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HomeMy WebLinkAboutPermit D06-072 - Segment 3 - Westfield Southcenter Mall - Parking Garage A - FoundationD06-072 Westfield Southcenter Mall Parking Garage A 633 Southcenter Mall Due to the file size, this record has been broken down into 3 segments for easier download. Click on the following links to review the permit segments: Segment 1 - Westfield Southcenter Mall — Parking Garage A D06-072 Segment 2 - Westfield Southcenter Mall — Parking Garage A D06-072 Segment 3 - Westfield Southcenter Mall — Parking Garage A D06-072 Segment 4 - Plans - Westfield Southcenter Mall — Parking Garage A D06-072 0 O 0 0 0 0 20 in diam. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered olumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:14:29 P (kip) 1800 (Pmax) 3v3 fs=0 { fs=0.5fy -350 350 Mx (k -ft) -800 (Pmin) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server5lstructurallSouthcenter Design -Build GarageslENGlAnalysislFoundation\PCAlPile at SW Mpr.coi Project: SC Garage Column: Pile @ SW Engineer: SES fc =4 ksi fy = 75 ksi Ag = 314.159 in"2 9 #9 bars Ec = 3605 ksi Es - • i $ r ksi As = 9.00 inA2 Rho = 2.86% fc = 34 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 7853.98 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98104 ------------- Betel = 0.85 _• Clear spacing = 3.02 in Clear cover = 3.38 in Confinement: Other ( phi(a) = 1, phi(b) = 1, phi(c) =1 �, ..,, .., V •- -- - _ _ - -- - -- 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. Pile at SW M 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ___=_ _ =====---========= ====...._ Computer program for the Strength Design of Reinforced Concrete Sections =----a========= ====_____=====3= _==== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and cant be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Vi, ■.Ji Vv 1✓a.0 ♦.vt�au ua . . Vr � V.r aa..... r. ..�,.... .�._.. ...�---�....--r.. 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. general Information: — Pile at SW M File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile ® SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: =========_________=_ f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: ======== Circular: Diameter = 20 in fy = 75 ksi Es = 29000 ksi Gross section area, Ag = 314.159 inA2 Ix = 7853.98 inA4 Iy = 7853.98 inA4 Xo = 0 in Yo = 0 in Reinforcement: = Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: User -defined; #3 ties with #10 bars, #4 with larger bars. phi (a) = 1, phi (b) = 1, phi (c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 inA2 at 2.86% 9 #9 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 295.5 10.39 *** Program completed as requested! *** 0.31 0.79 1.56 Tye 6,1 Plte QCam mow, 0 O 0 y O -- x O 0 0 20 in diain. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered t,oiumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:07:21 P (kip) 900 (Pmax) -180 -300 (Pmin) 180 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: VVServer5lstructurallSouthcenter Design -Build Garages\ENG\Analysis\Foundation\PCA Pile_at_gravitycolumn.col Project: SC Garage Column: Pile @ SW Engineer: SES t'c = 4 ksi fy = 60 ksi Ag = 314.159 inA2 8 #7 bars Ec = 3605 ksi Es = 29000 ksi As = 4.80 inA2 Rho =1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 7853.98 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 7853.98 inA4 Beta1 = 0.85 Clear spacing = 3.86 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 10:07:07 Licensed to: Coughlin Porter Lundeen, Inc. Pile_at_grav 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ============ --� =====3 Computer program for the Strength Design of Reinforced Concrete Sections _ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 0 0 0 0 y 0 0 0 0 20 in diam. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered ::olumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:1307 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 11 Server5lstructurallSouthcenter Design -Build Garages\ENG\Anaiysis\Foundati...\Piie at gravitycoiumn_Mpr.col Project: SC Garage Column: Pile © SW Engineer: SES fc=4ksi ,fy = 75 ksi IAg= 314.159102 8#7 bars Ec = 3605 ksi Es -.29000 ksi As = 4.80 in"2 Rho = 1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in ix = 7853.98 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98 in"4 Beta1 = 0.85 ____ ----""`—Clear spacing = 3.86 in Clear cover = 3.38 in Confinement: Other (hi(a)=1phi(b) = 1, phi(c) =1 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. Piie_at_grav 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ====a:== _ ===a_===a==== Computer program for the Strength Design of Reinforced Concrete Sections == =—= = == Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. VA./ Lai UV xJ4 ta4ViaNYL r., v� 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. .General' Information: Pile_at_grav File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: r,^'==__========a====== f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section: Circular: