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Specifications (2) E COPN • DLR Group Architecture Planning I nteriors Washington Square Mall -Area B Tigard, Oregon Structural Calculations Project No. 74- 03103 -00 December 17 2004 City of Tigard Volume 2 Approved Plans Byr►iuzg- Date i-z $ -os ,a vPz oo - Do V-1 . 95-g5- 5 c.• 1.04lN /&) f A/ 1Q 4 ■ NOTICE: These documents are instruments of professional service, and information contained therein is incomplete unless used in conjunction with DLR Group's interpretations, decisions, observations and administrations Use or reproduction of these documents in whole or in part without DLR Group's consent is in violation of common law, copyrights, statutory and other reserved rights, which preempts state and local public records act L © 2004 DLR Group Architecture & Planning inc., an Oregon corporation, ALL RIGHTS RESERVED. STRUCTURAL CALCULATIONS FOR Washington Square Mall - Phase 2 iR UCTUF j ' 4 PRO / , Tigard, Oregon c g." s s., 732 ��tr► �- DLR PROJECT NO. 74- 03103 -01 1 "0 6 ,, 9 -17 -04 y"� OREGON ,/„� 13, / ., TABLE OF CONTENTS PAGE MALL EXPANSION - VOLUME ONE: DESIGN LOADS 1.1.1 -1.1.3 FRAMING 1.2.1 - 1.2.122 EXISTING MALL FRAMING 1.3.1 - 1.3.29 COLUMN DESIGN 1.4.1 - 1.4.60 FOUNDATION DESIGN 1.5.1 -1.5.8 LATERAL ANALYSIS 1.6.1 - 1.6.228 MISCELLANEOUS WEST GARAGE - VOLUME TWO: DESIGN LOADS 2.1.1 - 2.1.2 P/T DECK 2.2.1 - 2.2.67 PRECAST DESIGN 2.3.1 - 2.3.16 FOUNDATION DESIGN 2.4.1 - 2.4.32 LATERAL ANALYSIS 2.5.1 - 2.5.14 MISCELLANEOUS 2.6.1 GEOTECHNICAL MEMORANDUM - FOR INFORMATION ONLY DLR Group 900 Fourth Ave., Suite 700 Seattle, WA 98164 (206- 461 -6000) TITLE (2) revised 7/98 DLR Group 1997 UBC ® DLR Group Calculations Date Subject Computed Checked Project Name Project Number Page (of pages) 2 . I . r- S _� � I i LL — c � 50-x ,,,i4 (Z c ■ . Rati_ _ , ) ; : ; . 1 i • Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) Z • I . 2 „IAA Y C- S l l s- - c,`►K 00 :3 + 7 9 k4.. ,sa,*A-r Lpo - I g-Sre.. 7 "7" . ?-, ytd Sp F v'1/ Pr,e 4 --/0 4 Pp l Calculations 6 DLR Group Date i Subject Computed Checked Project Name Project Number Page (of pages) Z - Z . \/\\' - v . 1 ✓ Sum . -P►c� .,,:;. 1 2 - � z I 1 1 � I P Z � I I A , , , . , i , 1 1 , 1 I^ /{mo 3N;S Y 1 Calculations ®LR Group Date Subject Computed Checked — Project Name Project Number Page (of pages) Z . Z . 2- 1 c S17 t.\- t SLP ' A L. L� a 4 d , Q a A. , .o 1 s, d a 2 3. 23.1 L 1 - - - -- Z - -�- - Za -�- - -- - -' - Z 2.0' - �� ": j5, l � -" 16,E t .- ' 4-■ I , 1.(, 1 -� , 1 '12. t , Q bE ► vrb .)T ■ �b _1$ - 23,1- 14 1 - - V 1- 1 Calculations DLR Group Date _ ,i Subject Computed Checked - Project Name __ Project Number _ Page (of pages) Z. 2 . 3 • 15° Lk- t ' O-oL - ! - -F' `1 ��T , ' ' y : J - J. J- -l. .1, 7 4 • d ! 4-1 I p o 0 o i> , r...; ! 20 ' —r + i 7.0 2o ' 20 ' , 1.4, r 22: 5 ' vi ,"./ - sue; wr . 9► Fw /,P r 3J , , -- -- - - - - -- --- - - - - i � - -- i i - I A4 ' 2.b !- — - — -za _2z, 4.0 3,5 Sz5 -1, eJ S sue I > 6 0 sue , . -- J lot L - - -- _____] Z .2." ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.18 Date: 8/20/04 Time: 1:37:45 PM File: West - strip 1 1 PROJECT TITLE WSM - West Garage 1.1 DESIGN STRIP Strip 1 I _ / 2 - MEMBER ELEVATION° 0 0 O O ° [ft] 23 10 2310 Q 20 00 20 00 2 0.00 2 0 00 20.00 Q i . i I I I 3 - TOP REBAR it 1.1111101 ttyx ° 4Li *L btf0 i - " 3.1 User selected o� - - - - � 0 0� a r L i L .. L � i 3.2 User selected L 3.3 ADAPT selected + 1 _ #;'s 3.4 ADAPT selected 01 #4xr0• ®1 #4X126• [1#4X12'0• 01 4$4x10'0• ®1 #4X10'0• „ 1 #4X100• 13 1 #4X10 ,5 1 #4X100• .-.. •--w 1 - * U .... - ......... ••-■-+ • -• .1,-- 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 3.25 1.00 5 255 25 1 00 5 255.25 3.00 5 255.25 3 00 5.255 25 3.00 5255 25 3.00 5 255.25 3.06.25 4.5 Force [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] 5 - BOTTOM REBAR r 1-1-T ■ .11 T VIr r r r i 5.1 User selected L t o. f...,/2..o-,q_ y _ .- 4 V2r_o _ L .Q L L L , 5.2 User selected i' -,--1 " 17-11-°; 1.1: 9d � L L L L 5.3 ADAPT selected 5.4 ADAPT selected O1 #5X19'6• O1 #5X16'0• 01 #5X13'0• ®1#5X140' ®1#5X13'0' 14 1 #5X14'0• 1s 1 #5x14'0• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars o a 0.23 0.23 0 19 0 15 0 15 0 15 0 15 r m` 02 eq provided oo 1 11111 IL 11 I H II 111111' 17 -17 111111111' 1111111 ' 111111111' 111111 111111111' 111 X11 '111111111' III 1111 '111111111' ill 0, 6.2 Bottom Bars o 3 max 0 1 0.16 0.12 0.12 012 012 012 8 - LEGEND - Stressing End A Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f'p = 5 ksi f„ = 60 ksi (longitudinal) f = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1.5 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non - redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.18 Date: 8/20/04 Time: 1:37:45 PM File: West - strip 1 . 1 PROJECT TITLE WSM - West Garage 1.1 DESIGN STRIP Strip 1 -7 _ 1 2 2 MEMBER ELEVATION O O O [ft] 20.00 / 20.00 % 2 0.00 S , 20 00 / 20 00 / 15.10 % 15 10 I I • I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I 3- TOP REBAR N % a l % ,] a 4.4 3.1 User selected L i i i e ,- C6� o eaLo Lama, � � Itfc 3.2 User selected L L L L L L E 1 3.3 ADAPT selected 3.4 ADAPT selected 01#4X10'0' 15 1 #4X10'0" 17 1 #4X10'0" 1 01#4X10'0' 01#4X10'0' 23 1 #4x11'6' 25 1 #4x10 27 1 #4x5'0' *.- ... - �.. .0 0. ............... ..... 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 5 25 3 00 5.255 25 3 00 5 255.25 3.00 5 255.25 3.00 5.255 25 3.00 5 255.25 3.75 5 255.25 3.50 4.5 Force [14 4 kips] [14 4 kips] [14A kips] [14.4 kips] [14 4 kips] [14 4 kips] [14.4 kips] 5 - BOTTOM REBAR \ 4 r T T T ) # T (,� -- T - A- r 5.1 User selected L L L L <-=.- Ltci}-y,12r2 _ _ �1.4Y -5 -E 1 IE1_ a a 5.2 User selected L i i L i � ' i(�'t�� t� �- L��2 t 5.3 ADAPT selected 5.4 ADAPT selected 16 1 #5X14'0' 16 1 #5X14'0' 01#5X14'0' 01#5X13'0' (91#5X14'0' 26 1 #5X6'0" 26 1 #5X14'6' 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars ax 0 15 015 0 15 0 16 0 16 0 12 0.12 [in`] 01• 1 ii � Ii 1111 II �� _ ii MIN, i required ° °1 IIIII ' 111III 1111111 1111 II IIII ' X1111 II' provided 0 0: 01: 02 6.2 Bottom Bars ma 012 012 012 012 0 12 012 0.12 8 - LEGEND -4 Stressing End - Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f', = 5 ksi f., = 60 ksi (longitudinal) f, = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1.5 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in 10 - DESIGNER'S NOTES • 2.2. (e.2 I ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM I 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.18 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 20,2004 At Time: 13:57 PROJECT FILE: West - strip 1 P R O J E C T T I T L E : WSM - West Garage Strip 1 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.50 in Minimum Cover at BOTTOM 1.00 in POST- TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 ksi Average effective stress in strand (final) 175.00 ksi Strand area .153 in ^2 2.2.1 Page 2 (West - strip 1) ADAPT -PT V- 6.18 ACI Min CGS of tendon from TOP 1.25 in Min CGS of tendon from BOTTOM for INTERIOR spans 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans 1.00 in Min average precompression 175.00 psi Max spacing between strands (factor of slab depth) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Structural system ONE -WAY Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Limited plastification allowed(moments redistributed) NO 2 - I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S FI I I TOP IBOTTOM /MIDDLEI P 01 I I FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTH' WIDTH DEPTH' width thick.' width thick.IHEIGHTI left right N MI ft I in in I in in I in in I in I -1 3 - - - -4 5 6 7 8 9 10 - - - -11 12- - - -13- 1 1 23.10 12.00 6.50 6.50 .50 .50 2 1 23.10 12.00 6.50 6.50 .50 .50 3 1 20.00 12.00 5.00 6.50 .50 .50 4 1 20.00 12.00 5.00 6.50 .50 .50 5 1 20.00 12.00 5.00 6.50 .50 .50 6 1 20.00 12.00 5.00 6.50 .50 .50 7 1 20.00 12.00 5.00 6.50 .50 .50 8 1 20.00 12.00 5.00 6.50 .50 .50 9 1 20.00 12.00 5.00 6.50 .50 .50 10 1 20.00 12.00 5.00 6.50 .50 .50 11 1 20.00 12.00 5.00 6.50 .50 .50 12 1 15.10 12.00 5.00 6.50 .50 .50 13 1 15.10 12.00 5.00 6.50 .50 .50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 2.2. Page 3 (West - strip 1) ADAPT -PT V- 6.18 ACI 11 - Top surface to reference line 2 . 2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT < LOWER COLUMN > < UPPER COLUMN > WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in - -1 2 3 4 5 6 7 8 9--- -10 - -- 1 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 5 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 6 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 7 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 8 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 9 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 10 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 11 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 12 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 13 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 14 12.00 .00 .00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 3 - I N P U T A P P L I E D L O A D I N G < - -- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib Z.Z. Page 4 (West - strip 1) ADAPT -PT V- 6.18 ACI SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft 1 2 3 4 5 6 7 8 9 1 L U .050 .00 23.10 .050 1 D U .005 .00 23.10 .005 1 SW U .00 23.10 .081 2 L U .050 .00 23.10 .050 2 D U .005 .00 23.10 .005 2 SW U .00 23.10 .081 3 L U .050 .00 20.00 .050 3 D U .005 .00 20.00 .005 3 SW U .00 20.00 .063 4 L U .050 .00 20.00 .050 4 D U .005 .00 20.00 .005 4 SW U .00 20.00 .063 5 L U .050 .00 20.00 .050 5 D U .005 .00 20.00 .005 5 SW U .00 20.00 .063 6 L U .050 .00 20.00 .050 6 D U .005 .00 20.00 .005 6 SW U .00 20.00 .063 7 L U .050 .00 20.00 .050 7 D U .005 .00 20.00 .005 7 SW U .00 20.00 .063 8 L U .050 .00 20.00 .050 8 D U .005 .00 20.00 .005 8 SW U .00 20.00 .063 9 L U .050 .00 20.00 .050 9 D U .005 .00 20.00 .005 9 SW U .00 20.00 .063 10 L U .050 .00 20.00 .050 10 D U .005 .00 20.00 .005 10 SW U .00 20.00 .063 11 L U .050 .00 20.00 .050 11 D U .005 .00 20.00 .005 11 SW U .00 20.00 .063 12 L U .050 .00 15.10 .050 2 . 2-.10 Page 5 (West - strip 1) ADAPT -PT V- 6.18 ACI 12 D U .005 .00 15.10 .005 12 SW U .00 15.10 .063 13 L U .050 .00 15.10 .050 13 D U .005 .00 15.10 .005 13 SW U .00 15.10 .063 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k /ft ^2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 1 L U .050 1 D U .005 2 L U .050 2 D U .005 3 L U .050 3 D U .005 4 L U .050 4 D U .005 5 L U .050 5 D U .005 6 L U .050 6 D U .005 7 L U .050 7 D U .005 8 L U .050 8 D U .005 9 L U .050 9 D U .005 10 L U .050 10 D U .005 11 L U .050 11 D U .005 12 L U .050 12 D U .005 13 L U .050 13 D U .005 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 ) 2,2. 1 Page 6 (West - strip 1 p ) ADAPT -PT V- 6.18 ACI 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb in ^2 Yt 1 in ^4 in in 2 3 4 1 78.00 .2746E +03 3.25 5 3.25 2 78.00 .2746E +03 3 60.00 3'25 3.25 .1250E+03 2.50 4 60.00 .1250E +03 2.50 5 60.00 2.50 2.50 .1250E+03 2.50 6 60.00 .1250E +03 2.50 2.50 2.50 7 60.00 .1250E +03 2.50 2.50 8 60.00 .1250E +03 2.50 9 60.00 .1250E +03 2.50 10 2.50 2.50 60.00 .1250E +03 2.50 2.50 11 60.00 .1250E +03 60.00 2.50 12 .1250E +03 2.50 2.50 . 13 60.00 .1250E +03 2.50 2.50 2.50 Note: - -- = Span /Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S < 5.1 SPAN M 0 M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* 1 2 SH(1) SH(r) 3 4 1 .00 3.20 -5.10 5 6 -.78 1.22 2 -5.10 1.90 -2.61 3 -2.61 .99 -2.15 -1.10 .89 4 -2.15 1.16 -2.27 -.70 .65 -.67 .68 -.68 .67 5 -2.27 1.12 -2.24 7 6 -2.24 1.13 -2.25 7 -2.25 1.13 -2.25 -.68 .68 -.67 .67 8 -2.25 1.12 -2.26 -.67 .68 9 -2.26 1.14 -2.21 -.68 .67 J 2. 2. IZ Page 7 (West - strip 1) P ADAPT -PT V- 6.18 ACI 10 -2.21 1.08 -2.38 -.67 .68 11 -2.38 1.31 -1.75 -.71 .64 12 -1.75 .31 -1.48 -.53 .49 13 -1.48 1.18 .00 -.61 .41 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> -1 2 Lower columns - -- -Upper columns 1 .78 .00 .00 2 2.32 .00 .00 3 1.59 .00 .00 4 1.32 .00 .00 5 1.36 .00 .00 6 1.35 .00 .00 7 1.35 .00 .00 8 1.35 .00 .00 9 1.35 .00 .00 10 1.34 .00 .00 11 1.39 .00 .00 12 1.17 .00 .00 13 1.10 .00 .00 14 .41 .00 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S < -- 6.1 L I V E LOAD SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- P right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 .00 .00 2.65 -.76 -3.23 -1.06 -.52 .72 2 -3.23 -1.06 2.28 -1.27 -2.44 -.40 -.70 .64 3 -2.44 -.40 1.55 -.74 -2.19 -.50 -.60 .58 4 -2.19 -.50 1.64 -.80 -2.21 -.56 -.58 .58 5 -2.21 -.56 1.66 -.83 -2.22 -.55 -.58 .58 6 -2.22 -.55 1.67 -.83 -2.22 -.55 -.58 .58 7 -2.22 -.55 1.67 -.83 -2.22 -.55 -.58 .58 8 -2.22 -.55 1.66 -.83 -2.23 -.55 -.58 .58 9 -2.23 -.55 1.66 -.82 -2.19 -.52 -.59 .58 10 -2.19 -.52 1.60 -.81 -2.19 -.67 -.58 .58 11 -2.19 -.67 1.56 -.59 -1.79 -.12 -.58 .56 12 -1.79 -.12 1.00 -.77 -1.39 -.27 -.48 .46 ) 2.2.13 Page 8 (West - strip 1) ADAPT -PT V- 6.18 ACI 13 -1.39 -.27 1.21 -.33 .00 .00 -.47 .35 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -f t) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT 'max min max min max min 1 2 3 1 .52 -.07 .00 .00 . 7- 00 1.42 .56 .00 .00 .00 3 1.23 .39 .00 .00 .00 .00 .00 4 1.16 .40 .00 .00 .00 .00 5 1.16 .42 .00 .00 .00 6 1.17 .42 .00 .00 .00 .00 .00 .00 .00 7 1.17 .42 .00 .00 .00 .00 8 1.17 .42 .00 .00 .00 .00 9 1.17 .42 .00 .00 .00 .00 10 1.16 .41 11 1.16 .00 .00 .00 .45 .00 .00 .00 12 1.03 .00 13 27 .00 .00 .00 .93 .29 .00 .00 .00 14 .35 -.04 .00 .00 .00 .00 .00 00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- MOMENTS REDUCED TO FACE -OF- SUPPORT 7 . 1 R E D U C E D DEAD LOAD MOMENTS (k -ft) SPAN <- left* -> <- midspan -> <- right* -> 1 2 3 4 1 .38 3.20 -4.50 2 -4.56 1.90 -2.17 3 -2.27 .99 -1.83 4 -1.83 1.16 -1.94 5 -1.94 1.12 -1.91 6 -1.91 1.13 -1.92 7 -1.92 1.13 -1.92 8 -1.92 1.12 -1.93 9 -1.93 1.14 -1.89 10 -1.89 1.08 -2.05 11 -2.04 1.31 -1.44 12 -1.50 .31 -1.25 2.2.14 Page 9 (West - strip 1) ADAPT -PT V- 6.18 ACI 13 -1.19 1.18 .20 Note: * = face -of- support 7.2 REDUCED LIVE LOAD MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 - .03 .25 2.65 -.76 -2.88 -1.03 2 -2.89 -.80 2.28 -1.27 -2.13 -.17 3 -2.15 -.40 1.55 -.74 -1.91 -.30 4 -1.91 -.39 1.64 -.80 -1.93 -.36 5 -1.92 -.37 1.66 -.83 -1.93 -.36 6 -1.93 -.35 1.66 -.83 -1.94 -.35 7 -1.94 -.35 1.67 -.83 -1.94 -.35 8 -1.94 -.35 1.66 -.83 -1.94 -.35 9 -1.94 -.36 1.66 -.82 -1.91 -.32 10 -1.91 -.36 1.60 -.81 -1.90 -.47 11 -1.91 -.46 1.56 -.59 -1.52 -.14 12 -1.55 .02 1.00 -.77 -1.17 -.13 13 -1.16 -.24 1.21 -.33 -.02 .17 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 .34 .63 5.85 2.45 -7.38 -5.53 2 -7.45 -5.36 4.18 .63 -4.30 -2.35 3 -4.42 -2.67 2.54 .25 -3.75 -2.14 4 -3.73 -2.22 2.80 .36 -3.87 -2.30 5 -3.87 -2.31 2.77 .29 -3.85 -2.27 6 -3.84 -2.26 2.79 .30 -3.86 -2.28 7 -3.86 -2.27 2.79 .30 -3.85 -2.27 8 -3.85 -2.27 2.79 .29 -3.87 -2.28 9 -3.87 -2.29 2.80 .32 -3.79 -2.21 2.2- .Ic Page 10 (West - strip 1) ADAPT -PT V- 6.18 ACI 10 -3.80 -2.25 2.68 .27 -3.95 -2.51 11 -3.94 -2.49 2.87 .71 -2.95 -1.57 12 -3.05 -1.48 1.31 -.47 -2.42 -1.38 13 -2.35 -1.43 2.39 .85 .18 .37 Note: * = face -of- support 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9 . 2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 1 .100 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 5 1 .100 .500 .100 .000 6 1 .100 .500 .100 .000 7 1 .100 .500 .100 .000 8 1 .100 .500 .100 .000 9 1 .100 .500 .100 .000 10 1 .100 .500 .100 .000 11 1 .100 .500 .100 .000 12 1 .100 .500 .100 .000 13 1 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE ,l 2 -Z.I6 Page 11 (West - strip 1) p ADAPT -PT V- 6.18 ACI Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > < - -- CALCULATED VALUES - - -> FORCE <- DISTANCE OF CGS (in) -> P/A SPAN (k / -) Left Center Right k -) Wbal (psi) 1 2 3 4 (k/-) (%DL) 1 14.400 3.25 1.00 5 6 7 68- 2 14.400 5.25 1.00 5.25 184.62 .058 68 240.00 .076 3 14.400 5.25 3.00 5.25 4 89 240.00 .054 4 14.400 5.25 3.00 80 5 14.400 5.25 3.00 5.25 240.00 .054 80 240.00 .054 80 6 14.400 5.25 3.00 5.25 240.00 .054 80 7 14.400 5.25 3.00 8 14.400 5.25 3.00 5.25 240.00 .054 80 240.00 .054 80 9 14.400 5.25 3.00 5.25 240.00 .054 80 10 14.400 5.25 3.00 5.25 240.00 11 14.400 5.25 3.00 5.25 240.00 .054 80 12 14.400 5.25 3.75 5.25 240.00 .064 9 240.00 .0 13 14.400 5.25 3.25 4.00 .063 86 .058 86 Approximate weight of strand 133.3 LB ) 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT 1 2 3 CENTER RIGHT 1 4 5 6 7 - - -- .00 11.82 13.60 13.65 13.65 13.65 2 13.78 5.10 4.85 13.65 13.65 13.65 3 14.10 5.49 11.13 10.50 10.50 10.50 4 11.09 7.14 11.66 10.50 10.50 10.50 5 11.66 6.99 11.58 10.50 10.50 6 11.57 7.10 11.64 10.50 7 11.64 7.09 11.62 10.50 10.50 10.50 10.50 10.50 10.50 8 11.62 7.05 11.69 10.50 10.50 10.50 9 11.69 7.11 11.35 10.50 10.50 10.50 10 11.38 6.41 11.81 10.50 10.50 11 11.80 7.28 7.41 10.50 12 8 10.50 10.50 10.50 00 4.24 10.50 10.50 10.50 13 3.84 4.41 .00 10.50 10.50 10.50 Note: * = face -of- support 2.2. i1 Page 12 (West - strip 1) ADAPT -PT V- 6.18 ACI 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C 1 2 3 4 5 6 7 8 9 -- 1 - 273.58 - 136.20 387.47 - 756.70 2 395.95 - 765.18 55.69 - 221.92 - 424.92 3 410.75 -8.99 - 890.75 285.07 - 101.29 - 765.07 4 283.15 -80.13 - 763.15 305.63 -70.01 - 785.63 5 305.64 -67.72 - 785.64 302.63 -75.55 - 782.63 6 302.27 -76.89 - 782.27 305.07 -74.59 - 785.07 7 305.07 -75.21 - 785.07 304.48 -76.12 - 784.48 8 304.45 -76.15 - 784.45 307.40 -74.84 - 787.40 9 307.11 -72.57 - 787.11 293.72 -85.96 - 773.72 10 294.89 -76.39 - 774.89 309.31 -35.33 - 789.31 11 309.12 -38.78 - 789.12 155.43 - 176.09 - 635.43 12 182.92 - 194.78 - 662.92 51.04 - 197.64 - 531.04 13 37.86 - 184.96 - 517.86 - 320.88 - 204.77 Note: * = face -of- support C E N T E R TOP BOTTOM max -T max -C max -T max -C -1 2 3 4 5 1 - 704.61 335.38 - 148.21 2 18.99 - 484.59 115.36 - 388.22 3 - 602.10 122.10 - 428.44 4 - 651.18 171.18 - 415.54 5 - 647.71 167.71 - 428.68 6 - 651.14 171.14 - 427.76 7 - 650.97 170.97 - 428.32 8 - 649.79 169.79 - 428.53 9 - 650.77 170.77 - 423.31 10 - 631.01 151.01 - 427.00 11 - 644.83 164.83 - 353.26 12 - 430.15 - 475.76 13 - 566.38 86.38 - 283.59 9 . 7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) 1 2 3 4 5 6 2.2.18 Page 13 (West - strip 1) P ADAPT -PT V- 6.18 ACI 1 .00 -2.19 3.35 2 3.36 -2.07 2.61 -.04 -.04 .03 .03 3 1.70 -1.03 1.56 .01 .01 4 1.55 -1.09 1.59 .00 .00 5 1.59 -1.08 1.58 .00 6 1.58 -1.08 .00 1.59 .00 .00 7 1.59 -1.08 1.59 .00 8 1.59 -1.08 .00 1.59 .00 .00 9 1.59 -1.09 1.57 10 1.57 -1.05 1.66 .00 .00 .00 11 1.65 -1.19 .00 12 1.29 -.51 1.31 .02 2 .02 1.20 .03 .01 .01 13 1.20 -1.03 -.02 -.02 Note: * = face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -f t) - -> -joint 2 Lower columns 1 .044 Upper columns 2 -.078 .000 .000 .000 .000 3 .026 .000 4 .010 .000 ) 5 -.003 .000 .000 .000 .000 6 .001 .000 .000 7 .000 .000 .000 8 .000 .000 .000 9 -.002 10 .006 .000 .000 006 .000 .000 11 -.023 .000 .000 12 .012 13 012 .000 .000 14 -.017 .000 .000 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min 2.2. I9 Page 14 (West - strip 1) ADAPT -PT V- 6.18 ACI -1 2 3 4 5 6 7 1 . .95 9.50 3.71 -10.23 -6.83 2 -10.32 -6.77 7.17 1.14 -6.44 -3.11 3 -6.61 -3.51 4.19 .29 -5.75 -3.01 4 -5.74 -3.08 4.53 .37 -5.89 -3.23 5 -5.89 -3.24 4.51 .28 -5.87 -3.18 6 -5.87 -3.18 4.53 .29 -5.88 -3.19 7 -5.88 -3.19 4.53 .28 -5.88 -3.18 8 -5.88 -3.18 4.52 .28 -5.90 -3.19 9 -5.90 -3.20 4.53 .32 -5.80 -3.11 10 -5.81 -3.14 4.38 .29 -5.93 -3.49 11 -5.92 -3.46 4.50 .84 -4.77 -2.41 12 -4.92 -2.25 1.92 -1.10 -4.00 -2.24 13 -3.91 -2.23 3.58 .96 .22 .54 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 .02 .51 1.00 2 1.00 .63 .26 3 .24 .16 .09 4 .09 .11 .13 5 .13 .12 .12 6 .12 .12 .12 7 .12 .12 .12 8 .12 .12 .13 9 .12 .11 .10 10 .10 .15 .19 11 .19 .01 -.16 12 -.17 -.21 -.26 13 -.25 -.13 -.01 Note: * = face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 2.01 1.02 .00 .00 .00 .00 2 5.58 4.13 .00 .00 .00 .00 3 4.35 2.90 .00 .00 .00 .00 2.2..20 Page 15 (West - strip 1) ADAPT -PT V- 6.18 ACI 4 3.83 2.54 .00 .00 .00 .00 5 3.88 2.61 .00 .00 .00 .00 6 3.87 2.60 .00 .00 .00 .00 7 3.87 2.60 .00 .00 .00 .00 8 3.87 2.60 .00 .00 .00 .00 9 3.88 2.60 .00 .00 .00 .00 10 3.85 2.57 .00 .00 .00 .00 11 3.89 2.69 .00 .00 .00 .00 12 3.41 2.10 .00 .00 .00 .00 13 3.15 2.06 .00 .00 .00 .00 14 1.15 .48 .00 .00 .00 .00 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec = 4030.00 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc`) ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT+CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 . .09 .28( 987) .14( 1965) .42( 657) 2 .10 .00 - .01(28883) .05( 5783) .04( 7231) 3 .07 .00 - .01(27520) .07( 3650) .06( 4208) 4 . .02 .06( 3819) .07( 3318) .14( 1775) 5 .09 .02 .05( 4952) .07( 3400) .12( 2016) 6 .10 .02 .05( 4592) .07( 3380) .12( 1947) 7 . .02 .05( 4669) .07( 3378) .12( 1960) 8 .10 .02 .05( 4704) .07( 3404) .12( 1975) 9 .10 .02 .05( 4495) .07( 3306) .13( 1905) 10 .09 .01 .04( 6736) .06( 3707) .10( 2391) 11 .13 .03 .09( 2765) .09( 2551) .18( 1326) 12 -.01 -.03 -.08( 2394) - .01(23802) -.08( 2175) 13 .09 .02 .06( 3020) .06( 2874) .12( 1472) Z. -. i1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.18 Date: 8/20/04 Time: 2:09:42 PM File: West - strip 1 b 1 PROJECT TITLE WSM - West Garage 1.1 DESIGN STRIP Strip 1 2- MEMBER ELEVATION° O [ft] ,, 13 50 23 10 2 0.00 2 0 00 2 0.00 I I 1 1 1 I 1 3 TOP REBAR 43.4,c 2o ' " -Cs L--D"' � j F lMC A "f'. i 3.1 User selected E ITT red ,c, L L L 3.2 User selected I L 1 L L L L L L 3.3 ADAPT selected 3.4 ADAPT selected 01 #4x5'o• ®1 #4x11'0• 01 #4X12'0' 01 #4x1o'0• ®1 #4x10'0° 1 01#4X10 . 0" l -9.--4.- ..- -8- m.-8- -_ 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 3 25 2 50 5 255 25 1 00 5 255.25 3.00 5 255.25 3 00 5.255.25 3.00 5 25 4.5 Force [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] 5 - BOTTOM REBAR .#1.1Jc I- �4 i— c? tV,e,C f3 � C j` €tC. 5.1 User selected L L ' L L L 5.2 User selected rt 1 I r L 7 L L 5.3 ADAPT selected 5 4 ADAPT selected 01 #5 - O1 #5xi7'0 _ 01#5X12'0" �s 1 #5X14'0 11 y 1 #sx 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 02a on o17 020 015 0 1 [In 010- 1 � 1 �� required 0 00 provided o os ' i I 11 1 � � I H I 1 1 H it l 016- I 024- 6.2 Bottom Bars ma 0 16 016 012 012 012 8 - LEGEND - Stressing End -1 Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f'. = 5 ksi f, = 60 ksi (longitudinal) f, = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1.5 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in 10 - DESIGNER'S NOTES 2. 2 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.18 AMERICAN (ACI 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 20,2004 At Time: 14:9 PROJECT FILE: West - strip lb P R O J E C T T I T L E : WSM - West Garage Strip 1 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.50 in Minimum Cover at BOTTOM 1.00 in POST- TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 ksi Average effective stress in strand (final) 175.00 ksi Strand area .153 in ^2 } 2.2. 23 Page 2 (West - strip lb) ADAPT -PT V- 6.18 ACI Min CGS of tendon from TOP 1.25 in Min CGS of tendon from BOTTOM for INTERIOR spans 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans 1.00 in Min average precompression 175.00 p si Max spacing between strands (factor of slab depth) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Structural system ONE -WAY Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Limited plastification allowed(moments redistributed) NO 2 - I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S Fl I I TOP IBOTTOM /MIDDLEI P OI I I FLANGE I FLANGE I REF I MULTIPLIER A RI LENGTH' WIDTH DEPTH' width thick.) width thick.IHEIGHTI left right N MI ft I in in I in in I in in I in I -1 3 4 5 6 7 8 9 10 - - - -11 12- - - -13- 1 1 13.50 12.00 6.50 6.50 .50 .50 2 1 23.10 12.00 6.50 6.50 .50 .50 3 1 20.00 12.00 5.00 6.50 .50 .50 4 1 20.00 12.00 5.00 6.50 .50 .50 5 1 20.00 12.00 5.00 6.50 .50 .50 6 1 20.00 12.00 5.00 6.50 .50 .50 7 1 20.00 12.00 5.00 6.50 .50 .50 8 1 20.00 12.00 5.00 6.50 .50 .50 9 1 20.00 12.00 5.00 6.50 .50 .50 10 1 20.00 12.00 5.00 6.50 .50 .50 11 1 20.00 12.00 5.00 6.50 .50 .50 12 1 15.10 12.00 5.00 6.50 .50 .50 13 1 15.10 12.00 5.00 6.50 .50 .50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle Z.2.2`j Page 3 (West - strip lb) ADAPT -PT V- 6.18 ACI 11 - Top surface to reference line 2 . 2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT < LOWER COLUMN > < UPPER COLUMN > WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in 1 2 3 4 5 6 7 8 9--- -10 - -- 1 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 5 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 6 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 7 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 8 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 9 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 10 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 11 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 12 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 13 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 14 12.00 .00 .00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 3 - I N P U T A P P L I E D L O A D I N G < - -- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib 1 2.2.IS Page 4 (West - strip lb) ADAPT -PT V- 6.18 ACI SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft 1 2 3 4 5 6 7 8 9 1 L U .050 .00 13.50 .050 1 D U .005 .00 13.50 .005 1 D P .075 .00 8.50 .075 1 SW U .00 13.50 .081 2 L U .050 .00 23.10 .050 2 D U .005 .00 23.10 .005 2 SW U .00 23.10 .081 3 L U .050 .00 20.00 .050 3 D U .005 .00 20.00 .005 3 SW U .00 20.00 .063 4 L U .050 .00 20.00 .050 4 D U .005 .00 20.00 .005 4 SW U .00 20.00 .063 5 L U .050 .00 20.00 .050 5 D U .005 .00 20.00 .005 5 SW U .00 20.00 .063 6 L U .050 .00 20.00 .050 6 D U .005 .00 20.00 .005 6 SW U .00 20.00 .063 7 L U .050 .00 20.00 .050 7 D U .005 .00 20.00 .005 7 SW U .00 20.00 .063 8 L U .050 .00 20.00 .050 8 D U .005 .00 20.00 .005 8 SW U .00 20.00 .063 9 L U .050 .00 20.00 .050 9 D U .005 .00 20.00 .005 9 SW U .00 20.00 .063 10 L U .050 .00 20.00 .050 10 D U .005 .00 20.00 .005 10 SW U .00 20.00 .063 11 L U .050 .00 20.00 .050 11 D U .005 .00 20.00 .005 11 SW U .00 20.00 .063 2 .2 Zb Page 5 (West - strip 1b) ADAPT -PT V- 6.18 ACI 12 L U .050 .00 15.10 .050 12 D U .005 .00 15.10 .005 12 SW U .00 15.10 .063 13 L U .050 .00 15.10 .050 13 D U .005 .00 15.10 .005 13 SW U .00 15.10 .063 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k /ft"2), ( CON. or PART. ) ( M 0 M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) -1 2 3 4 5 6 7 8 1 L U .050 1 D U .005 1 D P .075 .00 8.50 2 L U .050 2 D U .005 3 L U .050 3 D U .005 4 L U .050 4 D U .005 5 L U .050 5 D U .005 6 L U .050 6 D U .005 7 L U .050 7 D U .005 8 L U .050 8 D U .005 9 L U .050 9 D U .005 10 L U .050 10 D U .005 11 L U .050 11 D U .005 12 L U .050 12 D U .005 13 L U .050 13 D U .005 2.2.21 Page 6 (West - strip lb) ADAPT -PT V- 6.18 ACI NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb Yt in ^2 in ^4 in in -1 2 3 4 5 1 78.00 .2746E +03 3.25 3.25 2 78.00 .2746E +03 3.25 3.25 3 60.00 .1250E +03 2.50 2.50 4 60.00 .1250E +03 2.50 2.50 5 60.00 .1250E +03 2.50 2.50 6 60.00 .1250E +03 2.50 2.50 7 60.00 .1250E +03 2.50 2.50 8 60.00 .1250E +03 2.50 2.50 9 60.00 .1250E +03 2.50 2.50 10 60.00 .1250E +03 2.50 2.50 11 60.00 .1250E +03 2.50 2.50 12 60.00 .1250E +03 2.50 2.50 13 60.00 .1250E +03 2.50 2.50 Note: - -- = Span /Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S < 5.1 SPAN M 0 M E N T S (k - ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) - - 1 2 3 4 5 6 1 .00 1.28 -3.86 -.73 1.07 2 -3.86 2.40 -2.84 -1.04 .95 3 -2.84 .91 -2.09 -.71 .64 4 -2.09 1.18 -2.29 -.66 .69 5 -2.29 1.11 -2.24 -.68 .67 6 -2.24 1.13 -2.25 -.67 .68 7 -2.25 1.13 -2.25 -.68 .67 2. it. .28 Page 7 (West - strip lb) ADAPT -PT V- 6.18 ACI 8 -2.25 1.12 -2.26 -.67 .68 9 -2.26 1.14 -2.21 -.68 .67 10 -2.21 1.08 -2.38 -.67 .68 11 -2.38 1.31 -1.75 -.71 .64 12 -1.75 .31 -1.48 -.53 .49 13 -1.48 1.18 .00 -.61 .41 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> 1 2 Lower columns Upper columns 1 .73 .00 .00 2 2.11 .00 .00 3 1.66 .00 .00 4 1.30 .00 .00 5 1.36 .00 .00 6 1.35 .00 .00 7 1.35 .00 .00 8 1.35 .00 .00 9 1.35 .00 .00 10 1.34 .00 .00 11 1.39 .00 .00 12 1.17 .00 .00 13 1.10 .00 .00 14 .41 .00 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 -- 1 .00 .00 1.15 -.97 -2.35 .03 -.34 .51 2 -2.35 .03 2.11 -.70 -2.39 -.51 -.65 .62 3 -2.39 -.51 1.45 -.72 -2.12 -.51 -.59 .56 4 -2.12 -.51 1.64 -.78 -2.22 -.57 -.58 .58 5 -2.22 -.57 1.65 -.82 -2.22 -.55 -.58 .58 6 -2.22 -.55 1.66 -.83 -2.22 -.56 -.58 .58 7 -2.22 -.56 1.67 -.83 -2.22 -.55 -.58 .58 8 -2.22 -.55 1.66 -.83 -2.23 -.55 -.58 .58 9 -2.23 -.55 1.66 -.82 -2.19 -.52 -.59 .58 10 -2.19 -.52 1.60 -.81 -2.19 -.67 -.58 .58 2. . 2.2.1 Page 8 (West - strip 1b) ADAPT -PT V- 6.18 ACI 11 -2.19 -.67 1.56 -.59 -1.79 -.12 -.58 .56 12 -1.79 -.12 1.00 -.77 -1.39 -.27 -.48 .46 13 -1.39 -.27 1.21 -.33 .00 .00 -.47 .35 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -f t) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min - -1 2 3 4 5 6 7 - - -- 1 .34 -.14 .00 .00 .00 .00 2 1.17 .27 .00 .00 .00 .00 3 1.22 .47 .00 .00 .00 .00 4 1.14 .40 .00 .00 .00 .00 5 1.17 .42 .00 .00 .00 .00 6 1.17 .41 .00 .00 .00 .00 7 1.17 .42 .00 .00 .00 .00 8 1.17 .42 .00 .00 .00 .00 9 1.17 .42 .00 .00 .00 .00 10 1.16 .41 .00 .00 .00 .00 11 1.16 .45 .00 .00 .00 .00 12 1.03 .27 .00 .00 .00 .00 13 .93 .29 .00 .00 .00 .00 14 .35 -.04 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M 0 M E N T S REDUCED TO FACE -OF- SUPPORT 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) SPAN <- left* -> <- midspan -> <- right* -> 1 2 3 4 1 .35 1.28 -3.33 2 -3.35 2.40 -2.38 3 -2.50 .91 -1.78 4 -1.76 1.19 -1.96 5 -1.96 1.11 -1.91 6 -1.91 1.13 -1.92 7 -1.92 1.13 -1.92 8 -1.92 1.12 -1.93 9 -1.93 1.14 -1.89 10 -1.89 1.08 -2.05 2, .2.10 Page 9 (West - strip 1b) ADAPT -PT V- 6.18 ACI 11 -2.04 1.31 -1.44 12 -1.50 .31 -1.25 13 -1.19 1.18 .20 Note: * = face -of- support 7.2 R E D U C E D LIVE LOAD MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -.07 .16 1.15 -.97 -2.10 .19 2 -2.02 .00 2.11 -.70 -2.08 -.26 3 -2.10 -.52 1.45 -.72 -1.85 -.31 4 -1.84 -.35 1.64 -.78 -1.94 -.38 5 -1.94 -.36 1.65 -.82 -1.93 -.35 6 -1.93 -.35 1.66 -.83 -1.94 -.35 7 -1.94 -.35 1.67 -.83 -1.94 -.35 8 -1.94 -.35 1.66 -.83 -1.94 -.35 9 -1.94 -.36 1.66 -.82 -1.91 -.32 10 -1.91 -.36 1.60 -.81 -1.90 -.47 11 -1.91 -.46 1.56 -.59 -1.52 -.14 12 -1.55 .02 1.00 -.77 -1.17 -.13 13 -1.16 -.24 1.21 -.33 -.02 .17 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 .27 .51 2.43 .31 -5.43 -3.14 2 -5.37 -3.35 4.51 1.71 -4.46 -2.64 3 -4.59 -3.02 2.36 .19 -3.63 -2.09 4 -3.61 -2.12 2.82 .41 -3.89 -2.33 5 -3.90 -2.33 2.76 .29 -3.84 -2.26 6 -3.84 -2.25 2.79 .30 -3.86 -2.28 7 -3.86 -2.28 2.79 .29 -3.85 -2.27 2..2.It Page 10 (West - strip 1b) ADAPT -PT V- 6.18 ACI 8 -3.85 -2.27 2.79 .29 -3.87 -2.28 9 -3.87 -2.29 2.80 .32 -3.79 -2.21 10 -3.80 -2.25 2.68 .27 -3.95 -2.51 11 -3.94 -2.49 2.87 .71 -2.95 -1.57 12 -3.05 -1.48 1.31 -.47 -2.42 -1.38 13 -2.35 -1.43 2.39 .85 .18 .37 Note: * = face -of- support 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9 . 2 T E N D O N P R O F I L E TYPE Xl/L X2 /L X3 /L A/L 1 2 3 4 5 1 1 .100 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 5 1 .100 .500 .100 .000 6 1 .100 .500 .100 .000 7 1 .100 .500 .100 .000 8 1 .100 .500 .100 .000 9 1 .100 .500 .100 .000 10 1 .100 .500 .100 .000 11 1 .100 .500 .100 .000 12 1 .100 .500 .100 .000 13 1 .100 .500 .100 .000 z.2.S2 Page 11 (West - strip lb) ADAPT -PT V- 6.18 ACI 9.3 - SELECTED POST - TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > < - -- CALCULATED VALUES - - -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k / -) Left Center Right (psi) (k / -) ( %DL) 1 2 3 4 5 6 7 8 -- 1 14.400 3.25 2.50 5.25 184.62 .092 69 2 14.400 5.25 1.00 5.25 184.62 .076 89 3 14.400 5.25 3.00 5.25 240.00 .054 80 4 14.400 5.25 3.00 5.25 240.00 .054 80 5 14.400 5.25 3.00 5.25 240.00 .054 80 6 14.400 5.25 3.00 5.25 240.00 .054 80 7 14.400 5.25 3.00 5.25 240.00 .054 80 8 14.400 5.25 3.00 5.25 240.00 .054 80 9 14.400 5.25 3.00 5.25 240.00 .054 80 10 14.400 5.25 3.00 5.25 240.00 .054 80 11 14.400 5.25 3.00 5.25 240.00 .054 80 12 14.400 5.25 3.75 5.25 240.00 .063 94 13 14.400 5.25 3.25 4.00 240.00 .058 86 Approximate weight of strand 128.3 LB 9.5 R E Q U I R E D MINIMUM P O S T - T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT 1 2 3 4 5 6 7 1 .00 .00 8.92 13.65 13.65 13.65 2 8.59 6.02 5.26 13.65 13.65 13.65 3 14.36 4.30 10.60 10.50 10.50 10.50 4 10.50 7.20 11.76 10.50 10.50 10.50 5 11.77 6.91 11.57 10.50 10.50 10.50 6 11.56 7.11 11.64 10.50 10.50 10.50 7 11.65 7.09 11.62 10.50 10.50 10.50 8 11.62 7.05 11.69 10.50 10.50 10.50 9 11.69 7.11 11.35 10.50 10.50 10.50 10 11.38 6.41 11.81 10.50 10.50 10.50 11 11.80 7.28 7.41 10.50 10.50 10.50 12 8.07 .00 4.24 10.50 10.50 10.50 13 3.84 4.41 .00 10.50 10.50 10.50 Note: * = face -of- support 1.2.33 Page 12 (West - strip 1b) ADAPT -PT V- 6.18 ACI 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C -1 2 3 4 5 6 7 8 9 -- 1 - 255.36 - 147.32 211.39 - 113.35 - 580.62 2 195.37 -91.81 - 564.60 61.87 - 196.52 - 431.10 3 422.57 - 902.57 264.33 - 104.07 - 744.33 4 260.33 -97.21 - 740.33 309.88 -64.42 - 789.88 5 310.31 -66.77 - 790.31 302.35 -76.71 - 782.35 6 302.24 -78.46 - 782.24 305.33 -74.59 - 785.33 7 305.51 -74.77 - 785.51 304.32 -76.16 - 784.32 8 304.30 -76.08 - 784.30 307.39 -74.83 - 787.39 9 307.10 -72.54 - 787.10 293.72 -85.94 - 773.72 10 294.89 -76.39 - 774.89 309.31 -35.33 - 789.31 11 309.12 -38.78 - 789.12 155.43 - 176.09 - 635.43 12 182.93 - 194.78 - 662.93 51.04 - 197.64 - 531.04 13 37.86 - 184.96 - 517.86 - 320.89 - 204.77 Note: * = face -of- support C E N T E R TOP BOTTOM max -T max -C max -T max -C -1 2 3 4 5 1 - 426.31 57.07 - 244.59 2 - 492.58 123.35 - 274.84 3 - 569.44 89.44 - 430.74 4 - 651.77 171.77 - 406.81 5 - 645.37 165.37 - 428.83 6 - 651.16 171.16 - 427.15 7 - 650.79 170.79 - 428.35 8 - 649.80 169.80 - 428.48 9 - 650.75 170.75 - 423.30 10 - 631.01 151.01 - 427.00 11 - 644.83 164.83 - 353.26 12 - 430.15 - 475.76 13 - 566.38 86.38 - 283.58 9 . 7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> 2.2. Page 13 (West - strip lb) ADAPT -PT V- 6.18 ACI SPAN left* midspan right* SH(1) SH(r) 1 2 3 4 5 6 1 -.01 -.73 2.64 -.03 -.03 2 2.70 -2.34 2.72 .00 .00 3 1.83 -.99 1.53 .02 .02 4 1.52 -1.11 1.60 .00 .00 5 1.60 -1.07 1.58 .00 .00 6 1.58 -1.08 1.59 .00 .00 7 1.59 -1.08 1.58 .00 .00 8 1.59 -1.08 1.59 .00 .00 9 1.59 -1.09 1.57 .00 .00 10 1.57 -1.05 1.66 .00 .00 11 1.65 -1.19 1.31 .02 .02 12 1.29 -.51 1.20 .01 .01 13 1.20 -1.03 -.03 -.02 -.02 Note: * = face -of- support <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 .025 .000 .000 2 -.024 .000 .000 3 -.017 .000 .000 4 .020 .000 .000 5 -.005 .000 .000 6 .001 .000 .000 7 -.001 .000 .000 8 .001 .000 .000 9 -.002 .000 .000 10 .006 .000 .000 11 -.023 .000 .000 12 .012 .000 .000 13 .023 .000 .000 14 -.017 .000 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) 2.2.! Page 14 (West - strip 1b) ADAPT -PT V- 6.18 ACI < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min 1 2 3 4 5 6 7 1 .37 .76 3.92 .31 -7.91 -4.02 2 -7.82 -4.37 7.31 2.54 -6.53 -3.44 3 -6.71 -4.01 3.95 .27 -5.60 -2.99 4 -5.57 -3.00 4.53 .44 -5.92 -3.25 5 -5.92 -3.25 4.49 .28 -5.86 -3.17 6 -5.86 -3.17 4.53 .29 -5.89 -3.19 7 -5.89 -3.19 4.53 .28 -5.88 -3.18 8 -5.88 -3.18 4.52 .28 -5.90 -3.19 9 -5.90 -3.20 4.53 .32 -5.80 -3.11 10 -5.81 -3.14 4.38 .29 -5.93 -3.49 11 -5.92 -3.46 4.50 .84 -4.77 -2.41 12 -4.92 -2.25 1.92 -1.10 -4.00 -2.24 13 -3.91 -2.23 3.58 .96 .22 .54 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 .01 .17 .33 2 .34 .36 .37 3 .36 .21 .06 4 .06 .10 .14 5 .14 .13 .12 6 .12 .12 .12 7 .12 .12 .12 8 .12 .12 .13 9 .12 .11 .10 10 .10 .15 .19 11 .19 .01 -.16 12 -.17 -.21 -.26 13 -.25 -.13 -.01 Note: * = face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max min -1 2 3 4 5 6 7 1 1.63 .81 .00 .00 .00 .00 2 .2.36 Page 15 (West - strip 1b) ADAPT -PT V- 6.18 ACI 2 4.91 3.39 .00 .00 .00 .00 3 4.38 3.12 .00 .00 .00 .00 4 3.78 2.53 .00 .00 .00 .00 5 3.89 2.62 .00 .00 .00 .00 6 3.87 2.59 .00 .00 .00 .00 7 3.87 2.60 .00 .00 .00 .00 8 3.87 2.60 .00 .00 .00 .00 9 3.88 2.60 .00 .00 .00 .00 10 3.85 2.57 .00 .00 .00 .00 11 3.89 2.69 .00 .00 .00 .00 12 3.41 2.10 .00 .00 .00 .00 13 3.15 2.06 .00 .00 .00 .00 14 1.15 .48 .00 .00 .00 .00 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec = 4030.00 ksi Creep factor K = 2.00 Ieffective /Igross.._(due to cracking) K = 1.00 Where stresses exceed 6(fc`) ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP 1 2 3 4 5 6 1 .03 .02 .05( 3278) - .01(28654) .04( 3702) 2 .15 .02 .07( 4254) .09( 3130) .15( 1803) 3 .06 -.01 -.03( 8784) .05( 4458) .03( 9054) 4 .11 .02 .07( 3616) .08( 3179) .14( 1691) 5 .09 .02 .05( 5054) .07( 3442) .12( 2047) 6 .10 .02 .05( 4565) .07( 3369) .12( 1938) 7 .10 .02 .05( 4676) .07( 3382) .12( 1962) 8 .10 .02 .05( 4705) .07( 3403) .12( 1975) 9 .10 .02 .05( 4499) .07( 3305) .13( 1905) 10 .09 .01 .04( 6737) .06( 3707) .10( 2391) 11 .13 .03 .09( 2765) .09( 2551) .18( 1326) 12 -.01 -.03 -.08( 2394) - .01(23804) -.08( 2175) 13 .09 .02 .06( 3020) .06( 2874) .12( 1472) 1 Z .z.3 - 1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.18 Date: 8/20/04 Time: 2:29:49 PM File: West - strip 2 1 PROJECT TITLE Washington Square Mall 1.1 DESIGN STRIP West garage slab 2 ] — C 2 - MEMBER ELEVATION° O [ft] 20 00 2 0 00 2 0 00 20 00 20 00 1 3 - TOP REBAR 1 q 1 3.1 User selected � � 2q,11 1 4 �CIO-0 ,..• , , L 3.2 User se (�JZ 4- �� a ° N +� -42.- L i 3.3 ADAPT selected 3.4 ADAPT selected 01 #4x,o° O1 #4x11'0• 01 #4x10'0• O1 #4X10'0° 01 #4x10 (91#4X10'0° -.- 4 - TENDON PROFILE 4.2 Datum Line _ 4.3 CGS Distance [in] 4 00 2 50 5 255 25 3 00 5 255 25 3.00 5 255 25 3.00 5.255.25 3.00 5 25 4.5 Force [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] 5 - BOTTOM REBAR l li T r T T T 7 5.1 User selected i a L _, ��,-?_ __ L J 5.2 User selected 12 v � I � �� m�� L L L 5 3 ADAPT selected 5.4 ADAPT selected Q1 #sx17o» O1#s x13'o° c1 #sx 14'0• cs 1 #s x1� 11 1 #sx14'o• 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars 0 2 0 0 1s 0 1 0.16 0 1 0 1 [ !n] 10- H WI III Il IIi III III I required 000 provided 0.09 11 1 1 1 j 1 1 1 11 111 HI 01 :' 02 6.2 Bottom Bars ma 017 012 012 012 012 8 - LEGEND -s Stressing End A Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f' = 5 ksi f„ = 60 ksi (longitudinal) f = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1.5 in Bottom = 1.5 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 9.3 Stressing: f = .8 f 9 4 Strand Area = .153 in 10 - DESIGNER'S NOTES Z. y. 33 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.18 Date: 8/20/04 Time: 2:29:49 PM File: West - strip 2 1 PROJECT TITLE Washington Square Mall 1.1 DESIGN STRIP West garage slab 2 5 -l0 2 - MEMBER ELEVATION° O O O O [ft] 'I 20 00 / 20 00 / 2 0 00 / 2 0 00 / 22 50 / 22.50 . 3- TOP REBAR I ri 1 ■ , y I u 3.1 User selected r r 44 L - 4 �I 1 ,�►N -0 + - )L [5-° it ' �1D r M 3.2 User selected L L L_ L ° �" °'i �'E -- 41 3.3 ADAPT selected 19 , #ate " 3 4 ADAPT selected O1 #4X10'0" 10 1 #4x,0'0• ®1,4x10.0. ,4 1 #4X10'0" ®1#4X10'6" @1#4X125' 01#4X6'6' 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 5 25 3 00 5 255 25 3 00 5 255.25 3 00 5 255 25 3 00 5 255 25 1.00 5 255.25 1 00 3 25 4.5 Force [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] 5 - BOTTOM REBAR M 5.1 User selected L L. E L. _E 1.i „ _E �X -p _ ■ L _ _ r r r r It- r 11- 11-- 5.2 User selected L L L L 1r= l� O� L err 12 O�G �+? 12 a �-• - 5.3 ADAPT selected 11 1 #5X14'0" 13 1 #5X14'0" 15 1 #5X14'0" 1� 1 #5X13'0" 20 1 #5X15'6' 22 1 #5X19'0" 5.4 ADAPT selected 0 � 0 0 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars o 0 15 015 0.15 0.17 0.22 0 21 in oz required provided 00 1111 '111111111' 1111 ,111111111, X111111 1111IIIII 11 Ill 1111 0, 6.2 Bottom Bars ma 0 12 012 012 012 0.16 017 8 - LEGEND —4 Stressing End i Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f' = 5 ksi f = 60 ksi (longitudinal) f„ = 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover: Top = 1.5 in Bottom = 1.5 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 9.3 Stressing: f = .8 f 9.4 Strand Area = .153 in` 10 - DESIGNER'S NOTES . 2.. 2.3 ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.18 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 20,2004 At Time: 14:29 PROJECT FILE: West - strip 2 P R O J E C T T I T L E : Washington Square Mall West garage slab 2 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.50 in Minimum Cover at BOTTOM 1.50 in POST- TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 ksi Average effective stress in strand (final) 175.00 ksi Strand area .153 in ^2 2.2.. Page 2 (West - strip 2) ADAPT -PT V- 6.18 ACI Min CGS of tendon from TOP 1.25 in Min CGS of tendon from BOTTOM for INTERIOR spans 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans 1.00 in Min average precompression 175.00 psi Max spacing between strands (factor of slab depth) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Structural system ONE -WAY Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Limited plastification allowed(moments redistributed) NO 2 - I N P U T G E O M E T R Y 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S Fl I I TOP BOTTOM /MIDDLE I P OI I 1 FLANGE 1 FLANGE I REF I MULTIPLIER A RI LENGTH! WIDTH DEPTH! width thick.1 width thick_IHEIGHT! left right N MI ft I in in ! in in I in in I in I -1 3 4 5 6 7 8 9 10 - - - -11 12- - - -13- 1 1 20.00 12.00 5.00 6.50 .50 .50 2 1 20.00 12.00 5.00 6.50 .50 .50 3 1 20.00 12.00 5.00 6.50 .50 .50 4 1 20.00 12.00 5.00 6.50 .50 .50 5 1 20.00 12.00 5.00 6.50 .50 .50 6 1 20.00 12.00 5.00 6.50 .50 .50 7 1 20.00 12.00 5.00 6.50 .50 .50 8 1 20.00 12.00 5.00 6.50 .50 .50 9 1 22.50 12.00 6.50 6.50 .50 .50 10 1 22.50 12.00 6.50 6.50 .50 .50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line 2_2-9( Page 3 (West - strip 2) ADAPT -PT V- 6.18 ACI 2 . 2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT < LOWER COLUMN > < UPPER COLUMN > WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in - -1 2 3 4 5 6 7 8 9 10 - -- 1 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 5 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 6 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 7 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 8 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 9 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 10 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 11 12.00 .00 .00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 3 - I N P U T A P P L I E D L O A D I N G < - -- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft 1 2 3 4 5 6 7 8 9 1 L U .050 .00 20.00 .050 1 D U .005 .00 20.00 .005 1 SW U .00 20.00 .063 2.2.`-12 Page 4 (West - strip 2) ADAPT -PT V- 6.18 ACI 2 L U .050 .00 20.00 .050 2 D U .005 .00 20.00 .005 2 SW U .00 20.00 .063 3 L U .050 .00 20.00 .050 3 D U .005 .00 20.00 .005 3 SW U .00 20.00 .063 4 L U .050 .00 20.00 .050 4 D U .005 .00 20.00 .005 4 SW U .00 20.00 .063 5 L U .050 .00 20.00 .050 5 D U .005 .00 20.00 .005 5 SW U .00 20.00 .063 6 L U .050 .00 20.00 .050 6 D U .005 .00 20.00 .005 6 SW U .00 20.00 .063 7 L U .050 .00 20.00 .050 7 D U .005 .00 20.00 .005 7 SW U .00 20.00 .063 8 L U .050 .00 20.00 .050 8 D U .005 .00 20.00 .005 8 SW U .00 20.00 .063 9 L U .050 .00 22.50 .050 9 D U .005 .00 22.50 .005 9 SW U .00 22.50 .081 10 L U .050 .00 22.50 .050 10 D U .005 .00 22.50 .005 10 SW U .00 22.50 .081 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k /ft"2), ( CON. or PART. ) ( M O M E N T ) SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) Page 5 (West - strip 2) ADAPT -PT V- 6.18 ACI -1 2 3 4 5 6 7 8 1 L U .050 1 D U .005 2 L U .050 2 D U .005 3 L U .050 3 D U .005 4 L U .050 4 D U .005 5 L U .050 5 D U .005 6 L U .050 6 D U .005 7 L U .050 7 D U .005 8 L U .050 8 D U .005 9 L U .050 9 D U .005 10 L U .050 10 D U .005 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb Yt in ^2 in ^4 in in 1 2 3 4 5 1 60.00 .1250E +03 2.50 2.50 2 60.00 .1250E +03 2.50 2.50 3 60.00 .1250E +03 2.50 2.50 4 60.00 .1250E +03 2.50 2.50 5 60.00 .1250E +03 2.50 2.50 6 60.00 .1250E +03 2.50 2.50 7 60.00 .1250E +03 2.50 2.50 8 60.00 .1250E +03 2.50 2.50 9 78.00 .2746E +03 3.25 3.25 10 78.00 .2746E +03 3.25 3.25 Note: .' 2-2-91 Page 6 (West - strip 2) ADAPT -PT V- 6.18 ACI - -- = Span /Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S < 5.1 SPAN M 0 M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) 1 2 3 4 5 6 1 .00 1.95 -2.85 -.53 .82 2 -2.85 .91 -2.09 -.71 .64 3 -2.09 1.19 -2.29 -.66 .69 4 -2.29 1.11 -2.24 -.68 .67 5 -2.24 1.13 -2.25 -.67 .68 6 -2.25 1.12 -2.27 -.67 .68 7 -2.27 1.16 -2.17 -.68 .67 8 -2.17 1.02 -2.54 -.66 .69 9 -2.54 1.78 -4.82 -.87 1.07 10 -4.82 3.05 .00 -1.18 .76 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> 1 2 Lower columns Upper columns 1 .53 .00 .00 2 1.53 .00 .00 3 1.30 .00 .00 4 1.36 .00 .00 5 1.35 .00 .00 6 1.35 .00 .00 7 1.36 .00 .00 8 1.33 .00 .00 9 1.56 .00 .00 10 2.26 .00 .00 11 .76 .00 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S < -- 6.1 L I V E LOAD SPAN MOMENTS (k -f t) and SHEAR FORCES (k) - -> 2.1. Page 7 (West - strip 2) ADAPT -PT V- 6.18 ACI < left* > < - -- midspan - - -> < - - -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min left right -1 2 3 4 5 6 7 8 9 1 .00 .00 1.97 -.53 -2.37 -.70 -.45 .62 2 -2.37 -.70 1.59 -.91 -2.18 -.40 -.59 .57 3 -2.18 -.40 1.69 -.81 -2.26 -.57 -.58 .59 4 -2.26 -.57 1.66 -.84 -2.22 -.54 -.59 .58 5 -2.22 -.54 1.67 -.83 -2.22 -.55 -.58 .58 6 -2.22 -.55 1.66 -.83 -2.21 -.56 -.58 .58 7 -2.21 -.56 1.64 -.80 -2.18 -.51 -.58 .58 8 -2.18 -.51 1.54 -.72 -2.39 -.35 -.57 .59 9 -2.39 -.35 2.18 -1.24 -3.08 -.98 -.62 .68 10 -3.08 -.98 2.52 -.73 .00 .00 -.70 .51 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -f t) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min 1 2 3 4 5 6 7 1 .45 -.05 .00 .00 .00 .00 2 1.21 .46 .00 .00 .00 .00 3 1.15 .37 .00 .00 .00 .00 4 1.18 .42 .00 .00 .00 .00 5 1.17 .41 .00 .00 .00 .00 6 1.17 .42 .00 .00 .00 .00 7 1.16 .42 .00 .00 .00 .00 8 1.16 .40 .00 .00 .00 .00 9 1.22 .39 .00 .00 .00 .00 10 1.38 .54 .00 .00 .00 .00 11 .51 -.06 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M O M E N T S REDUCED TO FACE -OF- SUPPORT 7.1 R E D U C E D DEAD LOAD MOMENTS (k -f t) SPAN <- left* -> <- midspan -> <- right* -> 1 2 3 4 1 .26 1.95 -2.45 2 -2.50 .91 -1.78 3 -1.76 1.19 -1.96 1 Page 8 (West - strip 2) ADAPT -PT V- 6.18 ACI 4 -1.96 1.11 -1.91 5 -1.91 1.13 -1.92 6 -1.92 1.12 -1.94 7 -1.94 1.16 -1.84 8 -1.85 1.02 -2.21 9 -2.12 1.78 -4.29 10 -4.24 3.05 .37 Note: * = face -of- support 7.2 R E D U C E D LIVE LOAD MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -.03 .22 1.97 -.53 -2.07 -.69 2 -2.08 -.50 1.59 -.91 -1.90 -.32 3 -1.90 -.20 1.69 -.81 -1.97 -.36 4 -1.98 -.36 1.66 -.84 -1.93 -.34 5 -1.93 -.35 1.67 -.83 -1.93 -.35 6 -1.93 -.36 1.66 -.82 -1.92 -.36 7 -1.92 -.36 1.64 -.80 -1.90 -.41 8 -1.90 -.31 1.54 -.72 -2.10 -.35 9 -2.08 -.13 2.18 -1.24 -2.74 -.74 10 -2.73 -.96 2.52 -.73 -.03 .25 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -ft) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 .23 .47 3.92 1.42 -4.52 -3.14 2 -4.58 -3.00 2.49 -.01 -3.68 -2.10 3 -3.66 -1.96 2.88 .38 -3.93 -2.32 4 -3.94 -2.32 2.77 .27 -3.84 -2.25 5 -3.84 -2.26 2.80 .30 -3.85 -2.27 6 -3.85 -2.28 2.77 .29 -3.86 -2.30 2.2.14 - 1 Page 9 (West - strip 2) ADAPT -PT V- 6.18 ACI 7 -3.86 -2.30 2.79 .36 -3.74 -2.25 8 -3.75 -2.16 2.55 .30 -4.30 -2.56 9 -4.20 -2.25 3.95 .54 -7.03 -5.03 10 -6.97 -5.20 5.57 2.32 .34 .61 Note: * = face -of- support 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9 . 