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1 LEGOLAND DR; PCR'S MULTI-PERMIT FILE; PCR97105; Permit
f\ f . { BU.IL DING PE n MIT P<;::R No: PCR97105: • A9 6 0 3·43 6,-·: 02/19/98 10:07 Page 1 of ·1. · · Job Address: 1 LEGO DR . Permit Type: P:i:,AN_CHECK REVIBION Parcel No: ,211-022-"16.-o:o · · · Valuation:· o. Occupancy Group: Description: "LAGOON" REVISIONS : N.#3t PLAN CHECK Suite: Lot#: Ref~rence#: SEE BULLETI 9720:27 LEGOLAND 310 Project.No: Development N·o.: · 4197 Ot/19/98 0001 01 . C-PRMT F'.l.305001 .. 02 218u00 Construction Type:.' VN Status: ISSUED Ap.plied: 12/12/97 Apr/I.Ssue: 02/19/98- . Ente~ed By: JvIPP 453.:..,010() r . Fl,!>}~l APPROVAL I: INS~ . DATE 5 · ff. f1_ _ C.LEARANCE~---· __ _ ·-'*+ •¥ a;: , . . CITY Of.CARLSBAD . 207-5' Las Palmas Dr., Carlsbad, CA 92009 (p19) 438~11(>1. _./ . Es·Gil Corporation Professiona[ Pfan !l(eview 'E.ngineers DATE: December 19, 1997 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-2027 REV 2 PROJECT ADDRESS: LEGOLAND PROJECT NAME: 'Boat Ride Revision SET:I Lagoon d APPLICANT ~ ) ~VIEWER D FILE PCR 97-105 · D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. ~ The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected :and resubmitted for a compl.ete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plarisare submitted forrecheck. D The applicant's copy of the check list is enclosed for the juri~c;iiction to forward to the applicant contact person. . D The applicant's copy of the check list has been sent to: ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fa.x In Person ~ REMARKS: 1. Some of the sheets weren't signed/sealed. 2. Note on the plans that ventilation will be provided for the electric~! room. · 3. Structural plans and design for the entire shade structure will be submitted at a later date. '·. By: Kurt Culver Esgil Corporation 0 GA O CM O EJ O PC 12/12/97 Enclosures: tmsmti.dot 9320 Chesapeake Drive, Suite208 + San Diego, Californi.a 92123-+ (619) 560~1468 + Fax (619) 560-1576 .. Carlsbad 97-2027 REV 2 December 19, 1997 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.": 97-2027 REV 2 PREPARED BY: Kurt Culver BUILDING ADDRESS: LEGO:LAND DAtE: December 19, 199'7 BUILDING OCCUPANCY: TYPE' OF CONSTRUCilON: BUILDING PORTION BUILDING AREA II VALUATION VALUE , (ft. 2) I\ LIER ($) Air Conditioning Fire Sprinklers TOTAL VALUE ,, D 199 UBC Building Permit Fee D Bldg. Permit Fee by ordinance: $ D 199 UBC Plan Check Fee D Plan Check Fee by ordinance: $ Type of Review: D Complete Review D Structural Only ~ Hourly D Repetitive Fee Applicabl'e D Other: i:sgil Plan Review Fee: $ 174.30 Comments: Review of Boat Ride revisions: Esgil fee = 2 hrs. @ 87 .15/hr. Sheet 1 of 1 macvalue.doc 5196 ,. Carlsbad 97-2027 REV 1 December 23, 1997 VALUATION AND PLAN CHECK FJ=E JURISDICTION: Carlsbad PLAN CHECK NO.: 97-2027 REV 1 PREPARED BY: Kurt Culver DATE: December 23, 1997 BUILDING ADDRESS: LEGOLAND Duplo Village BUILDING OCCUPANCY: Fl TYPE OF CONSTRUCTION: V-N BUILDING PORTION BUILDING AREA VALUATION VALUE (ft.2) MULTIPLIER ($) ·-Fairy Tale Mainten. 600 20,000 Air Conditioning Fire Sprinklers TOTAL VALUE 20,000 fg] 1991 UBC Building Permit Fee O Bldg. Permit Fee by ordinance:$ 207.00 fg] 1991 UBC Plan Check Fee D Plan Check Fee by ordinance: $ 134.55 Type of Review: ~ Complete Review D Structural Only [8] Hourly D Repetitive Fee Applicable D Other: Esgijl Plah Review Fee: $ 369.09 * Comments: * In addition to the Esgil fee for the above structure ($107.64), an hourly revision fee of $261.45 (3 hrs. @ 87 .15/hr.) is due, for the review of miscellaneous revisions. Sheet 1 of 1 macvalue.doc 5196 HELLMUTH, OBATA: + KASSABAUM, INC. 1655 26th Street, Suite 200, Santa Monica, California 9040ll Voice 310 453 0100 Fax 310 453 2052 sm10 I§ Memorandum Project LEGOLAND Carlsbad Date · · September 10, 1997 Project Number· · ~6.0634.00 File F=D.1 Attention From Regarding Copies To Mike Peterson, City of Carlsbad, l3uilding Department . Kyoko Adachi, HOK . . Is •. IGMP #1, Electnca:l Drawmgs Resub1TI1t a D. Gattie, M. Zurauskas,. R: Apel, B. Pridgen, LLEAg, M. Dawson, SA, J. Hettinger, NA K. Lucci, LAI, P. Gallegos, GLD, J. Moore, TTG, E. Fixen,. SEC, L.. Scott, HOKT, K. Rose, G. Laguna, J. Peruzzi, HOK, We are resubmitting IGMP #1 "P"; Parkwide Loop and "A"; Admin/Syrvice.clusters electrical drawings for city's plancheck process. The electrical plancheck has been completed for these cluster under plancheck m:u:hber CB97-1456 and'building permit has been issued·!o.the Contractor. The LEGOLAND, Carlsbad project, Electrical Engineer oftecord has·been recently shifted to Lucci and Associates, Inc., Camarillo, CA. We would like to reqµest the City to .re.-revi~w and approve Lucci' s electrical set of drawing which follows·.the same project scope criteria .as pre:viously approved set. We will be issuing Lucci ~lectrical drawi:Qg with city approval set exclusively for construction while previously approved electricai set has never been distributed to Contractor. Please confirm time duration for this submittal re-check process, as project construction of IGMP #1 clusters has been commenced already.. Your timely assistance ~d city's cooperation would be greatly appreciated. · ) HELLMUTH, OBA TA+ KASSAB.AUM, INC. 1655 26th Street, Suite 200, Santa Monica, California 90404 Voice 310 453 0100 Fax 310 453 2052 STUOIOE / M,emorandum .Project LEGQLAND Carlsbad Date December 18, 1997 Project Number 96.0634.00 File F=D.1 Attention Mike Peterson, City of Carlsbad, Building Dep~ent Kurt Cu.Iver, EsGil v VIA: Overnight Mail VIA: Overnight Mail From Regarding Copies to Kyoko Adachi, HOK Q . , Duplo: Bulletin #34 Revised Structural Cale. D. Cattle, M. Zurauskas, B. Pridgen, J.F.D. Weingart, M+D, K. Rose, G. Laguna, C. Rooney, HOK, We submitted Duplo cluster Bulletin #34 package to Building Department on Dec. 12., '97 which consists of following. · (5) sets of blue line drawings: Duplo Bulletin #34 dated Dec. 12, '97 ( Please refer to the sheet index D-000-00-A00J for listings of Bulletin #34) We are submitting following as a part of this package. We· appreciate your assistance placing through already started plancheck process forthis package. (2) copies of Structural Calculation: Duplo Village Structural Calculation Revision for Bulletin#:34, .dated Dec. 3, '97. City o·f Carlsb.ad , ~ _ -· ~ Fi re Department 97213"'.-1. • · Sure·au of Prevention Plan Review: Requirements Category: Building Plan Check Date of Report: Monc:J_ay; Dee~mber 29,_ 1997 · Reviewed by: 1 · ~""f=" Contact Name Kyoko -Adachi . Address 1655 26Th st ----'-'------~~--~---"-,,--~~~- City, State Santg Monica CA90404 Bldg. Dept., No. PCR97'.'105 P"lanning No. Job Name Lego Lagoon Clust~r Job Address -1..!:§9o Ste. or Bfdg. No. -~--- ~ Approved -The item you have submitted for review has been approved. The approval is based on plans;-information and/or specifications provided in your submittal; therefore any changes to tf:lese items after this date, including field modifica- tions, must be reviewed by this office to ins·ure continued: conformance with applicable codes. Please review carefully all comments attached, as failure .to comply with instructions ih this report can result in suspension of perr:nit to construct or install improvements. · D Disapproved -Please see the attached report of deficiencies. Please make corrections to plans or spedfications necessary to indicate compliance with applic~ble codes and st~ndards. Submit corrected plans and/or specifications to this office for review; For Fire Dept:;J.rtment Use Only Review 1st~~-2nd~--3rd.~---~ Other Agency ID CFD Job# __ 97_2_1_3-_1_ File#_·-'---"-~-'-- 2560 Orion Way • Carlsbad, California 92008 • (619) 931-2121 I I I I I I I I I I I I I I I I I I 'I z l- a: <I: ~ d z z Z MARTIN & DUNN, lNC. :::::l Structural & Civil Engineers. 0 7801 Mission Center Ct., #400 San Diego, ·cA 921 OB Phone [619) 497-211 B Fax [6191 497-0429 STRUCTURAL CALCULATI-ONS FOR Legol:and ca-rlsbad (M&D PROJECT NO. 960240.00) Lagoo-n Clu·ster Boat Ride (IG:MP #2 Pa-ckage) Architect of Record: HeUm14th, Obata & Kassabaum For Building Department Plan Check Submittal October 17, 1997 I I I I I I I I I I I I I I ii I I :I: <I SUBJECT GENERAL PARKWIDE STRUCTURES . BOAT RIDE MAINTENANCE BUILDING BOAT RIDE QUEUE CANOPY THE LAGOON (BOAT RIDE) INDEX SECTION A B C I I I I I I I I I I I I I I I I I I I SECTION A GENERAL PARKWIDE STUCTURES 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 I I I Cl) C ca I a: Cl) ::s .2 > QI ... C. I C ni iii a: • I I I I I I I I I~-·-·· 1:S® I A\ OF-4la ICBO Evaluation Service, l'nc. 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidia,y corporation of the International Conference of Building Officials EVALUATION REPORT Copyright © 1996 ICBO Evaluation Service; Inc. 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 steel 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 0.477,5 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. 1 O 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. Memberdes- 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, HOS, 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 XXHDSeries: 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 3/s·inch (9.5 min) gypsmn board-attach·ed to both sides in accordance with Chapter 12, Division V, (04.3) are ooted:jn Table 6. Report No. 1715P Reissued May 1, 1996 D. Joists XHD, HDJ, FJ and XFJ Series: Allowable span lengths for simple-span joists having variousspacings, 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. I:. 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 Building 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 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 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 (L/120). 3 Allowable Nonbearing Partition Heights, 16 in Feet, with Brittle Finish (L/240). 4 Allowable Nonbearing Partition Heights, 20 in Feet, with Brittle Finish (L/360). 5 Allowable Axial Load Bearing Studs 24 6 Allowable Axial Load Bearing Studs with 42 Minimum 3/a·inch (9.5 mm) Gypsum Board 7 Allowable Span Lengths (Feet) for Pur-44 · lins and Joists, Simple Span, (for Total Load) Based on Flexure. 8 Allowable Spans (Feet) for Purlins and 46 Joists, Simple Span, (for Live Load) Based on Deflection 9 Allowable Concentrated Loads (Single 49 Member) l)etail Sheet 1 2" Items Covered Web Stiffeners for Studs and-Joists Lateral Bracing .Details Page No. 52 52 G; ldentificaJion: Each stud, joist and track is identified with the manufacturer's name (AMS), ICBOES Report N_o. 1715, minimum base metal thickness and 50 ksi (345 MPa) yield strength, if greater than 33 ksi (228 MPa), stamped onto the web section at 24 inches (610 mm) on center. Ill. Evidence Submitted: Descriptive details, allowable spans and cal· culations in accordance with Acceptance Criteria for Steel Studs, Joists ~OQ Tracks dated January 1994. Evaluation reporls ofICBO Evaluation Sell'ice, I11c., are issued solely to provide.information to Class A members of ICBO, utilizing the code upon wl,icl, the reporl is based. Evaluation reporls ore not to be cons/med as.representing aesthetics or any otl,erattributes not specifically addressed nor as on endorsement or recommen• dationfor use of the subject report. · This report is based upon independent tests or other technical'tiaJa submitted by the applicant. The ICBO Evaluation· Service, Inc., tech11ical staff hos reviewed t.1,e test results and/or other data, but does not possess test[arilitks to make on independent verification. There is no wa"onty by ICBO Evaluation Sen•ice, Inc., express or implied, as to any "Findi11g" or other matter in the report oras to any product co,•ered by the report. ·This disclaimer includes, but is not limited to, mercha11tability. Page 1 of2 I I I I I I I I WAFER HEAD f:ormetal to metal framing connections when drywall. plywood and other similar wall materials are used on metal studs arid joists. Metal thickness -25, 22 and 20gauge. ' · BUGLE HEAD -For drywall attachment to metc:11 studs and joist. Also used for attaGhing 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 wher-e water tight seal is necessary. Metal thickness -20, 18, 16 and 14 gauge. BUGL~ HEAD-SEI-F DRILLING Fc;ir drywall attachment to metal studs and joists. Also used for attaching cabinets through gypsum board and insulation board. Metal thickness -20, 18, 1 6 and 14 gauge. WAFER HEAD-SELF DRILLING For metal to metal framing.connections when drywall, plywood and other similar wall materials:are used on metal studs and joists. Metal thickness -20, 18, 16 and 14 gauge. HEX 'HEAD-SELF DRILLING 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 SUGGESTED DESIGN LOADS.FOR SCREW CONNECTIONS (pounds) SCREW SlZE I Steel No, 12-14 No, 10-16 No. 8-18 No, 6-512 Gauge (T•.153") (T•.125") (T•, 125") (T•.106") Thickness TYPE OF LOADING I Kin Shear Pullout Min Shear Pullout Min •. Shear Pullout Min Shear Pullout Edge or Edge or Edge or Edge or Dist ~earing· Dist Bearing · Dis~ Bearing Dist Bearing I 25 -----33 .137 37 .c ] .r: .r: u 22 u --u 202 89 c. 194 73 186 sz .!: .!: N 00 20 •. N 256 114 N 257 114 ... 260 95 ;:, 230 85 ... ... 