d1· = . 8.50 8.51;> in = = Ru = Hu/bd"2 = 13.2 10.S psi f'c .. 3000 psi Fy =· 60000 psi Hin. As Percent .. 0.0012 Omit SP Under Heel ? No Toe Heel # 4 iii 19.61 19.61 in 'o/c ii 5 ii) 30.39 30.39 in o/c # 6 iii 43.14 43.14 in o/c H 7 ii) 48.00 48.00 ·.in o/c # 8 iii 48.00 48.00 in o/c JI 9 ii) 48.00 48.00 in o/c ------------------· SUMMARY OF FORC~S & MOMENTS -------------.,------- --Overturning Moments -- Origin of Force ••• . # ft ft-# Active Soil Press. = 857.5 2.33 Soil over Heel • -0 0 Soil over Toe = -17.5 o.~3 Sloped· Soil iii Heel = 0 0 Adjecent Ftg. Load = 0.0 0.00 Surcharge Over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load iii Proj. Wall = 0.-0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load = o.o 0.00 Footing Weight = 0 0 Key Weight -----= 0 ·o Vertical Component of Active PressUl'e 0 0 Totals = 840.0 II Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Re1110ved) 2000.8 0 -5-.8 0 o.o 0 0,0 0 o.o o. o.o 0 0 9 199S.O ft-# Resisting Moments H ft ft-# 0 0 0 770.0 2.42 1860.8 o.o 0.00 0.0 o.o 0.00 -o.o .o.o 0.00 0.0 o.o 0.00 o.o 0.0 0.00 . o.o o.o 0.00 o.o 0 0 0 750.0 1,.42 1062.5 0 0 0 450.0 1.50 675.0 . 150.0 2.00 300.0 o.o 0 .• 00 0.0 2120.0 II 3898.3 ft-II 2120.0 II 3898.3 ft-II (continued on next pag,t .... ) I Y4.4D (c) 1983-96 ENERCAl:C GEORGE R. SAUNDERS ASSOCIATES, KW060361 i ----..... ~- j. ···, I I I 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 9210.8 CANTILEVERED RETAINING WALL DESIGN\ PROJECT 11960240: LEGOLAND SITE RETAINING WALL• 61 HIGH ·c9~240R06.RCW) ( ••••• continued) ----STEM SUMMARY----------- Top Stem: from 4.00 ft to Top of Wall 10.00in Concrete w/ II 4 Q 12~00in, d= 7.75in f'c= 3000.0psi, fy= 60000.0psi Wall Wt.= 125.00ps~, Bar Em~= 12.0in Hu= 79.3 <=Mn= 6798.0ft1II Vu= 0.59 <= Vn = 93.11psi \ Interaction Value= 0.012 Second Stem From 2.00ft to 4.00ft 10.00in Concret, w/ II 4 Q 12.00in, d= 7.75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12,0in Hu= 634.7 <=Mn= 6798.0ft-ll Vu= 3.60 <= Vn = 93.11psi Interaction Value= 0.093 Third Stem From O.O!)ft to 2.00ft 10.00in Concrete '!II II 4 Q 12.QPin, d= 7.,75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0in Hu= 2142.0 <=Mn= 67.9~.0ft-ll Vu= 9.17 <= Vn = 93.11psi Interaction Value= 0.315 ---- V4.4D (c) 1983-96 ENERCALC ! :' Page: A~l_. , i GEORGJ R. SAUNDERS. ASSOCIATES, ICW060361 i ----~-~ • ·-· ,..., -.,, __ ·--• :~,-... <!Cc, ... -·.+f,. • I I I I I I I I I I I I I I I ·1 I I I MARTIN & PUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 / : Page: CANTILEVERED RETAINING WALL DESIGN\ PROJECT #960240: LEGOLAND SITE RETAINING WALL -8' HIGH (96240R08.RCW) ---WALL & FOOTING DATA ----------VERTICAL LOADS -,---------....--LATERAL LOADS ----- Retained Height = Wall 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 4.50 ft Axial DL on Stem ·= 0 pl-f Axial DL on Stem = O plf · ... ,.Eccentricity ~ 0 .. 00 in Lateral Load-Acting on Stem Above Soi l Add' l Lateral Load , Surcharge over Toe = 0.0 psf Dist to Load Start surcherge over .Heel = 0.0 psf · Dist to L-oad End Note: Toe Surcharge Resists Overturning Note: Hee.l. Sur·charge Resists Overturning =· = = = 0.00 psf o.oo plf 0.00 ft o.oo ft Key Width = 12.00 in 12.00 in 12.00 in -----------SOIL DATA ---------,--ADJACENT FOOTING ----- Toe to Key Dist. = 1.50 ft ----SLIDING CHECK---- Ftg/Soil Friction = 0.35 Soil to Neglect = o.oo in Lateral Pressure = 1418 # -Passive Pressure = 700 # -Friction = 1460 # Add' l Force Required. = 0.0 # -----SUMMARY----- Pressure iil Toe = 1806.0 psf Pressure iil Heel = 48.1 psf Allowable Press. = 2000 psf Ecc. of resultant = 8.53 in Max. Shear iil Toe = 6.40 psi Max. Shear iil Heel = -16.11 psi Allow. Ftg Shear = 93.11 psi Factors of Safety: overturning = 2.51 :1 SL iding = 1.52 :1 Al~owable. Beari.ng = · -2000 p-sf Vertical Loaci = Active Lateral = 35.0 pcf Load Eccentricity = • , ; •• Max ·Press. = 0.0 pcf. Foo.ting Width = ••••• Slope Press. = 0.0 pcf Ftg. CL to Wall ,. 'Bl!!Ckfill Slope = 0.0 :1 Vert .• Position of Ftg. Passive· Press. = 350.0 pcf ••• Above/Below: t+/-J • Soi'l Density .. 110.Q pcf Spread ·footing ? Soil Ht over toe = o.oo in o.o # o.oo in 0.00 ft 0.00 ft· 0.0 ft No ---------------FOOTING DESIGN --------------- Soil Press. Hult. .By ACI Eq 9-1 Ku-Upward Mu-Downw11rd Mu-Design. One-Way Shear--: = = = = Toe 2528 1113 105 1068 Heel f'c 67 psf Fy '1968 ft-# Min. As Percent 5127 ft-# Omit SP Under Heel -315.9 ft-II ----Toe # 4 iil 19.61 Actual =· 6.4 ·16.1 psi # 5 .ii) 30.39 Allowable = 93.1 93. 1 psi' ti 6 iil 43.14 Cover over Rebar = 3.50 3.50 in # 7 iil 48.00 1d1 = 8.50 8.50 in /I 8 lil 48.00 Ru = Mu/bd"2 = 16.4 48.6 psi # 9 lil 48.00 = 3000 psi = 60000 psi = 0.0012 ? No Heel 19.61 in o/c . ~0.39 in o/c 43.14 in o/c 48.00 in o/c 4s:oo in o/c 48.00 in o/c -------------,'---'----,.. SUMMARY OF FORCES & MOMENTS -.--------,.------- -· --Overturning Moments -- Origin of Force ••• # ft ft-# Active Soil Press. Soil over Heel Soil ~ver Toe Sloped Soil lil Heel Adjacent Ftg. Load surcharge Over Heel Surcharge over Toe Axial Load on Wall Load iil Proj. Wall Averaged Stem Wts. Added Lateral load Footing Weight Key Weight ------ Vertical Component = 14:17.5 = = II = = = = = = = = = 0 -17.5 0 o.o .0 o.o 0 o.o 0 0.0 0 0 of Active Pressl.R'e 0 Totals = 1400.0 # 3.00 0 0.33· 0 0.00 0 0.00 0 o.·oo 0 6.00 .0 0 0 Resisting Totals Used For Soil Pressure (Vert. Component of Active P.ressure Removed). V4.4D Cc) 1983-96 ENERCALC 4252.5 0 -5.8 0 o.o 0 o_.6 0 0.0 0 o.o 0 0 0 4?46. 7 ft-# ------Resisting Moments --- # 0 2346:.7 0.0 0.0 0.0 0.0 o.o 0.0 0 1000~0 0 675.0 150,0 0.0 4171.7'11 4171.7 /I ft 0 3.17 0.00 0.00 0.00 0.00 0.00 0.00 0 1.42 0 2.25 2.00 0.00 ft-# 0 7431.1 0.0 . o.o o.o o.o o.o 0.0 0 1416.7 0 1518.7 300.0 o.o 10666.S ft-# 10666.5 ft-# (continued on next page •••• ) GEOR~E ft. SAUNDERS .ASSOCIATES, KW060361 I I I 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 #960240: LEGOLAND SITE RETAINING WALL - 8 1 HIGH (96240R08.RCW) ( ••••• continued) ----STEM SUMMARY ------ Top S.tem: From 4.oo· ft to Top of ~au . 10.00in Concrete w/ # 4 Q 12.00in, d= 7.75in f' c= 3000.0psi., Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Em~= 12.0in MU= 634.7 <=Mn= 6798,0ft~# Vu= 3.60 <= Vn = 93.11psi Interaction Value= 0.093 Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 4 Q· 12.00in, d= 7.75in· f' c= 3000.0psi., Fy= 60000. Opsi · W~ll Wt.= 125.00psf, Bar Embed= 12.0in Mu= 2142.0 <=Mn= 6798.0ft-# Vu= 9.17 <= Vn = 93.11psi Interaction Value= 0.315 Third Stem From 0.00ft to 2.00ft 10.00in concrete w/ # 4 @ 12.,ooin, d= 7. 75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, ~r Embed= 6.0in Mu= 5077.3 <=Mn= 6798.0ft~# Vu= 17.30 <= Vn = 93.11psi Interaction Value= 0.747 ----- V4.4D Cc) 1983-96 ENERCALC · Page: A.~ . , GEORGE R. SAUNDERS ASSOCIATES, K\1060361 I I I I I I I I I I I I I I I I I ii I MARTIN & DUNN, INC. _ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 : Page: )..;s CANTILEVERED RETAINING WALL DESIGN\ PROJECT #960240: LEGOLAHD SITE RETAINING WALL -101 HIGH (96240R10.RCW) ---WALL & FOOTING QATA ---- Retained Height .. Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth = Key Width = Toe to Key Dist. = 10.00,ft 0.00 ft. 1.00 ft 5.50 ft 6.50 ft 12~.oo in 18.'00 in 12.00 in 1.50 ft ----SLIDING ·CHECK---- Ftg/Soi l Friction = 0.35 Soil to Neglect = 0.00 in Lateral Pressure = 2118 # -Passive Pressure = 1094 # .;. Friction :l= 2654 # Add' l Force Required = 0.0 # -----SUMMARY----- Pressure lil Toe Pressure lil Heel Allowable Press. Ecc. of resultant Max. Shear a Toe Max. Shear lil Heel Allow. Ftg Shear Factors of Safety: Overturning Sliding = 1965.6 psf = 367.8 psf = 2000 psf = 8.90ip = 7.12 psi = -21.50 psi = 9~.11 psi ;: -3.45 :1 = 1.77 :1 ----VERTICAL LOADS ---- Axial DL on Ste• = P plf Axial DL on stem = 0 plf .... Eccentricity = o.oo. in Surcharge over Toe = 0.0 psf Surcharge over Heet. = . 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel surcharge Resists overturning ----------LATERAL LOADS -----Lateral Load Acting on Stem Above Soil Add'l Lateral Load Dist t~ Load Start i>ist to Load End = = .. 0.00 psf 0.00 plf 0.00 ft 0.00 ft ---------·· SOIL DATA ----'------------ADJACENT FOOTING -----Allo\fable Bearing = 2000 psf Vertical Load ;a Active Lateral = 35.0 pcf Load Eccentricity = ••••• Max Press. ••.• .':Slc;,pe Press. Backfill Slope Passive Press. Soil Density Soil Ht over Toe = = = = = = 0.0 pcf Footing Width = O.Opcf Ftg. CL to Wall ·• 0.0 :1 Vert. Position of Ftg. 350.0 pcf ... Above/Below:C+/-J 110.0 pcf Spread ·Footing 0.00 in = ? 0.0.# 0.00 in 0.00 ft 0.00 ft o;o ft No -----------------FOOTING DESIGN------------- Soil Press. Hqlt. By ACI Eq 9-1 Hu-Upward Mu-Downward Mu-Design One-Way Shear: = = = = Toe 2752 1319 105 1214 Heel 515 psf 11435 ft-# 19056 ft-# -7620 'ft-fl A~tual = 7. t 21.5 psi Allowable = 93. 1 93.1 psi Cover over Rebar = 3.50 3.50 in 'd' = 8.50 8.50 in Ru = Hu/bd"~ = 18. 7 117 .2 psi f'c Fy Min. As Percent Omit SP Under Heel Toe # 4 ii) 19.61 II 5 lil 30.39 # 6 ii) 43.14 # 7 ii) 48.00 # 8 ti) 48.00 # 9 a 48.00 = 3000 psi = 60000 psi = 0.0912 ? No Heel 8.84 in o/c 13.71 in o/c 19.46 in o/c 26.5, in o/c 34.94 in o/c 44.22 in o/c -----------------SUMMARY OF FORCES & MOMENTS ----------- --· -overturning f1011ents -- Origin of Force ••• JI ft ft-# Active Soil Press. Soil over ~eel Soil over Toe Sloped Soil al Heel Adjacent Ftg. Load Surcharge over Heel Surcharge over Toe Axial Load on Wall Load lil Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight ------ Vertical Component = 2117.5 = 0 "' -17.-5 = 0 = o.O = 0 = o.o = 0 = 0.0, • 0 = 0,0 .. o· .. 0 of Active PressUPe 0 Totals = 2100.0 # 3.67 0 0.33 O.c 0.00 0 o.oo 0 Q.00 o· 0.00 .0 0 0 Resisting Totals Used For Soil Pressure (Vert. Component of ·Act.ive Pr~ssure Removed) V4.4D (c) 1983-96 ENERCALC 7764.2 0 -5.8 0 o.o 0 0,0 0 o.o 0 o.o 0 0 0 7758.3 ft-# # 0 5133.3 .o.o 0.0 o.o o.o 0.0 0.0 0 1250.0 0 975.0 225.0 o.o 7583.3 # 7583.3 # Resisting Moments ft 0 4.17 0.00 o.oo 0.00 0,00 o.oo 0.00 0 1.42 0 3.25 2.00 0.00 ft-# 0 21388.9 0.0 -o.o 0.0 0.0 . o.o 0.0 0 1no.s 0 3168.7 450.0 0,0 26ns.4 tt-N 26n8.4 ft-II (continued on next page •••• ) GEORGE R. SAUNDER~ ·ASSOCIATES, K\1060361 ·-·-' I I I 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 #960240: .LEGOLAND SITE RETAINING WALL -101 HIGH (96240R10.RCW) ( ••••• continued) ----STEM SUMMARY.--·---- Top Stem: From 4.00 ft to Top of ·wall 10.00in Concrete w/ # 4 Q 12.00in, d= 7.7Sin f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Em~d= 12.0in Mu= 2142.0 <=Mn= 6798.0:t~# Vu= 9.17 <= Vn = 93.11ps1 Interaction Value= 0.315 Second Stem Fro• 2.00ft to 4.00ft 10.00in Concrete w/ # 4 Q 12.00in, ·d= 7. 75in f'c= 3000.0psi, ·fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.2in Mu= 5077.3 <=Mn= 6798.0ft~# Vu= 17.30 <= Vn = 93.11psi Interaction Value = 0. 747 · Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ #SQ 12.00in, d= 7.69in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 12S.OOpsf., Bar Embed= 9.2in Mu= 9916.7 <=Mn= 10302.3ft-# Vu= 28.24 <= Vn = 93.11psi Interaction Value= 0.963 -- V4,40 Cc) 1983-96 ENERCALC : 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 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 -12' HIGH (96240R12.RC.W) ---WALL & FOOTING DATA --- Retained Hei'ght = 12.00 ft Wall Ht. above Soil = o~oo ft Toe Width = 2.00 ft Heel Width = 6.00 ft Total Footing Width = 8.00 ft Footing Thickness = 12~00 in Key Depth = 18:,oo in ----VERTI.CAL LOADS ---- Axial DL on Ste11 = 0 plf ~ial DL on Stem = 0 plf .... Eccentricity = 0.00 in Surcharge over Toe = 0.0 psf Surcharge over Heel = 0.0 psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge ~esists Overturning. : Page: A',1 -------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 Width :. 12.00 in ------.,......· SOIL DATA----------,--ADJACENT FOOTING----- Toe to Key Dist. = 2.00 ft ----SLIDING CHECK ---- Ftg/Soi l Friction = Soil to Neglect = Lateral Pressure = -Passive Pressure = -Friction = Add I l Force Requi'red = 0.35 0.00 in 2958# 1094 # 3411 N 0.0# Allowable Bearing = 2000 psf Vert:i'cal Load = 0.0 N Active bteral = 35.0 pcf Lo!!d Eccentricity = 0.00 in · ••••• Max Press. ••••• Slope Press. Backfill Slope Passive Press. Soil Density Soil Ht over Tqe = = = = = = 0.0 pcf Footing Width = 0.00 ft 0.0 pcf Ftg. CL to Wall = 0.00 ft 0.0 :1 Vert. Position of Ftg. '350.0 pcf ••.• Above/Below: [+i-J 110.0 pcf Spread Footing 0.00 in • ? o.o ft No -----SUMMARY_..,. _____ _ ----------------,.. FOOTING DESIGN ------------- Pressure iil Toe · = 1767.6 psf Soil Press. Mult. Pressure al Heel = 668 .. 7~ psf By ACI Eq 9-1 = Allowable Press. = 2000 p-sf Mu-Upward ·= Ecc. of resultant = 7 .22 in Mu-Downward = Max. Shear iil Toe = 27 .10 psi Mu-Design = Max. Shear iil Heel = -30.30-psi One-Way Shear: Toe 247S 4693 420 4273 Heel f'c 936 psf Fy 16915 ft-I{ Min. As Percent 27469 ft-# Omit SP Under Heel -10553 ft-# ----Toe # 4 iil 15.94 Allow. Ftg Shear = 93~11 psi Actual = 27.1 30.3 psi # 5 iil 24. 71 Factors of Safety: Allowable = 93.1 93.1 psi # 6 iil 35.07 overturning = 3 .• 59 :1 Cover over Rebar = 3':50 3.50 in # 7 iil 47.83 Sliding = -1.5.2 :1 1d1 = 8.50 a.so in # 8 iil 48.00 Ru = Mu/bd"2 = 65. 7 162.3 psi # 9 iil 48.00 = = = ? Heel 3000-psi ~0000 psi 0.0012 No 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 ---------------------SUMMARY OF FORCES & MOMENTS ------,----------- -·-.-. overturning ,Moments -- Origin of Force ••• # _ft ft-# Active Soil Press. = 2957~5 4.33 Soil over Heel = 0 0 Soil over Toe = -17.5 0.33 Sloped Soil iil 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 Wall = 0 0 Load Q Proj. Wall = 0.0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load = 0.0 0.00 Footing Weight .. 0 0 Key Weight . ----= 0 0 Vertical Component · of Active Pr.essUPe 0 0 Totals .. 2940.0 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure R~moved) V4.4D (c) 1983-96 ENERCALC .... '------· --~· --"' 12815.8 0 -5.8 0 o.o 0 o.o 0 o.o 0 o.o 0 0 0 12810.0 ft-# --------Resisting Moments---- # 0 6820.0 o.o 0.0 0.0 0.0 0.0 o.o 0 1500.0 0 12()0.0 225.0 o.o 9745.0 # 9745.0 # ft 0 5.42 0.00 0.00. o.oo 0.00 o.oo o~oo 0 2.42 0 4.00 2.50 0.00 ft-# 0 36941.7 o.o · 0.0 0.0 o.o . o.o o.o 0 3625.0 0 4800.0 562.5 o.o 45929.1 ft-fl 45929~ 1 ft-# (continued on next page .... ) ·GEORGE R. SAUNDERS ASSOCIATES, KW060361 I , ·;" t I I I I I I I I I I I I I I I I I I I CANTILEVERED RETAIN-ING WALL DESIGN \ PROJECT #960240: LEGOLAND SITE RETAINING WALL -121 HIGH (96240R12.RCW) ( ••••• continued) ----STEM SUMMARY ---- Top Stem: From 4.00 ft to Top of Wall 10.00in Concrete w/ # 4 a 12.00in, d= 7.56in f'c= 3000,0psi,.Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Emb~= 12.Sin Mu• 5077.3 <=Mn= 6627.0ft~# Vu= 17.81 <= Vn = 93.11psi Interaction Value= 0.766· Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 5 Q 12.00in, d= 7.56ih f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.• 125.00psf, Bar Embed= 20.1in Mu= 9916.7 <= Mn·= 10121.0ft-# Vu= 28.79 <= Vn = 93.11psi Interaction Value= 0.980 Third Stem from O.OOf.t to 2.00f:~ 10.00in Concrete w/ # 7 a 12..00in, d= 7.56in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed:; 12..1 in Mu= 17136.0 <=Mn= 18819.0ft-# Vu = 42.39 <= Vn • 93.11psi · Interaction Value= 0.911 --·---· V4.4D Cc) 1983-96 ENERCALC / .. Page: GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I ·1 I I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING .7801 MISSION CE?fTER CT SUITE 400 SAN DIEGO, CA 9210-8 ./ ·page: CANTILEVERED RETAINING WALL DESIGN \ PROJECT #960240: LEGOLAND SITE RETAINING WALL -141 HIGH (~6240R14.RCW) ---WALL & FOOTING DATA ----------VERTICAL LOADS --· ---- Retained Height = 14.00 ft Axial DL on Stem · = 0 p~f Wall Ht. above Soil = 0.00 ft Axial DL on Stem = 0 plf Toe Width = 2.50 ft •••• Eccentricity = 0.00 in Heel Width = 8.00 ft . surcharge over Toe = o.o psf Total Footing Wfdth = 10·.50 ft Surchar,ge 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 1t ·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 D'ist. = 3.00 ft Allowable Bearing = 2000 psf Vertical Load • ----SLIDING CHECK Active Lateral = 35.0 pcf Load Eccentricity • Ftg/Soil Friction = 0.35 •.•••• Max Press. = o.o pcf Footing Width • Soil to Neglect = 0.00 in ..... Slope .Press. = .0.0 pcf Ftg. (:L to Watl = Lateral Pressure = 3938 # Backfill Slope = 0.0 :1 Vert. Position of Ftg. 1094 # Passive Press. = 350.0 pcf ••• Above/Below: C+/-J -Passive Pressure = = -Friction = 5105 # Soil Density = 110.0 pcf Spread Footing ? = 0.0 # $OH Ht over Toe = 0.00 in. . 0.0# 0.00 in I 0,00 ft 0.00 ft o.o ft No Add'l Force Required -----SUMMARY----------------------FOOT.ING 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 = 1702.9 psf Soil Press. Mult. Heel f'c Toe = 1075.5 psf By ACI Eq 9-1 1506 psf FY = 238.4 = 2000 psf Mu-Upward 43799 ft-# Min. As Percent = 7'232 = 4.74 in Mu-Downward · 60760 ft-# Omit SP Under Heel = 656. = 36.87 psi ·11u-Design -16961 ft-# -----Toe Heel = 6576 = = = ? 