2 T E N D O N P R O F I L E TYPE Xl/L X2 /L X3 /L A/L 1 2 3 4 5 1 1 .100 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 5 1 .100 .500 .100 .000 6 1 .100 .500 .100 .000 7 1 .100 .500 .100 .000 8 1 .100 .500 .100 .000 9 1 .100 .500 .100 .000 10 1 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE Tendon editing mode selected: FORCE SELECTION 1 2 .2. Page 10 (West - strip 2) ADAPT -PT V- 6.18 ACI < SELECTED VALUES > < - -- CALCULATED VALUES - - -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k / - Left Center Right (psi) (k / -) ( %DL) 1 2 3 4 5 6 7 8 -- 1 14.400 4.00 2.50 5.25 240.00 .051 76 2 14.400 5.25 3.00 5.25 240.00 .054 80 3 14.400 5.25 3.00 5.25 240.00 .054 80 4 14.400 5.25 3.00 5.25 240.00 .054 80 5 14.400 5.25 3.00 5.25 240.00 .054 80 6 14.400 5.25 3.00 5.25 240.00 .054 80 7 14.400 5.25 3.00 5.25 240.00 .054 80 8 14.400 5.25 3.00 5.25 240.00 .054 80 9 14.400 5.25 1.00 5.25 184.62 .081 93 10 14.400 5.25 1.00 3.25 184.62 .062 71 Approximate weight of strand 106.6 LB 9.5 R E Q U I R E D MINIMUM P O S T- T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT - -1 2 3 4 5 6 7 1 .00 12.17 13.42 10.50 10.50 10.50 2 13.70 5.37 11.02 10.50 10.50 10.50 3 10.96 7.53 11.93 10.50 10.50 10.50 4 11.96 6.98 11.59 10.50 10.50 10.50 5 11.59 7.13 11.60 10.50 10.50 10.50 6 11.60 6.99 11.61 10.50 10.50 10.50 7 11.61 7.05 11.13 10.50 10.50 10.50 8 11.18 5.56 13.50 10.50 10.50 10.50 9 4.48 4.13 12.51 13.65 13.65 13.65 10 12.33 10.66 .00 13.65 13.65 13.65 Note: * = face -of- support 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C -1 2 3 4 5 6 7 8 9 1 - 351.63 - 186.84 376.17 - 856.17 2 389.67 - 869.67 283.66 -96.02 - 763.66 3 281.60 - 125.92 - 761.60 316.90 -69.74 - 796.90 2..2• ill Page 11 (West - strip 2) ADAPT -PT V- 6.18 ACI 4 317.93 -69.27 - 797.93 303.32 -78.60 - 783.32 5 303.28 -76.46 - 783.28 303.42 -76.28 - 783.42 6 303.53 -74.17 - 783.53 303.60 -69.72 - 783.60 7 303.79 -70.63 - 783.79 285.19 -73.13 - 765.19 8 286.92 -94.58 - 766.92 383.84 -34.24 - 863.84 9 41.85 - 234.77 - 411.08 337.62 - 706.85 10 329.26 - 698.49 - 271.20 - 137.59 Note: * = face -of- support C E N T E R TOP BOTTOM max -T max -C max -T max -C -1 2 3 4 5 1 - 809.59 329.59 - 270.36 2 - 612.43 132.43 - 467.52 3 - 661.63 181.63 - 418.27 4 - 648.22 168.22 - 431.45 5 - 651.76 171.76 - 427.08 6 - 647.69 167.69 - 428.07 7 - 648.11 168.11 - 416.12 8 - 604.33 124.33 - 416.85 9 32.51 - 452.45 83.22 - 401.74 10 - 664.97 295.74 - 165.44 9 . 7 POST - TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) -1 2 3 4 5 6 1 -.01 -1.55 1.95 -.03 -.03 2 1.96 -.94 1.50 .02 .02 3 1.49 -1.12 1.61 -.01 -.01 4 1.61 -1.07 1.58 .00 .00 5 1.58 -1.08 1.59 .00 .00 6 1.59 -1.08 1.59 .00 .00 7 1.59 -1.09 1.55 .00 .00 8 1.56 -1.04 1.70 -.01 -.01 9 2.61 -2.07 3.35 -.03 -.03 10 3.35 -2.19 .00 .05 .05 Note: * = face -of- support Page 12 (West - strip 2) ADAPT -PT V- 6.18 ACI < -- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 .025 .000 .000 2 -.050 .000 .000 3 .031 .000 .000 4 -.008 .000 .000 5 .002 .000 .000 6 .000 .000 .000 7 -.002 .000 .000 8 .010 .000 .000 9 .027 .000 .000 10 -.080 .000 .000 11 .045 .000 .000 1 0 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -f t) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 .32 .72 6.33 2.08 -6.48 -4.00 2 -6.57 -3.88 4.22 -.03 -5.71 -2.92 3 -5.70 -2.81 4.61 .36 -5.97 -3.23 4 -5.98 -3.24 4.51 .26 -5.87 -3.16 5 -5.87 -3.17 4.54 .29 -5.87 -3.18 6 -5.87 -3.19 4.51 .29 -5.87 -3.23 7 -5.87 -3.22 4.51 .37 -5.74 -3.12 8 -5.76 -3.05 4.20 .37 -6.44 -3.41 9 -6.28 -2.97 6.82 1.02 -9.69 -6.30 10 -9.61 -6.35 9.07 3.55 .46 .92 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 .01 .25 .49 2 .49 .26 .03 1 2.2.5.1 Page 13 (West - strip 2 p ) ADAPT -PT V- 6.18 ACI 3 .02 .08 .14 4 .15 .13 .11 5 .11 .12 .12 6 .12 .12 .13 7 .13 .11 .09 8 .09 .16 .24 9 .26 .63 1.01 10 1.00 .51 .02 Note: * = face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -ft) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max _ min 1 2 3 4 5 6 7 1 1.53 .68 .00 .00 - .00 .00 2 4.15 2.88 .00 .00 .00 .00 3 3.82 2.48 .00 .00 .00 .00 4 3.90 2.61 .00 .00 .00 .00 5 3.87 2.59 .00 .00 .00 .00 6 3.87 2.60 .00 .00 .00 .00 7 3.87 2.61 .00 .00 .00 .00 8 3.83 2.55 .00 .00 .00 .00 9 4.29 2.88 .00 .00 .00 .00 10 5.43 4.00 .00 .00 .00 .00 11 1.96 .99 .00 .00 .00 .00 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec = 4030.00 ksi Creep factor K = 2.00 Ieffective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc`) ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP -1 2 3 4 5 6 1 . . .20( 1215) .18( 1341) .38( 637) 2.2. Page 14 (West - strip 2) A ADAPT -PT V- 6.18 ACI 2 . . .00(54477) .04( 5532) .04( 6157) 3 . .02 .06( 4056) .08( 3060) .14( 1744) 4 .09 .02 .05( 4854) .07( 3483) .12( 2028) 5 .10 .02 .05( 4567) .07( 3354) .12( 1934) 6 .09 .02 .05( 4895) .07( 3399) .12( 2006) 7 . . .06( 4011) .07( 3342) .13( 1823) 8 . . .00(74217) .07( 3537) .07( 3376) 9 .09 -.01 -.03( 8556) .04( 6578) .01(28464) 10 .22 .08 .23( 1155) .13( 2114) .36( 747) 2_ •2-.5 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -PT Version 6.18 Date: 8/20/04 Time: 3:15:57 PM File: West - strip 2b 1 PROJECT TITLE Washington Square Mall 1.1 DESIGN STRIP West garage slab 2 2 - MEMBER ELEVATION [ft] 20 00 N 20.00 N 22 50 0 13 50 , 3 - TOP REBAR JJ I vt I �j u r r - -I -� r Vi 4-/h -, -Q1.6. -7q'Q FlyG,., 3.1 User selected L,' 4o 01 'it g y� L is , 1 3.2 User selected � err EIS o-c-• �]a 04 � , 3.3 ADAPT selected 3.4 ADAPT selected --0- 14 1 #a te x?oo F 16 laaxlrs 1s 1aax 1� 0 20 1a� 4 - TENDON PROFILE 4.2 Datum Line 4.3 CGS Distance [in] 5.25 3 00 5 255 25 3 00 5 255.25 1 00 5.255 25 2 50 3.25 4.5 Force [14 4 kips] [14 4 kips] [14 4 kips] [14 4 kips] 5 - BOTTOM REBAR '' ff I u 5.1 User selected L L _ _ )(4,4,.._,,,_ - L *� g, �q 7 '` 1 - CO N it _ Y 5.2 User selected 13' 5.3 ADAPT selected 5.4 , 0 , - , }E'L �'Z' °'L' , ` 5.4 ADAPT selected c 1 #5x14'0• 17 1 #5X13'0• 19 1 #5X14'6• 21 1 #5x11'6• a 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 015 0 19 0.16 o 16 r eq ui red 0 00 I I I provided o 00— 1 016- 02 6.2 Bottom Bars 0 3 max 0 1 o12 0 1 0 1 8 - LEGEND - Stressing End i Dead End 9 - DESIGN PARAMETERS 9.1 Code: ACI f'p = 5 ksi f = 60 ksi (longitudinal) f 60 ksi (shear) f = 270 ksi 9.2 Rebar Cover Top = 1.5 in Bottom = 1 in Rebar Table: ASTM - US Customary bars (Non- redistributed Moments) 9.3 Stressing: f = .8 fp 9.4 Strand Area = .153 in 10 - DESIGNER'S NOTES , ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYSTEM 1733 Woodside Road, Suite 220, Redwood City, California 94061 ADAPT -PT FOR POST- TENSIONED BEAM /SLAB DESIGN Version 6.18 AMERICAN (ACI- 318- 99 /UBC -1997) ADAPT CORPORATION - Structural Concrete Software System 1733 Woodside Road, Suite 220, Redwood City, California 94061 Phone: (650)306 -2400, Fax: (650)364 -4678 Email: Support @AdaptSoft.com, Web site: http: / /www.AdaptSoft.com DATE AND TIME OF PROGRAM EXECUTION: Aug 20,2004 At Time: 15:15 PROJECT FILE: West - strip 2b P R O J E C T T I T L E : Washington Square Mall West garage slab 2 1 - USER SPECIFIED G E N E R A L D E S I G N P A R A M E T E R S CONCRETE: STRENGTH at 28 days, for BEAMS /SLABS 5000.00 psi MODULUS OF ELASTICITY for BEAMS /SLABS 4030.00 ksi CREEP factor for deflections for BEAMS /SLABS 2.00 CONCRETE WEIGHT NORMAL SELF WEIGHT 150.00 pcf TENSION STRESS limits (multiple of (f'c)1 /2) At Top 6.000 At Bottom 6.000 COMPRESSION STRESS limits (multiple of (f'c)) At all locations .450 REINFORCEMENT: YIELD Strength 60.00 ksi Minimum Cover at TOP 1.50 in Minimum Cover at BOTTOM 1.00 in POST- TENSIONING: SYSTEM UNBONDED Ultimate strength of strand 270.00 ksi Average effective stress in strand (final) 175.00 ksi Strand area .153 in ^2 2.1.SS Page 2 (West - strip 2b) ADAPT -PT V- 6.18 ACI Min CGS of tendon from TOP 1.25 in Min CGS of tendon from BOTTOM for INTERIOR spans 1.00 in Min CGS of tendon from BOTTOM for EXTERIOR spans 1.00 in Min average precompression 175.00 psi Max spacing between strands (factor of slab depth) 8.00 Tendon profile type and support widths (see section 9) ANALYSIS OPTIONS USED: Structural system ONE -WAY Moment of Inertia over support is NOT INCREASED Moments REDUCED to face of support YES Limited plastification allowed(moments redistributed) NO 2 - I N P U T G E O M E T R Y . 2.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS S Fl I I TOP (BOTTOM /MIDDLE! P 01 I I FLANGE I FLANGE ! REF I MULTIPLIER A RI LENGTH! WIDTH DEPTH1 width thick.' width thick.1HEIGHT! left right N MI ft I in in ! in in I in in I in ' -1 3 4 5 6 7 8 9 10 - - - -11 12- - - -13- 1 1 20.00 12.00 5.00 6.50 .50 .50 2 1 20.00 12.00 5.00 6.50 .50 .50 3 1 20.00 12.00 5.00 6.50 .50 .50 4 1 20.00 12.00 5.00 6.50 .50 .50 5 1 20.00 12.00 5.00 6.50 .50 .50 6 1 20.00 12.00 5.00 6.50 .50 .50 7 1 20.00 12.00 5.00 6.50 .50 .50 8 1 20.00 12.00 5.00 6.50 .50 .50 9 1 22.50 12.00 6.50 6.50 .50 .50 10 1 13.50 12.00 6.50 6.50 .50 .50 LEGEND: 1 - SPAN 3 - FORM C = Cantilever 1 = Rectangular section 2 = T or Inverted L section 3 = I section 4 = Extended T or L section 7 = Joist 8 = Waffle 11 - Top surface to reference line Page 3 (West - strip 2b) ADAPT -PT V- 6.18 ACI 2 . 2 - S U P P O R T W I D T H A N D C O L U M N D A T A SUPPORT < LOWER COLUMN > < UPPER COLUMN > WIDTH LENGTH B(DIA) D CBC* LENGTH B(DIA) D CBC* JOINT in ft in in ft in in 1 2 3 4 5 6 7 8 9 10 - -- 1 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 2 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 3 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 4 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 5 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 6 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 7 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 8 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 9 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 10 12.00 .00 .00 .00 (1) .00 .00 .00 (1) 11 12.00 .00 .00 .00 (1) .00 .00 .00 (1) *THE COLUMN BOUNDARY CONDITION CODES (CBC) Fixed at both ends ...(STANDARD) = 1 Hinged at near end, fixed at far end = 2 Fixed at near end, hinged at far end = 3 Fixed at near end, roller with rotational fixity at far end = 4 3 - I N P U T A P P L I E D L O A D I N G < - -- CLASS - - -> < TYPE > D = DEAD LOAD U = UNIFORM P = PARTIAL UNIFORM L = LIVE LOAD C = CONCENTRATED M = APPLIED MOMENT Li= LINE LOAD SW= SELF WEIGHT Computed from geometry input and treated as dead loading Unit selfweight W = 150.0 pcf Intensity ( From ... To ) ( M or C ...At) Total on Trib SPAN CLASS TYPE k /ft ^2 ( ft ft ) (k -ft or k ...ft) k /ft 1 2 3 4 5 6 7 8 9 1 L U .050 .00 20.00 .050 1 D U .005 .00 20.00 .005 1 SW U .00 20.00 .063 1 2.2.S, Page 4 (West - strip 2b) ADAPT -PT V- 6.18 ACI 2 L U .050 .00 20.00 .050 2 D U .005 .00 20.00 .005 2 SW U .00 20.00 .063 3 L U .050 .00 20.00 .050 3 D U .005 .00 20.00 .005 3 SW U .00 20.00 .063 4 L U .050 .00 20.00 .050 4 D U .005 .00 20.00 .005 4 SW U .00 20.00 .063 5 L U .050 .00 20.00 .050 5 D U .005 .00 20.00 .005 5 SW U .00 20.00 .063 6 L U .050 .00 20.00 .050 6 D U .005 .00 20.00 .005 6 SW U .00 20.00 .063 7 L U .050 .00 20.00 .050 7 D U .005 .00 20.00 .005 7 SW U .00 20.00 .063 8 L U .050 .00 20.00 .050 8 D U .005 .00 20.00 .005 8 SW U .00 20.00 .063 9 L U .050 .00 22.50 .050 9 D U .005 .00 22.50 .005 9 SW U .00 22.50 .081 10 L U .050 .00 13.50 .050 10 D U .005 .00 13.50 .005 10 D P .075 5.00 13.50 .075 10 SW U .00 13.50 .081 NOTE: LIVE LOADING is SKIPPED with a skip factor of 1.00 3.1 - LOADING AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k /ft ^2), ( CON. or PART. ) ( M 0 M E N T ) 2.2. Page 5 (West - strip 2b) ADAPT -PT V- 6.18 ACI SPAN CLASS TYPE LINE(k /ft) ( k @ft or ft -ft ) ( k -ft @ ft ) - 2 3 4 5 6 7 8 1 L U .050 1 D U .005 2 L U .050 2 D U .005 3 L U .050 3 D U .005 4 L U .050 4 D U .005 5 L U .050 5 D U .005 6 L U .050 6 D U .005 7 L U .050 7 D U .005 8 L U .050 8 D U .005 9 L U .050 9 D U .005 10 L U .050 10 D U .005 10 D P .075 5.00 13.50 NOTE: SELFWEIGHT INCLUSION REQUIRED LIVE LOADING is SKIPPED with a skip factor of 1.00 4 - C A L C U L A T E D S E C T I O N P R O P E R T I E S 4.1 For Uniform Spans and Cantilevers only SPAN AREA I Yb Yt in ^2 in ^4 in in 1 2 3 4 5 1 60.00 .1250E +03 2.50 2.50 2 60.00 .1250E +03 2.50 2.50 3 60.00 .1250E +03 2.50 2.50 4 60.00 .1250E +03 2.50 2.50 5 60.00 .1250E +03 2.50 2.50 6 60.00 .1250E +03 2.50 2.50 7 60.00 .1250E +03 2.50 2.50 8 60.00 .1250E +03 2.50 2.50 9 78.00 .2746E +03 3.25 3.25 10 78.00 .2746E +03 3.25 3.25 2.z.S Page 6 (West - strip 2b) ADAPT -PT V- 6.18 ACI Note: - -- = Span /Cantilever is Nonuniform, see block 4.2 5 - D E A D L O A D M O M E N T S , S H E A R S & R E A C T I O N S < 5.1 SPAN M 0 M E N T S (k -ft) > < 5.2 SPAN SHEARS (k) > SPAN M(1)* Midspan M(r)* SH(1) SH(r) - -1 2 3 4 5 6 1 .00 1.95 -2.85 -.53 .82 2 -2.85 .91 -2.09 -.71 .64 3 -2.09 1.19 -2.29 -.66 .69 4 -2.29 1.11 -2.24 -.68 .67 5 -2.24 1.13 -2.24 -.67 .68 6 -2.24 1.11 -2.28 -.67 .68 7 -2.28 1.18 -2.11 -.68 .67 8 -2.11 .94 -2.75 -.64 .71 9 -2.75 2.24 -3.69 -.93 1.01 10 -3.69 1.36 .00 -1.06 .75 Note: * = Centerline moments JOINT < 5.3 REACTIONS (k) > <- 5.4 COLUMN MOMENTS (k -f t) -> - -1 2 Lower columns - -- -Upper columns 1 .53 .00 .00 2 1.53 .00 .00 3 1.30 .00 .00 4 1.36 .00 .00 5 1.35 .00 .00 6 1.35 .00 .00 7 1.36 .00 .00 8 1.31 .00 .00 9 1.64 .00 .00 10 2.07 .00 .00 11 .75 .00 .00 6 - L I V E L O A D M O M E N T S , S H E A R S & R E A C T I O N S 2.2.(0 Page 7 (West - strip 2b) ADAPT -PT V- 6.18 ACI < -- 6.1 L I V E LOAD SPAN MOMENTS (k -ft) and SHEAR FORCES (k) - -> < left* > < - -- midspan - - -> < -- right* > <- -SHEAR FORCE - -> SPAN max min max min max min ' left right -1 2 3 4 5 6 7 8 9 1 .00 .00 1.97 -.53 -2.37 -.70 -.45 .62 2 -2.37 -.70 1.59 -.91 -2.18 -.40 -.59 .57 3 -2.18 -.40 1.69 -.81 -2.26 -.57 -.58 .59 4 -2.26 -.57 1.66 -.84 -2.22 -.54 -.59 .58 5 -2.22 -.54 1.67 -.83 -2.22 -.55 -.58 .58 6 -2.22 -.55 1.65 -.82 -2.22 -.56 -.58 .58 7 -2.22 -.56 1.63 -.77 -2.12 -.52 -.58 .58 8 -2.12 -.52 1.45 -.69 -2.34 -.45 -.56 .59 9 -2.34 -.45 2.02 -.71 -2.25 .02 -.61 .64 10 -2.25 .02 1.15 -.92 .00 .00 -.50 .34 Note: * = Centerline moments <- 6.2 REACTIONS (k) -> < 6.3 COLUMN MOMENTS (k -f t) > < - -- LOWER COLUMN - - -> < - -- UPPER COLUMN > JOINT max min max min max min 1 2 3 4 5 6 7 1 .45 -.05 .00 .00 .00 .00 2 1.21 .46 .00 .00 .00 .00 3 1.15 .37 .00 .00 .00 .00 4 1.18 .42 .00 .00 .00 .00 5 1.17 .41 .00 .00 .00 .00 6 1.17 .41 .00 .00 .00 .00 7 1.17 .42 .00 .00 .00 .00 8 1.14 .41 .00 .00 .00 .00 9 1.20 .48 .00 .00 .00 .00 10 1.14 .27 .00 .00 .00 .00 11 .34 -.14 .00 .00 .00 .00 Note: Block 6.1 through 6.3 values are maxima of all skipped loading cases 7- M O M E N T S REDUCED TO FACE -OF- SUPPORT 7.1 REDUCED DEAD LOAD MOMENTS (k -f t) SPAN <- left* -> <- midspan -> <- right* -> 1 2 3 4 1 .26 1.95 -2.45 ■ 2.2. col Page 8 (West - strip 2b) ADAPT -PT V- 6.18 ACI 2 -2.50 .91 -1.78 3 -1.76 1.19 -1.96 4 -1.96 1.11 -1.91 5 -1.91 1.13 -1.91 6 -1.91 1.11 -1.95 7 -1.95 1.18 -1.79 8 -1.80 .94 -2.41 9 -2.30 2.23 -3.20 10 -3.17 1.36 .35 Note: * = face -of- support 7.2 REDUCED LIVE LOAD MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 -.03 .22 1.97 -.53 -2.07 -.69 2 -2.08 -.50 1.59 -.91 -1.90 -.32 3 -1.90 -.20 1.69 -.81 -1.97 -.36 4 -1.98 -.36 1.66 -.84 -1.93 -.34 5 -1.93 -.35 1.67 -.83 -1.93 -.35 6 -1.93 -.36 1.65 -.82 -1.93 -.36 7 -1.93 -.38 1.63 -.77 -1.84 -.37 8 -1.85 -.33 1.45 -.69 -2.05 -.46 9 -2.04 -.21 2.02 -.71 -1.93 -.01 10 -2.00 .18 1.15 -.92 -.07 .16 Note: * = face -of- support 8 - SUM OF DEAD AND LIVE MOMENTS (k -f t) Maxima of dead load and live load span moments combined for serviceability checks ( 1.00DL + 1.00LL ) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 .23 .47 3.92 1.42 -4.52 -3.14 2 -4.58 -3.00 2.49 -.01 -3.68 -2.10 3 -3.66 -1.96 2.88 .38 -3.93 -2.32 4 -3.94 -2.32 2.77 .27 -3.85 -2.25 2.2.62- Page 9 (West - strip 2b) ADAPT -PT V- 6.18 ACI 5 -3.85 -2.26 2.80 .31 -3.85 -2.26 6 -3.85 -2.27 2.76 .29 -3.88 -2.32 7 -3.88 -2.33 2.81 .40 -3.63 -2.16 8 -3.65 -2.13 2.39 .25 -4.46 -2.87 9 -4.34 -2.51 4.26 1.53 -5.13 -3.21 10 -5.18 -2.99 2.51 .44 .28 .52 Note: * = face -of- support 9 - SELECTED POST- TENSIONING FORCES AND TENDON PROFILES 9.1 PROFILE TYPES AND PARAMETERS LEGEND: For Span: 1 = reversed parabola 2 = simple parabola with straight portion over support 3 = harped tendon For Cantilever: 1 = simple parabola 2 = partial parabola 3 = harped tendon 9 . 2 T E N D O N P R O F I L E TYPE X1 /L X2 /L X3 /L A/L 1 2 3 4 5 1 1 .100 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 5 1 .100 .500 .100 .000 6 1 .100 .500 .100 .000 7 1 .100 .500 .100 .000 8 1 .100 .500 .100 .000 9 1 .100 .500 .100 .000 10 1 .100 .500 .100 .000 9.3 - SELECTED POST- TENSIONING FORCES AND TENDON DRAPE 2.2.V Page 10 (West - strip 2b) ADAPT -PT V- 6.18 ACI Tendon editing mode selected: FORCE SELECTION < SELECTED VALUES > < - -- CALCULATED VALUES - - -> FORCE <- DISTANCE OF CGS (in) -> P/A Wbal Wbal SPAN (k / -) Left Center Right (psi) (k / -) (%DL) 1 2 3 4 5 6 7 8 -- 1 14.400 4.00 2.50 5.25 240.00 .051 76 2 14.400 5.25 3.00 5.25 240.00 .054 80 3 14.400 5.25 3.00 5.25 240.00 .054 80 4 14.400 5.25 3.00 5.25 240.00 .054 80 5 14.400 5.25 3.00 5.25 240.00 .054 80 6 14.400 5.25 3.00 5.25 240.00 .054 80 7 14.400 5.25 3.00 5.25 240.00 .054 80 8 14.400 5.25 3.00 5.25 240.00 .054 80 9 14.400 5.25 1.00 5.25 184.62 .081 93 10 14.400 5.25 2.50 3.25 184.62 .092 69 Approximate weight of strand 101.9 LB 9.5 R E Q U I R E D MINIMUM P O S T- T E N S I O N I N G FORCES (kips) <- BASED ON STRESS CONDITIONS -> <- BASED ON MINIMUM P/A -> SPAN LEFT* CENTER RIGHT* LEFT CENTER RIGHT 1 2 3 4 5 6 7 - - -- 1 .00 12.17 13.42 10.50 10.50 10.50 2 13.70 5.37 11.02 10.50 10.50 10.50 3 10.96 7.53 11.93 10.50 10.50 10.50 4 11.96 6.97 11.60 10.50 10.50 10.50 5 11.59 7.13 11.59 10.50 10.50 10.50 6 11.59 6.91 11.71 10.50 10.50 10.50 7 11.71 7.10 10.62 10.50 10.50 10.50 8 10.71 4.49 13.71 10.50 10.50 10.50 9 4.85 5.01 7.73 13.65 13.65 13.65 10 8.01 .00 .00 13.65 13.65 13.65 Note: * = face -of- support 9 . 6 S E R V I C E S T R E S S E S (psi) (tension shown positive) LEFT* R I G H T * TOP BOTTOM TOP BOTTOM max -T max -C max -T max -C max -T max -C max -T max -C -1 2 3 4 5 6 7 8 9 - 1 - 351.63 - 186.84 376.17 - 856.17 2.2.vy Page 11 (West - strip 2b) ADAPT -PT V- 6.18 ACI 2 389.68 - 869.68 283.65 -96.01 - 763.65 3 281.59 - 125.91 - 761.59 316.75 -69.87 - 796.75 4 317.97 -69.31 - 797.97 303.77 -78.37 - 783.77 5 303.55 -76.43 - 783.55 303.19 -77.77 - 783.19 6 303.45 -75.07 - 783.45 307.67 -69.05 - 787.67 7 307.45 -65.79 - 787.45 265.32 -87.98 - 745.32 8 268.74 -96.62 - 748.74 391.64 - 871.64 9 45.85 - 214.51 - 415.08 162.13 - 110.72 - 531.36 10 176.22 - 133.90 - 545.45 - 256.15 - 145.93 Note: * = face -of- support C E N T E R TOP BOTTOM max -T max -C max -T max -C -1 2 3 4 5 1 - 809.59 329.59 - 270.36 2 - 612.43 132.43 - 467.52 3 - 661.64 181.64 - 418.21 4 - 648.06 168.06 - 431.46 5 - 651.78 171.78 - 426.53 6 - 645.63 165.64 - 428.13 7 - 648.38 168.38 - 408.47 8 - 575.85 95.85 - 417.77 9 - 455.66 86.43 - 300.86 10 - 436.96 67.73 - 225.86 9 . 7 POST- TENSIONING B A L A N C E D M O M E N T S , SHEARS & REACTIONS < -- S P A N MOMENTS (k -ft) - -> < -- SPAN SHEARS (k ) --> SPAN left* midspan right* SH(1) SH(r) - -1 2 3 4 5 6 1 -.01 -1.55 1.95 -.03 -.03 2 1.96 -.94 1.50 .02 .02 3 1.49 -1.12 1.61 -.01 -.01 4 1.61 -1.07 1.58 .00 .00 5 1.58 -1.08 1.58 .00 .00 6 1.58 -1.07 1.60 .00 .00 7 1.60 -1.10 1.52 .00 .00 8 1.53 -.99 1.83 -.02 -.02 9 2.72 -2.35 2.69 .00 .00 10 2.63 -.73 -.01 .02 .02 Note: * = face -of- support 2 .2.c ,5 Page 12 (West - strip 2b) ADAPT -PT V- 6.18 ACI <-- REACTIONS (k ) - -> < -- COLUMN MOMENTS (k -ft) - -> -joint 2 Lower columns Upper columns 1 .025 .000 .000 2 -.050 .000 .000 3 .031 .000 .000 4 -.008 .000 .000 5 .002 .000 .000 6 .001 .000 .000 7 -.005 .000 .000 8 .020 .000 .000 9 -.017 .000 .000 10 -.024 .000 .000 11 .025 .000 .000 10 - F A C T O R E D M O M E N T S & R E A C T I O N S Calculated as ( 1.40D + 1.70L + 1.00 secondary moment effects) 10.1 FACTORED DESIGN MOMENTS (k -ft) < left* > < - - -- midspan - - - -> < right* > SPAN max min max min max min -1 2 3 4 5 6 7 1 .32 .72 6.33 2.08 -6.48 -4.00 2 -6.57 -3.88 4.22 -.03 -5.71 -2.92 3 -5.70 -2.81 4.61 .36 -5.97 -3.23 4 -5.98 -3.24 4.51 .26 -5.87 -3.17 5 -5.87 -3.17 4.54 .30 -5.87 -3.17 6 -5.87 -3.18 4.49 .29 -5.90 -3.23 7 -5.90 -3.24 4.51 .43 -5.60 -3.06 8 -5.62 -3.03 3.99 .35 -6.52 -3.81 9 -6.35 -3.24 6.92 2.28 -7.46 -4.18 10 -7.53 -3.82 4.03 .51 .38 .77 Note: * = face -of- support 10.2 SECONDARY MOMENTS (k -f t) SPAN < -- left* - -> <- midspan -> < -- right* - -> -1 2 3 4 1 2.2•(04. Page 13 (West - strip 2b) ADAPT -PT V- 6.18 ACI 1 .01 .25 .49 2 .49 .26 .03 3 .02 .08 .14 4 .15 .13 .12 5 .11 .12 .12 6 .12 .13 .14 7 .14 .10 .06 8 .06 .21 .36 9 .37 .35 .34 10 .32 .17 .01 Note: * = face -of- support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS (k -f t) (k) < -- LOWER column - -> < -- UPPER column - -> JOINT max min max min max -1 2 3 4 min 5 6 7 1 1.53 .68 .00 .00 .00 .00 2 4.15 2.88 .00 .00 .00 .00 3 3.82 2.48 .00 .00 .00 .00 4 3.90 2.61 .00 .00 .00 .00 5 3.87 2.59 .00 .00 .00 .00 6 3.87 2.59 .00 .00 .00 .00 7 3.88 2.61 .00 .00 .00 .00 8 3.79 2.54 .00 .00 .00 .00 9 4.32 3.08 .00 .00 .00 .00 10 4.82 3.33 .00 .00 .00 .00 11 1.65 .84 .00 .00 .00 .00 13 - MAXIMUM S P A N D E F L E C T I O N S Concrete's modulus of elasticity Ec = 4030.00 ksi Creep factor K = 2.00 ( effective /Igross...(due to cracking) K = 1.00 Where stresses exceed 6(fc`) ^1/2 cracking of section is allowed for. Values in parentheses are (span /max deflection) ratios < DEFLECTION ARE ALL IN inches, DOWNWARD POSITIVE > SPAN DL DL +PT DL +PT +CREEP LL DL +PT +LL +CREEP 2.2..1, Page 14 (West - strip 2b P ) ADAPT -PT V- 6.18 ACI -1 2 3 4 5 1 .24 . .20( 1215) .18( 1341) .38( 637) 2 .06 . .00(54625) .04( 5533) .04( 6157) 3 .11 .02 .06( 4058) .08( 3059) .14( 1744) 4 .09 . .05( 4856) .07( 3486) .12( 2029) 5 .10 .02 .05( 4547) .07( 3345) .12( 1927) 6 .09 . .05( 4967) .07( 3436) .12( 2031) 7 .10 . .06( 3874) .07( 3208) .14( 1755) 8 .06 .00 - .01(19611) .06( 4234) .04( 5401) 9 .13 .01 .02(10945) .08( 3494) .10( 2648) 10 .03 .02 .06( 2789) .00(35244) .05( 3029) ® DLR Group p Date "] 12-110M Subject 1 44v4v at, r...‘ AcicpvC. Er, Co mputed Jar` 'r1,,4..1t'"1:› Checked 2 •3. 1 Project Name Whin e +00. .& • L4 - Maw, — k#t#. 13 Project Number ,4-I - olio -0;7-11'13 Page (of pages) 1 0 k. q J � Q W EsT _ J� 2E---__ F-�-�- De-A- Lo.t.) -- of .SIAL = 63 ps E k LX ve«.t- I,-oaa• S ps f Live. Lo...).- - -= c r 4 - T.ota.e. ''°^mil. _ f s 1 = e ,E ! I ! ! ' - - - - -- 1 2 '6�� t 6 . �s� 161 b S -- '- -- - -- - - -- -- 16. I. rs(• 2.0 4 i. 3Z'12. 16iet, = 3.21 kJ of be4„^ O. is k . = -- S I v+ 1 �'1 t P I S"Nnlzo• - L-o&- klaw geoTM, c 0. S N- /4-E, + ''D .6 1,---i 1 _o 5 k -ihrE. 1 FaG4 Lo 01.1E n I 2. 0I D b` Is-/ ft) — 1 • Zb lc.- 1 4 I I I I LoCusWirsi T24-1 1. lti Ire 1Kok?G , I kt- - - ° C (01 ta j 1C.,i j , � I r1 nX vr, owe¢... -- 1 1 S • '-1 k- -(---t . , ' 1 --------4*.i f - C L DLR G roup Calculations Date 1 \ 7310'1 Subject - 5.ms -k..- ge,pvn A- C FnIrrY Computed ,14 "rOr ..44 Checked P roject Name Wi h%nji Sii Liier- M'4. -- Ity-eA. $ 2 . 3 • 2 Project Number 7i - p$ Iv 3 - oo - 1313 Page (of pages) Z a ( 00 WE-ST LIRA -A C. s, PS -1 M - 13 1' -11-I 8 le- „• iksi uwA.c, , 1 (AVG-0 scrara•l,q... = i.•4 ' .f -II 6o 144 0 �� S —, --► AS.1■0+wit. 2 ,.c,.•s o ilF. to ' -' A- = as" f M - As f yJ °� - 4 AS ` , 1 I > V S c.., ! 1 * °I I�� I 9 I b0 15:1 ,; -2"I p K.: 1 1• �.� I i z 1 ' i 1 I I i C 1-6 Gave— + 2::.4.- w■dt.. + C spet-eA i, T,es is N, 2_(1.S "i 4 b U. II-El - 5L' 12-s",) 1b.;3'IS L I$ 4 o rc C'ti cclt s A. - - : II 8. 5,.. ,,:J - - - - - - -- 1.7.-' ------- - - - - -- - - -- -- - - -- - -- Sc- . ,p + S.% �h 1.1 27.6 ' �-. � �.yy'wi ,. ; = = 2 b e • 'l w‘ p 0 .13 IN >_ - t.4 = A ,f, ( 4 _ /.. — 00 . I 1.1 L . vo ig-s, ( —. j -- 1S,ill - ca. k,:7- > J -pys, k_.,r- p 1 Calculations ® DLRGroup Date 1 J 7-21061 .) Subject Ti•,T ns fc.— roe P.-. Aizavc.. F.,... Computed JAsa. r. 1 w4. - p Checked Project Name \,,/a5hin'{vn Slt.Ao -c.- ft Jt — /t,e-,.. 13' 2 3 Project Number 1r-1 - 03103 —00 - 1313 Page (of pages) T ot W E-(T (0h-AVE., Qe," I _ r— -- 1 /� ° p; , lc ca..' '13 to . 4 4 16 g-1. v C. . - Z 1 bti wit., \bs o., - 34, tizti „ 0 - , . _ - - - - - _ - - H f y - - 'L . -L 0 .. - 2 I "∎, - i (ep, Ci') e St�) � : 1.-1-1 ,) ' - - - �- - - - -- -- - - - -- � - -- - ✓ 38, tiiti 6 i i I i - - -; - - I i I I I i I - moot( - • -w pv� x,";14, shCav- A' 41 _ Z C 9.2 N... 1-j(60 C 60 0010 Pt Li 26.o ,w - - - -- - - -- M - - - - - �� A110 . w�lal� ', v ..- 2� ►'1?a , '7 Ib c 6... Li S � � t...- . 1 ,�. 2 h -' I 1 S 2y APPRP I M ATE- v{S ° 1 ` - S 1w ' lAc- 1'B X 3 z" 8 �: 1� II .* 9 LAS e., S - 12- + F 1 N A L. DES ► tpN gY P C.AS.'T ES -" 1 Calculations DLRGroup Date "1 \ 2 -11 0 "i Subject •rrvnsk - gea /Karl V V Computed J4 Son - r, P Checked Project Name Waltrip", 4o" Slut Awl, t••ta t- — $ Z . Project Number - 7'4 - Ol ►o3 --CO - 7373 Page (of pages) 4 e� Wert l: t i-�E• Ti. -2. . Lcaaoliwn, 51n64✓, AKA_ How..6 " f L S S E ' R I V1's D -- a-i ,' 1rI a7. • Lom�- vow. beat S .Ci �.. 6 _ ( AI_ GS i - - - - -' - - 1. 2 ac psE) + I • d Lib a {, = 11(0 psi- — , c7b FS( • 23-11 c 1 . i 01 P. 161 4� _ i O8 k-� f E , I-1. of k 1 Cam- -i- o • - ,z. r<� . e M . 8 IL 1 4-t ' . �,� 8 cw, T,.ahc �carv� �'! • 8 k ,1 -- = 11 3 • IBC �---°` Lock. - - - - - -- - -- ' - - - -� - - - -- - - - ' - gGfW\ - W. t/ v' 4o SS 6 1 _ - 3ti.1 - - +-:7-an't _ IS2 _ * gGt W1 Art S 0 C.Ai✓i eS poi .s,,4- k».ek- v ' t;tt'C• 1.XAS ' i R t■.MLI -- - ! - -- � - - - - - -- - — -- - -- - 1-lb Ps F � 6 cots . � l ; �t t -Ft I . , � k � •� -- ' • ill •1S k (1;11.1),-1 ) - A g M =am = 22- k f� F 23;. i� 4� it. i A � A Z le ' Lt , $ . t 1 1.8ti Fl- t X3.33 kt , . 14.610 k , I A IS E m 0 = `1. k (_29. 1- FE� - F 163.5 �{ A , ti ti b3.5 .4t.. ft - 34.31- -$t 2 .0 . I") .FE - - - - - - - , - -- - - - ' ) 1) L •LA.. ov. Trn n S Pc— 13e,,,, 1 • 2-CI . Z I• k ' A) _ 1, c k-f - r{. To-k€ Po.„P- 1..0 ,A.._ e_ c c- ,.ic.- IA 6 cot bl = 1 • S1 1c ('P t S1•i en I Iuio M A X ' M v ---A" = 3, 53, . 3 ►� - -rt 1 Calculations ® DLRGroup Date 1 `Z3' 0. • Subject Twv f-e..- ae-iv, A1ow) V V Computed Jpa ov. fSv-tovA17 Checked f Project Name \pip ih Sy 14 att. - k' e., & 2 . 1.0 Project Number 19 -031 - 0.0 - 1313 Page (of pages) 5 of q wEST laA-04,-6s P@ —Z 11 = y 2 ' • b k �-) Al S M me- : Lc VG• -- -- ' Z' (1 ' Z Cr40A. +9 A I r. N • i � = 1,0 k S J of .. - - d — IS 1430 5 E RFvISFD ._� r4Ss N J ti — p . 3'�S:L _ Iq ' A (01• I v., ------ ? .19 ,.. y E o caw, pr �-,? V1 SG IS 4 11 6.4‘. I 1 Z = 1 Z e�re� -'- , 1 2-2,-; - e - — 37� Ih ‘...e-44-1, .__ Z I 3 Ir 4 11 L 1. Inc' 1 M' 4- ►, " , _ X1.1 16 1'h. 1-- 30 I . ---•- OK - - - " - Gulpau - c 4. b- MN _ a . ec - (A._ _ -1 f z6.,2. 111 . f®C 144 LIC .74 — ) _ 4 b -1310.1 It. • 1,,,.. > 4 °41 `-ri.g - 6. fe- • 1 /...) 1 - 1 Calculations ®LRGroup Date - 1 12.1 Dy ) Subject "Tvo+nsft.-- (SLAP" Mj VV Computed J& '% 11`roltAATP Checked Project Name M�atlnth + &11/4.4. Art, t..44.44 — /1^eGa 2 b Project Number 1(4 . OS 1 ®g — QQ — 11,71 Page (of pages) 6 o q w es/. {aAfiL,a vE P ci. - Z _c 7.-- S kf Cl V C. = 0 '•"1C • 2 -1 • 6 � 4 1 P. IT , Pig • &O 1r. • 35.2,c �r.. 1 1 2, I I 16 n 1 1 7- - I - i k ½_4 V ` i • 112- 11os 16 S b ;0132- • 4-1 16 L \jam . S r., -,. _ v- l 'L ') Theo.- e- hc.,1t.: V ti V - \I, -- q 110 000 16. (0 16`; 1L) • 1 -- 114,T02_ - 16. cQ .'1s I . - - - -- - - -- - - - -- -- - A y A ill (Q , 2. ', ti4 • Oop 1 L 3 . 2.d ' S — , - , I i ! I • • Max. 40 Prwlite< ,51.lca.- 1 A� g ' S - - - 0'2 32. ' y � y I h i bo o0Q to' w Max / : V • I11-I, SU'2- 15 L Li -.. OCA eSt.. • 10 ■ ' 3S. 2.5 b^ = 211 tot, 16 r^ 2.- 11.1e "#:- Vltc. 3o" >a HO Beaw, ' wl 1Q� IS 11 • 64s.,-S a 4_ 2 i! ` tr c S l e ----I. us C. S = 12 ■►.. 12- " cam. C C. 4 FINAL DES e t„N 6Y Pc-EcAK-rea -k Calculations DLRGroup Date 1 121109 Subject 11.-41+,sh- &eon, Aiew^, Wtd -- Computed jaSe✓` TOv-vt N;S Checked 1 Project Name WAShi•'{'ve. SqL" H — c&. °1 2.3.7 Project Number 7y - 036o1 — Off? 1 1 13 Page (of pages) 1 u( 9 Load_ SMea% w.n .l. Mow.e..if I ti . z - ) m� k/ E , • ; -- z + - - — z � � � titi k � IiPo� � Low' GG 10, D t i'h-1 !, ,.41 -GJL. L-0AX I.a cR wn L d-Laa /00,4) j • S M A-K Sln u/- I .9S' 1 S 2 . . 'lc • i 1 Calculations L DLR Group Date 7 1 l Subject Teo vvs e tn/w Computed Jed.", 170.-- 7 L4 P Checked Project Name V J 'iiA& S',Aa -t.- Mt.... ` llkves. >3 2 . 3 - S Project Number '7 •03103- 00 - "1313 Page (of pages) 8 (4, 9 ■ 1 1 1 I � �a - -. - - L � 3� � • • s a All L.4 wit. 4.0,50.."411„;,...," ��;d•� ' .( �o �r.- L &0 440 u' c I z 1,1 f+ n24., — y S kso , , �-� O .S7IcA � I J 1 s M - so" ' 3 - 3�3 2 i k =!r.� Is ` -.-- • 73 *1 o o f IMco - Re.S Its Z . A i t i b5 °I ® 0( i I (,0 "- + Lm. a 0-:s f S r A c r,, 1- -diet L 3 0 %,... 3 i■. + q Ui 1...) + g LI . is r.) 2S 2.5 n.. — 04. . (..heLk A mr cC 29 •fib it O bas &- _ - _ s _- N 1:. - 1 -.Ea. ,.J c le 0•SS• 30 1,— q -g'2' 4":1L• 15.6 ■••J ± I I - 0y i.^'' 3,.38 lrJ �, - • 3 - b.SO i 20.0b ■■' M,,, = A - y 4_ — ~ �a) = 20 _8co to 2 - too iLs t:.. 3b. tj ,.. — 4 •8 Zs•j 1- 1 S 1 k.... )r.. > 31 , SAS k‘►r. C— 1 Calculations ® DLRGroup Date "1231 _ ■ ° Subject TrAeni Is c -"'•". Aloni Wil Computed ,) tkgawn TO,- "I Checked Project Name Wpib+iw34.40■ S yuor-r_ 1-4 --xtQ, — AYC..- 13 2 . 3 • 1 Project Number 1-i - 03103 - 00 - Page (of pages) 1 ot q w S S T bm2 -/kt.,h P6 - I 1 V k c 131 . LI S k GLv!-- ( C st wv1.1 et ( A - ' 100 kdv �' = C {�-S J it.,. - O .'IS • 2-[ ' - b - . i O "7 e 2' 07 C 30 b 1r.. I �� s IIt0 J 11.-r2, 11.. - - - 2 T V .144- t 1e 0„,..) 7 . O (t_ L V _ - 4.1..1.-,.....704 VtC ,L..k N 4)41c. ` ' c' - -- S `'� S 4 J 1 '-- _ h"1 ) by I I, 0 • Vs ' 6 I b'-1 I b , ' O _ Z 1n o -cop - - MaNC' -4 a - Pw.n� S1�eti� -- 5 r - P' y � y _ i) `' � to C.-) _ 32= 1 .J - - SO 6 Sb° ■v` - - MAlc Al(- : V --- - - s b I toy ►� 1- 1 —�p� P ?C) e:. 1.0 . s ►ems = l01 . - 113 IL 3 , 2y Af'PRok !MATE_ PES1b• " '' ' ``r o" t.c arm, 6,.r 11 '1i- 10 22S 1A tc 30 " �C I - b�s a ∎ - , k 2 Li t+c-s e P i t " 0 . 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Project Number 19 _ 0310; —00 Page (of pages) 2 • y • b � 6.1,,„v, A l f �C �'A i � P I ( , 1 1.- � • �> - PaI I1Vz5 0.1 I,,.e , c.5. 9 ' 0. 0 'IC-14t, • IP . (el AE = 1. 4 1 8 ,n' � D Ci I - pl.( b.16 41 = D 03 IL -4 � � or, Lea w, rn Dlil- ' L, ctck ° 36l k T:. bufiA LGr 21.17 • -t 1 2 = ('-I V -t^ Lo &.L = 1 -Ct, 122-j ft, — 11 16 !k 1...1)4.4, ; C o o l 4 vMV, E- k • C'c id - -- - - -- -- - - r 2/- S3 _ I L I � I • I I I I � c - • - . -- - - - __ ) - - - l Calculations ® DLRGroup \ Date - 7 I l' I oy Subject FDU ND/► TtoN t►..AD I NI-1 Computed 3 ASv N To s.) 9AILT Checked Project Name \e/A IN(,To• S pUAR-1; MALL Project Number 774 - otlo3 - 00 Page (of pages) L o a_A: h' - Co g I S$1 t 6 u. 4 - e - 4 - 'De a-.�- LD w� -- DC CDv+Jk '6� = p . 38 l- I -�'t r - ! DIS'N -16.w 11,00-A- of C{, ki,:� 0. k e ! 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ToR- N.1QLAiS" Checked Project Name WASH' J61otJ Spup,R$ M4-!. Project Number - T-1- 011O3 - 00 2 •'-i • °I Page (of pages) Di Siv:164, - I.. - 8cAtnn. . . ►2S pi;• 1�I s .4L. y • 142441:-'- -y s k 3 ?i t. 10 TeE 1 130 4. i4t , = I, I'3 k IfE , , 11 , - -- --- - - - - -- Le- 31 + � T,-,1.,A-6."1 1 . -- Z SS_� 1''�l, 1 , 1-0"-.L 'F . 6e�'n, s I ky 1 Z w....: ' Lo a+ a- .w Trot r S gda" P Z t?CP I-O 23. 11 ��.. y � �Sn c \3 9oi W. -' 13 • 9 Loa A.. ot.... , Ce-k -- of ' - 1"rri.. 4 , ,(> vh - 1 L _,,,,,,L e c_.,..._+,_ ...6_ ),.....,4.c.....„ ii.ie,„., =... 160 i. a-L-• t,I. 1 , : ' e, c_ .,k '. ti o . 6 1'vv • So "I Z ►c. ,' ' ; ; f - - !- —1' p (moo oa e� w. G� 4t,� w, in- = 1- 1 l • o s 1 - - — oat s ,. -13 P/ Z e.j ti �[ •-X� . s i -'+14-.- 1_voA 1641 ?Z V - • - I - 1 4 1 Iz 4 - eo•LIZ I� 4 ' (. •,- s, FL...I, c,?.... - ., 7... c : , ' - --_ - 1 2b3 01 k. 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W 2 , - ti 3 s s v kpwe_ —� >'• , 1 I - V3 "�y 1 , S }1 -` 1 Z L t+ L f (µ3 I <ey / I L 2_.y -15 Date: 7/1/2004 Subject: Retaining Wall Computed: Michael Ziemann Project Name: WSM Area B RETAINING WALL, 4 FT MAX SOIL Coefficient of Friction (f) , 0:35 ' Total Height of Soil (hw) 6.0 ft Concrete Strength (f c) ° 30O0�- . _ psi Concrete density (g1) , : 150,x,„ pcf Footing Length (L) 2.67 Footing Thickness (ft) ' 1:00 ;; ft Toe Length (Lt) 1:00 ft Heel Length (Lh) 1;00 %= ft ;egw�.0 '` Stem Wall Height (hst) m °°' : ° 5:50: RR:: ft Stem Wall Thickness (tst) X0`;67 ft Passive Pressure (kp *we) 250 =' psf /ft Passive Soil Height (hps) 1:00; ;_, ft Active Pressure (ka *we) n3:5! psf /ft Active Soil Height (has) 5.00 ft Surcharge (ws) 71i'00 psf Soil density (we) 100.;;: > > ,,° pcf Surcharge Equiv h of soil (hsu) 1.00 ft Stength Reduction Factor (phi) 0.9 Steel Strength (fy) 60x.,,.' ; ksi Lever Arm Estimate (j) 0:875 4 'q't: y_9.t1, Date: 7/1/2004 Subject: Retaining Wall Computed: Michael Ziemann Project Name: WSM Area B Stabilizing Moments Force Magnitude Arm Moment W1 hst *tst *g1= 550 1.33 733 W2 (has +hsu) *Lh *we 600 2.17 1300 W3 tf *L *g1= 400 1.33 533 W4 Lt *hps *we 100 0.50 50 Sum of W= 1650 Mst= 2617 Overturning Moments Force Magnitude Arm Moment H1 1 /2 *ka *we *hw ^2= 630 2.00 1260 H2 ka *we *hsu *hw= 210 3.00 630 H3 1 /2 *kp *we *(hps +tf) ^2 = -500 0.67 -333 Sum of H= 340 Mot= 1557 F f *Sum of W 578 FS F/H (Sliding) 1.70 > 1.5 YES FS Mst/Mot (Overturning) 1.68 > 1.5 YES W(x) Mst -Mot 1060 lb*ft x= (Mst- Mot) /Sum of W 0.64 ft e= L/2 -x 0.69 ft Determine Pressures on Footing P Sum of W/L * (1 +/- 6e /L) Max p= 1581 < 3000 YES Min p= -343 > 0 NO, use equation below Use Pmax =2W /( 3* (L/2 -e)) 1712 Pmin= 0 Design of Heel: Footing Weight= 150 lb Active Earth /Surcharge Wgt= 600 lb Slope of Pressure= 642 psf /If M= 375 lb*ft V= 750 lb Mu 1.4 *M 525 lb *ft Vu 1.4 *V 1050 lb d tf -2 -.6 9.5 in Check Shear Phi *Vc .85*2 *(fc) ^.5 *b *d 10615 > 750 No Shear Reinf Required Check Flexure As Req 12 *Mu / phi *fy *jd 0.01 inA2 As Min .0018 *b *tf 0.26 inA2 As `Use #4:.@ 10 "' 0124 ` inA2 Design of Toe: d tf -3 -.5 8.5 in Wt Footing Weight 150 lbs Soil p pmax - Lt *slope 1070 psf Calculate Factored Moment 1.7 *(1/2) *Max p*LtA2*(2/3) 970 lb*ft 1.7 *(1/2) *Soil p*LtA2*(1/3) 303 lb*ft .9 *Wt *Lt/2 -68 lb*ft Mu= 1206 lb*ft Calculate Factored Shear 1.7 *(1/2) *Max p *Lt= 1344 lb 1.7 *(1/2) *Soil p *Lt 910 lb .9 *Wt= -135 lb Vu= 2118 lb Check Shear Phi *Vc .85 *2 *(fc) ^.5 *b *d 9498 > 2118 No Shear Reinf Required Check Flexure As Req 12 *Mu / phi *fy *jd 0.04 inA2 As Min .0018 *b *tf 0.26 inA2 :• 't r , : Stem Design: Force Magnitude Arm Moment Hs1 1 /2 *ka *we *has ^2 = 438 1.67 729 Hs2 ka *we *hsu *has= 175 2.50 438 Hs3 1 /2 *kp *we *(hps) ^2= -125 0.67 -83 V= 488 M. 1083 Vu 1.7 *V 829 lb Mu 1.7 *M 1842 lb*ft d= tf -2 -.5 5.50 in Check Shear: Phi *Vn .85 *2 *(fc) ^.5 *b *d 6145 > 829 No Shear Reinf Required Check Flexure: As Req 12 *Mu / phi *fy *jd 0.09 inA2 As Min .0012 *b *tst 0.12 inA2 2 9 t Use - ;#4e1-8 6 : 03"i inA2 a A / (.85"feb) 0.25 inA2 Phi*M phi*A (d-a/2) 3143 > Mu 1842 Ib*ft Min Horizontal Reinf: As Min 0 0.19 inA2 Use 4%11: #4@1 „ inA3 ~.H Date: 7/1/2004 Subject: Retaining Wall Computed: Michael Ziemann Project Name: WSM Area B RETAINING WALL, 8 FT MAX SOIL Coefficient of Friction (f) rro5 � Total Height of Soil (hw) 10.0 ft Concrete Strength (f c) psi Concrete density (gl) Pcf Footing Length (L) 6.33 Footing Thickness (tf) litier ft Toe Length (Lt) ! ft Heel Length (Lh) ^ ft � ` Stem Wall Height (hod |9 ft Stem Wall Thickness (tst) �DlAabh Passive Pressure (kp*we) psf/ft Passive Soil Height (hps) 4 ft Active Pressure ( ` 3W1 oof/ft Active Soil Height (has) 9.00 ft Surcharge (ws) C.t P Soil density (we) ; pcf Surcharge Equiv h of soil (hsu) 1.00 ft Stength Reduction Factor (phi) Steel Strength (fy) ` ksi Lever Arm Estimate (j) 0:875 2,.Li.2.0 Date: 7/1/2004 Subject: Retaining Wall Computed: Michael Ziemann Project Name: WSM Area B Stabilizing Moments Force Magnitude Arm Moment W1 hst *tst *g1= 1188 1.42 1682 W2 (has +hsu) *Lh *we 4500 4.08 18375 W3 tf *L *g1= 950 3.17 3008 W4 Lt *hps *we 100 0.50 50 Sum of W. 6738 Mst= 23116 Overturning Moments Force Magnitude Arm Moment H1 1 /2 *ka *we *hw ^2= 1750 3.33 5833 H2 ka *we *hsu *hw = 350 5.00 1750 H3 1 /2 *kp *we *(hps +tf) ^2= -500 0.67 -333 Sum of H= 1600 Mot= 7250 F f *Sum of W 2358 FS F/H (Sliding) 1.47 > 1.5 m)§ O Kuy FS Mst/Mot 3.19 > 1.5 YES W(x) Mst -Mot 15866 lb*ft x= (Mst- Mot) /Sum of W 2.35 ft e= L/2 -x 0.81 ft Determine Pressures on Footing P Sum of W/L * (1 +/- 6e /L) Max p= 1882 < 3000 YES Min p= 246 > 0 YES 1. ,,e,„ ,' mH s± a,,. ,.;; °2`,,, firm•,, '''�s. � Design of Heel: Footing Weight= 675 lb Active Earth /Surcharge Wgt= 4050 lb Slope of Pressure= 258.4 psf /If M. 10631 lb*ft V. 4725 lb Mu 1.4 *M 14884 lb*ft Vu 1.4 *V 6615 lb d tf -2 -.6 9.5 in Check Shear Phi *Vc .85 *2 *(f c) ^.5 *b *d 10615 > 4725 No Shear Reinf Required 2..9. Check Flexure As Req 12 *Mu / phi *fy *jd 0.40 inA2 As Min .0018 *b *tf 0.26 inA2 As _, Use° ,©12` ®C '1' '61'4'41'e inA2 a As *fy / (.85 *f'c *b) 0.86 in Phi *Mn phi *As *fy (d -a/2) 17956 > Mu 14884 Ib *ft Design of Toe: d tf -3 -.5 8.5 in Wt Footing Weight 150 lbs Soil p pmax - Lt *slope 1623.6 psf Calculate Factored Moment 1.7 *(1/2) *Max p*LtA2*(2/3) 1066 Ib *ft 1.7 *(1/2) *Soil p *Lt ^2 *(1/3) 460 lb*ft .9 *Wt *Lt/2 -68 lb*ft Mu= 1459 lb*ft Calculate Factored Shear 1.7 *(1/2) *Max p *Lt= 1600 lb 1.7 *(1/2) *Soil p *Lt 1380 lb .9 *Wt= -135 lb Vu= 2845 lb Check Shear Phi *Vc .85 *2 *(f'c) ^.5 *b *d 9498 > 2845 No Shear Reinf Required Check Flexure As Req 12 *Mu / phi *fy *jd 0.04 inA2 As Min .0018 *b *tf 0.26 inA2 ,. Stem Design: Force Magnitude Arm Moment Hs1 1 /2 *ka *we *has ^2 = 1418 3.00 4253 Hs2 ka *we *hsu *has= 315 4.50 1418 Hs3 1 /2 *kp *we *(hps) ^2= -125 0.33 -42 V= 1608 M= 5628 Vu 1.7 *V 2733 lb Mu 1.7 *M 9568 lb*ft d= tf -2 -.5 7.50 in Check Shear: Phi *Vn .85 *2 *(f'c) ^.5 *b *d 8380 > 2733 No Shear Reinf Required Check Flexure: As Req 12 *Mu / phi *fy *jd 0.32 inA2 As Min .0012 *b *tst /2 0.07 inA2 (2 Layers, As /2) 2 Use , : ;: , .'!.?.g.':;):415,21`2,11: 1::,:,":28;310E--.: inA2 a Asly / (.85*fc"b) 0.61 in Phi*Mn phi*As*fy (d-a/2) 10039 > Mu 9568 lb"ft Min Horizontal Reinf: As Min 0.0020*b*tst/2 0.12 inA2 (2 Layers, As/2) Use i . i f • L7 Date: 7/1/2004 Subject: Retaining Wall Computed: Michael Ziemann Project Name: WSM Area B RETAINING WALL, 12 FT MAX SOIL Coefficient of Friction f 035`' Total Height of Soil (hw) 14.5 ft Concrete Strength (f'c) 3000:- psi Concrete density (g1) ,4:0100 pcf Footing Length (L) 7.75 Footing Thickness (tf) a 1:50,.7 ft Toe Length (Lt) ° 175 ft Heel Length (Lh), % 500',, ft Stem Wall Height (hst) 11'13.50. : ft Stem Wall Thickness (tst) 1.00i Passive Pressure (kp*we) 250 ,, psf /ft Passive Soil Height (hps) '-1 s ,.ft Active Pressure (ka *we) 35 : psf /ft Active Soil Height (has) 13.00 ft Surcharge (ws) 100 °,. psf Soil density (we) 100'; , pcf Surcharge Equiv h of soil (hsu) 1.00 ft Stength Reduction Factor (phi) `y 0 Steel Strength (fy) v, > "60 >' 9;';° ksi Lever Arm Estimate x '0:875 Key Height (hk) 1,.25, ft 2 . Date: 7/1/2004 Subject: Retaining Wall Computed: Michael Ziemann Project Name: WSM Area B Stabilizing Moments Force Magnitude Arm Moment W1 hst *tst *g 1= 2025 2.25 4556 W2 (has +hsu) *Lh *we 7000 5.25 36750 W3 tf *L *g1= 1744 3.88 6757 W4 Lt *hps *we 175 0.88 153 Sum of W= 10944 Mst= 48216 Overturning Moments Force Magnitude Arm Moment H1 1 /2* ka *we* hw ^2= 3679 4.83 17784 H2 ka *we *hsu *hw= 508 7.25 3679 H3 1 /2 *kp *we *(hps +tf) ^2= -781 0.83 -651 Sum of H= 3406 Mot= 20812 F f *Sum of W 3830 FS F /Sum of H 1.12 > 1.5 NO, See Key Design FS Mst/Mot 2.32 > 1.5 YES W(x) Mst -Mot 27404 Ib *ft x= (Mst- Mot) /Sum of W 2.50 ft e= L/2 -x 1.37 ft Determine Pressures on Footing P Sum of W/L * (1 +/- 6e /L) Max p= 2911 < 3000 YES Min p= -87 > 0 NO, use equation below Use Pmax =2W /( 3* (L/2 -e)) 2914 Pmin= 0 Design of Heel: Footing Weight= 1125 lb Active Earth /Surcharge Wgt= 6500 lb Slope of Pressure= 386.8 psf /If M= 19063 Ib *ft V= 7625 lb Mu 1.4 *M 26688 lb *ft Vu 1.4 *V 10675 lb d tf -2 -.6 15.5 in Check Shear 7'q'�c Phi*Vc .85~2~ 17319 > 7625 No Shear Reinf Required Check Flexure As Req 12°K8u/phi°y*jd 0.44 inA2 As Min .0018°b°tf 0.39 inA2 Use �� ~'�*��k� � »« `�� ^"��'�� m�x^��', ' u��*�� inA2 a Ao°fy/ (.85°f'o°b) 0.86 in Phi*Mn phi°An°h/(d'a/2) 29836 > Mu 26688 lb*ft -'^ '' ' -��i',:4-1 `` 1,4 „ „ _�" ��i,.7',A 3 7T' �-"*-': ',11:.:11; Design of Toe: d tf-3-.5 14.5 in Wt Footing Weight 393.75 lbs Soil p pmax - Lt*slope 2234.0 psf Calculate Factored Moment 17~(1/2)~K8axp^Ly`2°(2/3) 5051 |b°t 1.7°(1/2)°Soi| p*LtA2*(1/3) 1938 lb*ft .9*Wt*Lt/2 '310 lb*ft Mu= 6680 lb*ft Calculate Factored Shear 17~(1/2)°W1axp°L1= 4330 lb 1.7~(1/2)~Soi| p*Lt 3323 lb .S~VVt= -354 lb Vu= 7298 lb Check Shear Phi*Vc .85~2~(f'o)^.5~b°d 18202 > 7298 No Shear Reinf Required Check Flexure As Req 12~K8u/phi°fy°jd 0.12 inA2 As Min .0018~b~tf 0.39 inA2 Q�� :�� %�� /1� �� t , u��' Y ' '� ` ��` ` n�m�'`��*a� ��.��` � ' �� -`�� «�� ` ,��,� ^ �^x `" .' � �� x� �� Stem Design: Force Magnitude Arm Moment Ha1 1/2*ka~we~hao^2= 2958 4.33 12816 Hs2 ka*we*hsu*has= 455 6.50 2958 Hs3 1/2~kp~we°(hpa)^2= -125 0.83 104 V= 3288 M= 15669 Vu 1.7~V 5589 lb Mu 17^M 26638 |b~ft d= tf-2-.5 9.50 in Check Shear: Phi*Vn .85~2~(f'o)^.5~b*d 10615 > 5589 No Shear Reint Required Check Flexure: 2.9. 2-(, As Req 12 *Mu / phi *fy *jd 0.71 in ^2 As Min .0015 *b *tst /2 0.16 inA2 (2 Layers, As /2) Use 1.2 >" . y dry 10:79 in ^2 a As *fy / (.85 *f'c *b) 1.55 in Phi *Mn phi *As *fy (d -a/2) 31019 > Mu 26638 Ib *ft Min Horizontal Reinf: As Min 0.0025 *b *w /2 0.18 in ^2 (2 Layers, As /2) Use #4C 12; '' . 020 inA3 ,.� i;,. 144:14 ,.emu::, . Key Design: Arm Moment H3 (w/ hk) 1 /2 *kp *we *(hps +tf +hk) ^2= -1758 0.83 -651 New Sum of H. 2429 New Sliding FS= 1.58 1 Calculations ® DLR Group Date Subject G4 rc„ryc. ,ezIa,r n r ,, t,/.. i1 Computed Checked Project Name Project Number 2.y.21 Page (of pages) w p Vail 1� I' f ,) 1 1 G 4 r L t i, � G Val 1 0,.� 6 a� li k' y/ W C1,1Ic✓�rcd v✓.JI ■ 13 1 F '.x 4 c d f (I'; I 6 L cc . A-c1 ✓c ?re55�r. ,(45.1/a1 _ _CO c 1 , 50;1 D.,.S; fy = IVO pc f , . Y 6t < <s1 r rc,1 ye ut✓ h OF S oi/ , - , 100 pf /fob c f = I ff �'� j , ) ---->t > . • s f' (50) (i) (1 Z`) = 6 00 . 4 . r . _ Ii-s 7 I (Ki 6 6) A wz » "2. 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S 7 n Z V 1.9',W 7 b ' . . 4 - A — 6 i z S. t , r ,v P' P ' �� : :', i / . ' y.( s d ye � , !I ) -2 e _ 1 1. _ 2 5 4" 7 1 ` ! H Z , , )ee 5 .17/1 ( Ax j M :, 'n r ; f © k — , :042 X) ( l3I) ; -=-; , ' 2 67- ,'i � � - VtS€ ,if 7 10 A- , ( Goa A .--\'- - / 2 it , . i 2 . _ - ' ; . , � 1 i j ' 1 ! I' __ _ . . 1 • L.__ ---] 1 Ll Calculations DLR Group Date Subject , i Computed Checked Project Name Project Number S Page (of pages) k/3 O - -&0 I - Si.....-- .3-7 . ;4. \ 11/�/I Vim. . 'Ay��I Yw I I, '• -V I , I W I I L c , yy �'Y �..,' Ae . ter, -. �,, n I � I s - 5'3 L i.�t -� C_ L 'E t� e" ` C C Z,�Q_F� J S b . C 1 1 ILI Calculations DLRGroup Date Subject Computed Checked Project Name Project Number 2 • S. Z Page (of pages) C T , GT = o Sc,..= ,,2 77= Cry - m u 1 CT' r •7 ■I4 .C2- 4 L1 2 ) =. ° / Z°) 6- c- • 5,- = SID., = . -- 1-D 1 , � ) o 3 :c - � I a i r C 0 � 2 ^ _ DLO (/'' _ 5/ 1. U � a-,i TC,Q' /-c .1) ( S ) ,,.. 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' , 7 77(P. -2 -'E /9 1 . _ . , : E, , 3X NCO , Y ). l3Ati`- �)5 ; l_. = Cock x 2 ) T- i� U , F? _ 1 'x' , E - = 1- 1-D - 7 0 3 Li 01 r 2 ,c 3 s LA "t 't . X 3 -- 7 .- E Co I'+ y I?, C f`'P PeT I ) oo.� 0 '� /,� Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: Date: 8/28/04 Page: Y + Vy +V al CENTER OF LOAD A e., CENTER OF RIGIDITY ex SHEAR WALLS FREE BODY DIAGRAM OF RIGID DIAGPHRAGM TORSIONAL MOMENT IS POSITIVE WHEN ROTATION IS IN A CLOCKWISE ROTATION TORSIONAL MOMENT IS NEGATIVE WHEN ROTATION IS IN A COUNTER CLOCKWISE ROTATION RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: Date: 8/28/04 Page: Location of Center of Riqiditv XcL 129 YCL g5 Centerline of load Wall Direction of Walls Rigidity of wall X,(ft.) Y,(ft.) (Ryx X) (R x Y) No. Y X R Rx Distance Distance 234 0 ?$_ ........................ ....................... 21866.25 0 ............. . 0 0 . . o 0 ........ .. 0 0 o ........ 0 0 • • ............... . 0 0 0 0 ii x •;-;:;;; .... ; .... 0 0 0 80 ........ :11300.K': - 0 161000 0 0 - 2:f11"- 0 0 . . 0 0 . t ; 0 0 1' • : 0 0 0 0 . : 0 0 R 397 E(R X X) = 22100 ER 1106 E(R x = 161080 7 <cR = E(Ry x / IRy = 55.7 \17 CR 1(Rx X Y) / ER = 145.6 e = TCcm - >TR = 73.3 ey = Tcm - N T; = -65.1 MAX.'X BUILDING DIMENSION . 25a FT. e )(ACCIDENTAL = 12.9 FT. MAX 'Y' BUILDING DIMENSION "1161...