18 453,· 184 415· 175 342 153 262 136 .. I 16 '5 540 252 ~ 506 238 · .c 362 203 ~ 320 183 -g ___ •" .!: 335 14 657 354 517 ., 405 3Q6 ., -292 le. ~ ;:; ;:; ... 12 662 544 . 447 . 383 -350 .. . . . . ..... Min. Spacing of Screws 9/16 !nth 1/2 inch 3/8 inch 5/16 inch t. to C, I ! .-:,:/.::j . .· . ' ~OTES: . ~ 1. Shear and pullout allowables based on average test results with a safety factor of 3.0. Test data available from s~rew manufacturers (i.e. Grabber, Buildexl. 2. When connecting materials of different gauge, use loads shown for the lighter gauge. . I 3. Steel gauge thicknesses 25, 22, 20 and 18 ~ Fy =33ksr T 1•. 14 •• 12-Fy ··""" 29 I I I I I I I I I I I A3 TABLE I: STRUCTURAL PROPERTIES OF STUDS, JOISTS, AND TRACK (CONTINUED) MEMBER MINIMUM WEIGHT D~GNATION DESIGN (lbs/ft), ' TIUO<NESS (inches) 20HDSl58 0.0346 0.529 20HDS250 0.0346 0.632 20HDS3S0 0,0346 0.749 20HDS358 0.0346 0.764 · • ·.~HDS400 0.0346 0.808 ._-::.\JHDS550 0.0346 0.984 -~~- 20IIDS600 0.0346 1,043 18HDS250 0.0451 0.840 l8HDS350 0.0451 0.994 18HDS358 0.0451 1.013 l8HDS400 0.0451 1.070 1SIIDSS50 0.0451 !.300- 20, ·1.250" 18, 16, aud 14-"HDS" Punched C-Stud -l .093" inside radius , ·-. -· ll'<·b Depth O.D. -~-· EFFECTIVESECTION .325" for 20 GAUGE .433" for 18 & 16 GAUG'E .461'' for 14 GAUGE Punched hole: 3/4" for 1-5/0~ and 2-1/2" web depth and l-l/2" for 3-1/2" and larger web deplh, 10RSIONAL SECTION GROSS SECTION PROPERTIES PROPERTIES MOMENT. PROPERTIES CAPA<;ITY Ar.ca bx Rx lyy Ry '"" I Sx Arca Ma Xo J I ,in:6) Ro l! /inA2\ (inA4\ /inAJ\ /inA4\ . linA-3\ /inA4\ I ·(inA3\ /inA2) (in-lbs\ /in\ /inA4\ (in\ 0.156 0.071 0.674 0.034 0.467 0.071 0,087 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 -J.014 7,422E'-05 0.054 1.502 0.544 0.221 0.411 J.366 0.044 0.449 0.411 0.235 0.221 4507 -0.896 8,803E-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 8,975E-05 0.119 1.722 0.737 0.238 0.563 ·1.538 0.046 0.441 0.563 0.282 0.238 5401 -0.848 9.493E-05 0,148 1,!511 0.781 0.290 1.205 2.039 0.050 0.417 1.205 0.438 0.290 8428 -0.732 l,l56E-04 0.302 2.206 0,890 0.307 1.489 2.202 0.051 0.409 1.489 0.496 0,307 9551 · -0.701 l.225E-04 0.368 2.347 0.911 0.247 0.245 0,994 0.055 0.473 0.245-0.196 0.247 3868 -1.091 1.676E-04 0.085 1.550 0.505 0.293 0.538 '1.357 0.062 0.461 0.538 0.308 0.293· 6079 -0.963 1,984E-04 0.167 1.726 0.689 0.298 0.585 J.401 0.063 0.459 0.585 0.323 0,298 6377 -0.950 2.022E-04 0.180 1.753 0.707 0.3i5 0.739 1.531 0.065 0.454 0.739 0.369 0.315 7298 -0.912 2.137E-04 0.221 1.839 0.754 0.383 1.587 2.036 0.071 0.431 1.587 0.577 0.383 1140S -6.788 2.595E-04 0,444 2.226 0.875 I I-) 1811DS600 0,0451 ,. 1.376 0.405 1,962 2.200 <i.073 0.423 1.962 0.654 0.405 12923 -0.754 2.748c-04 0.539-2.364 0.898 ~- 1811DS800 0.0451 . 1.683 0.496 3.996 2.840 0.078 0.396 3.996 16HDS250 0,0566 1.044 0.307 0.301 0.989 0.067 _ 0.468 0.301 I 1611DS350 0.0566 1,236 0,364' 0,664, -1.350 0.076 0.456 0.664 16HDS358 0.0566 1,260 0.371 0.-721 1.394 0.076 0.454 0.721 16HDS400 0.0566 1.332 0.392 0.912 1.525 0.079 0,448 0.912 h l6JIDS550 0.0566 1.621 0.477 1.965 2.029 0.086· 0,425 1.965 16UDS600 0.05(6-_ .... 1.717 0.506 2.430 2.19Z 0.088 0.418 2.430 16HDS800 0.0566 2.101 0.619 4.959 2.831 0.094 ,0.390 4.959 16HDSIOOO 0.0566 2,486 0.732 11:726 3.453 0.098 0.366 8.726 14HDS250 0.0713 1.311 0.386 0.371 0,980 0.083 0,465 0,371 I 14HDS350 0.0713 1.554 0.457 0.824 1.3~2 0,094 0.453 0.824 14HDS358 0.0713 1.584 0.466 0.896· 1.386 0,095 0.451 0.896 14IIDS400 0.0713 J.675 0.493 t:134, 1.517 . 0.098 0.446 1.134 I ·. ·_'. ·_. : .1HDS550 0.0713 2.038 0.600 2.452 2:022 0.107 0.423 2.452 ·. ·. :-:: .j ~:.:.:4HDS600 0.0713 2.159 0.636 3.036 2.185 0.110 0.416 3.036 14HDS800 0.0713 2.643 0.778 6.208 ,2.824 0.117 J (,).388 6.208. 14HDSIOOO 0,0713 3.127 0.921 10.938 3.446 0.123 0.365 '10.938 1· 0.999 0.496 19740 -0.646 3.360E-04 0.240 -0.307 7200 -1.079 3.283E-04 0.379-0.364, 11357 -0.952 3.887E-04 0.398 0.371 11917 -0.938 3.963E-04 0.456 0.392 13651 -0.900 4,18!JE-04 0.714 0.477 21389 -0.777 5.096E-04 ,0.810 0.506 24252 -0,744 5.398E,-04 1.240 0.619 37120 -0.637 6.607E-04 1.745' 0.732 41930 -0.558 7.SlCE-04 0.297 0.386 8884 -J.084 6.544E-04, 0,471 0.457 14099 -0.956 7.752E-04 ·-. - o.~94-0,466 14802 -0.942 7.903E-04 0.567 0.493 16979 -0.903 8.3561!-04 0.892 ·0.600 26698 -0.779 l.017E-0l 1.012 0.636 30296 -0.746 1.077E-03 1.552 0.778 46471 -0.638 l.31llE-Ol 2.188 · 0.921 65497 -0.559 1.561E-03 1.030 2.939 0.102 1.536 0.201 1.714 0.217 r.741 0.267 1.826. 0.538 2.214 0.653 2.353 1.251 2.928 2.076 3.517 0.130 1.534 0.253 1.709 0.272 1,736 0.336 1.821 0.673 2,208 0.818 2.346 1.565 2.921 2.596 3.510 0.952 0.507 0.691 0,709 0.757 0.877 0.900 0.953 0.975 0.500 0.687 0.105 0.754 0.815 0.899 0.952 0.9?5 0. ' i 1' I 1,,-- TABLE I: STRUCTURAL PROPERTIES OF STUD~, JOISTS, AND TRACK (CONTINUED) 1 ' - I MEMBER MINIMUM WEIGHT, DESIGNATION DESIGN (lbs/ft) llll<XNESS • { ,~-~-. . . -~ (inches) • -· ~ -· 'lo • ',;· ·· -,1 ~·,..- 20XHD350 0.0346 0.887 20XHD358 0.0346 0.902 20XHD400 0.0346 0.946 • j 20XHDSSO 0.0346 1.122 20XHDOOO 0.0346 1.181 18XHD350 0.0451 1.148 ' 18XHD358 0.0451 1.167 18XHD400 0.0451 1.225 18XHDSS0 0.0451· 1.455 l l ~ 18XHD<,OO 0.0451 '1.531 18XHD8JO 0.0451 1.837 l6XHD350 0.0566 1.430· l6XHD3S8 0.05Ci6 1.454 !6Xl1D400 0.0S66 1.S26-.. !6XHD5.50 o.05~ I.SIS ' I 16XHIXOO 0.05Ci6 ., 1.911 l6XHD8JO 0.0566 2.29S 16XIIDIOOO 0.0566 2.680 14XHD350 0.0713 i.785 14XHD3S8 0.0713 1.815 -SG 14XHD400 0.0713 1.906 14XHD5SO 0.0713 2.269 l4XHD<,OO 0.0713 2.390 14XHD8:l0 0.0713 2.874 14XHDIOOO 0.0713 3.358 20, 18, 1'6, & 14 "XHD" Punched C-Stud -l ------.563" Typical 1.625" Pµnched hole: 1-1/2" tor 3-1/2" and larger. web depth. Web Deplh O.D. EFfEC11VESECJ1ON TORSIONAL SECilON GROSS SECilON PROPERTIES PROPERTIES MOMENI' PROPERTIES CAPACITY. Arell lxx Rx I)j Ry llC< Sx Are11 M11 Xo 1 Cw Ro /in"2) (in"~) (in"3) (in"A) (in"3) (in"4) (in"3) (in"2l (in-lbs) (in) (in ".4) (in"6) (in) 0.261 o:S12 1.400. 0.102 0.626 0.Sl2 o._292 0.261 SS69 -1.399 1.04:IE-04 0.301 2.076 0.265 0.S5S 1.446 0.103 0.624 _o.s55 0.306 0.265 5534· -1.382 1.0S!iE-04 0.322 2.096 0.278 0.698 I.SS3 0.101 o._620 0.698. 0.349 0.278 6654 -1.334 1.111E-04 0.391 2.161 : oj30 0.330 l.47~ 2.111 0.118 O.S99 1.472 0.S35 10259 -1.11s 1.31118-04 0,758 2.489 _0.348 1.8t0 2.2&2 0.122 0.591 1.810 0.603 0.348 11576 -1.131 1.387E-04 0.914 2,615 0.338 0.658 1.395 0.130 0.621 0.658 0.376 0.338 7427 -1.389 2.29:IE-04 0.381 2.064 0.344 0.714 1.441 0.132 0.619 0.714 0.394 0.344 7780 -1.372 2.331E-04 0.408 2.084 0.361 0.897 1.577 0.136 0.615 0.897 0.449 0.361 8867 · -1.324 2.44SE-04 0.496 2.149 0.428 1.898 2.105 0.151 O.S94 1.898 0.690 0.428 13641 -1.165 2.904E-04 0.962 2.478 0.451 2.335 2.276 0.155 0.586 2.335 0.778 0.451 153112 -1.121 3,057E-04 1.161 2.604 O.S4i 4.675 2.939 0.167 0.556 4.675 1.169' 0.S41 23094 -0.977 3,669E-04 2.190 3.147 0.421 0.813 1.389 Q.160 D.61S 0.813 0.464 0.421 13905 -1.377 4.4911B-04 0.463 2.050 0.428 0.882 1.435 · Q.162 0.614 0.882 0.487 o.~28 14570 -1.360 4.S73E-04 0.495 2.070 0.449 1.1io I.S72 0:161 0.610 1.110 0.S55 0.449 16619 -1.312 4.&0CE-04 0.603 2.136 O.S3°4 2.3S4 2.099 0.18S 0.588 2.354, 0.8~ 0.534 2562,'I -1.154 5.70CiE-04 1.174 2.466 . 0.563 2.897 2.269 0,190 0.SSI 2.897 .. 0.966 0.563 28913 -1.110 6.00SIE-04 1.417 2.S92 0.676 5.809 2.932 0.20S 0.SSO 5.809 1.452 0.676 43483 -0.967 7.217E-04 2.678 3,136 0.789 10.073 3:57~ 0.216. 0.523 10.07,\ 2.015 0.789 502Ci6 -0.859 3.426E-04 4.423 3.712 O.S25 1.004 1J82 0.195 c;>.609 1.004 0.S73 0.525 17169 -1.362 MOSE-04 0.559 2.034 O.S34 1.090 1.428 0.197 0.607 i.090 0.601 0.534 11997 -1.34S 9.0S6E-04 O.S9S 2.054 0.561 1.373 1.564 · 0.204 0.603· 1.373 0.686 0.561 20550 -1.291 9.509E-04 0.729 2.120 0.66& 2.919 2.090 0.226 0.581 2.919 1.061, 0.66& 31781 -1.140 l.132E-03 1.425 2.451 0.704 3;51)6 2.260 . 0.232 0.574 3.596 1.199 0:104 35884 -1.096 l.193E-03 1,722 2.577 0.846 7.226 2;922 ·0.250 0.543-7.2_26 1.806 OM6 54086 -0.954 1,43E-03 3.262 3.121 0.989 12.549 3.562 0.263. 0.516 12.S49 2.510 0.989 -75142 -0.846 l.676E-0~ S.395 3.698 a 0.546 0.565 0.619 0.777 0.813 0.547 '9.567 ~,621 0.779 0.815 0.904 0.549 0.S6& 0.623 0.781 0.816 0.905 0.946 0.551 0.571 0.625 0.784 0.819 0.907 0.948 --~I --(/','.', -! -L,.) ~ --- SPAONG ALLOW S1UDNAME (In.) AXIALLOAD 5 12 0.194 0.019 20HDS158 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~ 20HDS350 16 0.968 0.550 24 0.968 0.316 12 1.029 0.755 20HDS358· 16 1.029 0.614 _ 24_ 1.029 0.370 12 1.209 0.972 20HDS400 16 1.209 0.818 24 1.209 0.549 12 1:679 1.679 20HDS550, 16 1.679· 1.560 24 ,1:619 1.276 " 12 .1.652' 1.652 20HDS600 16 1.652 1.640 2-4 1.652 1.391 12· 1.527 1.527 A20HDS800 16 1.527 · 1~27 24 1.527 l'.463 1°2, 0.716 0.4~1 18HDS250' , 16 0.716, · 0.328 24 ·o:mi · 0.153 12 1.371 1.127 18HDS350 16 1.371, 0.9!i9 24 1.371 0.695 . 12 1.492· 1.252 18HDS358 16 1.492 1.085 24 1.492· 0.795 12 1.778 1.598 18HDS400 16 1.778 · 1.413 24 1.778 1.091 12 2.559 2.559 18HDS550 16 2.559 2.539 24 2.559 2.250 12 2.532 2.532 -j . 18HDS600 16 2.532 2.532 24 2.532 2.4-07 12 2.391 2.391 18HDS800 16 2.391 2.391 24 2.391 2.391 12 0.893 0,752 16H~S2.~0 16 0.893 0.661 24 0.893 o.~04 8 - ---, - - ---_____ ,, __ -------, ........... ~ .... .,. ... -·-t,:;{} WJNDINCpoO 10 u 20 25 30 40 50 60 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 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 i 0.000 , 0.000 0.000 0.000 0.000 I 0.000 0.000 0.000 0.000 0.000 0,000, 0.000 0.000 0.316 \o.023 '0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.115, 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 0.549 0.209 0.000 0:000 0.000 0.000 0.000 0.000 0.000 ' 1).316 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 1.276 0.893 0.548 0.232 0.000 0.000 0.000 0.000 0.000 1.016 0.548 ,0.132 0.000 0.000 0.000 0.000 : 0,000 0.000 0-~48 ·'0.000 0.000 0.000 '0.000 0.000 0.000 0.000 0.000. 1.391 1:045 0.726 0.429 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 1,463 1.192 0.929 0.675 0.428 0.000 0.000 0.000 0.000- 1.281, o.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 0.15~ 0.000 0.000 0.000 '0.000 0.000 , 0.000 · 0.000 0.000 0.004 .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 0.000 0.000, 0.695 0.353 0.060 0.000 0.000 0.000 '0.000 ·o.ooo 0.000 ,.. , 0.460 0.060 Q.000 : 0.(!90 . 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 0.00!) . 0.000· 0.000 '0,000 0.000 0.546 , ~.122 '0.000 0,000 0.000 0.000 0.000 0.000 0.009, 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 0.811 0.332 , 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.OQO . 0.000 0.000 . 2.250 1.786 1.368 0.984 0.627 0.000 0.000 0.000 0.000 1.9~5 1.368 0.862 0.401 0.000 0.000 0.000 j 0.000 0.000 1.368 0.li27 0.000 0.000 0.000 . 0.000 0.000 0.000 0.000 2.407 1.991 1.607 1.248 o.910 0.285 0.000 .. 0.000 0.000 2.1?~ 1.607 1.134 n~n• n~a, nnnn nrYVl , nnnn nnnn *:- 1.607 0.910 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 l-~22 1.218 I 0.634 0.076 ! 0.000 0.000 2.157 1.677 1.218 0.777 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 - - - --- - - - - ---,--------------·--... ·--.. -·-SPACING ALLOW WIND IN (psi) ... S1UDNAME (in.\ AXIALLOAD 5 10 15 20 25 30 40 50 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 16HDS350 16 1.709 1.594 1,152 0.798 0.495 0.225 0,000 0.000 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 ~ 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 0.919 0.598 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 1.650 l.329 1.043 0.781 0.3!'2 0.000 0.000 0.000 16HDS400 16 2.344 2.309 1.766 l.329 0.953, 0.618 Q.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 3.496 3.024 2.670 2.340 1.732 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.OQO 0,000 24 3.625 3.625 3.024 2.340 1.732 -1.179 0.670 0.000 0.000 0.000 ·o.ooo· 12 3.550 3j50· "j.550 3.550 3.247 2.932 2.632 2.071 1.552 l,067 0.390°, ~ 16HDS600 16 3.550 3.550 3.550 3.247 2.83(/ .2.440 2.071-, 1.387 0.760 · 0.176 Q.000 24 3.550 3.550 3.247 2.632 ·2.011 1.552' 1.067 0.176 0.000 0.000 0.000 12 3.244 3.244 3.244. '3.244 3.244 3.244 3.185 2.827' 2.479 2.140 1.646 16HDS800 16 3.244 3.244 3.244 3.244 3.244 ,3.065 2.827 2.365 1.918, 1.486 0.860 24 3.244 3.244 3.244 3.185 2.827 2.479_ 2.140 1.486 0.860 0.259 0.000 12 2.971 2.971 2.971 2.971 2.971 2.971' 2.971. 2.813 2.535 2;260 1:854 1_6HDSIOOO 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 2.26(1 1.720-1.191 0.673 0.000 12· 1.128, 1.017· 0'.739 0.521 0.336 0.172 0.024 · 0.000 0.000 0.000 0.000 ,,14HDS250 16 ,1.128 0.914 0.589 0.336 0.121 0.000. 0.000, O.OQO 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.,44 1.255 0.996 0.760 · 0.338 0.000 0:000 ·o.ooo 14HDS350, 16 2.166 · 2.141 1.650 1.255 _0,915, 0.613 0.338, !).000 0.000 0.000 0.000 : 24 2.166 1.879 1.255 0.760 0.338 0.000 0.!)00 0.000 0.000 0.000 0.000 12 2.360 ' 2.360 2.084 1.730 1.423 1.149 0.899 · 0.451 0.052 0.000 0.000 \-1 ~ 14HDS358 16 2.360 ' 2.360, 1.842 1.423 1.063 0.74~' 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 0.854 ·0.384 0.000 0.000 2 14HDS400 16 2.9?9 2.999 2.49() 1.999 1:576, 1.198 0.854 o.ps . 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 4.436, 4:024 3.639 · 2,932 . 2.289'. 1.696 0.879 j0 14HDS550 16 4.906 4.906 . 4.906 4.436 3.893 3.395 2.932 , 2.087 , 1.324,, 0.622 0.000 24 4.906 4.906 4.436 3.639 2.932 2.289' 1.696 . 