3000-psf 60000 psi 0.0012 Ho = -37.37 p'Si One-Way Shear: # 4 al 10·.28 5.12 in o/c = 93·.11 psi Actual = 36.9 37~4 psi # 5 al 15.94 7.94 in o/c Allowable = 93.1 93.1 psi # 6 al 22.6i 11.26 in o/c = 4.60 :1 Cover over Rebar·= 3.50 3.50 in II 7 al 30.85 15.36 in o/c = 1.57 :1 'd' = 8.50 8.50 in # 8 al 40.62 20.22 in o/c Ru= Mu/bcl"'2 = 101;1 260.8 psi # 9 al 48.00 25.60 in o/c ------------------SUMMARY OF FORCES & MOMENTS -,----------------------..;.._ --. -overturning Moments--· ----Resisting Moments ---- Origin of Force ••• ,# ft ft-# II Active Soil Press. Soil over Heel Soil over Toe Sloped· Soi l al Heel Adjacent Ftg, Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load al Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight ----- Vertical Component = ~937.5 = 0 = -17.5 .. 0 = o.o = 0 = 0.0 = 0 = 0.0 = 0 = O.Q .. 0 .. 0 of Active Pre~sUPe 0 Totals = 3920.0 # 5.00 0 ·0.33 0 o.oo 0 0.00 0 0.00 0 0.00 .0 0 0 Resisting Totals Used ror Soil Pressure (Vert. Component of Active Pressure Removed) V4.4D Cc) 1983-96 ENERCALC 19687.5 0 -5.8 0 0.0 0 0.0 0 0.0 0 o.o 0 Q Q 0 11036.7 o.o 0.0 o.o o.o 0.0 0.0 0 1750.0 0 1575.0 225.0 o.o 19681. 7 ft-I/ 14586. 7 II 14586. 7 II ft 0 6;92 0.00 0.00 o.oo o.00 0.00 o.bo 0 2.92 0 5.25 3:50 0.00 ft-# 0 76336.9 0.0 . o.o 0.0 o.o o.o 0.0 0 5104.2 0 8268.7 787.5 o.o 90497 .3 ft,-/1 90497 .3 ft.-11 (continued on next page •••• ) GEORGE R', SAUNDERS ASSOCIATES, KW06036i I I I 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 #960240: LEGOLAND SITE RETAINING WALL -14i HIGH C96240R14.RCW) C. •••• continued) ----STEM SUMMARY . Top Stem: From 4,00 ft to Top of Wall 10.00in Concrete w/ # 8@ 12.00in, d= 7.44in f 1c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar EmqFd= 12.8in Hu= 9916.7 <=Mn= 23678.71\-# Vu= 29.33 <= Vn = 93.11psi Interaction Value= 0.419 Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 8 Q 12.t;>Oin, d= 7.44in f'c= 3000.0psi, Fy= 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 Q 12~00in, d7· 7.44in f I c= 3000. Opsi, F,y= 60000. Ops i . Wall Wt.= 125.00psf~ Bar Embed= 16.0in Mu= 27211.3 <=Mn= 29043.Bft-# Vu = 59.68 <= Vn = 93.11ps'i Interaction Value= 0.937 __ ...... - .. V4.4D Cc) 1983-96 ENERCALC GEORGE 'R. SAUNDERS .ASSOCIATES, KW060361 I I I 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 #960240: LEGOLAND. SITE RETAINING WALL -161 HIGH (96240R16.RCW) WALL & FOOTING DATA VERTICAL LOADS Retained Height • 16.00 ft Axial DL on Stem = Wall Ht. above Soil = o.oo ft· Axial DL on Stea = Toe Width = 3.50 ft ••• ·.Eccentricity = Heel Width = 8.00 ft Surcharge.over Toe • Total Footing Width = 11.50 ft surcharge over Heel ·= 0 plf 0 plf 0.00 in 0.0 psf . 0.0 psf Footing Thickness = 16\00 in Note: Toe-Surcharge Resists Overturning 24~00 ii') Key Depth = Note: Heel Surcharge· Resists Overturning Key Width = 12.00 in SOIL DATA Toe to Key Dist. = 4.17 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 = 0.00 in · .... ;Slope·Press. = 0.0 pcf Lateral Pressure = 5258 # Backfill Slope o.o :1 -Passive Pressure = 1944 # Passive Press. = 350.0 pcf -Friction = 6062 # son Density = 110.0 pcf Add' l Force Required , ,:. o.o # Soil Ht over Toe = 0.00 in . / Page: A/Jc\ LATERAL LOADS Lateral Load Acting on Stem Above Soil a 0.00 psf Add'l Lateral Load .. .. 0.00 plf D.ist to Load Start "' 0.00 ft Dist to Load fnd = 0.00 ft .ADJACENT FOOTING· Vertical Load = o.o # Load Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg. CL to Wall = 0.00 ft Vert. Position of Ftg. ••• Above/Below:C+/-J = 0.0 ft Spread Footing ? No SUMMARY FOOTING DESIGN Pressure al Toe = 1831.3 psf Soil Press. Hult. Toe· Heel f'c = 3000 psi Pressure al Heel = 1180.9 psf By ACI Eq 9-1 = 2564 1653 psf Fy = 60000 psf Allowable Press, = 2000 psf Mu-Upward = 15138 45030 ft-# Min. As Percent = 0.0012 Ecc. of resultant = 4.97' in Mu-Downward = 1715 67228 ft-/# Omit SP Under Heel ? No Max. Shear al Toe = 35.83 psi Mu-Design = 13423 ,-22198 ft-# toe Heel Max. Shear al Heel .. -33.96 psi One-Way Shear: # 4 al 7.42 4.80 in o/c Allow. Ftg Shear = 93,11 psi Actual = 35.8 34.0 psi II s al 11.50 7.44 in o/c Factors of Safety: Allowable = 93.1· 9~.1 psi # 6 al 16.32 10.56 in o/c overturning = 4.04 :1 Cover over Rebar= 3.50 3.50 in # 7 al 22.25 14.40 in o/c Sliding = 1.-52 :1 'd' = 12.50 12.50 in # 8 iii 29.30 18.9~ in o/c Ru= Mu/bd"2 =· 95.4 157.9 psi Ii 9 al 37.09 24.00 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 Wall Load al Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight __ Key Weight - Vertical Component ., 5257.8 ,. 0 = -31.1 • 0 II -0.0 = 0 = o.o = 0 = o.o = 9 = 0.0 = 0 = 0 of Active PressUPe o· Totals = 5226. 7 /# 5.78 0 0.44 0 0.00 0 0.00 0 0.00 0 o.oo 0 0 0 Resisting Totals Used. For Soil ~ressure (Vert. Component of Actfve_Pressur.e Removed) V4.4D Cc) 1983-96 ENERCAL~ 30378.3 0 -13.8 0 0.0 0 0.0 0 o.o 0 o.o 0- 0 0 30364.4 ft-II ------Resisting Moments ---- II 9 12320.0 o.o o.o o.o 0.0 o.o 0.0 0 2400.0 0 2300.0 300.0 o.o 17320.0 /# 17320.0 II. ft 0 -8.00 0,00 .0.00 0.00 0.00 0.00 0.00 0 4.00 0 5.75 4.67 -o.oo ft-/# 0 98560.0 0.0 . 0.0 o.o 0.0 o.o 0.0· 0 9600.0 0 13224.9 1401.0 0.0 122785. 9' ft-/# 122785 •. 9 ft-/# (continued on ~ext page •••. ) GEORGE ·R, SAUND~RS ASSOCIATES, KW060361 I I I 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 #960240: LEGOLAND SITE RETAINING WALL -161 HIGH (96240R16.RCW) ( ••••• continued) ----STEM SUHHARY ------- Top Stem: From 4.00 ft to Top of Wall 12.00in Concrete w/ # ~@ 12~00in, d• 9.38in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Emb~d= 23.Sin Ku = 17136.0 <= Mn = 17705.Sft-# · Vu = 33.28 <= Vn • 93;11psi' \ Interaction Value= 0.968 Second Stem From 2,00ft to .4,00ft 12.00in Concrete w/ # 8@ 12.00in, d= 9,38in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed~ 28.9in Hu= 27211.3 <=Mn= 30566,5ft-# Vu= 46.21 <= Vn = 93.11psi Interaction Value= 0.890 Third Stem From 0.00ft to 2.00ft 12,00in Concrete w/·#10@ 12.00in, d= 9,38in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 150.00psf, Bar Embed= 16.4in Mu= 40618.7 <=Mn= 46441.0ft-# vu= 61.25 <= Vn = 93.11psi Interaction Value= 0.875 __ . __ _. V4.4D Cc) 1983-96 ENERCALC i' • 1 Page: A4?,-.. \ GEO~GE R, SAUN~ERS ASSOCIATES, KW060361 I I 1. I I I I I ,. I 1- 1 I I I I 1· 1· 1· I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. · CALCULAT!:D BY · A.Ar-> OF-"'--'----'- Df..N DATE_1,_._'\q-'-1-'------ Phone (61.9) 497-2118 Fax (619) 497-0429 CHEdKED BY-----,---'---------DATE _______ _ ~ Ea-)tt· ~ti ~I· 'EQ.)\:&AA:'11~5 ~ 2::.:. s 6; s -:.2:; .t. s s 1 s, 2:: .is s re~ 2-J 4 s a.';'&. -2-a 4 s e 7 E: ti .t. s 6 7 e ~ ~ ~.: :>-6 • e:,::,:: . -.. WI-NO : \ : {r: C'.t_ ~ ~,;~ ··ce.::· \,O(o ... ~~;·c_)--. . ........ , .. c~ :: l,4 os ~ tz.~ , (p~) _____ ..... : .. f.~---\~v_b_~l~(Z.k ii_ =-l~·7__f~f? ! .. cs ~s M. t(!__ : · . y..JCO{) F&Jct. -.Stz,t.5)...{LC.. NO"f ce-tJ1CAt C)Z. lilCA{_ CDtM / not-> <2. IN~qe_ ~~T ~ 0\)v.;f:! _ ..... ____ , __ f> -~ _ l?,,1 f'Sf ·-/,J~vf-r/~ ~0:~,v-~/4) ~ ?~0 ~ ~ . ~N-P ' . '. \\ ) " C.Q;\~/$2.. No~ CW 'S~ 1-JltD CON-01 flo74 ~f b -=-I g AA'/J cl c4 -~ :r 1 -0;; ~ { \"' J \.J,-4,~h) ..... ·\ VJ= 1,0_ · ""'-l~·. : A=--'--2_,4 P ~l k) : -. . 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TOLt f P.EE t~m-5380 I I •® I I I I I I I:~~ t~s:., I I I I I I I p I MARTIN & DUNN INC. STRUCTURAL & clvIL ENGINEERS 7801 MISSION CENTER COURT, SUITE 400 SAN DIEGO CA 92108 . . LEGOLAJID GARDEN RESTAURANT 96240 TMB ovJ (619) 497-21i8/FAX 497.:.0429 Date: 06/16/9'1 _Page: ~2.~ COMBINED FOOTING DESIGN BRACED FRAME . \ ---D~IGI D!'ll -----------------------SIJIIIARY----------Allowable Soil Pressure= 2500.0 psf · service Allow ACI Factored ShortTeniFactor = 1.33 LeftS.P~: StaticD+L= 225.0psf2500.0psf 9-1 = _315.0psf Seisnic Zone = 4 Short D+L+S: 543.1 psf 3325.0 psf 9-2 = 760.3 psf Live Does Hot Combine With. Short Term ~-3 = 488.8 psf f'c:foncre~e · = .3009psf RigbtS.l>.:StaticD+L= 225.0psfl500,0psf 9-1 = 315.0psf Fy: Rernforgrng = 6000Qpsi Short D+L+S: o.o.psf 3325.0psf 9-2 = o.opsf Concrete Weight = 1501wf 9-3 = o.o psf overburden Dead wt. = o.o psf Resultant Ecc.: static = "'o,oo ft Staj>ility Min. As % = 0.0014 Short Tera = -3.13 ft Ratio = 2.00 :1 Column Size ... #1= 4.0in #2= 4.0in ...... Col #1. ........ Between... .. .... Col #2 ....... .. . Base Height #1:; o.oin #2= o.oin . Ru/Phi As Ru/Phi As Ru/Phi As Rebar CL to Soil Dist.= 3 • .50in Mu from ACI 9-1 = o.opsi 0.30in2/ft0.0psi -0.30~n2/ft o.opsi-0.30in2/ft ---APPLIED w.ms .ACI 9-2 = 0.8 psi 0.30in2/ft10.1 psi -0.30 in2/ft 0.6 psi -0.30 in2/ft At Col #1: Axial Shear Monent . . ACI 9-J . = 0.5 ps! 0.30 in2/fP,2ri -q,30 in2/ft o. 4 psi -0.30 in2/ft Dead = o.oo k o.o k o.o k-ft As(rn2/ft/ft of width), negative --> As @ top o footrng Live = 0.00 k o.o k o.o k-ft DENT , SHEAR FORCE SUJIIARY---~--- Shrt Tm= 4. 70 k 0.0 k 0,0 k-ft A<lf 9~1 ACI 9-2 ACI 9-3 At Col #2: Axial Shear Monent Dead = o.o k o.O k o.o k-ft Live = 0.0k 0.0k O.0k-ft Shrt Trm= -4.70k 4.7k 0.0k-ft ----DIMEISIORS ---- Ftg Dist left of Col #1= Distance Between·colUlllil& Ftg Dist right of Col #i: Total Footing Length = Footing Width = Footing Thickness = V4.4D (c) 1983-96 EHERCALC 1.00ft 12.00 ft 1.00 ft 14.00 ft 5.00 ft 18.00 in· Mu @ collllil. # 1 = Mu btwn colunns = Mu@ colUIIl # 2 = one-Way Shears .••• Allow.: Vn=2(f'cA.5) = Actual : vu / • 85 •.•• Left of Column fl= .Between Colunns = Right of Column #2 = Two-Way Shears •••• Allow.: Vn=4(f1cA,5) = Actual@ Colunn #1 = Actual@· Colunn #2 = 0.00 k-ft 0.15 k-ft · 0.10 k-ft -0.0Qk-ft -1.91 k-ft -1.37 k-ft -0.00 k-ft -0.11 k-ft -0.07 k-ft 109.54 psi 109.54 psi 109.54 psi o.oo ps~ o.oo psi o.oo psi · o.oo psi 2.11 psi 1.24 psi o.oo psi o •. 00.psi o.oo psi 219~09 psi 219.09 P5! 219.09 psi 0.00 psi, 6.22 psi 6.58 psi o.oo psi 6.39 psi 6,69 psi GEORGE R. SAUlIDERS ASSOCIATES~ KW060361 I==========::::::::==:::::::======== I CD 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 f £e;i O LAfJ D SHEET NO. · ' ?;,2.4 OF ______ _ CALCULATED BY .. k:. GIB¾ . DATE c/,-=1---/q -=1-- CHECK~D BY __ · -----·· _·_,:l);....;(/J::...__ DATE __ 1 __ • __ I • ~ J .: s f. ; e , 2 s "' s 6 , ~ l-2 _s .: s £ 7 s , 2 : .: f e, 7 s ~ 2" -3-.: s e 7 E-.,_ • 2 ~ .: s e -; s , 2 :: ~ s e 1 s 1 2 .:, I I 1- I~ I-_ I I: I: I: -I s!l" r.l. , • 0 •••· • M oO -· ·-·· .......... , .. ,\ {Qoeo"F" :. .... £{'\_ ........ . --!:!------+::~..a,.,. PLAN ~~KlC..', _· -~ _-::. --~ .tp. ct_~Jr :2=o, 4- !r ~ \. 0 Cr ~o.~ :·. ·----.......... ¥F~--'(6:--4'{i:·o')(o:~')wr ~ ·o-,3"Nt--~---:·: ·· -- : ' : 'f} :-o.-~ ( ~oocrJ-= \Boo~ ..; 1, ~~ '. ' .... t '6 • s ., ., ;:! -·:-! •I ,•• ·.· ,• I I ,9 I y:~.) -'~: ... MARTIN & ·DUNN, INC. 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I . . . :3/4:-,< /2->!-,i.-:B .... w./_.{ 4::).~lf~.4' AJt.S ~ .. : .. 15 I 8 '' K c; 1/ 2-;;,q Lo w / ( :2-)?? j4-1c q, ,+-, t:>. (rn P,q) I C. @ A/e, s;vPPo~t : ". S'/8>< f5'(-z::y_.r'.:.o· -~---~;-c~) ;3,~-v7s -d:/~ ..... P~ = --1... "3~-"--· rr-:: f-....... I I . . -~ -. . -• -'. . l . . . ' ·t . . . . ' --.~._____, · _______ ···, 1· _· _· ... ·~' -__ '_ .. i -: ··. _·· •. : 1 ·-• -· ; ,. ; • • -• : • • • .' ... ... i·. t I ; . : -· ! ·~. -· ., .. -. ' .--. . . .. ! • . .-~ .,,. """ ,.., .:, ,-. w -r. 'I? -.:-.. ~ <=' ,..., en -"-n .. "' 1.0 r-. i=1; ..., ~ i ~ ... "I c::. r.-c;-; .. i'.: ~ <o:: ~ 1.0 ,~ c:.--N, n o;-,r, ~ "" cc. -N M-~ "' c::. ,-. en· ..-r.: r:; . . ! ' . ; . . . ; . . : -· ·-··· ----.............. -• --£ PRODUCT 2!r.~1, ~(In:, Grt1~, Mass. ~::il io Ot:er PHONE-TOLL FREE ~-83:0-225-6380 I I I I I I I I I I I I I I I I I I I SECTION C RESTAURANT DINING AREA and TRELLIS INDEX SUBJECT Framing Design Lateral Analysis Column Design Foundation Design SHEET NO. 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JOB (.g.,Q~cl~ : ~~~ C2 SHEET NO.--------OF-~----- CALCULAT!=D BY ---'---·--'o'-'-vJ_ DATE s/ fJ,,,'J. · Phone (619) 497-~11'8 Fax (619) 497-0429 CHECKEh BY tic, DATE ___ ___.___ ~-c::;~ f25t1wiA0r \. 6 .. 2A-o F . _ I I 1 . 'i · I I I I J 1 · , i+-W~.s ~t=, . 1 no'~ t ~. t:....oio:;. 2.2.'t>C · TT-v~S '::€LF \fl&-T :: (ONSJOE:,l ~Dw lA~\?f)..S 10 'i--!elG!A 8.~I ~U: (TS3)('3'1-Yt1) ~ V-\11?-J~> :: ~-~I ~2. '-t. ::> + I, S 1~ + .q .~ '1-1 °) == lOG0 R.OOf LO~ 1 toN <;. tr1~ T~1~NGLJlJR Dl~TIU~ UJ/0 · A.. -ro~ ~ \;viiOt-A. c_~s $.\J~11c..M.-~ -rs ~t ~'-l 114. ! A= 2,isO) 1N2 · r.:' \.10 ·,~. · ..:!\ ~'H::: (a ~00 " -,ti . . 17 1· / 14 p J r I o ,;· ".2. c,.. . i--r=r-'-== , 1.1?= 10,·t · ~-= · ,z.,.C,OJ=-;;i.-1 KS\ '&.:7.li'00 ~\.~;-IB~_~ioN: ~L)'(:: Vo 'f zz.\j i.J:t/uo·=.. 2A.o -::i 24o MA-/, -e!f:: , -~ . -. .... -. . ~ U~t! TS ;y_ ?"'f. 1/4. ®~S ~ \J~~c..¼..$ . 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'= US£ . ! ·i i '' . ! . -, .f .. •r~ I ...__ -,~ -~---~-o -, -e---~-~---. ..-.,, -o-~-.,------~ -,., ---,,-o-,-" ,...~ --~-..,---,, -.,, -,-o---N-. -,, -,.-.,,-«-,-., ---~-,.,-.-, -.,, -., --,-,c-_-,;..-,., -., --,,-,.-,-~ .,..._ -~-~__, PRODUCT 20i·1 :§BS! 1r.c Grv:cm, Mass 01~i1 io O•ci:~ Pt--:,~.;; TC .... FF.EE 1-SX~2Z5·S360 -1 I I I I I I :I I I I I I I I I I I I z I- CI <! ~ 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 STRUCTURAL CALCU:LATIONS FOR (M&D PROJECT NO. 960240.00) Minila:nd Cluster {IGMP #2 Package) Architect of Record~ Hellmuth Obata & Kassabaum For Building Department Plan Check Sabmittal July 21, 1997 I I I I I I I I I I I I -I I I -1 I .I I MINILAND SPACE AGE FACILITY BUILDING INDEX SUBJECT SHEET NO. Roof Framing 1-29 Columns & Footings 30-33 Concrete Walls & Footings 34-39 Lateral Analysis 40-52 Shear Walls & Footings 53-81 Truss at Model Maker 82-84 Canopy at Entrance and Exit 85-91 Cable Trench 92-97 Handrail Anchorage 98 Concrete Retailing Walls 99-112 Model Foundations Appendix "A" ·-~·---J---OB.,.,_,.l_,,E_:~~0-~.,.....:;------ Structural & Civil' Engineers I O \ l'2... l,D I .. I I· I: -~~ ·~~ ... SHEETNO.--~----F--,~---7801 Mission Center Court Suite 400 · l · SAN DIEGO, CA 92108 CALCUlATED sy _. ~Ow_. ____ DATE 5 °'' Phone (619) 497-2118 Fax (619) 497-0429 CHECKED BY ------'---,-.a--'----DATE.,,.------ \y\\~ \L,~N'() SPAC.e. A):;;£ 'f'Ac..tilf1 Rro~ LO~S I \)~I~ \ lO~ ~ · ~/' <SLI\S + 4" \\),p[JIN 6 ,=;:; ... lC;,O t Y1-/,'2. 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' "-A, v-. .. -._.: q-L ,,, -_/ __ ,.. z./1.. ·-==-".l.~o . '-1" Sh"'l/1'1 '"". 1:7,L-u;,~, ;;.)v,. ' •I • . . '.· -·:. •. .. .. ... .. ·.·_. .. ,' -. . .. : '.:,. "•• -~",_•' .. ,, .. ~~"'~"'~•.,·!~~· ~ ,:.·•/.,<')_.I,. ;..~.•·.·~~~.,'W~•"\ ,.~~ r•--~ J..,.-,.. ~... ~~--r'~, .....,..-• • '"• .--.,,,:r,:-~ • .. ._,....._, -:,;, ' •·• t • ., -..-. • .,1•• I I I I I I I 1,.7") :-:. .. -.. ~. ;.~.; I I I I I I I-·-u I I MARTIN & DUNN, INC. 7801 Mission Center Co1,.1rt, Suite 400 San Diego, California 92108 LEGOLAND MINILAND 96240 (619) 497-2118 (619) 497-0429 fax CONCRETE BEAM DESIGN RB-3 BEAM DATA Beam Span Beam Depth Beam Width 'T' Flange Thickness Beam is Rectangular Web Spacing Beam Wt. Ignored Effective Slab Width 18.00 ft 27.00 in 24.60 in = 0.00 in n/~ \ = 24.00'in. REBAR LAYOUT Bars @ Center of Beam ...• 7 -# 8 @d= 24.5 in Mn*Phi : Center Mn* Phi : Left Mn*Phi: Right Vn*Phi: Left Vn*Phi: Right 558.9 .k-ft --0.0 ,k-ft o.o k-ft 104,0 k 104.0 k f'c Fy Seismic Zone \ DESIGN DATA SPACE AGE FACILITY TMB Date: 05/09/97 Page: (.p LOAD FACTORS USED--,----- 4000psi 6QOOO psi 4 ACI 9-1 & 9-2 DL = ACI 9-1 & 9-2 LL ACI 9-1 & 9-2 ST Live Load· not combined w/ Short Term .... Seismic = ST * 1 .40 1.70 1.70 . 1.10 0.75 0.90 1.30 1.40 0.90 End Fixity Concrete Weight Stirrup Area Pin:Pin 150.0 pcf 9.400 in2 ACI 9-2 Group Factor = ACI 9-3 Dea·d Load Fact :ACI 9°3 Short Term = UBC 1921.2.7 "1.4" Factor UBC 1921.2.7 "0.9" Factor = APPLIEDLOADS-----'-------------- Uniform Dead Load == 0.48 k/ft from 0 .• 00 -> 18.00 ft Point Load: Dead Load = 44.40 k, Live Load = 22.30 k, @ 5.30 ft Point Load: Dead ·Load = 17 .40 k, Live Load = 8.90 k, @ 8.50 ft SUMMARY---------------------- ACI Equations ••. 9-1 9-2 9-3- Mu : Center = 506.7 322.9 207.6 k-ft Mu : Left 0.0 b.o 0.0 k-ft Mu : Right 0.0 0.0 0,0 k-ft Vu : Left $6.1 61.4 39.5 k Vu : Riglit · 52.8 34.5 22.2 k Reactions Deflections DL+[BmWt] DL+LL+[Bm Wt) DL+LL+ST+[Bm Wt] = ;:: Left 44.83 k 65.26 k 44.83 k SHEAR STIRRUP REQUIREMENTS Region 0.0ft Stirrup Spacing = 12.25 in Max Vu in Region 96.12 k ADD'L DEFLECTION DATA Neutral Axis 7.86 in I : Gross =39366.0 in4 I : Cracked :;,16202.3 in4 E : Elastic Modulus 3605.0 ksi Fr:7.5*(fc) ... 