-* • FT. eYAccIDENTAL = 8.05 FT. RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: C •8 Date: 8/28/04 Page: Load & Moment Distribution to Shear Walls,X DIRECTION: LEVEL : fber> ':: :'_ •_ _ _ LOAD TYPE (WIND OR EQ) _ : E ;::;;:_,. Shear, V x = ':, -7 >_ Kips XcR = 55.7 dx = (X - X ) Torsional Moment, MTX = -39541 Ft. Kips YCR = 145.6 dy = (Y - 7 7R) Accidental Moment, MAX = 4886 Ft. Kips Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy F Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd /ERd x(M- i-+MA)) FtMT +MA) FtMT -MA) FtMT +MA FtMT -MA zz 106 0.75 -144.9 -15358 2225316 58.2 77.6 99.5 135.8 157.7 ss 1000 161 15.4 15358 235883 548.8 -77.6 -99.5 471.2 449.3 0 0 0 -145.6 0 0 0.0 0.0 0.0 0.0 0.0 o o 0 -145.6 0 0 0.0 0.0 0.0 0.0 0.0 O 0 0 -145.6 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -145.6 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -145.6 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -145.6 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -145.6 _ 0 _ 0 0.0 0.0 0.0 0.0 0.0 ER = 1106 ERdy = 2461199 Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx Torsional Force (Ft) I No. Rc (Rd /ERd x(M FtMT +MA FtMT -MA 44 312 0.75 -54.9 -17134 940993 86.6 111.0 33 85 257.25 201.6 17134 3453996 -86.6 -111.0 0 0 0 -55.7 0 0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 O 0 0 -55.7 0 0 0.0 0.0 O 0 0 -55.7 0 0 0.0 0.0 ER = 397 ERdx = 4394989 ERdy +ERdx = ERd 6856188 RDLD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: Rigid Diaphragm Load Distribution Computed by: r Date: 8/28/04 Page: Load & Moment Distribution to Shear WaIIs,Y DIRECTION: LEVEL : floor LOAD TYPE (WIND OR EQ) = EQ Shear, V v = ` : = : 19 <:: Kips RCR = 55.7 dx = (X - KCR ) Torsional Moment, MTV = 45392 Ft. Kips 'VCR = 145.6 dy = (Y - 7 7R) Accidental Moment, MAY = 7985 Ft. Kips Wall Rigidity X, (ft.) dx,(ft) Rdx Rdx F = Torsional Force (Ft) F =(F + F =(F + No. Rc R/ER x V (Rd /ERd` x(M - NI A )) FtMT +MA) FtMT -MA) Ft MT +MA FtMT -MA 44 312 0.75 -54.9 -17134 940993 486.5 -133.4 -93.5 353.1 393.0 33 85 257.25 201.6 17134 3453996 132.5 133.4 93.5 265.9 226.0 O 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 O 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 O 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 O 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 A 0 0 0 -55.7 0 0 0.0 0.0 0.0 0.0 0.0 0 0 0 -55.7 0 0 0.0 0.0 0.0 _ 0.0 0.0 ER = 397 ERdx = 4394989 Wall Rigidity Y, (ft.) dy,(ft) Rdy Rdy Torsional Force (Ft) No. R (Rd /ERd`x(M +M FtMT +MA FtMT -MA zz 106 0.75 -144.9 -15358 2225316 -119.6 -83.8 ss 1000 161 15.4 15358 235883 119.6 83.8 O 0 0 -145.6 0 0 0.0 0.0 O 0 0 -145.6 0 0 0.0 0.0 O 0 0 -145.6 0 0 0.0 0.0 0 0 0 -145.6 0 0 0.0 0.0 O 0 0 -145.6 0 0 0.0 0.0 0 0 0 -145.6 0 0 0.0 0.0 O 0 0 -145.6 0 0 0.0 0.0 _ ER = 1106 ERdy = 2461199 ERdy +ERdx = ERd 6856188 RDLD revised 7/98 DLR Group 1997 UBC 1 Calculations ®LRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) 2 • 'S • I 0 I • , L.L ,' :._ , _ 2-, , L. , /Pr ( .2 . 6) -1- /„ c" 20 e 0/ . , 77,„ _ �' 3 1 GcY • A3 ISI`` ._ 13) ,_ .2, 4� � , '0$7 , 7;-)600,tw--) r i i. • , ` - '' 2,5'/ x 2 j-z_ ,x ,coo : = l'Qil`1'"' 2- (._44-- 3, z�,.0 L1/4 - 1q 4 _low, � . / 1 23`'` - Vst 14f� - . .g � (ZN 72-2-7714% X_1 P1/ )C,337)<,-7 �MKY ` 3 o I w/, x 1 c _„0 1 1 2,3 v o 615 = ( _ S. " .t---- CapvL -�1.5 . . – - - n - k - z -- : __2> V i <-q.- - c - -- - 1 , k _ , .' ) C ' ` A : ) - T. -, ---, - v- - - . . . . .) . • - - 1 - -J mom' H H� = �� -- 0 -:— Li o .f7J‘.-= X S k 20 1 k t2.-y4 = / 7 / 5 14 " _ 1 SCP - 4v/ = 1 27- ` '° " 3`"yT. -o--, r-} 4- 7 , Al. - * -,, 1 LI Calculations DLR Group Date Subject Computed Checked Project Name Project Number 2.. C • 1 I Page (of pages) I i--- - -, III.MIIIIIIIII. , F 1 - 72,`` ,-, AO _ ? : 0 , 2.0 / I = 1 , 0,1?1-vrl 1 I F. ,,,,..„-,;„ ...) , ( „.. 1 1 ,,.,.., 4 ,,..,-- r , ' '= ' -■3 5 e.D ()LT _..., _ . n 0 F ( P1:.-(-; - • I 24.7 2 ' t _ _ FA c -,. , --=. \ 4 - 4 - , ?re.- .2 -.%-•. , \ 0 --\)\-, = r-- F .-.... 1 1161 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) ----/ i ' \ v.... 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(zsx I er x 0.. ,IS`� - # .. I2,0_. 1 Calculations ® DLR Group Date Subject Computed Checked Project Name Project Number S , Z - ' Page (of pages) .0-At EZ-AL.. - G -t- -fie- v.D ....., :;03 ._fie -y � 0 ,4.4 ,..3\----. I 1 /P 7 \ ast_ Ste- - --___, Le t_ == 20 - o I-t - /, . c1 IL-c2__ 2- cv V' 2 y IS , '6 X 7. x 1-2-" k j yon 1---1 3' >372. f.0 2►.-1 , `,t�� o,L S . 4 VA x 20,0 ?l S F/03 +-- o Ot -7 x ( ao. ' iC, :(D S L-J k y' >f7zi.v- vk - - i ! -! - I ; d i � � C 1 x ten® 500� I - - I — =' 0 / - - � I?, zi p � -��- __. - 6z . , , t 1 - 1 ��--4 } - i‘.14,..) '�,til +.J ,3J,(J �E1-42 -)... 1 - -+- -k- C -- 1 L V L ____ 1 Calculations L DLR Group Date ) Subject Computed Checked Project Name Project Number Page (of pages) 4 _ = 5 0 X / 59 ' +- 26 _5 - � � ' (JOB ! e-- — , S +. , 05 So ' t 2 f 5(7 x I ,S' ow H i , _ ..., I I I, '-= i �`� ° , 23' tL 2 �-) use �� icior z ' c ��'�N F ck o b , 1 .. • � ' 7 3263PE 1 ■ S Q, OREGON � �i /9 � 13 , r2S9 e j EXPIRES P. ©SMIE ® 111 SHANNON 6WILSON, INC. 2255 S CanyonRoad ® GEOTECHNICAL AND ENVIRONMENTAL CONSULTANTS Y Portland, Oregon 97201 -2498 MEMORANDUM 503 223 6147 Fax: 503 223 6140 TO: Rick Beason PRq , � +,, COMPANY: Macerich Company . e � ®� N E 49 4Y 7 FROM Daniel E Hogan, PE. DATE: November 7, 2003 O , 19 r 4 PROJECT: Washington Square Mall - Phase 1 �i� E. � � E7tPfRES: RE: Auger - cast Piles The purpose of this memorandum is to present the results of our analysis of auger -cast piles for the referenced project. Our analysis was based on loads and tolerances supplied to us by Dan Munn of the DLR group. The analysis presented in this memorandum is an amendment to our 0 ; Geotechnical Investigation Report Dated September 19, 2003. Based on information supplied to us by Dan Munn, we have assumed the following: • The piles will be between 16 and 18 inches in diameter, • EI (16 -inch dia.) = 5.85 x 10 kips -in. • EI (18 -inch dia.) = 9.38 x 10 kips -in. • The vertical load for the south parking structure will be 100 tons per pile, • The vertical load for the Mall expansion/west parking structure will be 80 tons per pile, • The lateral load capacity for 20 -foot pile lengths will be 17 kips with a maximum displacement of %2 -inch, • The lateral load capacity for 50 -foot pile lengths will be 20 kips with a maximum displacement of 'A-inch, • The piles will extend to a minimum of 3 feet into the weathered basalt bearing stratum. Uplift Capacity of Piles • The uplift capacity for the auger -cast piles is derived for the adhesion between the concrete and the adjacent soils. Due to a variation in the depth of existing fill and relative density of the fill and native soils, we determined uplift capacities for the south parking structure and the mall expansion/west parking structure separately. In addition, for the mall expansion/west parking structure, we determined the uplift capacities for pile lengths of 20 and 30 feet. Uplift capacities \\ Hal \1Projxt\24- Portland\3200\3221.04 Washington Squar \Mzb01.doc 24-1- 03221 -002 • Memorandum to Rick Beason November 7, 2003 Page 2 may be interpolated for lengths in between 20 and 30 feet. The table below presents our ultimate uplift capacity results. Our analysis was based on an empirical study of pile load tests and the weight of the pile is assumed to be included and should not be added to allowable loads. We recommend that a factor of safety of not less than 2 be applied for allowable uplift loads. 16 -inch diameter 18-inch diameter Auger -cast Pile Auger -cast Pile South Parking Structure — 50 -foot pile length Tuit = 127 kips Lit = 143 kips Mall Expansion/West Parking Structure — 20 -foot pile length Tt,tt = 37 Idps T = 42 kips Mall Expansion/West Parking Structure — 30 -foot pile length T uft = 52 kips Tmt = 58 kips Lateral Pile Capacities Lateral load capacities for 16- and 18 -inch diameter auger -cast piles were determined using the simplified procedures provided by NAVFAC DM -7.2. Our analysis was based on an allowable deflection of %z -inch at the pile top. Our results are shown below. We determined that lateral capacity of a 50 -foot long, 16- and 18 -inch diameter pile is 18.8 kips and 22.8 kips, respectively. We determined that the lateral capacity of a 20 -foot long, 16- and 18 -inch diameter pile is 18.4 kips and 22.0 kips, respectively. The lateral loads given above are for a single pile. Group action needs to be considered when the pile spacing in the direction of loading is less that 6 to 8 pile diameters. For pile groups, we recommend a minimum center to center pile spacing of 3 pile diameters. The first pile in the direction of loading carries the full lateral capacity. Each subsequent pile at a pile spacing of 3 pile diameters behind the first pile in the direction of loading will have a reduced lateral capacity. For piles 50 feet in length, the reduced lateral capacity for the 16- and 18 -inch diameter pile is 8.2 kips and 9.9 kips per pile, respectively. For piles 20 feet in length, the reduced lateral capacity for the 16- and 18 -inch diameter pile is 7.6 kips and 9.0 kips per pile, respectively. Additional lateral load capacity may be developed through passive pressure against the pile cap. The ultimate passive resistance may be computed using an equivalent fluid pressure of 250 pounds per cubic foot. We have attached moment diagrams for either the design lateral loads or the maximum allowable lateral load based on V2-inch of deflection. Each of the moment diagrams that were analyzed are C 24 -03221 -004 Memorandum to Rick Beason November 7, 2003 Page 3 listed below with the lateral load analyzed and the plots are attached at the end of this memorandum. Moment Diagram — 20 -foot length, 16 -inch diameter 17 kips Moment Diagram — 50 -foot length, 16 -inch diameter 18.8 kips Moment Diagram — 20 -foot length, 18 -inch diameter 17 kips Moment Diagram — 50 -foot length, 18 -inch diameter 20 kips Criteria for Pile Installation We have reviewed a .ro.rie . method of ' . Y . ' ' : • ti -cast piles Our - __ on the understanding that Berkel & Company Contractors, Inc. will be the contractor installing the piles. We understand that there are approximately 240 piles for the south parking structure and approximately an additional 500 piles for the mall expansion/west parking structure. We recommend that there be a minimum of 2 load tests performed for each area resulting in a total of 4 load tests. The load tests should conform to the American Society of Material Testing e. Standard Test Method for Piles Under Static Axial Compressive Load (ASTM D 1143). We recommend that the load tests be performed in locations where the piles are at their shortest lengths and at the midpoint in length for each of the structures. In addition, recommend that a criteria is established in the field that correlates the auger torque and grout pressure at the end of the pile with the depth into the weathered rock. This would require the geotechnical engineer or their representative to work with the contractor in establishing the criteria. The criteria should be established during the installation of the load test piles and should be based on 3 feet of embedment into the weathered basalt. We recommend that the load test piles be installed prior to production piles. 24 -03221 -004 IMPI 4 Moment Diagram 20 -foot Pile 16 -inch Pile Diameter Lateral Load = 17 kips Moment - Mp (kip -ft) -80 -60 -40 -20 0 20 40 0 • — - - r • 5 — • • • • 4. = 10 - - f • _ - - II m 1 CI • • e 15 _ _ _ _ • - • - I • - 20 - - 4 i Washington Square Mall Shannon Wilson, Inc. 1 24 -1 -03221 -004 November 7, 2003 1 - Moment Diagram 50 -Foot Pile 16 -Inch Pile Diameter Lateral Load at 1/2" deflection = 18.8 kip Moment - Mp (flp -ft) - 100.00 -80.00 -60.00 -40.00 -20.00 0.00 - 20.00 40.00 0 - • - - I - • • • • • 10 - - - - - - - • • 1 - i - it -- • . • • . • _ is • „ 20 - . _ _ • m .c a - - - 0 0 30 - - _ _ 40 - - 50 , • Washington Square Mall - Shannon Wilson, Inc. 24 -1- 03221 -004 November 7, 2003 • Moment Diagram 20 -foot Pile Length 18 -inch Pile Diameter Lateral Load = 17 kips Moment - Mp (kip -ft) -80 -60 -40 -20 0 20 40 0 • • • I 5 - o • • C, • w 1 0 - - - • a a, o i • • 15 • • • 20 - • Washington Square Mall Shannon Wilson, Inc. 24-1 -03221 -004 November 7, 2003 1 Moment Diagram 50 -Foot Pile 18 -Inch Pile Diameter Lateral Load = 20 kips Moment - Mp (kip -ft) -100 -80 -60 -40 -20 0 20 40 0 • • • • 10 • 20 d m 30 40 .11111111111111.11111111111.1111.111111.1.111111.11111.11111.111111111111111. 11.1111111.11M11111111 IMIIIIIIMMINE1011.1111111111111111111111111111111.11111.11111111 111.11111.1111111111111111. 50 1111 MI • Washington Square Mall Shannon Wilson, Inc. 24 -1- 03221 -004 November 7, 2003 FILE COPY • DLRGroup Architecture Planning Interiors Washington Square Mall -Area B Tigard, Oregon Supplemental Structural Calculations Project No, 74 03103 - 00 December 17, 2004 Cit of Tigard Approved Plans BY • Date 5v, zoo y- oos65Lf 9S B S J 1'Q R. D ( NOTICE: These documents are instruments of professional service, and information contained therein is incomplete unless used in conjunction with DLR Group's interpretations, decisions, observations and administrations Use or reproduction of these documents in whole or in part without DLR Group's consent is in violation of common law, copyrights, statutory and other reserved rights, which preempts state and local public records act © 2004 DLR Group Architecture & Planning inc., an Oregon corporation, ALL RIGHTS RESERVED. Calculations DLRGroup Date Subject 1,0/;P 1 Lt f /J DLs, y ,■ Computed Checked Project Name Project Number Page (of pages) E �✓E �d Lows )34)' Sree.,(_ p° P A f w.✓; h d �'c Q rc5IS1E 4 ,- f tc-1•A (/, ") ( I �I s) 05. ' - /'IS 7 /1 t - )S y rfi Z o dt. sa II x k { p e Cb � . �S c& clew th, ar • 6 r s-F (ma-r. (A4Lei; a J�. { /l.J+4,.4. ' ^art ` J ®� J ` i74,, 0 i _ E l.1 Fr: "\ /.2_ l7 I " , Y7 `Fo zJ (Zi. )=1,1S t, e'- 1 � i- X 1 S k / L# x 5 P /6.- f. e - 31 1! E 1 �-1 �y 3 r : 5,,�� A-r Ire FF 6 I _ 600 sl 102 = G C bA) — ( 0A-,c Ikt' = 17 -1 c I I C l Calculations ®DLRGroup Date Subject Ste" Pesi ypm Computed J Checked Project Name Project Number Page (of pages) SC Z 0 � ,. 1 _ M wa,d o- • (7 /(.o tea. s o 3 �ra� �, STD r ig,, - 023131 _ L aP L/2.14,, . L A 7/) p t ,, = , 47_ 2_4, ‘ E � E1 a - - 17 - • - ® 9 , ()d' (.C, X )(I (9-A , , S' 5 e f _ -- i www.clarkwestem.com , I cw 1996 AISI Specification ASD DATE: 12/7/2004 5.1 - rc1'S C"41,— SECTION DESIGNATION: 6005162 -54 Single SCV', INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Stress, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 18.00 ft Deflection Limit L/120 Lateral Pressure 28.00 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 1512 Ft -Lb <= Ma = 2313 Ft -Lb Check Deflection Deflection Limit: U120 Load Multiplier for Deflection = 1.00 Maximum Deflection = 1.045 in Deflection Ratio = L/207 .;heck Shear Vmax = 336 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2708 lb >= Vmax Check Web Crippling Rmax = 336 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 639 lb >= Rmax, stiffeners not required ■ www.clarkwestern.com r C IA/ -.s\' 1996 AISI Specification ASD DATE: 12/7/2004 / De 'Re-& SECTION DESIGNATION: 6005162 -54 Single mil, INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Stress, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 50.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data - Simple Span Wall Height 17.85 ft Deflection Limit L/240 Lateral Pressure 24.30 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Flexural Bracing: Full Mmax = 1290 Ft -Lb <= Ma = 2313 Ft -Lb Check Deflection Deflection Limit: L/240 Load Multiplier for Deflection = 1.00 Maximum Deflection = 0.877 in Deflection Ratio = L/244 .;heck Shear Vmax = 289 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 2708 lb >= Vmax Check Web Crippling Rmax = 289 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 639 lb >= Rmax, stiffeners not required 1 Calculations DLRGroup Date Subject 5 / v fp ., Computed Checked Project Name Project Number Page (of pages) ) j 3/4" 4.5. " E $ V,,„ - (3 f j {) ( I (( ( ij') 7z ofD r,,„.. - C (41 112,,z ) = 3oa0 - 150 � ,- 3 , - 1 � ' G c l.-, — 0 C mil( p c_ _ n +FT" yN AS.. 5 2 — 1C G ) 6 .' /`t 41 5 wdf bu l4 4-o b k f= (31 psf) ( + N% ),( 2230 It- P = 2230 4/- 7695 /C 31 CO it = S. 7.1+ CC n JQ�� co l� nJ wtGl--- r ✓1 �^� - 9 z SO # 7 Ip - 3/50-7 ( c { 6 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) r.) oF 6042-Are-t, PGAL, , Li Lf/5 s to-Are-C- r9Levil,r 31 % 14 U■-) i5; Ne 2 >e 4 3.5 -4 " t1 /6 Fm v... . . • • ri , C9 - Ag 1 , 4„, - • Onitoz.4 ' _ 014. . _ www.clarkwestern.com r CINT 2001 North American Specification ASD DATE: 12/7/2004 jj�.c D e/5(y •� WSM SECTION DESIGNATION: 600S162 -54 (2) Back -to -Back 11 INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0566 in Top Flange = 1.625 in Inside Corner Radius = 0.0849 in Bottom Flange = 1.625 in Yield Stress, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 55.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 6 ft Load has not been modified for load type or duration Member Configuration: (2) BACK -TO -BACK MEMBERS TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC BRACING KL/r LOADING NONE 103 9250 MID Pt 52 15033 THIRD Pt 36 16108 Note: For (2) Back -to -Back Members, Individual Members Must be Adequately Interconnected • Calculations DLR Group Date i Subject a r1,( &Se -- Computed Checked Project Name Project Number ` e Page (of pages) ( z 7 ® 5f V = Zo 5 ' 3 fit' a- 27 s-P / z V _ = 270 _' k 3 *- 27 f S5 / 4 a V . a'svh a`c b& s e f — otOeS. not Con #1 / 0.-1-e4-41 des)n L.,,,;161 IA based OA- (-O r\ fro 1 11.1) f ykt; - 4, I o Lf f E tt t f � Calculations ® DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) --s tert -4 2) 7 ‘9,.. Jo, 900 FrA I � c � 00 s (� 21 -�3` S. / � E ` 1 � Calculations DLR Group Date Subject ( ) I Computed Checked Project Name Project Number Page (of pages) tO rer,) . c L I rva — 41/ co (1,--0-■ px 5 del ne__4 S VI 0 14/ I 2 , CO A5 . C0 j&o u/ / on - Ile- p ie" 5 or /2<_ W 1 Tr: 6 r v;1* f c ...+; 07\ ( e s;64_ oF lit_ C o (-- c/t V IL 74 &( c, re y s'4 of pa) e , c(es) A jo kV, AI n 41,1 (At L/ Cr— f-ee- Cc ca(,c- fIory cc, c C. 0 el o (At k 4c VI 2_ - rr 6. re.- oftf;) kfi-e( (40 s 'us 1/ ce , _ II Gravity Column Design Summary RAM Steel v8.2 / rj4,1 6ro RAM DataBase: NorthEnd- Revised W r 11/24/04 09:10:52 i INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Column Line 6.50ft - 112.41ft 5c e - wl tid desj, sc ►, (l Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 9.8 1.8 3.6 1 0.10 Eq Hl -lb 0.0 50 W10X49 Second -North 10.8 1.8 3.6 1 0.11 Eq H1 -lb 0.0 50 W10X49 Column Line 6.50ft - 122.99ft S ,v: i) des ry Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 12.2 0.0 4.3 10 0.13 Eq H1 -lb 0.0 50 W10X33 Second -North 14.0 0.0 0.0 1 0.08 Eq H1 -lb 0.0 50 W10X33 Column Line 44.7 - JJ S w i,..r,( de s y \ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 18.2 0.0 1.0 1 0.13 Eq H1 -lb 0.0 50 W10X33 Second -North 18.9 0.0 0.0 1 0.11 Eq H1 -lb 0.0 50 W10X33 Column Line 43.9 - QQ.5 Se V✓ 12 1 "4 ( G ro 7 9 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 17.7 0.7 1.7 1 0.13 Eq H1 -lb 90.0 50 W10X33 Second -North 23.6 0.0 0.1 1 0.14 Eq Hl -lb 90.0 50 W10X33 Column Line 20.42ft - 65.52ft $$ w' do s►yk Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 17.3 0.2 0.2 1 0.13 Eq Hl -lb 90.0 50 W10X33 Second -North 23.1 0.1 0.1 1 0.14 Eq H1 -lb 90.0 50 W10X33 Column Line 20.42ft - 126.33ft See- V 1 2- 1 `' / G rD m Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 58.4 12.6 7.7 1 0.73 Eq Hl -la 0.0 50 W10X49 Second -North 59.5 12.6 7.8 1 0.74 Eq Hl -la 0.0 50 W10X49 Column Line 43.9 - JJ.4 fe V/ I L Tr ■. l G ,-,,, f Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 51.1 10.0 11.7 6 0.64 Eq H1 -la 90.0 50 W10X33 Second -North 54.0 10.0 0.0 1 0.38 Eq H1 -la 90.0 50 W10X33 Column Line 43.9 - HH Se -c. w I Z I rI I G ro t4 f Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 83.2 3.7 19.1 1 0.96 Eq Hl -la 90.0 50 W10X33 '7 ) Second -North 83.9 0.0 0.0 1 0.50 Eq H1 -la 90.0 50 W10X33 Column Line 43.9 - GG S ee W L Tr t 61 I G ro t. ( Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 60.6 9.4 16.6 6 0.79 Eq Hl -la 90.0 50 W10X33 I & Gravity Column Design Summary RAM Steel v8.2 Page 2/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:10:52 INTENATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 93.9 0.0 0.0 1 0.56 Eq Hl -la 90.0 50 W10X33 1 , 1 .... z... Column Line 36.91ft - 82.01ft Se(-- w wo ' 5 %y n Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 29.2 9.7 0.8 6 0.29 Eq H1 -la 90.0 50 W10X33 Second -North 36.3 0.1 0.1 1 0.22 Eq H1 -la 90.0 50 W10X33 Column Line 43.3 - RR See wi K 06s y h Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 32.4 12.4 4.0 6 0.38 Eq H1 -la 90.0 50 W10X33 Second -North 40.8 0.4 0.6 1 0.26 Eq H1 -la 90.0 50 W10X33 Column Line 43.3 - QQ Sc.- )4/)Z Tr , I G" ° -p Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 58.4 2.7 0.1 1 0.62 Eq H1 -la 90.0 50 W10X49 Second -North 59.4 2.7 0.1 1 0.63 Eq H1 -la 90.0 50 W10X49 Column Line 43.3 - PP Se_e_. 111 T r: w I G to u f Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 47.6 7.8 1.2 1 0.54 Eq Hl -la 90.0 50 W10X49 Second -North 48.6 7.8 1.2 1 0.55 Eq H1 -la 90.0 50 W10X49 Column Line 51.07ft - 96.17ft fe-t,. 1✓► z T G ro u p Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.3 11.3 10.5 10 0.65 Eq Hl -la 90.0 50 W10X33 Second -North 62.6 0.4 0.2 1 0.38 Eq H1 -la 90.0 50 W10X33 Column Line 41.9 - JJ.4 5=e- WI Z T - I G r° tip Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 76.1 13.6 19.1 1 0.97 Eq Hl -la 90.0 50 W10X33 Second -North 124.6 0.0 0.0 1 0.75 Eq H1 -la 90.0 50 W10X33 Column Line 41.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size USe_ Roof -North 98.4 5.5 19.7 2 0.76 Eq H1 -la 90.0 50 W10X45 0 0X`/ 9 Second -North 171.2 4.8 12.3 1 0.87 Eq H1 -la 90.0 50 W10X45 Column Line 41.9 - GG See v i 2 Trrd Gr 1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 75.8 16.2 12.4 1 0.60 Eq H1 -la 90.0 50 W10X45 Second -North 162.7 15.1 8.0 1 0.83 Eq H1 -la 90.0 50 W10X45 Gravity Column Design Summary Fil RAM Steel v8.2 Page 3/7 RANI DataBase: NorthEnd- Revised 11/24/04 09:10:52 IM ERNAT Building Code: IBC Steel Code: AISC LRFD Column Line 40.7 - RR Se- ,./: r-d des 1 :yy „ ) 13 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 40.0 14.9 2.1 10 0.43 Eq H1 -la 90.0 50 W10X33 Second -North 51.8 14.9 0.0 1 0.40 Eq Hl -la 90.0 50 W10X33 Column Line 40.7 - QQ Sec \,✓I2- Trial (.7r't1' Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 62.5 0.3 0.0 1 0.65 Eq H1 -la 90.0 50 W10X49 Second -North 63.6 0.3 0.0 1 0.66 Eq H1 -la 90.0 50 W10X49 Column Line 40.7 - PP Sep 147/ Z Tv' 'i l 6 m "i Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 68.0 3.9 0.0 1 0.73 Eq Hl-la 90.0 50 W10X49 Second -North 69.1 3.9 0.0 1 0.74 Eq Hl-la 90.0 50 W10X49 Column Line 40.7 - MM See 1,07_ i -T 1 6rotp Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 75.1 2.5 3.7 6 0.63 Eq Hl -la 90.0 50 W10X33 Second -North 83.7 2.5 0.5 1 0.52 Eq H1 -la 90.0 50 W10X33 Column Line 40.7 - KK S WI 2- o r, U l G ro w Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 66.1 29.5 3.5 2 0.73 Eq H1 -la 90.0 50 W10X33 Second -North 87.7 0.0 3.6 1 0.59 Eq H1 -la 90.0 50 W10X33 Column Line 39.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ti Se_ Roof -North 62.1 2.4 5.4 2 0.57 Eq H1 -la 90.0 50 W10X33 tv , a v 9 Second -North 131.9 0.0 12.0 1 1.00 Eq H1 -la 90.0 50 W10X33 Column Line 39.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ,U se_ Roof -North 68.0 4.8 5.1 2 0.50 Eq H1 -la 90.0 50 W10X39 ti/ID X l Second -North 142.3 3.6 9.5 1 0.85 Eq H1 -la 90.0 50 W10X39 Column Line 39.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size IA Sc Roof -North 87.8 10.1 9.3 1 0.87 Eq H1 -la 90.0 50 W10X33 w/LI (N3 Second -North Frame Above- Column Line 39.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U Roof -North 84.8 8.4 13.6 5 0.92 Eq H1 -la 90.0 50 W10X33 I./IL-1)(L 3 h bovf- Gravity Column Design Summary til RAM Steel v8.2 Page 4/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:10:52 , INTEkNATKK'bd Building Code: IBC Steel Code: AISC LRFD Second -North Frame s 1,1 Column Line 39.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size WSc Roof -North 70.6 5.4 3.3 4 0.42 Eq H1 -la 90.0 50 W10X45 viaxci I Second -North 204.1 0.5 8.1 10 0.94 Eq Hl -la 90.0 50 W10X45 Column Line 39.7 -GG W12_ Trio G roi i p Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 59.4 25.1 5.1 4 0.47 Eq H1 -la 90.0 50 W10X45 Second -North 186.4 21.2 5.3 10 0.93 Eq H1 -la 90.0 50 W10X45 Column Line 38.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Use Roof -North 62.3 4.4 1.9 2 0.42 Eq H1 -la 90.0 50 W10X39 wit2x [ el Second -North 180.4 0.0 5.9 6 0.97 Eq Hl -la 90.0 50 W10X39 Column Line 38.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U se_ Oil Roof -North 68.2 9.1 1.8 2 0.41 Eq H1 -la 90.0 50 W10X45 Second -North 199.3 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 4/10,011 Column Line 38.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U Se__ Roof -North 100.3 12.8 16.4 3 0.90 Eq H1 -la 90.0 50 W10X39 1,0q xy 3 Second -North Frame Above- Column Line 38.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size u5_ Roof -North 94.6 16.7 10.8 1 0.80 Eq H1 -la 90.0 50 W10X39 y✓iyx y3 Second -North Frame 4 bbve__ Column Line 38.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size US( Roof -North 62.8 4.7 1.9 4 0.43 Eq H1 -la 90.0 50 W10X39 t,/io x Y 1 Second -North 181.9 0.4 6.0 6 0.98 Eq Hl -la 90.0 50 W10X39 Column Line 37.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size t Se_ Roof -North 100.3 12.8 15.7 1 0.89 Eq H1 -la 90.0 50 W10X39 joy x y 3 Second -North Frame A ho►rc Gravity Column Design Summary sc I, IS Fil RAM Steel v8.2 Page 5/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:10:52 INTERNATKYNAL Building Code: IBC Steel Code: AISC LRFD Column Line 37.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Mse Roof -North 94.6 16.7 11.5 1 0.81 Eq H1 -la 90.0 50 W10X39 a✓pyky3 Second -North Frame A b by c_ Column Line 36.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size USe Roof -North 62.4 5.4 3.0 2 0.37 Eq Hl-la 90.0 50 W10X45 who X Y Y Second -North 181.1 1.8 6.7 6 0.84 Eq H1 -la 90.0 50 W10X45 Column Line 36.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size 'Ise Roof -North 68.2 9.1 1.8 2 0.41 Eq Hl -la 90.0 50 W10X45 Second-North 199.3 6.2 4.9 6 0.91 Eq Hl-la 90.0 50 W10X45 y✓�o Column Line 36.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Ust Roof -North 100.3 12.8 16.4 1 0.90 Eq Hl-la 90.0 50 W10X39 ,,,,„ ... Second -North Frame A4VC- Column Line 36.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size USe Roof -North 90.9 16.7 3.3 10 0.69 Eq H1 -la 90.0 50 W10X39 Iii 0 Kit/ Second -North 156.8 18.9 3.8 6 0.92 Eq Hl -la 90.0 50 W10X39 Column Line 36.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size (se_ Roof -North 62.8 4.7 1.9 3 0.43 Eq Hl -la 90.0 50 W10X39 14 yg Second -North 181.9 0.4 6.0 6 0.98 Eq H1 -la 90.0 50 W10X39 Column Line 35.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U5 e Roof -North 62.4 6.5 4.2 5 0.39 Eq H1 -la 90.0 50 W10X45 Second -North 182.7 4.0 9.4 10 0.88 Eq H1 -la 90.0 50 W10X45 Wia xy y Column Line 35.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 68.2 9.1 1.8 2 0.41 Eq Hl -la 90.0 50 W10X45 (/!f ‘ Second -North 199.3 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 V/ 0 ) ( I ii Column Line 35.7 - MM C '�j E d -to F,-- Level Pu Max Muy LC Interaction Eq. Angle Fy Size S Roof -North 111.1 22.5 2.7 6 0.70 Eq Hl -la 90.0 50 W10X45 W Pix A-b 0 V- tal Gravity Column Design Summary i, \ to RAM Steel v8.2 Page 6/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:10:52 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 188.1 25.5 3.2 6 0.93 Eq H1 -la 90.0 50 W10X45 Column Line 35.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U 5e Roof -North 105.1 26.1 3.1 7 0.81 Eq H1 -la 90.0 50 W10X39 Second -North 169.1 18.9 4.2 6 0.98 Eq H1 -la 90.0 50 W10X39 1^/l bxy y Column Line 35.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size u IR- Roof -North 62.8 4.7 1.9 3 0.43 Eq Hl-la 90.0 50 W10X39 wt o x y 7 Second -North 181.9 0.4 6.0 6 0.98 Eq H1 -la 90.0 50 W10X39 Column Line 34.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size a 5- Roof -North 96.0 16.9 2.8 6 0.60 Eq H1 -la 90.0 50 W10X45 boaxy 7 Second -North 174.2 25.3 3.0 10 0.87 Eq H1 -la 90.0 50 W10X45 Column Line 34.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size 1,15r._ Roof -North 90.1 16.6 3.2 7 0.68 Eq H1 -la 90.0 50 W10X39 Wty xy) Second -North Frame A- yov Column Line 34.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size u s Roof -North 63.4 5.0 2.0 4 0.43 Eq H1 -la 90.0 50 W10X39 WHO Second -North Frame 413 -- Column Line 34.7 - GG .Sew W ► Z Tr 4 f 6 -7r"~ - 1 1 w Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 77.1 24.2 4.7 4 0.55 Eq H1 -la 90.0 50 W10X45 Second -North 197.7 21.7 6.1 10 0.98 Eq H1 -la 90.0 50 W10X45 Column Line 33.6 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size li(s� Roof -North 19.7 11.7 6.5 1 0.28 Eq H1 -lb 90.0 50 W10X33 w/o )( H Second -North 78.2 11.4 6.4 1 0.65 Eq H1 -la 90.0 50 W10X33 I Column Line 33.6 - QQ ,) Level Pu Mux Muy LC Interaction Eq. Angle Fy Size i 4 S E- Roof -North 32.8 2.3 5.3 4 0.35 Eq H1 -la 90.0 50 W10X33 Second -North 112.2 0.0 9.7 1 0.84 Eq Hl -la 90.0 50 W10X33 El Gravity Column Design Summary s c,o RAM Steel v8.2 Page 7/7 RAM DataBase: NorthEnd- Revised 11/24/04 09 :10:52 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Column Line 33.6 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size a3e Roof -North 35.8 4.7 4.9 5 0.38 Eq H1 -la 90.0 50 W10X33 Second -North 121.2 3.5 9.8 1 0.92 Eq H1 -la 90.0 50 W10X33 Column Line 33.6 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Se Roof -North 48.1 8.9 5.5 1 0.51 Eq Hl -la 90.0 50 W10X33 Second -North 99.0 14.8 6.2 1 0.79 Eq H1 -la 90.0 50 W10X33 Column Line 33.6 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size i lelsc Roof -North 45.1 6.6 5.6 1 0.48 Eq H1 -la 90.0 50 W10X33 Second -North 89.4 11.3 6.6 1 0.72 Eq H1 -la 90.0 50 W10X33 Column Line 33.6 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size I / 'Ice_ Roof -North 33.9 2.7 5.3 4 0.36 Eq H1 -la 90.0 50 W10X33 Second -North 115.6 0.4 10.1 1 0.87 Eq HI -la 90.0 50 W10X33 Column Line 33.6 - GG Se VIZ Tr IT4 J 6 ro y Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 54.3 7.7 9.0 1 0.49 Eq H1 -la 90.0 50 W10X39 Second -North 134.9 8.1 11.1 1 0.86 Eq H1 -la 90.0 50 W10X39 El Gravity Column Design Summary RAM Steel v8.2 V12 Tr;k/ 6 ro , .- J ° RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Co s n Line 6.50ft - 112.41ft Leve Pu Mux Muy LC Interaction Eq. An _ Fy Size Roof -North 9.9 2.0 3.6 1 0.10 Eq H1 -lb 0.0 50 W12X53 Second -North 11.0 2.0 3.6 1 0.11 Eq H1- • 0.0 50 W12X53 Column Line 6.50ft - 122.99ft Level Pu Mu Mu C Interaction Eq. Angle Fy Size Roof -North 12.4 0.0 4 .3 10 0.11 Eq H1 -lb 0.0 50 W12X40 Second -North 14.3 I. 0.0 1 0.07 Eq H1 -lb 0.0 50 W12X40 Column Line 44.7 - J Level Pu Mux Muy LC Interaction i . : ngle Fy Size Roof -► .rth 18.3 0.0 1.0 1 0.11 Eq H1 -lb 0.1 50 W12X40 - cond -North 19.2 0.0 0.0 1 0.10 Eq Hl -lb 0.0 6 12X40 Column Line 43.9 - QQ.5 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size C(Sc Roof -North 17.8 0.8 1.7 1 0.11 Eq H1 -lb 90.0 50 W12X40 � Second -North 23.9 0.0 0.1 1 0.12 Eq H1 -lb 90.0 50 W12X40 Column Line 0 . 4 t - 65.52ft Level 1 .. Mux Muy L _. ion c Eq. Angle Fy Size Roof -North 17.4 I!« -mu 1 0.11 Eq H1 -lb 90.0 50 W12X40 Second -North " .4 0.1 0.1 1 0.1 q ' - a • 0.0 50 W12X40 Column Line 20.42ft - 126.33ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Us Roof -North 58.5 14.4 7.5 1 0.71 Eq Hl -la 0.0 50 W12X53 u/12 h6- Second -North 59.7 14.4 7.7 1 0.73 Eq Hl -la 0.0 50 W12X53 Column Line 43.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 51.3 11.5 11.8 6 0.53 Eq Hl -la 90.0 50 W12X40 Second -North 54.3 11.5 0.0 1 0.32 Eq Hl-la 90.0 50 W12X40 W/ 5 Column Line 43.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 79.5 4.2 19.4 6 0.78 Eq H1 -la 90.0 50 W12X40 Use - 1 Second -North 84.3 0.0 0.0 1 0.42 Eq H1 -la 90.0 50 W12X40 w xd 5 Column Line 43.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size se Roof -North 60.8 10.8 16.7 6 0.66 Eq Hl -la 90.0 50 W12X40 W I Z x 5 3 FR I Gravity Column Design Summary Sc.1 RAM Steel v8.2 Page 2/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 INTENATKX.IAL Building Code: IBC Steel Code: AISC LRFD Second -North 94.2 0.0 0.0 1 0.47 Eq H1 -la 90.0 50 W12X40 Column .. e 36.91ft - 82.Olft Level Pu Mux Muy LC Interac o- q. Angle Fy Size Roof -North 30.6 11.2 0.1 1 1. ° q H1 -lb 90.0 50 W12X40 Second -North 3..' 0.1 0 1 0.18 Eq H1 -lb 90.0 50 W12X40 Column Line 43.3 - RR Level Mux Muy L action Eq. Angle Fy Size Roof -North 33.9 14.2 3.2 1 0.31 &TN 90.0 50 W12X40 Second- ∎•.rth 41.1 0.5 0.6 1 0.22 Eq H1 -la 50 W12X40 Column Line 43.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size u Roof -North 58.5 3.1 0.1 1 0.61 Eq Hl -la 90.0 50 W12X53 " Second -North 59.6 3.1 0.1 1 0.62 Eq Hl -la 90.0 50 W12X53 Column Line 43.3 - PP j Level Pu Mux Muy LC Interaction Eq. Angle Fy Size use Roof -North 47.7 8.9 1.2 1 0.53 Eq H1 -la 90.0 50 W12X53 Second -North 48.8 8.9 1.2 1 0.54 Eq H1 -la 90.0 50 W12X53 Column Line 51.07ft - 96.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size sc_ Roof -North 54.4 12.9 10.6 10 0.54 Eq Hl -la 90.0 50 W12X40 Second -North 62.9 0.4 0.2 1 0.32 Eq Hl -la 90.0 50 W12X40 1.✓ /Z 5 Column Line 41.9 - JJ.4 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 73.6 15.6 20.0 10 0.80 Eq H1 -la 90.0 50 W12X40 U Sc Second -North 124.9 0.0 0.0 1 0.62 Eq H1 -la 90.0 50 W12X40 w /z}(53 Column Line 4 . i - ---- Level Pu . Mu eractio Eq. An gle Fy Size Roof -North 98.4 21. 0.82 Eq H1 -la 90.0 50 W12X45 Second -No r • 171.2 5.4 13.3 1 0.94 q • 90.0 50 W12X45 Column Line 41.9 - GG ) Level Pu Mux Muy LC Interaction Eq. Angle Fy Size (he Roof -North 75.8 18.3 12.8 1 0.64 Eq Hl-la 90.0 50 W12X45 Second -North 162.7 17.2 8.6 1 0.89 Eq H1 -la 90.0 50 W12X45 •r2X S 3 Fil Gravity Column Design Summary Sc. 1, an RAM Steel v8.2 Page 3/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Column Line 4 I . - RR Level . Mux Muy LC • ° action Eq. Angle Fy Size Roof -North 40.2 . 10 0.35 Eq H1 -la 90.0 50 W12X40 Second -No 1 _ - . 17.1 0.0 1.. - = e - - a 90.0 50 W12X40 ,_` Column Line 40.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size uS� Roof -North 62.6 0.3 0.0 1 0.64 Eq H1 -la 90.0 50 W12X53 Second -North 63.7 0.3 0.0 1 0.65 Eq H1 -la 90.0 50 W12X53 Column Line 40.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U S& Roof -North 68.1 4.5 0.0 1 0.71 Eq H1 -la 90.0 50 W12X53 Second -North 69.3 4.5 0.0 1 0.72 Eq H1 -la 90.0 50 W12X53 Column Line 40.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Os e_ Roof -North 75.2 2.9 3.8 6 0.53 Eq H1 -la 90.0 50 W12X40 wi2 xd 5 Second -North 84.0 2.9 0.5 1 0.44 Eq H1 -la 90.0 50 W12X40 Column Line 40.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size +use Roof -North 66.2 33.9 3.5 2 0.60 Eq Hl-la 90.0 50 W12X40 w 1 Z X g 3 Second -North 88.0 0.0 3.6 1 0.49 Eq H1 -la 90.0 50 W12X40 Column '►'ne 39.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy S'- e Roof -North 62.3 2.8 5.4 2 0.47 Eq Hl-la 90.0 50 W12X40 Second -North 132.2 0.0 9.7 1 0.80 Eq H1 -la 90.0 50 W12X40 Column Line 39.7 - PP Level Pu . . Muy LC Interact' ► Eq. Angle Fy Size Roof -North 68.0 5.5 5.1 2 0.5 'q H1 -la 90.0 50 W12X40 Second -North 142.3 4.1 •.7 6.86 Eq H1 -la 90.0 50 W12X40 Column Line 39.7 - MM Level Pu Mu • Muy LC Inte : tion Eq. Angle Fy Size Roof -North 87.9 11.6 8.0 1 0.70 Eq ' la 90.0 50 W12X40 1 Second -North Frame Column Line_,39:7 - KK Level. Pu Mux Muy LC Interaction Eq. Angle Fy ize Roof-North 85.0 9.4 12.1 5 0.75 Eq H1 -la 90.0 50 2X40 FRI Gravity Column Design Summary 5= , . 5-1; RAM Steel v8.2 Page 4/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 IMERIATKY AL Building Code: IBC Steel Code: AISC LRFD Second -North Frame Column Line 39. - Level 1 .4 Mux Muy LC Int • - • ; 7 q. Angle Fy Size Roof -North 70.7 6. . 4 0.40 Eq Hl-la 90.0 50 W12X50 Second -N -- -. -O4. 0.5 .. 1 0.89 Eq H1 -la 90.0 50 W12X50 Column Line 39.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size $ Roof -North 59.4 28.5 5.2 4 0.49 Eq H1 -la 90.0 50 W12X45 Second -North 186.4 24.0 5.8 10 0.98 Eq H1 -la 90.0 50 W12X45 W / 2 x 53 Colu Line 38.7 - QQ Leve Pu Mux Muy LC Interaction Eq. Angle Fy Sys.-- Ro -No h 62.3 5.0 1.9 2 0.43 Eq H1 -la 90.0 50 12X40 Second -No 180.5 0.0 6.2 6 0.99 Eq H1 -la 90.0 W12X40 Colum Line 38.7 - P , Level Pu Mux Muy LC Interaction Eq. /Angle Fy Size Roof -North 6 . 10.3 1.8 2 0.43 Eq Hl-la,/ 90.0 50 W12X45 Second -North 199.3 7.0 5.5 6 0.97 Eq HI/la 90.0 50 W12X45 Column Line 38.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 100.3 14.6 16.7 "' 0.92 Eq H1 -la 90.0 50 W12X40 Second -North Frame Column Line 38.7 - KK Level Pu Mux Muy L 4nteraction Eq. Angle Fy Size Roof -North 94.6 1:.' 11.0 1 2 Eq Hl-la 90.0 50 W12X40 Second -North Frame Column Line 38.7 - HH Level Pu Mux Muy LC Interaction ! . Angle Fy Size Roof -North 62.8 5.3 1.9 4 0.43 Eq H1 -la 90.0 50 W12X40 Second North 181.9 0.5 6.3 10 1.00 Eq H1 -la 4 0.0 50 W12X40 Column Line .37.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle F Size Roof"-North 100.3 14.6 15.9 1 0.90 Eq H1 -la 90.0 50 W12X40 Second -North Frame pr Gravity Column Design Summary =� MI RAM Steel v8.2 Page 5/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 INTESJATKBJAI Building Code: IBC Steel Code: AISC LRFD Column Line 37.7 - KK / Lev: Pu Mux Muy LC Interaction Eq. Angle y Size Roof- orth 94.6 18.9 11.7 1 0.83 Eq H1 -la 90.0 50 W12X40 Secon. North Frame Column Line 6.7 - QQ Level Pu Mux Muy LC Interaction Eq. e. ngle Fy Size Roof -North 62.4 6.1 3.0 2 0.40 Eq Hl-la 90.0 50 W12X45 Second -North 181.0 2.1 7.3 6 0.90 Eq Hl -la 90.0 50 W12X45 Column Line 36.7 - P Level Pu Mux Muy LC Interacts c n Eq. Angle Fy Size Roof -North .8.2 10.3 1.8 2 0.43 E. 1-la 90.0 50 W12X45 Second -North 19 7.0 5.5 6 0.97 Hl -la 90.0 50 W12X45 Column Line 36.7 - MM Level Pu Mux Muy LC teraction Eq. Angle Fy Size Roof -North 100.3 4.6 16.7 0.91 Eq Hl-la 90.0 50 W12X40 Second -North Frame Column Line 36.7 - KK Level Pu Mux y LC Interaction Eq. Angle Fy Size Roof -North 90.9 18.9 .4 10 0.71 Eq Hl-la 90.0 50 W12X40 Second -North 156.8 21.4 3.° 6 0.92 Eq H1 -la 90.0 50 W12X40 Column Line 36.7 - HH Level Pu M Muy LC nteraction Eq. Angle Fy Size Roof -North 62.8 .3 1.9 3 0.= Eq Hl -la 90.0 50 W12X40 Second -North 181.9 0.5 6.3 6 1.01 q H1 -la 90.0 50 W12X40 Column Line 35.7 - QQ Level Mux Muy LC Interaction q. Angle Fy Size Roof -North 8.7 18.5 11.0 5 0.42 Eq Hl-la 90.0 50 W12X45 Second -North 182.6 4.5 10.3 10 0.95 Eq H1 -la 90.0 50 W12X45 Column Line 35.7 , PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -No 68.2 10.3 1.8 2 0.43 Eq Hl-la 90.0 0 W12X45 Second- orth 199.3 7.0 5.5 6 0.97 Eq Hl-la 90.0 5 W12X45 Coln Line 35.7 - MM evel Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -North 111.1 25.5 2.8 6 0.75 Eq Hl -la 90.0 50 W12X45 Gravity Column Design Summary c i , a RAM Steel v8.2 Page 6/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Second -North 188.0 28.9 3.5 6 0.98 Eq H1 -la 90.0 50 W12X45 Column L'ne 35.7 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Si Roof -Nort' 105.1 29.5 3.2 7 0.83 Eq H1 -la 90.0 50 12X40 Second -North 169.1 21.4 4.4 6 0.99 Eq Hl-la 90.0 41 W12X40 Column Line 35.7 - HH Level Mux Muy LC Interaction E I Angle Fy Size Roof -North 62.8 5.3 1.9 3 0.43 Eq H1 90.0 50 W12X40 Second -North 181.9 1.5 6.3 6 1.00 Eq -la 90.0 50 W12X40 Column Line 34.7 - MM Level Pu Mux L Interaction Eq. Angle Fy Size Roof -North 96.0 19.2 3.0 6 0.64 Eq H1 -la 90.0 50 W12X45 Second -North 174.2 28.6 ." 1; 0.91 Eq Hl-la 90.0 50 W12X45 Column Line 34.7 - KK Level Pu r ux Muy LC Interactio - Eq. Angle Fy Size 1J 10410 Roof -North 90.1 18.8 3.3 7 0.70 Eq H1-1. 90.0 50 W12X40 Second -North Frame Column Line 34.7 - Level Pu Mux Muy LC Interaction Eq. Angle Size Roof -No 63.5 5.7 2.0 4 0.39 Eq H1 -la 90.0 50 12X45 Seco .- orth Fra , ,e X Column Line 34.7 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size lifSe Roof -North 77.2 27.6 4.7 4 0.51 Eq Hl-la 90.0 50 W12X50 Second -North 197.9 24.8 5.7 10 0.92 Eq Hl-la 90.0 50 W12X50 W 1 2 ?c Column Line 33.6 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy°"""Size Roof -North .8 13.5 6.6 1 0.23 Eq Hl lb 0.0 50 W12X40 Second -North 78.5 .0 6.5 1 0.54 Eq-III -la 90.0 50 W12X40 Column Line 33.6 - QQ ) Level Pu ��- . ,Mux Muy LC Inters tion Eq. Angle Fy Size Roof -North 3-0 2.7 5.3 4 0.29 Eql 90.0 50 W12X40 Second-Noah-- 0.0 8.3 1 0.68 Eq Hl -la x'90.0 50 W12X40 v RAM Steel v8.2 Gravity Column Design Summary Sc ; . Page 7/7 RAM DataBase: NorthEnd- Revised 11/24/04 09:12:01 INTENATKNJAL Building Code: IBC Steel Code: AISC LRFD Column Line 33.6 - PP Level Pu Mux Muy LC Interaction Eq. Angle ' y Size Roof -North 36.0 5.4 5.0 5 0.31 Eq Hl-la 90 ! 50 W12X40 Second -North 121.5 4.0 8.2 1 0.74 Eq H1 -la '0.0 50 W12X40 Column Line 33.6 - MM Level Pu ux Muy LC Intera ion Eq. Angle Fy Size Roof -North 48.3 11. 5.6 1 0.4 . H1 -la 90.0 50 W12X40 Second -North 99.4 17.0 5.8 1 1..5 Eq H1 -la 90.0 50 W12X40 Column Line 33.6 - KK Level Pu Mux i y L teraction Eq. Angle Fy Size Roof -North 45.3 7.6 5.7 1 0.41 q Hl -la 90.0 50 W12X40 Second -North 89.7 13.1 6.6 1 0.60 Eq -la 90.0 50 W12X40 Column Line 33.6 - HH Level I Mux Muy LC Interaction Eq. Ang - Fy Size Roof -North 34.0 3.1 5.3 4 0.30 Eq H1 -la 90.0 0 W12X40 Second -North 115.9 0.4 8.6 1 0.70 Eq H1 -la 90.0 50 12X40 1 Column Line 33.6 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Li5e Roof -North 54.3 8.7 9.1 1 0.50 Eq H1 -la 90.0 50 W12X40 Second -North 135.0 9.2 11.3 1 0.87 Eq H1 -la 90.0 50 W12X40 wI2X 5 3 1 t, Gravity Column Design RAM Steel v8.2 cc.i, 5 RAM DataBase: NorthEnd- Revised 11/24/04 09:13:15 I INTERNAIlaJAI Building Code: IBC Steel Code: AISC LRFD Story level Roof - North, Column Line 40.7 - PP Fy (ksi) = 50.00 Column Size = W10X49 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 38.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.49 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 23.73 0.00 24.73 Moments Top Mx (kip -ft) 1.34 0.00 1.45 My (kip -ft) -0.00 0.00 -0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (L2DL + 0.5LL + 1.6RF) Pu (kips) = 68.04 0.85 *Pn (kips) = 95.84 Mux (kip -ft) = 3.93 0.90 *Mnx (kip -ft) = 201.96 Muy (kip -ft) = 0.00 0.90 *Mny (kip -ft) = 105.19 Cbx = 1.75 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 374.40 Pey (kips) = 128.56 B1x = 1.00 Bly = 1.27 INTERACTION EQUATION Pu/0.85 *Pn = 0.71 Eq H1 -la: 0.710 + 8/9 *(0.019 + 0.000) = 0.727 ff ii Gravity Column Design Sc ∎ , 44, RAM Steel v8.2 Page 2/2 RANI DataBase: NorthEnd- Revised 11/24/04 09:13:15 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Second - North, Column Line 40.7 - PP Fy (ksi) = 50.00 Column Size = W10X49 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 38.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.49 7.50 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 24.61 0.00 24.73 Moments Top Mx (kip -ft) 1.34 0.00 1.45 My (kip -ft) -0.00 0.00 -0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 69.10 0.85 *Pn (kips) = 95.84 Mux (kip -ft) = 3.93 0.90 *Mnx (kip -ft) = 195.68 Muy (kip -ft) = 0.00 0.90 *Mny (kip -ft) = 105.19 Cbx = 1.70 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 374.40 Pey (kips) = 128.56 Blx = 1.00 Bly = 1.30 INTERACTION EQUATION Pu /0.85 *Pn = 0.72 Eq Hl -la: 0.721 + 8/9 *(0.020 + 0.000) = 0.739 FRI Gravity Column Design RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 11/24/04 09:13:15 INTEINATIONAI Building Code: IBC Steel Code: AISC LRFD Story level Roof - North, Column Line 40.7 - MM Fy (ksi) = 50.00 Column Size = W10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 20.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 0.00 6.48 CONTROLLING COLUMN LOADS - Load Case 6: Dead Live Roof Axial (kips) 32.45 0.00 22.59 Moments Top Mx (kip -ft) 2.68 0.00 -0.45 My (kip -ft) 1.28 0.00 1.37 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.35 0.00 0.00 Single curvature about X -Axis Reverse curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 75.07 0.85 *Pn (kips) = 135.57 Mux (kip -ft) = 2.50 0.90 *Mnx (kip -ft) = 136.54 Muy (kip -ft) = 3.74 0.90 *Mny (kip -ft) = 51.75 Cbx = 1.32 Cmx = 0.60 Cmy = 0.56 Pex (kips) = 235.38 Pey (kips) = 181.87 B 1 x = 1.00 B l y = 1.00 INTERACTION EQUATION Pu /0.85 *Pn = 0.55 Eq H1 -la: 0.554 + 8/9 *(0.018 + 0.072) = 0.634 riii Gravity Column Design Se I. Ps riliV RAM Steel v8.2 Page 2/2 RANI DataBase: NorthEnd- Revised 11/24/04 09:13:15 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Second - North, Column Line 40.7 - MM Fy (ksi) = 50.00 Column Size = W10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 37.68 0.00 24.03 Moments Top Mx (kip -ft) 2.68 0.00 -0.45 My (kip -ft) 0.39 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 83.66 0.85 *Pn (kips) = 166.94 Mux (kip -ft) = 2.50 0.90 *Mnx (kip -ft) = 141.61 Muy (kip -ft) = 0.47 0.90 *Mny (kip -ft) = 51.75 Cbx = 1.28 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 235.38 Pey (kips) = 224.53 B lx = 1.00 B l y = 1.00 INTERACTION EQUATION Pu /0.85 *Pn = 0.50 Eq H1 -1a: 0.501 + 8/9 *(0.018 + 0.009) = 0.525 ) Fil Gravity Column Design RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 11/24/04 09:13:15 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Roof - North, Column Line 43.9 - HH Fy (ksi) = 50.00 Column Size = W10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 20.00 20.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 7.36 6.48 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 40.98 0.85 21.02 Moments Top Mx (kip -ft) -2.45 0.20 -0.53 My (kip -ft) 9.17 -0.28 3.99 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 ■ AO Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 83.23 0.85 *Pn (kips) = 135.57 Mux (kip -ft) = 3.69 0.90 *Mnx (kip -ft) = 145.50 Muy (kip -ft) = 19.07 0.90 *Mny (kip -ft) = 51.75 Cbx = 2.30 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 849.71 Pey (kips) = 181.87 Blx = 1.00 Bly = 1.11 INTERACTION EQUATION Pu/0.85 *Pn = 0.61 Eq H1 -la: 0.614 + 8/9 *(0.025 + 0.369) = 0.964 Gravity Column Design .. I , FR RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd- Revised 11/24/04 09:13:15 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Second - North, Column Line 43.9 - HH Fy (ksi) = 50.00 Column Size = W10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 18.