0.622 0.000 0.000 0.000 12· 4.826 4.826 4.826 4.826 4.727 4.363 4.016 3.368 2.76.7 2.205 l.4i9 14HDS600 16 4.826 4.826 4.826 4.727 4.245 3.794 3.368 2_,75 1.848 1.171 0.231 24 4.826 4.826 4.727 4.016 3.368 2.767 2.205. 1.171 0.231 0.000 0.000 i2 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 4.464 4.464 4.4&1 . 4.464 4.464 4.265 3.742 3.235 2.742 2.029 24 4.464 4.464 4.464 4.464 4.265 3.871 3.486 2.742 2.029 · 1.344 0.360 12 4.119 4.119 . 4.119 4,119, 4,119 4.119 4,119 4.119 4.119 3.941 · 3.566 14HDSIOOO 16 4.119 4.119 4.119 4.U9 4.119 4.119 4.119 4.109 3.774 3.443 2.952 24 4.119 4.119 4.119 4.119 4.119 4.119 3.941 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 1.305 0.597 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 _ 0.000 1715-P -·· -vJ .i::,. - - , ,:-:.·::. (-·.·. · .. , '"K:: .... -----.. -.. -- -------------,. .... -·--.... -... , ..... , .. _. ......... .. -·--,.·. {~·-.::·::_:> I•.,• .. / SPACING ALLOW WJNDIN(psO SlUDNAME (in,) AXIALLOAD 5 10 15 20 25 30 40 .50 60 7.5 12 0.194 0.019 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 20HDSl58 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 20HDS2.50 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 ·,0.000 0.000 0.000 0.000 0,000 0.000 0.000 0.000 12 0.968 0.686 0.316 0.023 0.000 0.000 0.000 0.000 0.000 0.000. 0.000 20HDS350 16 0.968 0..550 0,115· ri.ooo 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 i>.ooo 0.000 0.000 0.000 12 . 1,029 oj.5.5 0.370 0.065 0.000 I 0.000, 0.000 0.000 0.000· 0.000 0.000 20HDS358 16· i 1,029, 0.614 0.161 O.OQO 0.000 0.000 0.000 0.000 0.000 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 20HDS400 16 1.209 0.818 . 0.316 0.000 0.000 · 0.000 0.000 0.000 0.000 0.000 .. 0.000 ,. 2,4 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 0.232 0.000 0.000 p.000 0.000 0.000 20HDS.~.50 16 '1,679 1..560 1,016 0.548 0.132 0,000 . 0.000 o.ooci 0.000 0.000 . 0.000 . ----,. 24 11,679 1.276 . 0.548, ·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 0.000 0.000, 0.000 0.000' 20HDS600 16 1.652 1.6'1() 1,157· , 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 ·o.ooo · 12 .1.527 '!.527 1.463 i.192 0.929 · 0.675 0.428 0.000 0.000 0.000 0.000: A20HDS800 16 1..527 1..527 1.281 0.929 0..592 0.267 0.000 0.000 0.000 0.000 0.000 24, 1.527 1.463 Q.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 0.328 0.004 0.000 0,000 0.000 0.000 0.000 0.000 0.000 0:000 24 ··:o.'116· 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 0.69.5 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 Q.000 0.000 0.000 ·0.000 0.000 24 ·, ,1.371 0.69.5 0.060 0.000 .o.ooo 0.000 0.000 0.000 0.000 0.000 0.000 12 ' 1.492 1,2.52 0.79.5 OA32· 0.122 0.000 O.OQO 0.000 0.000 0.000 '· 0.000, 18HDS3.58 16 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 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 0,000 0.000 0.000 0,000 0.000 18HDS400 16 1.778 1.413 0.811 0.332 0.000 0.000 0.00() 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-~59 2.5.59 2;250 1.786 1.368 0.984 0.627 0,000 0.000 0.000 0.000 18HDS550 16 2.5.59 2.559 1.935 1.368 0.862 0.401 . 0.000 0.000 0.000 0.000 0.000 24 2.559 2.2.50 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 0:910 0.285 0.000 0.000 0.000 .:, 18HDS600 16 2.532 2.532 . ~.126 1.607 1,134 0,695 o,285 0.000 0.000 0.000 0.000 ,(--24 2-~32 2.407 1.607 D.910 · 0.285 0.000 O.OOQ . 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 ..::, 18HDS800 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 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-~04 0.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1715-P 8 • ---------TABLES -ALJ..OWABLEAXIAL LOAD-BEARING STUDS {KIP~ 16'-0" HIGH, BRACED AT• >.C .. SPACING All,OW STUD NAME (in.) AXIALLOAD 5 10 15 12 1.709 1,709 1.358 1.057 16HDS350 16 1.709 1..594 1.152 0.798 24 1.709 1.358 0.798 0.3!17 12 1.862 1.862 1..512 1.194 16HDS3.58 16 1.862 1.762 1.294 0.919 24 1.862 1.512 0.919 0.451 12 2,344 2.344 2.020 1.650' 16HDS400 ·16 2.344 2.309 1.766, 1.329 .24 2.344 2.020 1.329 0.781 12 3.625· 3.62.~ · 3,625 3.406 l6HDS550 16 3,625' 3.625 3..541 :f.024 24 3.625 3,625 3:024 2:340 12 3.550 3-~50 3.550 3.550 16HDS600 16 3.550 3.550 3.550 . ~.247 24 3.550. ,3.550 . 3.247 2.632 12 3.244 3.244 3.244 3.244 16HDS800 16 3,244 3.244 3.244 3.244 24 3.244 3.244 3.244 3.185 12 2.971 2.971 2.971 2.971,· 16HDS1000 16 2.971 ~.971 2.971 2.971 24 2.971 2.971 :i.971 . 2.971 12 1.128 1.017 0.739 0,521 14HDS250 16 1.128 0.914 0.589, . 0.336 24 1.128 0.739 0.336 0.024 12 2.166 , 2.166 1.879 1.544 14H0S350 16 2.166 2.141 t.650· 1.255 24 2.166 1,879 1.255 0.760· 12 2,360 2.360 ' 2.084 1.730 14HDS358 16 2.360 2.360 1.842 1.423 24 2.360 2.084· 1,423 0.899 12 2.999 2.999 2.774 2.359 14HDS400 16 2.999 2.999 2.490 1.999 24 2.999 2.774 1.999 . 1.382· 12 4.906 4,906 4,906 4.880 14HDS550· 16 4.906 ' 4,906 4.906, , 4.436 24 4.906 4.906 4.436 3.639 12 4.826 4.826 4:826 4.826 14HDS600 16 4.826 4.826 4.826 4.727 24 4.826 4.826 4,727 4.016 l2 4.464 4.464 4.464 4.464 14HDS800 16 4.464 4.464 4.464 4.464 24 4,464 4.464 4.464 4.4.64 12 4.119 4,119 4.119 4.119 14HDS1000 16 4.119 4.119 4.119 4.H9 24 4.119 4.119 4.119 4.119 12 1.305 1.030 0.597 0.256 20XHD3~ 16 1.305 0.871 0.363 0.000 24 1.305 0$7 0.000 0.000 1715-P WIND IN (psi) 20 25 30 0.798 0.567 0.357 0.495 0.225 0.000 0.000 0.000 0.000 0.919 0,674 0.451 0.598 0.312 0.051 0.051 0.000 0.000 1.329 1.043 0.781 0.9!13 0,618 0.312 0.312 0.000 0.000 3.024 2.670 2.340 2.558 2.130 1.732 1,732 1.179 0.670 3.247 2.932 2.632 2.830 2.440 2.071 2.071 , 1.552 1.067 3.244 3.244 3.185 3.244, 3.065 2.827 2.827 2.479 2.140 2.971 .2.971 2.971 2.97r 2.971 2.813 2.813· ,2.53.~-· 2.260 . 0.336 0.172 0.024 0.121 0:000 0.000· . 0.000 · 0.000 0.000 t.255 '0.996 0.760 o.915 0.613 0.338 0.338 0.000 .!).000 1.423 l'.149, ' 0.899 1.063 0.743 0.451 0.451 · 0.052 0.000· 1.999 1.677 1.382 · 1.576 1.198 0,854 0.854 0.384 0.000 ' 4.436 4.024, 3.639 3.893 · 3.395 2.932 2.932 2.289 1.696 4,727 4.363' 4.016 4,245 3.794 3.368 3.368 2.767 2.205 4.464 4,¾4· 4.464 4.464 4,¾4 4.265 4.265 3.871 3.486 4,119 4.119 4.119 4.119 . 4.119 4.119 4.119 4.119 3.941 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 40 so 0.000 0.000 0.000 0.000 0.000 0.000 0.051 0.000 0.000 0.000 0.000 0.000 0.312 0.000 0,000 0.000 0.000 , 0.000 1.732 1.179, 1.005 0.349 0.000 0.000 2.071 1..5!12 1.387 0.760 0:176 0.000 2.827 2.479 2.365 1.918 1.486 . o:860 7,813 2.535 2.443 2.078 · 1,720 1.191 0.0(1() O.(XXl 0.000· 0.000 0.000 0.000 0.338 0.000 0.000 0.000 0.000 0.000 ·0.451 · 0.052 0.000 0.000 0.000 o.oocr 0.854 0.384 o.~38 0.000 0.000 ,0.000 2.932 2.289 2.087· 1.324 0.622 0.000 3.368 2.767' 2.575 1.848 1.171 0.231 4,265 3.871 3.742 3.235 2.742 2.029 4.119 4.119 4.109 3.774 3.443 2.952 0.000 0.000 · 0.000 0.000 0.000 0.000 60 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.670 0.000 0.000 1.067 0.176 0.000 2.140 1.486 0.2.W 2.260 1.720 0.673 0,0()() 0.000 0.000 0.000 0.000 0.000 , 0.000 . 0:000 0.000, 0.000 -0:000 0.000, 1.696 0.622 0.000 2.205 1,171 0.000 3.486 2.742 1.344 3.941 3.443 2.470 0.000 0.000 0.000 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 0.390 ;:;::::, -~ ? C-0.000 (, 0.000 1.646 0.860 0.000 t i1'J ·1,854 .n 1.191 0.000 O.CK)() · 0.000 0.000 0.000 . 0.000, 0.000 ,0,000 , 9.000 , 0.000·1, 0.000 0.000 0.000 0.879 0.000 0.000 1.419 0.231 0.000 2.925 2.029 0.360 3.566 2.952' 1.760 0.000 0.000 0.000 )>, {;" . --, .. -·,····:·::!~,-,-"·:·. _:•c • .. I I I .I I I I I I 1.-:::·._-:_~-:' .. _ .... ) ~-~~~--~ I I I I I 1- I 10 Al TABLE I: STRUCTURAL P,ROPERTIES OF STUDS, JOIST, AND TRACK (CONTINUED) j-+t;AOro-S . -Hs t-;069-5 l 18, 16, & 14 "HD;/" 6" & 8" Web D\lplh Floor Joist 16 & 14 "HDJ" 1011 & 1211 Web Depth Floor Joist Web De th o.o . Web De lh-O.o. 16, 14, & 12 "FJ" Floor. Joist 2.750" ,21911 inside rocfius ;.C33" for 18 & 16 GAUGC £ ."461" for ·1.C GAUGE 16, 14, -12, & 1D "XFJ" 6" ond· !l" Web Depth Floor Joist J.00011 .250" instde rodius . .11JJ" lyp. 16 GA. r .-16111 lyp., H CA. ,-5, 14, 12, & 10 "XFJ" 10" and 12" Web Depth Floor Joist 3.500" .250" inside radius Web Oe lh 0.0. t Web ~ th 0,0. Web De th o:o. .[ .750" typicol '• MEMBER MINlMUM WEIGHT DESIGNATION DESIGN (lbs/Ct)· GROSS SEC'IlON PROPERTIES ~----" TIUCXNESS (inches) Area .. In. R:,: Iyy (in"'2) (in"'4) (in."'3) (in"4) 18HDJOOO 0.0451 t.415 0.417 2.061 2.225 0.092 18HDJIOO 0.0451· 1.721 '0.507 4.173 2.87Q 0.096 16HDJOOO 0.0566 . 1,765 0.520 .. 2.554 · ---2.217 ... 0.112 16HW!OO 0.0566 2.1-49 0.633 5.IJII 2.86~ 0.119: " . ~ ·~ ,,_ •'" ' 16HDJIOOO 0.0566 2.629 0.774 9.773 3.553 0.191 Ry .962" typ. 16, 14. 12 -GA. _[ 1.000" lyp. 10 GA. EFFECTIVESEC'IlON PROPERTIES In Sx Area (in "'3) (in"'4) (in"'3) (in"'2) 0.469 2.061 0.687 0.417 0.44_0· 4.173 l.!)43 0.507 ·-0.464 2.5.S4 0~1· 0.520. 0.435 5.1&1 1:.2!5 ~:, 0.633 ... <..:,t,,.,J;; -.:· OA96 9,773 l.9SS 0.774 MOMENT .. CAPACITY Ma Xo (in-lbs) (in) 14536 -0.849 20705 -0.731 25492 -0.&3& :;~_§:{'-. 3&761 -0.721 --: .. ,-~"' -'.:r,,, . -~ • 4932,7. -0.794 .962" l)'J). 16, 14, 12 GA. _[ 1 .000" lyp, 10 CA. TORSIONAL SEC'IlON PROPERTIES J Cw Ro (in"'4) (in"'6) (in} 2.824E-04 0.679 2.427 3.43CiE-04 1.299 2.994 5.541!E-04 0.826 2.415 6.757E-04 1.585 2.9113 5.268E-04 3,920 3.674" B 0.878 0.940 0.860 0.942 0.953 I ' i {i~-~ .s.J -·-----·····--w ~ SJUDNAME 20HDS158 20HDS2SO 20HDS3S-0 20HDS358 20HDS400 20HDSSS-O 20HQS600 420HDS800 .18HDS2SO C/-:. SPAONG (in.) 12 16 24 12 16 24 12 16 24 12 16 24 12 · 16 24 12 16 24 12 16 24 12 16 24' 12 16 ' 24 ... ALUJW AXIALWAD 5 0.194 0.019 0.194 0.000 0.194 0.000 O.S26 0.238 O.S26 0.148 O.S26 0.000 0.968 0.686 0.968 0.SS-0 0.968 0.316 1.029 . 0.7,55 1.029 0.614 1,029 . 0.370 1.209 0.972 1.209 0.818 1,209' 0.549' 1.679 1.679 ,1.679· 1,560 1.679 1.276 1.652' ,.652 1.652, 1.640 _1.652 1.391 1.S27 . 1.S27· 1.S27 I.S27 1.S27 . 1.463 0.716 0,431 ,0,~16' 0.328 0.716 0.153 - ---, --------------.. , ......... _. ..... ,. WINDIN(pd) 10 15 20 25 30 40 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 i0.000 0.000 0.000 0.000 0.000 0.316. 10,023 0.000 0.000 0.000 0.000 'O.IIS 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 0.161 0.000 0.000 0.000 0.000, 0.000 0.000 . 0.000 0.000 0.000 0.000 0.000 0.549 0.209 0.000 0.000 0.000 0.000 0.316 0.000· 0:000 0.000· 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1.276 0.893 0.548 0.232 Q.000 0.000 1.016' 0.548 0.132 0.000 0.000 0.000 0.548 0.000 0.000 0.000 0.000 0.000 1.391 1.045 0.7~ 0.429 0,149 0.000 1.157 0.726 0.334 0.000 0.000 0.000 ,0.726, 0.149 0.000 0.000 '0.000 0.000 1.463 1.192 0.929 0.675 0.428 0.000 1.281 0.929 0.592 0.267 0.000 0.000 0.929' 0.428 · 0.000 0.000 . 0.000 . 0.000 0.153 0.000 0.000 0.000 0.000 O.QOO 0.004 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000. 0.000 0.000 0.000 12 1.3?1 1.127 . 0,695 0.353 0.060 · 0.000 0.000 0.000 i 18HDS3S-O 16 1.371 0.969 0.460 0.060 0.000 0.000 0.000 0.000 :1 24 1.371 0.695 0.060 0.000 0.000 0.000 0.000 0.000· 12 '1.492 l.2S2 0;795 . 0.432 0.122 0.000 0.000 0.000 18HDS358 16 '1.492 1.065 0.546 I · 0.122 0.000 0.000 0.000 0.000 24 1.492 ·0.795 0.122 0.000 0.000 . ·0.000 0.000 0.000 12 1,778 1.S98 1.091 0.683 0.332 0.020 0.000 0.000 18HDS400 16 '1,778 1.~_13 0.811 0.332 0.000 0.000 0.000 O.QOO 24 1:778 t.(l!II 0.332 0.000 0.000 0.000 0.000 0.000 12 2.s59 2.S!i9 2.2S-O 1,786 1.368 0.984 0.627 0.000 18HDSSS-0 16 2.s59 2.s59 1.935 1.368 0.862 · 0,401 0.000 0.000 24 2.s59 2.250 1.368 0.627 0.000 :0.000 0.000 0.000 12 2.S32 2.s32 :Z:407 1.991 1.607' 1.248 0.910 0.285 18HDS600 16 2.S32 2.s32 2.126 1.6-07 1.134 0.6?.S 0.285 0.000 24 2.S32 2.407 1.607 0.910 0.285 0.000 0.000 0.000 12 2.391 2:391 2:391 2.391 2.157 1.914 1.677 1.218 18HDS800 16 2.391 2.391 2.391 2.1S7 1.83.S 1.S22 1.218 · .0.634 24 2.391 2.391 2.157, 1.677 1.218 0.777 0.352 0.000 12 0.893 0.752 0.504 0.310 0.146 , 0.000 0.000 0.000 16HDS250 16 0.893 . 0.661 0.371 0.146 0.000 0.000 0.000 0.000 24 0.893 0.S()4 0.146 0.000 0.000 0.000 0.000 0.000 1715-P • ·-'\. ·-·-·--j:_-.-:-J ··:.-... ,..:,.,ii•' .,, -·- 50 60 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 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 0.9()0 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 0.000 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· 0.777 I 0.352 0.000 Q.076 "0.000 0.000 0.000 0.000 0.000 o'.ooo 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 - - - --..... __ . --· SPACING AUXJW S'JUDNAME (in.) AXIALWAD s 12 1.709 1.709 16HDS350 16 1.709 1.594 24 1.709 1.358 12 1.862 1.862 16HDS358 16 1.862 1.762 24 1.862 1.S12 12 2:344 2.344 16HDS400 16 2.344 2309 24 2.344 2.020 12 3.625, 3.625 16HDS550 16 3.625 3.625 2ll 3.625 3.62.~ 12 3.550 3.550 16HDS600 16 3.550. 3.550, . 24 3.550 3.550 12 3.244 "3.244 16HDS800 ,16 3.244 3.244 24 3.244" 3.244 12 .2,971 . 2.971 l6HDSIOOO 16 2.911 2.971 24 2,971 2.971 12 1.128 1.017 14HDS250 16 1.128 0.914 24 ',J.128, 0.139 12 2.166 2.166 ; 14HDS350 16' 2.166 2.141 24 2.166 1.879 12 2.360 . ,2.360 i4HDS358 16 2.360 2.360 24 2.360 2.084 12 2:999 2.999 14HDS400 J6 2.999 2.999 24 2.999 . ,2.774 12 4.906 4.906 14HDS550 16 4.906 4.906 24 4.906 4.906 12 4.826 , 4.826 14HDS600 16 4.826 4.826 24 4,826 4.826 t2 4.464 4.464 14HDS800 16' 4.464 4.464 24 4.464 4.464 12 4.119 4.119 14HDSIOOO 16 4.119 4.119 24 4,119 4.119 12 1.305 1.030 20XHD3:,0 16 1.305 0.871 24 1.305 0.597 --- - ------------.... _.. .... , ......... ..,. • .,.