5 = 474.3psi Z:Cracking 126.0 ksi Mer: Cracking = 115.3 k-ft Ms:Max DL+LL 338.7 k-ft R1 = (Ms:DL+LL)/Mcr = 0.340 Ms:Max DL+LL+ST 230.6 k-ft R2 = (Ms:DL+LL+ST)/Mci:; 0.500 1:eff ... Ms(DL+LL) =17114.9 in4 1:eff ••• Ms(DL+LL+ST) =19093.5 in4 V4.4D (cl 1983-96 ENERCALC Right 25.61 k 36.38 k 25.61 k 3.0ft 12.25 in 95.48 k 6.0ft Upward 0.000 in at 18.00 .ft 0.000 in at 18.00 fi 0.000 in at 18.00 ft Not Reqd 6.61 k 9.0ft 12.25 in 6.6·1 k 12.0ft 12.25 in 50.13 k Downward--· -0.176 in at 8.40 ft -0.286 in at 8.40 ft -0.176 in at 8.40 ft 15.0ft 12.25 in 52.15 k 18.0ft 12.25 in 52.79 k SECTION ANAL YSI.S ~-------- Evaluate Moment Capacity: X : Neutral Axis Center 4.78 rn a = beta * X: = 4 •. 06 in Compression in Con_crete = 331 .5 k Sum [Ste¢! comp. forces] == O.O· k Tension in Reinforcing -331.8 k· For Evaluatiqn of Max. As For Ductile Failure .... X-Balanced = 14.50 in Xmax = Xbal * o.75 a-max = beta*Xbal Compression in Concrete Sum.[Steel comp. forces] Total Compressive Force As Max.= Tot Force J fy 10.88 in 12.33 in 754.3 k 0;0 k 754.3 k 12.57 in2 Left Right o.ob in 0.00 in 0.00 in 0.00 in 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.00 in 0.00 in 0.00 in 0.00 in 0.00.in 0.00 in 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.00 in2 0.00 in2 GEORGE R. SAUNDERS ASSOCIATES, KW060361 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 ~t"Jc.A!JO JOB--=---'-------------- SHEET NO. --'---'-.;.....,----,-1,__ _ _,_ OF _____ _ CALCULATED BY ---~--,----th~· . DATE _/5,_, B_._~~7 __ Phone (619) 497-2118 Fax (619) 497-0429 D·t)_ - -CHECKE9 BY--~-----DATE ____ _ SCALE ? p A;::,e, ~p j==;4a,fJ'( / fY/ .. 2 5:5 ~-. . -~ ; Vu = w. i.'l {f~T/Du e~-c) J:::. Z.7-/1/z -1/i. -o. TS z. '5,f-jf;,4-IJ-/(.J;;:1rl)~r,'i6J.)[ . - 1c;;f1 S-TL. -=-C? ,f '-I ~. '2. -:,. 0, 88 /ri 7. (B) '# 5 Tc;_e Yv JJ 1 -~t = -~1. 8-o,1'8( 2yi~(l,~ = &,~.~ S'~ -=--'€ ::: !'Z. t. s'' :;) l)r~f:f, q\Je,. == 4' ,z(f_b )'l2.. bwJ. Avrn~l'1 -:a. 'Go (U) {1-0) _,. o, 20 rn 2 ..:v,4? • ,:_ 0 t 85 ( ~) ( 40.00) //-z_. c~.4,)(z:, 6) • 'T.P--( . -t ~ u-~ ~~ ii~r?.S ' ... (;"8,Z~ · . ~:f-)!;;;lloe, {j)V5 = (), f?S {OJ+.c )C'Ztf-s) (~c) /0 -0 ·/.'.-"."" .. ?-,0 . I US£ · f. 4-1_ ~ ?..n II D~~ C,c>i:J?,12-G-T6 £;,e,4m .......... ty) ( 5) #'C,-So-rfPtvl it ({) #5 tpf; AAJ0 -~ · .· 1--~ -# 4 sr1~f5 .?...:--f-lo'1o,c. --~ •.· •: ,'. :: , . ... 1·.· ~·:::,..'7-::;:;.,r-.;-;:r.~~--• ,_ • I :,.•, ~ • •• ~~ ,.·r • ,• •• _.. '"• ._. •-r'li -~ • ..1.: • ..... ,. ·~ ~ •,. .,_ •,o.~-. •. _. ... .._ ~· •,. ·-,,. -;;'-.... • -•I•,..; •-~•.: • -., •_.., •'"'•• w" • ,,_. • • .• .. • ·~~ _ --•r•. ,.,.,,. J:• I IA. . : -:.-.:· ~ .: ~<.-'~· :Y I I I I I I I l:S).->:. ... ~ . ·._:;· I I I I I I 1 .. ·/D I I MARTIN & DUNNJ INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 · LEGOlAND MINILAND 96240 (619) 497-2118 (619) 497-0429 fax CONCRETE BEAM DESIGN RB-4 BEAM DATA Beam Span Beam Depth Beam Width 'T' Flange Thickness Beam is Rectangular Web Spacing 8.00 ft 27.00 in 24.00 in 0.00 in n/a I Beam Wt. Ignored Effective Slab Width = 24.00\11 REBAR LAYOUT Bars @ Center of Beam .... 5 -# 6 @ d = 24.5 in \ \ SPACE AGE FACILITY TMB· Date: 05/09/97 Page: ~ DESIGN DATA LOAD FACTORS' USED--- f''c F,y = Seismic Zone = 4000 psi 600()() psi 4 Live Load not combined w/ Short Term. End Fixity Pin:Pin Concrete Weight 150.0 pcf Stirrup Area = 0.400 in2 ACI 9-1 & 9-2 DL ACI 9-j & 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" Fa,ctor = UBC 1921 .2. 7 "0.9" Factor = 1.40 1.70 1.70 1 .10 0.75 0.90 1.30 1 .40 0.90 APPLIED LOADS------------ Uniform Dead Load = 0.48 k/ft from 0.00 -> 8.00 ft Point Load: Dead Load = 44.40 k, Live Load = 22.30 k, @ 3.00 ft ------------~--------SUMMARY--,----------------~--- Mn*Phi : Center Mn* Phi : Left Mn*Phi : Right 234.4 k-ft = 0.0 k-ft o.o k-ft = 104.0 k Mu Mu Mu ACI Equations ••• : Center = : Left - : Right 9-1 9-2 9-3- 191.8 121.1 77.8 k-ft o.6 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 63.9 40.2 25.8 k Vn*Phi: Left Vn*Phi: Right = 104.0 k Reactions Left Vu : Left Vu : Right Right 18.57 k 26.93 k 18.57 k 38.9 24.6 15.8 k Deflections-. -------,--~ Upward 0.000 in at o.oo ft 0.000 in at 0.00 ft 0.000 in at 0.60 ft Downward-- -0.006 in at 3.73 ft DL+[Bm Wt] DL+LL+[Bm Wt] DL+LL+ST+[Bm Wt] = 29.67 k 43.61 k = 29.67 k SHEAR STIRRUP REQUIREMENTS Region 0.0ft Stirrup Spacing 1:2.25 in Max Vu in Region 63:87 k ADD'L DEFLECTION DATA Neutral Axis = 5.32 in I: Gross =39366.0 in4 I: Cracked = 7715.0 in4 E : Elastic Modulus = 3605.0 ksi Fr: 7.5*(tc)· .5 474.3 psi Z:Cracking 140.9 ksi Mer: Cracking = 115.3 k-ft Ms:Max DL + LL 127 .7 k-ft R1 = (Ms:DL+LL)/Mcr = 0.903 Ms:Max DL+LL+ST = 85.0 k-ft R2 = (Ms:DL+LL+ST)/McF= 1.357 I :eff ... Ms(DL + LL) =31001.4 in4 l:eff ... Ms(DL+LL+ST) =39366.0 in4 V4.4D (cl 1983-96 ENERCALC -0.011 in at 3.73 ft -0.006 in at 3.73 ft 1.3ft 2.7ft 4.0ft 5.3ft 6.7ft 8.0ft 12.25 in 12.25 in 12.25 in 12.25 in 12.25 in 12.25 in 63.87 k 63.44 k 38.42 k 38.42 k 38.85 k 38.85 k SECTION ANALYSIS Evaluate Moment Capacity: Center Left Right X : Neutral Axis 1.90 in 0.00 in 0.06 in a =beta* x = 1.62 in o.oo in 0.00 in Compression in Concrete 131.8 'k 0.0 k 0.0 k Sum [Steel comp. forces]. 0.0 k 0.0 k 0.0 k tension in Reinforcing ,. -132.0 k 0.0 k 0.0 k For Ev91uation of M9x. As For Ductile Failure .. _ .. X-Balanced = 14.50 in 0.00 in 0.00 in Xmax = Xbaf' * 0.75 10.88 in 0.00 in 0.00 in a-max = beta* Xbal = 12.33 in 0.00 in 0.00 in Compression in Concrete 754.3 k 0.0 k 0.0 k Sum [Steel comp. forces] = 0.0 k 0.0 k 0.0 k Totai Compressive 'Force = 754.3 k 0.0 k 0.0 k As Max. = Tot Force / f.y = 12.57 in2 0.00 in2 0.00 in2 GEORGE R. SAUNDERS ASSOCIATES, KW060361 1-,-~,.,...,,..,.,.,,,,..,_* "" ._, '::"'"c.,., __ ,••••••,,._..,_,". • ..,.,_-. • ...,._ ___ __,,,......_;......,.._,__~~~- MARTIN & DUNN, INC. JOB --=-U!:....,,....&?_c>_f.,,A-f.,.lO~·-·---,---------- Structural & Civil Engineers SHEET No.--'-. ______ 9..,___ oF _____ _ 7801 Mission Center Court Suite 400 -.LI-~, '2,~6 7 SAN DIEGO, CA 92108 CALCULATED BY---'----'-~-"----DATE ___:;;;;;,-'--,I:;.~--..,__,_/ __ _ Phone (619} 497-2118 Fax (619) 497-0429 CHECKED BY ___ '()_-..J----'-----DATE----'--- r 17, 4,l T\ -3':>, c,' r ?Pf h e,: c:;,., C,o/Jt";. tOG1<,. i-fti W/06-,< '2:7.11 Dee,-P ~ Wbm =. e>,15 (.'"2·, o )(-:i.q.;~)-.:::. t>;.4-8 ~0 . Whsf:t<.vce:;(0.1r,)(12,,µ; )+o,f8 ~ 'Z,ff ~l,,r W (I-5~1ce. --( o. I e:,) (_ 12, -i,;) :;:;. I. Z '3 f:t.1..r t:, j) L. f /_,,{_ ,4-t-<... SfA'N S DI-A-t-l-sr 4t-/S I U-GA.:)!) -Sf'A-N 5 DL. 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'2-f.11 oil d = 1.;7-?:>/4---'Jz :..._ /, 12.8 = ,Z?. 2 11 > ts:11 ASSt,)frltEi.? . Z.· . . ' . . Ofc-: /, ~I/ < -:2, ft: ~l.,)fY'l.e;-(.?'. . P,..e;,111,c:,p . . . . ... .. ' .· .. · '• ... I , . .... :,•" ·.'ti ·., :· r- :-·: .. ,. '.- ' • ... Pi,{l9UCT 20i·l~~?lrt;. Gtclo11, t:.as:. C:14;1 ivQrj~; Pn{'.~:E W .. t..f?.EE: "-aJC .. 22!rf.3&1 ~: ,\•: -~:; ~---.-•••• .,.7 .... ·• q •--·. • ,.-r:-•/2~'--....-..-~ •. ~ . ._ --r ~·-·--· • ..--.... r • ..,r •• ··-·-•·. :.,.-· ...... ,---_..,,~_,.,+ ..... " -,.•-.-.... '•· ·~~ .•. • ·\.•,.,• ... ,-.---~ ............. ,~---.,_., ...,--r--•·•·i.,,. -~-·-•-• -...-....... ~.-··t· .... ·-·-~,~ ,--_,..~--.. ·---·--"'--·-II) .. _.,,.,.,_$ ---~~~-~~~~~~J~- JOB C,Jat?C,r..A-IJO I .. r·:.:·:.:-;. I I I, MARTIN & DUNN, INC .. Structural & Civil Engine~rs 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 49.7-2118 Fax (619) 497-0429 ·::::.:~:-.-.-s,cs~.:.i:•e~2J~fS."""F--· . . <GtfeA:12.... ;e,,&r,.;)fo/-C.-eMfgJ[ ... o/ Ve-= cp( 2 x_+b-)'12 ( bK)) (cl) SHEET NO.-----'----'---...,_._---'--'--OF _____ _ tb 5,ti:1-...i.q7 CALCULATED BY-----'-~----'-----=---DATE --"'-'----- CHECKED BY --"'-I· N?~-----DATE _____ _ SCALI; ~ A(,,,,,'3: /54-0 l.,/ 7)' f fYl-2 515 \ . = 0, B1;, (-z. )c 1 ~"" )'12 ( 2-4,) C t4, s) ep=-t?, e, 5 .b ~ 2;1-'' Pl.~ ~o fP'° -Rt;. io ;q_i d:: 24, '5 /I : e..@ ®k9+ r~ht @ le~+ l'lvjh+ @) .. -::: & '3, 2 }' . 17.41 3c;, C, I '7;.zi:. (!.) \03ht (J:) B c. ~i:;,,o J (p? ,,:-:7}· (1f) D /2. u;;' (oil l)~G Wµ::: /,,4('2,4-+)-t /,7 (/,7,3) = 5.S/ .t,,,_,J: \Iv J d{s+ ~ Vv -Wv ( 1Ji) = Vv -·5 .'51 (z~ "\ 12./ --o..:t . ct. c;. v FPi?~ 1--=: Vv -//1, z)" YvJ.c:k'~t 2 l.7~ .. &2.,0~ &,.ef-.1 ¥ q,z ,4-''" q,z.,7~ 54--, i;~ 5o bws hf . '·. :. .... -·-· ,,. ,, , . -5o{~4-) { IO) e.C?,t:..01i-i 2&.o40 ,z-i,e-~ .:#fr STtl?{~yfS ' . !/ (Poooo . i:-?:'f IO e>, t.., , · •-u--·••• --~••••• • •••-• ~ '" •••• • """" •• •• ' ! ' ' -. J ... . ~ ' l ' 1--------·-~--~~--~-------------~-=-~-~- JOB Wpt?(,,.,6-V'D 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 ~-:. t7,,fr;, IV{'Z. 5 .... Jo" - . J I/ cl.= ~4-, s . SHEETNO . ._-------'l'-=1-'----,-OF----'---;--- CALCULATED,BY -,--------'w=-,,__ DATE _G-----', f}_,_.q_,_7 __ ,,..J CHECKED BY __ ..._g ___ --'--~-DATE _____ _ s WI ' ( ,) ¢1 '1 -roe . $ -( I} ff 7 Bo77orn_ AovP :t-l-t(p #-4: sn;e.ti-vps. ~.J-/t:/1 ~,c, Poll (?1-.)Ttfee /BE:7'+-m b:PcPTI-/ .. . I ! \ - '• ; .•.,. ,: , .. ~-. . . .. . ,• f';· ~,.,..,.., -· ·-., .. ,~~.: .... -,,-,.-,~.---,.···---·". ·-------.---~---~ ·---·---~---~-~~--~----~---·-·---~---~--~----.-.. ,' I 1 ..... -~ .-:::-., I I I I I I 10:) (j; I I I I I I I ·u··.:.-:-· t:·,_.·.· I .. I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MUL Tl-SPAN CONCRETE BEAM DESIGN ~ \28~ LOAD CASE I GENERAL DATA 1 / 2 3-. - All Spans Simple Support ?? NO Span Lengths ft : 17.40 35.60 30.00 End Fixity: Pin:Pin Pin:Pin P-in:Pin Beam Width in: 24.00 .24.00 24.00 Beam Depth i~ : 27.00 27.00 27.00 CALCULATED V AlUES 7 -OK· -OK- -OK- Left: Max Mu k-ft'; 0.0 -440.4 -637.3 Mn" Phi k-ft : 0.0 501.8 706.4 Center: Max Mu 'k-ft : 46.4 336.4 341,.9 Mn* Phi k-ft : 433.8 433.8 433.8 ... Dist. to Mu ft : 4.06 16.85 18.80 Right: Max Mu k-ft : -440.4 -637.3 0.0 Mn* Phi k-ft : 501.8-706.4 0.0 ! Max Vu: Left k: 22.60 9'2.49 103.85 Right k: 73.22 1'03.55 61.36 Reactions: Left: Dead k: 10.01 73.42 91.89 .. (service) Live k: 5.05 37.01 46.32 Total k: 15.06 110.44 138.22 Right:Dead k: 73.42 91.89 27.19 Live k: 37.01 46.32 13.71 Total k: 110.44 138.22 40.89 Max. Defl. @ Mid Span in: 0 .• 062 -0.722 . -0.560 X-Dist ft : 12.76 16.85 17.40 BEAM DESIGN DATA -- f'c psi: 4000 4000 4000 Fy psi : 60000 60000 60000 Left: As-Top in2: 4.80 7.00 'd' to Bars in: 2.00 2.00 2.00 Center: As-Bottom in2: 4.20 4.20 4.20 'd' to Bars in: 24.50 24.50 24.50 Right: As-Top jri~ : 4.80 7.00 'd' to Bars in: 2.00 4.00 2.00' APPLIED LOADS --- Use Live Load· on This Span ? Yes Yes Yes Uniform ...... DL k/ft : 2.44 2.44 2.44 LL ·k/ft : 1.23 1.23 1.23 SHEAR STIRRUPS -. -- Stirrup Av @ Section in2: 0.40 0.40 0.40 Spacing Req'd @ Left in: 12.50 12.00. Req'd@ .2L in: 12.50 12.50 Req'd@ .4L in: 12.50· Req'd@ .6L in: 12,50 Req'd@ .SL in: 12.50 12.50; Spacing Req'd @ Right in: 12,50 12.46 12.50 QUERY VALUES --- Location ..... ft : 0.00 0.00 6.00 Shear k: 22'.60 92.4.9 103.85 Moment k-ft : 0.00 -440.40 -637.27 Deflection in: 0,00 0.00 0.00 V4.4D (cl 1983-96 ENERCALC LEGOLAND MINILAND 96240 SPACE AGE FACILITY TMB Date: 05/08/97 Page: l? GEORGE R. SAUNDERS ASSOCIATES, KW060361 -------·····--··--------·--···----····-·--·------·····------·· -·-·. ·-··· ··-··· I I I I I I I l,"7"':, ··-_--)' ~~- I I I I I I I U·.··-,. . I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MULTI-SPAN CONCRETE BEAM DESIGN\ t2-,.~-? \ LOAD CASE II GENERAL DATA 1 2 3- All Spans Simple Support ?? NO Span Lengths ft : 17.40 35.60 30.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Beam Width in: 24.00 24.00 24.00 Beam Depth in : 27.00 27.00 27_.oo CALCULAT~D VALUES 7 -OK--OK- -OK- Left: Max Mu k~ft : 0.0 -262.0 ~5o5.9 Mn* Phi k-ft :. 0,0 501.8 706.4 Center: Max Mu k-ft : 98.0 ,164.1 392.4 Mn* Phi k-ft : 433.8 433.8 433.8 ... Dist. to Mu ft : 5.92 15.90 . 18.00 Right: Max Mu k-ft : -262.0 -505.9 0.0 Mn* Phi k-ft : 501.8 706.4 0.0 Max Vu: Left k: 32.85 53.95 99.47 Right k: 62.97 67.66 65.74 Reactions: Left: Dead k: 10.01 73.42 91.89 .. (service) Live k: 1'1.08 8.31 22.63 Total k: 2·1.09 81.74 114.53 Right:Dead k: 73.42 91.89 27.19 Live k: 8.31 22.63 16.28 Total k: 81.74 114.53 43.47 Max. Defl. @ Mid Span in: -0.031 -0.315 -0.699 X-Dist ft : 6.15 15.90 16,80 BEAM DESIGN DATA-. - f'c psi: 4000 4000 4000 Fy psi·: 60000 60000 60000- Left: As-Top in2: 4.80 7.00 'd' to Bars in: 2.00 2.00 2.00 Center: As-Bottom in2: 4.20 4.20 4.20 'd' to Bars in: 24.50 24.50 24.50 Right: As-Top ih2: 4.80 7.00 'd' to Bars in: 2.00 2.00 2.00 APPLIED LOADS -- Use Live Load on This Span ? Yes No Yes Uniform ...... DL k/ft : 2.44 2.44 2.44 LL k/ft : 1,23 1.23 1.23 SHEAR STIRRUPS --· Stirrup Av@ Section in2: 0.40 0.40 0.40 Spacing Req'd @ Left in: 12.so 12.50 Req'd@ .2L in: 12.50 Req'd@ .4L in: 12.50 Req'd@ .6L in: Req'd@ .8L in: 12.50 12.50 12.50 Spacing Req'd @ Right in: 12.50 12.!;,0 12.50 QUERY VALUES ---- Location •.•.• ft : 0.00 0.00 0.00 Shear k: 32.85 53.95 99.47 Moment k-ft : -0.00 -262.01 -505.91 Deflection in: 0.00 Q.00 0.00 V 4.4D (c) 1983-96 ENERCALC lEGOLAND MINILAND 96240 SPACE AGE FACILITY TMB Date: 05/08/97 Page: 14 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I I I 1 .... (>)·': 1~·: I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MULTI-SPAN CONCRETE-BEAM DESIGN i ~\?-5 - LOAD CASE Ill GENERAL DAT A 2 3--- All Spans Simple Support ?? NO Span Lengths ft : 17.40 35.60 30.00 End Fixity: Pin:P.in Pin:Pin Pin:Pin Beam Width in: 24.00 24.00 24.00 Beam Depth ii;i .: 27.00 '?.7.00 27.00 CALCULATED VALUES-~ -OK--OK--OK- Left: Max Mu k-ft': o.b -451.6 -526.7 Mn* Phi .k-ft : 0.0 501.8 706.4 Center: Max Mu k-ft : 2.1 383.7 166.1 Mn* Phi k-ti: ; 433.8 433.8 433.8 ... Dist. to Mu ft : 1 .16 17.33 20.20 Right: Max Mu k-ft : -451.6 -526.7 0.0 Mn* Phi k-ft : 501.8 706.4 0.0 Max Vu: Left k: -3.77 95.91 68.80 Right k: 55.67 100.13 33.68 Reactions: Left: Dead k: 10.01 73.42 91.89 .. (service) Live k: -6.03 28.70 23.69 Total k: 3.98 102.13 115.59 Right:Dead k; 7:a.42 91.89 27.19 Live k: 28.70 23.69 -2.58 Total k: 102.13 115.59 24.61 Max. Defl. @ Mid Span in: 0.109 -0.879 -0.231 X-Dist ft : 11.37 17.56 1-9.00 BEAM DESIGN DATA -- f'c psi: 4000 4000 4000 Fy psi :· 60000 60000 60000 Left: As-Top in2: 4.80 7.00 'd' to Bars in: 2.00 2.00 2.00 Center: As-Bottom in2: 4.20 4.20 4.20 'd' to Bars in: 24.50 24.50 24.50 Right: As-Top in.2·: 4.80 7.00 'd' to Bars in: 2.00 2.00 2.00 APPLIED LOADS -- Use Live Load on This Span ? No Yes No Uniform ...... DL k/ft : 2.44 2.44 2.44 LL k/ft : 1 .23 1.23 1.23 SHEAR STIRRUPS -- Stirrup Av@ Section in2: 0.40 0.40 0.40 Spacing Req'd @ Left in: 12.50 12,50 Req'd@ .2L in: 12.50 12.50 Req'd@ .4L iri; " Req'd@ .6L in: Req'd@ .8L in: 12.50 12.50 Spacing Req'd @ Right in: 12.50 12.50 QUERY VALUES --- Location ..... ft : 0.9.0 0.00 _0.00 Shear k: 3.77 95.91. -68.86 · Moment k-ft : 0.00 -451.56 -526.67 Deflection in: 0.00 O.OQ 0.00 V 4.4D (cl 1983-96 ENERCALC LEGOLAND MINILAND 96240 SPAC!: AGE FACILITY TMB Date: 05/08/97 Page: /':> GEORGE .R. SAUNDERS ASSOCIAT~S. KW060361 1 ·---· . ~-··"-""" JOB ____ lE_-_rP_P_.l.A--1-.J-o ___ . _________ _ 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 SHEET NO.-~--~~~-- CALCULATED BY-----~- CHECKE.p BY------'----- l(p tb Ow OF DATE 5, 7,;.7 ,,:117 DATE SCALE rP A-ee A&£.; !=-A-Cdt. •• 1r1 ,' M-z s s -! : ,:; .:. :: • -0 0 T • < ... • t @ 1\ I @ l r I 17.4 ,$. (.p "e> C D "S~ICe WAV'S L ,F, Pt..~ I, 4-{_, F. /,,(,,, =-I, 7 4,w f:1-JO: wt>1.-= 0. /(p ( 1-z. U/2) =-o. '18 /lA.F vJ tA.. = CJ, I C1 ( G;, I J/5) = o , v /}::.,ti=' vozx-;:; o, ;rp ( &.,vs-+-7,s-/J= /. Sb ,/::A..F kJt,<_,--. c;, /c, ( &:f, B7s) a 01 '7'1 ~ 1/J O {_ ~ 0 I /(p C I '2., 1,1:;) = I. 1 C, 4F W I,{., -=-c9, / 0 (' ~. ~) ::: /, Z. ?:> le-tF (.) Iv I p-c;,~ ; W !) l. -:. C? , I f,,, ( /0, S) = /, (, Z:, t-J= W1,t.,-=-o, 1 o ( 10., s) = /,of> /u.F f-11(;:,:,I-/-, G-!JO .: c,,,..;D,_:: !?it(p(t::f. 8'75) =-/, S8>~ (l~l'v -;. 0, lo(1. e,?s)-=-o. Cjq IW WI) c.. -= 0, I f.R ( G, I 7,-S) = 0 , CJ-o J:.-,,...F (..01/-:. 0 . IO { b,, -is-) ':, 0 I (p I ~ (A.Jam ,.rr = 0, /5 (~(1-1-B>\ ~, 12-:J ,,_ / ::--r::;:;,t~W c:1-)Pctl,,.S?A-NS ~-fG-,U...)A7G we l.-0~ .J-1-::-'t1-,s11 cf~ ?-11 c~ '• 12-e,~s ~"$) ~A-CJ ~e: :t.) p L. + vL Av-s,pA-1,i,S jL) D t.; .kV....-$f At,Jc;. 1 f/._ GN O '2f A+-! S m) t>L.-k~ SfM~; u.,m.,rJot.e SfA+J ~-.. '· ' ,, •·· l~ ~- :~· ... ... .. ,:· ,_ -~-... -~--· ... ~•,;.-..,.-...-. --·--... r.._ ~.::.•·-·~· .. --~.~---··~.--;-:-~-~r..__. __ .., __ ..,_.,.,-.,,. ,._,... ___ ..,._ -~·---------~ -~ ........... -.. -·-----3-~~~---~'· MARTIN & DUNN, INC. JOB . /.Eb()/.AI.D Structural & Civil Engineers SHEET NO. ~ :J OF · 7801 Mission Center Col!rt Suite 400 ' SAN DIEGO, CA 92108 CALCULATED BY -tb DATE s,z7.q7 Phone (619) 497-2118 CHECKEq.sv . Fax (619) 497-0429 DIN DATE SCALE _'S_.f~-~-Aw ___ &_n'_?(_f.._li' ____ · .. ,_(_: -'-!h_----Z_5-'--'S ____ _ gooP 8~ lv01 SA (C0dt-) ((),4-~ mv-t-= mv-= Vv =- /2..A: 12-a =- /?-c.. =- /2--p :::: I 3Cf4-. z~ @@) ft:?'Sf. t):. a ® Jo+, '1' J/,e,I(.\ /C?o, 4-J(. I 4--c;, C?lt- 3 f. q k.. C2@. ( 4,c;"-t:>t..) ( (,~. t:J I:. Pt..) { q (f:4-I:.. 