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 41.57 0.85 21.02 Moments Top Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 1 S O Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 83.94 0.85 *Pn (kips) = 166.94 Mux (kip -ft) = 0.00 0.90 *Mnx (kip -ft) = 110.59 Muy (kip -ft) = 0.00 0.90 *Mny (kip -ft) = 51.75 Cbx = 1.00 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 1049.03 Pey (kips) = 224.53 B1x = 1.00 Bly = 1.00 INTERACTION EQUATION Pu /0.85 *Pn = 0.50 Eq H1 -la: 0.503 + 8/9 *(0.000 + 0.000) = 0.503 1 r rill Gravity Column Design RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 11/24/04 09:13:15 ' INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Roof - North, Column Line 43.9 - JJ.4 Fy (ksi) = 50.00 Column Size = W10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 20.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 0.00 6.48 CONTROLLING COLUMN LOADS - Load Case 6: Dead Live Roof Axial (kips) 26.43 0.00 12.13 Moments Top Mx (kip -ft) 5.09 0.00 2.45 My (kip -ft) 5.38 0.00 3.30 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 i ND Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 51.12 0.85 *Pn (kips) = 135.57 Mux (kip -ft) = 10.03 0.90 *Mnx (kip -ft) = 145.50 Muy (kip -ft) = 11.74 0.90 *Mny (kip -ft) = 51.75 Cbx = 1.75 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 235.38 Pey (kips) = 181.87 Blx = 1.00 Bly = 1.00 INTERACTION EQUATION Pu /0.85 *Pn = 0.38 Eq H1 -la: 0.377 + 8/9 *(0.069 + 0.227) = 0.640 l Gravity Column Design SGt,� RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd- Revised 11/24/04 09:13:15 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Story level Second - North, Column Line 43.9 - JJ.4 Fy (ksi) = 50.00 Column Size = W 10X33 Orientation (degrees) = 90.0 INPUT DESIGN PARAMETERS: X -Axis Y -Axis Lu (ft) 38.00 18.00 K 1 1 Braced Against Joint Translation Yes Yes Column Eccentricity (in) Top 7.36 6.48 Bottom 0.00 0.00 CONTROLLING COLUMN LOADS - Load Case 1: Dead Live Roof Axial (kips) 27.02 0.00 13.48 Moments Top Mx (kip -ft) 5.09 0.00 2.45 My (kip -ft) 0.00 0.00 0.00 Bot Mx (kip -ft) 0.00 0.00 0.00 My (kip -ft) 0.00 0.00 0.00 Single curvature about X -Axis Single curvature about Y -Axis CALCULATED PARAMETERS: (1.2DL + 0.5LL + 1.6RF) Pu (kips) = 53.99 0.85 *Pn (kips) = 166.94 Mux (kip -ft) = 10.03 0.90 *Mnx (kip -ft) = 145.50 Muy (kip -ft) = 0.00 0.90 *Mny (kip -ft) = 51.75 Cbx = 1.70 Cmx = 0.60 Cmy = 0.60 Pex (kips) = 235.38 Pey (kips) = 224.53 Blx = 1.00 Bly = 1.00 INTERACTION EQUATION Pu /0.85 *Pn = 0.32 Eq H1 -la: 0.323 + 8/9 *(0.069 + 0.000) = 0.385 rim Gravity Column Design Summary RAM Steel v8.2 ..,I .Z Washington Square RANI q DataBase: SouthEnd 12/07/04 11:54:49 INTERNATONAI Building Code: IBC Steel Code: AISC LRFD Column Line 33.8 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Vs Roof -South 32.8 2.3 5.2 2 0.35 Eq H1 -la 90.0 50 W10X33 Second -South 112.2 0.0 9.7 1 0.84 Eq H1 -la 90.0 50 W10X33 Column Line 33.8 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Use Roof -South 35.8 4.7 4.9 2 0.38 Eq H1 -la 90.0 50 W10X33 Second -South 121.2 3.5 9.8 1 0.91 Eq H1 -la 90.0 50 W10X33 Column Line 33.8 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size use Roof -South 42.5 16.4 14.0 1 0.65 Eq H1 -la 90.0 50 W10X33 w t yxyj Second -South Frame q h ovL Column Line 33.8 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Nsc Roof -South 57.4 13.7 8.2 1 0.67 Eq H1 -la 90.0 50 W10X33 w o 03 Second -South Frame Above- Column Line 33.8 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size �f� Roof -South 33.0 2.4 5.4 3 0.35 Eq Hl -la 90.0 50 W10X33 Second -South 112.8 0.1 10.0 1 0.85 Eq H1 -la 90.0 50 W10X33 Column Line 33.8 - GG few WIZ I ►'■ 4 ( C eini Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 52.5 11.6 5.4 1 0.55 Eq H1 -la 90.0 50 W10X33 Second -South 132.6 11.3 7.7 1 1.00 Eq H1 -la 90.0 50 W10X33 Column Line 32.7 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size US Roof -South 104.6 14.5 14.6 3 0.91 Eq H1 -la 90.0 50 W10X39 Second -South Frame iYx4j Above - Column Line 32.7 - KK . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 99.1 18.2 10.9 5 0.85 Eq H1 -la 90.0 50 W10X39 Uce_ Second -South Frame t.f 1 > Above- - Column Line 32.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size rifil Gravity Column Design Summary 5c, c . k.4 RAM Steel v8.2 Page 2/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:54:49 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Roof -South 59.6 5.0 1.9 4 0.50 Eq Hl -la 90.0 50 W10X33 e,ts Second -South Frame WIY kbv re- Column Line 32.7 - GG.1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 66.7 11.0 19.1 1 0.89 Eq H1 -la 90.0 50 W10X33 ilk- Second-South Frame v /1 X`13 00 vc Column Line 31.7 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 81.2 2.4 21.7 4 0.99 Eq Hl -la 90.0 50 W10X33 V ( Second -South 158.6 0.0 11.6 1 0.94 Eq Hl -la 90.0 50 W10X39 l✓ ''y 7 Column Line 31.7 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.5 9.2 23.5 4 0.99 Eq Hl -la 90.0 50 W10X39 USA Second -South 151.4 6.7 10.5 1 0.92 Eq HI -la 90.0 50 W10X39 WICA i f Y I . Column Line 31.7 - NN Sec V 1 2. Tr'k/ Grbt. -p Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 123.5 22.7 17.1 10 0.93 Eq HI -la 90.0 50 W10X45 Second -South 288.8 0.0 0.0 1 0.80 Eq HI -la 90.0 50 W10X49 Column Line 31.7 - JJ ee.. V✓ I L 7';,. ( G `01, Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 113.2 15.9 16.3 10 0.83 Eq Hl -la 90.0 50 W10X45 Second -South 282.0 0.0 0.0 1 0.78 Eq HI -1a 90.0 50 W10X49 Column Line 31.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 88.6 9.8 20.9 5 0.87 Eq H1 -la 90.0 50 W10X39 4 Second -South 129.5 11.2 9.7 1 0.83 Eq H1 -la 90.0 50 W10X39 V10547 Column Line 31.7 - GG.1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size vise Roof -South 87.0 9.4 16.5 6 0.98 Eq H1 -la 90.0 50 W10X33 li/O ky c1 Second -South Frame Abo w-- Column Line 30.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.5 9.2 23.5 3 0.99 Eq H1 -la 90.0 50 W10X39 Ilse Second -South 151.4 6.7 10.5 1 0.92 Eq H1 -la 90.0 50 W10X39 too x '-/ l FR Gravity Column Design Summary 4r RAM Steel v8.2 Page 3/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:54:49 INTERNATaNtAL Building Code: IBC Steel Code: AISC LRFD Column Line 30.3 - NN S L✓ / 2 - Tr ro y Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 123.1 22.7 16.8 6 0.92 Eq H1 -la 90.0 50 W10X45 Second -South 288.5 0.0 0.0 1 0.80 Eq H1 -la 90.0 50 W10X49 Column Line 30.3 - JJ -L V12 Tr; a / G r 0. Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 112.8 15.9 15.9 6 0.83 Eq H1 -la 90.0 50 W10X45 Second -South 281.8 0.0 0.0 1 0.78 Eq H1 -la 90.0 50 W10X49 Column Line 30.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 88.6 9.9 21.0 2 0.88 Eq H1 -la 90.0 50 W10X39 " Second -South 129.6 11.4 9.9 1 0.83 Eq Hl-la 90.0 50 W10X39 1.40 k Y i Column Line 30.3 - GG.1 Sec L✓ )Z T 41 Grov - Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 91.1 13.0 18.0 1 0.86 Eq H1 -la 90.0 50 W10X39 Second -South 174.7 13.0 6.4 1 0.85 Eq Hl -la 90.0 50 W10X45 Column Line 29.3 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size USe Roof -South 38.2 21.8 3.7 2 0.48 Eq H1 -la 90.0 50 W10X33 y kN3 Second -South 129.5 18.7 3.7 6 0.95 Eq H1 -la 90.0 50 le-X33 Abovc, Column Line 29.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 Est Second -South 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 W ioNLI q Column Line 29.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Ise Roof -South 67.1 8.8 1.8 2 0.58 Eq H1 -la 90.0 50 W10X33 w'0 ky Second -South 198.5 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 29.3 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 106.5 14.0 20.3 1 0.99 Eq H1 -la 90.0 50 W10X39 Use- Second-South Frame Will xti 3 / - b o Vf. Column Line 29.3 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size rim Gravity Column Design Summary Sc , RAM Steel v8.2 Page 4/6 Washington Square RA M DataBase: SouthEnd 12/07/04 11:54:49 I NiERNATKJl i Building Code: IBC Steel Code: AISC LRFD Roof -South 100.9 17.7 10.9 1 0.85 Eq H1 -la 90.0 50 W10X39 Usc Second -South Frame ►./ I'1 X N A-bo ve..- Column Line 28.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.1 4.4 1.9 2 0.52 Eq Hl -la 90.0 50 W10X33 IlSc Second -South 180.3 0.0 5.9 6 0.96 Eq Hl -la 90.0 50 W10X39 W a k N 7 Column Line 28.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Vk Roof -South 67.9 8.8 1.8 2 0.59 Eq H1 -la 90.0 50 W10X33 14//0V-11 y Second -South 199.0 6.2 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 Column Line 28.3 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size 44-e_ Roof -South 100.9 12.3 16.3 3 0.90 Eq H1 -la 90.0 50 W10X39 o i l >o 3 Second -South Frame ,41,03/C Column Line 28.3 - KK )64, Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 95.2 16.1 11.0 1 0.81 Eq Hl -la 90.0 50 W10X39 '{Sci Second -South Frame t i (j)N3 Column Line 28.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.6 5.0 1.9 3 0.52 Eq H1 -la 90.0 50 W10X33 Vi c- Second-South 181.7 0.6 6.1 6 0.98 Eq H1 -la 90.0 50 W10X39 W 10 x 7 Column Line 27.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.1 4.4 1.9 2 0.52 Eq H1 -la 90.0 50 W10X33 4Sc Second -South 180.3 0.0 5.9 6 0.96 Eq H1 -la 90.0 50 W10X39 wi() ) Y7 Column Line 27.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 67.9 8.7 1.8 2 0.58 Eq H1 -la 90.0 50 W10X33 Ufa Second -South 198.5 6.0 4.9 6 0.91 Eq H1 -la 90.0 50 W10X45 0 0 X 7 7 Column Line 27.3 - MM Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 87.8 4.5 16.6 1 0.96 Eq Hl -la 90.0 50 W10X33 E sc Second -South Frame IA/ I 1 x N j ,4b 0 ve Fil Gravity Column Design Summary St' 1.17 RAM Steel v8.2 Page 5/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:54:49 INTERNATONAL Building Code: IBC Steel Code: AISC LRFD Column Line 27.3 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U jc Roof -South 82.0 8.3 11.4 1 0.85 Eq H1 -la 90.0 50 W10X33 wiy0 Second -South Frame A-bo Ye- Column Line 27.3 -1111 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62.6 4.5 1.9 3 0.52 Eq Hl -la 90.0 50 W10X33 I Af - e Second -South 181.1 0.2 6.0 6 0.97 Eq Hl-la 90.0 50 W10X39 t,,, I p K y l Column Line 26.3 - QQ Ste, l,/I 2. I r► Al GroU Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 72.1 5.9 4.7 2 0.65 Eq H1 -la 90.0 50 W10X33 Second -South 209.2 1.7 8.2 6 0.65 Eq H1 -la 90.0 50 W10X49 Column Line 26.3 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size IA Roof -South 73.3 6.6 3.4 2 0.64 Eq H1 -la 90.0 50 W10X33 Second -South 214.3 2.1 6.3 6 0.65 Eq H1 -la 90.0 50 W10X49 wfo X71 Column Line 500.42ft - 91.17ft $e e_ V IZ "14 / 6 r ,,,, Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 119.0 24.5 1.8 3 0.88 Eq H1 -la 90.0 50 W10X39 Second -South 189.7 27.3 3.5 6 0.94 Eq H1 -la 90.0 50 W10X45 Column Line 500.42ft - 139.17ft sc 14/ Z Yr,`u 1 G r Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 112.0 28.9 1.3 2 0.84 Eq H1 -la 90.0 50 W10X39 Second -South 167.9 20.8 3.5 6 0.98 Eq H1 -la 90.0 50 W10X39 Column Line 26.3 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size 05 t Roof -South 67.4 7.2 3.7 2 0.60 Eq H1 -la 90.0 50 W10X33 Second -South 193.5 4.6 8.4 6 0.92 Eq H1 -la 90.0 50 W10X45 00 k y Column Line 540.17ft - 75.67ft 5 c-c- v) Tr i u r* (, r . Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 100.9 46.1 5.8 1 0.92 Eq HI -la 90.0 50 W10X39 Second -South 154.7 1.3 0.0 1 0.93 Eq H1 -la 90.0 50 W10X33 Column Line 24.7 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size }_ Gravity Column Design Summary A • 3 RAM Steel v8.2 Page 6/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:54:49 IN] ERNATCNAL Building Code: IBC Steel Code: AISC LRFD Second -South 54.2 11.1 19.1 1 0.72 Eq H1 -la 90.0 50 W10X33 F m5( Column Line 24.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -South 43.0 0.6 22.3 1 0.64 Eq H1 -la 90.0 50 W10X33 St Column Line 540.17ft - 154.66ft Sec W1 ri"o 1 Gf 07 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Second -South 42.5 0.1 21.5 1 0.62 Eq Hl -la 90.0 50 W10X33 Column Line 540.17ft - 154.67ft t.,// L TT,k / (, r Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 96.0 50.2 5.8 1 0.91 Eq H1 -la 90.0 50 W10X39 Column Line 24.9 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 8.8 2.6 1.3 1 0.23 Eq H1 -lb 90.0 46 HSS5.000X0.375 Second -South 28.9 2.9 1.4 1 0.48 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 12.7 1.7 1.9 5 0.21 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 48.2 0.0 2.2 1 0.67 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 6.7 2.6 1.1 1 0.16 Eq Hl -lb 90.0 46 HSS5.000X0.500 Second -South 25.9 2.9 1.2 1 0.44 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 6.9 2.6 1.1 1 0.17 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 26.1 2.9 1.2 1 0.44 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 8.0 2.6 1.1 1 0.17 Eq Hl -lb 90.0 46 HSS5.000X0.500 Second -South 27.3 2.9 1.2 1 0.46 Eq Hl -la 90.0 46 HSS5.000X0.500 Fril Gravity Column Design Summary RAM Steel v8.2� Washington Square RAM DataBase: SouthEnd 12/07/04 11:55:53 INTERNATCNA1 Building Code: IBC Steel Code: AISC LRFD Colu .1 Line 33.8 - QQ Le Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof- • th 33.0 2.7 5.3 2 0.29 Eq H1 -la 90.0 50 •12X40 Second -So► h 112.5 0.0 8.3 1 0.68 Eq H1 -la 90.0 1 W12X40 Column Line 33.8 - P' Level Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 36.1 5.4 5.0 2 0.31 Eq H1- 90.0 50 W12X40 Second -South 121.5 4.0 8.2 1 0.74 Eq -la 90.0 50 W12X40 Column Line 33.8 - MM Level Pu Mux ' uy L nteraction Eq. Angle Fy Size Roof -South 42.7 18.8 14.1 1 0.54 Eq H1 -la 90.0 50 W12X40 Second -South Frame Column Line 33.8 - KK Level Pu Mux Muy LC Interac' ' • n Eq. Angle Fy Size Roof -South 57.6 /5.8 7.6 1 0.55 Eq H1- 90.0 50 W12X40 Second -South Frame Column Line 33.8 - Level Pu Mux Muy LC Interaction Eq. Angle Size Roof -Sout 33.2 2.7 5.4 3 0.29 Eq H1 -la 90.0 50 12X40 Second- outh 113.1 0.1 8.6 1 0.69 Eq H1 -la 90.0 50 W1 X40 Column Line 33.8 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 52.6 13.3 5.4 1 0.46 Eq H1 -la 90.0 50 W12X40 Second -South 132.9 12.9 6.2 1 0.80 Eq Hl -la 90.0 50 W12X40 ✓► 2'<53 Colu Line 32.7 - MM ,.- Leve Pu Mux Muy LC Interaction Eq. -mangle Fy Size Roof -Sout 104.6 16.5 14.6 3 0.93 q-FI 90.0 50 W12X40 Second -South Frame Column Line 32.7 - KK Level Pu ux . LC Interaction Eq. Angle Fy Size Roof -South •'. 20.6 11.1 Eq H1 -la 90.0 50 W12X40 Second -Sout Frame Column Line 32.7 - I-IH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size El Gravity Column Design Summary V.A.140 RAM Steel v8.2 Page 2/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:55:53 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD oof -South 59.8 5.7 1.9 4 0.42 Eq Hl -la 90.0 50 W12X40 Sec • -South Frame Column Line 32.7 - t- .1 Level Mux Muy LC Intern Lion Eq. Angle Fy Size Roof -South 66.9 12.6 19.2 2 0 4 Eq H1 -la 90.0 50 W12X40 Second -South Frame Column Line 31.7 - QQ Level Pu Mu Muy C Interaction Eq. Angle Fy Size Roof -South 81.4 .8 19.2 4 s 79 Eq H1 -1a 90.0 50 W12X40 Second -South 158.8 0.0 12.0 1 0.9 q H1 -la 90.0 50 W12X40 Column Line 31.7 - PP Level Pu Mux Muy LC Interaction Eq. An It°�Fy Size Roof -Sou 100.6 10.1 21.8 4 0.87 Eq Hl -la 90.0 5 W12X45 Second) th 151.5 7.6 10.8 1 0.94 Eq H1 -la 90.0 50 W12X40 Column Line 31.7 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size tit Roof -South 123.5 25.7 18.2 10 0.99 Eq Hl -la 90.0 50 W12X45 X._ Second -South 288.9 0.0 0.0 1 0.76 Eq Hl -la 90.0 50 W12X53 ./ /2 x 5) Column Line 31.7 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 113.2 18.0 17.2 10 0.90 Eq H1 -la 90.0 50 W12X45 4 i Second -South 282.1 0.0 0.0 1 0.74 Eq H1 -la 90.0 50 W12X53 '/ X 53 Column Line 31.7 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 88.6 11.1 21.2 5 0.89 Eq H1 -la 900- 50 W12X40 Second -South 9.6 12.7 9.9 1 0.84 Eq H1 -la 90.0 50 W12X40 Column Line 31.7 - GG.1 Level Pu Mux ' 4 uy Interaction Eq. Angle Fy Size Roof -South 87.1 10.8 0.4 6 0.82 Eq Hl -la 90.0 50 W12X40 Second -South Frame ) Column Line 30.3 - PP Level Pu Mux Muy LC Interaction Eq. , • le Fy Size Roof -South 100.6 10.1 21.8 3 0.87 Eq H1 -la 90.0 50 W12X45 Sean I- outh 151.5 7.6 10.8 1 0.94 Eq H1 -la 90.0 5 12X40 Gravity Column Design Summary RAM Steel v8.2 Page 3/6 Washington Square R A M DataBase: SouthEnd 12/07/04 11:55:53 IMERN Building Code: IBC Steel Code: AISC LRFD Column Line 30.3 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 123.1 25.7 17.9 6 0.99 Eq Hl -la 90.0 50 W12X45 VSe_ Second -South 288.6 0.0 0.0 1 0.76 Eq H1 -la 90.0 50 W12X53 X Column Line 30.3 - JJ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U SL Roof -South 112.8 18.0 16.8 6 0.89 Eq HI -la 90.0 50 W12X45 Second -South 281.9 0.0 0.0 1 0.74 Eq H1 -la 90.0 50 W12X53 i / I j) 3 Column Line 30.3 - H Level Pu Mux 44 uy C Interaction Eq. Angle Fy Size Roof -South 88.6_ 21. _ - 1.90 Eq H1 -la 90.0 50 W12X40 - .7 Second -South � 12.9 10.1 1 0.84 q a 90.0 50 W12X40 Column Line 30.3 - GG.1 Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 91.1 14.8 18.3 1 0.88 Eq H1 -la 90.0 50 W12X40 1 4) a s Second -South 174.7 14.7 7.0 1 0.91 Eq Hl -la 90.0 50 W12X45 1,/ /2 x53 Column Line 29.3 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 38.3 25.0 3.7 2 0.39 Eq H1 -la 90.0 50 W12X40 Second -South 139.1 21.5 0.0 1 0.78 Eq H1 -la 90.0 °5 0 W12X40 Column Line 29.3 - QQ Level Pu 4 ux Muy LC Interacti s • q. Angle Fy Size Roof -South 62.3 5.1 1.9 2 0.43 ° 1 -la 90.0 50 W12X40 Second -South 180.5 0.0 6.2 6 0 • ° Eq HI -la 90.0 50 W12X40 Column Line 29.3 - PP Level Pu Mux ,, LC nraction Eq. Angle Fy Size Roof -South 67.3 10.1s 1.8 2 0.48 o H1 -la 90.0 50 W12X40 Second -South 198.7 .0 5.5 6 0.97 Egli -la 90.0 50 W12X45 Column Line 29.3 - MM Level Pu Mux Muy LC Interaction Eq. Ang Fy Size Roof -South 106.6 16.0 18.7 1 0.87 Eq H1 -la 90.0 W12X45 Second- . euth rame Column Line 29.3 - KK Level Pu Mux Muy LC Interaction Eq. Angle Fy Size II Gravity Column Design Summary Sc.' `i RAM Steel v8.2 Page 4/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:55:53 INTERNATKJNPA Building Code: IBC Steel Code: AISC LRFD Roof -South 100.9 20.0 10.9 5 0.86 Eq H1 -la 90.0 50 W12X40 Second -South Frame 1 Colu Line 28.3 - QQ / Lev I Pu Mux Muy LC Interaction Eq. Angle /Fy Size Roof- outh 62.3 5.0 1.9 2 0.43 Eq H1 -la 90.9/ 50 W12X40 Second outh 180.5 0.0 6.2 6 0.99 Eq Hl-la 90.0 50 W12X40 Column Line 2 3 - PP Level Pu Mux Muy LC Interaction E . Angle Fy Size Roof -South 68.0 10.1 1.8 2 0.48 Eq H171a 90.0 50 W12X40 Second -South 199.1 7.0 5.5 6 0.97 Eq Hsi -la 90.0 50 W12X45 / Column Line 28.3 - MM L / evel P Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 101.0 13.9 16.6 3 0,:92 Eq Hl -la 90.0 50 W12X40 Second -South Frame / Column Line 28.3 - KK / Level Pu Mux u Muy' LC Interaction Eq. Angle Fy Size Roof -South 95.2 18.3 1,,'2 1 0.82 Eq H1 -la 90.0 50 W12X40 Second -South Frame Column Line 28.3 - HH 1 Level Pu Mux/ Muy LC nteraction Eq. Angle Fy Size Roof -South 62.7 5/ 1.9 3 0.- 4 Eq H1 -1a 90.0 50 W12X40 Second -South 181.9 x; 0.7 6.3 6 1.00 q H1 -la 90.0 50 W12X40 Column Line 27.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 62. 5.0 1.9 2 0.43 Eq H1 -11\ 90.0 50 W12X40 Second -South 18 .5 0.0 6.2 6 0.99 Eq H1 -la \ 90.0 50 W12X40 / Column Line 27.3 - PP Level Pu Mux Muy LC Interaction Eq. Angl i Fy Size Roof -South 68.0 10.0 1.8 2 0.48 Eq H1 -la 90.0 50 W12X40 Second -South 198.6 6.8 5.5 6 0.97 Eq Hl -la 90.0 .0 W12X45 } Column Line 27.3 - MM Level / Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 87.9 5.2 14.4 3 0.77 Eq H1 -la 90.0 50 W12X40 Second -South Frame Gravity Column Design Summary V ,, ` RAM Steel v8.2 Page 5/6 Washington Square RAM DataBase: SouthEnd 12/07/04 11:55:53 IN ERNATK)NAL Building Code: IBC Steel Code: AISC LRFD Column e 27.3 - KID Level Pu Mux Muy LC Interaction Eq. Angle-- Fy Size Roof -South : _ 9.5 10.5 1 0.69 Eq Hl-la '0.0 50 W12X40 Second -South Frame Column Line 27.3 - HH �nt� raccti Level Pu ► Muy LC Ie Eq. Angle Fy Size Roof - South 5.1 1.9 3 0.43 Eq H1 -1a 90.0 50 W12X40 Second -So • 181.2 0.2 6.2 6 0.99 Eq H1 -la 90. 50 W12X40 Column Line 26.3 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size (ISe Roof -South 72.2 6.8 4.8 2 0.54 Eq H1 -la 90.0 50 W12X40 Second -South 209.4 2.0 10.9 6 0.95 Eq Hl -la 90.0 50 W12X50 1. 2' 3 Column Line a . ' Level Pu '1 . ► ' LC Interaction Eq. Angle Fy Size Roof -South 735 3. ' ! Es H1 -la 90.0 50 W12X40 Second -South 214.4 2.4 8.7 6 0.94 Eq - . 90.0 50 W 12X50 Column Line 500.42ft - 91.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size 14 k Roof -South 119.0 27.4 1.8 3 0.90 Eq H1 -la 90.0 50 W12X40 wl 2 )5 3 Second -South 189.7 31.0 3.9 6 1.00 Eq H1 -la 90.0 50 W12X45 Column Line 500.42ft - 139.17ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size We Roof -South 112.0 32.8 1.4 2 0.86 Eq Hl-la 90.0 50 W12X40 Second -South 167.9 23.5 3.6 6 0.98 Eq H1 -la 90.0 50 W12X40 vi 12 "3 Column Lin • - 3 - HH Level Mux M. .r eraction Eq. Angle Fy Size Roof -South 67.5 .7 2 0.50 Eq H1 -la 90.0 50 W12X40 Second -South '3.7 5.2 9.3 • • . ° • 90.0 50 W12X45 Column Line 540.17ft - 75.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 101.0 52.2 5.9 1 0.92 Eq Hl -la 90.0 50 W12X40 M< 1 Second -South 154.9 1.5 0.0 1 0.78EgHl-la 90.0 50 W12X40 vi2x.53 Column Line 24.7 - NN Level Pu Mux Muy LC Interaction Eq. Angle Fy Size ¢. Gravity Column Design Summary i L4 RAM Steel v8.2 Washington Square Page 6/6 RAM DataBase: SouthEnd 12/07/04 11:55:53 ERNATIGNAl Building Code: IBC Steel Code: AISC LRFD Second -South 54.3 12.8 19.2 1 0.60 Eq H1 -la 0 50 W12X40 Column Line 24.7 - JJ Level Mux Muy LC n • ' I n Eq. Angle Fy Size Second -So 43.1 0.7 22.4 1 0.54 Eq H1 -la ' :.1 50 W12X40 Column Line 540.17ft - 154.66ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size U Se Second -South 42.6 0.1 21.6 1 0.52 Eq H1 -la 90.0 50 W12X40 to, x5) Column Line 540.17ft - 154.67ft Level Pu Mux Muy LC Interaction Eq. Angle Fy Size titk_ Roof -South 96.0 56.8 5.9 1 0.91 Eq H1 -la 90.0 50 W12X40 viz x 53 Column Line 24.9 - RR Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 8.8 2.6 1.3 1 0.23 Eq H1 -lb 90.0 46 HSS5.000X0.375 Second -South 28.9 2.9 1.4 1 0.48 Eq H1 -la 90.0 46 HSS5.000X0.500 I 0. Column Line 24.9 - QQ Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 12.7 1.7 1.9 5 0.21 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 48.2 0.0 2.2 1 0.67 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - PP Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 6.7 2.6 1.1 1 0.16 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 25.9 2.9 1.2 1 0.44 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - HH Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 6.9 2.6 1.1 1 0.17 Eq Hl -lb 90.0 46 HSS5.000X0.500 Second -South 26.1 2.9 1.2 1 0.44 Eq H1 -la 90.0 46 HSS5.000X0.500 Column Line 24.9 - GG Level Pu Mux Muy LC Interaction Eq. Angle Fy Size Roof -South 8.0 2.6 1.1 1 0.17 Eq H1 -lb 90.0 46 HSS5.000X0.500 Second -South 27.3 2.9 1.2 1 0.46 Eq H1 -la 90.0 46 HSS5.000X0.500 1 Calculations ® DLRGroup Date 9 15 / 0 1 • t Subject Cw\off , A 2 11 r `d iv) r^.`' f 1 G-.-a? 100 Computed /1 Z Checked Project Name 'J _5 �, � Project Number 1 Page (of pages) i DL = I 575 5L = 2S P fd p E•rf- b0 175 i ID 0 o✓er 1S ( o p 7. De ,k Dec ~ V✓ L = 1 PC Q 5 6 f O `` / I 1 5 1 4 L / Y--F PL = 15 pS - LL = 2 .5f6o = �s�sf -o TL= 100 e _ 5 1 -- ! / my (4 )' /z "x n 6i ( 136 TL) I' 2 L1-) l y y pr i 6o - For. 6 5/1 -\ i5 PL d ti, y bL_7- 15k6 - del-(' : 25 ? sf 5 L LL = , ( 6 = 150 1 2 l-r IPr� - 5L = ( c = 3 �0 fl-P l ) `I l D rr / 1 -0 13k 7S r /c f jGc Ems-►- 4J, C..- Pe S, h 1155 (k y k %y w = 1 oS ?If w / //� `� _ 175 pl-F Fo 3 7' - 0" f&.,.v 4 -' DL = I5X7 = 1 elf 7 z' 0 f 1) p 5L= 211P1-r R= 7,3 K R =73 I ; L ((C -►— Des i, k, ) 1[ 55 1 x Li N- 3/4, i Title : Job # Dsgnr: Date: 12:01 PM, 14 SEP 04 Description : Scope : Ste) - 4ta Rev 560100 User KW-0603512, Ver5.6.1, 25- Oct -2002 Steel Beam Design Page 1 (c)1983 -2002 ENERCALC Engineering Software I \ projects \74 -03103-00- 7373\ +design \st \area Description Typ Canopy Member General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : HSS6X4X3 /16 Fy 46.00 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 14.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.090 k/ft LL 0.150 k/ft ST k/ft Start Location ft End Location ft Trapezoidal Loads . ■ #1 DL @ Left LL @ Left 0.360 ST @ Left k/ft Start ft DL @ Right LL @ Right 0.078 ST @ Righl k/ft End 14.000 ft Summary Beam OK S tatic Load Case Governs Stress Using: HSS6X4X3 /16 section, Span = 14.00ft, Fy = 46.Oksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 11.547 k -ft 13.831 k -ft Max. Deflection -0.855 in fb : Bending Stress 25.347 ksi 30.360 ksi Length /DL Defl 914.0 : 1 fb! Fb 0.835:1 Length /(DL +LL Defl) 196.6 : 1 Shear 3.620 k 20.700 k fv : Shear Stres: 1 609 ksi 18.400 ksi fv / Fv 0.087: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max M + 11.55 k -ft 2.48 11.55 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 3.62 k 0.71 3.62 k Shear @ Right 2.96 k 0.71 2.96 k Center Defl. -0.855 in -0.184 -0.855 -0.855 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.62 0.71 3.62 3.62 k Reaction 0 Rt 2.96 0.71 2.96 2.96 k Fa calc'd per Eq. E2 -1, K *Ur < Cc Section Properties HSS6X4X3 /16 -. Depth 6.000 in Weight 11.14 #/ft r -xx 2.236 in Width 4.000 in I -xx 16.40 in4 r -yy 1.634 in i Web Thick 0.188 in I -yy 8.76 in4 Rt 0.000 in Flange Thickness 0.188 in S -xx 5.467 in3 Area 3.28 in2 S -yy 4.380 in3 Title : Job # Dsgnr: Date: 1:59PM, 14 SEP 04 Description : Scope : SC-I. 47 Rev. 560100 Page 1 User KW -0603512, Ver5.6.1, 25-Oct -2002 Steel Beam Design _ (c)1983 -2002 ENERCALC Engineering Software P \ projects \74 -03103 -00- 7373\ +design \sf \area Description Main Canopy Support General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Steel Section : HSS10X4X5 /8 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 32.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads # 1 #2 #3 #4 #5 #6 #7 DL 0.015 k/ft LL 0.175 0.217 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK Static Load Case Governs Stress Using: HSS10X4X5 /8 section, Span = 32.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1 000 Actual Allowable Moment 58.183 k -ft 75.394 k -ft Max. Deflection -2.482 in fb : Bending Stress 23.429 ksi 30.360 ksi Length /DL Defl 1,124.3 : 1 fb / Fb 0.772:1 Length /(DL +LL Defl) 154.7 : 1 Shear 7.273 k 115.000 k fv : Shear Stress 0.582 ksi 18.400 ksi fv / Fv 0.032: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 58.18 k -ft 8.01 58.18 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 7.27 k 1.00 7.27 k Shear @ Right 7.27 k 1.00 7.27 k Center Defl. -2.482 in -0.342 -2.482 -2.482 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 7.27 1.00 7.27 7.27 k Reaction @ Rt 7.27 1.00 7.27 7.27 k Fa calc'd per Eq. E2 -1, K *Ur < Cc Section Properties HSS10X4X5 /8 5. 'Weight Depth 10.000 in Weight 47.55 #/ft r -xx 3.262 in Width 4.000 in I -xx 149.00 in4 r -yy 1.547 in Web Thick 0.625 in I -yy 33.50 in4 Rt 0.000 in Flange Thickness 0.625 in S -xx 29.800 in3 Area 14.00 in2 S -yy 16.750 in3 Calculations [SLR Group Date Sc-1,45 Subject (_e“._ th tI Computed Checked Project Name Project Number Page (of pages) 2 1 C1.-,k �,✓ I I I '(D r I 2 IH OA f I) P pG� 4/J /ba r .- � Z) 6-, /e ✓�- 4 L' �' N. r,.,,{ fC l f �'t , A ,-] A u,al(e. to '4- f 5;Jc (it,s4 9 S Df -7 Z1) ( ( 2) _ , ,' - F iy�� 5 vf W = , y ()) (, � .(,5O ) / S l , 0 p I P-4 )0 1 ( , 7 ps Z 5 Inv ca/tse_rtac r ( = (i ,z5) (i.o) (IK,7pf) 2ti, 1 ¢ i l (rwcfore ) _ /r (Z Ir ) L ' = 35,7 Of g t 1 Calculations CLLR Group Date sGi,u1 Subject LrrnC., VR, 1 95 Computed Checked Project Name Project Number Page (of pages) P bkef 1644 Jute( ( A.fC C -7 6,5, 1 t `l ) l ( C 6 ,, ) GAP -C; (.6 ( - /pi 13 (& fe.. f i m = w�' = (4y.5)(S,25)` 6/ 3 k 2 _ I � � C &sc- 2 11 � _ �, = x'3`( ( ' y t 7s)2 = y Zo 1. # (J- 0 / 2 2 � / N _ y,3K Z Y) lifer 5 ? /2 " 16, -"+-5 ,g5(q)02) 91„ _ Q) As f (01- 4 /2_) _ , y (13 0 (( 0) (Li C,2-1( f+ M , ) Vic i E Calculations DLRGroup Date SC ! Te, Subject C t- 0 ✓' e.,{,) Computed J Checked Project Name Project Number Page (of pages) i s p w = 2C fS -F (A( ( w ) �s = (5S0) (q) 2-000 # «, I.3)'` E = 3z ps-F - c • 3 , 7 f LOAfi- ,5) T 1 M E ) f '1.7 i--� =---� w„ ir/iz x /7, 75 ■ — )7 7s @ 2. 5" = 4 CO k � '� S ° F ®�� = 750 W = 2 5 2 5 = 375# 1,2_5 37.E e 3,-75 I { /9 bT = X714- 4 10 , 5 Afs 20 # 1 = ItC I 7C 3(-r 1 57/ !l oT 6-1 1,5 ) 0K (91/ -.,, kV 'ilk less _ C 6 n SeTV ,1 ✓u of tA6 —Gr- Calculations DLR Group Date S CA ' Subject j1 1 C911.L �Di� � /GG�irGl Computed Checked Project Name Project Number Page (of pages) ^ q /1 — 2 4 k 7. , 3 00' # ,+ f , a oe5 n-ral (v.‘ M ' /� h/ C X) / 15 - — (p fo7S- S127 v(k)/2 i = I LIV/ 25 Zs e = L/ - x ( = 5 /2 - 0.5S = 1.6 p • W/L f L / = 2 5� 5 / 5 ( / �/ 60:65 ) = 1 Fs ) — /5 / 75-F i s ; = 21✓/3 /2, = 2 ( 25z5) / (s /z g 0 s ,'v 61 0 0/( L _ Calculations DLR Group DateJC�. 1„ Subject Computed Checked Project Name Project Number Page (of pages) AS L�. 'z. , ,N a N f 8 f /✓/e ✓o�5 c �• ; r ( _ ) ) �� 7 pfT /�� . �y ,s j2 +5.25) (357) L Rno-i 3 ff. 0 / F 1✓ ,eZ _ ()it) pi c)00)Z n� 2 Z 1 75,5k �f Pr/ r oof /4 /4 = ' -7 Cr C j I l rt = I2,Ck = 3 p/P — 3 if . . = Igo 7 '< V l3 r�,. r % cos 1e, ( / /a Fro Lg FD hL 3-2 a 3-x 3 x /y P `/‘'7 > V $-L t ) J x s C. . l( /1f6 I n 6 /S/ L =3O ff _ ire w� 1 f c L _6 ) P„-=- f I V K 2 P. S K ��— I Calculations DLRGroup Sc). Date Subject 13 PGfe_ l 11 Computed Checked Project Name Project Number Page (of pages) �C _ $ Gogh fry its r ( Y e t.t?reld I_ )6t6 << B r e- i € € V = H 7k j e s € 9 t k {d co- hi ; (Y „ 1=r/4 f ►✓cld e= 6 16,6'` < ,75( " )( , �y) C7 (77) 66)(7°) 33,11 J o% k 5 (` --< t'fy _ (3,S) ("5 a I) 7�5 %G Cen /1 � Sir 70 I per $1 = 1/ 7 ; I5 = f N l 3 / woo (pi), ,(7c;) (2t5i) 4 ®� to,s As1 2 ff ] r(s %51' bra-cc : 2( Or( Z i > /t.t ) ok 1 I Calculations DLR Group Date 2- , -1 - o L-1- clist.i Subject Computed Checked Project Name v.,.. ,,\ • Project Number Page (of pages) - a - lr\V6 (9P= i 0-ifv,A.... sW, S • 1 Vt-cr-r -7 " / (2 ' 5'cl? ...— LA-F 1 v,--v- I - 14 1 .„-/- --:_. \';-) V.- ( )= 7- F &e — . kf-‘,./ . ... L..,-...- — S0,7< C.9.44-ot,-.. Cif-Vri-c'e-rf- i I , \ ‘- 01.4 eq07 ( 4' A ( - ,1 "& c ---J-c_ c.--7. 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( 2 Computed J Checked Project Name Project Number Page (of pages) crr^ - �'S pcsjj 0,^ 755 7, 7, — 1.2, Ss) Note_ % ; r, base o( 'A eIS 6 (i1,4 N One_ u. 61e4( -ooze i E., e(. �,/ i f bah,,, . /P fibs I A su,re -J be. CIA 1<__ gyp/ / , A- i I' -c f t-a (c S C-r< fro ✓; %ofc-ot I ) 6 i ) k � 4t RAM Steel v8.2 Standard Joist Selection I RAM DataBase: NorthEnd 6/ /vim 09/15/04 11:23:06 INTERNATK)NAL Building Code: IBC Floor Type: Roof -North Beam Number = 36 SPAN INFORMATION (ft): I -End (20.42,157.17) J -End (59.92,157.17) Joist Size (Optimum) = 28LH08 Total Beam Length (ft) = 39.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.200 0.000 - -- Snow 39.500 0.200 0.000 2 0.000 0.172 0.187 - -- Snow 39.500 0.172 0.187 Design Loads Allowable Loads (lbs /ft) Dead: 372.4 Live: 187.4 387.4 Total: 559.8 569.6 MOMENTS: Span Cond Moment kip -ft ft Center Max + 109.2 19.8 REACTIONS (kips): Left Right DL reaction 7.36 7.36 Max +LL reaction 3.70 3.70 Max +total reaction 11.06 11.06 DEFLECTIONS: Dead load (in) = 1.266 L/D = 374 Live load (in) = 0.637 L/D = 744 Total load (in) = 1.903 L/D = 249 P Standard Joist Selection RAM Steel v8.2 RAM DataBase: NorthEnd 6- fod.'I N µ r 09/15/04 11:23:06 INTERNATIONAL Building Code: IBC Floor Type: Roof -North Beam Number = 91 SPAN INFORMATION (ft): I -End (59.92,157.17) J -End (97.42,157.17) Joist Size (User Selected) = 26K9 Total Beam Length (ft) = 37.50 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.172 0.187 - -- Snow 37.500 0.172 0.187 Design Loads Allowable Loads (lbs /ft) Dead: 172.4 Live: 187.4 251.5 Total: 359.8 377.0 MOMENTS: Span Cond Moment @ kip -ft ft Center Max + 63.3 18.8 REACTIONS (kips): Left Right DL reaction 3.23 3.23 Max +LL reaction 3.51 3.51 Max +total reaction 6.75 6.75 DEFLECTIONS: Dead load (in) = 0.857 L/D = 525 Live load (in) = 0.931 L/D = 483 Total load (in) = 1.788 L/D = 252 Standard joist Selection RAM Steel v8.2 Washington Square RAM DataBase: SouthEnd < M va.4 , e- 12/07/04 11:56:01 INTERNATONAI Building Code: IBC Floor Type: Roof -South Beam Number = 247 SPAN INFORMATION (ft): I -End (440.42,115.17) J -End (470.42,115.17) Joist Size (Optimum) = 24K4 Total Beam Length (ft) = 30.00 LINE LOADS (k/ft): Load Dist DL LL Red% Type 1 0.000 0.146 0.158 - -- Snow 30.000 0.146 0.158 Design Loads Allowable Loads (lbs /ft) Dead: 145.7 Live: 158.3 262.0 Total: 304.0 331.0 MOMENTS: Span Cond Moment kip -ft ft Center Max + 34.2 15.0 REACTIONS (kips): Left Right DL reaction 2.18 2.18 Max +LL reaction 2.37 2.37 Max +total reaction 4.56 4.56 DEFLECTIONS: Dead load (in) = 0.556 L/D = 648 Live load (in) = 0.604 L/D = 596 Total load (in) = 1.160 L/D = 310 Calculations DLRGroup Date ` C , CA, Subject Computed Checked Project Name Project Number Page (of pages) 6 941..c1,),-/-0 . („,0-h-gz. 2.0 r..--oP • { ) _ 1 I .1 Fi -4=2 kek. _ 975" s) I � 6 I'' 1'� � l dL (3L' �= 13.S (20 } / y = / b . co /b7.0)(2 5 = vJ i O F 0 7 '1 Goy, Zak) wit , A' Uv.r t� s roc - Ste► a .,J� --J cc 0- (. ft T" (, /,,I �•.J ic'C T (� �.�..., :. Gam- J 1 i 16 Calculations DLR Group Date S C I, Lol Subject Computed Checked Project Name Project Number Page (of pages) 1 L' i 6 ,' .---2 '', i*...... r i ' ° ' . 1 69 C A- 1,34 11 e ' i 2:oNzv -''''Sx't ervT / li .4111■11. I 1111 414111. , / /* 1 ..„.....„,. .,...—,.. ez-vr / , . i,„.14, , S L- Ti 1 -0 ,-----'''------------"----___.------ . / ) Xle:v '4' h i, 1 (...,....., LA ... - .:V , „I, ,,,, L v. -..---..< i,_,,,i _..._ .._.....___ ..............„, 1 Calculations Ili DLR G roup 5c1. Coo Date Subject Computed Checked Project Name Project Number Page (of pages) _____.........____ . 1 C n t 6 A. ),,.64, e CL ,-, e 1?-c41 1.-4)11,-;k„c., ( ( 1 .p- , 23 1 N1/4 ) f .,,, ■ ,,, .--,. 1 I / „ ; .,, .,- 7- ,,,;_,,-.:•, k 5, I e, do. 4,6 i L I 1.- 7.- — t: L 1 2- ern- °Ir' i '" , / P. -7•; d .t" f ',1 ,‘ ''' i tz, i ‘ ,,,i!,,,, 14 - ;',1 y At' i ) I , , I , 1 , ;. I u i , . ! ' I 1 i ! I 1 I I ! i ! 1 , ! ! 1 1 ! 1 I ) i , . I I 1 I I i I I Title : Job # Dsgnr: Date: 2:36PM, 7 DEC 04 Description : t Scope : C.I. 1 Rev 580000 User: KW-0603512, Ver5,8.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC EngneerIng Software Description OIL O "° 1 C .. , �`' ^- IS.: ,) e ?'1i ,'" 1 ) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 --k, 1 Steel Section HSS6X6X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.000 Y -Y Sidesway : Restrained Column Height 24.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 24.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 24.000 ft Kyy 1.000 Loads Axial Load... Dead Load 6.50 k Ecc. for X -X Axis Moments 6.000 in Live Load 10.00 k Ecc. for Y -Y Axis Moments 1.000 in Short Term Load k Summary Column Design OK Section : HSS6X6X1 /4, Height = 24.00ft, Axial Loads: DL • 6.50, LL = 10.00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 24.00ft, Y -Y = 24.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3742 0.6725 0.6725 AISC Formula H1 - 2 0.3108 0.5129 0.5129 AISC Formula H1 - 3 0.2833 XX Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc YY Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 9.83 ksi 9.83 ksi 9.83 ksi 9.83 ksi fa : Actual 1.24 ksi 1.91 ksi 3.15 ksi 3.15 ksi Fb:xx : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : xx Actual 4.09 ksi 6.29 ksi 10.38 ksi 10.38 ksi Fbyy : Allow [F3.1] 30.36 ksi 30.36 ksi 30.36 ksi 30.36 ksi fb : yy Actual 0.68 ksi 1.05 ksi 1.73 ksi 1.73 ksi Analysis Values f F'ex : DL +LL 9,827 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 F'ey : DL +LL 9,827 psi Cm•y DL +LL 0.60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 9,827 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 9,827 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection -0.635 in at 13.920 ft Max Y -Y Axis Deflection -0.106 in at 13.920 ft } Title : Job # Dsgnr: Date: 2.36PM, 7 DEC 04 Description : SC. i.1 Scope : Rev 580000 User KW -0603512, Ver 5.8.0, 1- Dec -2003 Steel Column Page 2 _ (c)1983 -2003 ENERCALC Engineering Software Description Section Properties HSS6X6X1 /4 Depth 6.000 in Weight 17.80 # /ft Values for LRFD Design.... Web Thick 0.233 in lxx 28.600 in4 J 45.600 in4 Width 6.000 in lyy 28.600 in4 Cw 15.40 in6 Flange Thick 0.233 in Sxx 9.540 in3 Zx 11.200 in3 Area 5.24 in2 Syy 9.540 in3 Zy 11.200 in3 Rt 0.000 in Rxx 2.340 in 0.000 Ryy 2.340 in Section Type = HSS- Square 1 1 Calculations 111 DLR Group Date SC-1,11 . ..., Subject Computed Checked Project Name Project Number Page (of pages) 2-0 'oeT ;t 1 ze-_,, ._, . 40-\---s. ,..:;,, ce:.T..-:.e,--" to A-L4..... L.„.0...)E_,:;:-;61...:c7=1--t,\p,.,.3 [-h ir ( r - 1-..44 , 47-'1:1,4„ ei . - zit - ,..-.) (N V L . c4, T.4-,;‘ :t-- 1 i) ..:.1, I-a 0 / 4- ... - r-1 :. fit Olk..) L, -- .I...-.7z.› Sr - V.A...4..... L-. i...4--P4 ft:a...Lit:IA.7y' 'E 'i-----'1:" ,:54.„, p.J6- L 1,.31: 61-17 CM- .:.-- a, CkV"... A...) D 1 i ! P , . '') ) & 4 51/ = u -4. -yf ... 6 • ` '2..-k -tst,)' r -; 9 .,..i.4.,„ ":7)(A i .- (V..) W (,.; 4i.31-- . 0 ' . i t '''. 11,4- p i ) .,-- , ,,,...,,..- i , ) - e) y t, , i 1 -• 1 ( "') Yrn ,•:-,,,,,, ' 4 4,„... C.--,e0c• , A ,..., ' ..,.i A r .aom...-' 1 III Calculations ®LRGroup Date SCI ,-1Z Subject Computed Checked Project Name Project Number Page (of pages) T--11—. i a 4 I 2-c_,,,. - 2"7. 9 "`' p,� C,,c Si-r-r 1.3,10 .-ra v- is & (0 )1 1/41- S-c449A- ` "C C ,....y `li`''e .R ,A- S := 2 );:›t-Z._, . F _c-v•it.C.,.? A - si- 4- 1 0 .'14:)..4-: C_S. t,Z.e•--, ) 0 e .. ,.../ . ? ti-r.,,,,c... c....,....)41/4.) c....v.A.-.pc-14-k---4-:- -Ai- I . l a. 7 4.-= s'(- e, .. ►.3, 1 I "1" 7 u 7 x i OL- 0/ 2 3Le , P� r pt - v - G - (---f 2 P--/q >-? s lc _ v\e_,_ ��J-M ., =z� � p (D54- � I } ` p1k. 44.... _ _ _I 1 3 I ! Calculations LI DLRGroup 5c . Date Subject Computed Checked Project Name Project Number Page (of pages) e SIZ. ,- 65 • 3 0 FR# . Z e 1 -f9' i g . - � 4 i � 1 G Calculations DLR Group Date S. Subject Computed Checked Project Name Project Number Page (of pages) 1 12-6). FQ-AU7. C.--t•J"-) er- ( Q.--co - tw,.17--t:zo,_, r, 0 ; 1 1-77 .....,- ____T _ _ __..7 ....... . ..,._. . F.A.A...rkr '"- I 11,41010, i \ vo , .....a., .••••=m •■■■■•■•■ •mesessa . ...NT: ----___ ro- ,.-,7 'C'j4t:''' ' s T 9 AAJS o Viv..,-r • ET-ix -L. in Ex/L.-ST [ 'Q. 1 . ----\ i I 11 I n I I ObAt-L 'FLO_ " 10 I ! - -:• rfr. 1 I 1 I (Nor „.,/ e)(T ‘.1■J (VA-. lA.httl-i-, 5 ." .. ) ill , I ' ___ _ Li DLR Group P Date 1. $-- Subject Computed Checked Project Name Project Number Page (of pages) - 3�� . I_ '. uL-.. g'1. 7 Wes= = EiS +2.5 -1.1)�� — IJJ )- = C z,3 t- 2 s' 0i - z) = af e // v■.1,...) A , _ rep k Ili 1 ' 9(o i 1 i r.A..., rz_. 1 i // \i-) AcAL T: 6 : „.F lc; S 6- S'3 #/! - v V J W40, LI ' 0, c / LO = I VD e N EL + - 0 4* 4 ,,,,.a rte ti- 3Le 0 y .J d J I \i"Lir c 7 - , Li i__.,5„ v.) i . Iuto_, Li = oak i. Z6X o-13 \J , - , 3 vJ i ” J c k. 4/ 0-v @ 2 q cs2.,k.. .a--.1 . . 1,-.0-...)41,r1 ( 'pl,^‘, .- ::...iff, - )i--/-- r - -CI N : \ ) )---'-~-_ LA-4 Ov— • Pro -. Project Name Project Number: Subject: MASONRY WALL REINF. DESIGN, 97 UBC Computed by: Date: # # # # # # ## Page: WPa...x.. tvbx:49-wJ F,,,, = ::< >'1 :A :. - PW= : :i. : : ob ' DESIGN I. D k1 W . );;. '' GRADE FT P D +L 3780 PLF Fy = : <6{� H = xi' (SUPPORT) _ P U +L = '' `. PLF a = ..i ^'':i.0 op (MIDSPAN) = 4260 PLF F WALL = : ' ' ,' PLF M D +L = 0 LB -IN WWI ND = :::: , lijii d = :::::::::, IN MD +L +W (SUPPORT)= 0 LB IN W E O = . : :: P t = ':'` i IN M D +L +W (MIDSPAN) = 8448.00 LB -IN e = ::<;:;; . ; ;<.. :. : NOTE:FOR ABOVE 't', IGNORE THE NO ON RIGHT SIDE! : `. : :. IS MASONRY SPECIAL INSPECTION PROVIDED ? (1 =YES,2 =NO) IS WALL SOLID GROUTED ? (1 =YES,2 =NO) VERTICAL WALL REINF: t' (IN) DESIGN M # -IN) M # -IN) H/r Fa fa fa SUPPORT fa INTER INTER EON INTER EQN MsER (#- IN) DL +LL(ONLY) DL+LL+WLJEQ (PSI) (PSI) EQN (d) (MAX (e)&(f)) 1 - # 4 @ SPA. 6 FT. 0 C 3.07 NOGOOD 4705 2249 71 279 102 61 115 64 0.37 2 21 N/A 1 - # 4 @ SPA 5.33333 FT. O.C. 3 14 NOGOOD 5563 2521 71 278 100.32 113.06 0 36 1.92 N/A 1 - # 4 @ SPA. 4.66667 FT O C. 3.23 NOGOOD 6722 2870 72 277 97.52 109.91 0.35 1.65 N/A 1 - # 4 @ SPA 4 FT. O.C. 3.35 NOGOOD 8356 3331 72 275 94 03 105.97 0.34 1 40 N/A 1 - # 4 @ SPA. 3.33333 FT. 0 C. 3 53 NOGOOD 8995 3973 73 273 89.24 100 57 0 33 1.31 N/A 1 - # 4 @ SPA 2 666667 FT. O.C. 3.78 NOGOOD 9824 4925 74 270 83.33 93.92 0 31 1 21 N/A 1 - # 4 @ SPA. 2 FT. O.C. 4.21 , GOOD 10966 6489 76 265 74.82 84.32 0.28 1 09 N/A 1 - # 4 @ SPA. 1 333333 FT. O C. 5.06 GOOD 12703 9551 79 256 62 25 70.16 0.24 0.94 N/A 1 - # 4 @ SPA. 0 666667 FT O.C. 7.63 GOOD 15923 18379 88 228 41.31 46.56 0.18 0.73 N/A 1 - # 5 @ SPA 6 FT. O.C. 3 07 NOGOOD 5664 3465 71 279 102.61 115.64 0 37 1 91 N/A 1 - # 5 @ SPA 5 33333 FT. O.C. 3 14 NOGOOD 6683 3883 71 278 100 32 113.06 0.36 1 67 N/A 1 - # 5 @ SPA. 4 666667 FT O.C. 3.23 NOGOOD 8054 4416 72 277 97 52 109.91 0.35 1.45 N/A 1 - # 5 • @ SPA 4 FT. O.C. 3 35 NOGOOD 9981 5122 72 275 94.03 105.97 0.34 1 23 N/A 1 - # 5 @ SPA 3 333333 FT. O.C. 3.53 NOGOOD 10703 6100 73 273 89.24 100.57 0.33 1.16 N/A 1 - # 5 @ SPA. 2.666667 FT. O.C. 3 78 GOOD 11629 7551 74 270 83 33 93.92 0 31 1.07 N/A 1 - # 5 @ SPA. 2 FT. 0 C 4.21 GOOD 12885 9928 76 265 74.82 84.32 0.28 0 97 N/A 1 - # 5 @ SPA. 1 333333 FT O C 5.06 GOOD 14751 14570 79 256 62.25 70 16 0 24 0.85 N/A 1 - # 5 @ SPA. 0.66667 FT O C 7.63 GOOD 18059 27905 88 228 41.31 46.56 0 18 0 67 N/A 1 - # 6 @ SPA 6 FT. O.C. 3 07 NOGOOD 6550 4925 71 279 102 61 115.64 0.37 1.70 N/A 1 - # 6 @ SPA. 5.33333 FT. O C. 3 14 NOGOOD 7712 5514 71 278 100.32 113.06 0.36 1.50 N/A 1 - # 6 @ SPA 4 666667 FT. O C 3 23 NOGOOD 9272 6267 72 277 97.52 109.91 0.35 1.31 N/A 1 - # 6 @ SPA. 4 FT. O C. 3.35 GOOD 11456 7262 72 275 94 03 105.97 0 34 1 12 N/A 1 - # 6 @ SPA 3.33333 FT. O.C. 3.53 GOOD 12238 8640 73 273 89.24 100 57 0.33 1.06 N/A 1 - # 6 @ SPA. 2.66667 FT. 0 C. 3 78 GOOD 13231 10680 74 270 83.33 93.92 0 31 0.99 N/A v 1 - # 6 @ SPA 2 FT O.C. 4.21 GOOD 14559 14020 76 265 74.82 84.32 0 28 0.90 N/A 1 - # 6 @ SPA 1 333333 FT. O.C. 5.06 GOOD 16487 20526 79 256 62 25 70.16 0 24 0 79 N/A `, 1 - # 6 @ SPA. 0 666667 FT O C. 7 63 GOOD 19762 39186 88 228 41.31 46 56 0.18 0 /DN /A V revised 7/98 DLR Group 1997 UBC , ..,..-t--I 1 IL Calculations DLR Group Date _ Subject Computed Checked Project Name Project Number Page (of pages) VI t.,, , ,.. e x=■1--- r2 -- t ! + 1.J44 r2. ,..)) , . . \ . ' LAAC-t ?...-;;;:-- e ct.-@__,,,, >-• , : L o... --- ;"(....Hv..... . to/14 -Two c9:) r \ f v-c-, - - - rbi - r- . (4c. V -° -- m - Th ---- C- _T- 1 % .(1--Pt-,Ac. ------ ____-:-._ F \ ) (55 I ) _ ____L___ — — -- — 1\19-v3 (..,of 1 1.--i '74-4--) '''4 OF „,....,-,.. Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) • 5 14 ' " °\ "° .C "' 236 0 e �- I c `L Calculations DLR Group Date 5C1,-11 Subject Computed Checked Project Name Project Number Page (of pages) t) 1 / 4 -- 1 A-C rZt / PI 0 A - tc 1\le 114 p, fr- r 1 7—. t. C-Ne,7) �.r..... ,.. m .. a: -.. ,�,,. �, s �u., •rat ^��., ",m". ^•,t,eror,,,. i,ce; ,. r +,.w, , s�rNi .,rc�.. ems, ' '4 -" , <� �,.,: � .. ",,.. • r:. �,�..r<.,xi� :,..* „".,� s ., '.;.r .. a ... , �..� . ,., .9 „ k'� : ' .� , w, r� ,, T., xa , �, ,,� , .. .. � , t Rv� �.,, �.�'� ,: +:�.s,�. , •, +ss,y r3� a r , 3. �'" ` ,. +a.,tS.,.v ,r�i" _ ., ; .r.. +:. x x`.,... �.; _ .., o . .� . n r ,.: W ,. , -da,ha 'rv, '�.? �w>:..a�._c.t�im r.,nmu£31. �, ,.. �?��aJCn1�t .. e5�!:uSZ:a «r . � .._ :..�iI_'`s".�. .,.;,a.._.w.. „ ....,_._.......�,. .,. �. -: ��..,;� +.mow -.tR a-'� -- , ' ° . � r�` .,,. , ,w .�„ �„ ,,.k. .ter. ^. . :,; ti 4 i =3,000 psi; w = 150 pcf Min. cover =3" f,. =3,000 psi; w = 150 pcf Min. cover =3" ''' f, = 60 !<sl 60 TON STEEL PILES Use d = 10 4 =60 ksi Use d = 10" 1a 80 TON STEEL PILES j Minimum Pile Diameter = 8 in. Edge E = 15" Minimum Pile Diameter = 10 in. Edge E = 21" Ja spaced at 3' -0" capacity for unfactored, service (D + L) See Fig. 13 -4 spaced at 3' -0" capacity for unfadored, service (D +L) See Fig. 13 -4 PILES COLUMN PILE CAP GRADE 60 REBARS SHEAR PILES COLUMN PILE CAP GRADE 60 REBARS SHEAR Max. V„ /4V Max. Vu /ex No. Load Min. Long Short Con- Long Min. Short Min. Steel Beam Slab No. Load Min. Long Short Con- Long Min. Short Min. Steel Beam Slab of P. Size A B Crete A -Bars A B -Bars A, Wt. One- Two- of P,, Size A B crete A -Bars A, B -Bars A, Wt. One- Two - Piles (net) * ** ** D ** ( (2) (1) (2) (3) Way Way Piles (net) * ** ** D ** (1) (2) ( (2) (3) Way Way per per cap (k) (in.) (ft -in.) (ft -in.) (in.) 3c.y.) No. Size (in. No. Size (in. (tons) Ratio Ratio cap (k) (in.) (ft -in.) (ft -in.) (in.) (c.y.) No. Size (in. No. Size (in. (tons) Ratio Ratio 2 372 10 5- 6 2- 6 43 1.8 6 H# 6 2.61 5 H# 4 0.00 0.034 0.829 0.000 2 494 12 6- 6 3- 6 38 2.7 4 H# 9 3.98 5 H# 4 0.00 0.064 0.960 0.603 3 561 14 5- 6 5- 2 35 2.3 5 H# 6 2.18 3 -WAYS 0.071 0.549 0.994 • 3 743 16 6- 6 6- 2 39 3.8 3 H# 9 2.41 3 -WAYS 0.130 0.477 0.985 1- 6 1- 7 • 2- 2 2- 3 4 746 14 5- 6 5- 6 36 3.4 13 H# 6 5.86 13 H# 6 5.86 0.124 0.539 0.974 -m.,.. 4 991 16 6- 6 6- 6 39 5.1 10 H# 8 7.41 10 H# 8 7.41 0.209 0.474 0.915 n 5 927 16 6- 9 6- 9 36 5.1 16 H# 6 7.19 16 H# 6 •7.19 0.182 0.937 0.915 - 5 1233 18 7- 9 7- 9 39 7.2 9 H# 9 9.13 9 H# 9 9.13 0.298 0.681 0.974 O 6 1109 17 8- 6 5- 6 46 6.6 18 H# 6 8.06 19 H# 6 8.45 0.217 1.000 0.523 6 1479 20 9- 6 6- 6 46 8.8 12 H# 8 9.49 12 H# 8 9.44 0.299 0.983 0.657 n • 7 1284 21 8- 6 7- 9 45 9.1 19 H# 6 8.45 19 H# 6 8.26 0.256 0.408 0.966 7 1708 24 9- 6 8- 9 57 12.8 12 H# 8 9.45 10 H# 9 10.26 0.356 0.376 0.985 m 8 1481 20 8- 6 7- 9 41 8.3 22 14# 6 9.80 24 H# 6 10.64 0.309 0.915 0.945 8 1968 23 9- 6 8- 9 48 12.3 13 H# 9 13.24 14 H# 9 14.18 0.510 0.506 0.967 m 9 1661 21 8 - 6 8 - 6 46 10.3 28 H# 6 12.45 28 H# 6 12.45 0.393 0.816 0.975 9 2210 24 9- 6 9- 6 52 14.5 15 H# 9 14.88 15 H# 9 14.88 0.586 0.529 0.962 10 1834 22 11- 6 7- 9 48 13.2 12 # 9 12.29 27 H# 6 11.92 0.398 0.531 0.945 10 2448 25 12- 6 8- 9 51 17.2 12 #10 14.82 14 H# 9 13.77 0.566 0.583 0.976 m 11 2019 23 11- 6 7- 9 52 14.3 14 # 9 13.92 29 H# 6 12.92 0.449 0.997 0.914 11 2695 26 12- 6 8- 9 55 18.6 13 #10 16.92 19 H# 8 15.46 0.591 0.559 0.666 E 12 2194 24 11- 6 8- 6 56 16.9 16 # 9 15.79 31 H# 6 13.91 0.516 0.507 0.771 12 2939 28 12- 6 9- 6 55 20.5 20 # 9 19.64 17 H# 9 17.46 0.740 0.607 0.974 13 2357 25 12 -11 8- 6 63 21.3 14 #10 18.14 22 # 8 17.58 0.609 0.445 0.471 13 3166 29 13 -11 9- 6 61 24.9 16 #10 20.93 23 # 8 18.34 0.738 0.508 0.493 00 14 2564 26 11- 6 10- 9 50 19.1 17 # 9 17.39 18 # 9 18.14 0.632 0.750 0.929 14 3422 30 12- 6 11- 9 55 24.9 17 #10 21.32 22 # 9 22.08 0.860 0.550 0.971 n 15 2740 27 12-11 11- 6 52 21.6 15 #10 19.49 21 # 9 21.27 0.793 0.796 0.841 15 3670 31 13-11 12- 6 54 26.1 18 #10 23.47 20 #10 25.31 1.036 0.937 0.990 Z 5 -11 7- 6 6- 2 8- 1 CI 16 2929 28 11- 6 11- 6 54 22.0 21 # 9 21.04 21 # 9 21.04 0.785 0.523 0.932 16 3911 32 12- 6 12- 6 5? 