-. V -·- WINDIN(psO 10 IS 20 2.5 30 40 50 60 1.358 1.057 0.198 O.S61 0.357 0.000 0.000 0.000 1.152 0.798 0.495 0.22.5 0.000 0.000 0.000 0.000 0.798 0.357 0.000 0,000 0.000 0.000 0.000 0.000 1.S12 1.194 0.919 0.674 0.451 0.051 0.000 0.000 1.294 0.919 0.598 0.312 0.051 0.000 0.000 0.000 0.919 0.451 0.051 0.000 0.000 0.000 0.000 0.000 2.020 1.650 1.329 1.043 0.781 0.312 0.000 0.000 1.766 1,329 0.953 0.618 0.312 0.000 0.000 0.000 1.329 0.781 0.312 0.000 0.000 0.000 0.000 0.000 3:625 3;406 3.024 2.670 2.340 1.732 1.179' · 0.610 3.541 3.024 2.558 2.130 1.732 1.005 0.349 . 0.000 ·3.!)24 2.340 1.732 1,179 0,670 0.000 ,0.000 0.000· 3.550 3.550 3.247 2.932 2.632. 2.011 1.S52 1.067 3.550 3.247 .2.830 2.440 2.071 1.387 0:760 0.176 3:247 2.632 2.071 t.s52 1.067 0.176 0.000 0.000 3.244 3.244 3.244 3.244 3.185 2.827 2.479 2.140 3.244 3:244 3.244 3.065' 2.827' 2,365. 1.918 1;486 3.244 3.185 2.827 2.479 2.140 1.486 0.860 0.259 2.971, . 2.971 2.971 2.971 2.971 . 2.813 2.53S 2.260 2.971 2.971 2.971 2.9?1 2.813 2.443 2.078 1.720 2.971, 2.971 2.813 2.535 2.260 1.720, 1.1,91 0.673 0.139 0.521 0.336 0.172 0.024 0.000 0.000 0.000 0.589 0.336 0.121 0.000 0.000 0.000 0.000 0.000 0.336' 0.024' 0.000 0.000 0.000 0.000 0.000 0.000 1.879 1-~44 1.2S5 0.996 0.760 0.338 0.000 0.000 1'650 '1.255 ·o.9i5 0:613 , 0.338 , ·o.ooo 0.000 0.000 1.255 0.760 0.338 ,0.000 0.000 0.000 0.000 0.000 2.084 1.730 1.423 1.149 0.8?9 0.451 0.052 0.000 1.842 1.423 1.063 · 0.743 0.451 0.000 0.000 0.000 ,l.423 0.899 0:451 0.05:z, 0.000 0.000 0.000 0.000 2.774' 2.359 1.999 1.67,7 1.382 0.8S4 . 0.384 0.000 2.490 1.999 1.576 J.198· 0.854 0.238 . 0.000 0.000 1.999 1.382 . 0.854 0.384 0.000 0.000 0.000 0.000 4.906 4.880 4c436 4.024 3.639 2.932 2.289-1,696 4.906 4.436 3.893' 3.395 ,2:932 2.087 1.324 . 0.622 4.436 3.639 2.932 2.289 1.696 . 0.622 0.000 0.000 4.826 4.826 4.727 4.363 4.016 3.368. 2.767 2.205 4.826 4.727 4.245 3.?94 3.368 2.575 1.848 1.171 4.727 4.016 3~ 2.767 2.205 1.171 0.231 0.000 4.464 '4.464 4.464 4.464 4.464 4.265 3.871 . 3,486 4.464 4.464 4.464 4.464 4.265 3.742 3.235 2,742 . 4.464 4.464 4.265 · 3.871 3.486 2.742 2.029 1.344 4.119 4.119 4.119 4.119 4.119 4.119 4.119 3.941 4.119 4.U9 , 4.119 4.119 4.119 4.109 3.774 3.443 ·, 4.119 4.119 4.119 4.119 3.941 3.443 2.952 2.470 0.S91 0.256 0.000 0.000 0.000 0.000 '0.000 0.000 0.363 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 1715-P .1lla,, -· 75 0.000 0.000 0.000 1 ~ -0.000 0.000 ..., 0.000 ~ O.OOQ 0.000 0.000 0.000· 0.000 ·.o.ooo 0.390 '! 0.000· 0.000 1.646, 0.860 0.000 . ·1,854 1.191' . 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 . 0.879 0.000' 0.000 1.419 0.231 , ' 0.000 "'"r ~ 2.925 2.029 0.360 r: 3.566 'J:-- 2.952 1.760 t 0.000 : 0.000'' 0.000 )> Ci~ ! I TABLE I: STRUCTURAL PROPERTIES OF STUDS. JOIST. AND TRACK (CONTINUED) MEMBER MINIMUM WEIGHT. EFFECTIVE SECTION TORSIONAL SECl1ON DESIGNATION DESIGN (lbs/ft) GROSS.SECTION PROPERTIES PROPERTIES MOMENT PROPERTIES Til!a-NESS CAPACITY. •r (Inches) Area In I Rx I IIT Ry bx Sx ArCll Ma Xo I J l.(i~6) Ro I ll I (inA2) .(inA4) (inA3) . (inA4) (inA3) (inA4) '(inA3) (inA2) /in-lbs) (in) linA4\ /in) l4HDJOOO ~ 14IIDJ&>O 14HDJIOOO 1411DJ1200 I 16FJOOO 16FJ!OO 16FJIOOO I I l4FJOOO 14FJll'.l0 14FJ1000 I 14FJ1200 12FJOOO 12FJt'OO I 12FJIOOO 12FJl200 16XFJOOO I 16XFJ8'.)() 16XFJIOOO 14XFJOOO ~>:·. _14XFJ8'.)() .. :::·-:\xr11000 -.·<::.. :.i 14XFJ1200 I 12XFJOOO 12XFJ!OO I 12XFJIOOO " l2XFJl200 I0XFJOOO I I0XFJ!OO I0XFJIOOO I0XFJl200 I I I I 0.0713 2.219·, 0.653 3.191 2.210 0.139 0.462 3.191 1.064 0.653 31850 -0.841 l.107E-03 1.038 2.469 0.0713 2.703 0.796 . 6.487 2.855 0.149 0.433 6.487 1.622 0.796 48556 -0.723 l.349E-03 1.990 2.976 0.0713 3.309 0.974 12.253 3.5_46 0.239· 0.495 12.253 2.451 0.974 .731Xl1 -0.796 l.65!E-03 4.931 3.668 0.0713 3.793 1.117 19.4~ 4.169. 0.247 0.471 lli.~00 3.235 1.117 87000 -0.715 l.893E-03 7.481 4.256 0.0566 2.278 0.671 3.775 2.373 0.579 ·0.929 3.775 1.258 0.671 ·32974 -2.006 7.162E-04 4.650 3.243 0.0566 2.662 0.784 7.409 3.074 0.634 0.900 7.409 1.852 0.784 46831 -1.788 J,.3.70E-04 8.566 3.669 0.0566 3.046 0.897 12.611 3.749 0.676 0.868 12.611 2.522 0.897 602SU -1.617 9.579E-04 14.IXll 4.175 0.0713 2.652 0.840', 4.697 2.365, · 0.714 0,922 4.697 1,566 0.840 42985 -1.991 · 1.423E-03 5.712 3.226 0.0713 3.3j5 0.982 9.234 3.066 0.782 0.892 9.234 2.309: 0.982 631(1) -1.774 1.66SE-03 10.547 3.653 · 0.0713 3.82_0 1.125 15.737 3.740: 0.633 0.661 15.737 3.147 1.125 87779 -1.604 l.906E-03 17,270 4.159 0.0713 4.305 1.268 24.4~ 4.395 o.~73 '0,830, 24.4_~ 4.081 '1.268 104151 -1.466 2.14SE-03 26.024 4,707 0.1017 4.017 1.183 6,527 2.349 0,97) 0.907 6 •. ,21 2.176 1.183 M8<11 -1.%1 4.07/lE-03 7.731 3.191 0.1017 4,707 1.386 12.662 3.049· 1.067 0.877 12.882 3.221 1.386 95928 -1.744 4.779E-03 14.342 3.620 0.1017 5.398 1.590 ' 22.010 3.7.~I 1.137 0.846 22.010 4.402 1.590 131141 -1.575 5.481E-03 23.554 4.128 0.1017 6.089 1.793 34.3i6 4.375 1.191 .0.815 34.316 5.719 1.793 170430 -1.438 6.ISIE-03 35.564 4,677 0.0566 2.541. 0.746 4.357 2.413 0.961 1.145 4.295 1.419 0.741 37819 -2.622 7.990E-04 8.632 3.743 0.0566, 2.925 ,0.861 8.489 3.139 1.083 J.121 8.374 . 2.076 0.854 55822 -2.363 9.199E-04 15.362 4.086 0.0566 3.502 1.031 15.744 3.907. 1.681 i.277 15.340 3.020 1.015 79,231 -2.577 I.IOIE-03 35.197 4.852 0.0713 3.184 0.937. 5.421 2.406 1.215 1.138 5.427 1.809 0.937 48210 -2.607 l.589E-03 10.635 3.726 0.0713 3.668 1.080 10.591 3.131 1.341 1.114 10--191 2.648 1.080 71086 -2.348 l.83CE-03 18.968 4.070 0.0713 4.394 1.294 19.673 3.899· 2.066 1.270 19.277 3.803 1.274 98663 -2.562 2.193E-03 43.594 4,635 0.0713 4.879 1.437 30.222 4.587 2.202· p38 30.092 5.000 1.432 11761!~ -2.372 2.434E-03 64.985 5.310 0.1017 4;490 1.322 7.560 2.391 1.670 1.124 7.560· 2.520 1.3·22 79397 -2.576 4,55SE-03 14.486 3,690 0.1017 5.181 1.526 14.805 3.li5 1.845 UOO 14.805 .. 3.701 1.526 119~ -2.318 ·5,2600-03 25.950 4.036 0.1017 6.217 1.831 27.594 3.882 2.882 1.255 27.594 5.519 ·1.831 158709 -2.532 -6.311E-03 00.028 4.802 0.1017 6.9(/8 2.034, 42.458 4.569. 3.0ol3 1;223 42.458 7.076 2.034 198211 -2.343 7.013E-03 89.655 5.278 0.1285 5.650 1,664 9.393 2.376 2.077 1.117 · 9.393. 3.131 1.664 93747 -2.576 9.157E-03 ,18.196 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 l.057E-02 32.517 4.022 0.1285 7.632 2.306 34.500 3.868· . 3.598 1.249 '34.500 6.902 2.306 199831 -2.531 l.269E-02 75.J(ll 4.789 0.1285 ~.704 2.563 ~3.1.73 4.555 3.800· ·1.218 53:173 8.862 2.563 256860 -2.341 . 1.411E-02 112.4~1 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 st\lds, track, and joists are 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.cordance with the 1991 U.B.C. Stand,ard No. 27-9. 3. Effective Ixx is based on Procedure I for deflection detennjnation at the allowable moment (Ma). 0.878 0.941 0.953 0.972 0.617 0.762 0.850 0.619 0.764 0.851 0.903 0.623 0.768 0.654 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 0.802 11 I I I I I I I I I I I I I I I I __ ; __ I I .·.: .. ·· .. :·:_:_:· .. MARTIN & DUN-N, INC. Structural & Civil Engineers 7801 Mission Center Cpurt $uite 400 SAN DIEGO, CA 92108 Jos __ L,e;~...,-~(9_C?-_l-141JO_,---'--~-______ 9~c'"'_o_· :::_-4~·-0 __ Ato SHEET--Nb. ~---~---~-OF _____ _ CALCULATEDBY _____ -lb~_ DATE _,q..._.z_~f_-1_7 __ m em 8e1<. Phone (619) 497;2118 Fax (619) 497-0429 CHECKED-BY ___ !)_~-----DATE ____ _ SCALE _s~-r_vf)_~.b~e_s~-1_b_;~-J _________ _ s,e~ _ s ,!JC) z;:,Gc;,.1a::.~ ~ G=X1e:,2..,1p,12.. w~s Re-F: h {..,,(CPHT _C9k'..JG;,f3 S75~ --PfZ.o,PGfZ-1/&S I HG·IG-1+!5 1 v~ Ji/!-~f?~ ~A6l!..-iTl!:S 11 1 M~~ m::-1A-(_ S'fS7e-trJS ·, IC&;)# /7J::s---'P 1 'kPP--11..-l11S 7r;;; MPH, E>Y7osu;Z&-C p-::. /, 0 (,,,, {_ /, -z.,) (12. • (,;) {I:~ Ce-:::/. ol:, ; --/,I~ I ?1 =-1,z ~ lb.o fsF o!.. ,~' /-/-1,:;fo,;-/- f:;, Ii. 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"Z \ \ c.')'), l6i,~ &,q\ f\\-:: ?~ i-,Z...lt f-: 1,i, ].,, . ~ ~ .'1-(),t;J ~ 1,0 ,~ l,'5 ~ -t_y_o·g_ l)D'l/ 1,4 \ .. ' 1 tt? __ .1 l ,o-r7_ ~ l ,~ ~. 1 J 10 4·-l/4' 1~ @._ \ ~ . ~-.,, (.0~ -t Ls1 -) f,~ ~ ~.~~ I . "-:_'."'""'.'.-:-. -:-. -:-. -:;:-__ -:--. -:-. :-_ :-,. ::-:c ,::-: .• :-:,-:.-:,.-: .. -:-. -:-_ -=---. ---., -. ,~. --,---.-.. ---. -,-.. -. -____________ __J .. ¥ ~ " ' .. --·--- I TABLE 23-111-K-BOLT DES!GN VALUES (Z) FOR SINGLE SHEAR (Two-member) CONNECTIONS1,2,3 FOR SAWN LUMBER WITH 114-INCH (6.4 mm) ASTM A 36 STEEL SIDE PLATE G: 0.55 G= 0.50 G= 0.49 G=0.67 MIXED MAPLE · DOUGLAS DOUGLAS I ,--THICKNESS "RED9AK SO)JTHERN PINE FIR·LARCH FIR-LARCH (N) '--:"' · . · .ember ,- I II It II ii I I ., I I I I I ·11ches t1'2 2112 3 31/i 41'2 5½ 71'2 9½ JJl'2 131/2 Steel Side Plate t, Inches ><25.41ormm l/4 l/4 '14 l/4 '14 l/4 l/4 114 l/4 '14 BOLT DIAMETER · 1~'u. Z1. Dlnchea lbs. ''2 670 380 5/8 840 430 % l,0IO 490 7/g 1,180 540 I 1,350 580 ''2 850 570 51s 1,270 640 3/4 1,580 7.10 71s . : 1,850 770 I , \2,110 830 ''2 .850 570 51s 1,270 750 ¾ 1,800 830 7/s 2,200 900 I 2,510 97(1 ½ 850 57.0 51s 1,270 800 3/4 1,800 960 'Is 2,420 1,040 I 2,920 1,110 % 1,270 800 % 1,800 1,090 11s 2,420 1,310 I .. 3,140 1,400 'ts ---1,,270 800 ¾ ~--1,800 1,090 71s 2,420 1,410 1-3,140 1,700 ~,'t, 1,270 SIX> 314 1,800 l,Q90 7/s 2,420 1,410 I 3,140 1.760 ¾ l,SO!i 1,(1'90 71s 2,420 1,4IO I 3.140 1,760 .... -· 71s 2,420 1,410" I 3,140. 1,760 I 3,140 1,7(!0 I~. . Z1, lbs. • 1:u. ZJ. Jbs.-,:u. Z.1 lbs. x4.4516r,N 570 3i0 530• 270 520 270 710 350 660 320 650 310 860 390 800 360 780 350 1,000 44() 930 400 920 390 1,140 480 1,060 440 1,050 430 780 440 750 390 750 380 1,100 500 1,0IO 440 990 430 1,320 550 1,2IO 490 1,190 480 1,540 6IO 1,4IO 540 1,390 520 1,760 650 1,620 590 1,590 560 780 500 750 450 750 440 1,170 580 1,130 510 1,120 500 1,560 640 1,430, 570• 1,410 550 1,830 700 1,670 620 1,650 600 2,090 750 1,910 670 1,880 650 780 500 750 470 750 460 1,170 670 1,130 580 1,120 570 1,650 730 1,580• 650 1,570 630 2,120 800 1,940 710 1,900 680 · 2,420 850 2,210 760 2,180 730 1,170 710 1,130 660 1,120 660 1,650 920 1,580 820 1,570 790 2,220 1,010 2,130 880 2,110 850 2,880 1,070 2,760 950 2,740 910 .... '·. ·.:-· 1,170 710 1,130 660 1,120 660 1,650 950 1,580 900 1,570 880 2,220 1,220 2,130' 1,070 2,110 1,030 2,8R0 1,290 2,7f,O 1,150 2,740 1,100 1,1.70 71.0 1,130 (>('1() 1,120 (160 1,650 950 1.580 90() 1,570 880 2,220 1,240 2,130 1,1(,t) 2,110 1,140 2;88(! 1,540 2;760 1,460 2,740 1,420 1,650 950 ·l,580 900 1,570 880 2,220 1,240 2,130 I.ICiO 2,110 1,140 2,880 1,540 2-,760 1,4(,0 2,740 1.420 2,220 1,240 2,130 1,1(!0 2,IIO 1,140 2,880 1,540 2,760 1,4(10 2,740 1,420 2,880 1,540 2,7(10 1.4(,0 2.740 1,420 A2. \ G:0:46 DOUGLAS FIR (S) HEM-Fll'l(N) 1:u. Z.1 lbs, 500 250 620 290 740 330 870 370 990 4IO 730 350 ·-940 400 -·1,120 450 1.310 480 1,500 530 730 410 1,090 460 1,330 510 1,550 550 1,770 610 730 450 1,090 520 1,530, 580 1,790 630 2,050 690 1,090 630 1,530 730 2,050 780 • 2,610 850 ..::--:-::} _ _.... l,W0 630 1,530 850 2,050 940 2.660 1,03() 1,090 630 1.530 850 2,050. 1,090 2,660 1,380 1,530 850 2;05() 1,090 2.6(,0 1,380 2,050 1,090 2,6(10 1,380 2,660 1,380 ... 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SHEET NO. CALCULATED BY (\?_/.a OF ____ _ SAN DIEGO, CA 92108 . . DvJ DATE -~fo'~°'~1 __ _ Phone (6i9) 497-2118 Fax (619) 497-0429 CHECKED BY--,---,--'---------------DATE ____ _ llf7 \ ' ' n , y· ;!/ (; '?-r,J{) I i 'f,-f~lL 1 I 1 I , I p:;, Ce C&-osI ~e.:: \,O(:o (Uf C ) h ~1s 1 ) J: ~1,0 Ct) ::),A-bs ~ 11,1.::, ~sF (10P.~H) f:: \rOb')L I, 4-')( I 2,.t.:i ¥. I :::: t ;, 1 S~ 2..o t°jf S'i?LS JA \l. tf::::. 2l(f \<..If c ::: , 4 ( ?OiJ f 4) Cp=-.75 ff =-,A 'l-l 1 .1S "I-W p .=. D, >"I-\JJf 1" .:::J,v ~"T WfL-c> ~ \Ll..&CE : ':>T'JC..(o FttJtSl.-1 EA~ F ACJe --~/f::.. ;o (Y:,F i f¾TG~·. S\vCLo ~ltJ!S.~ i SlO~ V.e~ffi.. -\r--'r-~ ,tOf")f j:: tf;, ,?'-14:u.: l'2..fSf i.~u \liJ 11'.'{J? Guv t'e-N ) -" I I I I I I I I I I I I I I I I I I (~~,::->.~ JOB L€&O ( P.,N {) SHEET NO. A"t1 MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 9210$ CALCULATED BY !)t,J Phone (619) 497-2118 CHEC~ED BY Fax (619) 497·-0429 !C:1:1, <=S,1\){.) SC...(2 €W '-N.Al).. I \\ L ::: ti-o t·hP-f. 1-.>J::; 'lvfSf 'f. i'/i. = <oo '{>U: · \ "' FT-IL. V\ ==-.o~o Y-f 2 ;6 :.. \ .5 f'p::: I !o~ ')(46::: '30,4 /('..Sl S-t =-I.S't-\2. (?;o,/1 c. o, ~ 1):-l ~ Ncrr (\'L-,\T\C}-\. DJJ-4 ::;; L /,roo ;:. {'2.. '{..I?. (~too . .=. D, Li,s:/' . A Tx :::. St .O~O '{-1'2:v '/-1'7Z-~ ~ ?,2.2. /~ 4 ~4)l 2C\O~"° Y.. ~00 (J SE TS C:. "· 2-i--;/ u .. JS fQST P..:: ~PLf 1-I 2 1 .::. °'bo it ~ Lo ~lt' M = 1,0 t°"l ==-o-i, o·Pr~ 'S 'f =-°';. 0 'f.\Z. /3o,4 ::a 1, °.,? {N ,. .6 vH =-, OO'?'ll h =-,Qi:>')>( °)'ti 2.:. 0, '?A ;> \,\ r !:' 1.0 ~ Cl)~o ~1, tto :;:.. 2 b,'~ l~ 4 :,Y-2.e>iooo 1 ~S4 . l._._ IJSf TS G)(~~ 1/q ~ ~ /0,11~ 1 OF DATE DATE I I I I I I I I I I -/:/) ·..:·:;( I I I I I I - I - ' ·-.. .. . I .·.· I JoB / ;e.,(., oL~~j) MARTIN & DUNN, INC •. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO.· 'CALCULATED BY AZ% . OF ----- lJw DATE_(-;,_(~91~~- Phone (61g) 497-2118 Fax (619) 497-0429 CHEC~ED-BY -'--------DATE ____ _ ~ . si-vO S!.mr...:J w P<U. I I I 1,6\ I ii• l L.Jr /' h.v:i [ I I . I I • I I "),o '(.. i.. :: 0,20 ~~1 ·7,i:;~1i. l I f '~'7t<~r~ :::-I?/, r< ?;.o =-\,u:, [t'..I ;,i..-a ot-- I l\ T\2--'{ . q,-o SQ. f. 0011~~-·· \/~:;., \'?O 'f.l.P, 'I-~.O')l~(o +, I ~0'?, ~ ~I.? ')lS,o ;:_ ? .. ~? 