'Pt-) ( ·n . lP"-P'--) :JI. I :I. JI I z E ~,z, f?..G7.tv ~a.Jr ( ,f--'-e ·, fZ.B-S /::.?p.. q!YJ,., CA"(...C.$) {nA'f.-mv + = -e,q f: z..~) ~ t:!? f'nn-r == 4 ?;,3, q JC.' (I) ~7 e.orrom {n~. ((Iv-::: bto4-, z,"-' < cp(}'h-,-.. ?Pw,4-)f.1 :, _(7):1+~ T~e 'SI-/€~ t?-{rli.J'Pt;),z..ce, rtlG-10" {re. : ;z.e,~5 Po'/2--qy,, CA-t-i:::..s) ~ Vu =-/O'k '11<.. c:: q,V,-, ~ ua.,z,.!t. A•, ,Z-(,,(;;b=#f-STJ~llf'S @>/p":;,C,, ~ ( Fb/2-0NT1re-e-em l,15J,.J(;r{N-) (?)+t~ tP?~-(-j):fJr7 oOTTPCd ~ I .. t ... WG;, -:ff-4-: 'S1!~UfS i;:,...,f-;o1ft),c. ~ ', G/JTI {Z.(3-e,-en--m l,.e7,..)~ .• .. .. · - ,. ,. L .. ·. ·_:: •.· .. • ... · ., .. .. I I I I I I 1·9· t-·. h 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 MUL Tl-SPAN CONCRETE BEAM DESIGN RB-5A LOAD CASE I GENERAL DATA 1 2 All Spans Simple Support ?? NO Span Lengths ft : 17.40 35.60 End Fixity: Pin:Pin Pin:Pin Beam Width in: .24.00 24.00 Beam Depth i~ : 27.00 27.00 CALCULATED VALUES-\ -OK--OK- Left: Max Mu k-ft : 0.0 -414.4 Mn* Phi k-ft : 0.0 501.8 Center: Max Mu k-ft : 8.5 342.2 Mn* Phi k-ft : 433.8 433.8 ... Dist. to Mu ft : 2.32 16;61 Right: Max Mu k-ft : -414.4 -654.3 Mn* Phi k-ft : 501.8 706.4 Max Vu: Left k: 7.30 91.29 Right k: 59.24 104.76 Reactions: Left: Dead k: 3.95 66.94 .• {service) Live k: 1.04 33.42 Total k: 4.99 100.36 Right:Dead k: 66,94 94.43 Live k: 33.42 45.54 Total k: 10b.36 139.97 Max. Def!. @ Mid Span in: 0.087 -0.739 X-Dist ft : 11.60 16.85 BEAM DESIGN DATA-- f'c psi: 4000 4000 Fy psi: 60000 60000 Left: As-Top ini: 4.80 'd' to Bars in: 2.00 2.00 Center: As-Bottom in2: 4.20 4.20 'd' to Bars in: 24.50 24.50 Right: As-Top in2: 4.80 7.,00 'd' to Bars in: 2.00 2;00 APPLIED LOADS·--- Use Live Load on This Span ? Yes Yes- Uniform .••••• DL k/ft : 0.48 0.48 LL k/ft : 6.00 0.00 Partial. ••.•• DL k/ft : 1.96 LL k/ft : 1.23 X-Left ft : 0.00 X,Right ft : 35.60 Trapezoidal DL@ Left k/ft : 0;98 DL@ Right k/ft : 1.58 LL@ Left k/ft : 0.61 LL @Right k/ft : 0.99 X-Left ft : 0·.00 X-Right ft : 17.40 V4.4D {c) 1983-96 ENERCALC \ \ 3·- 30:00 Pin:Pin 24.00 27.00 -OK- -654.3 706.4 334.2 433.8 16.80 0.0 0.0 104.85 48.19 94.43 45.54 139.97 22.57 9.76 32.33 -0.572 17.00 4000 60000 7.00 2.00 4.20 24.50 2.00 Yes 0.48 0.00 1.68 1.05 0.00 13.00 1.58 0.98 0.99 0.61 13.00 30;00 LEGOLAND MINllAND 96240 SPACE AGE FACILITY TMB Date: 05127 /97 Page: l'rJ (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I 1. 8 . 1··; I I I I I I ·~ L-J I I I I I I I iv I - I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MULTI-SPAN CONCRETE BEAM DESIGN RB-SA LOAD CASE I ( ..... continued) Point ........ DL k: LL k: X-Dist. ft : SHEAR STIRRUPS. -- Stirrup Av@ Section in2: 0.4Q 0.40 Spacing Req'd @ Left iii: 12.so \ Req'd@ .2L i'\ : 12.50 Req'd@ .4L in: n Req'd@ .6L in: Req'd@ .SL in: 12.50 12.50 Spacing Req'd @ Right in: 12.50 11.93 QUERY VALUES --- Location ..... ft : 0.00 0.00 Shear k: 7.30 91.29 Moment k-ft. : 0.00 -414.46 Deflection in_: 0.00 0.00 V4.4D (c) 1983-96 ENERCALC 12.40 4.80 13.00 0.40 . 11.Q7 12.50 '12.50 12.50 0.00 104.85 -654.27 0.00 \ \ LEGOLAND MINILAND 96240 l?PACE AGE FACILITY TMB Date: 05/27 /97 . Page: /. ~ GEORGE R. ~AUNDERS ASSOCIATES, KW060361 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 921 08 (619) 497-2118 (619) 497-0429 fax MUL Tl-SPAN CONCRETE BEAM DESIGN RB-5A LOAD CASE II GENERAL DATA 2 All Spans Simple Support ?? NO Span Lengths ft : 17.40 35.60 End Fixity: Pin:Pin Pin:Pin Beam Width .jn: 24.00 24.00 Beam Depth in·: 2.1.00 27.00 CALCULATED VALUES--1--OK--OK- Left: Max Mu k0ft : 0.0 -236.0 Mn* Phi k-ft : 0.0 501.8 Center: Max Mu k-ft : 47.6 171.2 Mn* Phi k-ft : 433.8 433.8 .•• Dist. to Mu ft : 5.34 15.43 Right: Max Mu k-ft : -236.0 -522..9 Mn* Phi k-ft : 501.? 706.4 Max Vu: Left k: 17.55 52.75 Right k: 48.99 68.86 Reactions: Left: Dead k: 3.95 66.94 .. (service) Live k: 7.07 4.72 Total k: 11.02 71.66 Right:Dead k: 66.94 94.43 Live ·k: 4.72 21.85 Total k: 71.66 116,27 Max. Defl. @ Mid Span in: 0.019 -0,333 X-Dist ft : 13.80 15.66 BEAM DESIGN DATA-· - f'c psi : 4000 4000 Fy psi: 60000 60000 Left: As-Top in2: 4.1~0 'd' to Bars in: 2.00 2.00 Center: As-Bottom in2: 4.20 4.20 'd' to Bars in: 2.4.50 24.50 Right: As-Top in2: 4.80 7.00 'd' to Bars in: 2.()0 2.00 APPLIED LOADS -·-. - Use Live Load on This Span ? Yes No Uniform ...... DL k/ft : 0.48 0.4.8 LL k/ft : 0.00 0.00 Partial •..... -DL k/ft : 1.96 LL k/ft : 1.23 X-Left ft : 0.00 X-Right ft : 35.60 Trapezoidal DL@ Left k/ft : 0.98 DL@ Right k/ft : 1.58 LL@ Left k/ft : 0.61 LL@ Right k/ft : 0.99 X-Left ft : 0.00 X-Right ft : 17.40 V4.4D (c) 1983-96 ENERCALC 3- 30.00 Pin:Pin 24.00 27.00 -OK- -522.9 706.4 394.2 433.8 15.80 0.0 0.0 100.47 52.57 94.43 21.85 116.27 22.57 12.33 34.91 -0.714 16.20 4000 60000 7.00 2.00 4.20 24.50 2.00 Yes 0.48 0.00 1.68 1.05 0.00 13.00 1.!:?8 0.98 0.99 0.61 13.00 30.00 LEGOLAND MINILAND 96240 SPACE AGE FACILITY TMB Date: 05/27 /9.7' Page: Q._'O (continued on next page .... ) GEORG!: R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I® I I I I I I I r::?::~ I\J I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MUL Tl-SPAN CONCRETE BEAM DESIGN RB-SA LOAD CASE II ( ••••• continued) Point........ DL LL k: k: X-Dist. ft: SHEAR STIRRUPS -- Stirrup Av@ Section in2 : Spacing Req'd @ Left ib : Req'd @ .2L i~ : Req'd @ .4L in : Req'd @ .6L in : " Req'd @ .SL in : Spacing Req'd @ Right in : QUERY VALUES ---- Location .. .. • ft : Shear k : Moment k-ft : Deflection in: V4.4D (cl 1983-96 ENERCALC 0.40 - 1:2.50 12.50 0.00 17.55 -0.00 0.00 0.40 12.50 12.50 12.!50 0.00 S-2.75 s236,01 0.00 12.40 4.80 13,90 0.40 12.50 12.50 12.50 12.50 12.50 0.00 100.47 -522.90 0.00 \ LEGOLAND MINILAND 96240 SPACE AGE FACILITY TMB Date: 05/27 /97 / Page: 2..\ GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I ~ lie) I I I I I I ' J __ ;;, I I I I I I I .f!j) I . I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 921'08 (619) 497-2118 (619) 497-0429 fax MUL Tl-SPAN CONCRETE BEAM OESIGN RB-SA LOAD CASE Ill GENERAL DATA 1 2 All Spans Simple Support ?? NO Span Lengths ft : 17.40 35.60 End Fixity: I : .Pin:Pin Pin:Pin Beam Width in: 24.00 .24.06 Beam Depth .\ 27.00 27.00 m: CALCULATED VALUES -t -OK-:OK- Left: Max Mu k-ft : 0.0 -434.0 Mn* Phi k-ft : o.o 501.8 Center: Max Mu k-ft : 0.0 383.9 Mn* Phi k-ff : 433.8 433.8 ... Dist. to Mu. ft : 0.00 17.33 Right: Max Mu k-ft : -434.0 -544.8 Mn* Phi k-ft : 501.8 706.4 Max Vu: Left k: 4.7;2 94.91 Right k: 47.60 101.14 Reactions: Left: Dead . k: 3.95 66.94 .. (service) Live k: -6.03 28.70 Total k: -2.08 95.64 Right:Dead k: 66.94 94.43 Live k: 28.70 23.69 Total k: 95.64 118.12 Max. Defl. @ Mid Span in: 0.126 -0.880 X-Dist ft.: 10.79 17.33 BEAM DESIGN PATA -- f'c psi: 4000 4000 Fy ,psi: 60000 60Q00 Left: As-Top jn2: 4.80 'd' to Bars in ; 2.00 2.00 Center: As-Bottom in2: 4.20 4.20 'd' to Bars in: 24.50 24.50 Right: As-Top in2: 4.80 7.00 'd' to Bars in: 2.00 2.00 APPLIED LOADS -- Use Live Load on This Span ? No Yes Uniform ...... DL k/ft : 0.48 0.48 LL k/ft : 0.00 0.00 Partial.. .... DL k/ft : 1 .96 LL k/ft : 1.23 X-Left ft : 0.00 X-Right ft : 35.60 T.rapezoidal DL @Left k/ft : 0.98 DL@ Right ,k/ft : 1.58 LL@ Left k/ft : 0.61 LL@ Right k/ft : 0.99 X-Left ft : 0,00 X-Right ft : 17.40 V4.4D (c) 1983-96 ENERCALC 3- 30.00 Pin:Pin 24.00 27.00 -OK- -544.8 706.4 165.4 433.8 18.40 0.0 Q.O 71.34 27.22 94.43 23.69 118.12 22.57 -2.58 20.00 -0.258 18.20 4000 69000 7.00 2.00 4.20 24.50 2.00 No 0.48 0.00 1.68 1.05 6.00 13.00 1.58 0.98 0.99 0;61 13.00 30.00 LEG OLAND MINILANP 96240 SPACE AGE FACILITY TMB Date: 05/27 /97 p) Page: 2. i. (continued on next page .... ) G.EORGE R. SAUNDERS ASSOCIATES; KW060361 I I I I I I I I I I I I I 1, ... ~··.:3.· .... ,·.:.:.:·· I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MUL Tl-SPAN CONCRETE BEAM DESIGN RB-SA LOAD CASE Ill ( ••••• continued) Point ........ DL k· .. LL k: X-Dist. ft : SHEAR STIRRUPS·-- Stirrup Av@ Section in2': 0.40 0.40 Spacing Req'd @ Left in: 12.50 Req'd@ .2L ih: 12.50 " Req'd@ .4L • I m.: Req'd@ .6L in: Req'd@ .SL in: 12.l50 12.50 Spacing Req'd @ Right in: 1~.50 12.50 QUERY VALUES -- Location ..... ft : 0.00 0.00 Shear k: -4.72 94.91 Moment k,ft : 0.00 -433.98 Deflection in: 0.00 0.00 V4.4D (c) 1983-96 ENERCALG 1~.40 4.80 13.00 0.40 12;50 12.50 12;50 0.00 7i.34 -544.84 0.00 \ LEGOLAND MINILAND 96240 SPACE AGE FACILITY TMB Date: 05/27 /97 Page: 2. ':, GEORGE R. SAUNDERS ASSOCIATES, KW060361 ...,, ~-..,,. -.-... • .. ·-• -.,..,. .-..•-,..,.. .... ,___,.. -~ ,,..._.<_._,,, _____ ,,_.,_, .. -..---.-· ----~ ---.-.... -.. -.... _ --• --------•• ~ --'·· -~·~_,., ___ _, _____ -------~·•-·--·--•-~. --· -----·-····-'" . --· 1--~-----~~o,-0 M -~------~~™------ MARTIN & DUNN, INC. JOB U;bpt,,.,4-µ[) . . . I ::- I I I: I: Structural & Civil Engineers SHEET No.. 24 . oF __ ___,... __ _ 7801 Mission Center Court Suite 400 .LL · ' SAN DIEGO, CA 92108 CALCULATED BY ·r,;o DATE. 5 · '7,:17 Phone (619) 497-2118 b\J Fax (619) 497-0429 CHECKE;Q BY----~----DATE----- . I m1..t"' / B-'1. o J(., .... _(4:J # ,7 a -rm ~m;·11 ..,~(?(1e;)(?.f.s)= J. ,z91~ z_ ¼ ~ /;1-{t",Cf)t-t.7{?, c-;)= 35,t.,,. cf-I G-e-t:-d. --::_ -i1-.1!!,z._-:-:_ 1/-;._ -t?.87 s :: -:z ,. 5'b 11 -, ?:I, s'' 11::,c;.pm-~ -~ . Z- ~.,.J~ (?GtAJFO~fftG-&?T: VuJJi~t = ~?. ,_ c;, ~o ( ~-~?){!.+) =-34:_e<~ I'.} )'12..b ·, q;Vc-::: cp z Cr_~ wc:'r _ · = 0, BS ( 2)( f000) 2:-(;e,) { zt .$) p~;o_E. =-4-J. (.p ~ i (PV c;, = 20, 'b1'--<-'?J 4i e/·-.', m 10 '5He3:?+-/L /2-G--tOF. Av rn1~ = es O c, '5) CIC?) :::-0, 1 ? !11 '2 -< 0.L\.-Oln 2. . 2. c:;$. ;Ii' 4 STl~es (;oooo _ ' a:f-1 c,I. e,e,. vs e . ~ I e} 'L 1-4--21 ~ eo1ve-ll£:: TS 16 ~ vJ/ (4-) # 7 E>c7N'vfYJ f,. c+) # :s 7op ~V -Z-~+ -B: ST/~~. C?t-T· /Olio~ ' ' ~-~ ... ~ ..... --·~-. -·---··-r---.. --,..-....... -,,.,~ .. "--·.~----ro·--.. ~..-~ ~----__________________ __,,__. _____ -----~--·-----------------·-··· ------·---------------------------..... . .. ,· .-·· ,. -'• :: ,. .· .. ·' ., ... ... :;,__-._~ __ (-: I I I I I I I I I I- I I I I U ... . I I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 · San Diego, California 92108 LEGOLAND MINILAND 96240 (619) 497-2118 (619) 497-0429 fax CONCRETE BEAM DESIGN RB-6 BEAM DATA Beam Span Beam Depth Beam Width = 'T' Flange Thickness Beam is Rectangular Web Spacing = Beam Wt. Ignored Effective Slab Width = REBAR LAYOUT Bars @ Center of Beam .... 4 -# 7@ d = 21.5 in Mn* Phi : Center Mn*Phi: Left Mn*Phi : Right = Vn*Phi: Left Vn*Phi: Right = 14.50 ft 24.00 in 18.00. in 0.00 in n/~ \ I 18.00'in 219.3 k-ft 0.0 k-ft 0.0 R-ft 82.4 k 82.4 k \. SPACE AGE FACILITY TMB Da.te: 05/2,7 /97 Page: 2.5 DESIGN DATA LOAD FACTORS USED----- f'c Fy 4000 psi 60000 psi Seismic Zone = 4 Live Load not combined w/ Short Term End Fixity Concrete Weight Stirrup Area Pin:Pin 150.0 pcf 0.400 in2 ACI 9-1 & 9-2 DL = ACI 9-i & 9-2 LL ACI 9-1 & 9-2 ST .... Seismic = $T ACI 9-2 Group Factor ACI 9-3 Dead Load Fact ACI 9-3 Short Term USC 1921.2.7 "1.4" Factor USC 1921.2.7 "0.9" Factor * 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 APPLIED LOADS---~-------- Uniform Dead Loaq = 0.30 k/ft from 0.00-> 14.50 ft Point Load: Dead Load = 17.40 k, Live Load = 8.90 k, @ 5.50 ft Point Lc;,ad: Dead .Load ;= 7 .60 k, Live Load = 2.80 k, @ 7 .00 ft SUMMARY--·-'--~------------------- ACI Equations ... 9-1 9-2 9-3- Mu : Center 189.0 123.8 79.6 k-ft Mu : Left 0.0 0.0 0.0 k-ft Mu : Right = 0.0 0.0 0.0 k-ft Vu : Left 34.8 22.9 14.7 k Vu : Right = 24.7 16.7 10.7 k Reactions Deflections Left Right Upward Downward-- DL+[Bm Wt] = 16.91 k 12.44 k 0.000 in at 14.50 ft -0.063 in at 6.96 ft DL+LL+[Bm Wt] 23.88 k 17.17 k 0,000 in at 14.50 ft -0.138 in at 6.96 ft DL+LL+ST+[Bm Wt} = 16.91 k 12.44 k 0.000 in at 14.50 ft. -0.062 in at 6.96 ft SHEAR STIRRUP REQUIREMENTS Region 0.0ft 2.4ft 4.8ft 7.2ft 9.7ft 12.1ft 14.5ft Stirrup Spacing 10.75 in 10.75 in 10.75 in 10.15 in 10.75 in 10.75in 10·.75 in Max Vu in Region 34.75 k 34.51 k 33.49-k 23.43 k 23.43 k 24.44 k 24.69 k ADD'L DEFLECTION DATA SECTION ANALYSIS . Neutral Axis 5.80 in Evaluate Moment Capacity: Center Left Right I: Gross =20736.0 in4 X : Neutral Axis 2..76 in 0.00 in 0.00 in I: Cracked = 5929.5 in4 a =beta* x = 2.35 in 0.00 in 0.00 in E : Elastic Modulus = 3605.0 ksi Compression 1n Concrete = 143.7 k 0.0 k 0.0 k Fr: 7.5*(tc)· .5 = 474.3 psi Sum [Steel comp. forces] = 0.0 k o.o k 0.0 k Z:Cracking = 137.9-ksi Tension in Reinforcing = -144.0 k 0.0 k 0.0 k Mer: Cracking 6?.3 k-ft ·For Evaluation of Max. As For Ductlle Failure .... Ms:Max DL + LL 126.8 k-ft X-Balanced = 12.72 in 0.00 in 0.00 in R1 = (Ms:DL+LL)/Mcr = 0.539 Xmax = Xbal * 0.75 = 9.54 in 0.00 in 0.00 in Ms:Max DL +LL+ ST ·= 87.8 k-ft a-max = beta*Xbal 10.82 in 0.00 in 0.00 in R2 = (Ms:DL+LL+ST)/Mci= 0.778 Compression_ in Concrete 496.4 k 0.0 k 0.0 k l:eff ... Ms(DL+LL) = 8246.6 in4 Sum [Steel comp. forces] 0.0 k 0.0 k 0.0 k l:eff .•. Ms(DL+LL+ST) =1:2903.7 in4 Total Compressive Force = 496.4 k 0.0 k 0.0 k As Max.= Tot Force / fy = 8.27 in2 0.00 in2 0.00 in2 V4.4D (c) 1983-96 ENERCALC . GEORGE R. SAUNDERS ASSOCIATES, KW060361 1·n-•••-----w••••• --------:-------:• < ,,.,_·-~---- • MARTIN & DUNN, INC. Joa-'--~-__ tfJ_(s,_o_~ ___ . _________ _ IS) I,.::; .. I I- Structural & Civil Engineers SHEET No. 2.-b oF . _ 7801 Mission Center Court Suite 400 -+L · '7 ~ SAN DIEGO, CA 92108 . CALCUlATEDBY---,----~00--,-_ ~ATE. 5 • 'Z ,-,_ 7 Phone (619) 497-2118 nvJ Fax (619) 497-0429 CHECKEf?BY ______ ...,.V......;.__DATE _____ _ scALE _'5'--.;P ...... · M-e'---'-=---~--____;;;;_e_FAC.-1_""' __ '-_1T_'f'--:~fJ1.:..;._-..;...z_s_s __ _ If /I JB y.~ c.ovc. 8e'Arn l q.t./· { '-, 8t.o t.) 'Se;v.J;ce WP<OS Wpl:::: 0,1~( ~)-ro,15 { £)(+.s)-1-015( ft)( :2.1;_{) = I. 7. /~ /A)~ -:-O, /c; {~)::: 0, 7C/ /C-,1..r m,.; + = 1.t>. bit-' ( 2..):#.; 8,m As .. (?, b2./n t. 4'fh1/mv = 5~,o /22,,ro: Z.o:;, '? I, 3~ :. STt-~ l.4-DL /-7 ~ ,, : ,. . ,c;,p STL-= o. 'r ( o,t:,2) = tJ, 'Z $ I~ 2 '~4:>2 ,~1.. . { ?--) -+I 5 ,of . chec/c....J-=-Vf--I 1/z -1/-;;.. ..... (),(.,,Z-5'::. -:;z./, (pC/"? 2-/. 5 11 /$.."b/./111~ ~ -:z:.. cJ>\Jc. -::-cf> '2 ( I 1t::-)11 '" low J : o,Bs(2.,)(1oco)112-(8)(2-f, s) _ It -;;. (8,1?µ_ -j O)vc ... 1, B I< -; 7, 1 , , /JO $ 71 ~p S /Z:r~-~ LO /YSe: ,• /&/Ix 2-£ .[;ee-p CQ/.Ju..G-Te: /3~ w/('2):i'I 5 8t7T,om $ l?):fts r0e. . . -~. ,.. -,;o ~ ':: .._ tr -~ :') ~ "'· 4:' ,._ CO -N ..-, -1,-I.:. .._ :;, +--• f'\ ":' : .; i.. <I' .. r~ f' ~· U .,:. ._ '::c. .. ;. .-. ,.. ._. l:> •• ~ ..-r., I:'< _,. ~ -"-.Z -",, i:-. '"'°;l l.7-------~..... .. -... -.----..-------- ,· f· r " ,· ., .. ,. ~.: '•. ,• ,· I I I I I I I I I I I I I I ( '• -lu I MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 LEGOLAND MINILAND 96240· (619) 497-2118 (619) 497-0429 fax CONCRETE BEAM DESIGN RB-7 BEAM DATA Beam Span Beam Depth = Beam Width = 'T' Flange Thickness Beam is Rectangular Web Spacing = Beam Wt. Ignored Effective Slab Width REBAR LAYOUT Bars @ Center of Beam ...• 2 -# 5 @ d = 21.5 in .8.00 ft 24.00 i.n 8.00in 0.00 in n/a i 8.odin \ SPACE AGE FACILITY TMB Date: 05/27 /97 Page: '21 DESIGN DATA LOAD FACTORS USED--- f'.c Fy Seismi<, Zone = 4000 psi 60000 psi 4 Live Load not combined w/ Short Term End Fixity Pin:Pin Concrete Weight = 150.0 pcf Stirrup Area = 0.490 ,irl2 ACI 9-1 & 9-2 DL = ACl9-1 &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 = UBQ 1921.2.7 "0.9" Factor = 1.40 1.70 1.70 1.10 0.75 0.90 1.30 1.40 0.90 APPLIED LOADS-~---------- Uniform Dead Load = 1.70 k/ft from 0.00 ~> 8.00 ft ·Uniform Live Load = Q.70 k/ft from 0.00 -> 8.00 ft -------------------~~ SUMMARY--'---'--~~-~--------~---- Mn* Phi : Center Mn* Phi : Left Mn*Phi: Right = = = 58.0 k-ft 0.0 k-ft Q.0 k-ft 18.5 k ACI. Equations ..• Mu : Cen,er = Mu : Left = Mu : Right = 9-·1 9-2 9-3- 2~.6 19.0 12.2 k-ft 0.0 0.0 0.0 k-ft 0.0 0.0 0.0 k-ft 7.8 5.2 3.3 k Vn*Phi: Left Vn*Phi: Right 18.5 k .Reactions Vu : Left Vu : Right 7.8 5.2 3.3 k Deflections~-------- DL+[Bm Wt] DL+LL+[Bm Wt] DL+LL+ST+[Bm Wt] Left 6.80 k 9.60 k 6.80 k SHEAR STIRRUP REQUIREMENTS Region 0.0ft Stirrup Spacing = Not Reqd Max Vu in Region 7.81 k ADD'L DEFLECTION DATA Neutral Axis 4.59 in I: Gross = 921 6.0 in4 I: Cracked == 1684.0 in4 E : Elastic Modulus == 3605.0 ksi Fr: 7.S*(tc)• .5 = 474.3 psi Z:Cracking = 132.6 ksi Mer: Cracking -. 30,4 k.:ft Ms:Max DL + LL i 9.2 k-ft R1 = (Ms:DL+LL)/Mcr = l.581 Ms:Max DL+LL+ST 13.6 k-ft R2 = {Ms:DL+LL+ST)/McF= 2.232 l:eff ..• Ms(DL+LL) = 9216.0 in4 l:eff ..• Ms{DL+LL+ST) 9216.0 in4 V 4.4D (cl 1983-96 ENERCALC Right 6.80 k 9.60 k 6.80 k Up.ward 0.000 in at 0.00 ft 0.000 ln at 0.00 ft 0.000 in, at 0.00 ft 1.3ft 2.7ft 4.0ft 5.3ft Not Reqd Not Reqd Not Reqd Not Reqd 7.81 k 4.76 k 4.76 k 4.76 k SECTION ANALYSIS Evaluate Moment Capacity: Center X : Neutral Axis = 1.61 in a =beta* x = 1.37 in Compression in Concrete -· 37.2 k Suin [Steel comp. forces) 0.0 k Tension in Reinforcing = -37.2 k For Evaluation of Max. As For Ductile Failure ..