28.5 19 #10 24.68 19 #10 24.68 0.981 0.577 0.995 VI 17' 3097 28 12 -11 11- 6 62 25.7 19 #10 24.09 20 # 9 20.20 0.882 0.382 0.584 17 4166 33 13 -11 12- 6 54 28.6 21 #10 26.44 21 #10 26.77 1.148 0.503 0.812 m 5 -11 7- 6 6- 2 8- 1 • r 18 3274 29 12 -11 11- 6 61 28.0 19 #10 23.63 23 # 9 23.39 0.938 0.432 0.590 18 4402 34 13 -11 12- 6 59 31.7 23 #10 29.30 27 # 9 26.81 1.215 0.517 0.796 Z 19 3439 30 13- 9 11- 6 66 32.2 20 #10 25.93 23 # 9 23.62 1.000 0.403 0.603 19 4631 35 14- 9 12- 6 63 35.9 20 #11 30.85 30 # 9 30.70 1.369 0.528 0.837 VI 20 3616 31 14- 6 11- 6 67 34.5 17 #11 26.36 25 # 9 25.70 1.100 0.997 0.679 20 4856 35 15- 6 12- 6 68' 40.7 20 #11 31.09 32 # 9 32.75 1.450 0.490 0.847 C 21 3804 31 13- 9 13- 9 65 35.1 23 #10 29.75 23 #10 29.75 1.311 0.388 0.608 21 5122 36 14- 9 14- 9 6J 39.0 25 #10 32.46 25 #10 32.46 1.533 0.505 0.822 y 11- 0 3- 5 11- 9 3- 7 m 22 4016 32 14- 6 12 -11 60 32.1 17 #11 26.83 22 #10 28.39 1.220 0.528 0.830 22 5385 37 15- 6 13 be 38.0 21 #11 33.50 27 #10 34.14 1.616 0.638 0.988 10- 6 5 -11 11- 1 6- 2 23 4178 33 14- 6 13- 9 64 36.6 23 #10 29.90 24 #10 30.80 1.377 0.782 0.952 23 5608 38 15- 6 14- 9 66 43.1 21 #11 33.69 27 #10 34.22 1.665 0.950 0.977 10- 6 6- 9 11- 1 7- 0 24 4352 33 14- 6 13- 9 64 39.4 23 #10 29.90 24 #10 30.80 1.377 0.874 0.824 24 5842 39 15- 6 14- 9 66 46.6 23 #11 36.48 29 #10 37.24 1.806 0.529 0.978 26 4697 35 15 -11 14- 6 68 45,5 22 #11 34.03 27 #10 35.10 1.714 0.899 0.998 8 -11 10- 6 28 5062 36 15 - 11 14 6 68 48.4 23 #11 36.46 28 #10 36.26 1.785 0.957 0.983 30 5399 37 17 - 6 14 - 6 71 55.6 26 #11 41.03 33 #10 41.97 2.168 0.893 0.975 * Concrete columns -side dimension of square column. Steel columns, b or t + 0.5 X sum * Concrete columns -side dimension of square column. Steel columns, b or t + 0.5 X sum of overhangs to edges of base Flute. For 3 -Pile and 7 -Pile caps only, diameter -of equivalent of overhangs to edges of base plate. For 3 -Pile and 7 -Pile caps only, diameter -of equivalent area round column, area round column. �t3 ** See detail layouts for clipped corner pile cap layouts. Concrete quantities based on ** See detail layouts for clipped corner pile cap layouts. Concrete quantities based on 0 clipped corners clipped corners. a „ (1), "H" -L-Hook both ends of all bars 180 °. (1),',H" -Hook both ends of all bars 180° ,,:,' .'(2)';See.miteirpsetotson . of code require"sni ati2l' ;italtt• ; (4 /3yA,; 0.0033 bd 0.0018 bh - (2) See interpretation of code requi •'Colc% (4 %3)A,; 0.0033 bd; 0.0018 bh 'r zt � ' ^l nd1;x , �� cer ? b'Cil ;;'';.'' '3- ' fir �+l,at:,3,b+taids. 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M. >. . ., x ,r,. . n..._.k- �....r•}. � .. •.._ 1 Calculations 161 DLR Group Date Subject Subject Mc C‘-io 6 C6 1 ,a 5 ii i ' Computed Checked Project Name Project Number Page (of pages) Z.01 ) 7 , 7 — Ifil. i 1 Ic(5 P2 ) , . . . rf 5c. ,,,.i`Y•5 - ) (-- 1 7 , ., . : . . , Desiry. v;) OM (I6) , . , I (ts'd/c) 7- 2i7rtfrt ( , p P.,, 3 0" f it 5 i__D p,, ( • 54L/ 1 L l 5ke-ff i . 60/ 3 /I7 - n/A/ 1 1 P3 6g647,,bi , ) . , r, ,,,,, =7 Lilt A 2 - 3 2 11( , . 7 Pe-FP g : . . . . NOMINAL NUMBER OF 6-oiv) e c-7 /oil _ Ca c � _ (K) __ DEPTH HDn ROWS OF 07 e.o/i _ A 3 5_ /f� I N INCHES BOLTS 341 3� / „ 1 ,; � / ii gs , ,, ct UP TO.7 1 ® 2. 1 2.1 2. 1 2.1 A A c c 8 - 11 _ 2 8 S. 15:8 (o.� • 15 " / (0.29 IS' 1 (0.23) , 12 - 14 3 ti I 3.2 A 23.7 0. N 27.9 o A 36.! a3 15 - 17 4 17. ‘ 3 /e6 ' 3 7.2 50.6 (0.36)) . 18 - 20 5 22.0 A 3 9 5 4 46S 4 63.2 B Q3d 21 -23 6 26.4 A 479 A 55.8 A 75.9 • 24 - 26 7 30.8 A 5 A . �- l A a.5'.5 B 2.7 - 29 _7 : 3o.8 A . 55:3 A ‘5. 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A 3 .2 5 _ 6o /t___4_ IN INCHES BOLTS 3 j ,, -- / ,� / n 1 " C C C C UP TO.7 1® 2.1 2.I 2 . 1 2.1 8- 11 2 B 3.9 D 7,0 D . 8.2 D 14.5 • D P O D 12 - 14 3 ti 7. 13; 8 16.3 28.9 (0.29 15 - 17 4 • 12.4 D 22:2 D 26. 1: D 46.9. (0.3 8 18 - 20 5 17.2 D 30.8 D 36.3 D 63.2 6. 6 1.9 , D 3 9.3 D 46.3 0 75.5 0, . 21 23 Z 24 - 26 7 - 26.7 47.9 .56.4 D 88.5 3 c 7 • 2 6.7 D .479 D 564 0 100 p.43 27 29 (a43) ^� - 32 8 31.3 D 56- 3 D • �! 2 D 117 D . •33 - 35 9 36.0 D 64.. , 76.0 135/ v . 36 10 46.5 D 72. 7 D 8.5:6 D 1-5 Fi, lure Mace ' - B. Black :Shear T i lvre ir► She herar ;7q6 • . ; • 7;.x.6 • C. BeH " Suess �.� S/,4eo' D. Bo lit Fay %'re : (F «e" �r�•G Lo a f4:0 � I I • N Uha 44 e,s 1H r .clecn ri 11 e fIS are M.n.'w. w /, ,I , L kA Ci1L°t 7 / Of EVO.. 7 p/c! SAevr 1M e 1A 'we. 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( r >e 3) . 74. * * 4 :)' f>%--"T•7%. e (.1X &f.P Y 3, t-i G :eti, 0 V.:Jems.4...-c. 7 r. . t7,." t.,,J . i.,7%.,-,S:3 C.:.-NO-v4e2_,,,7 0 t(f..1 X e l + ' 2 i 1 .Z.-. d' )(' Gm" i!` ..:,. , 8,3 - ......m.a.‘„, . .. , . i 1 \ . . ) . ; 1 Calculations LI DLR Group 5c,i.cle3 Date Subject Computed Checked Project Name Project Number Page (of pages) 1 --- .$ ........., .... 1 -- ! 1,, ,/ let 2 / C"' 11 •'', "''' X . . )tz . , , 1 F - , Li —;; -.-- ricv:. , —; %,„-‘,1- ' 1 ; 10 )t 4 / 4 s ' ',..0 , 4„ i ■ e.. i , A r 1 . vokr ' "e' t I t 1 k 1 % goi._ . 1 i . - i .ret-wesw. i i I . . . 1 .4 J-- ■ir."1 (,-.1 c DPA, - 1-s-t..... ' T , v A I kf , V - ItEZ.. , k7° 7 (4 — - St. - .F. ' ege•Nie..-A%_ 14 i I 1 - 1 Plt. L-0477K2) V.:ci C , I '-e•-------... +7".-. . i L, -OCX4? \C-.; ' e l '"'''' 4 :::, *.'" 0 .- TY I N.J1r (---\.) t.. L...d i I i - LA ‘ t,.... - 'L.e.-"Z- Sik•- EG CV' 1 :2-41.0 oJ -.L 17 CO 1,_‘,.) 4-1 NJ L.) DL., ) ) 1 • f2 , ,.. t>,,_ 1 ''''' 1 , Calculations DLR Group Date Subject Spe-c -`� I Cor t�n�r� L d/�ce Co,,,.. �e SL9 Computed I/ `/ Checked Project Name V1i5 M Project Number Page (of pages) ® C i (ix 5 ■ tr.-0( v t f i � � 1 / e lln i �vrw� r 1& CP=Z f �- 31-1 • /Y ® \n/rs 4 5 r J L ) c/ p desi e - � r bG6✓l ( I u' �* -(�A 7 /o7\ C CCsQ. E 8 ' A iC.. 1, J$ -r , 17, ovi `, - k t t _ FF • y S j tI s I d � � I Calculations 16 DLR Group Date Subject Special Concentric Brace Connection Design Computed Checked Project Name Washington Square Mall Project Number Page (of pages) � - - - -- — _ ---- -- - - - - -- - - - - -- 1111111 B =o �� mo / i / \ I 1 ,41. 1. , I Ii I k a a -6 tan 0= e tan 0 -e Select a to meet desired geometry r (a +ec) +(6 +eb) V = 13P /r H =e /r Hb =aP /r Vb = e b P /r x = a + (W /2) sin 0 + (e /tan 30) cos 0 y= (3 +(W /2) cos 0 +(e /tan30) sin 0 .) H = x - ytan (0 - 30) V= y - xtan (60 - 0) x = a + (W/2) sin 0 - e yl= R (W / cos 0 -e 1 = (a - (W/2) sin 0) + - (W /2) cos 0)2 16 DLR Group Calculations Date Subject S pecial Concentric Brace Connection Des ign Computed Al Z Checked Project Name 1 /1 Project Number Page (of pages) Aitif_ ; A ›Jicii loads -Frok‘ b race d fr Brace # BF 'B' k5 e re vi v5 1 eloVi We 4 1 8 Brace Force Inputs (Strength level) , 7 7 3/ Axial brace force (PD+PL+QoPE) Pu = iii4,y.. , 60 kips p 6 X 4 )( ilk / Brace cross sectional area Abr= ti4:1;i:1 1nA2 / / \ , N / / , / -- v <''' Brace tensile sBtrreancgetYh e Fy= Kti5:4540 ksi P= 378.49 kips \ /NN' Weld Throat Thickness' C = "%Agal4i,10. inch .. Geometry Definition V Brace Depth dt = : =,1-$6 - .00 inches \ I , Beam Depth db = rettr ',IOW inches / \ \ ■ \ \ -g3 - <1' Column Depth d = k'::;:„'' 14.09 inches / , V Gusset Plate Thickness t = ;: , „Vag ,4, inch \ \ \ \ \ i : Brace Angle e= : degrees / A = 2 inches \ . . . Horizontal Plate Length H = 21.45 inches Vertical Plate Length V = 29.55 inches , v <Yr H/2 = 10.72 inches V/2 = 14.78 inches r = 28.86 inches Check Girder Web Yielding: vs/i4 ),- . 4 Weld Sizes: 92,50 inches I D= 12 inches I (girder) F = talia4415q. ksi Hb = 140.64 kips k = gt4e5Krel inches Vb = 104.92 kips Rmax = 184 OK I Horizontal Weld Sizel B = 5/16 inch H = 91.80 kips Check Column Web Yielding: t,/ II Y C2- v 193.78 kips t = :„;!;* inches Vertical Weld Sizel E = 5/16 inch I (column) F = *): ksi k = : 771,r51W450, inches Rmax = 547 OK I ( \ DLR Group Frame B1 ® DLR Group Calculations Date Subject Special Concentric Brace Connection Design Computed Checked .__._..._.... _......_..__ ... ........... .�._...._..__.....__.._.___�._ _ Project Name Project Number Page (of pages ) Brace # BF 'B' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 8.56 ksi (plate) F = ,` ; ` 6 ksi 1.7F„ = 18.36 ksi I OK I E = !!'f-';,::!'!c: 29000 ksi b = 19.86 inches Check Gusset Block Shear I = 23.80 inches (plate) F„ - ana-:0 ksi k = 1.2 1.7F„ = 29.58 ksi (1" width of plate) A = 1.000 in` 1.7F = 49.30 ksi (1" width of plate) r = 0.289 inch R„ = 710 kips kl /r = 99 Rt = 296 kips fa = 3.12 ksi ER = 1006 kips I OK I C, = 126 Fa = 13.11 ksi led( Gusset Tensile Rupture 1.7F = 22.29 ksi OK 1.7F = 49.30 ksi tMIN = 0.72 inches OK Rt = 1078 kips I OK I Check Gusset Plate Plastic Bending Z (brace) =r, _ _ :1 6.BIin 3 RyMp (brace) = 850.08 kip inch Z (plate) = 5.46 in OM (plate) = 177.04 kip inch 1 DLR Group Frame B1 116 DLR Group Calculations 'sc PtC) Date S ubject S pecial Concentric Brace Connection Design Computed Checked Project Name Project Number Page (of pages) Brace # BF 'B' Brace Force Inputs (Strength level) 8 Axial brace force (PD+PL+DoPE) Pu = :[kilitaqq:99:: kips W '/z. ._ / li / / Brace cross sectional area Abr= '14 1 nA2 i X6 A Brace Yeild strength Fy=1;iV4600 ksi / Brace tensile strength (Ry*Fy*Abr) P= 493.86 kips Weld Throat Thickness C = lib9 inch / Geometry Definition .. ' // / , , _ c Beam Depth d 4) PLACES i N . -. N lb ; ',?;'- I, r TYP Brace Depth dbt = = 0 -443, 4 4fdd inches • N C ..., -A, ,I,s„64 "!: i7:;!::13 inches 1- a , ,.4 00 ,.4 Column Depth d =1'"Ei: , i=14490 inches Gusset Plate Thickness t = ,' ,:z:'..:h:110:t inch Brace Angle 8 = ai iii-gp:pq degrees 11.17■41■7■Ami "E. A = 3 inches 1 . 1, Horizontal Plate Length H = 24.65 inches , .4 •.B.:: Vertical Plate Length V = 41.12 inches / / 1 1 ' H/2 = 12.32 inches V/2 = 20.56 inches r= 28.22 inches Check Girder Web Yielding: Weld Sizes: t = , , ) , ;Z:;;1 4 .417-66 1 , inches I D= 14 inches (girder) F = IlitN,II:Lc::::::0, ksi Hb = 215.70 kips k= i 7 : fa :°: 970, inches Vb = 0.00 kips R max = 211 OK I Horizontal Weld Sizel B = 5/16 inch H = 122.51 kips Check Column Web Yielding: voil x v V = 359.87 kips tw = TAIV:i inches Vertical Weld Sizel E = 5/16 inch (column) F =Pig ksi k = iii7T, , inches Rmax -- = 738 OK I 1 DLR Group Frame B2 ® DLR Group Calculations Date Subject s pecial Concentric B race Connection Design Computed _,....�..._.._ _.._._. �...__..._._.�...___.._.__.�.,_ ...__ _ Checked Project Name Project Number Page (of pages) Brace # BF 'B' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 6.48 ksi (plate) F = z ;T.,-.; ?36 ksi 1.7F„ = 18.36 ksi ( OK ( E _ t, ksi b = 22.17 inches Check Gusset Block Shear 1= 26.92 inches (Plate) F„ _1 ? 58 ksi k = 1.2 1.7F„ = 29.58 ksi (1" width of plate) A = 1.500 in 1.7F = 49.30 ksi (1" width of plate) r = 0.433 inch R = 1242 kips kl /r = 75 Rt = 444 kips fa = 1.95 ksi = 1686 kips OK = 126 Fa = 15.94 ksi led( Gusset Tensile Rupture 1.7F = 27.11 ksi OK 1.7F = 49.30 ksi tMiN = 0.72 inches OK Rt = 1787 kips OK Check Gusset Plate Plastic Bending Z (brace) =l ` a= :=;1681 in RyMp (brace) = 850.08 kip inch Z (plate) = 13.59 in cDM (plate) = 440.42 kip inch DLR Group Frame B2 Calculations LI DLRGroup , Date S ubject S pedal Concentric Brace Connection Des ign Computed Checked Project Name Project Number Page (of pages) Brace # BF 'C' OP Brace Force Inputs (Strength level) // Axial brace force (Pp +P Pu = IF :4 1 0.4 0 kips 1 K 3/ Brace cross sectional area Abr. `';. _ 3440 1 nA2 (w; A;., 2 ' % r sen " F- 600 ksi \ / /4 <"' Brace tensile strength Brace Yeild (Ry *Fy tr*Abrgth ) Fy= P= 378.49 kips s \ /* Weld Throat Thickness! C = i"! ' °.;;�, F ".5 1,1A inch I 1 Geometry Definition j / /\ ' , Brace Depth d = :1:4:07# inches I Beam Depth d = .1 inches / / \ '■ Column Depth d = . ,�oT: EO OO inches ' \ p a. v � Gusset Plate Thickness t = n .;.:; , inch / Brace Angle 0. :_: sa A 9 :50, degrees y A = 2 inches Horizontal Plate Length H = 18.53 inches Vertical Plate Length V = 16.06 inches . v <rw H/2 = 9.27 inches V/2 = 8.03 inches r = 22.22 inches Check Girder Web Yielding: ►1 /' ) 0 o Weld Sizes: tw = a 0 :31:5 inches I D = 12 inches I (girder) F = ` :°54 ksi • Hb = 157.86 kips k = Ilinovi inches Vb = 153.33 -kips Rmax = 206 OK I Horizontal Weld Size! B = (3/8 ;inch I ( Sec !e /ow) H = 85.18 kips Check Column Web Yielding: f 0 )( Y y V = 136.82 kips tw = 404,041a inches Vertical Weld Sizel E = 5/16 inch I (column) F = "'` ";-, ., ,. :50 ksi k = !::„-71„050; inches Rmax = 193 OK I )1 ' ri ZcJik. h / lie II $ Z I f'roH 19 ro c, r : 12, 55 4 / in re f,,, - -1 -A,- , ;Ye,. pi f<_ 1--,, S / 2 , 55 *fin (k re) (5) (, 707) (, 6 F x?,-) DLR Group .75-(2.4 I �)(y /3, 9'^ dk Frame C1 '/ Calculations DLRGroup Date Subject S pecial Concentric Brace Connection Design Computed Checked Project Name Project Number Page (of pages) Brace # BF 'C' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 12.99 ksi (plate) Fy = =' ' , 36 ksi 1.7F„ = 18.36 ksi OK E _ = _:.ksi b = 19.86 inches Check Gusset Block Shear I = 16.66 inches (Plate) F„ =$ ksi k = 1.2 1.7F„ = 29.58 ksi (1" width of plate) A = 1.000 in 1.7F = 49.30 ksi (1" width of plate) r = 0.289 inch R = 710 kips kl /r = 69 Fi 296 kips fa = 5.54 ksi ER = 1006 kips I OK I C 126 Fa = 16.51 ksi led( Gusset Tensile Rupture 1.7F = 28.06 ksi OK 1.7F = 49.30 ksi tMw = 0.86 inches OK R = 1078 kips I OK I Check Gusset Plate Plastic Bending Z (brace) =l . R1681 in RyMp (brace) = 850.08 kip inch Z (plate) = 5.46 in OW (plate) = 177.04 kip inch DLR Group Frame C1 16 DLR Group Calculations a.1.1v7 Date Subject S pecia I Concentric Brace Connection Des ign Corn puted Checked Project Name Project Number Page (of pages) Brace # BF 'C' 9 Brace Force Inputs (Strength level) / • / 0, , / / Axial brace force (PD+PL+QoPE) Pu = um: kips Brace cross sectional area Abr= ' 1 nA2 // Brace Yeild strength Fy= ,, ; 4ZigA:46, - ;()Q ksi / , Brace tensile strength (Ry*Fy*Abr) P= 493.86 kips Weld Throat Thickness! C = r6:4404t inch I A :> , 1 30 , .c. V (4) PLACES 111111e '4- "E" TYP Geometry Definition Brace Depth d = " inches Beam Depth db = :?2, inches Column Depth d =03 inches I. Gusset Plate Thickness t = igi,;:tAlia r inch . • ■Ii..1,,•2*, Brace Angle 8 =: degrees I ::: , TW A = 3 inches / Horizontal Plate Length H = 19.61 inches 1 1 Vertical Plate Length V = 27.78 inches H/2 = 9.81 inches V/2 = 13.89 inches r= 20.30 inches Check Girder Web Yielding: Weld Sizes: t =Nib , i,;,:::056 inches I D= 14 inches I (girder) F = t' 0 ksi Hb = 238.52 kips k = illt A7 inches Vb = 0.00 kips Rmax = 169 OK I Horizontal Weld Size! B = 3/8 inch I • H = 121.62 kips Check Column Web Yielding: V i D )01 7 v 337.92 kips t = d<313 inches Vertical Weld Size! E = 3/8 inch :;,..-.! (column) F y = 7 " 7 477 7r 1 1756 ksi k = owlitc, inches R max = 314 OK I DLR Group Frame C2 Calculations DLR Group Date Subject S pedal Concentric Brace Connection Design Corn puted Checked Project Name Project Number Page (of pages) Brace # BF 'C' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 10.68 ksi (Plate) FY ';n " 06 ksi 1.7F„ = 18.36 ksi I OK I E =te ``'° 7 29000` ksi b = 22.17 inches Check Gusset Block Shear I = 18.76 inches (Plate) F = k1 sal ksi k = 1.2 1.7F„ = 29.58 ksi (1" width of plate) A = 1.500 in` 1.7F = 49.30 ksi (1" width of plate) r = 0.433 inch R = 1242 kips kl /r = 52 Rt = 444 kips fa = 3.73 ksi IR = 1686 kips OK C = 126 Fa = 18.17 ksi led( Gusset Tensile Rupture 1.7F = 30.90 ksi OK 1.7F = 49.30 ksi tMiN = 0.86 inches OK Rt = 1787 kips OK Check Gusset Plate Plastic Bending Z (brace) =IMO , 16.6 in3 RyMp (brace) = 850.08 kip inch Z (plate) = 13.59 in OM (plate) = 440.42 kip inch DLR Group Frame C2 Calculations 16 DLR Group Date Subject Special Concentric Brace Connection Design Computed ___...__..._.__ _..- .... . � _ �...__ .- ...._... _....._..__�.__.__...__ . Checked Project ._......_. __. -._- . -. _.__._...,_._ __ .._ �...._.�.... .__._._.._...._ Project Number Page (of pages) Brace # BF 'C' s Brace Force Inputs (Strength level) Axial brace force (P +P Pu = Y` ;.. a8 kips 6 X6 k" 3 /Y ,,� , , Brace cross sectional area Abr= ; " 7,48 1 nA2 (w � A %., z%) ' � 4 Brace Yeild strength Fy= _ "" H ." s 4600 ` ksi / n v �� Brace tensile strength (Ry*Fy*Abr) P= 378.49 kips S / I Weld Throat Thickness C =_::',;04:47 `:4°5 "116 inch / '! Geometry Definition \ 1 H ' - Brace Depth d, = = {3Q inches / 7 \ r + Beam Depth d = 2199` inches Column Depth d = gpf ., _1' go; inches \ • \ . v ‹ Gusset Plate Thickness t = r °' ,t .„, U , : inch / Brace Angle 8 = r "58:00 degrees 4 \ \\\\ ' A = 2 inches Horizontal Plate Length H = 34.60 inches Vertical Plate Length V = 19.73 inches __.,, -E. Fr TMP H/2 = 17.30 inches V/2 = 9.87 inches r = 30.20 inches Check Girder Web Yielding: t✓ 21 3 (6 Z Weld Sizes: tw = ==' ` = " F 0375 inches I D = 12 inches I (girder) F = '50; ksi Hb = 216.83 kips k = ; ,,, :120 inches Vb = 131.58 kips Rmax = 451 OK I Horizontal Weld Sizel B = 5/16 inch I H = 62.66 kips Check Column Web Yielding: v/r ik 7 Vc = 123.64 kips tw = III y- ;m 13 3 ^ inches Vertical Weld Sizel E = 5/16 inch I (column) F,, = ""_ 3 : , � a. _, "50, ksi k = a . ; 050 inches Rmax = 231 OK I DLR Group Frame C3 DLR Group Calculations Date Subject Special Concentric Brace Connection Design Computed __._.._._.... ____�.__..._____ ............. .._ Checked Project Name Project Number Page (of pages) Brace # BF 'C' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 9.28 ksi (plate) F = = ;, ;" 3G ksi 1.7F„ = 18.36 ksi I OK I E = „'29f00 ksi b = 19.86 inches Check Gusset Block Shear I = 21.34 inches (Plate) F„ :., : k = 1.2 ,..._ . °,�� ksi 1.7F„ = 29.58 ksi (1" width of plate) A = 1.000 in` 1.7F = 49.30 ksi (1" width of plate) r = 0.289 inch R„ = 710 kips kl /r = 89 Rt = 296 kips fa = 4.18 ksi ZR = 1006 kips OK C = 126 Fa = 14.36 ksi 'leck Gusset Tensile Rupture 1.7F = • 24.41 ksi OK 1.7F = 49.30 ksi tMIN = 0.72 inches OK Rt = 1078 kips OK I Check Gusset Plate Plastic Bending Z (brace) =lo; , 004 8 in RyMp (brace) = 850.08 kip inch Z (plate) = 5.46 in cM (plate) = 177.04 kip inch DLR Group Frame C3 16 DLR Group Calculations Date Subject Special Concentric Brace Connection Des ign Computed Checked Project Name Project Number Page (of pages ) Brace # BF 'C' 9 Brace Force Inputs (Strength level) .. .III ,•‘° // / , / , , / // , / Axial brace force (PD+PL Pu = h:;:?p;63:4):0: kips Brace cross sectional area Abr= ;!:7 tilloOfi lnA2 ‘)(6 Brace Yeild strength Fy= ,,,: , Mt;.4:6:'00, ksi Brace tensile strength (Ry*Fy*Abr) P= 493.86 kips _ . ' Weld Throat Thickness C = Sf3 4X81 inch \ A Geometry Definition N / (4) V, . , N N' "c • ''''' PLACES Brace Depth dt = , ,,: 'F'„i opp inches -?. Beam Depth db = :.i.;;Mii inches Column Depth d = :::;4:a inches ANO\ "E L TYP Gusset Plate Thickness t = :::;:',;;Y;',1 inch ■ 0.1■ "E" • Brace Angle 6 = .!,:=;!i; :541ggi degrees Iimi■N•13011 •.:: Tr A= 3 inches / 1 Horizontal Plate Length H = 21.07 inches 11 1 Vertical Plate Length V = 23.21 inches H/2 = 10.53 inches V/2 = 11.60 inches r= 19.39 inches Check Girder Web Yielding: Weld Sizes: t = , , 0.Z50 inches 1 D = 14 inches (girder) F = -7,:.,. :50: ksi Hb = 268.32 kips k= 4 '.;'9:711 inches Vb = 0.00 kips Rmax = 181 OK I Horizontal Weld Sizel B = 3/8 inch I H, = 127.35 kips Check Column Web Yielding: ■,.//0 3 (` - f I V, = 295.54 kips t = 77 313 inches Vertical Weld Sizel E = (7/16)inch I (column) F = Airt*;::950 ksi le k = vai inch es R max = 267 OK I V / Veld 5 / r z 1 t - C91 , ••\ Prolre,-, ; 13, g7 /1,, re hi „-. 2 4 -Fr j l plc. 1--,-)11,5 t/ )), Ok DLR Group Frame C4 Calculations ®DLR Group Date Subject Special Concentric Brace Connection Design Computed �._..___. __.... _._..._....., _.. _._.� _.. ..._,._.,._._.. Checked Project Name m" Project Number �� ... _ ....•_....._.�...�.�.•.�_.. " "__ ._.__..�._ Page (of pages) Brace # BF 'C' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 13.25 ksi (plate) F = 1160. ksi 1.7F„ = 18.36 ksi ( OK I E _ `F29Ofl0; ksi b = 22.17 inches Check Gusset Block Shear I = 25.11 inches (Plate) F„ =I' °_;, 'y5slksi k= 1.2 1.7F„ = 29.58 ksi (1" width of plate) A = 1.500 in 1.7F = 49.30 ksi (1" width of plate) r= 0.433 inch R„ = 1242 kips kl /r = 70 R = 444 kips fa = 2.50 ksi = 1686 kips ( OK I Cc = 126 Fa = 16.47 ksi F leck Gusset Tensile Rupture 1.7F = 28.01 ksi OK 1.7F = 49.30 ksi tMIN = 1.00 inches OK R = 1787 kips I OK I Check Gusset Plate Plastic Bending Z (brace) _ I: &MOO in RyMp (brace) = 850.08 kip inch Z (plate) = 13.59 in OM„ (plate) = 440.42 kip inch DLR Group Frame C4 li DLR Group Calculations Date Subject Special Concentric Brace Connection Design Computed Checked Project Name Project Number Page (of pages) Brace # BF 'D' / o Brace Force Inputs (Strength level) / / Axial brace force (PD+PL Pu = r"MtOtli* kips 6 k t 7 /f( , / , / / / Brace cross sectional area Abr= ,.:,',;:, 1n"2 (..41 2%) I \ ‘ 'N / / r Brace Yeild strength Fy= ';41:A k,'.',.010: ksi -c- v ‹ Brace tensile strength P= 378.49 kips .- /,,,, \ ' I , , .4. Weld Throat Thickness C = ',:sm inch F " , I Brace Depth d = i0A,Apo inches - , Beam De /\ . i / I pGtheomedbt:Dae:: inches ::: Column Depth d = Li12.21 inches / \ \\ ,,, -B• v <Y \ Gusset Plate Thickness t = inch / \ \ \ \\ .§,\\\\\ ' Brace Angle 0 = f•“ degrees A= 2 inches ... \ Horizontal Plate Length H = 20.55 inches . . : \ Vertical Plate Length V = 14.66 inches 'E' / ‹r' H/2 = V/2 = 10.28 inches 7.33 inches r = 24.64 inches Check Girder Web Yielding: 1 Weld Sizes: t . ii-N119 inches I D= 12 inches I (girder) F =:, ksi Hb = 157.86 kips k = t,:: -:: oinv inches Vb = 184.35 kips R = 276 OK I Horizontal Weld Size! B = (3/8 I See Be/014, H = 76.81 kips Check Column Web Yielding: tit12)(1-0 v 112.60 kips t = ;VVIlfall inches Vertical Weld Size! E = 5/16 inch I (column) F y = "L ksi k= l 7"794959 inches Rmax = 179 OK I Rori t 1 ) id Jo P'N pry'—" 0 . I P — 1— ),V fleklc le as 1 ' ; q 1(/,\ 0/:.. f ei6 opt .5 crah._ ) R , = ) DLR Group Frame D1 ®DLR Group Calculations Date Subject S pedal Concentric Brace Connection Design Computed Checked _..._...._�_...._._...._.____ ....�.._.._..�..._�_.�._..�.�. Project Name Project Number Page (of pages) Brace # BF 'D' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 11.71 ksi (plate) F = ksi 1.7F„ = 18.36 ksi OK E = l" ' =29Q04; ksi b = 19.86 inches Check Gusset Block Shear I = 11.96 inches (plate) F „ =1=' 58lksi k = 1.2 1.7F„ = 29.58 ksi (1” width of plate) A = 1.000 1.7F = 49.30 ksi (1" width of plate) r = 0.289 inch R„ = 710 kips kl /r = 50 Rt = 296 kips fa = 4.78 ksi ZR = 1006 kips I OK I Cc = 126 Fa = 18.38 ksi leck Gusset Tensile Rupture 1.7F = 31.24 ksi OK 1.7F = 49.30 ksi tmiN = 0.86 inches OK Rt = 1078 kips I OK I Check Gusset Plate Plastic Bending Z (brace) =I ` 16111 in RyMp (brace) = 850.08 kip inch Z (plate) = 5.46 in OM„ (plate) = 177.04 kip inch ■ DLR Group Frame D1 DLR Group Calculations C.IiH Date Subject S pecial Concentric Brace Connection Design Computed Checked Project Name _. Project Number Page (of pages) Brace # BF 9 Brace Force Inputs (Strength level) Axial brace force (P +P +0OP Pu = s ' 1 °q 40 kips r" Brace cross sectional area Abr= g s lnA2 I 6 1/7— �� Brace Yeild strength Fy= .46U0' ksi // Brace tensile strength (Ry*Fy*Abr) P= 493.86 kips m..a.....,, `�� Weld Throat Thickness) C = W1 = inch I (4) PLACES Geometry Definition ,,,,N `' TYP Brace Depth d = 6fl0 inches P Beam Depth d = x ;.. '0 00 inches mss,_. ; Column Depth d = = � : 1.00, inches J �E:� < Gusset Plate Thickness t = 1 :, 112' inch I ` Brace Angle 0 = 39:50 de rees I H ii. 'B" ► TYP A = 3 inches / g 1 1 Horizontal Plate Length H = 19.61 inches Vertical Plate Length V = 27.78 inches H/2 = 9.81 inches V/2 = 13.89 inches r = 20.30 inches Check Girder Web Yielding: Weld Sizes: tw = ' ' , ._ {250_ inches I D = 14 inches I (girder) F = :: _R ksi Hb = 238.52 kips = ,;.: V k = -;� `,fix . @00743 inches = 0.00 kips Rmax = 169 OK I Horizontal Weld Sizel B = 3/8 inch I H = 121.62 kips Check Column Web Yielding: ti lox y 7 Vc = 337.92 kips tw = ° ° -; ,; 'L131,3' inches Vertical Weld Sizel E = 3/8 inch (column) F = ), `::xz; j ,; 3o, ksi k = 1441 inches Rmax = 314 OK I } DLR Group Frame D2 ® DLR Group Calculations Date Subject Special Concentric Brace Connection Design Computed Checked Project Name Project Number Page (of pages) Brace # BF 'D' Check Gusset Plate Shear Check Gusset Plate Compression f„ = 10.68 ksi (plate) F = =:_. , ,.' r,;36 ksi 1.7F„ = 18.36 ksi OK E = :'`" ksi b = 22.17 inches Check Gusset Block Shear I = 18.76 inches (Plate) F„ = ,., °' Is 58� ksi k = 1.2 1.7F„ = 29.58 ksi (1" width of plate) A = 1.500 1.7F = 49.30 ksi (1" width of plate) r = 0.433 inch R„ = 1242 kips kI /r = 52 Rt = 444 kips fa = 5.68 ksi ZR = 1686 kips I OK I C, = 126 Fa = 18.17 ksi peck Gusset Tensile Rupture 1.7F = 30.90 ksi OK 1.7F = 49.30 ksi 0.86 inches OK Rt = 1787 kips l OK I Check Gusset Plate Plastic Bending Z (brace) =l 16: 31 in RyMp (brace) = 850.08 kip inch Z (plate) = 13.59 in cDM„ (plate) = 440.42 kip inch DLR Group Frame D2 Calculations 16 DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) F I ! 1 ,...........„. , p e--Lt F A ':?-.:),; 0 Co 1.67e..-.--4:-LItz,-1,, 5 1 t „...- IL)i-iFri.4 — ..,..r..7 • 0.... t - - - . - J 2 . . 7 (14 bA 7.-'' `7,- i a -7, ,,,,,,,z.r.„- c.:.-------- . , .0...,:;4,,,,,, j .i :6--k ._ 5',„•,,+,...1 A .. r t f _ . r . ..., . . . (j::: C ,' AL. 1:). .. .i:1 . rw • i ,,, " C "' 1 )7,,,,, P .:),,:- e.kl.„ k iL,7L rc :_::, ( 0 F.4'.44, " ir Eit. 1 ...... '4 C0 L.,i ,...„---- __. ,) rT L ........_ ________ _______________ Calculations DLR Group Date Subject 5 6< F SI ✓\ Computed J Checked Project Name Project Number Page (of pages) r kfi-div-4-e-e fug ivr.f C r iviA 35a ) w30 x)2H( -� 9-(2 - -- - - - -- �� - /0, 5 , 1 6,13 S ; b _ ,7�f�- 2. 3,5 �i � 'AD A55 c= , 2 k r - 2. 1a�, A c z 2 2 c-f p (a( — f�) 2 9 3 s ^3 ( � /2' 4- W1-iz /2 l /1- /"1 Pr = C R y , R - � y , L' = 30 '- 2 (4 /1) 2 C, 7 .p+ Zc, - x, 0) 4- = 1 c.7 ►h Calculations DLR Group folP Date Subject _5 K r be Sl�n Computed Checked Project Name Project Number Page (of pages) LPr f 1 , 1 5 2 fi = C 1 15 )(lei) (z3 ;h ) (50 t5) = / 53o = 151-0.k 1.7 _ 600 l-F' V 500 P 1 I- ( fir 5 t ) Vr = (2 (15yy'`` 4 (1 { )(z) Z /z )/26 9 I `N , LI is 17(9 f4- < Z r 1 i (ya d Ina ) ( 5o i )70/c ) � vJ 12'-1 ,4 . i- .2 TO X Com g G < ,254. = 2. 63 r , ) 0K 5 0 r &A.. -fare- 11, r' Fr.. .5 01, f -.7 0,4" A; r-ti • e e- A M(Y 100 K L (PA w :- - 1130 . f /,,7 _ /0 q tE 4 E e R Calculations 1 DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) • err x 2 5 3 d A = (es,' ,1 � " ) 7 s 1107 Z , � (. IS, S " -I = t ;L i k 1, t( k si /v1, _ M a-VP (x-- 1` /2 I P - 0 4" f j3 , 0 k ( W . 7 " 4 « ' /z /l 2 il kacl- = 21ga "� `ti C/e�/c ��r Lo �� ,� l,✓ k ,•� Z,cc (Frc _ f :- ) /% /f 1 ' O H 3 3 (So ics; - 1e16 kri ) / b° /( / a If / � ) k f E p _ b y �( � 1 T - `-r v C� / e(i ) Fe-- o - 2 2 �1 ,� _ . 6 (s-d) 16,, f ' + 3 (►s,k o l 30. 4 Z 2" `" 1 _7 = y K b � I- 1 I PCov■ z 0 i � -�' = 11071- d >� 1�� /� fey r � p r� «� ✓ ) P Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) Re 7 1,,.,;r P( & b = ) , z ( — /107 = 0 ,13 7 ul‹.. f �w� be. 5 f- 2 (j X20) - /, b 7 = I 3 - 3 ;k 7 fs � s /fr" P L � � e i I r f { Calculations DLR Group scp a;L,. Date Subject 14/1 J F Computed Checked Project Name Project Number Page (of pages) / ' F.r) o - --- /S ( bLo 19 _ i) -- • ") _ 4- ( - ) - ---P = )c‘ ta _ -- • 7 c 151-C • • L 3;o 7// = 21, 9 q-- - ; . Calculations Group Date SA1 / des ;: Computed Checked Project Name Project Number Page (of pages) Alfr C®r K y . f- y = 1,15(I )Csi) ,0350 k �h 2 5 k� v✓ = (24( 22,5'D +- 2 *2),OL DL) /3a ►soo VL iYO #/' LL C 5 k7-/ �f ) Vp = (M -I- Ai 4' VL' /2 . ) / L / Z Id2 � gG2, S k 1 (1 15; lc � < ► � Y - z - g r / 1 / (ZS�I ; h 3 .) (so 100/7_ k F A = 5--1 1 k r �•! -mac% �'1 1 41- it; 5y Z d- fw, , � I 44 h s, (_ i` „to - 5/I �� 4 lip, ��/ , y / = _ '6 ,� -F � E � Calculations DLRGrou Date Subject Computed Checked Project Name Project Number Page (of pages) Co, 6 l w K 133 M M 4- Ve (k + It" 2_ ) F6 k - /0z.7 JS.S 4- ""/2-) k_ F f = 2 - 743 ih 1�6Y I k — -14/ 136�h (cOks,) / /2763 k ik ` = 117/ 7 1.0 Ok ✓ z PSI S Sd -S 12 (AI 5 ) 1 Z76 �� — r 6 (SO 1 r/ l T I 3 (isJ ")0,75) /r 2N J / e / I 3 � 515 '` - y f / O, 3 � 0,718' ;,1 • • R e u t P 1,�� 1'�(;c-1c,4-5S ) p cW ) fie p re..y -fr& bce-1 5 � Z (1 7/C(;" f . (7 7 , 37 ► `< � f1— 5 ,^- - De 1 4-b i Pl ato ( s ) ge?u ;re-L z 1 n) oAe, V2- I (i -r (1L,,$) ' /z," PL 01, d Si,(e, 3 0 ¥R( (rw( 104-A 1 /1 1 ' P L o o siL( (O ) Co d-n w 5) 5/if" PL o h. eo-<__ sat I LIDLR Group Calculations , Date Subject Computed Checked Project Name Project Number Page (of pages) \ ii- r--------- . 1 — 1 1 c _...1r.. ,............---. . I i — . 11 HAY e-ji --- 2z1-67 III - . . , . LA— -;- e CI c 'k'F — LL = 0 9 .,,,--= 2 , r ML )r--1,4 1 321 0 ' - - ii ' Ikete7 c., , rie/ . . . Ivo* Irepo..,4t alv— t a, c 4 ,,,,,,_„ 04 . i9c (...,_A.itz„ ., • _ ...... /,• +• iv. .-- • A Z I t , f II / ... ) --al- Calculations DLR Group • Date Subject Computed Checked Project Name Project Number Page (of pages) e -0- 0 ThN1 0 P -7. _2 tt tA). - 2 -5 70 fe-JF x 3 - k - 1 / oo K Lo-AZ 2 -• - C k)9 A it) 11- 0 V... FIFT S - . . 1 5 LP- L. f ■ - cc ci .S14" Title : Job # Dsgnr: Date: 11:24AM, 10 DEC 04 Description : 'C, 7/1 Scope : Rev 580000 User KW -0603512, Ver 5.8.0, 1- Dec -2003 Multi -Span Concrete Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software wsmsupp ecw Calculations Description Garage elec trans beam (case 1) General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 f'c 4,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description Span ft 20.00 22.50 Beam Width in 12.00 12.00 Beam Depth in 24.00 24.00 End Fixity Pin - Pin Pin - Pin Reinforcing Center Area 1.80in2 1.80in2 Bar Depth 22.00in 22.00in Left Area 1.80in2 1.80in2 Bar Depth 4.00in 4.00in Right Area 1.80in2 1.80in2 Bar Depth 4.00in 4.00in Loads Using Live Load This Span ?? Yes Yes Dead Load k/ft 1.000 1.000 Live Load k/ft 0.300 0.300 Results Beam OK Beam OK Mmax @ Cntr k -ft 42.92 63.80 @ X = ft 7.20 13.80 Mn * Phi k -ft 167.38 167.38 Max @ Left End k -ft 0.00 -95.81 Mn ` Phi k -ft 151.18 151.18 Max @ Right End k -ft -95.81 0.00 Mn * Phi k -ft 151.18 151.18 Bending OK Bending OK Shear @ Left k 12.01 23.16 Shear @ Right k 21.59 14.64 Reactions & Deflections DL @ Left k 7.15 26.64 LL @ Left k 2.14 7.99 Total @ Left k 9.29 34.63 DL @ Right k 26.64 8.72 LL @ Right k 7.99 2.61 Total @ Right k 34.63 11.33 Max. Deflection in -0.066 -0.146 @ X = ft 8.00 12.75 Inertia : Effective in4 6,712.61 6,712.61 Shear Stirrups Stirrup Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd 11.00 Spacing @ .2 *L in Not Req'd 11.00 Spacing @ .4 *L in Not Req'd Not Req'd Spacing @ .6`L in Not Req'd Not Req'd 1 Spacing @ .8 *L in 11.00 Not Req'd Spacing @ Right in 11.00 Not Req'd Title : Job # Dsgnr: Date: 11:24AM, 10 DEC 04 Description : <, , .2. 6 Scope : Rev' 580000 Multi-Span KW -0603512, Ver58.0, 1- Dec -2003 Multi -Span Concrete Beam Page 2 _ (c)1983 -2003 ENERCALC Engineering Software wsmsupp ecw.Calculations Description Garage elec trans beam (case 1) Query Values Location ft 0.00 0.00 Moment k -ft 0.0 -95.8 Shear k 12.0 23.2 Deflection in 0.0000 0.0000 1 1 Title : Job # Dsgnr: Date: 11:30AM, 10 DEC 04 Description : SGItI 2"1 Scope: Rev' 580000 Multi-Span KW -0603512 Ver58.0, 1- Dec -2003 Multi -Span Concrete Beam Page 1 (c)1983 -2003 ENERCALC Engineering Software wsmsupp ecw Calculations Description Garage elec trans beam (case 2) General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 f'c 4,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description Span ft 20.00 22.50 Beam Width in 12.00 12.00 Beam Depth in 24.00 24.00 End Fixity Pin - Pin Pin - Pin Reinforcing Center Area 1.80in2 1.80in2 Bar Depth 22.00in 22.00in Left Area 1.80in2 1.80in2 Bar Depth 4.00in 4.00in Right Area 1.80in2 1.80in2 Bar Depth 4.00in 4.00in Loads Using Live Load This Span ?? Yes Yes Dead Load k/ft 1.000 1.000 Live Load k/ft Point #1 DL k LL k 12.500 @ X ft 5.000 0.000 Point #2 DL k LL k 12.500 @ X ft 15.000 0.000 Results Beam OK Beam OK Mmax @ Cntr k -ft 114.65 27.37 @ X = ft 5.07 15.75 Mn * Phi k -ft 167.38 167.38 Max @ Left End k -ft 0.00 - 121.38 Mn * Phi k -ft 151.18 151.18 Max @ Right End k -ft - 121.38 0.00 Mn * Phi k -ft 151.18 151.18 Bending OK Bending OK Shear @ Left k 25.93 18.89 Shear @ Right k 38.07 8.11 Reactions & Deflections DL @ Left k . 7.15 26.64 LL @ Left k 10.85 15.63 Total @ Left k 17.99 42.26 DL @ Right k 26.64 8.72 LL @ Right k 15.63 -1.47 Total @ Right k 42.26 7.24 Max. Deflection in -0.228 -0.054 @ X = ft 8.93 14.85 Inertia : Effective in4 5,762.17 5,762.17 Title : Job # Dsgnr: Date: 11:30AM, 10 DEC 04 Description : 3c 1, " Scope: Rev. 580000 Page 2 User KW -0603512, Ver580, 1- Dec -2003 Multi -Span Concrete Beam g _ (c)1983 -2003 ENERCALC Engineering Software wsmsupp.ecw Calculations Description Garage elec trans beam (case 2) Shear Stirrups Stirrup Rebar Area in2 0.400 0.400 Spacing @ Left in 11.00 11.00 Spacing @ .2`L in 11.00 Not Req'd Spacing @ .4`L in Not Req'd Not Req'd Spacing @ .6 *L in Not Req'd Not Req'd Spacing @ .8 *L in 11.00 Not Req'd Spacing @ Right in 11.00 Not Req'd Query Values Location ft 0.00 0.00 Moment k -ft -0.0 -121.4 Shear k 25.9 18.9 Deflection in 0.0000 0.0000 Title : Job # Dsgnr: Date: 11 10 DEC 04 Description : SC-1, l 31 Scope: Rev 580000 User KW -0603512, Ver580, 1- Dec -2003 Multi -Span Concrete Beam Page 1 (c)1983-2003 ENERCALC Engineering Software wsmsupp ecw Calculations Description Garage elec trans beam (case 3) General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.20 f'c 4,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.60 Concrete Member Information Description Span ft 20.00 22.50 Beam Width in 12.00 12.00 Beam Depth in 24.00 24.00 End Fixity Pin - Pin Pin - Pin Reinforcing Center Area 1.80in2 1.801n2 Bar Depth 22.00in 22.00in Left Area 1.80in2 1.80in2 Bar Depth 4.00in 4.00in Right Area 1.80in2 1.80in2 Bar Depth 4.00in 4.00in Loads Using Live Load This Span ?? Yes Yes Dead Load k/ft 1.000 1.000 Live Load k/ft Point #1 DL k LL k 12.500 12.500 @ X ft 16.000 8.000 Results Beam OK Beam OK Mmax @ Cntr k -ft 33.59 86.04 @ X = ft 7.47 10.50 Mn * Phi k -ft 167.38 167.38 Max @ Left End k -ft 0.00 - 140.43 Mn * Phi k -ft 151.18 151.18 Max @ Right End k -ft - 140.43 0.00 Mn * Phi k -ft - 151.18 151.18 Bending OK Bending OK Shear @ Left k 8.98 32.63 Shear @ Right k 35.02 14.37 Reactions & Deflections -. DL @ Left k 7.15 26.64 LL @ Left k 0.25 22.30 Total @ Left k 7.40 48.94 DL @ Right k 26.64 8.72 LL @ Right k 22.30 2.44 Total @ Right k 48.94 11.16 Max. Deflection in -0.068 -0.245 @ X= ft 8.13 12.00 Inertia : Effective in4 5,391.02 5,391.02 Shear Stirrups Stirrup Rebar Area in2 0.400 0.400 Spacing @ Left in Not Req'd 11.00 Spacing @ .2 *L in Not Req'd 11.00 Spacing @ .4 *L in Not Req'd Not Req'd Spacing @ .6 *L in Not Req'd Not Req'd Spacing @ .8 *L in Not Req'd Not Req'd Spacing @ Right in 11.00 Not Req'd Title : Job # Dsgnr: Date: 11:41AM, 10 DEC 04 Description : , 3Z— Scope : Rev. 580000 Page 2 User. KW -0603512, Ver5.80, 1- Dec -2003 Multi -Span Concrete Beam (c)1983 -2003 ENERCALC Engineering Software wsmsupp ecw•Calculations Description Garage elec trans beam (case 3) Query Values Location ft 0.00 0.00 Moment k -ft 0.0 -140.4 Shear k 9.0 32.6 Deflection in 0.0000 0.0000 1 116 Calculations DLR Group sci, \33 Date Subject Computed Checked Project Name Project Number Pa e (of pages) (.1"C— -1 2;?z,c_4(_ ■....1/4) N.J Vlit0( 1 = Ca / \ / = V z ' • er — 4-- L I \i try 1.2 tz ' 2 D16 , /. GL.roso L.)/ LA) 1 • vJzi,.= 20 c716Q-- A L-Jtrzkr , • /1 A.0 L / 4' ( ■ P ed I e C-- Oct Calculations Ili DLR Group sc.!. t 31-t Date Subject Computed Checked Project Name Project Number Page (of pages) ; 0 VEA- e-0 ri -- 1-A.,,-.- • (.-2,6•(-1)(.,-)ty -i- / Le ( .1v5s ) '` c V 2- ( t = - p: , I 1 - . .T-' 0 zjiitA u . a,.,. it\----,s-u-ic- )-4 ell- , . ------ ic4 IL — 2 -4 11 . UJ'I.D1 CSP \ DL . _ (.\1 lAr MU 11- 0 5- )-------- _ ,,,------\'',,----- ) Calculations ©LR Group , I3s Date Subject Computed Checked Project Name Project Number Page (of pages) _ k VL7 61/ ( S &W • r - i \ I - °° - (6e 6 "�. 2� � k-1 \ 1456°4 Ste° C- � ' !` �� P j' � e[t Name -�ct��UDlb8[ ,. SUh/^.i yVl8SOOFViiObelS- 1997 []B[| uunlpUbedh»: DAM Date: 4/12/2001 Page: ^ VNOE NP F. ONRY LINTELS (NOMINAL) b= 7.625 INCHES , f m= PSI F =•KS E 1125 KSI REINFORCING: L| • '��*��?�| d(|Nj= d(/Nj= �� U(|Nj= ,� d(|N d(|N.)= / �� »o= hUK0 = h( hUK0�= h .= hUk0.= ��-�- kd (in.) = 2.74 5.98 8.33 10.27 11.96 |rn(i»`)= 88.30 1366.62 4558.48 ` 9884.07 17458.06 K 8 nre �n - Nps)= 15.96 112.98 .��^' 270.81 ~7-\u' 476.36 722.56 MRFS (in'kiro) 65.20 211.32 36374 519.05 676.12 Vpv(kipn) = 0.01 2.95 5.09 7.26 9.45 Vp° (kiPs) = 0.47 1.53 2.63 3.75 4.88 VFn (kips) = 0.00 0.00 12.00 16.80 21.00 Av(in � S -'� ^ `�'`.``,^^�^ - ,~°c°°°~` REINFORCING : ~�~�~�' "�|NT � �� d (|Nj= (|Nj= (|Nj� � d(|N.)= d(|Nj= | �' ' As hUK0�= U UK0�= hUK0�= hUN0�= ~ --_-^ --' --'-- ` -_�- kd (in.) = 13.48 14.86 1615 17.36 18.50 � �*0n /= 27355.59 30630.63 54324.38 71480.64 91093.32 MRpe(in'kipo)= 100479 1319.72 1664.82 2038.05 2437.74 MRFS (in'WpS" = 834.41 003.59 1153.49 1313.06 1474.90 Vpv(kipn ) = 11.G7 13.89 1613 18.37 20.62 V (kips) = 6.02 7.17 8.33 9.49 10.65 Vro (kips) = 26.40 81.20 36.00 40.80 45.60 � A :?:::::::*:::::-;....0,20 S�n)= 0 ' ��^`~°,^p: v 0n/= �..,:�u�� :i:��' �� __ ML2 f, revised 7/98 DLR Group 1997 UBC ` . ' ` Calculations DLRGroup Date Subject C7wr e J�wc 1/4 Computed ✓ J Checked Project Name Project Number Page (of pages) P65 r of G r 6 L = zaf — 2 (3-F4 P-1 -F1- (c ,.- p � d 30" 3 I Z 6 / { = 3 6 7, 2 k l r� = 30, 6 k f{ l e b se of L" 1! ? IT ) f T C- Ends _30, 4 , } 1-1 /2_ = 2 1 y (rd 6 /z - 2e2z - y, 3' k 1 = 2/y,2 K CI' "27/) _ * 5tr - )620 V cP - 2 ( 3o y + y "> - {; - � boob 12000 l 1 0 , A Oh _ , (y;5 -- /,L) (2,5- X12) (,(c cqo -1— 1) ti — 2 `1 S- IZ - 7)x-(2 .“ )Z - "‘/z ) _ )y Z ;,A Calculations ®LRGroup Date Subject 1 2 . 4 4 - 1 4 i t-5 L/6-G1 Computed Checked Project Name Project Number Page (of pages) T _ ? Ad f'y✓ col"- 9. i ( 7'60;1, ) 24 ((o) (04 y s o 5 II S200 A-4_ 5 _ 1y � k fa 07.) z� oc 115200(,i5) USc 4 y 11 ) 1 .20,,, s " A -1-/,011 = 11 oc (4,,01 e ,{ s�;rr� Jp..c c ir j / #or 4Ur5 �. ) S « r = pti / r b 1 i re 1 L 1 c _ v✓1 ■ n i / r r. ot_ ; 4 z 4 ) — 5o�,�s � s�(+ z v � 5 �r 6o000 y i ru ✓>! z 2 (,z0) ) N t k Calculations DLRGroup Date Subject �jw►'t� y C n ��v� Vit. Computed Checked Project Name Project Number Page (of pages) C G vt ( A1C Lor jr I GIG, a . 7791 - 5 47\ !ejr ce- ( A.4- ) 1 9 ). : v 1 7_ f ? �` O /26Th ( C `) col YS € = 3, .SS in z – f c Ac Z w 0620 �h C — _ l — l 4 Z) t j ‘00oo 1 vse-- 4 7 -bar ba 4� •6 © 3, ;,,` /, to ; = 6 ,y use_ ? b 3 ►�;.� OINIIMMEMENII26 # y e " 0c, _R l0– -7 Calculations DLRGroup Sc.,J, Date Subject Computed Checked Project Name Project Number Page (of pages) Ps—PT-6y gel&: 1411 1 ceac: �1 : 3t7, 1" 1,r ( e- b“e o P I1 he- -;A;7) Vol/ A f )50 fcf 1')(12 _ /7 -F e I, / _ Vk 4 -1•5'1" 12 = 32,q k .h p • d o t_ . �v\_ Loo- t DL = 6 i s -I + Se iT y �ei 6� 1>.� ce I L L VL= C30')(709 4y k /- 't)(30 LL = 5 fs (30')(20') S�6 DI_ co l =Kopf' I Z /pry Iv a' y P sAb 4 1 SOr t a i I I I F e Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) 9 I Fc9r- Pe- (.-, 0e5 u rick- a.; 6.cM ve, p r(sU4-e (= 3 5 /fur) .: A 5o ,'1 6,—, r(ff ai!�UI)- 34 k ' `` DI-F 3 J/ 50 = Z 56 , y k X r v l c._ Le vv' L o N-II G+, f s' lc ; /1/1500 = 2SC/1 k IT p/f 20'/ 117 = )0 22 K i„ _ 2 s k -F¢- 6 - CO/ - / , p /-F 4 "1 - 3 6 h D �- f J-i c S \cr Lc q • ail ®; /c, ( S i , 19 ft / P Pte,., \ P3 = 3 6( • A Title : Job # Dsgnr: Date: 9:44AM, 13 DEC 04 Description : SGl ,I U `L. Scope: Rev 580000 User: KW -0603512, Ver58.0, 1- Dec -2003 Single Span Beam Analysis Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw Calculations Description Pile Cap @ Retaining Wall General Information Center Span 3.17 ft Moment of Inertia 1,000.000 in4 Left Cantilever 1.75 ft Elastic Modulus 29,000 ksi Right Cantilever 1.75 ft Beam End Fixity Pin -Pin Point Loads Magnitude 56.800 k 36.000 k 23.600 k 18.900 k k Location 1.080 ft 2.480 ft 1.080 ft 1.080 ft ft Moments Magnitude 252.00 k -ft k -ft k -ft k -ft Location 2.480 ft — 1,0-2-, ft ft ft Query Values _ Center Location 0.000 ft Left Cant 0.000 ft Right Cant 3.170 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Shear 152.80 k 0.00 k 17.50 k Deflection 0.00000 in 0.00000 in 0.00000 in Summary 1 Moments... Shears... Reactions... Max + @ Center 239.79 k -ft at 2.48 ft @ Left 152.80 k @ Left 152.80 k 1 Max - @ Center -11.89 k -ft at 2.49 ft @ Right 17.50 k @ Right -17.50 k �.. Maximum 152.80 k @ Left Cant 0.00 k -ft @ Right Cant 0.00 k -ft Deflections... @ Center -0.012 in at 1.64 ft Maximum = 239.79 k -ft @ Left Cant. 0.020 in at -1.75 ft @ Right Cant 0.019 in at 4.92 ft F ; / (a A � .inn / KLC.1 P,, _ 1 �1 Pi 2 / 3 = 3, 2-0 c- 4.. co > ) 5 3 3a / J Ash p� P T = I5,5 /p, l 0 k. Calculations DLR Group sci,114 Date Subject Computed Checked Project Name Project Number Page (of pages) case A -k c1 5/0 e 6.1e. A _ y/ y p 2) £ -k 561' S feel C` C«.�c lj / / // / 3) Giec.lc 6,6 # r _iorfiroi„ II I iv- 5e0 fir ` • • � s s s la _„ //2 • � 4 � a e k �1� = O Op f) (/') (1') (y/ L / Z = J •2 k f� E ( 5 2 7 3 /c -'-I- - $ 7 ) K. ih /4-5 r r Ja ,7(0) �'� *7.5') l ! r ,5s5f y - s5 ) 4)/ )(c -6 /z > M 0k V 6 N • Calculations 1111 DLR Group sct,-J4 Date Subject Computed Checked Project Name Project Number Page (of pages) (Plin = , g5(z ) = ► u 5 (2) 3a°o (10(7 ) { k- 1 (4 = 1. y ( � So c f - ) / P Soo p/f y' ) 3,7k tV f � r A _ (c00 p1f) (y ) � 103 V = 5 , 3 k -F-1 /19 (_O Pc" ) (r) 0 (5,3392 = 2 ) k{4 < 1 - 1.1 ( -7r 1 K r+ ) 1011 k Y� _ / L' k. 6 �_ 3S " = A - l2 3 0 � uje e 12 " (0)69 t,5) _ 5 (z) 3000 (12-)(c i5) 11L1 ( 150 5,33 " Soo 4 (-1' ) 3 .5" V , \ > N O /c ) Calculations ® DLR Group sc. 011.c Date Subject Computed Checked Project Name Project Number Page (of pages) &I- /L Ta oeN Vr ( G &2`/ ?x36 ") 30 -P-1- - 6 -r- = 21 F (c/ be �ti/r �les ) A55 / 0 ft- c(-1-G o do or S /� d = 36 — 3 —, S'' = 32 S ;.\ Re51S ii`k rt ,�1 (S ' fl•, 5 ) 4 3 { /1 = (IS® pc-F)( c-F) (S/°2,.)00')Z/2 — 3 1 / k (4- _ 37 , 5k " M = I�I (37 S) = _C25* ;h f Q 12'1 3 K '" — S 2 S t � = 7/ k ', M yam,, _ ��f l Gl � / P �' , l� J 1 1 I 1, G l� �� y(s = pl_ A 2 N - /z = 7 k �r 2 Y 1z. -- 3 2 . S ' _ 7 /, y k 14- (5' 3 '//2' ) = 55, 6, Ic �=1- l (/ k 1 sip r� 1 �e 7e ,4- = 2 o �. ) b " — -- 72_ (7 ;h 2 (2c "1 - 36 ") = F i ' J _ (722-71' k ft A `� , `� S 3000 --- �. 0 fc-P it 2 12_000 � j� •�r Ier5ion Calculations DLRGroup cc. 1, I o Date Subject Computed Checked Project Name Project Number Page (of pages) Rei rt∎rr l rl/on 4 = , �S Q - , 5 (zd -14)(5 5.) rh - 2 (Z - 4- 3G —b) c t , 9 ry f -7- s ) A -F o f 8 ( 1h� • - s(z)(14.21 )(bo) . r� I s 5 iy 7 145c 4 Li e5 4 ,, Z 0 :n ( f - � 2D / 01 S6 _ 7. j f_ /t2 f' (( 771I i(?n) 5 /K "Ar I re S=7 12. —0 CL- Jc „ !. S fFrr ( v 3_ S ol s _ SO (20)( it ) 6p -fi V Ares r0v"dw( = 2 ( 22 :), 1- _ yl l & ) OK Rai H i of 5• Yrwp S -- or f i — = 3, k to - C/ d -F L /, A� EE _ ��,$�` ply -� Zy Z S7,6k (4- �) ,4-1 644 ) V, = ( ) (5�/7,1k ) _ k LI CLRGrou Calculations p sci, tLV7 Date Subject Computed Checked Project Name Project Number Page (of pages) fl _ 2 3.77/7-To (2()(32,5 ) 7/ v s V t � VC- - y =, b - 7/' = — 1 ((►7 , Alo+u re-4 kir ( 4 z . I t j LI Calculations DLR Group C1,1 Date Subject Computed Checked Project Name Project Number Page (of pages) A-7 C9 Po ,0 \i") Jo 2 ■ fA-C.;` 1-711 5,4-0 ■ 55 a, = = 2 -0 - e-DY CPC.p - i/J)11 5100 0 4 _ 4 )06 x t-4 t.ro.JP Be.'■ 1N-Ae L A) Prr ,177,147=- CA )_—_cyli:4sor. f ®LIZ Group , i Calculat IU N1 Date Subject Computed Checked Project Name Project Number Page (of pages) '. ��.ri-r SlQsa.,7 csvv.,.ae7.xU;. � � sue' � -�- i - \� �1Lx LCV14 T N. ea�,\A T LA.) - 4�' x a s I � — ._ - 7.-c ` 1._ X ><- , . —s.t.,,6tA-ft-CA,Z)cirt;1 , V) Net, Ismx VI.' k 1)9 rly,cic Thj -mom. € 1 So + = L7, b" \i`-. = 31 , ?5E k 7 x V 9+ 31� x 11 x � x. s - _ / 0 v- +_SAS , ,, Zo P \A L4r. S = 4'7, CO S.- tc.. — ost= CS= GQ/ 1 -iT. 7,.25 V Li VP' K i 16 x _2,, ,4-- a. 7-4- C: -- '1N.,t.....)ipsi - ti ) \\)e -.= 1--- IS- 5 \(- 14 tJ1- -ffGr lam- o„-;-- `p,,,, 4. 3x3Y %i p ia,,..0....) ---- -- > I -6 �.__ ___.___._.__._ _ . _ _ _ i 1 Calculations ® DLRGroup , Date Subject Computed Checked Project Name Project Number Page (of pages) C- ---- 77' 1 " , Y9 ,5 , .FA- "4 _a n---- ,,,,‘,,, pi, ,:. 1 2, r r--- / „LIS i ! ,A:' (2 + 'Z,,.t...) x e' t"- ; *41 L_ '' ' ' ' ' a ' ' P = , 6-1)7 le /Y 34., 4 : - ?.: - 70 \-n X z h q Use. u o< • u 1� sx= 1 os- i 7.:L.,..t i_i,s, . ��: - vim. • � ......_ I—T-4 , . ._ P�, t . j.=a . ,.� b,...As- L. ‘... i t; s, Cep , 2- c 5 .t x C 27'- 2.7 ;- ' 6-. C-"c )ii- , E' -- ,A -- ° , ..e-.-) - t I It ::" ;_ r - 7 k K \ k --- -t' '''''' 4 (. '. 2-1 ".-r• >" e )-- - 7 --1...0).L. w 3, I 4l ' eNitk. , 0 b_ Dom, h A-.0 - = 2 - 0 —t?4. , ^, r1.t: .-�,.J ✓ ed_., ..�._.�... i 3! Q�` y�,e 1,- �.. r --- _ 1 Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) e, t : S >e I S 'S L4- Oirit.--13 21 ( $ -7 A,J L.)/ y. N . I_ 24)`` _ \fe.\-/ tic) 47_71:F • * T? -- ... t. rA 6:9 v- ri \fr 7-41 \ \10, sv p= X SX LO / � � (7n 2) s� c. t / c)4 Calculations DLR Group sc..1,1 77_ Date Subject Computed Checked Project Name Project Number Page (of pages) c-prjr z " • quir""AilL 3 '2-- t (.1.1 cL SL tr, im a " 4 1° ) oiSY _ . L. L.) v , V L, ) 1 l&I Calculations DLR Group ) Date Subject Computed Checked Project Name Project Number Page (of pages) . . / . ' . _ . . . tz.we , cfitt., 0,...,Thy. 6,,--L, ,,,,•) \i' 4 . , ig „,..4:4..) , ; 4-J1 (7 ,Le X t_i . = s Lf . , , . . . : . . , 1 . . Srke AA'Q P'4•1 .C-L -- tI - 1QLA-4, -rc - El -0U \ & . / . , . . . - . __ V-. .. - . , . ‘4.. i \ Ale---fhc ,,s.) t - 1-4Z) C._,C)".41; 0 1‘.. f; • . bAle-.44-,..) , . . • ) ► DLR Group p sc. ►, t suc Date Subject Computed Checked Project Name Project Number Page (of pages) e .,0 \- c.:;c..4. ` L Wo 4 - H.'mot -� es;t4 r,) 1 1 !