4 0, '>lo::. G:,, [~ ~/PS. C 1 l'A\l.. = b,I IJ) Y-?,o/ i ::: . L'?, e:, \-~ f<SQf;::;. l?rrro., = 1,41 ~ i ~ _\ \ --I \ ,::' t.) L S/>-.-t Ol. o !''?,?-o,r,::: O,ol ~.:: i,.t --:61 ~\,~~ / ?4 b,I~ . .. .. . -~l:::Si2- ~S:,ll ==-2,,.~<.:,J°J =-\~v\ '?Sff _ t.. 2-~00'iJ,J3. 0.! '• . _ . ,i,'=>1,eil . . . .. ... \\J\CM-i},:rt ~'Of t(UnCA-t B'-1 Oi,~v)(fl,DN---U<s'[ t4cM1~Al AJ . : lj ~ ~1-o \;Q. i=-oom~ \tJI -~ -~· ~ ~ 's · \tP. W*:f PROUUCi Wl·l J!§!f§:1rr: G:rclor., lt.m ~,4.71 To Orcer ?HO~: TQL!. F?.EE 1-sx1.!z:t.fJ:O- 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 ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN··, PROJECT /1960240: .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 = 4.00 ft 0.00 ft. 1.00 ft 2.00 ft 3.00ft ----VERTICAL LOADS------ Axial DL on Stem = 0 pl f Axial DL on Stem = 0 pl f · .... Eccentricity = 0.00 in Surcharge over Toe = O.Q psf Surcharge over Heel = 0.0 psf ·Note-: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists Overturning Page: A2&) -----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 o.oo in 0.00 in 0.00 ft -,-----SOIL DATA--·-----ADJACENT FOOTING----- Toe to Key Dist. = Allowable Bearing = 2000 psf Vertical Load = 0.0 U 0.00 in 0.00 ft 0.00 ft ----SLIDING CHECK ---- Ftg/Soi t Friction = Soil to Neglect = Lateral Pressure = -Passive Pressure = -Friction = 0.35 0.00 in 43811 175 II 51211 0.011 Active Lateral = 35.0 pcf ..... Max Press. = 0.0 pcf ..... Slope Press. = 0.0 p~f Backfill Slope = 0.0 :1 Passive Press. = 350.0 pcf Soi L Density = 110 .. 0 pcf Soil Ht over Toe = 0.00 in Load Eccentricity Footing Width , Ftg. C!,. to Wall Vert. Position of F~g. ••• Above/Below: C+/-J · Spread -Foot_ing = = = = ? 0.0 ft No Add' L Force Required = -----SUMMARY----....----------------------"FOOTING DESIGN ---------------- Pressure iil Toe Pressure iil Heel Allowable Press. Ecc. of resultant Max. Shear iil Toe Max. Shear iil Heel Allow. Ftg Shear Factors of Safety: Overturning SL iding = = = = = = = = = 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 Mu-Downward Mu-'Design One-Way Shear: Actual Allowable = -= = = = Toe 958 448 105 343 2.1 93.1 Cover over Rebar= 3.50 'd' = 8.50 Ru = Mu/bd"2 5 .3 Heel 408 psf 326 ft-II 562 ft-# -236 ft-# 1, 7 psi 93.1 psi 3.50 in 8.50 in 3.6 psi f'c Fy Min. As Percent Omit SP Under Heel -------Toe II 4 al II 5 iil II 6 al U 7 al U 8 al II 9 al 19.61 30.39 43.14 48.00 48.00 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 ----------------...a.-.. SUMMARY OF FORCES & MOMENTS ----------------- --Overturn fog_ Moments --· - Origin of Force ••• U ft · ft-II Active Soil Press. = 437.5 1.67 Soil over Heel = 0 0 Soil qver Toe = -17.5 0.33 Sloped Soil iil 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 iil Proj. Wall -0.0 0.00 Averaged Stem Wts. = 0 0 Added Lateral Load = o.o 0.00 Footing Weight = Key Weight ------~ = 0 .o 0 o· Vertical Component of Active Press1.1Pe 0 0 Totals = 420.0 II Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressur.e Removed) V4.4D (c) 1983-96 ENERCALC 729.2 0 -,5.8 0 0.0 0 o.o 0 0.0 0 0.0 0 0 0 723.3 ft-II ----Resisting Moments---- II 0 513.3 o.o 0.0 0.0 0,0 o.o 0.0 0 500.0 0 450.0 0.0 o.o 1463.3 II 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-II 0 1240.6 o.o . o.o o.o .0.0 o.o 0.0 0 708.3 0 67S.O o.o 0.0 2623.9 ft-# 2623.9 ft-# (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I ., ....... ~ '• ,:··.-::.·._:-.. ! .... --~ .. ::~:' I I I I I I I 18 I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 40B SAN DIEGO, CA 92108. CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL - 4 1 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 Embed= 12.0in Mu= 0.0 <=Mn= 6798.0ft.:.lt Vu= 0.00 <= Vn = 93.11psi 1 Interaction Value= 0.000 Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 4@ 12.00in, ·d= 7.75in f'c= 3000.0psi, Fy=· 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 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= 634.7 <=Mn= 6798.0ft-# Vu= 3.60 <= Vn = 93.11psi Interaction Value= 0.093 __ .. ~ V4.4D (c) 1983-96 ENERCALC Page: AJ,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 .. \{) 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 -6' HIGH (96240R06.-RCW) ---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 ff 2.00 ft 3.00 ft -------VERTICAL LOADS----- Axial DL on Stem = 0 plf Ax-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 Res;-sts Overturning Note: Heel Surcharge Resists overturning Page: A sl -----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 12.00 in 12.00 in -----SOIL DATA -------------ADJACENT FOOTING ----- Toe to Key Dist. = 1.50 ft· ----SLIDING CHECK -------..a.... Ftg/Soil Friction ·= Soil to Neglect = Lateral Pressure = .: Passive Pressure = -Fri ct ion = Add' l Force Required = 0.35 0.00 in 858 # 700 # 742 # 0.011 Allowable Bearing = Active Lateral, = •••.•. Max Press. ••••• Slope Press. Backfill slope Passive Press. Soil Density Soil Ht over Toe = = = = = = 2600 psf 35.0 pct 0.0 pct 0.0 pct 0.0 :1 350.0 pct 110.0 pct 0.00 ih Vertical Loa~ .Load Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. .•• Above/Below:C+/-J Spread Footing = = = = = ? 0.011 0.00 in 0.00 ft 0.00 ft o.o ft No ------SUMMARY--------------FOOTING DESIGN ------------- Pressure al Toe = Pressure al Heel = Allowable Press. = Ecc. of resultant = Max. Shear al Toe = Max. Shear al Heel = "Allow. Ftg Shear = Factors of Safety: Overturning = Sliding = 1574.2. psf 0.0 psf 2000 psf 7.23 in S.36psi -5.00 psi 93.11 psi Soil Press. Mult. By AC! Eq 9-1 Mu-Upward Mu"".Downward Mu-Design One-Way Shear: = = = = Toe 2204 966 105 861 · Heel O psf 87 ft-# 772 ft-II -685 ft-II Actual = 5.4 5.0 psi Allowable = 93.1 93.1 psi 1.95 :1 Cover over Rebar = 3.50 3.50 fo 1.68 :1 'd' = 8.50 8.50 in Ru = Mu/bd"2 = 13.2 10.5 ps.i f'c = 3000 psi Fy = 60000 psi Min. As Percent = 0.0012 Omit SP Under Heel ? No Toe Heel II 4 ii) 19.61 19.61 in 'o/c II 5 ii) 30.39 30.39 in o/c II 6 al 43.14 43.14 in o/c II 1 al 48.00 48.00 in o/c II 8 al 48.00 48.00 in o/c II 9 al 48.00 48.00 in o/c -------------------SUMMARY OF FORCES & MOMENTS -----------------------------_-__ Overturning Moments--· - Origin of Force ••• II _ ft ft-II 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 of Active Pressl.ff>e 857.S 0 -17.5 0 o.o 0 0.0 0 0.0 0 o.o 0 0 0 Totals = 840.0 II 2.33 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 Active Pressure Removed) V4.4D (c) 1983-96 ENERCALC 2000.8 0 -5.8 0 0.0 0 o.o 0 0.0 0 o.6 0 0 0 1995.0 tt-11 ------Resisting Moments----- JI 0 770.0 0.0 o~o _0.0 0.0 0.0 o.o 0 750.0 0 450.0 150.0 o.o 2120.0 II 2120.0 # 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-II 0 1860.8 o.o . o.o 0.0 0.0 . 0.0 o.o 0 1062.S 0 675.0 300.0 0.0 .. ---__ ..,_.....,..--,-- 3898. 3 ft-# . 3898.3 tt-11 (continued on next peg,, •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I 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 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL - 6 1 HIGH (96240R06.RCW) ( .•••• continued) ----STEM SUMMARY ------- Top Stem: From 4.00 ft to Top of lialL 10.00in Concrete w/ # 4 lil 12.00in, d= 7 •. 75in f I c= 3000. Ops i, Fy= 60000,. Ops;. Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu= 79.3 <=Mn? 6798.0ft~D Vu= 0.59 <= Vn = 93.11psi ' Interaction Value= 0.012 Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 4 lil 12.00in, d= 7.75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.0Qpsf, Bar Emped= 12.0in Mu= 634.7 <=Mn= 6798.0ft-# Vu= 3.60 <= Vn = 93.11psi Interaction Value= 0.093 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ # 4 lil 12.00in, d= 7 .75in f'c= 3000.0psi, Fy= 60000.0psi Wall ·wt.= 125.00psf, Bar Embed= 6.0in Mu= 2142.0 <=Mn= 6798.0ft-# Vu= 9.17 <= Vn = 93.11psi Interaction Value= 0.315 ---·-- V4.4D Cc) 1983-96 ENERCALC Page: A ';;2.,,. GEORGc R, SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I I 1·· 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 -8' HIGH (96240R08.RCW) WALL & FOOTING DATA VERTICAL LOADS Retained Height = 8.00 ft Axial DL on Stem = Wall Ht. above Soil = o:oo ft. Axial DL on Stem Toe Width = 1.00 ft .••• Eccent ri city = Heel Width = 3.50 ft Surcharge 9ver Toe = Total Footing Width = 4.50 ft surcharge over Heel = 0 pLf 0 plf 0.00 in o.o psf 0.0 psf Footing Thickness = 12._00 in Note: Toe Surcharge Resists Overturning Key Depth = 12.00 in Note: Heel surcharge Resists overturning Key-Width = 12.00 in SOIL DATA Toe to Key Dist. = 1.50 ft Allow~ble 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 = 141811 Backfill Slope = 0.0 :1 -Passive Pressure = 700 II Passive Press. = 350.0 pcf -Friction = 1460 II Soil Density = 110.0 pcf Add'l force Required = 0.0 II Soil Ht over Toe = o.oo in Page: A.; 3i LATERAL LOADS Lateral -Load Acting on Stem Above Seit = 0.00 psf Add'l Lateral Load = 0.00 plf Dist to Load Start = 0.00 ft Dist to toad End = o.oo ft ADJACENT FOOTING Vertical Load = 0.0 II Load· Eccentricity = 0.00 in Footing Width = 0.00 ft Ftg • Ci. to Wall = 0.00 ft Vert. Position of Ftg. ••• Above/Below:C+/-J = o.o ft Spread Footing ? No SUMMARY FOOTING DESIGN Pressure lil Toe = 1806.0 psf Soil Press. Mult. Toe Heel Pressure lil Heel = 48.1 psf By ACI Eq 9-1 = 2528 67 psf Allowable Press. = 200Q psf Mu-Upward = 1173 1968 ft-# Ecc. of resultant = 8.53 in Mu-Downward = 105 5127 ft-# Max. Shear Q Toe = 6.40 psi Mu-Design = 1068 -3159 ft-# Max. Shear lil 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 SL iding = 1.52 :1 'd' = 8.50 8.50 in Ru= Mu/bd"2 = 16.4 48.6 psi SUMMARY OF FORCES & MOMENTS --overturning Moments ------ Origin of Force ••• JI ft ft-# II Active Soil Press. = 1417.5 3.00 4252.5 0 Soil over Heel = 0 0 0 2346.7 Soil over Toe = -17.5 0.33 -5.8 0.0 Sloped Soil lil Heel .. 0 0 0 o.o Adjacent Ftg. Load = 0.0 0.00 o.o 0.0 Surcharge Over Heel = 0 0 0 0.0 Surcharge over Toe = 0.0 0.00 o_.o 0.0 Axial Load on Wall = 0 0 0 0.0 Load lil Proj. Wall = 0.0 0.00 0.0 0 Averaged Stem Wts. = 0 0 0 1000.0 Added Lateral Load = o.o 0.00 0.0 0 Footing Weight = 0 .o 0 675.0 Key Weight --·---= 0 0 0 150.0 Vertical Component of Active PressU'Pe 0 0 0 0.0 Totals = 1400.0 II Resisting Totals Used For Soi-l Pressure (Vert. Component of Active Pressure Removed) 4246. 7 ft-# · 4171. 7 # 4171.7 II V4.4D Cc) 1983-96 ENERCALC f'c Fy Min. As Percent Omit SP Under Heel Toe II 4 Q 19.61 II 5 lil 30.39 # 6 Q 43.14 JI 7 lil 48.00 JI 8 lil 48.00 JI 9 al 48.00 Resisting Moments ft 0 3.17 0.00 o.oo 0.00 Q.00 0.00 0.00 0 1.42 0 2.25 2.00 0.00 = 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 ft-# 0 7431.1 0.0 · 0.0 0.0 o.o 0.0 o.o 0 1416.7 0 1S18.7 300.0 0.0 10666.S ft-# 10666.S ft-# (continued on next page •••• ) GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I .... ~ . . ·:·:·.=) -. ~: •. -.r I I I I I I -I I ED ::::\·: .· 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 SUMM~RY ---- Top Stem: From 4.00 ft to Top of Wall 10.00in Concrete w/ # 4@ 12.00in, d= 7.75in f 1c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu= 634.7 <=Mn= 6798.0.ft..:fl Vu= 3.60 <= Vn = 93.11psi ' Interaction Value= 0.093 Second Stem From 2.00ft to 4:oott 10.00in Concrete w/ # 4 @ ·12.QOin,. d= 7.75in f'c= 3000.0psi, Fy= 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 1c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 6.0io Mu= 5077.3 <=Mn= 6798.0ft-# Vu= 17.30 <= Vn = 93.11psi Interaction Value= 0.747 ----·- V4.4D (c) 1983-96 ENERCALC Page: A.~4 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I ;:}) I I I I I I I ID I MARTIN & DUNN, :;ENC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL bESTGN PROJECT 11960240: LEGOLAND SITE RETAINING WALL -10' HIGH (96240R10.RCW) ---WALL & fOOTING DATA --- Retained Height = 10.00 ft Wall Ht. above Soil = 0.00 ft. Toe Width = 1.00 ft Heel Width = 5.50 ft Total Footing Width = 6.50 ft Footing Thickness = 12,po in Key Depth = 18.'f>O in -------VERTICAL LOADS ---- Axial DL on Stem = Oplf Axial DL on Stem = 0 plf ... ~Ecc~ntricity = 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 I l Lateral Load = Dist to ·Load Start = Dist to Load End = 0.00 psf O.OOplf 0.00 ft 0.00 ft Key Width = 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 = Add'l Force Required = 0.35 Q.-00 in 2118 II 1094 II 2654 # 0.0 II Allowable Bearing Active Lateral ••••• Max Press. ••• ~.Slope Press~ Backfill Slope Passive Press. Soil Density Soil Ht over Toe = = = = = = = ·= 2000 psf 35,,0 pcf 0.0 pcf 0.0 pcf 0.0 :1 350.0 pcf 110.0 pcf 0.00 in Vertical Load Load Eccentricity Foot.ins Width Ftg. CL to Wall Vert. Position of Ftg. ••• Above/Below: C+/--J Spread Footing = = = = = ? 0.011 0.00 in 0.00 ft 0.00 ft o:o ft No SUMMARY ------------.,....-FOOTING DESIGN --------------- Pressure iii 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 =· 1965.6 psf SoH Press. Hult. 367.8 psf By AC! Eq 9-1 = 2000 psf Mu-Upward 8. 90 in Mu.,.Downwirrd 7 .12 psi Mu-Design -21.50 ps,i One-Way Shear: = = = Toe 2752 1319 105 1214 Heel 515 psf 11435 ft-# 19056 ft-# -7620 ft-# 93.11 psi Actual = · 1.1 21.S psi Allowable = 93.1 93.1psi 3.45 :1 Cover over Rebar = 3.50 3.50 in 1.77 :1 1d' = 8.50 8.50 in Ru = fw!u/bd"2 = 18. 7 117.2 psi f'c = 3000 psi Fy = 60000 psi Min. As Percent = 0.0012 Omit SP Under Heel ? No Toe Heel II 4 al 19.61 8.84 in o/c II 5 al 30.39 13. 