•• X-Balanced = i2.72 in Xmax = Xbal * 0.7.5 9.54 in a-max = beta*'Xbal 10.82 in Compression in Concrete = 220.6 k Sum. [Steel· c;:omp. forces] 0.0 k Total Compressive Force .-220.6 k As Max.= Tot Force/ fy -3.68 in2 Downward-- -0.005 in at 4.00 ft -0.007 in at 4.00 ft -0.005 in at 4.00 ft 6.7ft 8.0ft Not Reqd Not Reqd 7.81 k 7.81 k Left Right O.OOin 0.00 in 0.00 in 0.00 in 0.0 k o.o k 0,0 k 0.0 k d.O k 0.0 k 0.00 in 0.00 in 0.00 in 0.00 in 0.00 in 0.00 in 0.0 k 0;0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.00 in2 0.00 in2 GEORGE R. SAUNDERS ASSOCIATES, KW060361 MARTIN & DUNN, INC. Structural & Civil Engineers . 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOe-----,----'"--"{,,,EbO'"""""'_f...At....J'0_-,--------------- 2~ SHEET NO.---------------,-~-__ OF---------'--PV'J /-+ f,,. .· . 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" MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 921'08 (619) 497-2118 (619) 497-0429 fax RECTANGULAR CONCRETE COLUMN DESIGN TYPICAL COLUMN LEGOLAND MINILAND 96240 SPACE AGE FACILITY TMB Date: Og/27 /97 Page:?\ DESIGN DATA COLUMN DATA LOAD FACTORS USED--- f'c 4000 psi Fy = 60000 psi Seismic Zone 4 Live Load not combined w/ Short Term Eff. Length Factor i.oo Column is Braced \ Total Reinf. Area ... % Steel 1 3.16\n2 1.23 % Column Depth Width Height Rebar Layout ... = 16,00 in 16.00 in 15,00 ft Set #1: 2 - # 8 at d = 13;00 in Set #2: 2 - # 8 at d = 3.00 in ACI 9-1 & 9-2 DL ACI 9-1 & 9-2 L,.L = 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 192.1 .2. 7 "1 .4" Factor UBC 1921.2.7 "0.9" Factor = 1.40 1.70 1.70 1 .10 0.75 0.90 1.30 1 .40 0.90 Axial Dead Load Live Load Short Term Eccentricity 124.00 k APPLIED LOADS~----..,a.------------------- Momerits ..• @Top @Bottom· Pu : Max. Factored Pn*Phi @ Design Ecc. Mc= Delta:B*M2b + Delta:S*M2S- Final Eccentricity Magnification Factor Design Eccentricity Po* .80 P: Balanced Ecc: Balanced 56.40 k Dead -= 0.0 0.0 k-ft 0.00 k Live = 0.0 0.0 k-ft . Short= 0.0 0.0 k-ft 0.00 in SUMl'y1ARY---'-------SLENDERNESS CHECK 9-1 9-2 9-3 = 269~5 1.73.6 111.6 k 587.6 587.6 587.6 k QK OK OK = 24.3 15,6 10.0 k-ft 1.08 1:08 1.08 in 1.36 1.26 1.15 = 1.47 1 .36 1.25 in 839.4 839.4 839.4 k = 339.45 339.45 339.45 k 7.51 7.51 7.5-1 in Actual kLu/r Beta = 37.50 = 0.85 Elastic Modulus 3605 ksi 9-3 9-1 9-2 Neutral Axis Dist 15.97 in 16.22 in 16.48 in Phi = 0.70 0.70 0.70 Limit kLu/r 34.00 34.00 34.00 Beta = M:sustained/M:max -0.644 1.000 1.000 Cm 1 .000 1 .000 l.000 El = Max[(.2*Ec*lg+Es*ls)/(1 +Beta) -or-.4Eclg/(.1 +Beta)J/1000000 Pc : Pi2 * El / (kLu)• Alpha: MaxPu / (Phi * Pc) Delta:b=Cm/(1-Alpha) Delta:b * M2b Delta:s * M2s Ecc: Ecc Lds + Moments Design Ecc = Ecc*Delta = 4790 3938 3938 = 1459.02 1199.47 1199.47 = 0.264 0.207 0.133 = 1 .358 1.261 1 .153 = 0.0 k-ft 0.0 k-ft 0.0 k-ft o.o k-ft 0.0 k-ft 0.0 k-ft = 1.080 in 1 .080 in 1 .080 in 1.467 in 1.362 in 1.246 in V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 ~--..,!,'"••, ..... -._."f_ . ..._.,.,~-~ .<>'\_,...,...., .. -..--.......... ~~· .. -~~~•• ..... ~ ........... ,.--,~-~---------11·...--·~•• ···P----·-.--:;-~-,~--· ·-·----... --.. --,--.----~--... -·-----...... ~-----,·------ t•~ ........ __ _ 1 ·~• ••~ •u OO-a·,~-----·-# ----,--~=-«-~-------... · ·--~--~~-~----,-iC. ~~~tW< ;:Jo:l!if>~.i 1'-'W'IIH 'R:;'t,~., i,:,10~,.,.!l_, MARTIN & DUNN-, INC. . JOB -,.;;;;.·-~_____;:;."b--..;.,P....;;LA-l,.5[);.:....:..:_·=· ------,,----------- ~ z. Structural & Civil Engineers SHEET No. -------=-":...._-----'--'--oF _ 7801 Mission Center Court· Suite 400 th_ ,. . SAN DIEGO, CA 92108 CALCULATED BY _____ __;:...._~-DATE .. -6· q: q7 , ·::> Phone (619} 497-2118 "'t.,v I Fax (619) 497-0429 CHECKE!) BY----'---'-'''-'--/-----'-----DATE------ I SCALE 9.fA:e-e,, /26>$-n4-?-t 1-1ry,1 n1~ 2-s, . . --- . I f' . . . .. ' ... /&1('1,-//,ll U)NC, Cc(, , : f PL-= J/2.b, 0 f f.o -= /2 4, 0 fe- f?v._-= .'Sf?,.4-r-_. . e =-o -~ ' f\ I I l ' p.:::. -= f 000 f5 j 'f~C, 4-4 ' t!. .. cH&cj::.. cx1J7 prrr 1 '~ q' ;,<. ,:-,/' t=-TCR. SF-== /z+.o-f9.,,,ff t), I? ('1)'2(/ •. 5)~ 24-5'2-fSP c,/<.. 8,/ t::f f__ 0 X t:f !_. 0 .><-I~ G C-,ON C,. /=-"T C-e t,<l/ ('1) # 7 &A-w~_ B07-rorYJ ' ... ' . -·---~ ...... ,, __ . ~ ... . ~~ ... -· -.. .. i ; ., :.1 ., ,,. ~-. .. I I I I I I I I I 1- 1 I I 1 ... -... CJ . I I MARTIN & DUNN, INC. 7801 Mission Center Court,. Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax SQUARE FOOTING DESIGN CONCRETE COLUMN FOOTING LOADING DAT A Dead Load Live Load Short Term Load Seismic Zone \ k: k: k: psf: Ov~rburden Weight Cor¼bining Live & Short Term Loads ? V4.4D (c) 1983-96 ENERCALC . FOOTING DATA Size {Length. & Width) ft: Thickness in: # of Bars Repar 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 ·tt: CALCULATED FORCES --- Maximum Static s·oil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure 1-Way: Allowable Shear Vu/Phi 2-Way: Allowable Shear Vu/Phi Mn Mu/Phi psf-: psf: psf: psf: psi: psi: psi: psi·: k-ft: k-ft: REINFORCING.;...·---- Actual Bar Depth Min. Allow % Reinforcing 200/Fy Req'd ·Per Analysis USE ....... Rebar Area Req'd Total Area Req'd in: %: in2/ft': in2: REBAR CHOICES --- Q4antity of: #4 Bars #5 Bars #6 ·~ars #7 Bars #8 Bars #9 Bars #10 Bars 1 124.00 56.40 0.00 4 0.0 Yes 9,00 18.00 9 7 16.0 4000 60000 3.0 150.0 2500 1.33 o.oo 2452.2 2500.0 2452.2 3325.0 126.5 64.2 253.0 179.3 42.4 29.7 14.56 0.0014 0.0033 0.0021 0.0342 0.50 4.48 23 1.5 ,., 8 7 5 5 LEGOLAND MiNILAND 96240 SPACE AGE FACILITY TMB . Date: 05/27/97 ./ Page: 3'b GEORGE R. SAUNDERS ASSOCIATES, KW060361 1----~~--~-~·--~------·~- MARTIN & DUNN, INC. JOB (&:(s?e?~ o .a, . . Structural & Civil Engineers SHEET No.--.--'-----'?-~_,__ __ oF ____ _ 7801 Mission Center Court Suite 400 "L · : SAN DIEGO, CA 92108 CALCULATED BY fp DATE. ,;. '1 I ,::17 Phone (619) 497-2118 O·-:\ Fax (619) 497-0429 CHECKE~ BY \I'#. DATE----- SCALE es.eA:Ce ~e rAat.,,.111: m-z~s 0/'(U__ pes;~ d e:£:l\V\ L~ . . ,Ac;,/ .s18 1 . -$'~T, 14-, -51 '2 PGSfuJ AX-I~ l$J-7{3T~7'-/, 4>P,,w ~o,&:,54>/:}_ Ay [j{:Ji)j . : \ . , I . ~he:~ .. :: ..... , ___ cf-:. 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PF.O~UCT ~1-T 'A'i!:iis_, Inc Grofor,,. fl.ass 014il 1c Ott!l'lr !'riOt~ETOLL FREE i·S00-225·WSO -· .. :·.·' ·:: ..... .... --~ . .. MARTIN & DUNN, INC. Structural & Civil ,Engine~rs 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-.0429 tJ /<G Se,/5(r?JC, . (.;i;;MS ··{wuf)_ lOA-tJ t-A-se JI): v~·i%JL ·-· ... -- kJA1,-l, Fv .. Ft- I ·_3_41J:.. t. /, (,$/C-: s .... . -.. /.7{.t?f( - 4--/2,.'3. /". 4-. f?7 k- 5 &,z/· -l;>~ I o1'- C;;, /3.s''-. -, 0, 7...7 /:- 7 Z..i J ,, . .-C?,1?..~ f:? /~.ok.. . -o.&1"° '1 50.Jfi-. -,Z, f;Cj >:. '1 JOB -....:~a.....,..°b"--'t>_t.A,J"[)'--_ --"------------- SHEET NO. ______ 4'-'--'e:, ___ OF------ CALCULATED BY __________ -fb-'---_ DATE --'5=----",7,...,.·---'·1_,_7 __ _ CHECKEb BY __ . ....,O'-vl-=··-'----DATE------'----- ·+ . WkK-"' U?A-t? .SiJYVlMM--,'{ . . . f . T~·4(p4-~ t-1 {i ll-"rt-t I ':, o.vT H ~T/wE-ST . Frra~~© Ftt?Jkl..,(D. 'Fun,;,d_ -5. 4-1~ .. '$._ C, £;/'-: /43.&J!. l.&sk-..,2,75~ /'52.-:-:,lt- I 7cPI' J • . -:'Z.,Cf ¢ 81--.2):. /28,-t?/l I Z. ?;, It -34-. 7 Jt. &,, z. fi.' (p,f'' (), 'i /"' 5/t. ?, t 4-.c, }!. /,q /l. 4-IL 2. .J .. 1,,&;;.{p~ ~. tpfL l~,"t)~ {q,z}-4-,qt '5c;,-1 I' ' c; 1; c;k--:2-(?. (p µ. --;··-······ ..... -....... -...... -------~··· -·-.. ·-.... --.. ~ -. ·~--.. ... • •• I;< .. :. · ... ;, !~ •: ,. ~ .. .. ,: ,. ' ,. .. ,. .• ,· ... ... ? . , .. •.· I -49 I TABLE T-1a Coefficients for Deflection and Rigidity of Walls or Piers for Distribution of Horizontal Forc~s . . · · For use of Table see design of one story building. -:9-· .. :. ·: .. ··. 1·-:.· I I I I I I 1· I I I I I I f I Fixed Wall or Pier he Cantilever Wall or Pier llF -# #" •·+ p p ~ .. LiF= Deflection of wall or pier --;:'~:t;} ~~= Deflection of cantilever I 1 !'-fixed top ~nd bottom. wall or pier ~-'· ··-" ·.·:r· ... . --~ ·::. ~~ . ' ·-<? AF= _f_ [(~)3 +3(~)] ·-\~->~r:: Ac= E:t [ ~(~Y +3~~)] : I h I h : ·Em t .-v· ••• ... ... ·., .. : i .-.~·;;.) -.1(¾)3 (h) · __ ,·,--~ .4 (¾)3+ .3(¾) ' .6 F = .-.··: Lie= i .· ... :---:. +.3d --~~ . . . :"rl' -:.· . p -+" ...e. -,-.. , .••• , ··1 --_I Rigidity of cantilever , ............ , ... RF= _I \ Rigidity of fixed Re= ; d AF \wall or pier. ~-d . ~ Lie wall or pier. --\ \ ' P = 100,000 pound$; t = I"; Em= 1,000,000 psi .. . . r Re Ac I AF hid AF Ac RF l h/d A F RF ! Re h/d Ac RF Re 0.36 .113 .i27 8.876 7.895 0.71 .249 .356 4.0·19 2.808 0.37 .116 .131 8.616 7.618 ·. 0.72 .253 .365 3.948 2.738 0.38. .120 .136 8.369 7.356 0.73 .258 .375 3.877 2.670 0.3.9 .123 .141 8.1'35 7.106 0.74 .263 1.384 3.809 2.604 ·0.40 .126 I .146 7.911 6.868 0.75 .267 .394 3.743 2.540 0.41 .130 .15_1 7.699 6.642 0.76 .272 .404 3.678 2.478 · 0.42 .133 .156 · 7.496 6.425 .o.77 .277 .414 3.615 2 .. 418 0.43 .137 .161 7.302 6.219 0.78 .282 .424 3.553 2.360 0.44 .141 .166 7.117 6.021 0.79 .286 .434 3.493 2.303 0.10 .030 .030 . 32.895 33.223 0.45 .144 .172 6.939 5a833 0.80 .291 .445 3.434 2.248 0.11 .033 .034 30.181 29.822 0.46 .148 .177. 6,769: .5.652 0.81 .296 .456 3.377. 2.195 0.12 .036 .037 27.645 27.255 0.47 .151 .183 6.606 5.479 0.82 .301 .467 3.321 2.143 0.13 .039 .040 25.497 25.076 0.48 .155 .188 6.449 5.313 o:s3 .306 .478 3.266" 2:093 0.14 .042 .043 23.655 23.203 0.49 .159 :, 94 6.299 5.153 0.84 .311 .489 3.213 2.045 0.15 .045 .046 22.057 2,-_575 0.50 .163 .200 6.154 5.000 0.85 .316 .501 3.160 1.997 0.16 .048 .050 20.657 20.146 0.51 .166 .206 6.015 4.853 0.86 .322 .512 3.109 1.952 0.17 .052 .053 19.421 l8.880 0.52 .170 .212 · 5.880 4.712 0.87 .327 .524 3.060 1.907 0.18 .055 .056 18.321 17 .792 0.53 .1.74 .219 5.751 . 4.576 : 0,88 .332 .537 3.011 1.864 .0.19 .058 .060 17.335 ·16.738. 0.54 .178 .225 5.626 4.445 . 0.89 .338 .. 549 2.963 1.822 0.20 . 061 .063 .16.447 15.823 0.55 .182 .232 5.506 . 4.319 0.90 .343 .562 2.916 1.781 0.21 .064 .067 15.643 l4.992 0.56 .186 .238" 5:389 4.197 0.91 .348 .574 2.871 1.741 0:22 .067 .070 14.911 14.233 0.57 .190 .245 5.277 4.080 0~92 .354 .588 ·2.826 1.702 0.23 .070 .074 14.242· 13 .. 538 0.58 .. .194 .25~ 5.'t68 3.968 0.93 .359 .601 2.782 1.665 0.24 .073 .078 13.627 12.898 0.59 .198 .259 5.062 -3.859 ·0.94 .365 .614 2.739 1.628 0.25 .077 .081 13.061 12.308 0.60 · .202 :266 4.960 3.754 0.95 .371 .628 2.697 1 .593 ' 0.26 .080 .085 12.538 .11.761 0.61 .206 .274 4.862 · 3.652 . 0.96 .'J77 .642 2.656 1.558 0.27 .083 .089 12.053 11.252 0.62 .210 .281 4.766 . 3.555 0.97 .382 .656 2.616 1.524 .0.28 .086 ,093 11.602 10.778 · 0.63 .214 .289• 4.1;>73. · 3.460 ·0.98 .388 .671 2.577 1 .492 0.29 .089 .097 11.18t· 10.335 ·o.64 .218 .297 4.583 3.369 0.99 .394 .685 2.538 1.460 0.30 .093 .1.01 10.788 9.92l 0.65 .223 .305 4.495 3.280 1.00 .400 .700 · 2.500 1.429 0.31 .096 .105 10.41~ 9.531 0.66 .227 .313 4.410 3.195 1.01 .4~ .715 2.463 1.398 0.32 .099 .109 10.073 9.165 0.67 .231 .. 321 4.328 3.112 1.02 .412 .731 2.427 1.369 0.33 .103 .113 9.747 8.82_0 0.68 .235 .330 ·4.247. ·3.032 1.03 .418 .746 2.39i 1.340 0.34 .106 .118 9.440 8 .. 495 0.6.9 .240 .338 4:169 .2.955 . 1.04 .425· .762 2.356 1.312 0.35 .109 .122 9.150. 8.187 .0.70 .244 .347 4.093 2.880 1.05 .431 .778 2.322 1.285 .. ---~" ;. I I 1· I I I I I -I fi ~ .> -TABLE T-1b Coefficients for Deflection and Rigidity of Walls or Piers for Distribution of Horizontal Forces '50 For use of Table see design of one story building. f.f tt ,. Fix~ Wall or Pier ·;:·::/~; ~ d Oefiection of wall or pier fixed top and bottom. R F = _I Rigidity of fixed 4F wall or pier. lie Cantilever . Wall +-+ I \ p J . \-~, . . I!; Ac= < ~ ';· .. R c; = or Pier Deflection of cantilever wall or ·pier lt[~~/+3 ~~)] .4(¾)3+.3(¾) _I Rigidity of cantilever .6c wall or pier. \ \ P-= 100,000 pounds; t = i"; Em= 1,000,000 psi hid 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26 1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.3.8 1.39 1.40 .437 .444 .450 .457 .463 .470 .477 .483 .490 .497 .504 .511 .518 .526 .533 .540 .548 .555 .563 .570 .578 .586 .594 .602 .610 .618 .626 .634 .643 .651 .660 .668 .6n .686 .694 .794 .2.288 .811 . 2.255 .828 2.222 .845 2.191 .862 2.159 .880 2.129 .898 2.099 .916 2.069 .935, 2.040 .953 2.012 .972 .992 1.011 1.031 1.051 1.072 1.092 1.113 · L135 1.156 1.984 1.956 1.929 1.903 1.877. 1.851 1 ;826 1.802 1.m 1.753 1.178 1.730 1.200 1.707 1 .223 · 1 .684 1.246 1.662 1.269 1.640 1.292 1.619 1,316 1.598 1.340 1.5n 1.364 1.556 1.~89 1.536 1.414 1.516 1.440 1.497 1 .465' 1.478 ·t.491 1.459 1.518 1.440 R· C 1.259. 1.233 1.208. 1.183 1.160 1.136 1.114 1.092 1.070 1.949 h/d: 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1 .028 1.51 1.008 1.52 .989 1.53 ;970 1.54 .951 1.55- .933 1.56 .916 1.57 .898. 1.58 .881 1.59 .865 1.60 .849 .833 .818 .803 .788 .774 .760 .746 ;733 .no 1.61 1.62 1.63 1-.64 1.65 1.66 1.67 ·1.68 1,69 1.70 .707 1.71 .696-1.72 .683 1.73 .671. 1.74 .659 1.75 .703 .712 .721 .731 .740 . .749 .759 .768 .178 .788 .797 .807 .817 .827 .837 .848 .858 .,868 .879 .890 .900 .911 .922 .933 .944 .955 .967 .978 .990 1.001 i.013 1.025 1.037 1;049 1.061 R c · h/d .. 1.544 1.571 1,599 1.626 1.655 1 .422 · .648 1. 76 1.404 .636 , .n l.386 .626 1 .78 1.369 .6.15 1.79 1 .35.2 .604 · 1.80 1.683 1.712 1.741 1.770 1.800 1.335 1.318 1,302 1.286 . 1.270 1 .830 · 1 .254 1 .861 ' 1 .239 1.892 1.224 · 1.823 1.209 1.955 1.194 1.987 1.180 2.019 1.166 2.052 1.152 2.085 1.138 2.118 U24 2.152 2.187 2,221 2.256 2.292 2.32a 2.364 2.401 2.438· 2.475 2.513 2.651 • 2.590 2.629 2.669 1.111 1.098 1.085 1.072 1.059 1.047' 1.034 1,022 , 1.010 .999 .987 .976 .965 ;954 .943 .. 594 .584 .575 ;555 .556 1..81 1.82 l.83 1.84 1.85 .546 1.86 .537 1.87 .529 1.88 .520 1.89 .512 1.90 .503 1 ;91 .495 1.92 .487 1.93 .480 1.94 .472 1.95 .46!5 1 .. 96 .457 '.:1.97 .450 11 .98 .443 1.99 .436 2.00 .430 2.01 .423 2.02 .417 2.03 .410, 2.04 .404 2.05 .398 2.06 .392 2.07 .386 2.08 ;380 2.09 .375 2.10 1,073 1 ;086 1.098 1.111 1.123 1.136 1.149, 1.162 1.175 1.188 1.202 1.215 1.229 l.242 1.256 1.270 1.284 1.298 1.312 1.327 1.341 1.356 1.370 1.385 1.400 1.415 1.430 1.446 · 1.461 1.477 -1.492 1.508 1.524: 1.540 1.556 2.709 2.749 2.790 2.831 2.873 · 2.915 2.957 3.000 · .3.044 3.088 . 3.132 3.177 3.222 3.268 3.314 3.360 3.407 3.455 3.503 3.551 3.600 3.649 3.699 3.749 3.800 3.851 3.903 3.955 4.008 4.061 4.115 4.169 4.224 4.279 4.334 .932 .921 .91,1 .901 .890 .880 .870 .861 .851 .842 .832 .823 . .814 .805 .796 .788 · .779 .771 .762 .754 .746 .738 ·.730 .72'l. .714 .707 .699 .692 .685 .677 .670 .663 .656 .649 .643 .369 .364 .358 .353 .348 .343 .338 .333 .329 .324 .319 . 315 .310 .306 .302 .298 .294 .290 .286 .282 .278 .274 .270 .267 .263 .260 .256 .2~3 .250 .246 .243 .240 .237 .234 .231 I -·-~~ _, ___ ;u.,._c,,,,,_c, -•= ,_,., ---~--~--l¢alo:a--m-, ....,..,.._,,_._ .• _...,.~_,\1'l='t!"~--_._ __ Ill ::c:,,_.._ -•-•=--• --44u:1_,,.1~~111.rn1 r JOB L~L~{) 1:-r··:::-::;\ ,(:\J I 1~ I_: 1: I I. I= MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108. Phone (619) 497-2118 SHEET NO • ..._·_ .... ---~--5_\______ OF ____ _ Fax (619) 497-0429 CALCULATED BY __ D_vJ_~---~-DATE ---?~1 ~ ........ 1 __ CHECK~D BY--'----'------'---DATE--.,----- \J0 :::. >l.4 i \J . (D Vv, = &i-~-V "i-Ci. 1-}.t;', 4-.e~ ~) ; -. . . - ··_ .-~--~b'l' (,-z.~ 'f-~cv ·+ ~;_,-~ (,,o )·, ·=·-o,01v;·iA.cv ·-1-16tAs ·-· : 100-0 ' ' ~-~ 4 ,N ~\.l 'fl/ 11, 4 1 ~ ~ Ii.-" oc. \:\t'f C. N'J1~,J ~'VI\ ~. I \)l.(o )(_ 11-~ i f ;.(d, ')(. lO . ?=-:._ 7,~.+ ·:J,~---=i--~4 I 5 tLLF \J L \!l-l~S) (f£:€,-c) tA4 ... ··. ·2eo· l c; ~ 3'::> ~s 'S Ell e, r£Lod I '2'& M --·7 JO,'? l4-!0 2-\o 2..7 20 2-1 ·ss··· Sl \['4~ LL NO , 3 •, -. f'\~e. \ ._ l2 ==--t., : \'.>lf£.L Z. :,.. \2 =-Z,, ~ • • •o ! < • 0 ._,.,, ·~ 0 ~ ,,.... • • M,-0 15,() .. -.. Vu l~ (_ \Ll-i=) 1,.e, '( G,S b.?~, ,';r -o;°>· . Ll (. 2, (,; l, C," .,,., ... -' \J -=-. ?, 5// it.. \J:::; 4~,:, ........ S$,u .. 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'N"9T .. ~ DC'Jit . ; 'f . . . : i1 L/ . 4 ::. 5'lC ~\\ 1-1-r:t::> ~I 110 ~ o ,00'?: ::.. l~ olt.. . ; . . ri,-eA 'f. 1'Vi0ir0 jl I w I : ---~----. • ~-:1-·: "'~€;-{.;,-1'-,icv,f -~-~-: --~------i (-.::'-)· ' .... ... .. . ! ......... •H • • •<-• : 0 I .-.·· ' • •" _, • • , r i. . . . . . --· ,\.. ~ ~ : -• •• ~ 0 H ~ < : • • -• -; ". ... i .; -. ~ ... ' i .... "' . ~. . . . .. ~ ! •• -5 I PRODUCT 207·1_'1\Ws z,,c.. Gro!On, Mass 01'11 To o,c .. PHONE m.:. FREE 1•800-225-5loil l.. I I 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 SHEET NO: --'----,---'--~~q--'-~~ OF----- CALCU!--ATED av -----'-_O_w___ __ __ DATE _b_{ ...... ·q--'-1 __ CHEC~DBV _______ DATE ____ _ I 1 2 : .: s c 7 e , 2 s ~ :: ~ ; ,; · : ~ .:. i ,e. 1 f. ; 2 :: ~ 5 ; , s ~ 2 _ s .1 s So_ :-<! :_ .2 s ., s e. 7 s ~ 2 a 4 s -6 , a · 2 ~ I I I I , I I -(}r· I I . I I I ' Ai '?Ol~T LO f:i., v) •, ~ ::. .Z.CV --~b:,lr : \)\JI R)./411, LoM ~ W::.._c.o.DlF . ' ~ '\ "" ..... ,,,,,_,,, ·-· _ ,? ::. ?0 '/. .5..5_:;: ~75~ _ . s~~~ ~0-J~> . _· ~ ~- ' -... '. · .... T =-C.. ~ ";,VO'( b l1-.