-I 1c, . L i ) i --0 ' .As„.‘4 &I,,o,... C..sw,N) L,7 , CF) -E t -: f�LD , I I ''c.. / 4,,, 4'.:: IS J qt. ) '2 "Q ,_= L y k� )6l� ld'C % 25' II . i 4" u . 1 " f7J _ . . C 16---(^1 -' . 2114 1° i.) ,. L T., 1-7.C°/ 1/41 ti • ',-)".•:"- /-:X .SQ, --i\--rZ."' t- 2 - .;',/il j - L_ _._._._ __� _,e _ _ , _1 1 16 D Calculations LIZ Group , scA,1 Date Subject a Ie Computed Checked Project Name Project Number Page (of pages) , . , isHpr , qt.. - ( (I s . v, , . I., . 0 ) , 7 _____i i . . . . A ,* . • p —1...." i-he SS" 1 —14 .0,4.„ 12-i-t , il- 41‘,...............-.... i ■ 7 , 0 t , , . _.. , - _ i I , '-- Ye) 5 ( -- 1 0•- , c,--=-4\--1-7 : 17,...,,..e- (17,5 ft L i X';- 11 ''' 3 2' At - - 71 - 7:— , )------- C.q \ '? c--1--t,b,—..) — (ffiir t:-. Ax- , ? , tk-- _ . te-- 7 _._- --. . Li- 1 - - ',. ,- —7.514, f .,,,(1.__ Lt.-1 , -1-0 zx-i_ c_loils,.., %t„„, Fe„., --- ) - .•- A-L- , 7SL 1 tl-cl"F Pc-,' r ) v=,, j ( ja , ° - 2, -),.._ Calculations DLR Group SG1 `5(� Date Subject Computed Checked Project Name Project Number Page (of pages) 1'. & ) S , (..P tart ra+'t.R -Cr 2'S, 3 K � sT� X L /K_ 5 29,7' o � - S Calculations DLR Group Date Subject Sky, 5 . part Computed / r/ Checked Project Name Project Number Page (of pages) P 91_ - 10 psi, 7 V LL ; Z S Ys r p - - 7' >(za/L -2SLL) �3$l� = 353 p/f I 1 7 )( (20 Pi- f zsLL) /(24-- 2s9 = 3Y0 ylf ■ Far � : 1 1; = 60F = 2 7, 6 14_51 AfSo-Ae- + �.� � �; b L/ d1. 6-f 7 0 T 20 5", = 5, /7, = 0,75 ksI For- PI 1 u y ��k = (3) plf) (roY7S' ,---1-111104-r# f if Z l'7000-# -0" 2a -r — `MO x12- /15,6 ►) 3, ya ks) Y — )'7001) -112/20 - 172{Sid e 'IC 5, – 30/ /C-S E } - fie — Z1+ = ) ) y // 5 h > (2 ? if X 20' k 6 77 y 2 �� xIZ. Calculations DLR Group Date Subject 5 y / 51714., f' Computed I /J Checked Project Name Project Number Page (of pages) C -F, - /, f t- /r . a � 3, + t ; y �s 4_ 1,5/ /10 3o.y (21y / 7, / 3 l 0, L 1 , n . Ol e 1 � { F ( ,J I E e i 7 1 Title : Job # Dsgnr: Date: 4:14PM, 13 DEC 04 Description : CI\. Scope : Rev. 580000 User KW -0603512,Ver 580. 1- Dec -2003 Steel Beam Design Page 1 )1983 -2003 ENERCALC Engineering Software Area B Calcs ecw Calculations Description Horizontal Force General Information Code Ref AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : TS10X6X1/4 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu . Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.151 k/ft LL 0.189 k/ft ST k/ft Start Location ft End Location ft : Summary Beam OK S tatic Load Case Governs Stress Using. TS10X6X1/4 section, Span = 20.00ft, Fy = 46.Oksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 18.289 k -ft 52.118 k -ft Max. Deflection -0.441 in fb : Bending Stress 10.654 ksi 30.360 ksi Length /DL Defl 1,1 fb / Fb 0.351 : 1 Length /(DL +LL Defl) 544.4 : 1 Shear 3.658 k 46.000 k fv : Shear Stress 0.732 ksi 18 400 ksi fv / Fv 0.040: 1 Force & Stress Summary NI « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 18.29 k -ft 8.84 18.29 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 3.66 k 1.77 3.66 k Shear @ Right 3.66 k 1.77 3.66 k Center Defl. - 0.441 in -0.213 -0.441 -0.441 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.66 1.77 3.66 3.66 k Reaction @ Rt 3.66 1.77 3.66 3.66 k Fa calc'd per Eq. E2 -1, K'Ur < Cc Section Properties TS10X6X1/4 Depth 10.000 in Weight 25.78 #/ft Thickness 0.250 in lxx 103.000 in4 Width 6.000 in Iyy 46.900 in4 Sxx 20.600 in3 Area 7.59 in2 Syy 15.600 in3 Rt 3.000 in R -xx 25.100 in l Values for LRFD Design.... R -yy 2.490 in J 103.000 in4 Zx 3.690 in3 Zy 17.700 in3 Calculations DLR Group Sc1q ,po Date Subject Computed Checked Project Name Project Number Page (of pages) E � flcy I A 5 '0 Face_ f - ' L ' -\ P SDI re � P RP /Ip Low dte--6k b; 10¢ ) a - R r _ ►� Tr 1 c (2d ) -7 y 20-it 3 t off r (1)pc) opik) 2. Z 4 {� P 1,57, F - , 3 T V✓' = 3 , I �` — 5,. )- �-o t J ® M; n DS P t? C vo- -/ ( 0 n r1 2 / 3, J K = (.2 `` {'+ 3 7. e j � (�,�' ( ti e tiff h , h H )1/ • Z — (C(2)(`),0 (s(`),0 111 I 37,2>< Ok k✓c/d ) l4" ///f �ro� „( 1155 — r f R / � ,1- — C (7o) ( x.1, 71) = 05 K F1\7 37 ) o k 5 L7 x - o r If 5S 1 � �Z �f �l l �L ) ( Y ` ) Calculations DLR Group Date Subject Gvernn yrf g'5 Computed Checked Project Name Project Number Page (of pages) N = 3 = a `' ax . , Witid = psf y � � k z o 6� 0 t- ma / ( I /' / y , % ,",. IV For V Veld I q G J 73 (,707)(,6) (70) = 27k'o � D� • ( i r Calculations Group - s C t,L�2 Date Subject ^A r 7 - 8 Computed Checked Project Name Project Number Page (of pages) - Cot L Se c _ , 2 , 1 2 / fi r` ! 2, 12 Z VV ' 5e - Eo-r SG�. -^� / le f A di 9r;61 1,"C1 Tit" 5 G pr0 if CA ate-kg s / 5 3, • ! g g { kff � Calculations DLRGroup 5 c-'s •,,O -j Date rr�� Subject pt.. Nlruk_ i2e n h Computed Checked Project Name Project Number Page (of pages) S7 e 3 ,� 16411 • S = 16% C 2 14- ScA-i f Per Scrc, (12')(1. E — CO l (7 5 i ` 6 rrop. 'CD° Er' C Z 516 r 1 I. 6 Sty l ; iv 11 7 5��✓ ) 0 k k r, Rhof t/e I4 Waif 51D( t. = 10 kfie- d-;6r\ 23 f5f 4- to/ 4- 1! 33'/2 = 1 3 I - ,I 1 ''/ / 5 # G ,5(1 /, 1) (.707)(G )(7p J X i E Iit ( a E E www.clarkwestern.com cw 2001 North American Specification ASD . �d DATE: 12/14/2004 WSM SECTION DESIGNATION: 8005162 -43 Single INPUT PROPERTIES: Web Height = 8.000 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 33.0 ksi ALLOWABLE CEILING JOIST SPANS INPUT PARAMETERS Dead Load = 15.0 psf DL Multiplied by 1.00 for Strength Checks Live Load = 25.0 psf LL Multiplied by 1.00 for Strength Checks Deflection Limit = L/360 Web Stiffeners Required at Supports ALLOWABLE CEILING SPANS - SIMPLE SPAN JOIST MECHANICAL BRACING AT: SPACING NONE MID Pt THIRD Pt 12.0 in 10'10" 15'3" 16'7" 16.0 in 10' 0" 13' 10" ) 14' 10" 24.0 in 9' 0" 11' 11" 12' 6" rf = l 2 0 ( €€ d e--ct www.clarkwestern.com 2001 North American Specification ASD ELI Vat DATE: 12/14/2004 Voor bee- WSM SECTION DESIGNATION: 600S162 -43 (2) Boxed INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in ALLOWABLE UNIFORM LOADS INPUT PARAMETERS Deflection Limit: L/360 Listed load multiplied by 1.00 for deflection check Listed Allowable Loads Not Modified for Duration of Load for Strength Checks Shear and Web Crippling Capacity Based on Unpunched Web End Bearing Length for Web Crippling = 1 in Flexural Bracing: NONE TOTAL ALLOWABLE UNIFORM LOADS (lb /ft) SPAN LENGTH (ft) 4.00 8.00 10.00 Without Web Stiffeners 259.1 129.5 103.6 With Web Stiffeners 1390.0 347.5 202.4 4 4 -f 4 l/e4-414 L® DL= ISf -r Li_ = 2- 7'5.r Kopf .7 1 l py 3 J OI5 J ewe_, -/ p y — ()(Z'/2)/L/' (IS � Z s LL 1 _ 10 IF < 25? F ) 0it www.clarkwestern.com 2001 North American Specification ASD SC, l , I (� DATE: 12/14/2004 JJ Poor We - 3R ¢W M SECTION DESIGNATION: 6005162 -43 Single INPUT PROPERTIES: Web Height = 6.000 in Steel Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius = 0.0712 in Bottom Flange = 1.625 in Yield Stress, Fy = 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold -Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in ALLOWABLE AXIAL LOADS INPUT PARAMETERS Overall Stud Length = 7 ft Load has not been modified for load type or duration TOTAL ALLOWABLE AXIAL LOADS (lb) WEAK AXIS MAXIMUM CONCENTRIC LOADED BRACING KUr LOADING THROUGH WEB NONE 146 1965 1126 MID Pt 73 3766 1706 THIRD Pt 49 4219 1777 JL- /Sps -F SL = 25 p5C Rev-F To;sf s /b„ = rzi -o ReG c 1 a -crow. R Igo pif * /?_ = 3(0 4 ) /65 OX Li Calculations ®LRGroup Date Subject C6 -r�� g'd — �� Computed Checked Project Name Project Number Page (of pages) LL_IO1) Ps- T 11- _ 0 /z �- S ( t iS 9L - 1 - /00 2 ,� 121- 5 5k L 19 A 7 6' bps = s S f ,S / h�-f f s r, =(1,Z (7-,5 II (S,Sk) /y = 23,6'` - c;)oo0 7 (,2o)(60) ,2C , cc 5 (3)(m) S � � — (, 2)( 6 0) (2,5 - .24,A) = 2 5. 0 1� f _ E � 5 t [ • 1 iii Calculations DLRGroup Sc-1. I Lob Date Subject Computed Checked Project Name Project Number Page (of pages) 5 &; 1 _...,410k„ fr S 1n'i SF y5 Pr L. L = lOU rsf - 2 °/./ 4 5, R,--- = 27S -IZ (95 ° -) 1doLL) 1 26 # pL) 27S LL . . , - { { i f y S t i i { Calculations DLR Group SG I Cool Date Subject Computed Checked Project Name Project Number Page (of pages) 1 cixr-rta-)1_ AC-77.7 /1, 7', H Z0.4 - - cf-• t ,75 uo 1'. 0 ehs >e 9000** />I I .1114 7r-r Ict)u (7A.- 113 63) e7 x2-41 1 >io c-srvs:= Calculations Group .00 Date Subject Computed Checked Project Name Project Number Page (of pages) CA-4\--cez7c).4)-4 e °° - - - a, coo* K' 3 5 in 1 5 ( 12 -15 - ) (I) — -3y 4 .e = z . s n C - 1 6 /3,c _ 14- ‘6,51k 3 :) - /,57 L n h f Z C = '1,0 > 1.34 C = , a , 7 1 1/4 e = / +,7 ( - , �c , S • = 3fo3 k ,5if ‘,D'r > 5 , 5 'c { ) n,r lie 3/ 6 „ Z !Jl i .c < ,75 (6'')( 67(77 E /6/7' 1< A I � r-• Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) L P C c,,4 1 le-1{y/ t -J PL - 75 re -f- /5op o o • L = log 105.x- y 6, 2 (115) 1 ( too )(s6 "1 Z') ee ( _E' = 3560 fi Jd = . 75d 1,1y r k +n 4 S ,q(Co)01,1i"). o +� Z �sMen '063 o b +n US( 14-5 e 16 ©C ) A , 23 ;n ( k tt I ii Title : Job # Dsgnr: Date: 8:01AM, 15 DEC 04 Description : c 1 ,1 - )z Scope: Rev. 580000 User KW- 0603512, Ver580, 1- Dec -2003 Rectangular Concrete Column Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Colas ecw Calculations Description Integral Column (Grids 35.7 -QQ & 35.7 -RR) Lo4df f KhM tv lU, -., General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 n`CitY�3 +FA°.:%P Y:�N U%ici.Y43tYFw`�4•.°i � R:»:•+:" "A k:%bfY ?.YF.. ' :.. ..., .1fi 3b'4.s °ss s`. Po Y'.:A. .eE. x.Y4...nAn §R..:: .. s£ 'KF<:S.; i:�?k*, ". n'Yt ...: :a -. '-3?s s n v ..,.. i'::.b'ae yri &x "a': [:M , ..• P a Width 24.000 in f'c 3,500.0 psi Total Height 13.000 ft Depth 24.000 in Fy 60,000.0 psi Unbraced Length 13.000 ft Rebar: Seismic Zone 4 Eff. Length Factor 1.000 3- # 8 d = 2.000 in LL & ST Loads Act Separately Column is BRACED 2- # 8 d = 12 000 in 3 - # 8 d = 22.000 in Loads N'R�`a..... ., a. a� rA5a .,_..;.. €x a'.,..A :L..r.k'' &ey.✓:.. .. ,,.. `: •,..,...�' -.x h "1'�..` \ ?° = - "6. Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 86 000 k 72.000 k k in Summary Column is OK 24.00 x 24.00in Column, Rebar: 3 - #8 @ 2.00in, 248 @ 12.00in, 3 - #8 @ 22.00in _ ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 242.80 k 242.80 k 242.80 k Allowable : Pn * Phi @ Design Ecc. 1,161.44 k 1,161.44 k 1,161.44 k M- critical 26.71 k -ft 26.71 k -ft 26.71 k -ft Combined Eccentricity 1 320 in 1.320 in 1.320 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.320 in 1.320 in 1.320 in Magnified Design Moment 26.71 k -ft 26 71 k -ft 26.71 k -ft Po * .80 1,659.20 k 1,659.20 k 1,659.20 k P • Balanced 789.23 k 789.23 k 789.23 k Ecc : Balanced 9.989 in 9.989 in 9.989 in Slenderness per ACI 318 - 95 Section 10.12 & 10 13 Actual k Lu / r 21.667 Elastic Modulus 3,372.2 ksi Beta 0.850 ACI Eq. C -1 ACI Eq. C -2 ACI Eq C -3 Neutral Axis Distance 26.2850 in 26.2850 in 26.2850 in Phi 0.7000 0.7000 0.7000 Max Limit kl /r 34 0000 34.0000 34.0000 Beta = M:sustained /M:max 0.4959 0.4959 0.4959 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : piA2 E I / (k Lu) ^2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1 0000 Ecc: Ecc Loads + Moments 1.320 1.320 1.320 in Design Ecc = Ecc * Delta 1.320 1.320 1.320 in ACI Factors (per ACI 318 -02, applied internally to entered loads) • r aura, ,^5ax < +�,¢!a•eaar. ,.a z;.. .°K:»?'.mnaru, r ,-,. ACI C -1 & C -2 DL 1 400 ACI C -2 Group Factor 0.750 Add"' "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 .l (ewt f y Title : Job # Dsgnr: Date: 8:03AM, 15 DEC 04 Description : SG 1173 Scope: Rev. 580000 User KW -0603512, Ver580, 1- Dec -2003 Rectangular Concrete Column Page Area BColcsecwColculotlo 1 (c)1983-2003 ENERCALC Engineering Software .: ,.[ +fig Dh (..;.' :>. AMY. •^• :- .'kSx,.` •;'YR" ^CC 455 fl'2 4.> >,'>44' +1^.:,d :s: 'ffcsar 54.b.. 4.::c:.r.. , 4 . . >'4>'R'y.c ' >,'* ...p.. >ro`a ^,cflri*;'. .i^ x>1''!C>' 4C>t Description Integral Column (Grid 34.7 -GG) L oS t k - CoG._,.,,.,, General Information Code Ref: ACI 318 -02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Width 16 000 in f'c 3,500.0 psi Total Height 13.000 ft Depth 24.000 in Fy 60,000.0 psi Unbraced Length 13.000 ft Rebar Seismic Zone 4 Eff. Length Factor 1.000 3- # 8 d = 2.000 in LL & ST Loads Act Separately Column is BRACED 2- # 8 d = 12.000 in 3 - # 8 d = 22.000 in Loads r< ,. * �, ti �3 >4a4y "a �, F a^� „6: 4_ .. ^,cc> eeee'>'ar .x . a•+ �° °'u 4- •' v e . -,... _ ,_,> .., . , ;;:=sue,,.., .mc'14 ses ri's ri es:+ '• cc,�td.. n- >.. . Note Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318 -02 for concrete design Factoring of entered loads to ultimate loads within this program is according to ACI 318 -02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 68.000 k 83.000 k k in Summary Column is OK 16.00 x 24.00in Column, Rebar: 3 - #8 @ 2.00in, 2 - #8 @ 12.00in, 3 - #8 @ 22.00in ACI C -1 ACI C -2 ACI C -3 Applied : Pu : Max Factored 236.30 k 236.30 k 236.30 k Allowable : Pn * Phi @ Design Ecc. 841.57 k 841.57 k 841.57 k M- critical 25.99 k -ft 25.99 k -ft 25.99 k -ft Combined Eccentricity 1.320 in 1.320 in 1.320 in Magnification Factor 1.00 1.00 1.00 Design Eccentricity 1.320 in 1.320 in 1.320 in Magnified Design Moment 25.99 k -ft 25.99 k -ft 25.99 k -ft Po * .80 1,202.24 k 1,202.24 k 1,202.24 k P : Balanced 525.83 k 525.83 k 525.83 k Ecc : Balanced 11.753 in 11.753 in 11.753 in Slenderness per ACI 318 - 95 Section 10.12 & 10 13 Actual k Lu / r 32.500 Elastic Modulus 3,372.2 ksi Beta 0.850 ACI Eq C -1 ACI Eq. C -2 ACI Eq. C -3 Neutral Axis Distance 26.7500 in 26.7500 in 26.7500 in Phi 0 7000 0.7000 0.7000 Max Limit kl /r 34.0000 34.0000 34.0000 Beta = M:sustained /M:max 0 4029 0.4029 0 4029 Cm 1.0000 1.0000 1.0000 El / 1000 0.00 0.00 0.00 Pc : piA2 E I / (k Lu)A2 0.00 0.00 0.00 alpha: MaxPu / (.75 Pc) 0.0000 0.0000 0.0000 Delta 1.0000 1.0000 1.0000 Ecc: Ecc Loads + Moments 1.320 1.320 1.320 in Design Ecc = Ecc * Delta 1.320 1.320 1.320 in ACI Factors (per ACI 318-02, applied internally to entered loads) s.44 .,. t« = ,`.k..m'r, N,.K�T'. 4»,» > ,..c.. ,x 4541>,i '�y: i '. Fm , .4rA .+s�>i .P 2Y, h4n"T•<k?m vemassi / ACI C -1 & C -2 DL 1.400 ACI C -2 Group Factor 0 750 Add"' "1.4" Factor for Seismic 1.400 ACI C -1 & C -2 LL 1.700 ACI C -3 Dead Load Factor 0.900 Add "I "0.9" Factor for Seismic 0.900 ACI C -1 & C -2 ST 1.700 ACI C -3 Short Term Factor 1.300 ....seismic = ST * : 1.100 1 I I '• r 1 1 i 1 UI - - ; r — -� - j \ o I I \IL1'1 "S I I I I r ■ ■ ■ ■ 7\ I J v 1 SLl'1�5 z --a/A ...-?1/-1-r"7") S CJImnc , Title : Job # Dsgnr: Date: 9 15 DEC 04 Description : Scope : Rev 580000 User KW -0603512, Ver580, 1- Dec -2003 Steel Beam Design Page 1 _(c)1983 -2003 ENERCALC Engineering Software Area B Calcs.ecw Calculations Description Chandelier Support 61 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS6X6X1 /4 Fy 46.00 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 4.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 2.50 ft LL & ST Act Together Right Cant 2.50 ft Lu : Unbraced Length 0.00 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.000 2.000 k Live Load k Short Term k Location -2.500 7.000 ft g . Summary Beam OK Static Load Case Governs Stress Using: HSS6X6X1 /4 section, Span = 4.50ft, Fy = 46.0ksi, Left Cant. = 2.50ft, Right Cant. = 2.50ft End Fixity = Pinned- Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 5.056 k -ft 24.136 k -ft Max. Deflection 0.081 in fb : Bending Stress 6.359 ksi 30.360 ksi Length /DL Defl 738.2 : 1 fb / Fb 0.209:1 Length /(DL +LL Defl) 738.2 : 1 Shear 2.044 k 25.723 k fv : Shear Stress 0.731 ksi 18.400 ksi fv / Fv 0.040: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 5.06 k -ft k -ft Max. M - -5.06 k -ft Max. M @ Left -5.06 k -ft Max. M @ Right -5.06 k -ft Shear @ Left 2.04 k 2.04 k Shear @ Right 2.04 k 2.04 k Center Defl. 0.026 in 0.026 0.000 0 026 0.000 0.026 in Left Cant Defl 0.081 in -0 081 0.000 -0.081 0.000 -0.081 in Right Cant Defl 0.081 in -0.081 0.000 -0.081 _ 0.000 -0.081 in ...Query Defl @ 0.000 ft 0.000 0.000 0 000 0.000 0.000 in Reaction @ Left 2.08 2.08 2.08 2.08 k Reaction @ Rt 2.08 2.08 2.08 2.08 k Fa calc'd per Eq. E2 -1, K "Ur < Cc Section Properties HSS6X6X1 /4 Depth 6 000 in Weight 17.80 #/ft Web Thick 0.233 in lxx 28.600 in4 Width 6.000 in lyy 28.600 in4 Flange Thick 0.233 in Sxx 9.540 in3 Area 5.24 in2 Syy 9.540 in3 Rt 0.000 in R -xx 2.340 in Values for LRFD Design .. R -yy 2.340 in J 45.600 in4 Zx 11.200 in3 Cw 15.40 in6 Zy 11.200 in3 Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) 46' Z / s;6-r. �� -.ham ) 10 2 x R '(- ly f Z ks P'y' 1` - SSf k 5 1 r- , `,-, ( 2 r , i) = 62. k 261)- ZZ +2_0)(2) .75; = I— , "7 ,q1 %,1 • A- - ,4 2 ( 4- ,,55,4 /A, *1155 = 1.$/ -2( '/y i- Y /1)(' /v,) J .35 it e = I AA, _ ,i25 (1.35) — ) ,n ) s � 1 . 1 , , , F y 2, 5 I 7cf ) 300r k 17. 6 Title : Job # Dsgnr: Date: 10:50AM, 15 DEC 04 Description : SC_ ( n Scope: Rev. 580000 User KW-0603512, Ver5.80, 1- Dec -2003 Steel Beam Design Page 1 _ (c)1983 -2003 ENERCALC Engineering Software Area B Cats ecw.Calculatlons Description HSS @ Chandelier 5Z LN..1 Lem General Information Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS2X2X1 /4 Fy 46.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 3.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft , LL & ST Act Together Right Cant 4.67 ft Lu : Unbraced Length 0.00 ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 0.308 k Live Load k Short Term k Location 7.670 ft Summary Factored Load Combinations .... Beam OK (1) 1.4D Mu 2.070 k -ft Vu 0.698 k Phi * Mn 3.326 Phi *Vn 11.575 (2) 1.2D + 1.6L .. . Mu 1.782 Vu 0.602 Phi * Mn 3.326 Phi * Vn 11.575 (3) 1.2D + 1.6L + 0.8W... Mu 1.782 Vu 0.602 Phi " Mn 3.326 Phi * Vn 11.575 (4) 1.2D + 0.5L + 1.3W ... Mu 1.782 Vu 0.602 Phi * Mn 3.326 Phi * Vn 11.575 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 1.49 k -ft k -ft Max. M - -1.49 k -ft Max. M @ Left k -ft Max. M @ Right -1.49 k -ft Shear @ Left 0.49 k 0.49 k Shear @ Right 0.51 k 0.51 k Center Defl. 0.068 in 0.068 0.000 0.068 0.000 0.068 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 1.404 in -1.404 0.000 -1.404 0.000 -1.404 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left -0.49 -0.49 -0.49 -0.49 k Reaction @ Rt 0.84 0.84 0.84 0.84 k 1 Title : Job # Dsgnr: Date: 9:21AM, 15 DEC 04 Description : G1.1 716\ Scope: Rev 580000 Page 1 User 512, Ver 5 8 0, 1-Dec-2003 Steel Beam Design _ (01983 83-2003 2003 ENERCALC Engineering Software Area B Calcs.ecw'Calculatlons Description Chandelier Support P General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W8X10 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 7.50 ft Bm Wt Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. ridgy..... a.14arRib. mss, snr. vm;i'i. z _,_ r¢�i.nw+E'P&.e.. rbs a' u. 6'.,.' `5b�mt�'"apfx n,. a� „- 3i.4v`t;'•,-.."(yAl„i..ev�V ,_ no.+•3i'nv., ,. r. #1 #2 #3 #4 #5 #6 #7 DL 0.188 k/ft LL 0.188 k/ft ST k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 2.000 k Live Load k Short Term k Location 3.750 ft Summary Beam OK S tatic Load Case Governs Stress Using: W8X10 section, Span = 7.50ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 6.464 k -ft 19.525 k -ft Max. Deflection -0.065 in fb : Bending Stress 9 933 ksi 30 000 ksi Length /DL Def I 1,807.5 : 1 fb / Fb 0.331 : 1 Length /(DL +LL DefI) 1,389.4 : 1 Shear 2.448 k 26.826 k fv : Shear Stress 1.825 ksi 20.000 ksi fv / Fv 0.091 : 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max M + 6.46 k -ft 5.14 6.46 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 2.45 k 1.74 2 45 k Shear @ Right 2.45 k 1 74 2.45 k Center Defl. -0.065 in -0.050 -0.065 -0.065 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0 000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0 000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 2.45 1.74 2 45 2.45 k Reaction @ Rt 2.45 1.74 2.45 2.45 k Fa calc'd per Eq. E2 -1, K *L/r < Cc I Beam Passes Table B5.1 but Non - Compact, Fb Per Eq. F1 -4 Title : Job # Dsgnr: Date: 10:55AM, 15 DEC 04 Description : CI \+ Scope: Rev 580000 Page 1 User KW -0603512, Ver 5.8 0, 1- Dec -2003 Steel Column _ (c)1983 -2003 ENERCALC Engineering Software Area B Colas ecw Calculations Description Lateral Support Tube DV General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS2X2X1 /4 Fy 46.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 2.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 2.000 ft Kxx 1.000 Live & Short Term Loads Not Combined Y -Y Unbraced 2.000 ft Kyy 1.000 Loads Axial Load... Dead Load k Ecc for X -X Axis Moments 0.000 in Live Load k Ecc. for Y -Y Axis Moments 0.000 in Short Term Load 2.00 k '''l Summary Column Design OK Section : HSS2X2X1 /4, Height = 2.00ft, Axial Loads: DL = 0.00, LL = 0.00, ST = 2.00k, Ecc. = 0.000in Unbraced Lengths: X -X = 2.00ft, Y -Y = 2.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0404 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : Fa calc'd per E. E2 -1, K *Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 24.66 ksi 0.00 ksi 24.66 ksi 32.80 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 1.32 ksi Fb:xx : Allow [F3.1] 27.60 ksi 0.00 ksi 27.60 ksi 36.71 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F3.1] 27.60 ksi 0.00 ksi 27.60 ksi 36.71 ksi fb : yy Actual 0 00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values 5:.. . i.;.; , &a a «, . b'4X: 8 �C ,.. <..z. ` d, 5 F'ex : DL +LL 128,254 psi Cm:x DL +LL 0.60 Cb:x DL +LL 1.00 Fey : DL +LL 128,254 psi Cm:y DL +LL 0 60 Cb:y DL +LL 1.00 F'ex : DL +LL +ST 170,578 psi Cm:x DL +LL +ST 0.60 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 170,578 psi Cm:y DL +LL +ST 0.60 Cb:y DL +LL +ST 1.00 Max X -X Axis Deflection 0.000 in at 0.000 ft Max Y -Y Axis Deflection 0.000 in at 0.000 ft Title : Job # Dsgnr: Date: 9:20AM, 15 DEC 04 Description : SC-1‘15 Scope : Rev 580000 User KW -0603512, Ver580, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw Calculations • c., Bb xyq '". hf a_.. Fy , :tA.:pnsern ... -A `8 - 4 aVw A Vflw V € _.:s.. x .✓,^•i. . kP vim. F 3;s, .,. e..,fl.k . .x ,V°'.:a, VHI Se$ Le ,x A`..;W MZ V r'1:... A.., a: Description Chandelier Support � General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS12X4X1 /4 Fy 46.O0ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 30.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi • Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu • Unbraced Length 0.00 ft Point Loads , .. Not e! Short Term Loads Are WIND Loads. i #1 # 2 #3 #4 #5 #6 #7 Dead Load 2.000 k . Live Load k ' Short Term k Location 15.250 ft Summary Beam OK Static Load Case Governs Stress Using: HSS12X4X1 /4 section, Span = 30.50ft, Fy = 46.0ksi End Fixity = Pinned- Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 18.054 k -ft 50.347 k -ft Max. Deflection -0.728 in fb : Bending Stress 10.887 ksi 30.360 ksi Length /DL Defl 502.7 : 1 fb / Fb 0.359:1 Length /(DL +LL Defl) 502.7 : 1 Shear 1.368 k 51.446 k fv . Shear Stress 0.245 ksi 18.400 ksi fv / Fy 0.013: 1 Force & Stress Summary .. _�,$. VV - Vk *, « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 18.05 k -ft 18.05 k -ft Max. M - k -ft Max. M © Left k -ft Max. M @ Right k -ft Shear @ Left 1.37 k 1.37 k Shear @ Right 1.37 k 1.37 k Center Defl. -0.728 in -0.728 0.000 -0.728 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 ., 0 000 0.000 • - 0.000 in 'Right Cant Defl 0.000 in 0 000 0.000 ' 0.000 0.000 • 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.37 1 37 . 1.37 k Reaction @ Rt 1.37 1.37 1.37 k Fa calc'd per Eci E2 -1, K *lJr < Cc Section Properties HSS12X4X1 /4 Depth 12.000 in Weight 24.12 #/ft Web Thick 0.233 in lxx 119.000 in4 Width 4.000 in lyy 21.000 in4 Flange Thick 0.233 in Sxx 19.900 in3 Area 7 10 in2 Syy -. 10.500 in3 Rt 2 000 in R -xx 4.100 in 1. Values for LRFD Design.... R -yy 1.720 in J 59.800 in4 Zx 25 600 in3 Cw 20.60 in6 Zy 11.700 in3 Calculations • DLR Group Sc-1, ►8Z Date Subject Computed Checked Project Name Project Number - Page (of pages) 6 k .4i[, �✓ $e 1"c.- �ei j r ,- 4 S CC 7_° Z (s 1-; , 6, 1 F P _ A s 14/ (14__7 6'-12 _ z,5 Z FA)cit R P /p ) � 3 S } _ (z . 5) (, 50 (2 k) U/ (31 01 °) 3S/ T P /,0 F � ", / zx YLf , 3 0 `6 k / Z = 7 Sec_ I . ' 3 �� F P fi C42_ k s.- H SS z'` L . iy L- 2 E tat_ Ci-c- c-k A U ld f 1 � ( ( (.707) (,6)(70) Calculations CLLR Group Date Subject /1 z ,„1— l0 Z Computed Checked Project Name Project Number Page (of pages) C - , 'Pv\rke,CF tO Z Cr-JC- 44-1 ^S 1 ' 2, g z — / , 2 , /06 De- b n y S 4 re... ) s - Si Z o r- ic, e - r • - ice SI.O1 I ‘ /(f -evr , - 1:r r _5 ZO 1471A • • ' y4 3(k6 t P § ( { {� v fi w � RAM Modeler `T8.2 - Floor Plan: Roof -North DataBase: T thEnd - Revised 12/08/04 12:12:03 CO , --- F /tovcd 0 ba a °o 0 , 2,g0 - /CO M !60 = ZS '0 i 41 0 , 28 = k �t - t - - - 160 . 1 1ag .r a _+, n 41 2 '&1 r ft i _, ; ,,.,,_,,,,_,,,,32 5 4 1 8 97 8 96 159 m 88 cm0' coo E 0 279 323 ID 41 82 4 a 0 . N 95 a 158 a 197 a 239 a 278 o 322 40' ^ 8'F o n N m CD o 3 39 49 94 157 196 238 277 321 363 k CI 2 38 I - 93 I 156 195 237 276 I 320 I 362 22 36 91 154 193 y 235 274 318 360 E a 0 ry 21 35 al 90 a 153 n 192 n 234 o 273 < 317 o 359 o A 1� 7 - N N co N (7 _ - 19 H _ 34 = 98 152 191 233 272 316 - 358 _ [ illtuat 1_, 7 76 `� 123 = 151 = 190 188 I _ 232 T 271 269 = 315 313 357 p '4 17 - - .� 122 149 187 230 268 312 355 4.41W -1 a fi 1 121 148 117; 229 ?6 8E31' :3: 354 1 f S? �' 65 1 2 147 0 2 2�0? F :8 353 75 119 146 227 N ? 8E36" : 352 m 70 �� 77 118 145 182 - 226 263 307 351 1 76 1 117 I 144 I 181 I 225 I 262 = 306 350 libi s r 72 115 142 179 223 260 304 F 348 N , 5 114 141 178 222 259 303 347 . o ^ v co a m c-J v ■ XA y 0'' 57 - 113 c ° 140 = 177 a 221 N 258 N 302 c 346 o 403 IW 56 112 139 176 220 257 301 345 PP X6 y 25 1 69 = 111 = 138 = 175 219 1 256 1 300 344 404 68 109 136 173 217 254 298 342 /^ 11 67 a 108 N 135 o. 172 o 216 o 253 v 297 ca 341 , XC o N mk 10 g � 66 107 134 171 215 252 296 340 o QQ 401 I 65 I 106 I 133 1 170 214 t 251 I 295 339 24 63 104 131 168 212 249 293 337 Q _ 5 ' � , T aoz 62 0 103 ^ 130 v 167 o 211 a 248 m 292 o 336 N 1 c \` N 61 102 129 166 210 247 291 335 ! - I 60 ^n'1 �I R'8 R' M' M' M N09 M' 246 290 334 4 a I RAM Modeler V8.2 - Floor Plan: Typ -North DataBase: r thEnd- Revised 12/08/04 12:12:03 0 , . 26 912 55 93 118 141 164 188 2141 CD ,.i a u c m �n co m 711 54 92 117 140 m 163 m 187 N 210 N ' 1 _ _ __ — 258 H _ _ _ 53 91 I 116 139 _ 162 = 186 209 t , N N 51 89 114 137 160 184 207 N I N ` i a h .- i N[ ' co - - - .- N m - -� - 0 H 50 88 113 136 159 - -183- - - 206 - - N �I 4 9 71 �) 4 NJ 112 N. 135 _ 158 182 _ 205 I, 0 H ' ti f. - - - - - N � I I 1 I 1 iiiV - 47 = 70 L 85 x N _ 1,10 .— —.— T — 00 ilk w S a 269 N� y � N) N� N 155 179 t 202 � 1 d 267 L. 108 N 131 w 154 178 m 201 N 7 XA ry p, N r N 1I'S 266 107 130 153 177 200 pp XB - I _ 81 106 129 = 152 = 176 199 - - m 280 104 127 150 174 197 1/1110 co N O N m 278 103 126 149 173 196 N 77 102 125 146 172 195 i . , ;;°°°° 75 100 123 146 tl 170 193 �.°d'C8[. - - - n - N a - - - 74 99 122 14 169 192 N X m m _�I m m c°'ii °o v q 4 v RR I 38 I 58 N 'YC1 N ' ( "� NI NI " N� 144 168 191 k. rtil Gravity Beam Design sc I, I;4 RAM Steel v8.2 s;M / Sw,p®r }� RANI DataBase: NorthEnd- Revised w + t „,_ r d e _ ( 4-,15 12/08/04 13:39:14 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 85 SPAN INFORMATION (ft): I -End (97.42,96.17) J -End (127.42,96.17) Beam Size (User Selected) = W21X68 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Fonnilok beff (in) = 57.00 Y bar(in) = 17.77 Mnf (kip -ft) = 1015.58 Mn (kip -ft) = 874.63 C (kips) = 199.87 PNA (in) = 15.20 Ieff (in4) = 2761.82 Itr (in4) = 3524.99 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 18.2 # of studs: Full = 60 Partial = 30 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 35.34 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 9.250 8.92 1.06 1.90 34.3 0.00 0.00 0.0 0.00 Snow 0.38 10.000 10.25 7.65 13.67 34.3 0.00 0.00 0.0 0.00 Snow 2.73 20.750 1.42 1.06 1.90 34.3 0.00 0.00 0.0 0.00 Snow 0.38 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.200 0.100 0.000 - -- Snow 0.000 30.000 0.200 0.100 0.000 0.000 2 0.000 0.075 0.056 0.100 34.3% Red 0.020 9.250 0.075 0.056 0.100 0.020 3 9.250 1.425 1.064 1.900 34.3% Red 0.380 20.750 1.425 1.064 1.900 0.380 4 20.750 0.075 0.056 0.100 34.3% Red 0.020 30.000 0.075 0.056 0.100 0.020 5 0.000 1.356 1.013 1.808 34.3% Red 0.362 10.000 1.356 1.013 1.808 0.362 6 10.000 0.331 0.247 0.442 34.3% Red 0.088 30.000 0.331 0.247 0.442 0.088 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 89.54 kips 0.90Vn = 244.97 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 326.9 12.2 0.0 1:00 0.90 600.00 Init DL 1.4DL 263.3 12.3 Fil Gravity Beam Design sc 1' 1,-) RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd- Revised 12/08/04 13:39:14 IN] ERNATIONAL Building Code: IBC Steel Code: AISC LRFD Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn Max + 1.2DL +1.6LL 693.4 11.7 - -- - -- 0.85 743.44 Controlling 1.2DL +1.6LL 693.4 11.7 - -- 0.85 743.44 REACTIONS (kips): Left Right Initial reaction 32.56 22.18 DL reaction 38.84 25.72 Max +LL reaction 26.83 17.86 Max +total reaction (factored) 89.54 59.44 DEFLECTIONS: (Camber = 1/2) Initial load (in) at 14.40 ft = -0.684 L/D = 526 Live load (in) at 14.40 ft = -0.403 L/D = 893 Post Comp load (in) at 14.40 ft = -0.617 L/D = 584 Net Total load (in) at 14.40 ft = -0.800 L/D = 450 1 .a'■lc✓c ,6 e.4- ,. SC\ikt.s6 Title : Job # I/ q r i d s 3/ 3� 3 Dsgnr: Description Date: 8:33AM, 9 DEC 04 `J 5 Scope: Rev. 580000 User KW -0603512, Ver5.80, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Colas ecw Calculations Description Future Bridge Support E. Gµ* 5ct-�, Nafc_ ; Q r 1jc .K .YC1( 4 bc---ks�1,-" General Information Code Ref: LRFD 3rd Edition, 2003 IBC, 2003 NFPA 5000 Steel Section : W24X94 Fy 50.00 ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 24.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 11.50 ft Lu : Unbraced Length 0.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.225 k/ft LL 0.300 k/ft ST k/ft Start Location ft End Location ft Point Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 Dead Load 11.250 11.250 11.250 11.250 9.300 9.300 k Live Load 15.000 15.000 15.000 15.000 12.400 12.400 k Short Term k Location 8.830 17.830 26.830 35.500 11.500 23.000 ft Summary 1 Factored Load Combinations .... Beam OK (1) 1.4D Mu 252.748 k -ft Vu 51.652 k Phi * Mn 952 500 Phi "Vn 338.031 (2) 1.2D + 1.6L .. . Mu 593.190 Vu 121.064 Phi * Mn 952.500 Phi * Vn 338.031 (3) 1.2D + 1.6L + 0.8W ... Mu 593.190 Vu 121.064 Phi " Mn 952.500 Phi * Vn 338.031 (4) 1.2D + 0.5L +1.3W ... Mu 334.924 Vu 68.407 Phi * Mn 952.500 Phi * Vn 338.031 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 417.10 k -ft 88.65 295.71 4.44 k -ft Max. M - - 182.31 - 182.31 - 417.10 k -ft Max. M @ Left k -ft Max. M @ Right - 182.31 - 182.31 - 417.10 k -ft Shear @ Left 35.38 k 11.47 35.38 1.68 k Shear @ Right 75.38 k 37.29 75.38 59.53 k Center Defl. -0.338 in -0.071 -0.338 -0.338 0 143 0.143 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0 869 in -0.194 0.228 0.228 -0.869 -0.869 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 35.38 11.47 35.38 35.38 1.68 1.68 k Reaction @ Rt 144.78 63.46 101.55 101.55 106 69 106.69 k 3",4 7-- `f 5c 1, 8 b°\ 26.22k 21.*k 261g 21 k 26.3gk 26.25k 0.52k/ft rrrr r riifil ®rlrrrrlrrr /l /rrr rg- 052k/ft 2400 ft 11.50 ft O Mmax = 417.09 k -ft Dmax = -0 3382 in Mmax @ nght = 417.09 k -ft Lmax = 35.379 k Rmax = 144.780 k Vmax @ left = 35 379 k Vmax @ rt = 75.378 k Defl @ nght end = - 0.8687 in rm RAM Steel v8.2 Washington Square Beam Summary 5c.1.19 RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATIONN Building Code: IBC Steel Code: AISC LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof -South Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 17 38.00 303.5 0.0 562.5 50.0 W24X55 u v' 18 29.32 68.4 0.0 138.3 50.0 W14X22 u V 19 29.32 32.7 0.0 72.5 50.0 W12X14 u V 20 29.32 160.3 0.0 237.5 50:0 W12X40 u ,. 21 4.67 0.9 0.0 37.0 50.0 W8X10 u V 22 4.67 1.3 0.0 37.0 50.0 W8X10 u 1 23 4.67 0.9 0.0 37.0 50.0 W8X10 u V 24 29.32 160.3 0.0 237.5 50.0 W12X40 u V 25 29.32 32.7 0.0 72.5 50.0 W12X14 u ✓ 27 29.32 69.8 0.0 138.3 50.0 W14X22 u V 36 29.35 54.5 0.0 138.3 50.0 W14X22 u ✓ 37 20.00 55.6 0.0 237.5 50.0 W12X40 u V 381 7.50 0.0 0.0 37.0 50.0 W8X10 382 7.50 0.0 0.0 37.0 50.0 W8X10 '1[ 14//2 /`I 383 7.50 0.0 0.0 37.0 50.0 W8X10 38 20.00 55.6 0.0 237.5 50.0 W12X40 u ✓ 39 4.67 0.9 0.0 37.0 50.0 W8X10 u 40 4.67 1.4 0.0 37.0 50.0 W8X10 u V 41 4.67 0.9 0.0 37.0 50.0 W8X10 u V 44 30.00 80.4 0.0 277.1 50.0 W18X35 u V/ 34.E 4 q 30.00 57.0 0.0 326.7 50.0 W18X40 u ✓ 58 38.00 453.2 0.0 737.5 50.0 W 4X68 u I,(se. N'I y 3111 59 32.31 253.5 0.0 1179.2 50.0 W30X90 uV (Sec 8 /1 219 60 25.83 41.5 0.0 72.5 50.0 W12X14 u 61 25.83 42.3 0.0 72.5 50.0 W12X14 u V 62 25.83 42.3 0.0 72.5 50.0 W12X14 u V 63 25.83 42.3 0.0 72.5 50.0 W12X14 u V 64 25.83 41.5 0.0 72.5 50.0 W12X14 u V 66 32.31 256.1 0.0 1179.2 50.0 W30X90 u V 75 30.00 58.3 0.0 326.7 50.0 W .40-u U c v Iy X 2 Z 384 7.50 0.0 0.0 37.0 50.0 t " ( 8.1 176 76 17.16 13.7 0.0 37.0 50.0 W8X10 u 77 17.00 13.3 0.0 37.0 50.0 W8X10 u 385 7.50 0.0 0.0 37.0 50.0 VI 2X ►y W8X10 386 7.50 0.0 0.0 37.0 50.0 W8X10 78 7.23 0.0 0.0 37.0 50.0 W8X10 u 79 7.23 0.0 0.0 37.0 50.0 W8X10 u V 80 4.13 0.0 0.0 37.0 50.0 W8X10 u v 81 58.66 879.0 0.0 2120.8 50.0 W36X135 u / 82 22.67 23.3 0.0 72.5 50.0 W12X14 u 1/ Fil Beam Summary sc-I, \ c1 RAM Steel v8.2 Page 2/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 NTEZINA Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 83 22.67 26.1 0.0 72.5 50.0 W12X14 u \) 84 22.67 21.5 0.0 72.5 50.0 W12X14 u V 85 22.67 89.9 0.0 237.5 50.0 W12X40 u V 86 22.67 89.9 0.0 237.5 50.0 W12X40 u V 87 22.67 21.5 0.0 72.5 50.0 W12X14 u V 88 22.67 26.1 0.0 72.5 50.0 W12X14 u V 89 22.67 23.3 0.0 72.5 50.0 W12X14 u V 90 4.91 0.0 0.0 37.0 50.0 W8X10 u ✓ 91 7.62 0.0 0.0 37.0 50.0 W8X10 u ✓ 92 7.62 0.0 0.0 37.0 50.0 W8X10 u ✓ 93 20.67 50.9 0.0 237.5 50.0 W12X40 u 94 30.00 160.3 0.0 562.5 50.0 W24X55 u V 95 30.00 175.3 0.0 397.5 50.0 W21X44 u ✓ 96 43.00 354.9 0.0 562.5 50.0 W24X55 u Use_ v06 K/3 5 97 9.00 5.1 0.0 37.0 50.0 W8X10 u V 98 9.00 5.1 0.0 37.0 50.0 W8X10 u v' 99 9.00 5.1 0.0 37.0 50.0 W8X10 u ✓ 100 24.17 256.2 0.0 397.5 50.0 W21X44 u v 101 43.00 386.1 0.0 562.5 50.0 W24X55 u 105 43.00 885.0 0.0 2120.8 50.0 W36X135 u v 31 s 106 18.49 141.0 0.0 225.0 50.0 �z� ��-6X -A- list l.✓/ 6 X 3 5 107 43.00 885.0 0.0 2120.8 50.0 W36X135 u i.. 110 28.67 177.7 0.0 277.1 50.0 W18X35 u V 111 43.00 402.6 0.0 562.5 50.0 W24X55 u V 112 10.00 6.2 0.0 37.0 50.0 W8X10 u v 113 10.00 6.3 0.0 37.0 50.0 W8X10 u 114 10.00 8.5 0.0 37.0 50.0 W8X10 u ✓ 115 43.00 423.9 0.0 562.5 50.0 W24X55 u V 116 30.00 188.3 0.0 360.0 50.0 W12X58 u V 117 -25:00 , 85.1 0.0 326.7 50.0 W u uf it vil y 0 118 25.00 _ 85.1 0.0 326.7 50.0 WB u ) /� 2D 119 28.67 176.8 0.0 360.0 50.0 W12X58 u ✓ c Q ) 120 23.00 71.6 0.0 237.5 50.0 W12X40 u v 121 23.00 71.6 0.0 326.7 50.0 W-1-8X-40- u U5. ti /2. v4 D 122 20.67 50.9 0.0 237.5 50.0 W12X40 u v ( See 011 0 123 62.00 678.9 0.0 2120.8 50.0 W36X135 u v 124 6.00 1.3 0.0 37.0 50.0 ' W8X10 u ti 125 6.00 2.3 0.0 37.0 50.0 W8X10 u 126 6.00 2.3 0.0 37.0 50.0 W8X10 u 127 6.00 2.3 0.0 37.0 50.0 W8X10 u 128 6.00 2.3 0.0 37.0 50.0 W8X10 u 129 6.00 2.3 0.0 37.0 50.0 W8X10 u 130 6.00 2.3 0.0 37.0 50.0 W8X10 u 131 6.00 2.3 0.0 37.0 50.0 W8X10 u 132 6.00 1.3 0.0 37.0 50.0 W8X10 u Beam Summary fit' tetZ Fil RAM Steel v8.2 Page 3/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INIERNATKNUil Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 133 62.00 684.2 0.0 2120.8 50.0 W36X135 u 134 22.91 23.7 0.0 72.5 50.0 W12X14 u V 135 22.91 26.6 0.0 72.5 50.0 W12X14 u V 136 22.91 22.2 0.0 72.5 50.0 W12X14 u V 137 22.91 91.5 0.0 237.5 50.0 W12X40 a u` 138 22.91 91.5 0.0 237.5 50.0 W12X40 a 17 139 22.91 22.2 0.0 72.5 50.0 W12X14 u v' 140 22.91 26.6 0.0 72.5 50.0 W12X14 u V 141 22.91 23.7 0.0 72.5 50.0 W12X14 u 142 20.50 50.1 0.0 237.5 50.0 W12X40 u v 143 28.67 176.8 0.0 360.0 50.0 W12X58 u V 144 10.00 6.2 0.0 37.0 50.0 W8X10 u l 145 10.00 6.3 0.0 37.0 50.0 W8X10 u V 146 10.00 8.5 0.0 37.0 50.0 W8X10 u 147 30.00 188.3 0.0 360.0 50.0 W12X58 u V 148 9.00 5.1 0.0 37.0 50.0 W8X10 u V 149 9.00 5.1 0.0 37.0 50.0 W8X10 u v 150 9.00 5.1 0.0 37.0 50.0 W8X10 u x- 152 30.00 86.5 0.0 138.3 50.0 W14X22 u V 153 30.00 80.4 0.0 277.1 50.0 W18X35 u V 156 30.00 175.3 0.0 397.5 50.0 W21X44 u ',-/` 394 157 30.00 57.0 0.0 326.7 50.0 W18X40 u v 161 24.17 256.2 0.0 397.5 50.0 W21X44 u V 166 32.31 265.0 0.0 1179.2 50.0 W30X90 u V 167 18.49 141.0 0.0 225.0 50.0 W1c31 a VI i ?< 35 168 32.31 267.2 0.0 1179.2 50.0 W30X90 u ►• 171 28.67 177.7 0.0 277.1 50.0 W18X35 u v 176 30.00 58.3 0.0 138.3 50.0 W14X22 u '✓ 177 20.50 50.1 0.0 237.5 50.0 W12X40 u - V 178 7.23 0.0 0.0 37.0 50.0 W8X10 u v 179 7.23 0.0 0.0 37.0 50.0 W8X10 u V 180 4.23 0.0 0.0 37.0 50.0 W8X10 u 181 58.47 875.1 0.0 2120.8 50.0 W36X135 u v 182 16.84 13.1 0.0 37.0 50.0 }g-u w/Z x ty 183 25.59 40.7 0.0 72.5 50.0 W12X14 u 184 25.59 41.5 0.0 72.5 50.0 W12X14 u 185 25.59 41.5 0.0 72.5 50.0 W12X14 u 186 25.59 41.5 0.0 72.5 50.0 W12X14 u 187 25.59 40.7 0.0 72.5 50.0 W12X14 u 188 16.84 13.1 0.0 37.0 50.0 W8 }&6-u vii Z x I y 189 5.01 0.0 0.0 37.0 50.0 W8X10 u kJ 190 7.62 0.0 0.0 37.0 50.0 W8X10 u °' 191 7.62 0.0 0.0 37.0 50.0 W8X10 u V 195 30.00 86.5 0.0 138.3 50.0 W14X22 u V 210 38.00 417.4 0.0 641.7 50.0 W24X62 u V pril Beam Summary sc..), IAi'3 RAM Steel v8.2 Page 4/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTEBNATONVAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 211 30.00 83.0 0.0 138.3 50.0 W14X22 u 1/ 212 30.00 170.5 0.0 237.5 50.0 W12X40 u V 213 30.00 170.5 0.0 237.5 50.0 W12X40 u 1 - 1 ' 215 30.00 84.5 0.0 138.3 50.0 W14X22 u V 224 30.03 57.1 0.0 138.3 50.0 W14X22 u V 225 23.00 63.1 0.0 237.5 50.0 W12X40 u v 226 23.00 63.1 0.0 237.5 50.0 W12X40 u V 243 38.00 440.1 0.0 641.7 50.0 W24X62 u V 244 30.00 78.6 0.0 138.3 50.0 W14X22 u V 251 30.00 80.1 0.0 138.3 50.0 W14X22 u V 369 7.50 0.0 0.0 37.0 50.0 W8X10 i y 370 7.50 0.0 0.0 37.0 50.0 W8X10 371 7.50 0.0 0.0 37.0 50.0 W8X10 277 38.00 409.4 0.0 641.7 50.0 W24X62 u V 278 30.00 78.6 0.0 138.3 50.0 W14X22 u v 285 30.00 80.1 0.0 138.3 50.0 W14X22 u v 372 7.50 0.0 0.0 37.0 50.0 W8X10 3 373 7.50 0.0 0.0 37.0 50.0 W8X10 1" 2 20t 374 7.50 0.0 0.0 37.0 50.0 W8X10 lie 296 39.75 151.9 0.0 277.1 50.0 W18X35 u V 305 31.17 289.2 0.0 326.7 50.0 W18X40 w 2_, k L 362 39.75 96.6 0.0 466.7 50.0 W18X55 u -390" 3O/ 39.75 88.6 0.0 326.7 50.0 W18X40 u 3 310 39.75 96.6 0.0 326.7 50.0 W18X40 u ✓ 311 48.00 885.2 0.0 1179.2 50.0 W30X90 u ✓ 312 39.75 367.5 0.0 562.5 50.0 W24X55 u V 313 9.70 4.1 0.0 37.0 50.0 W8X10 u V 314 21.50 132.4 0.0 179.6 50.0 W12X30 u 315 6.25 2.3 0.0 37.0 50.0 W8X10 u ✓ 316 21.50 132.4 0.0 179.6 50.0 W12X30 u ✓ 317 9.70 4.1 0.0 37.0 50.0 W8X10 u V 318 39.75 370.1 0.0 562.5 50.0 W24X55 u ✓ 319 25.49 193.4 0.0 397.5 50.0 V -1 4-u \A/ / / k `f k 3-8-Er 320 39.75 101.8 0.0 326.7 50.0 W18X40 u v- 487 3 21 39.75 86.0 0.0 326.7 50.0 W18X40 u v 361 39.75 101.8 0.0 466.7 50.0 W18X55 u 329 20.10 56.6 0.0 237.5 50.0 W12X40 u L'' 330 21.80 67.8 0.0 237.5 50.0 W12X40 u '/ 331 21.80 67.8 0.0 237.5 50.0 W12X40 u V 332 21.50 132.5 0.0 179.6 50.0 W12X30 u v 333 21.50 132.5 0.0 179.6 50.0 W12X30 u ✓ 334 9.70 4.1 0.0 37.0 50.0 W8X10 u ✓ 335 9.70 4.1 0.0 37.0 50.0 W8X10 u 'J 336 20.10 56.6 0.0 237.5 50.0 W12X40 u V 337 6.25 2.3 0.0 37.0 50.0 W8X10 u Beam Summary ccl. \ 00-. Fill RAM Steel v8.2 Page 5/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATK)'iA1 Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 339 7.50 5.4 0.0 37.0 50.0 W8X10 u V 340 7.50 5.0 0.0 37.0 50.0 W8X10 u 341 7.50 3.6 0.0 37.0 50.0 W8X10 u 342 7.50 3.6 0.0 37.0 50.0 W8X10 u 344 7.50 3.6 0.0 37.0 50.0 W8X10 u 345 7.50 3.6 0.0 37.0 50.0 W8X10 u 346 7.50 3.6 0.0 37.0 50.0 W8X10 u 347 7.50 3.6 0.0 37.0 50.0 W8X10 u V 348 15.67 60.1 0.0 90.0 50.0 W-1-0X-19-ti- ti✓ 1 k YO 349 7.50 2.3 0.0 37.0 50.0 W8X10 u v 350 79.00 1925.6 0.0 2491.7 50.0 ` -o.4QX ^.° --u- S pl., -l--, G; ,-,(„� 351 9.99 7.8 0.0 326.7 50.0 W18X40 u V 353 7.50 2.3 0.0 37.0 50.0 W8X10 u v 354 7.50 3.6 0.0 37.0 50.0 W8X10 u 355 7.50 3.6 0.0 37.0 50.0 W8X10 u 356 7.50 5.0 0.0 37.0 50.0 W8X10 u 357 7.50 3.7 0.0 37.0 50.0 W8X10 u 358 30.00 62.4 0.0 138.3 50.0 W14X22 u V 359 30.00 59.5 0.0 138.3 50.0 W14X22 V 360 30.00 62.4 0.0 138.3 50.0 W14X22 u I/ Floor Type: Typ -South Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 1 30.00 354.2 0.0 674.5 50.0 W21X44 u V 30 3 29.32 246.2 0.0 345.7 50.0 W16X26 u I/ 29 4 29.32 246.2 0.0 345.7 50.0 W16X26 u V 29 5 30.00 354.2 0.0 674.5 50.0 W21X44 u V 30 6 29.32 246.2 0.0 345.7 50.0 W16X26 u ✓ 29 7 29.32 246.2 0.0 345.7 50.0 W16X26 u V 29 8 29.32 246.2 0.0 345.7 50.0 W16X26 u ✓ 29 9 36.17 540.6 0.0 808.2 50.0 W21X50 u ✓ 53 10 29.32 234.9 0.0 345.7 50.0 W16X26 u V 29 11 29.32 225.1 0.0 345.7 50.0 W16X26 u V 29 12 29.32 231.7 0.0 345.7 50.0 W16X26 u V 29 13 29.32 230.1 0.0 345.7 50.0 W16X26 u V 29 15 30.49 367.9 0.0 638.1 50.0 W21X44 Iu ✓ 30 17 29.32 246.2 0.0 345.7 50.0 W16X26 u Ni 29 18 29.32 250.9 0.0 345.7 50.0 W16X26 u c/ 29 , 19 30.00 351.4 0.0 659.4 50.0 W21X44 u ✓ 30 20 29.32 250.9 0.0 345.7 50.0 W16X26 u V 29 21 29.32 246.2 0.0 345.7 50.0 W16X26 u 1/ 29 22 29.32 239.8 0.0 345.7 50.0 W16X26 u V 29 23 29.35 152.5 0.0 339.8 50.0 W16X26 u V 29 223 8.83 0.0 0.0 37.0 50.0 W,8X4-9- w ►z > 1 H r;' Beam Summary Sc--1,11C RAM Steel v8.2 Page 6/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATfl' W Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 208 10.00 0.0 0.0 37.0 50.0 W8X10 Z , i Z ) t / 230 10.00 0.0 0.0 37.0 50.0 W8X10 f 24 38.00 45.1 0.0 381.3 50.0 W16X26 ✓ 38 221 8.83 0.0 0.0 37.0 50.0 W8X10 w' Z xi L � 209 10.00 0.0 0.0 37.0 50.0 W8X10 3 231 10.00 0.0 0.0 37.0 50.0 W8X10 25 38.00 209.0 0.0 297.0 50.0 W14X22 ✓ 38 220 8.83 0.0 0.0 37.0 50.0 W8X10 210 10.00 0.0 0.0 37.0 50.0 W8X10 3 L/ / X )`l 232 10.00 0.0 0.0 37.0 50.0 W8X10 28 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 29 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 31 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 32 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 33 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 34 36.17 919.3 0.0 1194.3 50.0 W21X83 u ✓ 36 35 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 36 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 37 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 38 30.00 239.6 0.0 352.3 50.0 W16X26 1.1✓ 30 39 30.00 165.2 0.0 316.7 50.0 W12X30 u j 30 41 30.00 188.6 0.0 316.7 50.0 W12X30 u V 30 42 30.00 261.4 0.0 352.3 50.0 W16X26 30 43 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 44 28.67 557.6 0.0 846.4 50.0 W21X62 u V 29 45 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 46 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 47 30.00 243.0 0.0 352.3 50.0 W16X26 u 30 211 10.00 0.0 0.0 37.0 50.0 W8X10 212 10.00 0.0 0.0 37.0 50.0 W8X10 i L✓IZ x ) 9 213 10.00 0.0 0.0 37.0 50.0 W8X10 49 30.00 387.3 0.0 586.7 50.0 W18X40 u V 54 50 30.00 387.3 0.0 588.0 50.0 W18X40 u v 54 (<41'z'74 e'._l See 1 n G 51 24.17 155.5 -776.7 1362.5 50.0 (i,yfa 12.00 0.0 -776.7 �� < 52 43.00 358.2 0.0 510.9 50.0 W18X35 u 43 53 43.00 337.3 0.0 508.7 50.0 W18X35 u 43 55 43.00 337.3 0.0 508.7 50.0 W18X35 u 43 56 43.00 358.2 0.0 510.9 50.0 W18X35 u 43 54 12.00 0.0 -754.8 „.�___ ___ 18.49 17.3 -754.7 1362.5 50.0 / W2'4 117 u . See ; (-lc- ___-- 57 28.67 358.5 0.0 533.6 50.0 W u v 35 59 30.00 195.7 0.0 318.8 50.0 W12X30 u ✓ 30 60 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 61 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 Beam Summary .5,,,,,,, RAM Steel v8.2 Page 7/14 rim Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 62 30.00 387.3 0.0 588.0 50.0 W18X40 u 54 63 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 64 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 65 30.00 256.5 0.0 362.6 50.0 W16X26 a 32 66 24.17 155.5 -776.7 1362.5 50.0 W24X117 u ) Sec S, b. 4 - 12.00 0.0 -776.7 L-- 67 30.00 244.7 0.0 352.3 '50.0 W16X26 u 30 68 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 69 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 70 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 71 30.00 165.2 0.0 316.7 50.0 W12X30 uk/ 30 73 30.00 181.7 0.0 316.7 50.0 W12X30 u 30 74 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 72 12.00 0.0 -762.7 18.49 11.8 -762.6 1362.5 50.0 (24X7 _ �...//,",,..(h[ G` it- 75 30.00 261.4 0.0 352.3 50.0 W16X26 30 76 28.67 358.5 0.0 533.6 50.0 W18X40 u 35 77 30.00 261.4 0.0 352.3 50.0 W16X26 30 78 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 79 30.00 243.0 0.0 352.3 50.0 W16X26 u 30 80 30.00 150.0 0.0 345.6 50.0 W16X26 u 30 233 10.00 0.0 0.0 37.0 50.0 W8X10 234 10.00 0.0 0.0 37.0 50.0 W8X10 235 10.00 0.0 0.0 37.0 50.0 W8X10 81 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 82 30.00 195.7 0.0 318.8 50.0 W12X30 u 30 83 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 84 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 85 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 86 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 87 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 88 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 89 36.17 928.2 0.0 1194.3 50.0 W21X83 u 36 90 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 91 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 92 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 93 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 97 30.00 261.4 0.0 352.3 50.0 W16X26 30 98 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 100 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 101 30.00 317.2 0.0 454.8 50.0 W16X36 u 37 102 9.00 23.9 0.0 75.6 50.0 W8X10 u 9 103 30.03 252.1 0.0 460.7 50.0 W18X40 u 32 224 8.83 0.0 0.0 37.0 50.0 W8X10 239 10.49 0.0 0.0 37.0 50.0 W8X10 Fil Beam Summary sctiofl RAM Steel v8.2 Page 8/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 104 19.07 168.8 0.0 255.9 50.0 W14X22 u 19 105 21.00 51.7 0.0 247.0 50.0 W14X22 u 21 106 38.00 22.6 0.0 240.4 50.0 W12X19 38 225 8.83 0.0 0.0 37.0 50.0 W8X10 238 10.49 0.0 0.0 37.0 50.0 W8X10 107 38.00 45.1 0.0 381.3 50.0 W16X26 38 226 8.83 0.0 0.0 37.0 50.0 W8X10 237 10.49 0.0 0.0 37.0 50.0 W8X10 108 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 110 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 111 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 112 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 113 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 114 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 115 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 116 36.17 928.2 0.0 1194.3 50.0 W21X83 u 36 117 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 118 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 119 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 120 30.00 239.6 0.0 352.3 50.0 W16X26 u 30 122 30.49 626.0 0.0 846.8 50.0 W21X62 u 30 124 30.00 261.4 0.0 352.3 50.0 W16X26 30 125 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 126 30.00 617.0 0.0 839.9 50.0 W21X62 u 30 127 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 128 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 129 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 214 10.00 0.0 0.0 37.0 50.0 W8X10 227 8.83 0.0 0.0 37.0 50.0 W8X10 240 10.49 0.0 0.0 37.0 50.0 W8X10 215 10.00 0.0 0.0 37.0 50.0 W8X10 W I Z ( 1 .