71 in >O/C II 6 al 43.14 19.46 in o/c II 7 al 48.00 26.53 fo o/c II 8 al 48,00 34 •. 94 in o/c II 9 al 48.00 44.22 in o/c ----------------------SUMMARY OF FORCES & MOMENTS ---------- --Overturning ·Moments--.- Origin of Force ••• II 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 of Active PressUPe 2117.5 0 -17.5 0 o.o 0 0.0 0 0.0 0 o.o. 0 0 0 Totals = 2100.0 # 3.67 0 0.33 0 0.00 6 0.00 0 0.00· 0 0.00 .o 0 0 Resisting Totals Used For Soil Pressure (Vert. Component of .'Active Pressure Removed) V4.4D (c) 1983-96 ENERCALC. n64.2 0 -5.8 0 o.o 0 o.o 0 o.o 0 0.0 0 0 0 ns8.3 ft-11 Resisting Moments . II ft ft-II 0 0 0 5133.3 4.17 21388.9 0.0 0.00 0.0 o·.o o.oo 0.0 o.o . 0.00 0.0 0.0 o.oo 0.0 0.0 0.00 · 0.0 ·0.0 0.00 o.o 0 0 0 1250.0 1.42 1770.8 0 0 0 975.0 3.25 3168.7 225.0 2.·00 450.0 o.o 0.00 0.0 7583.3 # 26778.4 ft-II 7583.311 26778.4 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 .. MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSION ciNTER 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-@ 12.00in, d= 7.75in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.0in Mu= 2142.0 <=Mn= 6798.0!t-µ Vu= 9.17 <= Vn = 93.11ps, Interaction Value= 0.315 Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 4@ 12.00in; d= 7.7Sin 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 = 93.11ps_i Interaction Value = 0 • .747 Third Stem From 0.00ft to 2.00ft 10.00in Concrete w/ # ·5@ 12.00in, 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 -ENERCALC Page: A30 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I 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 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL -12' HIGH (96240R1~. RCW) WALL & FOOTING DATA 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 12.00 in 18.·00 in ----VERTiCAL LOADS---- Axial DL on Stem -O plf Axial DL on Stem = Cl plf .... Eccentricity = 0.00 in surcharge over Toe = Q.O psf surcharge over Heel = O._O psf Note: Toe Surcharge Resists Overturning Note: Heel Surcharge Resists overturning Page: f\~( -----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/Soil Friction = 0.35 Soil to Neglect = 0.00 in Lateral Pressure = 2958 # -Passive Pressure = 1094 II -Friction = 3411 # Add'l Force Required = 0.0 II SUMMARY Pressure@ Toe = 1767.6 psf Pressure iil Heel = 668. 7 psf Allowable Press. = 2000 psf Ecc. of resultant = 7.22 in Max. Shear iil Toe = 27.10 psi Max. Shear@ Heel = -30.30 psi Al low. Ftg Shear = 93.11 psi Factors of Safety: Overturning = 3.59 :1 Sliding = 1.52 :1 Allowable Bearing = Active Lateral = •••.. Max Press. = •••.• Slope Press. = Backfill Slope = Passive Press. = Soil Density = Soil .Ht over Toe = 2000 psf Vertical Loaci 35.0 pcf 0.0 pcf 0.0 pcf o.o :1 350.0 pcf 110.0 pcf 0.00 in Load Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. ••• Above/Below:C+/-J Spread Footing = = = = = ? 0.011 0.00 in 0.00 ft 0.00 ft o.o ft No ------------,.-----FOOTING DESIGN ------------- Soil Press. Hult. 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 16915 ft-# Min. As Percent 27469 ft-# Omit SP Under Heel -10553 ft-# · Toe # 4 iil 15.94 Actual = 27 .1 30.3 psi II 5 iil 24. 71 Allowable = 93.1 93.1 psi # 6 iil 35.07 Cover over Rebar = 3.50 3.50 in II 7 iil 47.83 1d1 = a.so a.so in # 8 iil 48.00 Ru = Mu/bd"2: = 65. 7 162.3 psi II 9 iil 48.00 = 3000 psi = 00000 psi = 0.0012 ? No Heel 7.06 in o/c 10.94 in o/c 15.53 in o/c 21.18 in o/c 27.88 in o/c 35.29 in o/c ---------------SUMMARY OF FORCl;S & MOMENTS --------------- -----overturning Moments --- Origin of Force ••• # ft .ft-# A~tive Soil Press. = Soil over Heel = Soil over Toe Sloped Soil@ Heel Adjacent Ftg. Load Surcharge over Heel Surcharge over Toe Axial Load on Wall Load iil Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight Key Weight ------ Vertical Component = .. = = = = = = = = of Active PressLFPe 2957.5 4.33 0 0 -17.5 0.33 0 0 o.o 0.00 0 0 o.o 0.00 0 0 0.0 o.oo 0 0 0.0 0.00 0 0 0 0 0 0 Totals . ----= ·2940.0 II -- Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) V4.4D (c) 1983-96 ENERCALC 12815.8 0 -5.8 0 0.0 0 0.0 0 . 0.0 Q 0;0 0 0 0 12810.0 ft-# -------_Resisting Moments---- # ft ft-# 0 6820.0 0.0 o.6 0.0 0.0 0.0 0.0 0 1500.0 0 12()0.0 225.0 0.-0 9745.0 II 9745.0 # 0 5.42 0.00 0.00 0.00 0.00 0,00 0.00 -0 2.42 0 4.00 2.50 0.00 0 36941.7 0.0 0.0 0.0 o.o . 0.0 O.Q 0 3625.0 0 4800.0 562.5 o.o 45929 .1 ft.;.# 45929.1 ft-# (continued on next pege •••• ) GEORGE R. SAUNDERS ASSOCIATES, KWO6O361 I I I 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 CiNTER CT SUITE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL -12 1 HIGH (96240R12.RCW) ( .•.•• continued) ----STEM SUMMARY ---- Top Stem: From 4.00 ft to Top of Wall 10.00in Concrete w/ # 4 S 12.00in, d= 7.56in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 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@ 12.00in, d= 7.56in 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 0.00ft to 2.00ft 10.00in Concrete w/ # 7 S 12.00in, d= 7.56in f'c= 3000.0psi, Fy= 60000.0psi Wall Wt.= 125.00psf, Bar Embed= 12.1in Mu= 17136.0 <=Mn= 18819.0ft-# Vu= 42.39 <= Vn = 93.11psi Interaction Value= 0.911 , ... -.--- 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 ·<v I MARTIN & DUNN, INC. . STRUCTURAL & CIVIL ENGiijEERING 7801 MISSION CENTER CT SUITE 400 SAN DIEGO, CA 92108 Page: A ~C) CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL -14' HIGH (96240R14.RCW) ---WALL & FOOTING DATA --- Retained Height .;., 14.00 ft Wall Ht. above Soil = 0. 00 ft Toe Width = 2.50 ft Heel Width = 8.0Q ft Total Footing Width = 10.50 ft Footing Thickness = 12.00 in Key Depth = 18."00 in Key Width = 12.00 in Toe to Key Dist. = 3.00 ft ----SLIDING CHECK ---- Ftg/Soil Fri ct ion = 0.3$ Soil to Neglect = 0.00 in 3938 # 1094 II 5105 # Lateral Pressure = -Passive Pressure = -Friction = = Add'l Force Required -----SUMMARY------- 0.0 II 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 = 1075.5 psf = 2000 psf = 4.74 in = 36.87 psi = -37.37psi = 93.11 psi = 4.60 :t = 1.57 :1 ----VERTICAL LOADS------ Axial DL on Stem -Oplf Axial DL on Stem = O plf .... Eccentricity = .Q.00 io 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 = D1st to Load End = 0.00 psf 0.00 plf 0.00 ft 0.00 ft -----SO~L DATA ----------ADJACENT FOOTING ----- Allowable Bearing = 2000 psf Vertical Load = 0.011 0.00 in I 0,00 ft 0.00 ft Active Lateral = 35.0 pcf LC>ad Eccentricity = ••••• Max Press.. = 0.0 pcf Footing Width = .•••• Slope Press. = 0.0 pcf Ftg. CL to Wall = Backfill Slope -0.0 :1 Vert. Position of Ftg. Passive Press. = 350.0 pcf ••• Above/Below:C+/-J = 0.0 ft No Soil Density = 110.0 pcf Spread Footing ? Soil Ht over. Toe -0. 00 in --------------------FOOTING DESIGN --------------- Soil Press. Mult. By ACI Eq 9-1 = Mu-Upward MU-Downward Mu-Design One-Way Shear: = = = Toe 2384 7232 656 6576 Heel f'c 1506 psf Fy 43799 ft-II Min. As Percent 60760-ft-ll Omit SP Under Heel -16961 ft-II ------Toe II 4 al 10.28 Actual = 36.9 37.4 psi II 5 al 15.94 Altowable = ·93.1 93.1 psi ·1 u 6 a 22.62 Cover over Rebar = 3.50 3.50 in ' II 7 al 30.85 1d1 = :8.50 8_.50 in # 8-al 40.62 Ru = Mu/bd"2 = 101.1 260.8 psi # 9 al 48.00 = 3000 psi = 60000 psi = 0.0012 ? No Heel 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 -- Origin of Force ••• # ft ft-# Active Soil Press. = 3937.5 5.00 Soil over Heel = 0 0 Soi l over Toe = -17.5 0.33 Sloped· Soil al 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 al 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 Pressl.R"e 0 0 Totals = 3920.0 # Resisting Totals Used For Soil Pressure (Vert. Component of Active Pressure Removed) V4.4D (c) 1983-96 ENERCALC 19687.5 0 -5.8 0 0.0 0 o.o 0 0.0 0 0.0 0 0 0 19681. 7 ft-# ----Resisting Moments ---- # ft ft-II ·o 0 0 11036.7 6.92 76336,9 0.0 0.00 0.0 0.0 0.00 0.0 0.0 0.00 0.0 o.o 0.00 0.0 0.0 0.00 o.o 0.0 0.00 0.0 0 0 0 1750.0 2.92. 5104.2 0 0 0 1575.0 5.25 8268.7 225.0 3:50 787.5 O;O · o.oo 0.0 14586.7 # 90497.3 ft-# 14586.7 # 90497.3 ft-# (continued on next page •••• ) GEORGE R, SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I .-~~ .. :·:_.:_..-::; :.:_;;:- I I I I I I I I ti) 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 -14' HIGH (96240R14.RCW) ( •••.. continued) ----STEM SUMMARY ---- Top Stem: From 4.00 ft to Top of Wall 10.00in Concrete w/ # 8@ 12.00in, d= 7.44in f'c= 3000.0psi, Fy= 600QO.Opsi Wall Wt.= 125.00psf, Bar Em~ed= 12.Bin Mu= 9916.7 <=Mn= 23678.7ft-# Vu= 29.33 <= Vn = 93.11psi 1 Interaction Value= 0.419 Second Stem From 2.00ft to 4.00ft 10.00in Concrete w/ # 8@ 12.00in, 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@ 12.00in, d= 7.44in f'c= 3000.0psi, Fy= 60000.0psi 1 Wall Wt.= 125.00psf~ Bar Embed= 16.0in Mu= 27211.3 <=Mn= 29043.Bft-# Vu= 59.68 <= Vn = 93.11psi Interaction Value= 0.937 __ ... ~-- V4.4D Cc) 1983-96 ENERCALC page: A,40 GEORGE R. SAUNDERS ASSOCIATES, KW060361 I I I I I I I I I I ::_::_~:·_:; :_ -.:..· ~ :: I I I I I I I MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 M±SSION CENTER CT StttTE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL -16' HIGH (96240R16.RCW) WALL & FOOTING DATA Retained Height = Wall Ht. above Soil = Toe Width = Heel Width = Total Footing Width = Footing Thickness = Key Depth = 16.00 ft 0.00 ft· 3.50 ft 8.00 ft 11.50 ft 16;0p in 24.·pO in -----VERTICAL LOADS ----- Axial ·DL on Stem = Oplf Axial DL on Stem = Oplf .... 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 Page: f\4\ -----LATERAL LOADS-,--,---- Lateral Load Acting on Stem Above Soil Add'l Lateral Load Dist to Load Start Pist ·to Load End = = = = 0,00 psf O.OOplf 0.00 ft 0.00 ft Key Width 12.00 in ---,----SOIL DATA -----· .ADJACENT FOOTING ----- roe to Key Dist. = 4.17 ft A.llowable Bearing = 2000 psf Vertical Load = 0.0 # 0.00 in 0.00 ft 0.00 ft SLIDING CHECK Ftg/Soil Friction = 0.35 Soil to Neglect = 0.00 in Lateral Pressure = 5258 # -Passive Pressure = 1944 # -Friction = 6062 # Add I l Force Required . = a.a# Active Lateral = 35.0 pcf. ..... Max Press. = O.Opcf ..... Slope Press. = 0.0 pcf Backfill Slope -. 0.0 :1 Pa~sive Press. = , 350.0 pcf Soil Density = 110.0 pcf Soi.l Ht over Toe" = 0.00 in, Load Eccentricity Footing Width Ftg. CL to Wall Vert. Position of Ftg. ••• Above/Below:C+/-J Spread Footing ·= =· = = ? a.a ft No SUMMARY --------------FOOTING DESIGN ----------.---- Pressure@ Toe = Pressure@ Heel = Allowable Press. = Ecc. of resultant = Max. Shear@ Toe = Max. Shear@ Heel = Allow. Ftg Shear = Factors of Safety: overturning = Sliding = 1831.3 psf 1180.9psf 2000 psf 4. 97 in 35.83 psi -33.96 psi 93.11 psi 4.04 :1 1.52 :1 soi'l Press. Mult. Toe By AC! Eq 9-1 = 2564 Mu-Upward = 15138. Mu,-Downward = 1715 Mu-Design = · 13423 One-Way Shear: Heel 1653 psf 45030 ft-# 67228 ft-# -22198 ft-# Actual = 35.8 34.0 psi Allowable ;: 93.1 93.1 psi cover over Rebar = 3.50 3.50 in 'd' = 12.50 12.50 in Ru =· Mu/bd"2 = 95. 4 157. 9 psi f'c = 3000 psi Fy = 60000 psi Min. As Percent = 0.0012 Omi.t SP Under Heel ? No Toe Heel # 4 al 7.42 4.80 in o/c II 5 al 11.50 7.44 in o/c JI 6@ 16.32 10.56 in o/.c II 7 al 22.25 14.40 in o/c # 8 @ 29.30 18.96 in o/c II 9 al 37.09 24.00 in o/c ---------------------SUMMARY OF FORCES & MOMENTS --,-------,---------- --Overturning Moments -- Origin of Force ••• # ft ft-# II Active Soil Press. Soil over Heel Soi l .over Toe Sloped Soil@ Heel Adjacent Ftg. Load Surcharge Over Heel Surcharge over Toe Axial Load on Wall Load@ Proj. Wall Averaged Stem Wts. Added Lateral Load Footing Weight ___ _ Key Weight Vertical Component = 5257.8 0 -31.1 0 0.0 0 0.0 0 0.0 0 o.o· 0 0 = = = = = = = = = = = of Active PressUPe 0 Totals = 5226. 7 JI s·.1a 0 0.44 0 0.00 0 0.00 0 0.00 0 0.00 0 0 0 Resisting Totals Used. For Soil Pressure (Vert. Component of Active_Pressure Removed) V4.4D (c) 1983-96 ENERCALC 30378.3 0 -13.8 0 0.0 0 0.0 0 0.0 0 0.0 0 0 0 0 12320.0 0.0 0.0 0.0 0.0 0.0 0.0 0 2400.0 0 2300.0 300.0 o.o 30364.4 ft-# 17320.0 II 17320.0 II Resistii]g Moments ft 0 8.00 0.00 0.00 0.00 0.00 0.00 0.00 0 4.00 0 5·. 75 4.67 0.00 ft-/1 0 98560.0 o.o o.o o.o o.o o.o 0.0 0 960Q.O 0 13224.9 1401.0 o.o 122785. 9 ft-II 122785. 9 ft-II (continued on next page •••• ) GEORGE R, SAUNP~RS ASSOCIATES, KY060361 I I I I I I I I I I :-.}°/) -~- I I I I I I I I {D MARTIN & DUNN, INC. STRUCTURAL & CIVIL ENGINEERING 7801 MISSLON CENTER CT SU!TE 400 SAN DIEGO, CA 92108 CANTILEVERED RETAINING WALL DESIGN PROJECT #960240: LEGOLAND SITE RETAINING WALL-. 161 HIGH (96240R16.RCW) ( ••••• continued) ----STEM SUMMARY ------ Top Stem: From 4.00 ft to Top of Wall. 12.00in Concrete w/ #·6@ 12.00in, d= 9.38in f'c= 3000.0psi, Fy= 60090.0psi . Wall Wt.= 150.00ps.f, Bar Embed= 23.8in Mu= 17136.0 <=Mn= 17705.8ft-# 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 Mu= 27211.3 <=Mn= 30566.Sft-#· Vu= 46.21 <= Vn = 93.11psi Interaction Value= 0.890 Third Stem From 0.00ft to 2.00ft 12.00in Concrete w/· #10 @ 12.00.in, 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 I V4.4D Cc) 1983-96 ENERCALC Page: A4?- 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. 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 4~7-2118 Fax (619) 497-0429 Wl'lirl A F~a: G):S-,,!; J;)'S,/f";.J{f.: ~ i~ ~ '3 OOb fS 1 (ivtrJO 6tZ. \ ~ . :o,s,/ rJ Ac, (-z-.8 ~ ~) ,, '"'., ? ~ iv,7 ~-e "7-,/ {I ~ ',/ (./ ¢ A,b, , / £f,( ~ I::>,. ? k .f ~ ;:: 'j";:/ ,t;"' UL-1, S,~'./( U .::-°3 "-i 1 5"' .::-JC{, J u. JOB LG(f]lAHD t~53AD f\4 l1 4 \, SHEET NO.