-; "'(A) Ii. =· 4?)· lpPt:( . . . ~ \J. ::. ?;p0 / 1, :=.. {'?D { PIXf 9 y ' 't . Y~t.. . 2-!~ q) ~~ > .... v4 A: M\N Wi:lbV0vS' -. ~ .. ~ . a Pr = /50,) '> A~u o.·~ \)T :::. ~ )'> ~'$'J -6/'-. Lc:M s Nor Ci2,t no<. t ·,-:.t ~1' -j.~, ~y2.) ~? ,:;: °'~. .. /" ¼ ~ ·U:ats) . ! "* - • i i : .... I C I e:. ............................ _ .. ,. ___ ..................... -•• ·---··--· --•• --~·-· --~·· --,.·~--·----••••• ··-· -··-···-· • --· ,..,,., .. '"'"'' '" •••·•• "'•' • ••• • • "' ... ~n., • ., " . . . ~ ::~:~~ I ·.-... = I -:, . ' ' .. i .. :·······--: .. .. '. ) .. ·::--·.~ -~: ~ i ... . : ..••• --~. . . ' ' . . . .. ···-. ' • g ; 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 40.0 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN,, ' \ PROJECT #960240: .LEGOL.AHD SITE RETAINING WALL - 4 1 HIGH (96240R04.RCII) ---WALL & FOOTING DA1'A -----, ------VERTICAL LOADS ---- Retained Height • 4.00 ft Axial DL on Stea = Oplf Wall Ht. above Soil = 0.00 ft. Axial DL on Stea • 0 plf Toe Width • 1.00 ft •••• Eccentricity • 0.00 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 • 1~~00 in Hot~: Toe surcharge Resists overturning ------LATERAL LOADS ------- Lateral Load Acting on Stea Above Soil Add'l Lateral Load , Dist to Load Start Dist to Load End • • • • 0.00 psf 0.00 plf o.oo ft o.oo ft Key Depth = 0,.-po in Note: Heel Surcharge Resists overturning Key Width = .0;00 in -----SOIL DATA----------ADJA<;ENT FOOTING ----- Toe to Key Dist. • 0.00 ft Allowable Bearing • 2000 psf Vertical Load · • ----SLIDING CHECK------Active Lateral • 35.0 pcf Load Eccentricity • 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 • 43$1 Backfill Slope • 0.,0 :1 Vert. Position of Ftg. , -Passive Pressure • 175 II Passive press. • 350.0 pct ••• Above/Below: C+/-J > Friction • 512 i Soil Density = 110.0 pcf Spread Footing : Add' l Force Required = . 0.0-1 SoH Ht over Toe = .O.OC>-in .. ? 0.01 0.00 in 0.00 ft o.oo ft o.o ft Ho -----SUMMARY -------------------FOOTING DESIGN -------------- Pressure ii) Toe • Pressure a Heel • Allowable Press. = Ecc. of resultent = Max. Shear Q Toe = Max. Shear Q Heel • Al low. Ftg Shear = Factors of Safety: overturning "' Sliding • 684.1 psf 291.5,psf .2000 psf 2.41 in 2.06 psi -1.69 psi 93.11 psi 3.63:1 1~57 :1 Soil Press. Mult. By ACI Eq 9-1 • Mu-Upward • Nu-Downward • HU-Design = One-W,iy Shear: Toe 958 448 10S 343 Actual • ?.1 A~lowable • 93.1 Cover over Rebar • 3.50 'd' .. a.so Ru • Mu/bd"2 •. S.3 Heel f'c 408 psf Fy 326 ft-I/ Min. As P"rcent 562 n-1· Omit SP Under Heel -:236 ft-lJ ---------Toe 1.7 psi , 93.1psi 3.50 in 8.50 in 3.6 psi II 4 iii 19.61 # 5 iil 30.39 IJ 6 iii 43.14 IJ 7 iil 48.00 # 8 al 48.00 II 9 al 48.00 • 3000psi • 60000 psi • 0.0012 ? No Heel 19.61 in o/c 30.39 in o/c 43.14 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c ---------------SUMMARY OF FORCES & MOMENTS --------------------- --· Overtµrning Moaen~s ----· Origin of Force, •• • ft ft-# Active Soil Press, "' 431.5 1.67 Soil over Heel = 0 0 Soil Qver Toe • -17,5 0,33 Sloped Soil ii) Heel • 0 0 Adjacent Ftg. Load • o.o o.oo Surcharge over Heel = 0 0 Surcharge over Toe = 0.0 0.00 Axial Load on Wall = 0 0 Load ii) Proj, Wall = 0.0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load • o.o 0.00 Footing Weight = Key Weight .••• ---• 0 0 0 0 Vertical Component of Active PressUPe 0 0 Totals • 420.0# Resisting Totals Used For Soil iressvre (Vert. Component of Active Pressure ReJ110ved) V4.4D Cc) 1983-96 ENERCALC '.' ~7 ---·--..... ---· .. ----·--·-,------ 729.2 0 -5.8 0 o.o 0 0.0 0 o.o 0 0.0 0 0 0 723.3 ft-# ----Resisting Moments ---- 0 513.3 0.() 0.0 o.o o.o o.o 0.0 0 500.0 0 450.0 0.0 0.0. 1463.3 # 1463.3 # ._: /:• --: ... •. ft 0 2.42 0.00 0.00 o.oo o.oo o.oo 0.00 0 1.42 0 1.50 O.QO Q.00 ft-# 0 1240.6 0.0 . o.o o.o o.o o.o o.o 0 708.3 0 675.0 o.o o.o 2623.9 ft-# 2623.9 ft-# (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I A I f~:.\:-::;. I I I I I I I \:{jjjJ I I I I I I I I® ;.rt ' MARTI~ & 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• 41 HIGH C96240R04.RCW) ( ••••• continued) ----STEM SUMMARY---- Top Stem: Fro• 4.00 ft to Top of Wall · 10.00in Concrete w/ # 4 al 12.00fo, d:o 7.7S.in f'c• 3000.0psi, Fys 60000.0psi Wall Wt,• 12S.OOpsf, Bar Emp~• 12.0in Mu• 0.0 <-Mn• 6798.0ff1# Vu• 0.00 <• Vn • 93.11pli\ \ Interaction Value• 0.000 Second Stea Fro•-2.00ft to 4.00ft 10.00in Concrete w/ # 4 al 12,00in, d= 7.7Sin f'c• 3000.0psi, Fys 60000.0psi Wall Wt.• 12S.QOpsf, Bar Embed• 12.0in HU• 79.3 <• Hn • 6798,0ft-# Vu• 0,S9 <• Vn •·93.11psi Interaction Value • o·.012 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ # 4 al 12.00in, d= 7.7Sin f'c• 3000.0psi, Fya 60000.0psi · Wall Wt.• 125.00psf, Bar Embed,. 6.0in Mu• 634.7 <•Mn• 6798.0ft-# Vu= 3.60 <• Vn • 93.11psi Interaction Value• 0.093 ____ .,.,,,. I V4.41> Cc) 1983-96 ENERCAi.c 'J~ ·--:-,_ .. -ft -_._-• * . . ,,r,..,---~ ·" __ .... -.-. ----~-----,-..~----~· ... ~-,.:--;-\:t.:...._, .. .;_•,... ... _ .•. ,-, -4.1--;r~• •-e..,.,141'"'1!--·-*= ...,..,..-,,_,.....,..~--------~~ ./} Page: /o_o·_ -:. GEORGE R, SAUNDERS ASSOCIATES,-KW060361 I I ;(7:8 ~~::~;: I ~.:. •• ~.I I I I I I I I fr) I I I I I I I ji () I V ~ MARTIN & DUNN, INC, . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CEN.TER CT SUITE 400 SAN DIEGO, CA 92108 . CANTILEVERED RETAINING WALL DESIGN 1 . . . . \ \ PROJECT #960240: LEGOI.AffD SITE RETAINING WALL -6' HIGH (96240R06.RC~) ---WALL & FOOTING DATA --- Retained Height • Wall Ht. above Soil • Toe Width • Heel Width • Total Footing Width • Footing Thickness • Key Depth • 6.00 ft 0.00 ft 1 .00 ft' 2.00 ft 3.00 ft -------VERTICAL LOADS ------ Axial DL on Stea • 0 plf Axial DL on Stem • 0 plf •••• Eccentricity • 0.00 in 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 Stem Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End • • Ill • 0.00 psf o.oo plf 0.00 ft o.oo ft Key Width ~ 12.00 in 1~.lpo in 12.QO in -----SOIL DATA -------ADJACENT FOOTING ----- Toe to Key Dist. • 1.so tt ----SLIDING CHECK ------- Ftg/Soi l Friction • Soil to Neglect • Lateral Pressure • -Passive Pressure • · -Friction • Add'l Force Required • · 0.3S 0.00 in 858 I 700'.I 74211 0.0# Allowable Bearing • 2000 psf Vertical Load • ~ctive Lateral • 35.0 pcf Load Eccentricity •· ••••• Max Press. ••••• slope Press. Backfit~ Slope Passive Press. Soil Density Soil Ht over Toe • • .. • = • 0.0 pcf Footing Width • o.o pcf .Ftg. CL to .wall • o~o :1 Vert. Position of Ftg. 350.0.pcf ••• Above/Below:[+/-J 110.0 pcf Spread Footing O.OOin • ? o.o. 0.00 in 0.00 ft 0.00 ft o.o ft No -----SUMMARY----------------------FOOTING DESIGN --------------- Pressure iil Toe Pressure Q Heel Allowable Press. Ecc. of resultant Max. Shear Q Toe Max. Shear iil Heel Allow. Ftg Shear Factors of Safety: overturning Sliding • 1574.2 psf· Soil Press. Hult. Toe Heel f I c • O.Opsf By ACI Eq 9-e-1 • 2204 0 psf Fy • 20Q0psf Mu-Upward • 966 87 ft-# Min. As Percent • • • • 7 .23 in Mu-Downward • 10S m 1t-ll Omit SP Under Heel ·? • S.:36 psi Mu-Design • 861 -685 ft-# -----Toe Heel 3000 psi 60000 psi 0.0012 No • -S.00 psi On'"°Way Shear: # 4 iil 19.61 19.61 in 'o/c = 93.11 psi Actual • S.4 S.O .psi If S al 30.39 30.39 in o/c Allowable • 93.1 93.1 ·psi II 6 al 43.14 43.14 in o/c • 1;95 :1 Cover over Rebar• 3.50 3.50 ,n .JI 7 Q 48.00 48.00 in o/c 1.68 :1 1d1 .. 8.50 8.50 in II 8 Q 48.00 48.00 in o/c Ru • Mu/bd"2 = 13.2 · 10.S psi # 9 Q 48.00 48.00 in o/c ------------------SUMMARY OF FORCES & MOMENTS.-------------------- -overturning Moments---:- Origin of Force ••• # ft Active Soil Press. .. 857.S 2.33 Soil over Heel "' 0 0 Soil over Toe = -17.5 0.33 Sloped Soil iil 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 Wall • 0 0 Load a Proj. Walt • 0.0 0.00 Averaged Stem Wts, • 0 0 Added Lateral Load • 0.0 o.oo Footing Weigh'!: = 0 0 Key Weight _.----= 0 -,o Vertical Component of Active PressUPe 0 0 Totals • 840.0 I Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) V4.4D (c) 19B3-96 ENERCALC ft-II 2000.8 0 -5.8 0 0.0 0 o.o 0 0.0 0 0.0 0 0 0 1995.01t-l -------Res.isting Moments---- # 0 no.o o.o 0.0 .o.o 0.0 o.o o.o 0 750.0 0 450.0 1S0.0 o.o 2120.0 II 2120.0 I. ft 0 2.42 0.00 0.00 0.00 0.00 0.00 · 0.00 0 1.42 0 1.50 2.00 0.00 ft-# 0 1860.8 0.0 . o.o . o.o 0.0 . o.o o.o 0 1062.S 0 675.0 300.0 o.o 3898.3 ft-I 3898.3 ft-I (continued on next pag,t •••• ) ·.--::,.. GEORGE R. SAUNDERS ASSOCIATES, K\1060361 j L.-......,. -. ---. . -.. r~• ._.,..~~--~-• ,7./,.-·--•-• ~· ... ,~ - j.... I I I (:0 I I I I I I I (@ I I I I . I I I . 3-:-.. 1 ·:.·:·:·· I MARTIN & DONN, INC.. . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 .. CANTILEVERED RETAINING WALL .DESIGN \\ PROJECT 1960240: LEGO~D SITE RETAINlHG WALL -61 HIGH (96240R06.RCW) ( ••••• continued) ----STEM SUMMARY ------ Top Stea: Fro.• 4.00 ft to Top of Wall 10.00in Concrete w/ I 4 a 12.00in, cfa 7.7Sin f'c• 3000.0psi, f)"" 60000.0psi Wall Wt.• 12S.OOpsf, Bar Embed•· 12.0in Mu• 79.3 <•Mn• 6798.0fi,l! Vu • 0.59 <• Vn • 93.11psi \ \ Interaction Value• Q.012 Second Stea From 2.00ft 1:o "4.00ft 10.00in concrete w/ # 4-~ 12.00in, d• 7.7Sin f'c• 3000,0psi, Fy= 60000.0psi Wall llt.• 125.00psf, Bar Elllbeda 12.0in Mu• 634.7 <•Mn• 6798.0ft-# :: Vu• 3.60 <= Vn • 93.11psi · Interaction Value = 0.093 Third Stem From O.Clpft to 2.00ft 10.00in Concrete w/ # 4 Q 12:00in, d• 7. 7Sin f'c• 3000.0psi, Fy= 60000.0psi Wall Wt.• 125.00psf, Bar Embed= 6.0in Mu• 2142.0 <•Mn• 6798.Qft-# Vu• 9.17 <• Vn .• 93.11psi Interaction Value• 0.315 .-·-~ V4.4D Cc) 1983-96 ENERCALC -~ ~--=---' _! .!Page: 102 · . ._ GEQRG£ R. SAUNDERS ASSOCIATES, ICV060361 . .. -< ' ',, .. ' .. I I g ,_._:.-:.-.- I I I I I I I I. {[f/) I I I I \ I I I : ··.:/:\ lo ,, ~--------------.. -w -_-,,...--,.,_. .. it -~ .. ~, ..... -_,-..,~, -:-._,-........... -.:r: MARTIN & DUNN, INC.. . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400· SAN DIEGO,. CA 92108 . , . / .' .: ·page: /03 CANTILEVERED RETAINING WALL DESIGN\\ '' PROJECT #960240: LEGOLAND SITE RETAINING WALL -81 HIGH (96240R08.RCW) ---I/ALL & FOOTING DATA ---------VERT~CAL LOADS ---- Retained Height • 8~00 ft Axial DL on Stea • O pLf Wall Ht. above Soil • 0.00 ft. Axial DL on Stea • 0 pLf Toe Width • 1.00 ft •••• Eccentricity · • 0.00 in Heel llidth • 3.50 ft Surcharge over Toe • 0.0 psf Total Footing Width • ·4.SO ft Surcharge over Heel • 0.0 psf footing Thickness • 12,00 in. Note: Toe Surcharge Resists OVertL!rning --------LATERAL LOADS ----- Lateral load Acting on Stem Above Soil Add' l lateral Load , Dist to-Load Start Dist to L'Oad End C • ii • 0.00 psf 0.00 plf 0.00 ft 0.00 ft Key Depth • 12.'oo 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 Lateral • 35.0 pc'f Load Eccentricity • 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 • 14181 · Backfill Slope • 0.0 : 1 Vert. Position of Ftg • . -Passive Pressure • 700 I Passive Press. • 350.0 pcf ••• Above/Below:C+/-.J ' -Friction • 1460 I Soil Densit'y • 1i6.0 pcf Spread Footing : Add' l Force Requfred • 0.01 Soil Ht over Toe • 0.00 in • ? 0.01 o.oo in 0.00 ft o.oo ft 0.0 ft Ho -----SUMMARY --------------------FOOTING DESIGN ------------- Pressure a Toe Pressure al Heel Allowable Press. Ecc. of resultant Max. Shear al Toe Max. Shear a Heel Allow, Ftg Shear Factors of Safety: overturning Sliding "" 1806.0 psf ,. 48.1 psf = 2000psf • 8.53 in • 6.40 psi ,. -16·.11 psi • 93.11 psi • 2.51 ,:1 :: 1.52 :1 Soil Press. Hult. ·By ACI Eq 9-1 • Mu-Upward = Mu-Downward • Mu-Design = One-Way She~r: Toe 2S28 1173. 105 1068 Heel f'c 67 psf Fy 1968 ft-II Min. As Percent 5127 ft-I Omit SP Under Heel -3159 ft-# ----Toe II 4 Q 19.61 Actual • 6.4 16.1 psi II 5 iii 30.39 Allowable • 93.1 93.1. psi II 6 Q 43.14 Cover over Rebar = 3.50 3.50 in II 7 Q 48.00 'd' == a.so a.so in # ~ iii 48.00 Ru • MU/~"2 • '16.4 48.6 psi . II 9 iii 48.00 • 3000 psi = 60000 psi .. 0.0012 ? No Heel 19.61 in o/c 30.39 in o/c 43.14 in o/c 48.00 in o/c 48.00 in o/c 48.00 in o/c --------------------· SUMfilARY OF FORCES & MOMENTS -------------- --. overturning Moments -- Origin of Force ••• # ft ft-I 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 iii Proj. Wall Averaged Stem Wts. Added Lateral Load Footing I/eight Key Weight .----- Vertical Component • 1417.5 • 0 ,. -17.5 • 0 • o.o • . 0 • o.o • • 0 • 0.0 • 0 • o.o • ·O • 0 of Active Pressu,,e 0 Totals • 1400.0 I 3.00 0 0.33 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 Resisting Totals Used For Soil Pressure (Vert. Component of Act.ive Pressure -Re1110ved) 4252.S 0 -S.8 0 0.0 0 o_.o 0 0.0 0 o.o 0 !! 0 0 4246. 7 ft-II ----Resisting Mi:iments --- # 0 2346.7 o.o o.o o.o 0.0 o.o o.o 0 100Q.O 0 675.0 1S0.0 o.o 4171.71 4171.71 ft 0 3.17 0.00 o.oo 0.00 0.00 0.00 0.00 0 1.42 0 2.25 2.00 0.00 ft-# 0 7431.1 o.o . o.o o.o o.o o.o o.o 0 1416.7 0 1518.7 300.0 o.o 10666.S ft-II 10666.S ft-# (continued on next page •••• ) GEORG~ R. SAUNDERS ASSOClAT~S, K\l060361 I I I I I I I I I Q I ._ ... I .--:v.:\ 1\1:i,) I -- 1 I I I 1- 1 f8 t r-. MARTIN & DUNN, IijC. __ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT.SUITE 400 SAN DIEGO, CA ~2108 CANTILEVERED RETAINING WALL DESIGN\\ _ PROJECT #960240: LEGOI.AND SITE RETAINING WALL -81 HIGH (96240R08.RCW) ( ••••• continued) ----STEM SUMMARY -----,. Top Stem: From 4.CiO ft to Top of lilall 10.00in Concrete w/ I 4 a 12.00in, d• 7.7Sin f' c• 3000.0psi", Fy-· 60000·.0psi' lilall Wt.• 125.00psf, Bar Elllbed• 12.0in Mu• 634.7 <•Mn• 6798.-0tlt+I vu • 3.60 <a vn • 93.11psi·\ \ Interaction Value• 0.093 Second Stea Froa 2.00ft to 4.00ft 10.00in Concrete w/ # 4 a 12.00in, d= 7.75in · f'c• 3000.0psi, Fya 60000.0psf · .. Wall lilt.• 125.00psf, Bar Elllbeda 12,.0fo '.; Hu• 2142.0 <• Mri • 6798.0ft-# '\ Vu• 9.17 <• Vn • 93.11psi . Interaction Value• 0,315 Third Stea Fro11 0.00ft to 2·.09ft 10.00fn Concrete w/ # 4 a 12.QOin, d• 7.75in f 1c• 3000.0psi, Fya 600PO.Opsi lilall Wt.• 125.00psf, Bar Elllbed= 6.0in Mu• 5077.3 <•Mn• 6798.0ft-# Vu• 17.30 <• Vn • 93.11psi Interaction Value• 0.747 /' I V4.4D Cc) 1983-96 ENERCALC ~~:.::.,.:. ~----·· ,;. __ ... __ _,.......,.,:._.._,....~~--...:......:..--....---- / / : .-: Page: i 04 . . ·--:;;. GEORGE R. SAUNDERS ASSOCIATES, Kll060361 " . . ~ .- I I .. n 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 /) _: Page: {OS CANTILEVERED RETAINING WALL DESIGN \ \ PROJECT #960240: I.EGOLAND SITE RETAINING WALL -101 HIGH (96240R10.RCW) ---WA!-L & FOOTING DATA --------VERTICAL'LOADS ------- Retained Height • 10.00 ft Axial DL on Stea • 0 plf Wall Ht. above Soil • 0.00 ft. Axial DL on Stea • 0 plf Toe Width • 1.00 ft •••• Eccentricity • 0.00 in Heel Width ·• 5.50 ft. Surcharge qver Toe • 0,0 psf -----LATERAL LOADS ----- Lateral Load Acting.on Ste111 Above Soil Add' l Lateral Load , Dist to Load Start • • • Total Footing Width • 6.50 ft Surcharge over Heel • . 0.0 psf Dist to Load End - 0.00 paf o.oo plf o.oo ft 0.00 ft Footing Thickness • 1~.po in Note: Toe surcharge Resists overturning Key Depth • 18,.00 in Note: Heel Surcharge Resists OVerturnirig 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 Lateral • 35.0 pcf Load Eccentricity • Ftg/Soil Friction • 0.35 •.•••• Max Press. • 0,0 pcf Footing W.idth • Soil to Neglect • 0.00 in ••••• slope Press. • · 0.0 pcf Ftg. CL to Wall • Lateral Pressure • 21181 BackfillSlope . ..,"' 0.0 :1 Vert. Position of Ftg. -Passive Pressure • 1094 I. Passive Press. • 350,0 pcf ••• Above/Below:t+/-J -.:. Friction • 2654 I Soil Density • 110.0 pcf Spread Footing ? Add' l Force Required • 0.0 I SoH l:lt over Toe • 0.00 in 0.01 o.oo in · 0.00 ft 0.00 ft o;o ft No -----SUMMARY --------------------FOOTING DESIGN --,------------ Pressure lil Toe Pressure lil Heel Allowable Press. Ecc. of resultant Max. Shear lil Toe Max. Shear lil Heel Allow. Ftg Shear Factors of Safety: overturning Sliding • 1965.6 psf Soil Press. Mult. Toe Heel f' c • 367 .8 psf By ACI Eq 9-1 • 2752 515 psf Fy • 2000 psf MU-Upward • 1319 11435 ft-Ii Min. As Percent • • = 8.90 ih Mu-Downward • 105 19056 ft-# Omit SP Under Heel ? • 7 .12 psi Mu-Design • 1214 -7620 f;-1· ----Toe Heel 3000 psi 60000 psi 0.0012 No • -21.so.psi one-Way Shear: # 4 iii 19.61 8.84 in o/c • 93,11 psi Actual • 7.~ ·21.s psi II s a 30.39 13.71 in o/c Allowable • 93.1 93.1 psi II 6 a 43.14 19.46 in o/c • 3.45 :1 Cover over Rebar = 3.50 3.50 in II 7 ; 48.00 26.S3 in o/c • 1.77 :1 1d1 • 8.50 e.so in # 8 a 48.00 34.94 in o/c Ru• Mu/bd"2 • 18,7 117.2psi # 9 lil 48.00 44.22 in o/c ---------------SUMMARY OF FO~CES & MOMENT~ --------------- --. -overturning N011ents -- Origin of Force ••• ., ft Active Soil Press. Ii 2117.5 3.67 Soil over Heel -0 0 Soil over Toe • -17.S 0.33 Sloped Soil lil Heel • 0 o, Adjacent Ftg. Load • o.o o.oo surcharge over Heel • 0 0 surcharge over Toe • o.o 0.00 Axial Load on Wall • 0 0 Load a Proj. Uall • o.o 0.00 Averaged Stem Uts. • 0 0 Added Lateral Load • o.o 0.00 footing Weight • 6 0 Key Weight .