- 1 228 8.83 0.0 0.0 37.0 50.0 W8X10 241 10.49 0.0 0.0 37.0 50.0 W8X10 216 10.00 0.0 0.0 37.0 50.0 W8X10 229 8.83 0.0 0.0 37.0 50.0 W8X10 242 10.49 0.0 0.0 37.0 50.0 W8X10 131 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 133 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 134 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 135 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 136 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 137 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 138 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 139 36.17 920.1 0.0 1194.3 50.0 W21X83 u 36 140 30.00 244.7 0.0 352.3 50.0 W16X26 u 30 Beam Summary se\,1°1 Fil RAM Steel v8.2 Page 9/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATUNAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 141 30.00 234.5 0.0 352.3 50.0 W16X26 u 30 142 30.00 241.4 0.0 352.3 50.0 W16X26 u 30 143 30.00 214.0 0.0 344.3 50.0 W16X26 a 30 144 30.41 147.1 0.0 307.4 50.0 W14X26 u / 30 145 30.49 611.1 0.0 846.9 50.0 W21X62 u 30 146 30.41 170.8 0.0 311.0 50.0 W14X26 u V 30 147 30.00 236.3 0.0 345.7 50.0 W16X26 u 30 148 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 149 30.00 597.8 0.0 846.8 50.0 W21X62 u 30 150 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 151 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 152 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 217 10.00 0.0 0.0 37.0 50.0 W8X10 218 10.00 0.0 0.0 37.0 50.0 W8X10 wl Zx Iy 219 10.00 0.0 0.0 37.0 50.0 W8X10 154 30.00 686.5 0.0 846.8 50.0 W21X62 u 30 155 39.75 343.7 0.0 556.5 50.0 W18X40 u 39 156 39.75 568.9 0.0 873.6 50.0 W21X62 u 39 157 27.25 216.1 0.0 338.5 50.0 W16X26 u 27 158 30.00 677.5 0.0 846.8 50.0 W21X62 u 30 159 39.75 568.9 0.0 859.4 50.0 W16X77 u 39 160 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 161 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 162 31.17 771.8 0.0 1131.5 50.0 W21X83 u 31 163 39.75 404.9 0.0 565.0 50.0 W18X40 u 39 164 39.75 387.6 0.0 564.2 50.0 W18X40 u 39 165 39.75 344.1 0.0 503.6 50.0 W18X35 u 39 166 39.75 243.7 0.0 542.9 50.0 W18X40 u 39 201 40.36 188.6 0.0 317.8 50.0 W16X26 u 30 168 25.49 532.1 0.0 827.6 50.0 W21X62 u 25 202 40.36 188.6 0.0 289.1 50.0 W14X26 u 39 170 39.75 284.8 0.0 607.3 50.0 W18X40 u 56 171 39.75 399.1 0.0 564.8 50.0 W18X40 u 39 172 30.00 677.5 0.0 1040.5 50.0 W24X62 u 54 173 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 174 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 175 39.75 424.9 0.0 607.8 50.0 W18X40 u 46 179 20.00 176.6 0.0 262.8 50.0 W14X22 u 20 181 7.50 12.2 0.0 68.4 50.0 W8X10 u v 7 182 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 183 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 185 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 186 7.50 17.6 0.0 68.4 50.0 W8X10 u 7 187 7.50 17.6 0.0 68.4 50.0 W8X10 u V 7 188 15.67 238.6 0.0 343.3 50.0 WZ1 k W u 35 Fe.- -1'u 4 w--,- / 0 as Fil Beam Summary 6 G■ , r16) RAM Steel v8.2 Page 10/14 Washington Square RANI DataBase: SouthEnd 12/08/04 15:18:28 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 189 7.50 10.5 0.0 68.4 50.0 W8X10 u ✓ 7 203 8.50 76.9 0.0 98.4 50.0 wZ1 X `I 3 12 204 8.49 2.3 0.0 83.5 50.0 1 ^ / 2 - / X . - 1 ) 0 8 192 10.00 3.1 0.0 91.4 50.0 0/zt 1 (3 W8X10 u 10 194 7.50 10.5 0.0 68.4 50.0 W8X10 u ,/ 7 195 7.50 17.6 0.0 68.4 50.0 W8X10 u 1' 7 196 7.50 17.6 0.0 68.4 50.0 W8X10 u ✓ 7 197 7.50 10.5 0.0 68.4 50.0 W8X10 u ✓ 7 198 30.00 121.9 0.0 238.6 50.0 W12X19 '/ 30 199 30.00 121.9 0.0 238.6 50.0 W12X19 t 30 200 30.00 121.9 0.0 238.6 50.0 W12X19 ✓ 30 * after Size denotes beam failed stress /capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Beam Summary , c ,, 20,, rim RAM Steel v8.2 Page 11/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 ' INTERNATKNAI Building Code: IBC Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: Roof -South Standard Joists: Joist # Length WDL WLL WTL Joist 3 29.32 172.5 317.5 490.0 26K7 4 29.32 172.5 187.5 360.0 22K6 5 29.32 172.5 187.5 360.0 22K6 7 29.32 172.5 187.5 360.0 22K6 8 29.32 172.5 187.5 360.0 22K6 9 29.32 172.5 187.5 360.0 22K6 10 29.32 172.5 187.5 360.0 22K6 12 29.32 169.4 184.2 353.6 22K5 13 29.32 166.4 180.8 347.2 221(5 14 29.32 166.4 180.8 347.2 22K5 15 29.32 166.4 180.8 347.2 22K5 16 29.32 166.4 180.8 347.2 22K5 28 29.32 175.3 190.6 365.9 22K6 29 29.32 175.3 190.6 365.9 22K6 30 29.32 175.3 190.6 365.9 22K6 32 29.32 173.9 189.0 363.0 22K6 33 29.32 172.5 187.5 360.0 22K6 34 29.32 172.5 187.5 360.0 22K6 35 29.32 172.5 317.5 490.0 26K7 45 30.00 172.5 187.5 360.0 22K6 46 30.00 172.5 187.5 360.0 221(6 49 30.00 172.5 187.5 360.0 22K6 50 30.00 172.5 187.5 360.0 22K6 51 30.00 172.5 187.5 360.0 22K6 53 30.00 169.4 184.2 353.6 22K6 54 30.00 166.4 180.8 347.2 22K6 55 30.00 166.4 180.8 347.2 22K6 56 30.00 166.4 180.8 347.2 22K6 68 30.00 175.3 190.6 365.9 22K6 69 30.00 175.3 190.6 365.9 22K6 71 30.00 170.1 184.9 355.0 22K6 72 30.00 164.9 179.2 344.0 22K6 73 30.00 164.9 179.2 344.0 22K6 74 30.00 164.9 309.2 474.0 26K7 102 43.00 338.0 150.0 488.0 28LH09 103 43.00 338.0 150.0 488.0 28LH09 104 43.00 339.9 152.1 492.0 28LH09 108 43.00 341.8 154.1 495.9 28LH09 109 43.00 341.8 154.1 495.9 28LH09 154 30.00 172.5 187.5 360.0 22K6 ri m Beam Summary \,-2_4\ RAM Steel v8.2 Page 12/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 155 30.00 172.5 187.5 360.0 22K6 158 30.00 172.5 187.5 360.0 22K6 159 30.00 172.5 187.5 360.0 22K6 160 30.00 172.5 187.5 360.0 22K6 162 30.00 169.4 184.2 353.6 22K6 163 30.00 166.4 180.8 347.2 22K6 164 30.00 166.4 180.8 347.2 22K6 165 30.00 166.4 180.8 347.2 22K6 169 30.00 175.3 190.6 365.9 22K6 170 30.00 175.3 190.6 365.9 22K6 172 30.00 170.1 184.9 355.0 22K6 173 30.00 164.9 179.2 344.0 22K6 174 30.00 164.9 179.2 344.0 22K6 175 30.00 164.9 309.2 474.0 26K7 196 30.00 172.5 317.5 490.0 26K7 197 30.00 172.5 187.5 360.0 22K6 198 30.00 172.5 187.5 360.0 22K6 200 30.00 172.5 187.5 360.0 22K6 201 30.00 172.5 187.5 360.0 22K6 ; 202 30.00 172.5 187.5 360.0 22K6 203 30.00 172.5 187.5 360.0 22K6 205 30.00 169.4 184.2 353.6 22K6 206 30.00 166.4 180.8 347.2 22K6 207 30.00 166.4 180.8 347.2 22K6 208 30.00 166.4 180.8 347.2 22K6 209 30.00 166.4 180.8 347.2 22K6 216 30.00 175.3 190.6 365.9 22K6 217 30.00 175.3 190.6 365.9 22K6 218 30.00 175.3 190.6 365.9 22K6 220 30.00 173.9 189.0 363.0 22K6 221 30.00 172.5 187.5 360.0 22K6 222 30.00 172.5 187.5 360.0 22K6 223 30.00 172.5 317.5 490.0 26K7 229 30.00 172.5 317.5 490.0 26K7 230 30.00 172.5 187.5 360.0 22K6 231 30.00 172.5 187.5 360.0 22K6 233 30.00 172.5 187.5 360.0 22K6 234 30.00 172.5 187.5 360.0 22K6 235 30.00 172.5 187.5 360.0 22K6 236 30.00 172.5 187.5 360.0 22K6 238 30.00 169.4 184.2 353.6 22K6 239 30.00 166.4 180.8 347.2 22K6 240 30.00 166.4 180.8 347.2 22K6 241 30.00 166.4 180.8 347.2 22K6 242 30.00 166.4 180.8 347.2 22K6 prim Beam Summary c cl ` 7-01" RAM Steel v8.2 Page 13/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 245 30.00 145.7 158.3 304.0 24K4 246 30.00 145.7 158.3 304.0 24K4 247 30.00 145.7 158.3 304.0 24K4 248 30.00 145.7 158.3 304.0 24K4 249 30.00 145.7 158.3 304.0 24K4 252 30.00 175.3 190.6 365.9 22K6 253 30.00 175.3 190.6 365.9 22K6 254 30.00 175.3 190.6 365.9 22K6 256 30.00 173.9 189.0 363.0 22K6 257 30.00 172.5 187.5 360.0 22K6 258 30.00 172.5 187.5 360.0 22K6 259 30.00 172.5 317.5 490.0 26K7 263 30.00 172.5 317.5 490.0 26K7 264 30.00 172.5 187.5 360.0 22K6 265 30.00 172.5 187.5 360.0 22K6 267 30.00 172.5 187.5 360.0 22K6 268 30.00 172.5 187.5 360.0 22K6 269 30.00 172.5 187.5 360.0 22K6 270 30.00 172.5 187.5 360.0 22K6 272 30.00 169.4 184.2 353.6 22K6 273 30.00 166.4 180.8 347.2 22K6 274 30.00 166.4 180.8 347.2 22K6 275 30.00 166.4 180.8 347.2 22K6 276 30.00 166.4 180.8 347.2 22K6 279 30.00 145.7 158.3 304.0 24K4 280 30.00 145.7 158.3 304.0 24K4 281 30.00 145.7 158.3 304.0 24K4 282 30.00 145.7 158.3 304.0 24K4 283 30.00 145.7 158.3 304.0 24K4 286 30.00 175.3 190.6 365.9 22K6 287 30.00 175.3 190.6 365.9 22K6 288 30.00 175.3 190.6 365.9 22K6 290 30.00 173.9 189.0 363.0 22K6 291 30.00 172.5 187.5 360.0 22K6 292 30.00 172.5 187.5 360.0 22K6 293 30.00 172.5 317.5 490.0 26K7 297 39.75 172.5 317.5 490.0 24LH09 u 298 39.75 172.5 187.5 360.0 24LH06 u 299 39.75 172.5 187.5 360.0 24LH06 u 301 39.75 172.5 187.5 360.0 24LH06 u 302 39.75 172.5 187.5 360.0 24LH06 u 303 39.75 172.5 187.5 360.0 24LH06 u 304 39.75 172.5 187.5 360.0 24LH06 u 306 39.75 169.4 184.2 353.6 24LH06 u 307 39.75 180.2 195.8 376.0 24LH06 Fil Beam Summary -5C.I,?A)) RAM Steel v8.2 Page 14/14 Washington Square RAM DataBase: SouthEnd 12/08/04 15:18:28 INTERNATCNAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 324 39.75 201.2 218.7 419.8 24LH07 325 39.75 172.5 187.5 360.0 24LH06 u 326 39.75 172.5 187.5 360.0 24LH06 u 327 39.75 172.5 317.5 490.0 24LH09 u Joist Girders: Joist # Length #Panels PDL PLL PTL Joist 6 30.00 4 2.7 2.9 5.6 XXG4N5.7K 11 36.17 5 2.6 2.8 5.4 XXG5N5.5K 26 30.49 4 2.7 3.0 5.7 XXG4N5.8K 52 36.17 5 4.9 5.4 10.3 XXG5N10.3K 199 30.00 4 5.2 5.6 10.8 XXG4N10.8K 204 36.17 5 5.0 5.4 10.4 XXG5N10.5K 232 30.00 4 5.2 5.6 10.8 XXG4N10.8K 237 36.17 5 5.0 5.4 10.4 XXG5N10.5K 250 30.49 4 5.3 5.7 11.0 XXG4N11.0K 266 30.00 4 5.2 5.6 10.8 XXG4N10.8K 271 36.17 5 5.0 5.4 10.4 XXG5N10.5K 284 30.49 4 5.3 5.7 11.0 XXG4N11.0K 300 30.00 4 6.0 6.5 12.6 XXG4N12.6K Special Joists: Joist # Length +M -M Joist Size 1 30.00 91.7 0.0 XXGSP 31 30.00 91.1 0.0 XXGSP 57 18.08 10.7 0.0 XXGSP 65 30.49 155.1 0.0 XXGSP 67 19.06 12.5 0.0 XXGSP 70 28.67 158.4 0.0 XXGSP 192 19.06 12.5 0.0 XXGSP 193 18.08 10.7 0.0 XXGSP 194 30.00 176.6 0.0 XXGSP 214 30.49 157.0 0.0 XXGSP 227 30.00 176.6 0.0 XXGSP 255 30.00 176.0 0.0 XXGSP 261 30.00 176.6 0.0 XXGSP 289 30.00 176.6 0.0 XXGSP 295 30.00 205.3 0.0 XXGSP 323 30.00 205.3 0.0 XXGSP ■ * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. r A 1 A Gravity Beam Design SCI . -1*6 k RAM Steel v8.2 Wr(, X f; Ok 0 /bK RAM DataBase: NorthEnd-Revised bc�� i - b�r� f 4- III 12/08/04 13:39:14 INTENATK)NAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -North Beam Number = 88 SPAN INFORMATION (ft): I -End (97.42,144.66) J -End (127.42,144.66) Maximum Depth Limitation specified = 16.50 in Beam Size (Optimum) = W16X26 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation perpendicular perpendicular Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 90.00 Y bar(in) = 17.08 Mnf (kip -ft) = 388.25 Mn (kip -ft) = 352.30 C (kips) = 272.56 PNA (in) = 15.50 Ieff (in4) = 999.76 Itr (in4) = 1130.41 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 18.2 # of studs: Full = 38 Partial = 30 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 70.98 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.768 0.574 1.025 14.5% Red 0.205 30.000 0.768 0.574 1.025 0.205 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 34.86 kips 0.90Vn = 104.15 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.2DL +1.6LL 114.4 15.0 0.0 1.00 0.90 165.75 Init DL 1.4DL 90.4 15.0 - -- - -- Max + 1.2DL +1.6LL 261.4 15.0 - -- - -- 0.85 299.45 Controlling 1.2DL +1.6LL 261.4 15.0 - -- 0.85 299.45 REACTIONS (kips): Left Right Initial reaction 11.68 11.68 DL reaction 11.53 11.53 Max +LL reaction 13.14 13.14 Max +total reaction (factored) 34.86 34.86 DEFLECTIONS: (Camber = 1) Initial load (in) at 15.00 ft = -1.198 L/D = 300 Live load (in) at 15.00 ft = -0.551 L/D = 654 li1 Gravity Beam Design c.,1 % RAM Steel v8.2 Page 2/2 RAM DataBase: NorthEnd- Revised 12/08/04 13:39:14 INTERNATIONAL Building Code: IBC Steel Code: AISC LRND Post Comp load (in) at 15.00 ft = -0.673 LID = 535 Net Total load (in) at 15.00 ft = -0.871 LAD = 413 1.. Fp Beam Summary ,l, 2-0 tio RAM Steel v8.2 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 IMERNATKNWL Building Code: IBC Steel Code: AISC LRFD STEEL BEAM DESIGN SUMMARY: Floor Type: Roof -North Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi ✓ 2 20.42 60.1 0.0 184.2 50.0 W16X26 u J 6 20.42 27.6 0.0 72.5 50.0 W12X14 u ✓ 8 20.46 58.5 0.0 184.2 50.0 W16X26 u V 401 30.92 59.6 0.0 138.3 50.0 W14X22 u ✓ 12 19.69 51.2 0.0 184.2 50.0 W16X26 u V 404 30.92 58.9 0.0 138.3 50.0 W14X22 u ✓ 13 10.58 10.1 0.0 37.0 50.0 W8X10 u 7 Use 1112- x 1 Li V/ 14 19.69 34.7 0.0 277.1 50.0 W18X35 u V 15 6.76 2.1 0.0 52.5 50.0 W10X12 u '/ 16 23.18 69.1 0.0 1700.0 50.0 W343 l24-tr ) Vol 4 F r 11 ✓ 17 13.92 11.3 0.0 52.5 50.0 W10X12 u 18 13.92 12.7 0.0 52.5 50.0 W10X12 u ✓ 19 13.92 12.7 0.0 52.5 50.0 W10X12 u V 20 18.49 42.0 0.0 72.5 50.0 W12X14 u ✓ 21 13.92 12.3 0.0 52.5 50.0 W10X12 u /22 13.92 12.3 0.0 52.5 50.0 W10X12 u ✓ 26 22.67 52.4 0.0 184.2 50.0 W16X26 u 1 17.00 16.8 0.0 66.7 50.0 W10X15 u ✓ 28 23.31 50.6 0.0 184.2 50.0 W16X26 u v' 403 16.87 15.4 0.0 66.7 50.0 W 10X15 u V 29 15.84 29.4 0.0 277.1 50.0 W18X35 u V 30 22.40 35.9 0.0 277.1 50.0 W18X35 u `- 31 43.00 454.4 0.0 2120.8 50.0 W36X135 u 32 7.84 3.1 0.0 277.1 50.0 W18X35 -u `✓x/ 0- 0 kcsi ✓ 33 22.49 152.2 0.0 277.1 50.0 W18X35 u C kJ- 5►� 1'J 1-� lL ) ✓ 34 39.50 316.7 0.0 562.5 50.0 W24X55 u ✓ 37 30.00 141.4 0.0 277.1 50.0 W18X35 u V/ 38 39.50 337.5 0.0 562.5 50.0 W24X55 u ✓ 39 8.00 3.1 0.0 37.0 50.0 W8X10 u ,,/ 40 8.00 3.8 0.0 37.0 50.0 W8X10 u 1 41 8.00 3.8 0.0 37.0 50.0 W8X10 u ✓ 42 8.00 3.1 0.0 37.0 50.0 W8X10 u V 43 39.50 295.1 0.0 562.5 50.0 W24X55 u ✓ 44 14.85 10.9 0.0 72.5 50.0 W12X14 u «46 32.81 237.4 0.0 324.6 50.0 W12X53 u ) ,7 47 14.85 11.2 0.0 72.5 50.0 W12X14 u V48 30.00 184.9 0.0 299.6 50.0 W12X50 u V49 23.50 76.3 0.0 299.6 50.0 W12X50 u V 50 23.50 76.3 0.0 299.6 50.0 W12X50 u ✓ 53 22.00 70.2 0.0 299.6 50.0 W12X50 u Beam Summary Sc1,7-1 El RAM Steel v8.2 Page 2/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 MESA �� Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 55 20.03 55.1 0.0 277.1 50.0 W18X35 u V 60 30.00 86.5 0.0 138.3 50.0 W14X22 u V 70 14.85 9.4 0.0 37.0 50.0 W8X10 u V 71 33.71 238.4 0.0 324.6 50.0 W12X53 u V 74 22.00 78.4 0.0 299.6 50.0 W12X50 u V 75 14.85 9.7 0.0 37.0 50.0 W8X10 u V 76 16.35 23.4 0.0 138.3 50.0 W14X22 u V 77 23.13 37.9 0.0 277.1 50.0 W18X35 u V 78 15.76 17.6 0.0 72.5 50.0 W12X14 u V 79 30.00 184.9 0.0 299.6 50.0 W12X50 u V 80 8.00 3.1 0.0 37.0 50.0 W8X10 u V 81 8.00 3.8 0.0 37.0 50.0 W8X10 u V 82 8.00 3.8 0.0 37.0 50.0 W8X10 u v 83 8.00 3.1 0.0 37.0 50.0 W8X10 u V 85 12.20 7.5 0.0 37.0 50.0 W8X10 u V 86 9.32 3.5 0.0 37.0 50.0 W8X10 u V 87 8.99 4.1 0.0 37.0 50.0 W8X10 u V 88 22.49 197.9 0.0 277.1 50.0 W18X35 u v 89 10.97 5.5 0.0 37.0 50.0 WgX-1-0-u Vic_ WO `1 k z - z- 92 30.00 213.0 0.0 397.5 50.0 W21X44 u v 97 37.50 93.0 0.0 227.5 50.0 W14X34 u v 101 30.00 86.5 0.0 138.3 50.0 W14X22 \/ 116 38.00 406.5 0.0 641.7 50.0 W24X62 u V 117 30.00 78.6 0.0 138.3 50.0 W14X22 u v 123 30.00 80.1 0.0 138.3 50.0 W14X22 u v 378 7.50 0.0 0.0 37.0 50.0 W8X10 380 7.50 0.0 0.0 37.0 50.0 W8X10 j Vie 1.712. / 381 7.50 0.0 0.0 37.0 50.0 W8X10 143 38.00 409.4 0.0 641.7 50.0 W24X62 u V 144 30.00 78.6 0.0 138.3 50.0 W14X22 u V 151 30.00 80.1 0.0 138.3 50.0 W14X22 u '59 2SD 30.00 59.5 0.0 138.3 50.0 W14X22 .11 382 7.50 0.0 0.0 37.0 50.0 W8X10 383 7.50 0.0 0.0 37.0 50.0 W8X10 tt f_ 6/122 L i 384 7.50 0.0 0.0 37.0 50.0 W8X10 180 38.00 478.2 0.0 737.5 50.0 W24X68 u V 181 30.00 71.6 0.0 138.3 50.0 W14X22 u V 182 30.00 34.2 0.0 72.5 50.0 W12X14 u V 183 30.00 165.9 0.0 237.5 50.0 W12X40 u V 184 4.67 0.9 0.0 37.0 50.0 W8X10 u V 185 4.67 1.2 0.0 237.5 50.0 W12X40 u V 186 4.67 0.9 0.0 37.0 50.0 W8X10 u 187 30.00 165.9 0.0 237.5 50.0 W12X40 u V 188 30.00 34.2 0.0 72.5 50.0 W12X14 u V 190 30.00 73.1 0.0 138.3 50.0 W14X22 u V Beam Summary 'c.,1,2-0 li1 RAM Steel v8.2 Page 3/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 200 20.00 55.6 0.0 102.9 50.0 W12X19 u v(se 1112 k 1 O 385 7.50 0.0 0.0 37.0 50.0 W8X10 394 7.50 0.0 0.0 37.0 50.0 W8X10 386 7.50 0.0 0.0 37.0 50.0 W8X10 (Et, 1./12 k! `l 395 7.50 0.0 0.0 37.0 50.0 W8X10 387 7.50 0.0 0.0 37.0 50.0 W8X10 396 7.50 0.0 0.0 37.0 50.0 W8X10 204 20.00 55.6 0.0 237.5 50.0 W12X40 u I 205 4.67 0.9 0.0 37.0 50.0 W8X10 u ✓ 206 4.67 1.2 0.0 37.0 50.0 W8X10 u 1/ 207 4.67 0.9 0.0 37.0 50.0 W8X10 u ✓ 224 38.00 478.2 0.0 737.5 50.0 W24X68 u ✓ 225 30.00 78.6 0.0 138.3 50.0 W14X22 u V 232 30.00 80.1 0.0 138.3 50.0 W14X22 u ✓ 388 7.50 0.0 0.0 37.0 50.0 W8X10 397 7.50 0.0 0.0 37.0 50.0 W8X10 389 7.50 0.0 0.0 37.0 50.0 W8X10 BSc 1 )()L 399 7.50 0.0 0.0 37.0 50.0 W8X10 391 7.50 0.0 0.0 37.0 50.0 W8X10 400 7.50 0.0 0.0 37.0 50.0 W8X10 261 38.00 478.2 0.0 737.5 50.0 W24X68 u V 262 30.00 71.6 0.0 138.3 50.0 W14X22 u ✓ 263 30.00 34.2 0.0 72.5 50.0 W12X14 u V 264 30.00 165.9 0.0 237.5 50.0 W12X40 u V 265 4.67 0.9 0.0 37.0 50.0 W8X10 u V 266 4.67 1.2 0.0 37.0 50.0 W8X10 u ✓ 267 4.67 0.9 0.0 37.0 50.0 W8X10 u V 268 30.00 165.9 0.0 237.5 50.0 W12X40 u ✓ 269 30.00 34.2 0.0 72.5 50.0 W12X14 u ✓ 271 30.00 73.1 0.0 138.3 50.0 W14X22 u V 281 20.00 55.6 0.0 237.5 50.0 W12X40 u 285 20.00 55.6 0.0 237.5 50.0 W12X40 u 286 4.67 0.9 0.0 37.0 50.0 W8X10 u V 287 4.67 1.2 0.0 37.0 50.0 W8X10 u 1 288 4.67 0.9 0.0 37.0 50.0 W8X10 u 290 30.00 86.5 0.0 138.3 50.0 W14X22 V 305 38.00 581.3 0.0 737.5 50.0 W24X68 V 306 30.00 71.6 0.0 138.3 50.0 W14X22 u v 307 30.00 34.2 0.0 72.5 50.0 W12X14 u ✓ 308 30.00 165.9 0.0 237.5 50.0 W12X40 u ✓ 309 4.67 0.9 0.0 37.0 50.0 W8X10 u v 310 4.67 1.2 0.0 37.0 50.0 W8X10 u ✓ 311 4.67 0.9 0.0 37.0 50.0 W8X10 u 312 30.00 165.9 0.0 237.5 50.0 W12X40 V 313 30.00 34.2 0.0 72.5 50.0 W12X14 u V Ilil Beam Summary S,r►, el RAM Steel v8.2 Page 4/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATOVA1 Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 315 30.00 73.1 0.0 138.3 50.0 W14X22 u v 324 30.00 59.5 0.0 138.3 50.0 W14X22 u ✓ 325 20.00 55.6 0.0 237.5 50.0 W12X40 u V 329 20.00 55.6 0.0 237.5 50.0 W12X40 u V 330 4.67 0.9 0.0 37.0 50.0 W8X10 u 331 4.67 1.2 0.0 37.0 50.0 W8X10 u V 332 4.67 0.9 0.0 37.0 50.0 W8X10 u V 334 29.33 82.7 0.0 138.3 50.0 W14X22 u ✓ 349 38.00 474.1 0.0 737.5 50.0 W24X68 u 350 29.33 75.1 0.0 138.3 50.0 W14X22 u V 357 29.33 76.5 0.0 138.3 50.0 W14X22 u V 361 30.00 322.6 0.0 397.5 50.0 W21X44 V 406 29.33 36.3 0.0 277.1 50.0 W18X35 u ✓ 365 29.33 96.7 0.0 155.0 50.0 W12X26 u ✓ 366 29.33 110.6 0.0 197.1 50.0 W14X30 u ✓ 408 2.50 0.0 0.0 37.0 50.0 W8X10 V 370 12.50 52.3 0.0 102.9 50.0 W12X19 u (1s<, 4/12 y2 L 371 6.83 3.7 0.0 37.0 50.0 W8X10 u v 375 38.00 234.5 0.0 562.5 50.0 W24X55 u v 377 30.00 180.5 0.0 277.1 50.0 W18X35 u V Floor Type: Typ -North Bm # Length +Mu -Mu Mn Fy Beam Size Studs ft kip -ft kip -ft kip -ft ksi 258 20.42 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 264 20.42 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 7 20.46 14.7 0.0 175.4 50.0 HSS 12X10X1/4 u 11 19.69 13.6 0.0 175.4 50.0 HSS12X10X1 /4 u 256 10.58 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 260 19.69 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 257 23.18 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 259 18.49 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 23 22.67 18.0 0.0 79.2 50.0 HSS10X4X1 /4 u 24 23.31 19.0 0.0 175.4 50.0 HSS 12X10X1/4 u 261 15.84 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 262 22.49 0.0 0.0 175.4 50.0 HSS12X10X1 /4 u 263 30.00 0.0 0.0 175.4 50.0 HSS 12X10X1/4 u 34 20.03 14.0 0.0 175.4 50.0 HSS12X10X1 /4 u 38 30.00 31.5 0.0 328.3 50.0 HSS12X10X1 /2 u 1 47 16.35 9.4 0.0 175.4 50.0 HSS12X10X1 /4 u 49 7.50 12.7 0.0 198.1 50.0 W12X26 u V 7 48 8.00 0.0 -69.7 22.49 282.2 -69.7 756.0 50.0 W18X65 u 17 22 50 37.50 390.1 0.0 537.6 50.0 W18X40 u V 30 51 37.50 382.6 0.0 522.0 50.0 W18X40 u \7 26 Fil Beam Summary 5C1, ►. RAM Steel v8.2 Page 5/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 52 30.00 453.0 0.0 567.8 50.0 W18X40 U. 34 53 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 54 37.50 382.6 0.0 522.0 50.0 W18X40 u 26 55 37.50 382.6 0.0 558.3 50.0 W18X40 u 37 56 37.50 263.7 0.0 549.7 50.0 W18X40 u ✓ 37 58 30.00 31.5 0.0 328.3 50.0 HSS12X10X1 /2 u U 70 30.00 31.5 0.0 175.4 50.0 HSS12X10X1 /4 u ✓ 71 30.00 202.7 0.0 318.8 50.0 W 12X30 _ u V 30 72 30.00 360.3 0.0 903.6 50.0 W21X62 u v 30 74 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 75 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 76 30.00 378.0 0.0 841.6 50.0 W21X62 u V 30 77 30.00 256.5 0.0 653.0 50.0 Use T p 33 278 30.00 329.0 0.0 612.8 50.0 1✓11, x2 6 W18X50 u V 30 80 36.17 40.9 0.0 1236.7 50.0 W21X83 u ✓ 90 81 30.00 551.2 0.0 653.0 50.0 W 18X50 u V 42 85 30.00 693.4 0.0 874.6 50.0 W21X68 ii) 30 CAA In(1.44.et 86 30.49 690.3 0.0 912.2 50.0 W21X68 u ✓ 30 88 30.00 261.4 0.0 347.2 50.0 , U)< g Wt X3'1 u 16 89 30.00 256.5 0.0 362.6 50.0 ► 'fC X Z 6 W16X26 u V 32 90 30.00 659.2 0.0 912.1 50.0 W21X68 u ✓ 30 91 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 92 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 93 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 94 30.00 168.7 0.0 345.6 50.0 W16X26 u V 30 235 10.00 0.0 0.0 37.0 50.0 x$ 10 tASc- L/ 2 )(IL/ 272 10.49 0.0 0.0 37.0 50.0 W8X10 vk wit ) (Pi 95 38.00 218.5 0.0 381.3 50.0 W16X26 38 279 20.00 125.0 0.0 271.9 50.0 W14X22 u v 20 280 20.00 125.0 0.0 251.6 50.0 W14X22 u v 20 265 36.17 380.3 0.0 669.2 50.0 W18X50 u ✓ 30 266 20.00 111.4 0.0 251.6 50.0 W14X22 u v 20 267 20.00 115.7 0.0 251.6 50.0 W14X22 u V 20 268 20.00 114.6 0.0 251.6 50.0 W14X22 u v 20 236 10.00 0.0 0.0 37.0 50.0 W8X10 koc trl 273 10.49 0.0 0.0 37.0 50.0 W8X10 96 38.00 45.1 0.0 381.3 50.0 W16X26 38 237 10.00 0.0 0.0 37.0 50.0 W8X10 3 4se V I z x 1 V 274 10.49 0.0 0.0 37.0 50.0 W8X10 97 30.00 597.8 0.0 846.8 50.0 W21X62 u V 32 99 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 100 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 101 30.00 602.3 0.0 846.8 50.0 W21X62 u v 32 102 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 103 30.00 256.5 0.0 362.6 50.0 W16X26 u L- 32 Fil Be am Summary �` V2 RAM Steel v8.2 Page 6/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 104 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 105 36.17 796.6 0.0 1362.8 50.0 W21X83 u ✓ 90 106 30.00 244.7 0.0 339.3 50.0 W16X26 u ✓ 26 107 30.00 234.5 0.0 318.7 50.0 W16X26 u V 20 108 30.00 241.4 0.0 332.6 50.0 W16X26 uV 24 109 30.00 239.6 0.0 325.8 50.0 W16X26 u >l 22 111 30.49 626.0 0.0 846.8 50.0 W21X62 u V 30 113 30.00 261.4 0.0 347.2 50.0 W16X31 a v 16 114 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 115 30.00 597.8 0.0 846.8 50.0 W21X62 u ✓ 30 116 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 117 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 118 30.00 2.56.5 0.0 362.6 50.0 W16X26 u V 32 238 10.00 0.0 0.0 37.0 50.0 W8X10 247 8.83 0.0 0.0 37.0 50.0 W8X10 275 10.49 0.0 0.0 37.0 50.0 W8X10 239 10.00 0.0 0.0 37.0 50.0 W8X10 248 8.83 0.0 0.0 37.0 50.0 W8X10 U(Se ti✓ 1 Z x / Li 276 10.49 0.0 0.0 37.0 50.0 W8X10 240 10.00 0.0 0.0 37.0 50.0 W8X10 249 8.83 0.0 0.0 37.0 50.0 W8X10 277 10.49 0.0 0.0 37.0 50.0 W8X10 122 30.00 256.5 0.0 362.6 50.0 W16X26 u \ 32 123 30.00 256.5 0.0 362.6 50.0 W16X26 u 32 125 30.00 256.5 0.0 362.6 50.0 W16X26 u v • 32 126 30.00 256.5 0.0 362.6 50.0 W16X26 u 4; 32 127 30.00 256.5 0.0 362.6 50.0 W16X26 u .; 32 128 36.17 928.2 0.0 1362.8 50.0 W21X83 u i' 90 129 30.00 244.7 0.0 339.3 50.0 W16X26 u v 26 130 30.00 234.5 0.0 318.7 50.0 W16X26 u 20 131 30.00 241.4 0.0 332.6 50.0 W16X26 u 1, 24 132 30.00 239.6 0.0 325.8 50.0 W16X26 u t ,. 22 135 30.00 202.7 0.0 280.3 50.0 use w►20 0 W1 X22 30 136 30.00 261.4 0.0 347.2 50.0 W16X31 u V , 16 137 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 139 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 140 30.00 256.5 0.0 362.6 50.0 W16X26 u i/ 32 141 30.00 256.5 0.0 362.6 50.0 W16X26 u ✓ 32 241 10.00 0.0 0.0 37.0 50.0 W8X10 - 250 8.83 0.0 0.0 37.0 50.0 W8X10 242 10.00 0.0 0.0 37.0 50.0 W8X10 USo 1„/I 251 8.83 0.0 0.0 37.0 50.0 W8X10 243 10.00 0.0 0.0 37.0 50.0 W8X10 252 8.83 0.0 0.0 37.0 50.0 W8X10 143 30.00 609.8 0.0 863.4 50.0 W21X62 u ✓ 33 Fil Beam Summary C , 7-■ RAM Steel v8.2 Page 7/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 IMERNATONAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 145 30.00 387.2 0.0 616.3 50.0 W18X50 u V 30 146 17.00 90.3 0.0 237.4 50.0 W14X22 u V 17 147 30.00 597.8 0.0 846.8 50.0 W21X62 u V 32 148 30.00 382.1 0.0 616.3 50.0 W18X50 u V 32 149 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 150 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 151 36.17 928.2 0.0 1362.8 50.0 W21X83 u V 90 152 30.00 244.7 0.0 339.3 50.0 W16X26 u V 26 153 30.00 234.5 0.0 318.7 50.0 W16X26 u V 20 154 30.00 241.4 0.0 332.6 50.0 W16X26 uv 24 155 30.00 239.6 0.0 325.8 50.0 W16X26 u V 22 157 30.49 626.0 0.0 915.8 50.0 W21X62 u V 44 158 30.00 202.7 0.0 280.3 50.0 Use 11/ Wt4 2 30 159 30.00 261.4 0.0 347.2 50.0 £M tr 16 160 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 161 30.00 597.8 0.0 846.8 50.0 W21X62 u V 32 162 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 163 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 164 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 i se 166 20.00 112.5 0.0 262.8 50.0 W14X22 u v 20 167 30.00 638.4 0.0 772.7 50.0 W21X57 u V 30 168 30.00 195.7 0.0 318.8 50.0 W12X30 u V 30 169 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 170 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 171 30.00 597.8 0.0 846.8 50.0 W21X62 u V 32 172 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 173 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 174 30.00 256.5 0.0 362.6 50.0 W16X26 a V 32 175 36.17 928.2 0.0 1362.8 50.0 W21X83 u V 90 176 30.00 244.7 0.0 339.3 50.0 W16X26 u V 26 177 30.00 234.5 0.0 318.7 50.0 W16X26 u V 20 178 30.00 241.4 0.0 332.6 50.0 W16X26 u V 24 179 30.00 239.6 0.0 325.8 50.0 W16X26 u 1/ 22 180 30.00 179.3 0.0 318.8 50.0 W12X30 u V 30 181 30.49 626.0 0.0 915.8 50.0 W21X62 u 44 182 30.00 202.7 0.0 318.8 50.0 W12X30 u V 30 183 30.00 261.4 0.0 347.2 50.0 Wei 16 184. 30.00 256.5 0.0 362.6 50.0 W16X26 u✓ 32 185 30.00 597.8 0.0 846.8 50.0 W21X62 u V 32 186 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 187 30.00 256.5 0.0 362.6 50.0 W16X26 u V 32 188 30.00 256.5 0.0 362.6 50.0 W16X26 u v 32 189 30.00 168.7 0.0 528.6 50.0 W18X40 u V 30 191 29.33 187.1 0.0 312.9 50.0 W12X30 u V 29 192 29.33 246.3 0.0 339.1 50.0 W16X26 u V 26 rim Beam Summary 5o, -► 3 RAM Steel v8.2 Page 8/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATKXJAL Building Code: IBC Steel Code: AISC LRFD Bm # Length +Mu -Mu Mn Fy Beam Size Studs 193 29.33 246.3 0.0 339.1 50.0 W16X26 u U 26 195 29.33 246.3 0.0 339.1 50.0 W16X26 u V 26 196 29.33 246.3 0.0 339.1 50.0 W16X26 u V 26 197 29.33 246.3 0.0 339.1 50.0 W16X26 u V 26 198 36.17 919.4 0.0 1194.3 50.0 W21X83 u V 36 199 29.33 235.0 0.0 318.6 50.0 W16X26 u V 20 200 29.33 225.2 0.0 301.4 50.0 W16X26 u V 16 201 29.33 231.9 0.0 318.6 50.0 W16X26 u v 20 202 29.33 230.2 0.0 310.6 50.0 W16X26 u v 18 203 29.33 171.4 0.0 312.9 50.0 W12X30 u (/ 29 205 29.33 193.7 0.0 312.9 50.0 W12X30 u V 29 206 29.33 251.1 0.0 345.7 50.0 W16X26 u V 28 207 29.33 246.3 0.0 . 339.1 50.0 W16X26 u If 26 208 30.00 608.4 0.0 839.9 50.0 W21X62 u V 30 209 29.33 246.3 0.0 339.1 50.0 W16X26 u y 26 210 29.33 284.2 0.0 420.8 50.0 W16X36 u V 29 211 22.50 60.7 0.0 253.2 50.0 W14X22 u v 22 212 29.33 205.9 0.0 326.7 50.0 W18X40 u V 213 20.00 175.3 0.0 250.0 50.0 W14X22 u V 16 l s o 214 6.83 14.6 0.0 68.3 50.0 W8X10 u '7 6 215 30.00 354.3 0.0 659.4 50.0 W21X44 u V 26 216 30.00 354.3 0.0 659.4 50.0 W21X44 u V 26 217 36.17 540.8 0.0 1473.4 50.0 W24X94 u v 36 218 30.49 368.0 0.0 703.9 50.0 W21X44 u v 53 219 30.00 374.8 0.0 683.9 50.0 W21X44 u " 53 * after Size denotes beam failed stress /capacity criteria. # after Size denotes beam failed deflection criteria. u after Size denotes this size has been assigned by the User. Fil Beam Summary Sc.,, , ,,,, RAM Steel v8.2 Page 9/13 NAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 Building Code: IBC Steel Code: AISC LRFD JOIST SELECTION SUMMARY: Floor Type: Roof -North Standard Joists: Joist # Length WDL WLL WTL Joist 3 20.42 172.5 187.5 360.0 22K4 u 4 20.42 172.5 187.5 360.0 22K4 u 5 20.42 172.5 317.5 490.0 22K4 u 10 30.92 172.5 187.5 360.0 22K7 u 11 30.92 162.1 176.2 338.4 22K7 u 24 23.96 172.5 187.5 360.0 18K4 u 25 22.52 160.1 174.0 334.1 18K3 u 35 39.50 372.5 187.5 560.0 28LH08 36 39.50 372.4 187.4 559.8 28LH08 56 30.51 166.4 180.8 347.2 22K6 u 57 30.34 166.4 180.8 347.2 22K6 u 58 30.17 166.4 180.8 347.2 22K6 u 61 30.00 172.5 317.5 490.0 22K9 u 62 30.00 172.5 187.5 360.0 22K6 u 63 30.00 172.5 187.5 360.0 22K6 u 65 30.00 172.5 187.5 360.0 22K6 u 66 30.00 172.5 187.5 360.0 22K6 u 67 30.00 172.5 187.5 360.0 22K6 u 68 30.00 172.5 187.5 360.0 22K6 u 69 30.00 169.4 184.2 353.6 22K6 u 72 23.59 166.4 180.8 347.2 20K3 u 90 37.50 176.8 192.2 369.0 26K9 u 91 37.50 172.4 187.4 359.8 26K9 u 93 37.50 172.4 187.4 359.8 26K9 u 94 37.50 172.5 187.5 360.0 26K9 u 95 37.50 172.5 187.5 360.0 26K9 u 96 37.50 172.5 317.5 490.0 24LH07 u 98 37.15 178.3 193.8 372.0 26K9 u 102 30.00 172.5 317.5 490.0 22K9 u 103 30.00 172.5 187.5 360.0 22K6 u 104 30.00 172.5 187.5 360.0 22K6 u 106 30.00 172.5 187.5 360.0 22K6 u 107 30.00 172.5 187.5 360.0 22K6 u 108 30.00 172.5 187.5 360.0 22K6 u 109 30.00 172.5 187.5 360.0 22K6 u 111 30.00 169.4 184.2 353.6 22K6 u 112 30.00 166.4 180.8 347.2 22K6 u 113 30.00 166.4 180.8 347.2 22K6 u 114 30.00 166.4 180.8 347.2 22K6 u 115 30.00 166.4 180.8 347.2 22K6 u Beam Summary S e. -1 , Fil RAM Steel v8.2 Page 10/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTEraNATONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 118 30.00 145.7 158.3 304.0 24K4 u 119 30.00 145.7 158.3 304.0 24K4 u 120 30.00 145.7 158.3 304.0 24K4 u 121 30.00 145.7 158.3 304.0 24K4 u 122 30.00 145.7 158.3 304.0 24K4 u 129 30.00 172.5 317.5 490.0 22K9 u 130 30.00 172.5 187.5 360.0 22K6 u 131 30.00 172.5 187.5 360.0 22K6 u 133 30.00 172.5 187.5 360.0 22K6 u 134 30.00 172.5 187.5 360.0 22K6 u 135 30.00 172.5 187.5 360.0 22K6 u 136 30.00 172.5 187.5 360.0 22K6 u 138 30.00 169.4 184.2 353.6 22K6 u 139 30.00 166.4 180.8 347.2 22K6 u 140 30.00 166.4 180.8 347.2 22K6 u 141 30.00 166.4 180.8 347.2 22K6 u 142 30.00 166.4 180.8 347.2 22K6 u 145 30.00 145.7 158.3 304.0 24K4 u 146 30.00 145.7 158.3 304.0 24K4 u 147 30.00 145.7 158.3 304.0 24K4 u 148 30.00 145.7 158.3 304.0 24K4 u 149 30.00 145.7 158.3 304.0 24K4 u 152 30.00 175.3 190.6 365.9 22K6 u 153 30.00 175.3 190.6 365.9 22K6 u 154 30.00 175.3 190.6 365.9 22K6 u 156 30.00 173.9 189.0 363.0 22K6 u 157 30.00 172.5 187.5 360.0 22K6 u 158 30.00 172.5 187.5 360.0 22K6 u 159 30.00 172.5 317.5 490.0 22K9 u 166 30.00 172.5 317.5 490.0 22K9 u 167 30.00 172.5 187.5 360.0 22K6 u 168 30.00 172.5 187.5 360.0 22K6 u 170 30.00 172.5 187.5 360.0 22K6 u 171 30.00 172.5 187.5 360.0 22K6 u 172 30.00 172.5 187.5 360.0 22K6 u 173 30.00 172.5 187.5 360.0 22K6 u 175 30.00 169.4 184.2 353.6 22K6 u 176 30.00 166.4 180.8 347.2 22K6 u 177 30.00 166.4 180.8 347.2 22K6 u 178 30.00 166.4 180.8 347.2 22K6 u 179 30.00 166.4 180.8 347.2 22K6 u 191 30.00 175.3 190.6 365.9 22K6 u 192 30.00 175.3 190.6 365.9 22K6 u 193 30.00 175.3 190.6 365.9 22K6 u 195 30.00 173.9 189.0 363.0 22K6 u lil Beam Summary 5c.,,,I, RAM Steel v8.2 Page 10/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 118 30.00 145.7 158.3 304.0 24K4 u 119 30.00 145.7 158.3 304.0 24K4 u 120 30.00 145.7 158.3 304.0 24K4 u 121 30.00 145.7 158.3 304.0 24K4 u 122 30.00 145.7 158.3 304.0 24K4 u 129 30.00 172.5 317.5 490.0 22K9 u 130 30.00 172.5 187.5 360.0 22K6 u 131 30.00 172.5 187.5 360.0 22K6 u 133 30.00 172.5 187.5 360.0 22K6 u 134 30.00 172.5 187.5 360.0 22K6 u 135 30.00 172.5 187.5 360.0 22K6 u 136 30.00 172.5 187.5 360.0 22K6 u 138 30.00 169.4 184.2 353.6 22K6 u 139 30.00 166.4 180.8 347.2 22K6 u 140 30.00 166.4 180.8 347.2 22K6 u 141 30.00 166.4 180.8 347.2 22K6 u 142 30.00 166.4 180.8 347.2 22K6 u 145 30.00 145.7 158.3 304.0 24K4 u 146 30.00 145.7 158.3 304.0 24K4 u 147 30.00 145.7 158.3 304.0 24K4 u 148 30.00 145.7 158.3 304.0 24K4 u 149 30.00 145.7 158.3 304.0 24K4 u 152 30.00 175.3 190.6 365.9 22K6 u 153 30.00 175.3 190.6 365.9 22K6 u 154 30.00 175.3 190.6 365.9 22K6 u 156 30.00 173.9 189.0 363.0 22K6 u 157 30.00 172.5 187.5 360.0 22K6 u 158 30.00 172.5 187.5 360.0 22K6 u 159 30.00 172.5 317.5 490.0 22K9 u 166 30.00 172.5 317.5 490.0 22K9 u 167 30.00 172.5 187.5 360.0 22K6 u 168 30.00 172.5 187.5 360.0 22K6 u 170 30.00 172.5 187.5 360.0 22K6 u 171 30.00 172.5 187.5 360.0 22K6 u 172 30.00 172.5 187.5 360.0 22K6 u 173 30.00 172.5 187.5 360.0 22K6 u 175 30.00 169.4 184.2 353.6 22K6 u 176 30.00 166.4 180.8 347.2 22K6 u 177 30.00 166.4 180.8 347.2 22K6 u 178 30.00 166.4 180.8 347.2 22K6 u 179 30.00 166.4 180.8 347.2 22K6 u 191 30.00 175.3 190.6 365.9 22K6 u 192 30.00 175.3 190.6 365.9 22K6 u 193 30.00 175.3 190.6 365.9 22K6 u 195 30.00 173.9 189.0 363.0 22K6 u Fil Beam Summary ). , 2 1 RAM Steel v8.2 Page 11/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNADONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 196 30.00 172.5 187.5 360.0 22K6 u 197 30.00 172.5 187.5 360.0 22K6 u 198 30.00 172.5 317.5 490.0 22K9 u 210 30.00 172.5 317.5 490.0 22K9 u 211 30.00 172.5 187.5 360.0 22K6 u 212 30.00 172.5 187.5 360.0 22K6 u 214 30.00 172.5 187.5 360.0 22K6 u 215 30.00 172.5 187.5 360.0 22K6 u 216 30.00 172.5 187.5 360.0 22K6 u 217 30.00 172.5 187.5 360.0 22K6 u 219 30.00 169.4 184.2 353.6 22K6 u 220 30.00 166.4 180.8 347.2 22K6 u 221 30.00 166.4 180.8 347.2 22K6 u 222 30.00 166.4 180.8 347.2 22K6 u 223 30.00 166.4 180.8 347.2 22K6 u 226 30.00 145.7 158.3 304.0 24K4 u 227 30.00 145.7 158.3 304.0 24K4 u 228 30.00 145.7 158.3 304.0 24K4 u 229 30.00 145.7 158.3 304.0 24K4 u 230 30.00 145.7 158.3 304.0 24K4 u 233 30.00 175.3 190.6 365.9 22K6 u 234 30.00 175.3 190.6 365.9 22K6 u 235 30.00 175.3 190.6 365.9 22K6 u 237 30.00 173.9 189.0 363.0 22K6 u 238 30.00 172.5 187.5 360.0 22K6 u 239 30.00 172.5 187.5 360.0 22K6 u 240 30.00 172.5 317.5 490.0 22K9 u 247 30.00 172.5 317.5 490.0 22K9 u 248 30.00 172.5 187.5 360.0 22K6 u 249 30.00 172.5 187.5 360.0 22K6 u 251 30.00 172.5 187.5 360.0 22K6 u 252 30.00 172.5 187.5 360.0 22K6 u 253 30.00 172.5 187.5 360.0 22K6 u 254 30.00 172.5 187.5 360.0 22K6 u 256 30.00 169.4 184.2 353.6 22K6 u 257 30.00 166.4 180.8 347.2 22K6 u 258 30.00 166.4 180.8 347.2 22K6 u 259 30.00 166.4 180.8 347.2 22K6 u 260 30.00 166.4 180.8 347.2 22K6 u 272 30.00 175.3 190.6 365.9 22K6 u ■ 273 30.00 175.3 190.6 365.9 22K6 u 274 30.00 175.3 190.6 365.9 22K6 u 276 30.00 173.9 189.0 363.0 22K6 u 277 30.00 172.5 187.5 360.0 22K6 u 278 30.00 172.5 187.5 360.0 22K6 u 1,,,,. Hearn Summary .,c T t RAM Steel v8.2 Page 12/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD Joist # Length WDL WLL WTL Joist 279 30.00 172.5 317.5 490.0 22K9 u 291 30.00 172.5 317.5 490.0 22K9 u 292 30.00 172.5 187.5 360.0 22K6 u 293 30.00 172.5 187.5 360.0 22K6 u 295 30.00 172.5 187.5 360.0 22K6 u 296 30.00 172.5 187.5 360.0 22K6 u 297 30.00 172.5 187.5 360.0 22K6 u 298 30.00 172.5 187.5 360.0 22K6 u 300 30.00 169.4 184.2 353.6 22K6 u 301 30.00 166.4 180.8 347.2 22K6 u 302 30.00 166.4 180.8 347.2 22K6 u 303 30.00 166.4 180.8 347.2 22K6 u 304 30.00 166.4 180.8 347.2 22K6 u 316 30.00 175.3 190.6 365.9 22K6 u 317 30.00 175.3 190.6 365.9 22K6 u 318 30.00 175.3 190.6 365.9 22K6 320 30.00 173.9 189.0 363.0 22K6 u 321 30.00 172.5 187.5 360.0 22K6 u 322 30.00 172.5 187.5 360.0 22K6 u C le 323 30.00 172.5 317.5 490.0 22K9 u 335 29.33 172.5 317.5 490.0 22K9 u 336 29.33 172.5 187.5 360.0 22K6 u 337 29.33 172.5 187.5 360.0 22K6 u 339 29.33 172.5 187.5 360.0 22K6 u 340 29.33 172.5 187.5 360.0 22K6 u 341 29.33 172.5 187.5 360.0 22K6 u 342 29.33 172.5 187.5 360.0 22K6 u 344 29.33 169.4 184.2 353.6 22K5 u 345 29.33 166.4 180.8 347.2 22K5 u 346 29.33 166.4 180.8 347.2 22K5 u 347 29.33 166.4 180.8 347.2 22K5 u 348 29.33 166.4 180.8 347.2 22K5 u 351 29.33 145.7 158.3 304.0 22K4 u 352 29.33 145.7 158.3 304.0 22K4 u 353 29.33 145.7 158.3 304.0 22K4 u 354 29.33 145.7 158.3 304.0 22K4 u 355 29.33 145.7 158.3 304.0 22K4 u 358 29.33 175.3 190.6 365.9 22K6 u 359 29.33 175.3 190.6 365.9 22K6 u 360 29.33 175.3 190.6 365.9 22K6 u 1 362 29.33 173.9 189.0 363.0 22K6 u 363 29.33 172.5 187.5 360.0 22K6 u Beam Summary 5 c' RAM Steel v8.2 Page 13/13 RAM DataBase: NorthEnd- Revised 12/08/04 12:12:03 INTERJATIot L Building Code: IBC Steel Code: AISC LR1 -1) Joist Girders: Joist # Length #Panels PDL PLL PTL Joist 105 30.00 4 5.2 5.6 10.8 XXG4N10.8K 110 36.17 5 5.0 5.5 10.5 XXG5N10.5K 132 30.00 4 5.2 5.6 10.8 XXG4N10.8K 137 36.17 5 5.0 5.4 10.4 XXG5N10.5K 169 30.00 4 5.2 5.6 10.8 XXG4N10.8K 174 36.17 5 5.0 5.4 10.4 XXG5N10.5K 189 30.49 4 5.3 5.7 11.0 XXG4N11.0K 218 36.17 5 5.0 5.4 10.4 XXG5N10.5K 231 30.49 4 5.3 5.7 11.0 XXG4N11.0K 250 30.00 4 5.2 5.6 10.8 XXG4N10.8K 255 36.17 5 5.0 5.4 10.4 XXG5N10.5K 270 30.49 4 5.3 5.7 11.0 XXG4N11.0K 294 30.00 4 5.2 5.6 10.8 XXG4N10.8K 299 36.17 5 5.0 5.4 10.4 XXG5N10.5K 314 30.49 4 5.3 5.7 11.0 XXG4N11.0K 343 36.17 5 4.9 5.4 10.3 XXG5N10.3K 356 30.49 4 5.2 5.7 10.9 XXG4N10.9K 373 30.00 4 2.7 2.9 5.6 XXG4N5.7K 374 36.17 5 2.6 2.8 5.4 XXG5N5.5K 376 30.49 4 2.7 3.0 5.7 XXG4N5.8K Special Joists: Joist # Length +M -M Joist Size 51 8.50 3.6 0.0 XXGSP 52 7.72 2.3 0.0 XXGSP 54 22.01 52.2 0.0 XXGSP 59 30.00 133.1 0.0 XXGSP 64 30.00 164.2 0.0 XXGSP 100 30.00 176.6 0.0 XXGSP 127 30.00 176.6 0.0 XXGSP 150 30.49 187.2 0.0 XXGSP 155 30.00 198.7 0.0 XXGSP 164 30.00 176.6 0.0 XXGSP 194 30.00 176.6 0.0 XXGSP 245 30.00 176.6 0.0 XXGSP 275 30.00 176.6 0.0 XXGSP 289 30.00 176.6 0.0 XXGSP 319 30.00 176.6 0.0 XXGSP 372 30.00 91.7 0.0 XXGSP * after Size denotes joist is inadequate. u after Size denotes this size has been assigned by the User. Calculations DLR Group Date S G I , 2 0,0 Subject 03 Computed Checked Project Name Project Number Page (of pages) i co-r, ,r,e..cr - /03 - f �" �`' �j e- - 1. - t 6 e-rs � I 1,2,101 1.2•10'3 J 1,2. 10t I � 2 I tat/ / e, -Fu. e, y��'aF� ) no� 4 � �c� i cC- D f IeJi 4 . -roc- 14 G �r�� 04Cvt Ywd-Ati 13/1 wt le „(,, fe ; r14-71,1' .So ve 13 1 107 1e - ��.ae � 0-..104.-A - 1=45 �flVC- 13�J )c/r ly'y ) 2oc> 1„4 ; o 1 J 1 � � g 0 k i P I � rim RAM Steel v8.2 Gravity Beam Design Washington Square S c.),-2--2-\ RAM DataBase: SouthEnd 12/08/04 14:01:44 IM ERNATOVAL Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 200 SPAN INFORMATION (ft): I -End (547.67,164.66) J -End (547.67,194.66) Beam Size (Optimum) = W12X19 use `/ Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 57.00 Y bar(in) = 13.70 Mnf (kip -ft) = 238.55 Mn (kip -ft) = 238.55 C (kips) = 278.50 PNA (in) = 15.56 Ieff (in4) = 552.18 Itr (in4) = 552.18 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 34 Partial = 30 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 92.89 POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 10.000 2.81 2.10 3.75 0.0 0.00 0.00 0.0 0.00 Snow 0.00 20.000 2.81 2.10 3.75 0.0 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.075 0.056 0.100 0.0% Red 0.000 30.000 0.075 0.056 0.100 0.000 SHEAR (Ultimate): Max Vu (1.2DL +L6LL) = 13.12 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 38.2 15.0 10.0 1.00 0.90 44.21 Init DL 1.4DL 38.2 15.0 - -- - -- Max + 1.2DL +1.6LL 121.9 15.0 - -- - -- 0.85 202.77 Controlling 1.4DL 38.2 15.0 10.0 1.00 0.90 44.21 REACTIONS (kips): Left Right Initial reaction 2.94 2.94 DL reaction 3.94 3.94 Max +LL reaction 5.25 5.25 Max +total reaction (factored) 13.12 13.12 rim Gravity Beam Design S C), 21.-2- RAM Steel v8.2 Page 2/2 Washington Square RAM DataBase: SouthEnd 12/08/04 14:01:44 INTERNATioNAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: (Camber = 1) Initial load (in) at 15.00 ft = -1.193 L/D = 302 Live load (in) at 15.00 ft = -0.502 L/D = 718 Post Comp load (in) at 15.00 ft = -0.597 L/D = 603 Net Total load (in) at 15.00 ft = -0.790 L/D = 456 MO rim Gravity Beam Design Scl,z2_3 RAM Steel v8.2 Washington Square RAM DataBase: SouthEnd 12/08/04 14:01:44 INTERNATCNAt Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 199 SPAN INFORMATION (ft): I -End (547.67,30.00) J -End (547.67,60.00) Beam Size (Optimum) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 57.00 Y bar(in) = 13.70 Mnf (kip -ft) = 238.55 Mn (kip -ft) = 238.55 C (kips) = 278.50 PNA (in) = 15.56 Ieff (in4) = 552.18 Itr (in4) = 552.18 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 34 Partial = 30 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 92.89 II POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 10.000 2.81 2.10 3.75 0.0 0.00 0.00 0.0 0.00 Snow 0.00 20.000 2.81 2.10 3.75 0.0 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.075 0.056 0.100 0.0% Red 0.000 30.000 0.075 0.056 0.100 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 13.12 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 38.2 15.0 10.0 1.00 0.90 44.21 Init DL 1.4DL 38.2 15.0 - -- - -- Max + 1.2DL +1.6LL 121.9 15.0 - -- - -- 0.85 202.77 Controlling l.4DL 38.2 15.0 10.0 1.00 0.90 44.21 REACTIONS (kips): Left Right Initial reaction 2.94 2.94 DL reaction 3.94 3.94 Max +LL reaction 5.25 5.25 Max +total reaction (factored) 13.12 13.12 rim Gravity Beam Design , c i , z z.y RAM Steel v8.2 Page 2/2 Washington Square RAM DataBase: SouthEnd 12/08/04 14:01:44 I NT E RNAllONAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: (Camber =1) Initial load (in) at 15.00 ft = -1.193 L/D = 302 Live load (in) at 15.00 ft = -0.502 L/D = 718 Post Comp load (in) at 15.00 ft = -0.597 L/D = 603 Net Total load (in) at 15.00 ft = -0.790 L/D = 456 i Fil Gravity Beam Design RAM Steel v8.2 Sr -2...z5/ i. Washington Square R A M DataBase: SouthEnd 12/08/04 14:01:44 INTERNATKNAI Building Code: IBC Steel Code: AISC LRFD Floor Type: Typ -South Beam Number = 198 SPAN INFORMATION (ft): I -End (547.67,0.00) J -End (547.67,30.00) Beam Size (Optimum) = W12X19 Fy = 50.0 ksi Total Beam Length (ft) = 30.00 COMPOSITE PROPERTIES (Not Shored): Left Right Concrete thickness (in) 3.00 3.00 Unit weight concrete (pcf) 150.00 150.00 f'c (ksi) 3.50 3.50 Decking Orientation parallel parallel Decking type VERCO W2 Formlok VERCO W2 Formlok beff (in) = 57.00 Y bar(in) = 13.70 Mnf (kip -ft) = 238.55 Mn (kip -ft) = 238.55 C (kips) = 278.50 PNA (in) = 15.56 leff (in4) = 552.18 Itr (in4) = 552.18 Stud length (in) = 4.00 Stud diam (in) = 0.75 Stud Capacity (kips) Qn = 24.2 # of studs: Full = 34 Partial = 30 Actual = 30 Number of Stud Rows = 1 Percent of Full Composite Action = 92.89 Cle POINT LOADS (kips): Dist DL CDL RedLL Red% NonRLL StorLL Red% RoofLL Red% CLL 10.000 2.81 2.10 3.75 0.0 0.00 0.00 0.0 0.00 Snow 0.00 20.000 2.81 2.10 3.75 0.0 0.00 0.00 0.0 0.00 Snow 0.00 LINE LOADS (k/ft): Load Dist DL CDL LL Red% Type CLL 1 0.000 0.075 0.056 0.100 0.0% Red 0.000 30.000 0.075 0.056 0.100 0.000 SHEAR (Ultimate): Max Vu (1.2DL +1.6LL) = 13.12 kips 0.90Vn = 77.41 kips MOMENTS (Ultimate): Span Cond LoadCombo Mu @ Lb Cb Phi Phi *Mn kip -ft ft ft kip -ft Center PreCmp+ 1.4DL 38.2 15.0 10.0 1.00 0.90 44.21 Init DL 1.4DL 38.2 15.0 - -- - -- Max + 1.2DL +1.6LL 121.9 15.0 - -- - -- 0.85 202.77 Controlling 1.4DL 38.2 15.0 10.0 1.00 0.90 44.21 REACTIONS (kips): Left Right Initial reaction 2.94 2.94 DL reaction 3.94 3.94 Max +LL reaction 5.25 5.25 Max +total reaction (factored) 13.12 13.12 r Gravity Beam Design 5e . �Z� RAM Steel v8.2 Page 2/2 Washington Square RAM DataBase: SouthEnd 12/08/04 14:01:44 INTERNATIONAL Building Code: IBC Steel Code: AISC LRFD DEFLECTIONS: (Camber =1) Initial load (in) at 15.00 ft = -1.193 L/D = 302 Live load (in) at 15.00 ft = -0.502 L/D = 718 Post Comp load (in) at 15.00 ft = -0.597 L/D = 603 Net Total load (in) at 15.00 ft = -0.790 L/D = 456 sND <pjn P‘ ej►t'k o I Title : Job # Dsgnr: Date: 1:54PM, 8 DEC 04 Description : Scope: Rev. 580000 User KW -0603512, Ver5.80, 1- Dec -2003 Steel Beam Design Page 1 _ (c)1983 -2003 ENERCALC Engineering Software Area B Colas ecw Roof Infllis Description B3 S1,■ . .ra,,re kSe 4 3,, D k General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W12X16 Fy 50.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 17.67 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 1.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.175 k/ft LL 0.190 k/ft ST k/ft Start Location ft End Location ft Summary Beam OK S tatic Load Case Governs Stress Using: W12X16 section, Span = 17.67ft, Fy = 50.0ksi End Fixity = Pinned - Pinned, Lu = 1.00ft, LDF = 1.000 Actual Allowable Moment 14.870 k -ft 47.025 k -ft Max. Deflection -0.280 in fb : Bending Stress 10.435 ksi 33.000 ksi Length /DL Defl 1,511.8 : 1 fb / Fb 0.316:1 Length /(DL +LL Defl) 757.9 : 1 Shear 3.366 k 52.756 k fv : Shear Stress 1.276 ksi 20.000 ksi ! 0414 fv / Fv 0.064: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 14.87 k -ft 7.45 14.87 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 3.37 k 1.69 3.37 k Shear @ Right 3.37 k 1.69 3.37 k Center Defl. -0.280 in -0.140 -0.280 -0.280 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.37 1.69 3.37 3.37 k Reaction @ Rt 3.37 1.69 3.37 3.37 k Fa calc'd per Eq. E2 -1, K *Ur < Cc I Beam Passes Table 85.1, Fb per Eq. F1 -1, Fb = 0.66 Fy I Title : Job # Dsgnr: Date: 1:54PM, 8 DEC 04 Description : P G I Zz '�i Scope : Rev: 580000 User. KW -0603512 Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 2 _ (c)1983 -2003 ENERCALC Engineering Software Area B Calcs.ecw'Roof Infills Description B3 [Section Properties W12X16 Depth 11.990 in Weight 16.00 #/ft Web Thick 0.220 in lxx 103.000 in4 Width 3.990 in Iyy 2.820 in4 Flange Thick 0.265 in Sxx 17.100 in3 Area 4.71 in2 Syy 1.410 in3 Rt 0.960 in R -xx 4.670 in Values for LRFD Design.... R -yy 0.773 in J 0.100 in4 Zx 20.100 in3 Cw 96.90 in6 Zy 2.260 in3 K 0.565 in l e 1 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) I v(. — 3 (V‘.. o Q7t P St-e/S- w ), �Z,, x)0 o // `1 se 6/7 „,/ 5 c 9= �l - 7 - .1 , e, ?Li � t,,, J w/ 6c-a_s-Nz fl- 1-v Vc-vIR . 