-------'----OF __ _;,_ ___ _ lr::?M' --<' CALCULATED BY ---'---,--'-1 ...,...,_:...J ____ DATE JvN1£ GHECkED BY---'--,--.,.----'-----DATE------ I ~e i ;,,~1 k /,<( (t-J-f,,,.,,.=-· ) J 2" w,-,:. G,(r). """) v/.',FVA. 5 f &EL 1• Ps~ o~9Ab f~ ~ I I I I I I I I I I I I I I I I I I I SECTION B BOAT RIDE MAINTENANCE BUILDING INDEX SUBJECT SHEET NO. Gravity and Lateral loads Roof Framing Header at Grid "1" Lateral Analysis and Roof Diaphragms Shear Walls Foundation Design B1 B2 B3-B4 B5 B6-B8 89-B14 I I I I I I I I I I .:_:_.:·, ,_. ·· .. ·.:} . :~ .... I I· I I I I I - . ·. ' I e.:-. 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Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 Column Design Legoland Job ____ _ Page Ct; Date °l /q 7 ================. =====. ==. === ~======-== -= -=== . ~·---. ------------------=------- Units Option AISC Code Checks US Standard 9th Edition ASD Shear Deformation: No \ P-Delta Effects ·No Redesign No Edge Forces No· A.S.I.F. : l.33~ -------------------------------------------------------------------------- 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 9. 33 0. 00 ::_/.-:) 3 0.00 11.50 0.00 4 0.00 15.00 0.00 ·:.,.:_,.•' ------------------------------------------------------------------------- Material· Elastic Poisson's Thermal Weight Yield Stress Label Modulus Ratio Coefficient Density (Fy) ---------------(Ksi)------'--------------~,-.-(.F),--------(K/ft3)------(Ksi)---- stl 2~000.00 0.30000 0.65000 0.490 35.000 Section Database Matl. Area Moment of As y/y Label Shape Set Inertia Coef --------------------------------------(inA2)--------(inA4)----------------- lower stl 36.20 1703.000 1.20 middle PI6. 6"25X. 28 · stl s. 58 28 .142 1. 20 upper PI3.5X.216 stl 2.23 3.017 1.20 ----------------· ----------· ---------. ------------------------------------ I J I Releases J End Offsets No Node Node Section x y z x y z Sec Sway I J Length -------------------------------------------·-------(in)----(in)------(ft) 1 1 2 lower 9.33 2 2 -3· middle 2· .. 17 3 3 - 4 upper 3.50 '{) :.-:::.<· ~~----------~-----.;-..---------~~-----------· --------- 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 Column Design Legoland Job'-------Page. __ C.,....,...;..7 __ Da te_q-1-~__,,J __ -====================== ======= === === =================== ================ --------------------------------· ---------·.---------------7---------------- I J Unbraced Lengths K Factors Bending Coefs No Node Node Lb-in Lb.,.out Le In Out Cm Cb --------------------(ft)-----(ft)-----(ft)---------------------------------- 1 1 -2 2 2 3 3 3 -4 BLC No. \ \ Basic Load Case Description 1 SEISMIC LOAD Nodal Loads, BLC 1: SEISMIC LOAD · Load Totals Nodal Point Dist. 1 3 -------------------------------------------. ------------------------------ Node Number Global X Global Y Moment ------------------------(K)-----------------(K)-----------------(K-ft}---- 3 0 . .2 2 0 0 . 'O O O O • 0 o-o I :<_'.-)Member Distributed Loads, BLC 1: SEISMIC LOAD I I I I I I I I t[J -, ------------------------------------------------------------- Memb I J Start End Start End No Node Node Dir Magnitude Magnitude Location Location -----------------------~~(K/ft_,F)-----(K/ft,F}----.,-----(ft)---------(ft)~--- 1 1 -2 X 0.037 0.037 0.000 9.329 2 2 - 3 -X 0.037 0~037 0.000 2.170 3 3 - 4 X 0.037 0.037 0.000 3.500 -----------------------·--------------------------------------------------Load Combination No. Description Self Wt BLC BLC BLC BLC BLC Dir-Fae Fae Fae Fae Fae Fae W E DYNA S V -------------------------------------------------------------------------1 SEISMIC LOAD Dynamic Analysis Data Number of modes (frequencies} Basic Load Case for masses BLC mass direction of action Acceleration of Gravity 1 1 3 None X-only - 32.20 ft/sec**2 y I I I I I I I I I I :_: ·:::.~} :~ ;·1 I I I I I I I -· '• I· /j) ·1 RISA-2D (R) Version 3.03 George R. Saunders Associates 3131 Camino Del Rio N, Suite 690 San Diego, CA 92108-5707 Column Design Legoland Job_--=-,--,----:-=-Page C '6 OF°~ Dat;:e "{\q 1 ================= =·.=====-==--------= -------------=--------------------- Load Combination is 1 ·: SEISMIC LOAD Nodal Displacements ---------------------------------------------------------------------------- Node Global X Global Y Rotation ---------------------(in)~---------~------(in)~---------------(rad)--------- 1 . 0.00000 0.00000 -0.00000 2 0.00693 0.000D0 -0.00010 3 0,01336 0.00000 -0.00034 4 0.04140 0.00000 -0.00078 Load Combination is 1 Reactions SEISMIC LOAD -----------------------------------·------------------------------------- Node Global X Global Y Moment ---------------------(K)------------------(K)--------------(K-ft)--------- 1 --0. 77500 0. 00,000 6. 69250 Totals -0.77500 0.00000 6.69250 I 1 j B U I L D I N G' P E R M I T PCR No: PCR97106 Project No: A9603436 Development No: F1305001 02/26/98 16:46 Page 1 of 1 Job Address: 1 LEGO DR Permit Type: PLAN CHECK REVISION Parcel No: 211-022-16-00 Valuation: 0 Suite: Lot#: 4456 02/26/98 0001 01 C-F'RMT Construction Type: 02 57,5u00 Occupancy Group: Reference#: Status: VN ISSUED 12/12/97 02/26/98 MDP Description: "DUPLO" VILLAGE REVISIONS SEE : BULLETIN #34 PLAN CHECK 97-2027 Appl/Ownr : ADACHI, KYOKO 1655 26TH STREET #200 SANTA MONICA, CA. Fees Required *** Fees: Adjustments: Total Fees: 310 Applied: Apr/Issue: Entered By: 453-0100 Collected & Credits .00 .00 579.00 *** Fee description Ext fee Data Plan Check Revisi 579.00 II. Fir) -L APPPOVAL l INS~------DATE)· 18·14 (cLEARANCE----~ CITY OF CARLSBAD 2075 Las Palmas Dr., Carlsbad, CA 92009 (619) 438-ll61 -------·--_J EsGil Corp-oration Professiona{Pfim !l(f.1Jiew 'Engine.ers DATE: February 24, 1998 JURISDICTION: Carlsbad PLAN CHECK NO.: 97-2027 REV 1 PROJECTADDRESS: LEGOLAND SET: II 0 }tPPLICANT (0"'JURIS. Cl PLAN REVIEWER 0 FILE PROJECT NAME: Duplo Village, Bulletin 34 PCR 97-106 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. C8J The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. D: The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. D The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to: D Esgil Corporation staff did not advise the applicant that the plan check has been completed. C8J Esgil Corporation staff did advise.the applicant that the plan check has been completed~ Person contacted: Kyoko Adachi Telephone#:· appt. Date contacted: 2/24/98 (by: kc) Fax #: Mail Telephone. Fax In Person C8J REMARKS: 1. Health Dept. approval is required. · 2. All sheets of the plans must be signed/sealed.· Note: Plans hand;..carried by applicant. By: Kurt Culver Esgil Corporation D GA D CM D E.:J D PC Enclosures: log trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + . San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 ' . DATE: December 23, 1997 JURISDICTION: Carlsbad EsGil. Corporation Professional Pum. !l{.e.vie.w 'Engineers PLAN CHECK NO.: 97-2027 REV 1 PROJECT ADDRESS: LEGQLAND SET:I D APPLICANT PJURIS. 0 PLAN REVIEWER D FILE PROJECT NAME: Duplo Village,. Bulletin 34 _PCR 97-106 D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by .building department staff. D · The plans transmitted herewith bave signific~nt deficiencies identified oh the enclosed check list and should be corrected and resubmitted for a complete recheck. ~ The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to: faxed to HOK Architects (310) 453-2052 ~ Esgil Corporation staff did not advise the applicant that the plan check has been completed. D Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone#: Date contacted: (by: ) Fax#: Mail Telephone Fax In Persori D REMARKS: By: Kurt Culver Enclosures: Esgil Corporation 0 GA 0 CM D EJ D PC 12/12/97 trnsmtl.dot 9320 Chesapeake Drive, Suite 208 + San Diego, California 92123 + (619) 560-1468 + Fax (619) 560-1576 Carlsbad 97-2027 REV 1 December 23, 1997 GENERAL PLAN CORRECTION LIST JURISDICTION: Carlsbad PROJECT ADDRESS: LEGOLAND DATE PLAN RECEIVED BY ESGIL CORPORATION: 12/12/97 REVIEWED BY: Kurt Culver FOREWORD (PLEASE READ): PLAN CHECK NO.: 97-2027 .REV 1 DATE REVIEW COMPLETED: December 23, 1997 This plan review is limited to the technical requirements contained in the Uniform Building Code, Uniform Plumbing Code, Uniform fv'!echanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and disabled access. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinances enforced by the Planning Department, Engineering Department or other departments. The following \terns listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 106.4.3, 1994 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or city law. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plt;:1ns for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Peliver all corrected sets of plans and ·calculations/reports directly to the City of Carlsbad Building Department, 2075 Las Palmas Drive, Carlsbad, CA 92009, (619) 438- 1161. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (619) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Eng.ineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. To facilitate rechecking, please identify, next to each item, the sheet of the plans upon which each correction on this sheet has been made and return this sh_eet wit~ the revised plans. Carlsbad 97-2027 REV 1 December 23, 1997 3. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located on the plans. Have changes been made not resulting from this list? D Yes 0 No 4. Please reflect the correct size of the Fairytale Brook Maintenance Building on sheet A103. Additionally, change the occupancy classification to "F-1." 5. See the following sheet for plumbing/mechanical corrections. 6. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 619/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Kurt Culver at Esgil Corporation. Thank you. + PLUMBING, MECHANICAL AND ENERGY CORRECTIONS + PLAN REVIEWER: Glen Adamek 7. The DUPLO Village Pasta Patch was approved as shell building only. The mechanical plans show the kitchen hoods and wood burning pizza oven being added to the building as an revised plan. Tenant Improvement plans c;1nd permits are required for the proposed plan review: Please correct with the City of Carlsbad Building Department. 8. Each sheet of the plans must be signed by the licensed designer. 9. The City of Carlsbad to review exidence of Health Department approval (for restaurants). • GENERAL ENERGY·CONSERVATION 18. Provide plans, calculations and worksheets to show compliance with current energy standards for each of the heated or cooled buildings. Provide Envelope and mechanical energy design packages for each of the conditioned buildings. No energy packages for the Fairytale Brook Maintenance Building, anc;t Safari Ride Maintenance Building, No.energy packages -for the revisions to the OUPLO Village South Complex, and the DUPLO Village Pasta Patch. • THE DUPLO RETAIL, RESTROOMS, MAGIC THEATER, & PASTA PATCH, MECHANICAL 1. Provide complete kitchen hood plans, details, and calculations to show compliance with UMC, Chapter 51 Part II. No F series hood drawings in the plan package. Carlsbad 97-2027 REV 1 December 23, 1997 . 2. Provide the installation data for th~ proposed wood burning pizza oven. On th.e plans provide construction plans and details installation of the proposed wood burning pizza oven. UMC, Section 302.2 3. The condensate waste from the fan coil unit may not drain into the floor drain i~ the center of the floor of the Pump Room. • THE DUPLO RETAIL, RESTROOMS, FAIRYTALE BROOK MAINTENANCE BUILDING, MECHANICAL. 4. Detail the exhaust outlet clearahces as per UMC, Section 609. 10. Three feet minimum from the door opening into the building. 5. The condensate waste from the fan coil unit may not drain into the .floor drain in the center of the floor of the Pump Room. The plumbing plans show a floor drain, the mechanical plans shows a floor sink. The piping may not run across the floor. 6. The floor drain does not have a basin des.igned to prevent splashing from air conditioning condensate drain lines indirected to the floor drain. Use a funnel drain. UPC, Section 804.1. • THE DUPLO RETAIL, RESTROOMS, SAFARI RIDE MAINTENANCE BUILDING, MECHANICAL 7. The condensate waste from the fan coil uhit may not drain into the floor drain in the center of the floor of the Pump Room. The plumbing plans show a floor drain, the mechanical plans shows a floor sink .. The piping may not:run across the floor. Note: If you have any questions regarding this plan review list please contact Glen Adamek at (619) 560-1468. To speed the review process, note on this list (or a copy) where the corrected items have been addressed on the plans. I z I I I I I I I I I I I I I I I I I I l- a: <( ~ cj 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 CALCULATI-ONS FOR Legola-nd Carlsbad (M&D PROJECT NO. 960240.00) Duplo Vill·age Cluster (IGMP #2 Package) Revised Sections D & E Architect of Record: Hellmuth, Obata & Kassabaum For Bulletin No. 34 December 3, 1997 1· I ·1 I ·1 I I I I I I 1- 1· I I 1· .I I 1· INDEX SUBJECT GENERAL PARKWIDE STRUCTURES RETAIL SHOP -PASTA PATCH RESTAURANT SAFARI RIDE MAINTENANCE BUILDING FAIRY TALE MAINTENANCE BUILDING ICE CREAM STAND PLAY PAVILION PASTA PATCH and TERRACE SHADE STRUCTURE BIRTHDAY TENT · · SOUTH ENTRY BRIDGE DUPLO VILLAGE -SECTION A 8 C D E F G .H . I J I I I I I I I I I I I I I I I I I I I SECTION D SAFARI RIDE MAINTENANCE BUILDING (Revised Design) INDEX SUBJECT SHEET NO. Roof Framing D1-D5 Floor Framing D6-D7 Column Design D8 Wall Design D9-D15 Lateral Analysis D16 Roof Diaphragms D17-D18 Ledge Connections and Wall Anchorage D19-D20 Shear Walls D21-D24 Foundation Design D25-D31 Guardrails D32 I I I I I I I I I I :/?) ·-·_;_-,1 I I I I I I I I rU I MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA ~2108 Phone (619) 497-2118 Fax (619) 497-0429 f)fj/) LQ~ SHEET NO. --'-------,--b=--'-\ __ OF _3-"------2-__ _ CALCULATED BY --~-D---'-W.,;.