----• 0 ·o Vertical Component of Active Pressu,e 0 0 Totals .. 2100.01 Resisting Totals Used For Soil Pressure (Vert. Component of Active Pr~ssure Re110ved) .. , .• ft-# n64~2 0 -S.8 0 o.o 0 o.o 0 o.o 0 0.0 0 0 0 nss.31t-1 Res.isting Moments I ft ft-I 0 0 0 5133.3 4.17 21388.9 o.o o.oo o.o 0.0 0.00 . o.o o.o 0.00 o.o 0.0 Q,00 o.o o.o 0.00 . o.o o.o 0.00 o.o 0 0 0 1250.0 1.42 1no.s 0 0 0 975.0 3.25 3168.7 225.0 2.00 450.0 0.0 0.00 o.o 7583.3 ., 26778.4 ft-I 7583.3 I 26n8.4 ft-I (continued on next page •••• ) I V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, ~1 i . ------~-·-- ~.!:~;.~...:.. ... .::! ..... ~--t----·.-.--.--; -;-:-~ ....... _--r-,r_;...:.:.:.. ·= .. ··c-----. _:.: . ' I I 'G r:·-:~·. :_- I .. · :•. I I I I I I I .... ; .. -~ ® '.:-:.--- I -- I I I I I I ID I 1.1 MARTIN & DUNN, INC, . STRUCTURAL &.CIVIL ENGINEERING 7801 MISSION CENTER. CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN\\ PROJECT 1960240: .LEGOLAND SITE RETAINING WALL -101 HIGH C96240R10.RCW) ( ••••• continued) ----STEM SUMMARY ----Top Stem: fro• 4.00 ft to Top of Wall 10,00in Concrete w/ I 4; 12.00in, d• 7.7Sin f'c• 3000.0psi, f)'"' 60000.0psi Wall Wt.• 125.00psf, Bar Elllbeda 12.0in Hu• 2142.0 <•Mn• 6798.0ft~I Vu• 9.17 <= Vn • 93.11psi \\ Interaction Value• 0.315 Second Stea Fro• 2.00ft to 4.00ft 10.00in Concrete w/ I 4-Q 12.00in, d• 7.7Sin· f 1c• 3000.0psi, F)'"' 60000,0psi · Wall Wt.• 125.00psf, Bar Embed• 12.2in : Hu• son.3 <•Mn• 6798.0ft-# \ Vu • 17.30 <= Vn • 93.11psi Interaction Value • O. 747 · Third Stea From 0.00ft to 2.00ft 10.00in Concrete w/ IS S 12.00ih, d= 7.69in f'c• 3000.0psi, Fy-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 Cc) 1983-96 tNERCALC ~ -· -______ ......, -.. \--. . -' :~:0:!:~~,.."J.-~.!'.: .... ~~J~,:~-!..-:-4,_; .. ,s:,_;.i . .g:~~=.:'"'···r>.S..!.£-""..,".':'·--ls-f .. , ... "',.. ..... "., ......... ,. :so / / · Page: '' . GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I (2) I 10·tif,: 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 9210'3 . CANTILEVERED-RETA!NING WALL. DESIGN, 1 . \ ' PROJECT 11960240: LEGOLAND SITE RETAINING WALL -12' HIGH (96240R12.RCW) ---WALL & FOOTING DATA ---,.-__ _.,,.._ VERTI_CAL LOA.OS ---- Retained Height • Wall Ht. above Soil • Toe Width • Heel Width . • Total footing Width • footing Thickness • Key Depth • 12.00 ft 0.00 ft_ 2.00 ft 6,-00 ft 8.00 ft Axial DL on Stem • 0 plf Axia~ DL on Stem • 0 plf •• • • Eccentricity -• 0.9() in . Surcharge over Toe · • 0.0 psf Surcharge over Heel • 0.0 pd Note: Toe Surcharge Resists overturning Note: Heel Surcharge Resists OVerturni_ng l j .'.: Page: jO 7 -----LATERAL LOADS ------ Lateral Load Acting on Stem Above Soil Add' l Lateral Load .. Dist to Load Start Dist to Load End • • • • o.oo pat 0.00 plf 0.00 ft 0.001t Key Width • 12.00 in 1~1.oo in 12.00 in -----SOIL DATA ----------ADJACENT FOOTING ----- Toe to Key Dist. • 2.00 ft ----SLIDING CHECK------ Ftg/Soil Friction • 0.3S 0.00 in 29581 10?4 I 34111 Soil to Neglect • Lateral Pressure • -Passive Pressure • -Friction • Add'l force Required • 0.01 -----SUMMARY---........ ...- Pressure iil Toe Pressure al Heel Allowable Press. Ecc. o1 resultant Max. Shear al Toe Max. Shear iil Heel Allow. Ftg Shear Factor• of Safety: • 1767.6 psf • 668,7 psf • ·. ·2000 pd • 7.22in • 27.10psi • -30.30 psi • 93.11 psi Allowable Bearing • 2000 psf Vertical Load • Active Lateral • 35.0 pcf Load Eccentricity • ••••• Max ·Press. ••••• Slope Press. Backfill Slope Passive Press. Soil Density Soi l Ht over Toe .. • • • =- --" 0.0 pcf Footing Width • 0.0 pcf Ftg. CL to Wall • 0.0 :1 Vert. Posftion of Ftg. 350,0 pcf •.•• Above/Below: C+/-J • 110.0 pcf Spread Footing ? o.oo in o.o, 0.00 in o.oo ft 0.00 ft o.o ft Ho -------------,,--FOOTING DESIGN ------------- Soil Press. Mµlt. By ACI Eq 9-1 • Mu-Upward • Mu-Downward • Mu-Design • One-Way Shear: Toe 2475 4693 420 4273 Heel f'c 936 psf Fy 1691S ft-II ·Min. As Percent 27469 ft-// Omit SP Under Heel -105S3 ft-II ----Toe II 4 iil 15.94 Actual • 27.1 30.3 psi II 5 al 24.71 Al [o)lable • 93.1 93.1 psi I 6 Q 3S.07 Heel • • • ? 3000 psi ~ psi . 0.0012 overturning Sliding • 3.59 .:1 Cover over Re~r • 3.50 3.50 in II 7 al 47.83 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 • 1.s2 :1 'd' • s.so a.so in I 8 lil 48.00 Ru • Mu1bcl"'2 • 65.7 162.3 psi II 9 Q · .48.00 ----------------------SUMMARY OF FORCES & MOMENTS ----...----------- ----overturning Moments -- Origin of Force ••• I ft ft-# Active Soil Press.· Soil over Heel Soi l over Toe Sloped Soil lil Heel Adjacent Ftg. Load Surcharge over Heel Surcharge over Toe Axial Load on Watl Load a Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight ---- Vertical Component • 2957.5 • 0 • -17.5 • 0 • o.o • 0 = 0,.0 .. 0 • o.o • 0 • o.o • 0 • 0 of Active. PressUPe. () _ Totals • 2940.0 II 4.33 0 0.33 0 0.00 0 0.00 0 0.00 0 0.00 0 ··o 0 Resisting Totals Used For Soil Pressure (Vert. C011p0nent of Active Pressure Re110v~> V4.4D (c) 1983-96 ENERCALC 1281~.8 0 -5.8 0 o.o 0 o.o 0 0.0 0 o.o 0 0 0 12810.01t-# ----Resisting Moments ---- # 0 6820.0 0.0 0.0 o.o 0.0 0,0: o.o 0 1500.0. 0 1200.0 · 225.0 0.0 9745.0 I 9745.0 I ft 0 5.42 0.00 0.00 ci.oo 0.00 0.00. 0.00 0 2.42 0 4.00 2.50 0.00 ft-II 0 36941.7 o.o . o.o o.o 0.0 . o.o 0.0 0 362S.O 0 4800.0 S62.S o.o 45929 ~1 ft-I 45929. 1 ft-# (continued on next page •••• ) -- GEORGE ·R, SAUNDERS ASSOCIATES, ICW060361 .. t .._ I I I I I I I I I (8) . ·.: .. I© I -·· I I I ! I I I f® MARTIN & DUNN,. I~C. . . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN.\\ PROJECT 1960240: LEGOLAND SITE RETAINING WALL -121 HIGH C96240R12.RCW) ( ••••• continued) ----STEM SUMMARY ------- Top Stem: Fro• 4.00 ft to Top of Wall 10.00in Concrete v/ I 4 al 12.00in, d• 7.56in f'ca 3000.0psi, Fya 60000.0psi ~all Wt.• 125.00psf, Bar E~• 12.Sin Mu• 5077.3 <• Nn • 6627.0ft~N · Vu• 17.81 <• Vn • 93.11psi \\ Interaction Value• ·o.766 Second Stea Fro• 2.00ft to 4.00ft 10.00in Concrete v/ IS Q 12.00in, d= 7.56in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, Bar Embed• 20.1in Mu• 9916.7 <•Mn• 10121.0ft-# Vu• 28.79 <= Vn = 93.11psi Interaction Value• 0.980 Third Stea from. 0.00ft to 2.00ft 10.00in concrete v/ # 7 a 12.00in; d= 7,56in t'ca 3000.0psi, Fya 60000.0psi Wall Wt.• 125.00psf, ~r Embed= 12.1in Mu = 17136.0 <• Kn • 18819.0ft-# Vu• 42.39 <• Vn • 93.11psi Interaction Value• 0.911 ----- 1· V4.4D Cc) 1983-96 ENERCALC \ _, .• ..... / _; : Page: IOe:, G.EORGE R. SAUNDERS ASSOCIATES, K\106P361 ~ .. · '.-'' I I ?D I ·:·./:-' I I I I I I I ~0 I _. I I I I I I I ::::}) ~.:::.:> I C MARTIN & DUNN, INC. . _ STRUCTURAL & CIVIL ENGINEERING .7801 MISSION CENTER CT SUITE 400 SAN DIE.GO, CA 92108 CANTILEVERED RETAINING WALL DESIGN, . \\ PROJECT #1960240: LEGOLAND SITE RETAINING WALL~ 14' HIGH (96240R14.RCV) ---WALL & FOOTING DATA ---- Retained Height • 14.00 ft Wall Ht. above Soil = 0.00 ft Toe Width • 2.50 ft Heel Width • 8.00 ft Total Footfog Width • 10.50 ft Footing Thickness = 12.00 in _.,...... ___ VERTICAL LOADS.,_..-,--- Axial DL on Stem 11 0 plf Axial DL on Stem = O plf •••• Eccentricity 11 0.00.in surcharge .over Toe • 0.0 psf surcharge over Heel 11 0.0 psf Note: 'Toe Surcharge Resists overturning Note: Heel Surcharge Resists overturning _./) Page: IO~ -----1.ATERAL LOADS ------ Lateral Load Acting on Ste!l·Above Soil Add'l Lateral Load Dist to Load Start Dist to Load End • • • = 0.00 psf 0.00 plf o.oo ft 0.00 ft Key Depth 11 18).00 in Key Width • 12\00 in --------,-SOIL DATA ------ADJACENT FOOTING ----- Toe to Key Dist. • 3.001t Allowable Bearing • 2000 psf Vertical LQad • o.o, o.oo in ,o.oo ft o.oo ft ----SLIDING CHECK ------Active Lateral .. 35.0 pcf Load Eccentricity • Ftg/Soi l Friction • Soil to Neglect 11 Lateral Pressure = . -Passive Pressure -Friction = .. • 0.35 o.oo in 393811 · 109411 510S I 0.011 •••• -.Max Press. ••••• Slope Press. Backfill Slope Passive Press. Soil Density Soil Ht over Toe • • .. = = .. 0.0 pcf Footing Width • O.Opcf Ftg. CL to Wall • 0.0 :1 Vert. Position of Ftg. 350.0 pcf ••• Above/Below: C+/-J • 110.0 pcf Spread Footing ? 0.00 in o.o ft Ho Add'l Force Required -----SUMMARY----------------------FOOTING ·oESIGN ----------------Pressure iil Toe Pressure ii Heel Allowable Press. Ecc. of resultant Hax. Shear iil Toe Max. Shear ii Heel Allow. Ftg Shear Factors of Safety: overturning Sliding = 170~.9psf Soil Press. Kult. = 107S.S psf By ACl Eq 9-1 = = 2000 psf ·Hu-Upward = = 4. 74 in Hu-Downward = • .36.87 psi Mu-Design .. • -37 .37 psi One-Wey Shear: Toe 2384 7232 6S6 6576 Heel f'c · 1S06 psf Fy 43799 ft-# -Min, As Percent 69760 ft-II Omh SP Under Heel -,.16961 ft-II ----Toe I 4 Q 10.28 = 93.11 psi Actuel • 36.9 37.4psi II S iil 15.94 Allowable • 93.1 93.1 psi # 6 S 22.62 • 4.60 :1 ·Cover over Reba_r = 3.50 3.50 in I 7 iil 30.8S = -1.57:1 'd' = 8.50 8.50in # 8 Q 40.62 Ru • Mu/lxl-'2 • 101.1 260.8 ps; # 9 iil 48.00 Heel • .. = ? 3000 psi 60000 psi 0.0012 No 5.12 in o/c 7.94 in o/c 11.26 in b/c 15.36 in o/c 20.22 in o/c 25.60 in o/c ---------------------SUMMARY OF FORCES & MOMENTS _________ .,..... ____ _ ----overturning M0111ents - Origin of Force ••• ' ft ft-# Active Soil Press. • 3937.5 s.oo 19687.5 Soi l over Heel .. 0 0 0 Soil over Toe = -11.s 0.33 -5.8 Sloped Soil iil Heel • 0 0 0 Adjacent Ftg. Loed • 0.0 o.oo 0.0 Surcharge over Heel = 0 0 0 Surcharge over Toe .. 0.0 0.00 0.0. Axiel Load on Well ~ 0 0 0 Load; Proj. Wall .. 0.0 0.00 O.Q Averaged Stem Wts. = 0 b 0 Added Lateral Load • 0.0 0.00 0.0 Footing Weight • 0 0 0 Key Weight _ ..... ----= 0 .. 0 0 Vertical Co111p0nent of Active Pressu,,e 0 0 0 Totals • 3920.0 I 19681. 7 ft.-# Resisting Totals Used For Soil Pressure (Vert. C011p0nent of Active Pressure Removed) V4.4D Cc) 1983-96 ENERCALC II 0 11036.7 0.0 o.o 0.0 o.o 0.0 o.o 0 17S0.0 0 1575.0 225.0 0.0 14586.7 # 14586.7 #· Resisting Moments ft ft-II 0 0 6.92 76336.9 0.00 o.o .o.oo o.o 0.00 0.0 0.00 0.0 0.00 ·_ o.o o.oo o.o 0 0 2.92' 5104.2 0 0 5.25 8268.7 3:50 787.S 0.00 o.o 90497.3 ft-# 90497 .3 ft-# (continued on next -page •••• ) . -. - GEORGE R. SAUNDERS ASSOCIATES, KW060361 .'l. ·-.. ---·-. ::: ·~ ~ ..... ' ~;:;.:,~--~ .. ·~-;"'!-..... _-:!•:,:: ~--::.·:~ .... ·----:----·-~!i,~-~ .. ~97 ... """!~-..... -· ... -:!'"---__ :.__ - I I I I I I I I I (J) I i:_0) t: ::• . "~ I I I I I I MARTIN & DUNN, INC, STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA ~2108 CANTILEVERED-RETAINING WALL DESIGN, -\ \ PROJECT 1960240: LEGOLAND SITE RETAINING WALL -141 HIGA (96240R14.~CW) ( ••••• continued) ----STEH SUMMARY . Top Stem: From 4.00 ft to Top of Wall 10.00in Concrete w/ # 8 a 12.00in, d• 7.44in f'c• 3000.0psi, F;y= 60000.0psi · Wall Wt.• 125.00psf, Bar e,b~da 12.Sin Mu• 9916.7 <•Mn• 23678.7it-# Vu = 29.33 <= Vn • 93.11psi\ \ Interaction Value• Q.419 Second Stea from 2.00ft to 4.00ft 10.00in Concrete w/ # 8 Q 12.00in, d• 7.44in f'c• 3000.0psi, Fye 60000.0psi Wall Wt.• 125.00psf, Bar ,Embed• 23.0in. Mu• 17136.0 <• Hn • 23678.7ft-# Vu• 43.17 <= Vn • 93,11psi Interaction Value• 0.724 Third Stea From 0.00ft to 2 •. 00ft 10,00in concrete w/ # 9 a 12.00in, d= 7.44in f'c• 3000.0psi, Fy-60000.0psi Wall Wt.• 125.QOpsf~ Bar Elllbed•-16.0in Mu• 27211.3 <•Mn• 29043.Sft-# Vu• 59.68 <• Vn • 93.11psi Interaction Value• 0.937 _ _...-·- .. V4.4D Cc) 1983-96 ENERCALC / _; ,·t i·-o\ : : Page: GEORGE R. SAUND~RS ASSOCIATES, KW060361 I I ,q I I I I I I I I .. -.~ .... Qf) I -· I I I I I I J) . I ' ~r--. • M .............. ,.. -~""--······'-·~ .. _, ___ ... ,: ... , MARTIN & DUNN, INC~ STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92.108 CANTILEVERED RETAINING WALL DESIGN\, . . . ,1 PROJECT #960240: LEGOLAND SITE RETAINING WALL -161 HIGH (96240R16.RCW) ---WALL & FOQTING DATA ---------VERTICAL LOADS ---- Retained Height • 16,00 ft Axial DL on Stea • 0 plf Wall Ht. above Soil • 0.00 ft· Axial DL on Stea • · 0 ptf Toe Width· ·• 3.50 ft •••• Eccentricity • 0.00 in Heel Width • 8,00 ft. Surcharge over Toe • O.Q, psf Total Footing Width • 11.50 ft surcharge over Heel • . 0.0 psf Footing Thickness • 1~100 in Note: Toe Surcharge Resists overturning Key Depth • 2t:OO in Note: Heel 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 0.00 plf 0.00 ft 0.00 ft Key Width • 12~00 in SOIL DATA -----.ADJACENT FOOTING----- Toe to Key Dist. = 4.17ft AHowable Bearing • 2000 psf Vertical Load • ----SLIDING CHECK · Active Lateral • 35.0 pcf Load Eccentricity • 0.011 0.00 in o.oo ft 0.00 ft Ftg/Soil Friction • 0.0 pcf Footing Width • 0.35 ..... Max Pres, •. • Soil to Neglect = 0.0.pcf Ftg. CL to Wall • 0.00 in ••••• Slope Press. • Lateral Pressure "' 0,0 :1 Vert. Position of Ftg. 5258 # Backfill slope • , -Passive Pressure • 350.0 pcf ••• ~ve/Below:[+/-J 1944.# Passive Press. • • 0.0 ft No : -Friction • 1'10.0 pcf Spread footing 'Add' l Force Required . • 0;00 in 6062 # soil Density • 0.0# Soil Ht over Toe • ? -----SUMMARY -------------------FOOTING DESIGN ---------.---- Pressure Q Toe Pressure 'Q Heel Allowable Press. Ecc, of resultant Max. Shear ii) Toe Max. Shear iil·Heel Allow. Ftg Shear Factors of Safety: overturning Sliding = 1831.3psf = 1180.9psf = 2000 psf • 4.97in = 35,83psi • -33.96.psi • 93.11 psi • = 4.04 :1 1.52 :1 Soil Press. Nult. Toe = 2564 • 15138 • 1715 • 13423 Heel f'c Sy ACI Eq 9-1 Mu-Upward Mu-Downward Mu-Design One-Way Shear: 1653 psf Fy 45030.ft~# ·Min. As Percent 67228 ft-# Omit SP Under Heel -22198 ft-,.# ----Toe II 4 iil 7.42 Actual • 35.8 34.0 psi # S iil 11.50 Allowable • 93.1 93.1 psi II 6 iil 16.32 Cover over Rebar • 3,50 3.50 in # 7 iil 22.25 1d1 • 12.50 12.50 in # 8.ii) 29.30 Ru • Mu/bd"2 • 95.4 157.9 psi # 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 Moll!ents -- Origin of Force ••• # ft Active Soil Press. • 5257.8 5.78 Soi l over Heel • o· 0 Soil .over Toe • -31.1 0.44 Sloped Soil iil Heel • 0 0 Adj~cent Ftg. Load • 0.0 o.oo: Surcharge Over Heel • 0 0 Surcharge over Toe = o.o 0.00 AXial Load on Wall • 0 0 Load iil Proj. Wall = o.o 0.00 Averaged Stem Wts, = ,0 0 Added Lateral Load • 0.0 0.00 Footing Weight ___ = 0 0 Key Weight ., 0 0 Vertical Component of Active PressUPe 0 0 Totals .. 5226.7 # Resbting Totals Used For Soil Pressure (Vert. C011p0nent of Active_Pressure Re1D0ved) ft-# 30378.3 0 -13.8 0 o.o 0 o.o 0 0.0' 0 0.0 0 ,. 0 ,. 0 30364.4 ft-I ----Resisting Moments--------- II 0 12320.0 o.o o.o o.o o.o o.o 0.0 0 ~400.0 0 2300.0 · 300.0 o.o 17320.0·II 17320.0 II ft 0 8,00 0.00 o.oo 0.00 0.00 0.00 0.00 0 4.00 0 5.75 4.67 0.00 ft-JI 0 98560.0 o.o . o.o O.Q o.o 0.0 o.o 0 9600.0 0 13224.9 1401.0. o.o 122785.9 ft-# 122785. 9 ft-# (continued on next page •••• ) I V4.4D Cc> 1983~96 ENERCAL~ GEORGE R, SAUND~RS ASSOCIATES, KW060361. "· t:.:::.~..::::-W'Z"•• .. _,,.,--..~·:-r.:..-:c-•-=--=;,_~~---,--· .. -·---·-----' ·. · · __ __,__-~----_.---- I I I I I I I I I I ..... I I I I I I I @ I MARTIN & DUNN,· fNC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING.WALL DESIGN PROJECT i960240: tEGOLAHD SITE RETAINING WALL -161 HIGH. (96240R16.RCW) ( ••••• continued) ------STEM SUMMARY --------Top Stea: fro• 4.00 ft to Top of Wall 12.00in Concrete ·w/ # 6; 12.00in, d• 9.38in f'c• 3000.0psi, Fya 60000.0psi Wall Wt.• 150.00psf, Bar .Embed-23.Bin Hu • 17136.0 <• Kn • 17705.18,ft-l Vu • 33.'28 <• Vn • 93.11psi\ \ Interaction Value• 0.968 Second Ste• Fro•-2.00ft to 4.00ft 12.00in Concrete w/ # 8; 12.QOin, d•·9.38in f' c• 3000.0psi, Fya 60000.0psf Wall Wt.• 150.00psf, Bar Embed= 28.9in Mu• 27211.3 <•Mn• 30566.Sft~I Vu• 46.21 <• Vn·• ·93.11psi Interaction Value• 0.890 Third Stem Froa 0.00ft to 2.00ft 12.00in Concrete w/·#10 .; 12.00in, d• 9;3Bin f 1c• 3000.0psi,. Fy= 60000.0psi Wall Wt.• 150.00psf, Bar Embed=· 16.4in Hu• 40618.7 <•Mn• 46441.0ft-# Vu• 61.25 <• Vn • 93.1.1psi Interaction Value• 0.875 -----~ V4.4D Cc) 1983-96 ENERCALC // Page~ .\ I ~ \\ OF-llZ. , I ·GEORGE. R. SAUNDERS ASSOCIATES, KW060361 .. ---::·---, ' : ·-. . . . :,, . ·-·· -. ..:. I: 1· I I APPENDIX 1-"A" J - I I I MODEL FOUNDATIONS :I I I I. I: I I· - I I I I I Ir. 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 ... 211$ Fax (619) 497-0429 $ i 8. 1 ,:?: -~ .: !; 6 e 1 2 ~ .! SHEET NO. ____ __, __ A_\ __ OF -·~g ____ _ ~ JVt.,·Y 1? CALCULATED BY--------,---DATE------ -CHECKED BY DATE-,------\ Vu t\\ L.~NO }Wefl ;EOuh\S>~T\ON ~ .. 5 6 7_ S-_ : 23~5678 fROM ~'LL,ow Wv f"'-~ .. '. ··-•. --··-. ··-· .. -... r,t:f-f--. ·-.. BASE* L-oki>.5: M.,_ Jo,,8 p::: 9~S'bi,c. -r O,e:,>< (Mc,c.:,,,:;"\...,V V;: '$ .• ,8~ ... ; . \. / ,r ' r ·1 · 1 •I f 1 ,.. / 1 Sr ,1 o 1/XL. i pr<o. f).JN.f:..r ..... /'{ K: l/t'i. -r /o _t_ ... .,.. . I ... C~Ul A> Rff--'f. f'~ i-/ L/ t.¢1.