7s 44 / J' /z" ( v.) SC-0 / , T v*-) C: 0 y L) #// . we—Nizs c 3 / sins ' a-`I ° `e— CP q I # Vf ' V .aJ 1 �z X 64 - 14. • • � F l � I, R k t 4 ® �,., ,r g ,� £' 1 o C - 4 c - 1i- / A Ito k/ Cc, 5/& - v t$ e•-r !, #� 14..4- /Z„,, VA l,,.45 AS lyn.ed -Fa /.. Pel;j n IS a SGA,Z53 Page 41 of 57 Report ER -2078P (12/01/02) TABLE 20- ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBILITY FACTORS, F, FOR TYPE HSBT"^-36 DECK WITH BUTTON PUNCHES (BP) OR 11/2" TOP SEAM WELDS (TSW) AT SIDELAPS Continued SIDE LAP SPAN (ft-in.) ATTACH - GAGE MENT 4' -0" 5' -0" 6' -0" 7' -0" 8' -0" 9' -0" 10' -0" 11' -0" 12' -0" 36/5 WELD PATTERN AT SUPPORTS BP @ 24" q 451 445 416 407 351 319 284 F 4.5 +157R 5 4 +126R 6 9 +105R 8 4 +90R 10.6 +79R 12.8 +70R 15.8 +63R - - BP @ 12" q 511 492 476 458 405 364 331 - - F 4 3 +157R 5.2 +126R 6.3 +105R 7.8 +90R 9.5 +79R 11.6 +70R 13 9 +63R - - TSW @ 24" q 699 627 525 496 437 423 383 - - 22 F 26.3 +77R 22 8+62R 29.6 +51R 26 4+44R 32.1 +39R 29 1+34R 34 1+31R - - TSW @ 18" q 780 687 576 538 508 454 439 - - F 16.8 +77R 16.5 +62R 21 2+51R 20.2 +44R 19.6 +39R 23.2 +34R 22.3+31R - - TSW @ 12" q 854 744 669 615 574 541 516 - - F 12 4 +77R 12 9 +62R 13.3+51R 13.7 +44R 14.0 +39R 14.2 +34R 14 4+31R - - TSW @ 6" q 1115 993 910 850 804 768 738 - - F 6.5 +77R 6.6 +62R 6.7+51R 6.74-44R 6.8 +39R 6.8 +34R 6.9+31R - - BP @ 24" q 690 675 590 516 447 405 361 334 304 F 4.0+91R 5 1 +73R 6.5+61R 8.2 +52R 10 4 +45R 12.8 +40R 15.9 +36R 19.0 +33R 23.1 +30R BP @ 12" q 762 733 656 568 501 450 408 374 346 F 3 94-91R 4.9 +73R 6 1+61R 7.7 +52R 9 5 +45R 11.7 +40R 14.3 +36R 17 2 +33R 20.6 +30R TSW @ 24" q 991 872 730 679 598 572 518 504 465 20 F 20.5 +43R 18 2 +34R 23.7 +28R 21.5 +24R 26.24-21R 24.1 +19R 28 3 +17R 26.3 +16R 30 2 +14R TSW @ 18" q 1084 941 788 727 680 608 583 561 518 F 13 4 +43R 13.4 +34R 17.2 +28R 16 6 +24R 16.3+21R 19 4 +19R 18.8 +17R 18.5 +16R 21.1 +14R r q 1169 1006 895 816 756 709 672 641 615 TSW @12" 0, F 10.0 +43R 10.6 +34R 11.0 +28R 11 4 +24R 11.84-21R 12.1 +19R 12 4 +17R 12 6 +16R 12 8 +14R TSW @ 6" q 1469 1293 1174 1088 1023 972 931 818 688 F 5 4 +43R 5.5 +34R 5.6 +28R 5.7 +24R 5.8+21R 5 9 +19R 5 9 +17R 6.0 +16R 6.0 +14R BP @ 24" q 1264 1030 849 738 641 577 516 475 433 F 3 5 +39R 4.6 +31R 6 1 +26R 7 9 +22R 10.2 +19R 12.7 +17R 15.9 +15R 19.4 +14R 23.6 +13R BP @ 12" q 1353 1089 914 788 694 621 562 514 475 F 3.4 +39R 4.5+31R 5.8 +26R 7.5 +22R 9.5 +19R 12 0 +17R 14.8 +15R 18.0 +14R 21.7 +13R TSW @ 24" q 1582 1359 1138 1040 914 862 780 750 691 18 F 13.4 +17R 12 3+13R 16.0 +11R 14 9+10R 18.3 +8R 17 1+7R 20.2 +7R 19.1 +6R 22.0 +6R TSW @ 18" q 1690 1440 1206 1096 1012 905 858 818 755 F 9.0 +17R 9.2 +13R 11 9+11R 11 7 +10R 11.7 +8R 13.9 +7R 13.8 +7R 13.7 +6R 15.7 +6R TSW @ 12" q 1790 1516 1333 1201 1102 1025 964 914 872 F 6 9 +17R 7 4 +13R 7.8+11R 8.2 +10R 8.6 +8R 8 94-7R 9.2 +7R 9 5 +6R 9.8 +6R TSW @ 6" q 2140 1853 1661 1523 1419 1338 1273 1220 1057 F 3.9 +17R 4.1 +13R 4.2+11R 4.3 +10R 4 4 +8R 4 5 +7R 4 6 +7R 4.7 +6R 4 7 +6R BP @ 24" q 1656 1343 1110 962 837 751 673 617 563 F 3.2 +20R 4.3 +16R 5 9 +13R 7.7+11R 10.0 +10R 12 7 +9R 16.0 +8R 19 5 +7R 23.9 +7R q 1741 1400 1172 1010 888 793 717 655 603 BP @ 12" F 3 1 +20R 4.2 +16R 5 6 +13R 7 4+11R 9 5 +10R 12.1 +9R 15 1 +8R 18.5 +7R 22 4 +7R TSW @ 24" q 2115 1794 1502 1358 1194 1117 1011 964 888 16 F 9.5 +8R 8 9 +6R 11.6 +5R 10 9 +5R 13.5 +4R 12.8 +4R 15 2 +3R 14 5 +3R 16 7 +3R TSW @ 18" q 2232 1882 1576 1420 1302 1164 1096 1039 959 F 6.5 +8R 6 7 +6R 8.7 +5R 8.7 +5R 8.8 +4R 10 5 +4R 10.5 +3R 10.5 +3R 12.1 +3R TSW @ 12" q 2339 1964 1713 1534 1400 1296 1212 1145 1088 F 5.1 +8R 5 5 +6R 5.9 +5R 6 2 +5R 6 5 +4R 6 8 +4R 7 1 +3R 7 4 +3R 7 7 +3R TSW @ 6" q 2716 2329 2070 1884 1745 1638 1552 1482 1424 F 3 0 +8R 3 1 +6R 3 2 +5R 3 4 +5R 3 5 +4R 3.6 +4R 3 6 +3R 3.7 +3R 3 8 +3R See Page 42 for footnotes (continued) Sc I,z 1 Page 42 of 57 Report ER -2078P (12/01/02) TABLE 20- ALLOWABLE DIAPHRAGM SHEAR, q (pif), AND FLEXIBILITY FACTORS, F, FOR TYPE HSBTM -36 DECK WITH BUTTON PUNCHES (BP) OR 1'/2" TOP SEAM WELDS (TSW) AT SIDELAPS'- Continued SIDELAP SPAN (ft - in.) ATTACH - GAGE MENT 4' -0" 5' -0" 6' -0" 7' -0" 8' -0" 9' -0" 10' -0" 11' -0" 12' -0" 36/7 WELD PATTERN AT SUPPORTS BP @ 24" q 623 598 522 458 397 360 322 - - F 4.1 +70R 4.9 +56R 6.1 +47R 7.5 +40R 9.3 +35R 11.3 +31R 13.9 +28R - - q 683 646 579 502 445 400 364 - - BP @ 12" F 4.0 +70R 4.8 +56R 5 8 +47R 7 0 +40R 8 6 +35R 10.5+31R 12 7 +28R - - TSW @ 24" q 731 720 595 600 521 529 474 - - 22 F 12.2 +6R 11.8 +5R 16.0 +4R 15.3 +4R 19 4 +3R 18.5 +3R 22 6 +3R - - TSW @ 18" q 907 851 704 689 667 597 578 - - F 8 4 +6R 8.9 +5R 11.8 +4R 12 0 +4R 12.3 +3R 15.0 +3R 15.1 +3R - - TSW @ 12" q 1072 972 877 808 756 715 682 - - F 6.6 +6R 7.3 +5R 7.9 +4R 8.5 +4R 9.1 +3R 9.6 +3R 10.1 +3R - - TSW @ 6" q 1464 1310 1204 1127 1068 929 753 - - F 4.2 +6R 4 5 +5R 4.7 +4R 4.8 +4R 5.0 +3R 5.2 +3R 5.3 +3R - - BP @ 24" q 962 804 663 578 502 454 406 375 342 F 3.7+41R 4 5 +32R 5.7 +27R 7.1 +23R 9 0 +20R 11.1 +18R 13.8 +16R 16 7 +15R 20.4 +14R BP @ 12" q 1034 854 719 622 549 493 448 411 380 F 3 6+41R 4 4 +32R 5 4 +27R 6.8 +23R 8.5 +20R 10 4 +18R 12.8 +16R 15.5 +15R 18 6 +14R TSW @ 24" q 999 969 800 796 691 695 621 629 573 20 F 9.8 +4R 9.5 +3R 13 0 +3R 12.5 +2R 16.0 +2R 15.4 +2R 18.8 +2R 18.2 +2R 21.5+1R TSW @ 18" q 1224 1134 937 908 882 779 769 757 688 F 6.8 +4R 7.3 +3R 9.6 +3R 9.9 +2R 10.2 +2R 12.5 +2R 12.7 +2R 12.9 +2R 15.1 +1R to TSW @ 12" q 1431 1292 1189 1091 1016 958 912 818 688 F 5.4 +4R 6.0 +3R 6.6 +3R 7.1 +2R 7.6 +2R 8.1 +2R 8 5 +2R 9.0 +2R 9 4+1R q 1965 1745 1596 1488 1406 1223 990 818 688 TSW @6" F 3.5 +4R 3 7 +3R 3.9 +3R 4.1 +2R 4.2 +2R 4 4 +2R 4 5 +2R 4 6 +2R 4.8+1R q 1405 1140 943 818 712 640 574 527 482 .__--. BP @ 24" F 3.1 +17R 4 0 +14R 5 2+11R 6.7 +10R 8.7 +9R 10 9 +8R 13 7 +7R 16.8 +6R 20.6 +6R ' -----4 ' BP @ 12" q 1475 1188 996 860 2.5Z- 678 614 562 518 F 3.0 +17R 3.9 +14R 5 0+11R 6.5 +10R 8.3 +9R 10 4 +8R 12.9 +7R 15.9 +6R 19.2 +6R TSW @ 24" q 1571 1495 1229 1206 1044 1039 926 928 844 F 6.8 +2R 6.7 +2R 9.1+1R 9 0 +1 R 11.4 +1 R 11.2+1R 13.7 +1 R 13 4+1R 15 9 +1 R ..-------] 18 1895 1730 1424 1363 1312 1155 1131 1110 1010 TSW @ 18" q F 4.8 +2R 5.2 +2R 6 9+1R 7.1+1R 7.4+1R 9.1+1R 9.4+1R 9.6+1R 11.3+1R TSW @ 12" q 2191 1952 1767 1612 1495 1405 1332 1257 1057 F 3.9 +2R 4.3 +2R 4.8+1R 5.2+1R 5 6+1R 6 0+1R 6 4+1R 6 7+1R 7.1+1R q 2878 2535 2304 2139 2014 1878 1521 1257 1057 TSW @ 6" F 2 6 +2R 2.8 +2R 2 9+1R 3.0+1R 3.2+1R 3 3+1R 3 4+1R 3 5+1R 3.6+1R q 1825 1475 1223 1058 922 826 741 679 621 BP @24" F 2 8 +9R 3 7 +7R 4 9 +6R 6.5 +5R 8.5 +4R 10 8 +4R 13.6 +4R 16 8 +3R 20.6 +3R BP @ 12" q 1891 1521 1273 1097 964 862 779 712 656 F 2.7 +9R 3 6 +7R 4 8 +6R 6.3 +5R 8 1 +4R 10 4 +4R 13 0 +4R 16 1 +3R 19.6 +3R TSW @ 24" q 2171 2043 1675 1630 1406 1390 1236 1233 1119 16 F 5.0 +1R 5.1 +1R 6.9 +1R 6.8 +1R 8 7+1R 8.6 +1R 10 6+1R 104 124 TSW @ 18" q 2599 2350 1929 1833 1734 1540 1487 1431 1324 F 3.6+1R 4.0+1R 5.2+1R 5.5+1R 5 7+1R 7 1+1R 7.3 +1 R 7.5 8 9 TSW @ 12" q 2985 2556 2270 2065 1912 1793 1699 1622 1478 F 3 0+1R 3.3+1R 3.7+1R 4.0+1R 4.3+1R 4 7+1R 5 0+1R 5.3 5 6 TSW @ 6" q 3664 3215 2914 2698 2538 2413 2129 1759 1478 F 2 0+1R 2 2+1R 2 3+1R 2.4 +1R 2 5+1R 2.6 +1R 2.7 +1R 2.8 2.9 1 Footnotes 2 -6 of Table 19 apply to this table Calculations DLR Group Date Subject Computed Checked Project Name Project Number I • Cv 10 Page (of pages) Il \ C = ,y3Co • pL ( LA 472) t ■ - A ert.- 4-2 el...c) - 2-- f-7 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) 1 I 111111111 • • E' orIC Nbovy_ ok-cr "=, frCba \so 4- ti pL.7- , 7 A e 0 .>r • ,00/&x lz cee tz_ • f41 ° IT7 y57 )(ic•;- (ro 2 A AA 2:f — 4 VG-KL-7,— Calculations DLRGroup Date SC 1, 2"H Subject �a,•,i,�,�� )I0 Computed Checked Project Name Project Number Page (of pages) l'k f 0 i r y 4, F - , / 5 W,,,, 9L 51. S • P Iva r = 3 ° fez ( S� L � / 2 ' 12 Y6 So /z 23 75 /Tr {� 4414 2 t 0 p$ (4 1 f 4 C E i Project: Project Name Project Number: Subject: MASONRY WALL REINF. DESIGN, UBC 97 Computed by: St ).7-31" Date: # # # # # # ## Page: GENERAL DESIGN INFORMATION: II ■ A = AREA OF STEEL, IN ^2 E = MODULAS OF ELASTICITY OF STEEL, 29000 KSI P i i I d = DEPTH TO STEEL AREA, IN. E = MODULAS OF ELASTICITY OF MASONRY, 750 F' KSI b b = EFFECTIVE WIDTH, IN. = 6t/ REINF. SPACING < 12" F = SPECIFIED COMPRESSIVE MASONRY STRENGTH, PSI F = ALLOWABLE STRESS IN REINFORCING, PSI F =0.5 * FY < 24,000 PSI , 60 GRADE : F = 24,000 * .80 = 19,200 PSI As 40 GRADE : F = 20,000 * .80 = 16,000 PSI REDUCED PER UBC 97 2107.2.12 Mr N = MODULAR RATIO, = E / E d NEUTRAL AXIS p = A / (b * d), PERCENT OF STEEL k= SQRT[2Np +(Np) ^2] -Np /1 j = 1 - k/3 '`' NAs =N k d = (DISTANCE TO NEUTRAL AXIS) r = RADIUS OF GYRATION (FROM UBC 94 TABLE 21 -H -1) b ` FB= .33 F' M , FLEXURAL COMPRESSIVE STRENGTH,(PSI) IQR = b(kd) ^3/3 + NA - kd) ^2, (IN ^4) d - kd +e = MOMENT OF INERTIA ( CRACKED SECTION) MRM = 0.33* F b * d ^2 * k* j / 2, (LB *IN) = (RESISTING MOMENT, CONTROLLED BY MASONRY STRESSES) _ kd MRS = FS * As * j * d, (LB. *IN.) (RESISTING MOMENT, CONTROLLED BY STEEL STRESSES) Fa = ALLOWABLE AXIAL STRESS ON MASONRY = 0.25F' (H/140r) ^2], IF H/r <= 99 = 0.25 F. r/ H] ^2, IF H/r > 99, (SEE NEXT SHEET) fa = AXIAL STRESS ON MASONRY = P /(t'x12) H = HEIGHT OF WALL IN FT P +L ( t = THICKNESS OF WALL IN 'IN' (NOMINAL) d = DEPTH TO STEEL DISTANCE F y = STEEL GRADE(40GR OR 60GR) P +L = ROOF/ FLOOR DL + LL (PLF) pWALL = WALL LOAD @ TOP SUPPORT (PLF) WWIND = WIND LOAD ON WALL (PSF) _ WEQ = EARTHQUAKE LOAD (PSF) e = ECCENTRICITY OF ROOF /FLOOR LOAD (IN) p = WEIGHT OF WALL (PSF) WEQ a = PARAPET WALL (FT) CALCULATE, M D +L = PD +L *e = DL + LL MOMENT @ TOP OF FLR/ROOF MD +L +W (SUPPORT) = MD +L + W (WIND orEQ) *a ^2/2 = MOMENT DUE TO DL +LL +(WL or EQ) @ SUPPORT MD +L +W (MIDSPAN) = MD +L/ + W (WIND orEQ) *H ^2/8 = MOMENT DUE TO DL + LL + (WL or EQ) @ MID SPAN PD +L (MIDSPAN) = PD +L (SUPPORT) + Pw. H/2 MWD revised 7/98 DLR Group 1997 UBC Project: Project Name Project Number: Subject: MASONRY WALL REINF. DESIGN, UBC 97 Computed by: Sep ,z3(p Date: # # # # # # ## Page: PD +L (SUPPORT) = PD +L + WALL + Pw * a t' = EQUIVALENT WALL THICKNESS (IN) ( SEE INFORMATION ON MASONRY BLOCK TABLE) IF H / r > 99 THEN INCLUDE P A EFFECTS tg = ACTUAL THICKNESS OF WALL (t -3/8)" SGC = SPACING OF GROUTED CELLS,(FT) if = THICKNESS OF FLANGE,(IN.) MINIMUM PER ASTM C90 TABLE II Ig = MOMENT OF INERTIA, GROSS, (IN ^4) = [(SGC 12) tgA3 /12 - ((SGC 12) - 8)(tg - 2tf) ^3 / 12]/SGC Sx = SECTION MODULAS, (INA3) = 2 Ig / tg fr = MODULAS OF RUPTURE, (PSI) = 4.0( F' ^(1/2) < =235 PSI, FOR FULLY GROUTED 2.5(F' ^(1/2) < =125 PSI, FOR PARTIALLY GROUTED MCR = Sx fr, NOMINAL CRACKING MOMENT, (# IN.) MSER = M +L +W (MIDSPAN)+ PD +L(MIDSPAN) A , (# IN.) A = DEFLECTION @ MIDSPAN, (IN.) = 5 * M +L +W (MIDSPAN) * (12 H ) ^2 / (48 E Ig), FOR MsER <= MCR = 5 *M * (12H) ^2 / (48 E Ig) + 5 * (MSER MCR) (12H) ^2/ (48 E I FOR MsER > MCR TEN ITERATIONS ARE CONDUCTED TO DETERMINE A & MsER. Al IS FIRST CALCULATED BY ASSUMING MsER IS EQUAL TO M +L +w (MIDSPAN) DESIGN CHECK: FOR BOTH H/r <= 99 & H/r > 99 1. TENSION: (b) M +L (SUPPORT) <= MRS (b) M D +L +W (SUPPORT) < = M RS. 1.33 (c) FOR H/r <= 99, MD +L +W(MIDSPAN) <- MRS *1.33 FOR H/r > 99, M sER <= M *1.33 2. COMPRESSION : (d) fa(SUPPORT /Fa + M +L /MRM <= 1.0 (0.5 FOR NO SPECIAL INSPECTION) (e) fa(SUPPORT /Fa + M +L +W (SUPPORT)/MRM <= 1.33 (0.667 FOR NO SPECIAL INSPECTION) (f) FOR H/r <= 99 f a(MIDSPAN/Fa + MD +L +W(MIDSPAN/MRM <= 1.33 (0.667 FOR NO SPECIAL INSPECTION) FOR H/r > 99 f a(MIDSPAN /Fa + MSER /MRM <= 1.33 (0.667 FOR NO SPECIAL INSPECTION) MWD revised 7/98 DLR Group 1997 UBC Prod. . Project Name Project Number: Subject: MASONRY WALL REINF. DESIGN, 97 UBC Computed by: Date: # # # # # # ## Page: F'M = :'.1':'::.::,. PSI PW= :.:..:',: ?: PSF DESIGN I.D. MWDI Fy = :` GRADE H =: � PD +L SUPPORT) = 2325 PLF pu +L = .. . ' 255 PLF a = .. ::.;i0: P D +L (MI DSPAN) = 2871 PLF p WALL = . PLF M +L = 2325 LB -IN WWIND = PSF d = !;!:;;.i�F i.IN M D +L +W (SUPPORT) = 2325 LB IN W Q = r+,.C�: PSF t _ '..' ? IN MD +L +W (MIDSPAN) = 6778 50 LB -IN e = IN NOTE:FO ABOVE 't' IGNORE THE NO ON RIGHT SIDE! IS MASONRY SPECIAL INSPECTION PROVIDED ? (1= YES,2 =NO) : >;;;I'.: IS WALL SOLID GROUTED ? (1 =YES,2 =NO) ` ::<:1< VERTICAL WALL REINF: t' (IN) DESIGN M RM(# -IN ) MRs(#-IN) F a PSI t a SUPPOR t a MIDSF'AN INTER EQN INTER. EON MSER (# IN) RS� H/r DL +LL(ONLY) DL +LL +W VEQ (PSI) (PSI) EON (d) (MAX (e) & (f)) 1 - # 4 @ SPA. 6 FT 0 C 7.63 NOGOOD 4705 2249 66 292 25.41 31.38 0.58 1.55 N/A 1 - # 4 @ SPA. 5.33333 FT O C 7.63 NOGOOD 5563 2521 66 292 25 41 31 38 0.50 1 33 N/A 1 - # 4 @ SPA 4.66667 FT O.C. 7.63 NOGOOD 6722 2870 66 292 25.41 31.38 0.43 1 12 N/A 1 - # 4 @ SPA. 4 FT. O.C. 7.63 NOGOOD 8356 3331 66 292 25 41 31.38 0.37 0 92 N/A 1 - # 4 @ SPA. 3.33333 FT O.C. 7.63 NOGOOD 8995 3973 66 292 25.41 31 38 0 35 0.86 N/A 1 - # 4 @ SPA 2.666667 FT. O.C. 7.63 NOGOOD 9824 4925 66 292 25 41 31 38 0 32 0.80 N/A 1 - # 4 @ SPA. 2 FT O.C. 7.63 GOOD 10966 6489 66 292 25 41 31 38 0.30 0.73 N/A 1 - # 4 @ SPA. 1.333333 FT. O.C. 7.63 GOOD 12703 9551 66 292 25.41 31.38 0 27 0.64 N/A 1 - # 4 @ SPA. 0.666667 FT. O C. 7.63 GOOD 15923 18379 66 292 25.41 31.38 0.23 0.53 N/A 1 - # 5 @ SPA. 6 FT. O.C. 7.63 NOGOOD 5664 3465 66 292 25 41 31 38 0 50 1.30 N/A 1 - # 5 @ SPA 5.33333 FT. O.C. 7 63 NOGOOD 6683 3883 66 292 25 41 31.38 0.43 1.12 N/A 1 - # 5 @ SPA 4 666667 FT. O.C. 7.63 NOGOOD 8054 4416 66 292 25.41 31.38 0 38 0 95 N/A 1 - # 5 @ SPA 4 FT. O.C. 7 63 GOOD 9981 5122 66 292 25.41 31.38 0 32 0 79 N/A 1 - # 5 @ SPA 3 333333 FT O.C. 7.63 GOOD 10703 6100 66 292 25.41 31.38 0.30 0.74 N/A 1 - # 5 @ SPA. 2.666667 FT O C. 7 63 GOOD 11629 7551 66 292 25.41 31.38 0.29 0 69 N/A 1 - # 5 @ SPA 2 FT. O.0 7.63 GOOD 12885 9928 66 292 25.41 31.38 0.27 0.63 N/A 1 - # 5 @ SPA. 1 333333 FT O C 7.63 GOOD 14751 14570 66 292 25.41 31.38 0.24 0.57 N/A 1 - # 5 @ SPA. 0.66667 FT. O.C. 7.63 GOOD 18059 27905 66 292 25.41 31.38 0.22 0.48 N/A 1 - # 6 @ SPA. 6 FT O.C. 7.63 NOGOOD 6550 4925 66 292 25.41 31 38 0.44 1.14 N/A 1 - # 6 @ SPA 5 33333 FT O.C. 7.63 GOOD 7712 5514 66 292 25.41 31.38 0.39 0.99 N/A 1 - # 6 @ SPA. 4 666667 FT. O.C. 7.63 GOOD 9272 6267 66 292 25 41 31 38 0 34 0 84 N/A 1 - # 6 @ SPA. 4 FT. O.C. 7.63 GOOD 11456 7262 66 292 25.41 31 38 0 29 0 70 N/A 1 - # 6 @ SPA 3 33333 FT O.C. 7 63 GOOD 12238 8640 66 292 25 41 31.38 0.28 0 66 N/A 1 - # 6 @ SPA. 2.66667 FT. O.C. 7.63 GOOD 13231 10680 66 292 25 41 31 38 0.26 0.62 N/A V 1 - # 6 @ SPA. 2 FT. O.C. 7.63 GOOD 14559 14020 66 292 25 41 31 38 0.25 0.57 N/A 2 1 - # 6 @ SPA 1 333333 FT. O.C. 7.63 GOOD 16487 20526 66 292 25.41 31.38 0 23 0.52 N/A 1 - # 6 @ SPA. 0.666667 FT O C 7.63 GOOD 19762 39186 66 292 25 41 31.38 0.20 0.4AWD1\J /A J revised 7/98 DLR Group 1997 UBC 1/24 /-1 ' Ank %iv _ v/ - cr 4' ! r VII 3 ditaf SCI,z1) I Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) vt/ _ (ls0 -F, /,z f 5 f 5) (150 fl-') 7 G�f Z) � + N I = ) 5, 7 , 5 k v-13' I Go4 2N1� .750' 1,1V„1I = ql r - (2y 3 '- z 2,R �� z2" ,152 �✓ Z , 50�, cl } I _ w V _ �,75i< L � • v, lc _ Z16 =1 • • wilt; = (1?5 25 (15, - 75 k 12' ) C _ (,75)(a5 / 20 k = ,001 C Yz 15.1)(121)/ZOlk F _ ,,99 / (2,51') _ 2 2 � 1 � q K ( 2, ) _ 2 2 � 1 I P = 105 75-C ( + 2 , LI6 xic 4 /5rff 4- — /0; r 6 /16 (.") = 0. 0 2_ 2 6 1 / 16 ( 2 - 1 2 - ) = 015c k ( (6) (12_1) -3-.� ,152 ( )( 1_461(-1.1)(e) - 51 / Calculations DLR Group Date Subject Masonry Shear Wall - Allowable Stress Design Computed Checked Project Name Project Number Page (of pages) Definition: Masonry shear wall is designed such that masonry is used to resist all shear, (See 1997 UBC 2101.4 for notation definitions) Formulas Used: P = total axial load supported by the wall, including wall self weight V = shear to wall from wind or seismic loading M = Vh /2 (for walls with restrained ends) M = Vh (for cantileverd walls) E = 750f' F = 0.5f (24,000 psi max.) n = Es /Em p = A /dt k = (2np + (n p)2)1 /2 - np j = 1 -k /3 r: see 1997 UBC Table 21 -H f = P /L,,,,t for h' /r< =99: F = 0.25f' (h' /140r) for h' /r >99: F = 0.25f' /h') f = M /td x (2 /jk) Fb = 0.33f' F„ = V /tjd for M/Vd<1: F = ' / M /Vd)f' (80- 45M /Vd) max. for M/Vd>=1: F„= 1.0f' " 35psi max. Check for Bending and Axial Forces: P = e: ;'204;00 Ibs. Es = 29000000 psi M = ` %y35=1 "7'3'0,,,0 Ib- inches Em = 2250000 psi f' = 300< psi n = 12.9 i n 2 (jamb Steel Fy = = 64004 psi A = : ° . =� �31' U ) F = 24000 psi P = 0.0002 L, _ ° 23 in np = 0.003 h' =2 k= 0.077 ; d= 7 "64�in j= 0.974 t = 7:63 in 2 /jk = 26.731 r = :.; x; >'x�21 in npj = 0.0031 �1, h' /r = 147.95 f = 66.60 psi f = 37.13 psi Fb = 1 000 psi F = 167.90 psi f = 10321.21 psi fa /Fa = 0.22 <1.00 OK f /F + f /F = 0.29 <1.33 OK fs /Fs= 0.43 <1.33 OK Check for Shear: V = 71,4001 bs. M /Vd = 0.66 fv = 3.90 psi F„ = 50.46 psi (f„ /F„ = 0.08 <1.33 OK { Calculations L DLR Group Date Subject �, , -�_i lit Computed Checked Project Name Project Number Page (of pages) Xer►k-d , 3,_ — z , 3, pL - Sr7 ps L_ = S °(Sf F of ;,) �Jcf ("'/ 9 =f( d) Vat. — )7° k AjjustGI sla / j✓ e� y l ; y i br� l�Cr je !, z ( "%v) f i, (�� _ J n3 7 5 In o��K S�l� � /'2 (►) -i- 1,6 (f) r;yti n/e a.✓ = y y o 2 7 k • 'n V — 1 76, yk 2T,/ 4,1f 1.. „/ / = y b - / ' /Z LJr - /, L/ / " 6 4% — .6 " o rb w s o� her q" OI l3� z , �5�5)C3o) /3, 2Z_ (pm, = ,9 (zg.�) (cd)(34•‘ _ I 3.zZ /z) { � a l - /1`150 '" 4 1( ) 0, Calculations DLR Group S C.I•ZyZ D ate Subject (, /[1 Computed Checked Project Name Project Number Page (of pages) Fr 52, O c N fr o G� /Z` .75 5o (30) (3 ef 4) (PV5 = 011Z)(e ) � S 7 1 2 — f ( = lnr k !/ = 1)1/ 4- g US = Z 4 . 2 " > � J o k 0c� y ; I 4s�fr‘ ;S N1a /I 4 r- -cv■ _ /0 cc 4Ii�] J i r r E ( k � r 1 , Calculations 16 DLR Group scnA3 Date 10 Subject Computed Checked Project Name Project Number 2 Page (of pages) C"e")...,)-(2--.1 c2.- D'e 10 - 170 = ) c , . 5 . a--C} C9 ibel_sk- ..... • -07z-N.1 f. 1::::: 7 =6 l'..`" l' ° } _ , e = . i Q/ ` (S - 1 - i . C e i,,,,,,, = ,(.0 t -= , (0 2_ : 4 0 ' - - • Vi-7_, . ; . Calculations DLRGroup Date Subject Computed Checked Project Name Project Number Page (of pages) > i7100/ (, oc2cioc;) , 2.. 44 .‘ Pit.o■tt:Q - _ Q... • "r) L 4S • T^ P (kip) 12000 — t/\.) ' SL1.2Li5 . I x _ fs =0 18 x 258 in Code: ACI 318 -02 fs =0.5fy Units: English Run axis: About X -axis Run option: Investigation Slenderness: Not considered I I I f 1 CSnn type: Structural 50000 Bars: ASTM A615 Mx (k - ff) Date: 12/17/04 — Time: 11:12:11 - 4000 — pcaColumn V3.5 - Licensed to: DLRGroup File: L: \projects \74 - 03103 -00- 7373\ +Design \St\Area B \Shearwall PCA models \swl .col Project: Washington Square Mall Column: sw1 Engineer: d munn f'c = 4 ksi fy = 60 ksi Ag = 4644 in ^2 51 bars Ec = 3605 ksi Es = 29000 ksi As = 39.00 in ^2 Rho = 0.84% fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in lx = 2.57603e +007 inA4 u = 0.003 in /in Yo = 0.00 in ly = 125388 inA4 a1 = 0.85 Clear spacing = 5.87 in Clear cover = 1.44 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 P (kip) 14000 — ▪ • • I ▪ y• t X - 18 x 294 in Code: ACI 318 -02 fs =0 Units: English Run axis: About X -axis fs =0.5fy Run option: Investigation Slenderness: Not considered ‘ mn type: Structural Bars: ASTM A615 Date: 12/17/04 Time: 11:24:35 60000 Mx (k -ff) -2000 — ��aueruuR�� , O PROfE pcaColumn V3.5 - Licensed to: DLRGroup 73263PE File: L: \projects \74 - 03103 -00- 7373\ +Design \St\Area B \Shearwall PCA models \sw2.col 0 47 OREGON -V 44-13, Project: Washington Square Mali �j `-9 ' Column: sw2 Engineer: d munn �� ADA�� f'c = 4 ksi fy = 60 ksi Ag = 5292 inA2 56 bars E Yn{RES 11- Ec = 3605 ksi Es = 29000 ksi As = 32.48 inA2 Rho = 0.61% fc = 3.4 ksi e_rup = Infinity Xo = 0.00 in Ix = 3.81 183e +007 inA4 u = 0.003 in /in Yo = 0.00 in ly = 142884 inA4 al = 0.85 Clear spacing = 5.87 in Clear cover = 1.44 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 1 116 Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) Ae s:.' 4 °"A4 t‘ ' r 44 4 1 . , - r-•!t ,, '''1.-.0 r e2---i7,A,''..1 ,, CZ 1- :=I F- 10 4 LeC-4 4 14-- ) C ' .., SZ p . 1 ,f li I 1 A ■, . L ,,) ,,,,-. " — - 1.. , ,, , .-4 L.4 -, :c.:.:;;;t4.4._„ , , 1- 1\4:,1-& ---- t c__-- So Li - cm- . es2 - A-6 .A-er,L..■ _ 3Af .4 ' Q-a'1131-'1--- \Att1A.A,L,..j .- 2 ' I 2.. E,0 t .„,i - ---- • (0. 2 0 t- / 11 y I ,_..., _-_- " 0 7r-r artt..... (5 • --e,4%-tm -- tvx-sz, v■)'1-- 7—).- 0 0 v --z-cac:r 1 ) ,-'----------- ' --.''''' I ; ( 1 .1. _I Calculations DLR Group Date Subject Computed Checked Project Name Project Number Page (of pages) \ I —der. / t \ / 1.4.93\--- • Le 14- X — 77 '5 '' 7 c- 7 1, 57 1)z x_t_.* S&H I - 1 \A e / s Calculations DLR Group Date Subject off G1,,,,,,, Computed Checked Project Name Project Number Page (of pages) I 6 f FSe -11- CA / h ate S!) n Roof 11 Ja;st r = (17 ) (23PL- 1-25` -) q = 6.7k PL 7,3k L1 1 ) I?4-et • 1. P = ( 5C3 7 '/2) )(if 4 ) (z, Pi- -F 25 @ e =, q . j _ 2 k 1 7 6.7 k L L 1 ■ _ I, SS ►< FF h L /, ( q- K fa LL (X -X Ax15 /1,7,...4,4- ) .v ) - 9 p ,_- I2, 4 k QL HI 0 k LL la � o . � t C [ R 4 f t ' i F Z j i _ - - .I Title : Job # Dsgnr: Date: 1:04PM, 9 DEC 04 Description : Scope: Rev. 580000 User KW-0603512, Ver 5 8.0, 1-Dec-2003 Steel Column Page 1 _ (0)1983 -2003 ENERCALC Engineering Software Area B Colas ecw.Calculatlons Description Offset Column at Expansion Joint L eneral Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X43 Fy 50.00 ksi X -X Sidesway : Restrained Duration Factor 1.330 Y -Y Sidesway : Restrained Column Height 20.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 20.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 20.000 ft Kyy 1.000 Loads Axial Load... Dead Load 12.90 k Ecc. for X -X Axis Moments 0.000 in Live Load 14.00 k Ecc. for Y -Y Axis Moments 1.000 in Short Term Load k Applied Moments X -X Axis Moments DL LL ST At TOP 1.55 1.68 k -ft Height Between Ends k -ft 0.000 ft At BOTTOM k -ft Summary Column Design OK Steel Section Capacities ... .85 "Pn : 165.660 k 0.9 * Mn -x : 164.618 k -ft ile 0.9 " Mn -y : 63.562 Factored Load Combinations .... AISC H1 -1 a & b : (Pu / AphiPn) + B*(Mu/phiMn) <= 1.0 If Pu /phiPn > 0.2, A = 1, B = 8/9; If Pu /phiPn < 0.2, A = 2, B = 1 (1) 1.4D Pu = 18.060 k Mu -x = 3.208 k -ft Eq. H1 Results = 0.109: Mu -y = 2.227 (2) 1.2D + 1.6L .. . Pu = 37.880 k Mu -x = 4.518 k -ft Eq. H1 Results = 0.297: 1.0 Mu -y = 3.136 (3) 1.2D + 1.6L + 0.8W ... Pu = 37.880 k Mu -x = 4.518 k -ft Eq. H1 Results = 0.297: Mu -y = 3.136 (4) 1.2D + 0.5L + 1.3W ... Pu = 22.480 k Mu -x = 4.518 k -ft Eq. H1 Results = 0.145: Mu -y = 3.136 Stresses .,..: «,..:, .. �:: ......R ..:; Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi fa : Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:xx : Allow [F1 -6] 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:xx : Allow [F1 - 7] & [F1 - 8] 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy : Allow [F1 -6] 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Fb:yy . Allow [F1 -7] & [F1 -8] 0.00 ksi 0 00 ksi 0.00 ksi 0.00 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Title : Job # Dsgnr: Date: 1:11 PM, 16 NOV 04 Description : Scope : Rev: 580000 User: KW -0603512, Ver5.80, 1- Dec -2003 Steel Column Page 1 (c)1983 - 2003 ENERCALC Engineering Software Area B Coles ecw'Calculatlons Description Interior Column at Double Height Volume General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W12X65 Fy 50.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 38.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 38.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 38.000 ft Kyy 1.000 Loads Axial Load... Dead Load 44.00 k Ecc. for X -X Axis Moments 1.500 in Live Load 24.00 k Ecc. for Y -Y Axis Moments 1.500 in Short Term Load k Summary Column Design OK Section : W12X65, Height = 38.00ft, Axial Loads: DL = 44.00, LL = 24.00, ST = 0.00k, Ecc. = 1.500in Unbraced Lengths: X -X = 38.00ft, Y -Y = 38.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.4774 0.2489 0.8055 0.8055 AISC Formula H1 - 2 0.1796 0.0980 0.2776 0.2776 AISC Formula H1 - 3 4 XX Axis : Fa calc'd per Eq. E2 -2, K *IJr > Cc XX Axis : I Beam, Major Axis, LfrT > (510,000 * Cb 1 Fy)A.5 , Fb per Eq. F1 -7 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af 1(1 * d) YY Axis : Fa calc'd per Eq. E2 -2, K *LJr > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1 but Non - Compact, Fb per Eq. F2 -3 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 6.54 ksi 6.54 ksi 6.54 ksi 6.54 ksi fa : Actual 2.30 ksi 1.26 ksi 3.56 ksi 3.56 ksi Fb:xx : Allow [F1 -6] 27.59 ksi 27.59 ksi 27.59 ksi 27.59 ksi Fb:xx . Allow [F1 -7] & [F1 -8] 27.59 ksi 27.59 ksi 27.59 ksi 27.59 ksi fb . xx Actual 0.75 ksi 0.41 ksi 1 16 ksi 1.16 ksi Fb:yy : Allow [F1 -6] 30.00 ksi 30.00 ksi 30.00 ksi 30.00 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 30.00 ksi 30.00 ksi 30.00 ksi 30.00 ksi fb : yy Actual 2 27 ksi 1.24 ksi 3.51 ksi 3.51 ksi Analysis Values F'ex : DL +LL 20,041 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL +LL 6,542 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 20,041 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.75 F'ey : DL +LL +ST 6,542 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0.088 in at 22.040 ft Max Y -Y Axis Deflection -0.270 in at 22.040 ft Title : Job # Dsgnr: Date: 1:11 PM, 16 NOV 04 Description : Scope : Rev. 580000 User KW-0603512. Ver5.80, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software Area 8 Calcs.ecw•Calculatlons Description Interior Column at Double Height Volume Section Properties W12X65 Depth 12.120 in Weight 64.88 # /ft Values for LRFD Design.... Web Thick 0.390 in Ixx 533.000 in4 J 2.180 in4 Width 12.000 in lyy 174.000 in4 Cw 5,770.00 in6 Flange Thick 0.605 in Sxx 87.900 1n3 Zx 96.800 in3 Area 19.10 in2 Syy 29.100 in3 Zy 44.100 in3 Rt 3.280 in Rxx 5.280 in K 1.200 in Ryy 3.020 in Section Type = W 1 Calculations ® DLR Group Date 1\/l Lo 11/ 2,00L.1. Subject 1/-3. 1 A. d C'1 t r + T ,e s i q y' C,4__e 52.CC`& Computed 'j --ii) ctivs. i 2...- ` •J Checked -D A Project Name \]J� Project Number 7 L _ d l 0 3 ._0, Page (of pages) GRID ' 2R,' GR--1c.D ' XD 0 0 0 a a 2z' , 27' 30' 20 ' Zv' 22, 27' - ® ® ® ® © O 0 7,2 o ° o 0 0© o 169 2t' 22' 2o ' 20 3o lcv 21 j i g ____ ___ _ Calculations DLRGroup Date IV/ Subject vt, a G �r � i c_ vt - Computed 7 `J �� a Checked D /t v Project Name Project Number 7c_l _ p l 0 3 - 0 0 Page (of pages) I h� L-00,6 • i � ;nc!,. G \v + : 1 Ex� ®sue r9._ C I NA) - l. 00 °" .� ►� VQ 6_8 00`Q ►8 x CP toe \A)001 ° ( , =W one, 5 4-royV\ ,.5c 7-Q2 C0 P(Le _ (. `45 )(I .oU Q� UJ k W n om} P5 F (51 'X 3.(v_' 4 `" C -F 1 J • • (xiw� C�.� _ H 5 (2 x 1O x I /Z Co. a 14 : � 1✓� 1 1 i � d C1'� � , r � � � f i s_5 (2 x 10 X 74 1 � 5 I 0_ VICL C i (fi W <<0 k ( 7 Cvv i vvotr (5 - fJE!�! t R =L . S' � 6 ( 1 / 1 � ! j ( i 1 ( Title : Job # Dsgnr: Date: 8.50AM, 17 NOV 04 Description : Scope : Rev 580000 User. KW -0603512, Ver5.8.0, 1- Dec -2003 Steel Beam Design Page 1 _ (c)1983 -2003 ENERCALC Engineering Software Areo B Calcs ecw Cheesecake Changes Description Wind Girt A General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS12X10X1/2 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 30.00 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 it LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 30.00 ft Distributed Loads Note! Short Term Loads Are WIND Loads. „ #1 #2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST 0.450 k/ft Start Location ft End Location ft Summary Beam OK S hort Term Load Case Governs Stress Using: HSS12X10X1 /2 section, Span = 30.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 30.00ft, LDF = 1.000 Actual Allowable Moment 50.625 k -ft 151.570 k -ft Max. Deflection -0.716 in fb : Bending Stress 9.219 ksi 27.600 ksi fb / Fb 0.334:1 Length /DL Defl 0.0 : 1 Length /(DL +LL Defl) 502.8 : 1 i Shear 6.750 k 102.672 k fv : Shear Stress 0.605 ksi 18.400 ksi fv / Fy 0.033: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 50.62 k -ft 50.62 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 6.75 k 6.75 k Shear @ Right 6.75 k 6.75 k Center Defl -0.716 in 0.000 0.000 -0.716 0.000 0.000 in Left Cant Defl 0 000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0 000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 6.75 6.75 k Reaction @ Rt 6.75 6.75 k Fa calc'd per Eq. E2 -2, K *L/r > Cc [Section Properties HSS12X10X1/2 Depth 12.000 in Weight 64.54 #/ft Web Thick 0.465 in lxx 395.000 in4 Width 10.000 in Iyy 298.000 in4 Flange Thick 0.465 in Sxx 65.900 in3 Area 19.00 in2 Syy 59.700 in3 Rt 5.000 in R -xx 4.560 in Values for LRFD Design.... R -yy 3.960 in J 545.000 in4 Zx 78.800 in3 Cw 102.00 in6 Zy 69.600 in3 Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 User KW -0603512 Ver5B0, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineenng Software Area B Calcs ecw Cheesecake Changes Description Wind Girt B General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : HSS12X10X1 /4 Fy 46.00ksi Pinned - Pinned Load Duration Factor 1.00 Center Span 22.00 if Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 22.00 ft Distributed Loads Note] Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST 0.450 k/ft Start Location ft End Location ft Summary Beam OK S hort Term Load Case Governs Stress Using: HSS12X10X1 /4 section, Span = 22.00ft, Fy = 46.0ksi End Fixity = Pinned - Pinned, Lu = 22.00ft, LDF = 1.000 Actual Allowable Moment 27.225 k -ft 82.800 k -ft Max. Deflection -0.379 in fb : Bending Stress 9.075 ksi 27.600 ksi Length /DL Defl 0.0 : 1 fb / Fb 0.329:1 Length /(DL+LL Defl) 697.2 : 1 Shear 4.950 k 51.446 k fv : Shear Stress 0.885 ksi 18.400 ksi fv / Fv 0.048: 1 Force & Stress Summary } « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 27.22 k -ft 27.22 k -ft Max. M - k Max. M @ Left k -ft Max. M @ Right k-ft Shear @ Left 4.95 k 4.95 k Shear @ Right 4.95 k 4.95 k Center Defl. -0.379 in 0.000 0.000 -0.379 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0 000 0.000 0.000 0.000 in Reaction @ Left 4.95 4.95 k Reaction @ Rt 4.95 4.95 k Fa calc'd per Eq. E2 -2, K *Ur > Cc Appdx 8, Tube, In -Plane Slenderness Recalculated Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 Page 2 User. KW -0603512, Ver5.80, 1- Dec -2003 Steel Beam Design (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw Cheesecake Changes Description Wind Girt B Section Properties HSS12X10X1/4 Depth 12.000 in Weight 33.63 #/ft Web Thick 0.233 in Ixx 216.000 in4 Width 10.000 in Iyy 164.000 in4 Flange Thick 0.233 in Sxx 36.000 in3 Area 9.90 in2 Syy 32.700 in3 Rt 5.000 in R -xx 4.670 in Values for LRFD Design.... R -yy 4.070 in J 289.000 in4 Zx 42.100 in3 Cw 53.50 in6 Zy 37.200 in3 60 Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 User KW -0603512, Ver5.80, 1- Dec -2003 Steel Beam Design Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw.Cheesecoke Changes Description Wind Girt C General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W16X67 Fy 46.00ksi Pinned- Pinned Load Duration Factor 1.00 Center Span 20.00 ft Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 20.00 ft Minor Axis Bending ! Distributed Loads Note! Short Term Loads Are WIND Loads. #1 # 2 #3 #4 #5 #6 #7 DL k/ft LL k/ft ST 0 450 k/ft Start Location ft End Location ft Summary Beam OK S hort Term Load Case Governs Stress Using: W16X67 section, Span = 20.00ft, Fy = 46 Oksi End Fixity = Pinned - Pinned, Lu = 20.00ft, LDF = 1 000 Actual Allowable Moment 22.500 k -ft 66.700 k -ft Max. Deflection -0 469 in fb : Bending Stress 11.638 ksi 34.500 ksi Length /DL Defl 0.0 : 1 fb / Fb 0.337: 1 Length /(DL +LL Defl) 511.3 : 1 Shear 4.500 k 250.471 k fv : Shear Stress 0.331 ksi 18.400 ksi fv / Fv 0.018: 1 Force & Stress Summary « -- These columns are Dead + Live Load placed as noted - -» DL LL LL +ST LL LL +ST Maximum Only @ Center @ Center @ Cants @ Cants Max. M + 22.50 k -ft 22.50 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 4.50 k 4.50 k Shear @ Right 4.50 k 4.50 k Center Defl. -0.469 in 0 000 0.000 -0.469 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0 000 0.000 0.000 0.000 0 000 in ...Query Defl @ 0.000 ft 0 000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.50 4.50 k Reaction @ Rt 4.50 4.50 k Fa calc'd per Eq E2 -2, K *L/r > Cc I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Title : Job # Dsgnr: Date: 8:50AM, 17 NOV 04 Description : Scope : Rev 580000 User KW -0603512,Ver 5.8.0, 1- Dec -2003 Steel Beam Design Page 2 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw'Cheesecake Changes Description Wind Girt C Section Properties W16X67 Depth 16.330 in Weight 66 91 #/ft Web Thick 0.395 in Ixx 954.000 in4 Width 10.235 in lyy 119.000 in4 Flange Thick 0.665 in Sxx 119.000 in3 Area 19.70 in2 Syy 23.200 in3 Rt 2.750 in R -xx 6.970 in Values for LRFD Design.... R-yy 2.440 in J 2.390 in4 Zx 132 000 in3 Cw 7,300.00 in6 Zy 35.600 in3 K 1.370 in ( Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope : Rev. 580000 User KW-0603512, Ver58.0, 1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecwCheesecake Changes Description Wind Column 1 (Check Moment Frame Col for Minor Axis Bending) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X233 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 18.000 ft Kxx 1.000 Live & Short Term Loads Not Combined Y -Y Unbraced 18.000 ft Kyy 1.000 Loads - Axial Load... Dead Load 93.00 k Ecc. for X -X Axis Moments 3.000 in Live Load 36.00 k Ecc. for Y -Y Axis Moments 6.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) k ft Along X -X (y moments) 6.800 k 18.000 ft Summary Column Design OK Section : W14X233, Height = 36.00ft, Axial Loads: DL = 93.00, LL = 36.00, ST = 0.00k, Ecc. = 3.000in Unbraced Lengths X -X = 18.00ft, Y -Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 • AISC Formula H1 - 2 AISC Formula H1 - 3 0.1993 0.0772 0.2765 0.2769 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc XX Axis : I Beam, Major Axis, UrT < (102,000 * Cb 1 Fy) ".5, Fb = 0.6 Fy (F3) XX Axis : I Beam. Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2 -1, K*LJr < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses •• Ham ' .il @3 « >E vaa. ...:.,. -.: ". =- ? t Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 22.32 ksi 22.32 ksi 22.32 ksi 22.32 ksi fa : Actual 1.36 ksi 0.53 ksi 1 88 ksi 1.36 ksi Fb:xx : Allow [F1 -61 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27 60 ksi 27.60 ksi fb : xx Actual 0.74 ksi 0.29 ksi 1.03 ksi 0.74 ksi Fb:yy : Allow [F1 -6] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi fb : yy Actual 3.85 ksi 1.49 ksi 5.34 ksi 6.99 ksi Analysis Values A F'ex : DL +LL 140,643 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL +LL 53,734 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1 75 F'ex . DL +LL +ST 140,643 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.75 F'ey : DL +LL +ST 53,734 psi Cm:y DL +LL +ST 0.85 Cb DL+LL +ST 1.00 Max X -X Axis Deflection -0.053 in at 20.880 if Max Y -Y Axis Deflection -0.539 in at 18 720 ft Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope : Rev 580000 User, KW -0603512 Ver5.80, 1- Dec -2003 Steel Column Page 2 (c)1983 - 2003 ENERCALC Engineering Software Area B Calcs.ecw:Cheesecake Changes Description Wind Column 1 (Check Moment Frame Col for Minor Axis Bending) Section Properties W14X233 Depth 16.040 in Weight 232.67 #/ft Values for LRFD Design.... Web Thick 1.070 in lxx 3,010.000 in4 J 59.500 in4 Width 15.890 in lyy 1,150.000 in4 Cw 59,000.00 in6 Flange Thick 1.720 in Sxx 375.000 in3 Zx 436.000 in3 Area 68.50 in2 Syy 145.000 in3 Zy 221.000 in3 Rt 4.400 in Rxx 6.630 in K 2.320 in Ryy 4.100 in Section Type = W 1 Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope: Rev 580000 User KW-0603512Ver58.0,1- Dec -2003 Steel Column Page 1 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw Cheesecake Changes Description Wind Column 2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X90 Fy 46 00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 36.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 36.000 ft Kyy 1.000 Loads Axial Load... Dead Load 26.00 k Ecc. for X -X Axis Moments 6.000 in Live Load 12.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 13.600 k 18.000 if Along X -X (y moments) k ft Summary Column Design OK Section : W14X90, Height = 36.00ft, Axial Loads: DL = 26.00, LL = 12.00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 36.00ft, Y -Y = 36.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 ,--/ AISC Formula H1 - 3 0.1859 0.0858 0.2717 0.7145 XX Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc XX Axis : I Beam, Major Axis, (102.000 * Cb / Fy) ^.5 <= UrT <_ (510,000 * Cb / Fy) ^.5 , Fb per Eq. F1 -6 XX Axis : I Beam. Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (1* dl YY Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1 but Non - Compact, Fb per Eq. F2 -3 Stresses z; h.... ».•au.,„ ._...r,r., y.�,.. .ate•. ,.we;�., .. .. ;..., n,...::.a.,.r . -.,.:, �, rs, sxx ys,, rn. .,,;,: .. „a..: ,••.s • ; 3:-.. ..•r: . , k, ,: _ ,.,s..:•.n, Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 10.93 ksi 10.93 ksi 10.93 ksi 10.93 ksi fa : Actual 0.98 ksi 0.45 ksi 1.43 ksi 1.43 ksi Fb:xx : Allow [F1 -6] 20.43 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 20.43 ksi fb . xx Actual 1.09 ksi 0.50 ksi 1.59 ksi 11.07 ksi Fb:yy : Allow [F1 -6) 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 1.56 ksi 0.72 ksi 2.28 ksi 2.28 ksi Analysis Values F'ex DL +LL 30,165 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL +LL 10,931 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 30,165 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 10,931 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1 75 Max X -X Axis Deflection -0.880 in at 18.240 ft Max Y -Y Axis Deflection -0.130 in at 20.880 ft Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope: Rev: 580000 User KW -0603512, Ver580, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software Area B Calcs ecw•Cheesecake Changes Description Wind Column 2 Section Properties W14X90 Depth 14.020 in Weight 90.01 Mt Values for LRFD Design.... Web Thick 0.440 in Ixx 999.000 in4 J 4.060 in4 Width 14.520 in lyy 362.000 in4 Cw 16,000.00 in6 Flange Thick 0.710 in Sxx 143.000 in3 Zx 157.000 in3 Area 26.50 in2 Syy 49 900 in3 Zy 75.600 in3 Rt 3.990 in Rxx 6.140 in K 1.310 in Ryy 3.700 in Section Type = W i Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope : Rev. 580000 Page 1 User KW -0603512 Ver580, 1- Dec -2003 Steel Column (c)1983 -2003 ENERCALC Englneering Software Area B Calcs.ecw,Cheesecake Changes Description Wind Column 3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X82 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 36.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 36.000 ft Kyy 1.000 Loads Axial Load... Dead Load 26.00 k Ecc. for X -X Axis Moments 6.000 In Live Load 12.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 11.800 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W14X82, Height = 36.00ft, Axial Loads: DL = 26.00, LL = 12.00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 36.00ft, Y -Y = 36.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3702 0.5224 0.7589 AISC Formula H1 - 2 0.1622 0.2371 0.7849 AISC Formula H1 - 3 0.1582 XX Axis : Fa calc'd per Eq. E2 -2, K *LJr > Cc XX Axis : I Beam, Major Axis, L/rT > (510,000 * Cb / Fy) ^.5 , Fb per Eq. F1 -7 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af 1(1 * d) YY Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fy per Eq. F2 -1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 4 91 ksi 4.91 ksi 4.91 ksi 4.91 ksi fa : Actual 1.08 ksi 0.50 ksi 1.58 ksi 1.58 ksi Fb:xx : Allow [F1 -6] 16.81 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 16.81 ksi fb : xx Actual 1.27 ksi 0.59 ksi 1.85 ksi 11 29 ksi Fb:yy : Allow [F1 -6] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 34.50 ksi 34.50 ksi 34.50 ksi 34 50 ksi fb : yy Actual 2.66 ksi 1.23 ksi 3.89 ksi 3.89 ksi Analysis Values F'ex : DL +LL 29,284 psi Cm:x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL +LL 4,914 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 29,284 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 4,914 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0 879 in at 18.240 ft Max Y -Y Axis Deflection -0.318 in at 20.880 ft Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope : Rev: 580000 Page 2 User KW-0, Ver 5 8 0, 1- Dec -2003 Steel Column (c)1983 -2003 03 ENERCALC Engineering Software Area B Calcs.ecw.Cheesecake Changes Description Wind Column 3 Section Properties W14X82 Depth 14.310 in Weight 81.86 #/ft Values for LRFD Design.... Web Thick 0 510 in Ixx 882.000 in4 J 5.080 in4 Width 10.130 in lyy 148.000 in4 Cw 6,710.00 in6 Flange Thick 0.855 in Sxx 123 000 in3 Zx 139.000 in3 Area 24.10 in2 Syy 29.300 in3 Zy 44.800 in3 Rt 2.740 in Rxx 6 050 in K 1.450 in Ryy 2.480 in Section Type = W Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope: Rev KW.06 Page 1 User: KW -0 ENE 5 8 0, 1-Dec-2003 Software Steel Column (c)1983 -2003 ENERCA CALC Enginelneenng Software Area 8 Calcs.ecw•Cheesecake Changes Description Wind Column 4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X82 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 36.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 36.000 ft Kyy 1.000 Loads Axial Load... Dead Load 26.00 k Ecc. for X -X Axis Moments 6.000 in Live Load 12.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 10.000 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W14X82, Height = 36.00ft, Axial Loads: DL = 26.00, LL = 12.00, ST = 0.00k, Ecc = 6.000in Unbraced Lengths: X -X = 36.00ft, Y -Y = 36.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.3702 0.5224 0.7074 ' AISC Formula H1 - 2 0.1622 0.2371 0.6909 AISC Formula H1 - 3 0.1582 XX Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc XX Axis : I Beam, Major Axis, UrT > (510,000 * Cb 1 Fy) ^.5 , Fb per Eq. F1 -7 XX Axis : I Beam. Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2 -2, K *Ur > Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fv per Eq. F2 -1 Stresses 4 Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 4.91 ksi 4.91 ksi 4.91 ksi 4 91 ksi fa : Actual 1.08 ksi 0.50 ksi 1.58 ksi 1.58 ksi Fb:xx : Allow [F1 -6] 16.81 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 16.81 ksi fb : xx Actual 1.27 ksi 0.59 ksi 1.85 ksi 9.71 ksi Fb:yy : Allow [F1 -6] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi fb : yy Actual 2.66 ksi 1.23 ksi 3.89 ksi 3.89 ksi Analysis Values F'ex DL +LL 29,284 psi Cm.x DL +LL 0.85 Cb:x DL +LL 1.75 F'ey : DL+LL 4,914 psi Cm:y DL +LL 0.85 Cb y DL +LL 1.75 F'ex : DL +LL +ST 29,284 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 4,914 psi Cm:y DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0.761 in at 18 240 ft Max Y -Y Axis Deflection -0.318 in at 20.880 ft Title : Job # Dsgnr: Date: 9.10AM, 17 NOV 04 Description : Scope: Rev. 580000 Page 2 User KW -0,Ver580.1- Dec -2003 Steel Column (c)1983-2003 03 ENE ENERCALC Engineering Software Area B Calcs ecw Cheesecake Changes Description Wind Column 4 Section Properties W14X82 • Depth 14.310 in Weight 81.86 #/ft Values for LRFD Design.... Web Thick 0.510 in Ixx 882.000 in4 J 5.080 in4 Width 10 130 in lyy 148.000 in4 Cw 6,710.00 in6 Flange Thick 0.855 in Sxx 123.000 in3 Zx 139.000 in3 Area 24.10 in2 Syy 29.300 in3 Zy 44.800 in3 Rt 2.740 in Rxx 6.050 in K 1.450 in Ryy 2.480 in Section Type = W Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope : Rev. 580000 Page 1 User KW-0603512, Ver 5 8 0, 1- Dec -2003 Steel Column (c)1983 -2003 ENERCALC Engineering Software Area 8 Colcs ecw Cheesecake Changes Description Wind Column 5 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section W14X82 Fy 46.00 ksi X -X Sidesway : Sway Allowed Duration Factor 1.000 Y -Y Sidesway : Sway Allowed Column Height 36.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X -X Unbraced 18.000 ft Kxx 1.000 Live & Short Term Loads Combined Y -Y Unbraced 18.000 ft Kyy 1.000 Loads Axial Load... Dead Load 93.00 k Ecc for X -X Axis Moments 6.000 in Live Load 36.00 k Ecc. for Y -Y Axis Moments 3.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y -Y (strong axis moments) 5.000 k 18.000 ft Along X -X (y moments) k ft Summary Column Design OK Section : W14X82, Height = 36.00ft, Axial Loads: DL = 93.00, LL = 36.00, ST = 0.00k, Ecc. = 6.000in Unbraced Lengths: X -X = 18.00ft, Y -Y = 18.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 0.6658 0.9685 0.9685 AISC Formula H1 - 2 0.5802 0.8048 0.8048 AISC Formula H1 - 3 0.2593 XX Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc XX Axis : I Beam, Major Axis, (102.000 * Cb / Fv) ^.5 r_ UrT <_ (510,000 * Cb / Fv) ^.5 , Fb per Eq. F1 -6 XX Axis : I Beam, Major Axis, Fb per Eq. F1 -8, Fb = 12,000 Cb Af / (I * d) YY Axis : Fa calc'd per Eq. E2 -1, K *Ur < Cc YY Axis : I Beam, Minor Axis, Passes Table B5.1, Fb = 0.75 Fv per Eq. F2 -1 Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 16.82 ksi 16.82 ksi 16.82 ksi 16.82 ksi fa : Actual 3.86 ksi 1.49 ksi 5.35 ksi 5.35 ksi Fb:xx : Allow [F1 -6] 27 60 ksi 27.60 ksi 27.60 ksi 27.60 ksi Fb:xx : Allow [F1 -7] & [F1 -8] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 4 54 ksi 1.76 ksi 6.29 ksi 7.54 ksi Fb:yy : Allow [F1 -6] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi Fb:yy : Allow [F1 -7] & [F1 -8] 34.50 ksi 34.50 ksi 34.50 ksi 34.50 ksi fb : yy Actual 9.52 ksi 3.69 ksi 13.21 ksi 13.21 ksi Analysis Values F'ex : DL +LL 117,137 psi Cm:x DL +LL 0.85 Cb:x DL+LL 1.75 F'ey . DL +LL 19,656 psi Cm:y DL +LL 0.85 Cb:y DL +LL 1.75 F'ex : DL +LL +ST 117,137 psi Cm:x DL +LL +ST 0.85 Cb:x DL +LL +ST 1.00 F'ey : DL +LL +ST 19,656 psi Cm DL +LL +ST 0.85 Cb:y DL +LL +ST 1.75 Max X -X Axis Deflection -0.685 in at 19.200 ft Max Y -Y Axis Deflection -1.079 in at 20.880 ft Title : Job # Dsgnr: Date: 9:10AM, 17 NOV 04 Description : Scope: Rev 580000 User KW -0603512,Ver 580, 1- Dec -2003 Steel Column Page 2 (c)1983 -2003 ENERCALC Engineering Software Area B Colcs ecw Cheesecake Changes Description Wind Column 5 Section Properties W14X82 Depth 14.310 in Weight 81.86 #/ft Values for LRFD Design.... Web Thick 0.510 in Ixx 882.000 in4 J 5.080 in4 Width 10 130 in lyy 148.000 in4 Cw 6,710.00 in6 Flange Thick 0.855 in Sxx 123.000 in3 Zx 139.000 in3 Area 24.10 in2 Syy 29.300 in3 Zy 44.800 in3 Rt 2.740 in Rxx 6.050 in K 1.450 in Ryy 2.480 in Section Type = W