___ DATE ~E\J' lOl q I CHECl<EDBY _______ DATE--'----- ~ '::::>.J:::.:~~ \ \2..)~\f µ P..1 N.'I--BL06 : 0 ?.> 2.0 / G,<) e, t 0 ~ \N rn-\ &{)..p,v fiL l \f'2.-'' -2..0 G~ ~~P.L &f tlt. Fe~K LN 6 ~ I NS'Vl ~Q'--.l µp~ ::::: ::: --- 6 0 fSP' 2,'!> ,. s -2..o :;:: i. 2 ~.: 1,to {Y)F L \ \)e LO~{) · '2.0P Sf ( l£S > ~E't0CJv.?N ~) '.~vl ~, LDl>D ~/i TD~ C~f ~CJ.Ti . \\Ol ~T d!;" L ~~T C..~N~iLl11_ = I ooo ~Of~f \JJ ~T::. \ oo ± M.\S.( . =-lOO :t. l~.::-Z4,fJ7 (,1:, ::: 3,?:, l OL -Hl l s~ss: WNA;t ,:;; se.. PsF (Jlt., . l.l , 'f)~lfCrloN J /.;Jv¾, -~ 2~f$~. C?'-.. . .. - '• .. , . ?rlOrtJCT20i·1._~~-m: G:c;o:;,:.~a.~ Ol4i~ TcC:c&1PiiONEiOLLFP.EE:-ax-22}S3aO. . ---4,- -·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 Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 jOB'-------=-(/4='.-=-=b-=O_,.U'71':::::....:_e_, 0.::.::"J::?:c__ ____ _ ,SHEET NO.------=---=-- CALCULATED BY-"----'---~~ D 2.- -th PvJ CHECKED.BY--'-------- OF e,eJ. DATE /v, 2-7 ·'77 DATE I I I I I I I I I I I I I I I I I I I .. ·.·_4,, ·. ·:.::.-} ~,:.....,. .. -· MARTIN & DUNN, INC. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MULTI-SPAN STEE.L BEAM DESIGN DL + LL ALL SPANS GENERAL DATA All Spans Simple Support ?? Span Lengths ft : End Fixity: AISC Section CALCULATED VALUES-·-, Fb -Allowable fb -Actual. psi : psi : fv -Actual psi : Moment @ Left k-ft : Moment @ Right k-ft : Max. Mom. @ Mid-Span k-ft : X-Dist ft : Shears: Left k : Right .k: Reactions: Left:Dead k : Live k : Total k : Right:Dead k : Live k : Total k : Max. Defl. @ Mid Span in : X-Dist ft : BEAM DESIGN DATA-· - 1 NO 14.75 Pin:Pin w8x10 -OK- 23760 13891 2588 0.0 -8.7 9.0 7.37 2.3 3.5 0.74 1.55 2.29 2.03 3.80 5.83 -0.313 6.78 Le: Unsupported Length Fy ft: 3.00 Section Area Beam Depth Beam Width Flange Thickness Web Thickness lxx lyy ksi : 36.0 in2 : 2.96 in:· 7.890 in: 3.940 in: 0.205 in: .0.170 in4: 30.8 in4: 2.09 rt in : 0.99 APPLIED LOADS --- Use Live Load on This Span ? k/ft : k/ft : k: k: Yes 0.13 0.16 Uniform DL LL Point DL LL X-Distance ft : QUERY VALUES -- Location ...•. Shear Moment Deflection. ft : k: /v1 '-:;, 0 k-ft: in: V4.4D (c) 1983-96 ENERCALC 1.50 7.38 12.00 -2.68 -.0.24 -0.128 2-- 10.75 Pin:Pin w8x10 -OK- 21600 13381 1762 ..:&:1--/v("". 0.0 1v1-r LO 8.17 2.4 0.7 2.03 3.80 5.83 0.42 0,33 0.74 0.037 2.79 6.00 36.0 2.96 7.890 3.940 0.205 0.170 30.8 2.09 0.99 Yes 0.13 0.16 ' 5.50--·;...J)' $/'rl{ l, 0.77 ) -0.01 { m~o- 0.023 LEGOLAND DUPLO VILLAGE 960240 SAFARI RIDE MAINT. B TMB Date:.10/27 /97 Page: D '.2:> 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. 7801 Mission Center Court, Suite 400 San Diego, California 92108 (619) 497-2118 (619) 497-0429 fax MUL Tl-SPAN STEEL BEAM DESIGN DL ALL SPANS, LL LONG SPAN GENERAL DATA All Spans Simple Support ?? NO Span Lengths ft : 14.75 End Fixity: Pin:Pin AISC Section w8x10 CALCULATED VALUES-\ -OK- Fb • Allowable psi : 23760 fb • Actual. psi: 14659 fv • Actual psi : 2538 Moment @ Left k-ft : 0.0 Moment @ Right k-ft : -7.7 Max. Mom. @ Mid-Span k-ft : 9.5 X-Dist ft : 7.37 Shears: Left k: 2.4 Right k: 3.4 Reactions: Left:Dead k: 0.74 Live k: 1.62 Total k: 2.36 Right:Dead k: 2.03 Live k : 2.76 Total k: 4.79 Max. Def!. @ Mid Span in: -0.338 X-Dist ft : 6.88 BEAM DESIGN.CATA-- Le: Unsupported Length ft : 3.00 Fy ksi : 36.0 Section Area in2: 2.96 Beam Depth in: 7.890 Beam Width in: 3.940 Flange Thickness in: 0.205 Web Thickness in: 0.170 lxx in4: 30.8 lyy in4: 2.09 rt in: 0.99 APPLIED LOADS --- Use Live Load on This Span ? Yes Uniform DL k/ft : 0.13 LL k/ft : 0.16 Point DL k ! LL k: 1.50 X·Distance ft : 7.38 QUERY VALUES --- Location ..... ft : 12.00 Shear k : -2.61 Moment k-ft : 0.57 Deflection in: -0.148 2- 10.75 Pin:Pin w8x16 -OK- 16665 11846 1035 -z.z µ:r 0.0 0.0 10.75 1.4 0.0 2.03 2.76 4.79 0.42 ·.0.46 -0.05 0.070 4.01 10.75 36.0 2.96 7.8~0 3.940 0.205 0.170 30.8 2.09 0.99 No 0.13 0.16 8.99 · 0.39 -0.59 . 0.038 M - LEGOLAND DUPLO VILLAGE 960240 SAr:;'ARI RIDE MAINT. B TMB Date: 10/27 /97 ,..1-evrl; re I er,f,.,1.,_ ,', ke.,::: /Ci,I? I Page: '04 ··-------- -·· ··-------~-~---------. V4.4D (c) 1983-96 ENERCALC GEORGE R. 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(2><\l5 I I I I I I I I I I I I I I I I I I I SECTION E FAIRY TALE MAINTENANCE BUILDING (Revised Design) SUBJECT Roof Loads Roof Framing Lateral Analysis Shear Walls Foundation Design INDEX SHEET NO. E1 E1 E2-E3 E4-E6 . E7-E12 I I I I I I I I I I I I I I I I I I I ...... .,.. .. ::-.-.:·: :::,:):..: /:9 L .... ' I i-. ii\ JOB ~ t,,:;·O ._ 13/1--' MARTIN & DUNN, INC. Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 SHEET NO. ____ f,,,_.' _,_I ___ OF _\_2..-___ _ CALCULATED BY ______ Q;.;_· _) DATE ~~-~-\)_l \._\~q_7_ Phone (619) 497-2118 Fax (619) 497-0429 CHECl<ED BY ______ iJ_-b __ DATE ____ _ g ro!:: LO Ms OF.Ai) LoM ~10 ~ WITH ":>/4 '' 'Pl'{ v'1v-J.0 6\ZAV€L F'2-f.J'v\ \ 10 ti-~ I~ '5N l A-po N N'-?E. \vl.\SC.. - ,., ""' :::. :::_ ... - -~-oL=- . i/ ~ / I '1 . l.JS@: l\ t~ TJ-1 ~ ,SC (2 4 -0 oc.. t:J N¥ ::. 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Structural & Civil Engineers 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2f18 Fax (619) 497-0429 \J-\~s, v--1 ~\,L / G~,ou NE@ 'tl~ I 1 , I I . I ·1 JOB --~'~a~5'~0~· ~~' ~l::J_..,..._ ______ _ Cc: SHEET NO, ------,-----1-._,? __ OF ____ _ CALCULATED BY ______ tb __ DATE l2t.V \.l \ ~1 CHECKED BY 0 w DATE ____ _ ~ ..----, .... ! ------- 1 :y l I / \ I, /'·, ' ' / I \ t __ ,.--------+-----,--.l-----J.,-, I ,( e,' -'i' / 0\ lA \I L 4 L'e)1 ~ !If;..) kV--:;; I! ? 0 -:. Z.9 2. f''-F L. ?, ? s to,~:, J fNA1,{., T '111 e@ - .. •r I ,___ -, -. -. -~-c-,-.-.-,-.-. _--,_ ·,-~ -, -= -. -N--,.-_-,-e;-,-=---,-, --. ---.o -,, -~-~---N-.,---~-.• -,-. -~ -. -N -~----'-.,,-,-=---,-. ~---, -, -. -=---,---' .. FRODUCT:!ji•t.~l:ic~ G!Olon, !I.ass O!~!i •o Orcer-Pf.101·!:"7C.,t ;:~Er t-SJG-2:::"-f.:::S~ ·_c ___ ~ I I I I I I I I I I /'.;·,. -.;.>_::·-_.-·.·: I I I I I I I l 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 I 1n O IT -:;.-; ')-Bo( IO) =-I ,;2 5 OD fr I ?iebPC-A-/._x:;J JOB----------'---------- SHEET NO. ~L:, OF _______ _ tb CALCULATED BY _______ DATE eev LI /.::;1 CHECKED BY 0 (µ DATE-,,----- SCALE 1;-: ,.. IE_W = IP ro pf .::.. t.:?? s I,,.)~ 1q ' ~JA-IA.., Tie'.6 @ s~ po~t-M-itt \J .::-42.-f LFi l\ -= 4bO "tr L:: ql 0 0Sf r;u.1~ '\J\Sj'A 1s' 1/J//J/--(u_ ~o(0/8c;.)(1c:;)02-) =' 88'Bo# Jv/(2._ BB ~oC i.:t) :: g ~fj&o-#:1 PS -= Z, ~-,II S-"~ •r; I .___ -,. -,.-.-~-"-~-" -_ -~---.-:----" -~ -e---,.--.-,---.-... -~ -~ -e.---."---~-. -< -" _h_O __ .... ,-• ..,-, -. -~-."'-~-,,-.-,-, -.., ...... -.,-"-~-~---,. -, -,--•• -."-.-. -e -_ -~_,Jc PRODUCT 2&7·1~. Jr.e. Gro?or-Mass 0147-t it-O:cer Pi;O~E-; :)L;. ;REE. !-S))-2!5-i.:£.~ I I I I I I I I I I .,'-'. =<:~:·:. I I I I I I I , .. : .·: \ MARTIN & DUNN, INC. 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Structural & Civil Engineers _ 7801 Mission Center Court Suite 400 SAN DIEGO, CA 92108 Phone (619) 497-2118 Fax (619) 497-0429 JOB, ----------~-=-.;;,.b__;:O_;,_/..A-1.__;,__;JO'--------- SHEET NO.---'-----~\'.:~\~~-OF __ l~1, ___ _ CHECKED BY CALCULATED BY -~-~--M-' -~ DATE \2-@ \) • \\ \ C\ \ ,&J DATE ____ _ :IP) D~--~~-r~ {0tvr) N/~ UJA-'t.).5 -CJ?!l-ttJs(f) q,r·i;~) 1 ~- \ \ • ) ~5? "!!.: ,-----'-------,,-,-t ' I .. l/Jwki{.. ' l v-17c.- -..v I I l .q' 14:" ,, X ! __ 1 _______ ---;- ~ ,~ I -,,;,,---:..-,,;,o-------"------;I!" f'Vlo/1 -:;.-/1,,. 8 t;? 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DATE OF PLANS · . . 1-i.-?·._ BUILDING TYPE t8J NONRESIDENTIAL . ·. • D H):GH RISE RESIDENTIAL D HOTEL/MOTEL GUEST ROOM PHASE OF CONSTJ;ll:lGTIQ.N [Zj NEW CONSTRU0JON o· ADDffiON D ALTERATION . D UNCONPITIONED (file affidavit) METHOD OF ENVELOPE IZI COMPONENT . . .. D OVERALL ~LOPE D PERFORMANCE COMPLIANCE STJ\TEMEN1\0F-COMPLIANCE-·._-:-.-... --,::.-:.·_.· ·-::·· . .-· ·-:.:·· .. ·_-.. -~--·.-.. · ·_:.-·-_,;._o:,, • .> ••• This Certificate of compliance.lists the building features ~d performance specifications n~ed to comply With Title 24, Parts 1 and 6 of the California Code of Regulations. This certific~t~ applies only to building envelope requirements. . . The documentation.preparer 'hereby ·certifies that the documentation is accurate and complete. DOCUMENTATION AUTHOR ~ltzll... ~ . SIGNATURE. DATE e Principal Envelope Designer hereby certifies that the proposed building design represented. in this set of construction documents is consistent with the other .compliance forms and worksheets, with.the specifications, and with any other calculations submitted with this perniit application. The proposed building ~as been designed to meet the envelope requirements contain!d in sections 110, 116 through ·us, and 140, 142;143, or 149 9f;Jitle 24, Part 6. · . _ _ . . .,_-i;95t?7: Please check one: . · · · ;_-,./ ,;. . /! - [Zj I hereby affirm that I am eligible under the provisions of Division 3 ofj:he Business and Professions Code to sign this document as the person responsible for its preparation; and that I a!11 a civil Eng!l:eer or Architect. . . . D I aff~ that I am eligible under the eX;ernption to qtvisis,m 3 of the Business and Professions Code by ·section 5537.2 of the Business and professions Code to sign' this doc1111.1ent as the person responsible for its preparation; and that I am a licensed contractoi pr~paring documents for work ~at I have contracte? to perform. D I affirm that I am eligible under the exemption to Divisio11 3 of the Business arid Professions .Code by section , of the _ . · Coed~ to sign this document as the person reiponsible for its preparation; a.,nd for the following reasons: , '• ~- Indicate· location·on plans of Note Block for t·Aandatory Meas1.µ:e~ .,L.. _A:__;b1>;.__..!.,.1 _________ ~ __ ___, INSTRUCTIONS TO APPLICANT -, . . -_? For Detailed instructions on the use of this and all Ep.ergy Efficiency Star).dards c~inpliance for:ti:ls; please refer to the Nonresidential Manual'published by"tlie California Energy·commission. . ENV:-1: Required on plans for all.submittals. P?rt 2 may be incorporated in: sched,ule~ on plans. £} ~ · . ~- ENV-2: Used for all submittals; choose appropriate version depending on method of envelope compliance. r-' . 'fJ \,C ENV-3: Optional. Use if default U-values are not used. Choose appropriate version for assembly U-value to be calculated. •' . ~--· .. :'.:._ -· . __ CERTIFICATE OF COMPLIANCE (Part2of2) EN.V-1 . · I DATE OPAQUE SURFACES . . · . WINDOWNAME NO.OF (eg. Window-1) PAINS :~/f>.:. .. 1 . C ... NOOF PANES U-VALUE CONSTRUCTIONTYPE- e . Block,.Wood, Metal FRAMETYPE (Metal, Wood, etc.) :~· -~lfiff.i~· " ~,.~~.,--) . EXTERIOR OVERHANG SHADE ? CREDIT_? 1--...a-_,.----( GLAZJNG TYPE e . Clear, Tinted) ----1--------i·' 1---~~--11------11-----------1 U-VALUE. .. ', ',. . ,r j 1'. ! FRAMETYPE ,•h•· <Metal Wood,etc.) - SKYLIGHTMATERIAL GLAZING TYPE . ·(Glass, Plastic, etc.) . •, (Clear; Low-E,.etc.) · · . . : • .. . . ; •'. NOTES TO FIELD -For Buildin~ Department-Use Onlv . · . · .. · . . : . . . · · ·. : : .... ENVELOrE·coMPONENT METHOD ENV-2 GROSS WALL DISPLAY t--AREA--'('--GW---'A)--1~...;.1:,..!.1...;.(, __ ~ PERIMETER (DP) GWA• 0.4 6,"rb DP,·6 If the PROPOSED WINDOW AREA is greater than the MAXIMUM ALLOWABLE WINDOW AREA, go to another method. I ·1 MAXIMUM ' 0 f\LLOWABLE .... · _...,..._~'----'----,-'_ · WINDOW AREA 1 :() ·I PROPOSED WINDOW .__ ____ ___. ATRIUM HEIGHT C?9Fr .--~----IF!:': 55 Ff IF> 55 Ff -I ~..........__.-0•10 I • .._I. ____.I· ~ I· L...-...;._ ___ __J -_0_~_~ I l=l -------1 GROSS RQOF AREA ifth1; ACTUAL SKYLIGIIT AREA is greater than the ALLOWED SKYLIGIIT AREA, go to another method. · ACTUAL SKY. AREA ASSEMBLY U-VALUE TABLE' TYPE HEAT-;:, ·\,·. INSULATIONR-VALUE VALUES? ASSEMBLY NAME (eg. Wall-I, Floor-I) (eg. Roof, Wall, Floor) CAPACITY PROPOSED MIN. ALLOWED PROPOSED IY I NI MAX. ALLOWED \JJ"1!1A., .,..,.;,, \\ .• . ()~ . 00 D r;) • ' c:, .. • ? " • ~ DD . ~- _,,.,. . ·,.,:1·· .. ' ,. . ,\,: ~cs 5{]0 .01~ .. _. -·--DD ' , ', DD * For each assembly-type, meet the minimum insulation R-value or the ma.ximum assembly U-value. . . PROPOSED RSHG WINDOWNAME . ORIENTATION U-VALUE .#OF PROP. ALLOW. (e.e: .• Window~!. Window-2) N I E I s l·W ·pROP. ALL.OW. PANES SC. H V HIV OHF RSHG RSHG 'iJj__ D D Cl D I I ' D D D D ',, ,, ~ . D D D D -D 0 D D . SK:Y;J·.TGHTS.'.:\ ·::,:''' : ,:,· : " --··.: .;,. . ·,· . ' -,. . .. : ' r '0 ... • ·.·; • -' '. ... ,. :_,,.' '·: '• .·: •• --• ·_ •• :· • ' ..... -_.-. :.:. / ";,';i GLAZING. .. #OF .., U-VALUE SHADING COEFFICIENT TRANSLUCENTlrRANSPARENT PANES -PROPOSED ALLOWED PROPOSED ALLOWED ---" 0-D D D . ~ D D .' D D . .