--J f l'1, I Jo ;i-,,,!. . . /ty·fV[ /,,Oki);;. ® '2 (n. f-f ,f V }-:; 2 /, b ~ /A ....... " . -.... .... . ........... 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Legoland Carlsbad 96-240 STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SU~TE 400 SAN DIEGO, CA 92108 Page: A~ COMBINED FOOTING DESIGN MINILAND: SAN FRANCISCO -----DESIGN DATA ----- Allowable Soil Pressure= 2500.0 psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does Not combine With Short Term f'c : Concrete = 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145, pcf overburden Dead Wt. = 40.0\psf Min. As ¾ = 0.0014 1 Column Size ••• #1= 8.0in #2= 8,0in· ••• Base Height ~1= 2.0in #2= 2.0in Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS---- At Col #1: Axial Shear Moment Dead = 2.32 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm= 0.00.k 7.6 k 21.6 k-ft At Col #2: Axial Shear· Moment Dead = o.O k 2.5 -k o.o k-ft Live = 0.0 k O'.O k P.O k-ft Shrt Trm= 0.00 k 8.1 k 23.1 k-ft -----DIMENSIONS------- Ftg Dist left of Col #1 = Distance Between Columns= Ftg Dist right ~f Col #2'- Total Footing Length = Footing .Width = Footing Thickness = 15.00 2.50 ft 4.50 ft 2.50 ft 9~50 ft 10.00 ft 15.00in Left S.P·.: Right S.P.: Static D+L= Short D+L+S= Stat-i c D+L = Short D+L+S= I \ SUMMARY .servfoe Allow 256.9 psf 2500.0 psf · 0:0 psf 3325.0 psf 234.4 psf 2500.0.psf 796.2 psf 3325.0 psf ACI Factored 9-1 = 359.7 psf 9-2 = 0.0 psf 9-3 .. O.·O psf 9-1 = 328.2 psf 9-2 = 1114.6 psf 9-3 = 716.6 psf Resultant ·Ecc.: Static = -0.07 ft Stability Shor-t t.erm -2.80 ft Ratio = \ 1.65 :1 ..••••. col #1 ••••••••• Between... • ...... Col #2 ••••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 0. 9 psi 0.25 in2/ft 1.6 psi -0.25 fn2/ft 0.4 psi 0.25 in2/ft ACI 9-2 = 6.1 psi -0.25 in2/f"i't1 .2 psi 0.25 in2/ft13.2 psi 0.25 in2/ft ACI 9-3 = 3.9 psi -0.25 in2/f"i't5.3 psi 0.25 in2/ft 8.5 psi 0.25 in2/ft As(in2/ft/ft of width), negative-'"'> As@ top of footing ___ ......;.; ________ MOMENT & SHEAR FORCE SUMMARY --"---------- ·.AC.I 9-1 ACI 9-2 ACI 9-3 ... Mu@ column # 1 -0.11 -k-ft '"'0.73.k-ft -0.47 k-ft Mu btwn columns = -0.19 k-ft 4.91 k-ft 5.39 k-ft MU al column # 2 = 0 .. 05 k-ft 1.57 k-.ft 1.01 k-ft One-Way Shears ••.• Allow.: Vn=2(f'cA,5) ... 109.54 psi 109.54 psi 109.54 ps.i Actual: Vu/ .85 ••• Left of Column #1 = 0.49 psi 3.19 psi 2.05 psi Between Columns = 0.00 psi 0.00 psi 0.00 psi Right of Column #2 = 0.2~ psi 7.11 psi 4.57 psi Two-Way Shears •..• Allow.: Vn=4(f'cA,5) = 219.09 psi 219,09 psi 219.09 psi Actual @·Column #1 = 4.08 psi 5.30 psi 3.71 psi Actual@ Column #2 = 0.12 psi 1.46 psi 0,94 ps_i Pdl = 2.32 Mst = 23.10 !t. !(. l,c. ·'<. ... , .'c. .-'(. .'<, t,c. lt 9.50 2._50 · I S.P. = 25~ps S.P. = 234 ps V4.4D (c) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES, KW060361 I l,(.'.S\ ·.:.·.\:.J I I I I I I I I I I I I ·· .. :z" 1---·> ......... J u ·I I MARTIN & DUNN I INC.. . . Legoland Carlsbad 96-240 STRUCTURAL & CIVIL ENGINEERING-7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 Page: A4 COMBINED FOOTING DESIGN MINILAND: SAN-FRANCISCO -----DESIGN DATA ---- Allowable Soil Pressure= 2~00.0 psf Short Term Factor = 1. 33- Sei smi c Zone = 4 Live Does Not Combine-With Short Term f'c : Concrete = 3000 psi Fy: Reinforcing = -60000 psi Concrete Weight = 145\pcf Overburden Dead Wt. = 40. 0 ~sf Min. As ¾ = 0.0014 · Column Size ••• #1= 8.0in #2= 8.0in ••• Base Height #1= 2.9in #2= 2.0in Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS ---- At Col #1: AXial Shear Dead = 2.32 k 0.0 k Live = 0.00 k 0.0 k Shrt Trm= 0.00 k -1.6 k -At Col #2: AXial Shear Dead = 0.0 k 2.5 k Live = 0.0 k 0.0 k Shrt Trm= 0.00 k -8.1 k Moment 0.9 k-ft 0.0 k-ft --21 • 6 -k-ft Moment 0.0 k-ft 0.0 k-ft -23.1 k-ft -----DIMENSIONS------- Ftg Dist left of Col #1 = Distance Between Columns: Ftg Dist right of Col #'Ii: Total Footing Length = Footing Width = Footing Thickness = 15.00 2.50 ft 4.50 ft 2.50 ft 9 .. 50 ft 10.00 ft 15.00 in Sst = I -----------------SUMMARY ----------------- Service Al low Left S.P.: Static D+l= 256.9psf ·2500.0psf Short· D+L+S= 860.0 psf 3325.0 psf Right S.P.: Static D+L= 234.4 psf .2500.0 psf Short D+t+S= O.O ·psf 3325.0 psf ACI Factored 9-1 = 3~9. 7 psf 9-2 = 1204.0 psf 9-3 = 774.0 psf 9-1 = 328.2 psf ~-2 = o.o·psf 9-3 = 0.0 psf Resultant Ecc.: Static : -0.07 ft Stability Short Term --2. 94 ft .Ratio = 1.63 :1 ; ..•.•• Col #1 ••.••••••.• Between'... • ••••• Col #2 ••••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu f'rom ACI 9-1 -0. 9 psi 0.25 in2/ft 1.6 psi -0.25 in2/ft 0.4 psi 0.25 in2/ft . ACI 9-2 = 14.5 psi 0.25 in~/f130.4 psi -0.25 in2/ft 6, 1 psi -0.25 in2/ft AC! 9-3 = 9.3 psi 0.25 in2/f138.3 psi -0.25 in2/ft 3.9 psi ,-Q.25 in2/ft As(in2/ft/ft of width), negative--> As·@ top of footing ---------------MOMENT & SHEAR FORCE SUMMARY ---------- Mu@ column # 1 = Mu btwn ci;,lumns = Mu iii column # 2 = One-Way Shears •••.• Al-low.: Vn=2Cf 1·c"'.5) = Actual : Vu / .-85 ••• Left of Column #1 = ·Between Columns = Right of Column #2 = Two-Way Shears •.•• Allow.: Vn=4Cf'c"'.5) = Actual@ Column #1 = Actual@ Column !/2 Pd1 = 2.3:2 2.50 .9.50 ACI ·9-1 ACi 9-2 AC! 9-3 ~-~---- 0.11 k-ft --0.19 k-ft 0.05 k-ft 109.54 psi Q.49 psi O.Od psi 0.21 psi 219.09 psi 4.08 psi 0.12 psi Mst = -23.10 l't le, lt -"'t ... , ·''--"t :c. i't .'(. 2.50 I . ------ 1. 72 k-ft 1.11 k-ft -3.62 k-ft -4.56 k--ft -0.73 k-ft -0.47 k-ft 109.54 psi 109.54 psi 7 .83 psi 5.03 psi 11.34 psi 13.64 psi ·3.19 psi 2.05 psi 219.09 psi 219.09 psi 3.05 psi 2.27 psi 1.04 psi 0.67 psi S.P. = 25f-p:s 234p$ V4.4D Cc) 1983-96 ENERCALC GEORGE R. SAUNDERS ASSOCIATES; KW060361 I I@ ,_ ._ I I I I I I I .c, I I I I I I I MARTIN & DUNN, INC. . Legoland .Carlsbad 96--240 STRUCTURAL & CIVIL ENGINEERING 7801 MISSION cmN.TER CT SUITE 400 SAN DIEGO, CA 92.108 . Page:_ AC, COMBINED FOOTING DESIGN MINILAND: NEW YORK, 1111!11t WORST CASE -----DESIGN DATA ----- Allowable Soil Pressure= 2500.0 psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does Not Combine With Short term f I c : Concrete = 3000 psi Fy: Reinforcing = 600QO psi Concrete Weight = 14? pcf overburden Dead Wt. -40.Q psf Min. As ¾ = 0.0014 Column Size .•• #1= 8.0in #2= 8.0in •.. Base Height #1= 2.0in #2= 2.Qin Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS ---- At Col #1: Axial Shear Momen.t Dead = 2.32 k, 0.0 k 0.0 k-f~ ~ive = 0.00 k 0.0 k 0.0 k-.ft Shrt Trm= 0.001<: -7.6k -21.61<:-ft At Col #2: Axial Shear Moment Dead = 3.1 le 0.0 k 0.0 k.;;.ft Live = 0.0 k 0.0 k 0.0 ~-ft Shrt Trm= 0.00 k ·-10 .. 1 k -28.8 k-ft. ----~DIMENSIONS----- Ftg Dist left of Col #1 = Distance Between Columns: Ftg Dist right of Col#~ Total Footing Length = Footing Width = Footing Thickness = 2.25 ft 3.00 ft 2.75 ft 8.0b ft 8.00 ft 36.00 in Ssf= 36.00 --------------SUMMARY _____ ...._ _______ _ Left S.P.: Static D+L= Short D+L+S= Right S.P.: Static D+L= Short D+L+S= Serw1 ce Al low 561. 8 psf 2500. 0 psf 2920.4 psf 3325.0 psf 557.2 psf 2500.0 j)sf 0.0 psf .3325.0 psf ACI Factored' 9-1 = 786.6 psf 9-2 = 4088.S psf 9-3 = 2628. 3 psf 9-1 = 780. 1 psf 9-2 = 0.0 psf 9-3 -O.Opsf Resultant 'Ecc.: Static = -0.01 ft Stability Short. Term --2. 98 ft Ratio = '1.34 :1 ••••.• Col #1 ••••.•.••• Be.tween... • ••••• Col #2 ••••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 0.2 psi' 0,60 in2/ft·0.4 psi Q.60 in2/ft 0.4 psi 0.60 in2/ft ACI 9-2 = 5. 0 psi 0. 60 .in~/ft 1.-9 psi 9.60 in2/ft 2.0 psi -0.60 in2/ft ACI 9-3 = 3.2 psi 0.60 in2/ft 4.4 psi -0.60 in2/ft 1.3 psi -0.60 in2/ft As(in2/ft/ft of width), negative--> As.@ top.of footing . . MOMENT & SHEAR' FORCE SUMMARY------------- ACl.9-'1 ACI 9-2 ACI 9-3 ---~~-- Mu iil column-#' 1 = 0.22 k-ft Mu btwn columns = 0.37 k-ft Mu@ column-# 2 = 0.34 k-ft One-Way Shears ..... Al.low.: Vn=2(f'c"'.5) = 109.54 psi Actuat: Vu/ .85 ..• Left of Column #1 = 0.00 psi Between Column~ = 0.00 psi Right of Column #2 = 0.00 psi Two-Way Shears •... Allow.: Vn=4.Cf'c"'.5) = 219.09 psi Actual@ Column #1 = 0.42·psi Actual@ Column #2 = 0.66 psi Pdl • 2.5,Pdl • 5:09 /""-M~t= -21; M~t= -28.80 -7.6Sr\= -Tl..i.lU f ~ "":'" -":"' ~ ~ : ~ i I ~ ~ ~ ~ ~ 4 ~ 4 4 4 4 4 4 4 ~ 4 -~ 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 ~ 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 ~ 4 4 4 4 4 4 4 4 4 4 ~ 4 4 4 4 4 4 4 l,c. 1,C. l,c. ;.,,c. "4 l,c. •1,c. •1,c. ·".(. l<, l4 ' 4 4 4 4 4 4 4 4 4 4 4 ---J ---I -·----- 4. 72 k-ft 3.04 k-ft 1.82 k-ft -4.20 k-ft -1.94 k-ft -1.25 k-ft 109.54 psi 109.54 psi 0.00.psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 219.09 psi 219.09 psi 1.84 psi 1.13 psi 2.65 psi 1.71 psi I I I I I I I I I I I I I MARTIN & DUNN, INC.. . . Legoland Carlsbad 96-240, STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 . ~age: A.&; COMBINED FOOTING DESIGN -----DESIGN DATA------- Allowable Soil Pressure= .2500.0.psf Short Term Factor = 1.33 Seismic Zone = 4 Live Does Not Combine With Short Term f' c : Concrete = 3000 psi Fy: Reinforcing = 60000 psi Concrete Weight = 145 pcf Overburden Dead Wt. = 40.0 psf Min. As ¾ -0.0014 Column Size .•• #1= 8.0in #2= 8.0in ••• Base Height #1= 2.0in #2= 2.0in Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS-------- At Col #1: Axial Shear Moment Dead = 2.32 k 0.0 k 0.0 k-ft Live = 0.00 k 0.0 k 0.0 k-ft Shrt Trm= O.OOk 7.6k 21.6·k-ft At Col #2: Axial Shear Moment Dead = 3.1 k 0.0 k 0.0 k-f-t Live = 0.0 k 0.0 k 0-.0 k-ft Shrt Trm= 0.00 k 10.1 k 28.8 k'-ft -----DIMENSIONS----- Ftg Dist left of Col #1 = Distance Betw~en Columns: Ftg Dist right of Col #'1;- Total Footing Length = Footing Width Footing Thickness = 2.25 ft 3.00 'l't 2. 75 ft 8.00 ft 8.00 ft 36.00 in Sst • \• \ ----------'-----SUMMARY-------------- Left S.P.: Static D+L= Short D+L +S= Right s. P.: Static D+L = Short D+L+S= service Allow 561.8 psf 2500.0 psf . 0.0 psf 3325.0 psf 557.? psf 2500;0 psf 2889.2 psf 3325.0 psf Resultant Ecc.: Static Short Term = -0.01 ft = 2.97 ft ACI Factored 9-1 = 786.6 psf 9-2 = 0.0 psf 9-3 = 0.0 psf 9-1 = 780.1 psf 9-2 = 4044.8 psf 9-3 = 2600.2 psf Stability Ratio = 1.35 :1 ••.•.. Col #1 .......•. Between... • ••••• Col #2 •.••.•. Ru/Phi As .Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 0.2 psi 0.60 in2/f'I: 0.4 psi 0.60 in2/ft 0.4 psi 0.60 in2/ft ACI 9-2 = 1.3 psi -0.60 in2/ft 6.8 psi 0.60 in2/ft 7.2 psi 0.60 in2/ft ACI 9"-3 = 0.8 psi "'0.60 in2/ft 7. 7 psi 0.60 in2/ft 4.6 psi 0.60 in2/ft As(in2/ft/ft of width), negative--> As@ top of footing ---------------"-,-MOMENT & SHEAR FORCE SUMMARY ------------ Mu@ column # 1 Mu btwn cotumns Mu@ column # 2 One-Way Shears .••• Allow .. : Vn=2(f'c".5) Actual: vu/ .85 .•. = = = = Left of Column #1 Between Columns = Right of Column #2 = Two-Way Shears .... Allow.: Vn=4Cf'c".5) = Actual@ Column #1 = Actual@ Column #2 = Pdl • 2.3~Pdl • ACI 9-1 Acr 9-2 0.22 k-ft 0.37 k-ft 0.34 k-ft 109.54 psi 0.00 psi 0.00 psi 0.00 psi 2W.t'.l9 psi 0.42 psi 0.66 psi 3.09 -1.22 k-ft 6.47 k-ft 6.80 k-ft 109.54 psi 0.00 psi 0.00 psi 0.00 psi 219.09 psi 2.41 psi 0.31 psi IMst ,;_ 28.80 ACI 9-3 -o. 79 k-ft 7 .31 k-ft 4.37 k-ft 109.54 psi 0.00 psi 0.00 psi 0.00 psi 219.09 psi 1.60 psi 0.20 psi I I I I I I I I I I I I l.}::::i ':..:;,I I I MARTlN & DUNN, J;NC. . . " STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO~ CA 9210~ Legoland Carlsbad 96-240 /iage: Al COMB.INED FOOTING DESIGN MINILAND: NEW YORK, SECOND WORST CASE -----DESIGN DATA----,-- Al lowable Soil Pressure=. 2500.0 psf Short Term Factor 1.33 Seismic Zone = 4 Live Does Not Combine With Short Term f IC : Con~rete = Fy: Reinforcing = concrete Weight Overburden Dead Wt. = Min. As ¾ = Column Size ••• #1= 8.0in ••• Base Height #1= 2.0in Rebar CL to Soil Dist. = 3000 psi 60000 psi 145 pcf 40.0 psf 0~0014 #2= 8.0in #2= 2.0in 3.50·in APPLIED LOADS---- At Col #1: Axial Shear bead = 3.48 k 0.0 k ~ive = 0.00 k 0.0 k Shrt Trm= 0.00 k -11.4 k At Col #2: Axial Shear Dead = 5.8 k 0.0 k Live ,-0.0 k 0.0 k Shrt Trm= 0.00 k -19.0 k Moment 0.0 k-ft 0.0 k-ft -32.4 k-ft Moment 0.0 k-ft 0.0 k-ft -54.0 k-ft · DIMENSIONS ---'-- Ftg Dist left of Col #1= Distance Between Columns: Ftg Dist right of Col.#:!= Total Footing Length = Footing Width = Footing Thickness = 15.00 3.50 ft 6.25 ft 2.25 ft 12.QO ft 14.00 ft 15.00 in t t ' t ' :, ,, .,, f<. ,, SUMMARY Service Allow ACI Factored Left S.P.: Static D+L= 237. 6 psf 2500. 0 psf 9-1 = 332. 7 psf Short D+l+S: .633. 1 psf 3325. 0 psf 9-2 = 886.4 psf 9-3 = 569.8 psf Right S.P.: Static D+L= 315.3 psf 2500.0 psf 9-1 = 441.5 psf Short D+L+S: 0.0 psf 33?5.0 psf 9-2 -0.0 psf 9-3 = 0.0 psf Resultant Ecc.: Static = 0.28ft Stability Short Term = -2.51 ft Ratio = 2.25· :1 , ...... Col #1 ......... Between... • ..... ·Col #2 ...... . Ru/Phi As Ru/Phi As Ru/Phi. As Mu from ACI 9-1 = 1.4 psi 0.25 in2/ft 2.1 psi 0.25 in2/ft 2.1 psi 0.25 in2/ft ACI 9-2 = 20.5,psi 0.25 in2/f1't4.6 psi -0.25 in2/ft 4.8 psi -0.25 in2/ft AC! 9-3 = 13 .. 2 psi 0.25 in2/f154.6 psi -0.25 in2/ft 3.1 psi -0.2.5 in2/ft As(in2/ft/ft of width), negative--> As@ top of footing ' ------------,---MOMENT & SHEAR FORCE SUMMARY --,.--------- AC! 9-1 ACI 9-2 ACI 9-3 Mu@ column # 1 = 0.16 k-ft 2.44 k-ft 1.57 k-ft Mu btwn columns = 0.25 k-ft -5.31 k-ft -6.50 k-ft Mu@ column #'2 -0.25 k-ft -0.57 k-ft -0.37 k-ft One-Way Shears •••• Allow.: Vn=2(f' c".5) = 109.54 psi 109.54 psi 109.54 psi Actual: Vu/ .85 ••• Left of Column #1 = 0.62 psi 9.10 psi 5.85 psi Between Columns = 1.58 psi 12.18 psi 13.85 psi Right of Column #2 = 1.04 psi 2.53 psi 1.63 psi Two-Way Shears •••. Allow.: Vn=4Cf'c".5) = 219.09 psi 219.09 psi 219.09 psi Actual@ Column #1 = 6.17 ps.i 5.39 psi 3.92 psi Actual@ Column #2 .::: 10.22 psi 11.46 psi 7.37 psi Pdl = 3.48 Pdl = 5.80 Mst = -54.00 le, :, .,, ft ft le, l<. le, ,,, 1, .,, f<. 1, f<. 1, f<. f<. f<. ft ,, f<. f<. l<. !t l<. 3.50 6.25 2.25 I 1-2 . .00 I I I I I I 1<::1 I I I I I I 1 ...... ... :J)_·.·:-. ,; ::·. I I MARTIN & DUNN, INC. . . . STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 Legoland Cartsbad 96-240 SAN DIEGO, CA 92108 . __ ,.,Page: AB COMBINED FOOTING 'DESI'GN OF8 I \ MINILAND: NEW YORK, SECOND WORST CASE ----DESIGN DATA ---'---- Allowable Soil Pressure= 2500.0 psf Short Term F~ctor = 1 ~33 Seismic Zone = 4 Live Does Not Combine With Short Term f' c : Concrete = 3000 psi- Fy: Reinforcing · -60000 psi· Concrete Weight = 145 pcf overburden· Dead Wt. = 40.-0 psf Min. As ¾ = 0.0014 Column Size ••• #1= 8.0in 112= 8.0in · ••. Base Hei~ht #1= 2.0in #~= 2.0in Rebar CL to Soil Dist. = 3.50 in ----APPLIED LOADS---- At Col #1:. Axial Shear Moment Dead = 3.48 k 0.0 k 0.0 k-ft :Live = 0.00 k 0.0 k 0,0 k-ft Shrt Trm= 0.00 k 11.4 k 32.4· k-f.t' At Col #2: Axial Shear Moment Dead = .5.8 ,k 0.0 ,k, O·.O k-ft Live = 0.0 k 0.0 k 0.0 k-ft Shrt Trm= 0.00 k 19.0 k 54.o· k-f-t __ ..;_ __ DIMENSIONS----- Ftg Dist left of Col #1= Distance Between Columns: Ftg Dist right of Col #'li- Total Footing Length = Footing Width = 3.50 ft 6.25 ft 2.25 ft 12.00 f:t: 14.QO ft Footing Thickness = 15.00 in -------------------~SUMMARY------------- Left S.P.: Static D+L= Short D+L+S= R'ight S.P.:. Static D+L= Short D+L+S= Serv1ce Allow 237. 6 psf 25QO. 0 psf 0.0 psf 3325.0 psf 315.3 psf 2500.0 psf 75'4.4 psf 3325 .. 0 psf ACI Factored 9-1 = 332. 7 psf 9-'2 = ().0 psf 9-3 = Q.O psf 9-1 = 441.5 psf 9-2 -= 105.6·.2 psf 9-3 = 679.0 psf Resultant Ecc.: Static = 0.28 ft Stability Short Term = 3.0?·ft Ratio = 2.06 :1 .. "'" .. Col #1 ••• , •.•.•• Between.... . .••••• Col 112: •••••• Ru/Phi As Ru/Phi As Ru/Phi As Mu from ACI 9-1 = 1,4 psi. 0.25 in2/ft 2.1 psi 0.25 in2/ft 2.1 psi 0.25 in2/ft ACI 9-2 = 13.0 psi -0.25 in2/f152.5 psi 0.25 in2/ft10.3 psi 0.25 in2/ft ACI 9-3 = 8.4 psi -0.25 in2/f159. 7 psi 0.25 in2/ft 6.6 psi 0.25 in2/ft As(in2/ft/ft of width), negativ~ -->As@ top of footing _...._ _______ MOMENT & SHEAR FORCE SUMMARY --'--------- AC! 9-1 ACI 9-2 ACI 9-3 --~---~- Mu iii column # 1 -, 0.16 k--ft -1.55 k-ft -1.00 k-ft Mu btwn columns --0,25 k-ft 6.25 k-ft , 7.11 k-ft Mu@ column # 2 = 0,25 k-ft 1.23 k-ft 0.79 k-ft One-Way Shears .••• Allow.: Vn=2Cf'cA.5) = 109.54 psi 109.54 psi 109.54 psi Actual: Vu/ .85 ••• Left of Column #1 = 0.62 psi 5.83 psi 3.75 psi Between Columns = 1.58 psi 0.00 psi 0.00 psi Right of Column f/2 ·= 1.04 psi 5.63 psi 3.62 psi Two-Way Shears •.•• . Allow •. : Vn=4Cf' cA.5). = 2t9·,·09 psi 219.09 psi 219.09 psi Actual iii Column #i =· 6.17 psi 7.20 ps.i 5.,09 psi Actual@ Column #2 -, 10.22 psi· 8.84 psi 5.68 psi Pdl := 3.48 Pdl = 5.80 . . 1 I °\,• •. " ... ::.·~ t':? . .'~-~-;. .. 1~ :-.:.,,_~ ... :~~:.i..\.:;:~...., -~ ... .;-,. ! ·t .... .,.'.:".,, .. ,,." ~ .,: .. c· .,_•;:-~ ._.-~ .... , _ir., .... ·_-::-., .. -::~-~~"; ~,.. .::.:"-·/ .. , ••• ; ~...,·~ .. ., •. "'"··,.-1,. • :, ... :1 •·,: ~ _·· :~:·"' • .. • •• ~ • ~. -~ .. •f" .. r-o , , ':-1" ~l'",.,~ •• y-.. ~ .... • . ., .. ·~ ·.· ........ ._, __ -_, .,_ ~ .. -•·