Diameter = 20 in fy = 75 ksi Es = 29000 ksi Gross section area, Ag = 314.159 inA2 Ix = 7853.98 in"4 Iy = 7853.98 inA4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 0.63 1.00 1.41 Confinement: User -defined; #3 ties with #10 bars, #4 with larger bars. phi (a) = 1, phi (b) = 1, phi (c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4.80 inA2 at 1.53% 8 #7 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 246.5 10.49 *** Program completed as requested! *** 0.31 0.79 1.56 COUGHLI 4PORTERLUHDIELN STRUCTURAL • CIVIL • SEISMIC ENGINEERING SL- g oN 0121106 MS 1 SC. Sec. 18082, 23,1 Mkt. Cot-Uktn.v /+-AI; A G 1-0a-0 ,D+ - L Sks = p • 85 53r>" 3cs1` (o,89) Ica R42,6g ,¢S 451' 0,90 (fc use () , A -s 45k 0.833 11;1144- 2. in 2- n2 Zin2• > 4.833/:, 7 spice l $`s� 4 D.2 f - p t �sL la(74 ) cJ of 2/ 1.4. l 2-1,4'43 may lae i re_c�, Cco Soot c;"3 crita n 441- e1GCee iip di:, Project: wrg C r Designed By: C,:e S Date: 2- i5- 06 Project No. Client Checked By: Sheet P --3f of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F 206/343-5691 COUGHLINPORTERLUNDEEN A ODNSULl7NG STRUCTURAL AND CIVIL ENGINEERING CORPORATION Pile Cap Seismic Design GOUGI°ILINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING SY16142_ WA -€4.- Pit. 64P5 /I Shear hla 1 73? ox " ;73G-714- 51.1 k51'1 & (tet; 6"k) 3(0-f- (cl)a it,, 51 44, 14- srlm „le) Project SG G AI M E Protect No. Designed By: 46.5 Date: /--43-66 Client Checked By. Sheet — 1 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F. 2061343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S4EAMz wtu. PILE c&Ps 4' Pre Cs { [ — 0,75 (Z) (0+0")C*) r /57 41\4 l'G rd 5/4-197 27 3 fl 1` +vs p, 7s Ay f3 •d Oa5'!1• (6,0,k -s900) /440 s S A,, = o 61) #4 zees 5 - re rc/ = X490 .7/7 v" Z 5z -c) = 5147 14 \ICA - 5)4 = O59 L 1,o c 41411-1= 133 k' > ,‘ ic- OR (CO 44 LEG s e eoc LonD i 4t s/gee / (7) -9 BAILS 11)P 4 ?r. Project s(, afro(q E Designed By: 'S -C 5 Date: Hi." Q Project No. Client Checked By: Sheet V - 2 of 413 FINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • I: 206/343-5691 y x 60 x 48 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/13/06 Time: 15:09:42 P (kip) 6000 — (Pmax) fs=0 fs=0.5fy E I 1 i 1 1 1 1 1 i! I 1 1 I 1 -4000 4000 -1000 — (Pmin) Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: untitled.col Project: SC garage Column: Pile Cap Engineer: SES Yc = 3 ksi fy = 60 ksi Ag = 2880 inA2 14 #9 bars Ec = 3122 ksi Es = 29000 ksi As = 14.00 inA2 Rho = 0.49% fc = 2.55 ksi fc = 2.55 ksi Xo = 0.00 in Ix = 552960 in^4 e_u = 0.003 in/in Yo = 0.00 in ly = 864000 inA4 Betal = 0.85 Clear spacing = 7.23 in Clear cover = 4.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 15:09:26 Licensed to: Coughlin Porter Lundeen, Inc. General*Information: File Name: untitled.col Project: SC garage Column: Pile Cap Code: ACI 318-02 Run Option: Investigation Run Axis: X-axis Material Properties: f'c = 3 ksi Ec = 3122.02 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Rectangular: Width = 60 in Depth = 48 in Gross section area, Ag = 2880 inA2 Ix = 552960 inA4 Xo = 0 in Reinforcement: Iy = 864000 inA4 Yo = 0 in untitled Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (in -2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 # 4 # 7 # 10 # 18 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 14.00 inA2 at 0.49% Top Bottom Left Right Bars 7 # 9 7 # 9 0 # 3 0 # 3 Cover(in) 4 4 4 4 0.63 1.00 1.41 Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn fMnx N.A. depth No. kip k -ft in 1 1.0 1330.8 4.14 *** Program completed as requested! *** 0.31 0.79 1.56 COUGHLINPORTERLUNDEEN A CONSULTING SRN_ AND CML ENGINIERING CORPORATION Shear Wall Design Shear Wall Design Forces 1.90 Garage Garage A Garage B Level Pier No. rho * V rho * M Level Pier No. rho * V rho * M (kips) (k -in) (kips) (k -in) 2ND P1 1250 384630 2ND P1 1779 583989 ROOF P1 803 115570 ROOF P1 1394 200705 2ND P2 1250 384630 2ND P2 601 143952 ROOF P2 803 115570 ROOF P2 108 15520 2ND P3 981 281626 2ND P3 1271 394896 ROOF P3 490 70568 ROOF P3 842 121194 2ND P4 1528 489363 2ND P4 1271 394896 ROOF P4 1113 160236 ROOF P4 842 121194 2ND P5 1525 490191 2ND P5 1209 373483 ROOF P5 1124 161812 ROOF P5 786 113169 2ND P6 964 275455 2ND P6 1209 373483 ROOF P6 474 68235 ROOF 'P6 786 113169 2ND P7 981 281626 2ND P7 1755 569575 ROOF P7 490 70574 ROOF P7 1329 191407 2ND P8 1528 489365 2ND P8 628 152282 ROOF P8 1113 160246 ROOF P8 123 17705 W-1 Shear Wall Vertical Loads RoodRoof DL 105 psf Roof LL 65 psf Typ. Fbor LL 40 psd 4' veneer 45 psf Garage A Pier SW Level Floor Ht Wall Length Trib Area Wall Tick Dead load Veneer Self wt Total DL 1.1. Total DL Total LL (n) (80 (sq n) (In) UdPs) (kips) OdPss) (iePs) ( ) (IdPs) (Ws) 1 1 Roof 42 34 820 18 65 18 82 147 40 147 40 Std 18 34 620 18 85 28 122 188 25 334 65 • Pier SW Level Floor Ht Wall Length Trite Area Wag Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (1) (0) ON 0) M) Odps) paps) (ides) (kips) (kips) (kips) (> ) 2 1 Roof 12 34 620 16 85 18 82 147 40 147 40 ltd 18 34 620 16 85 28 122 188 25 334 85 Pier SW Level Floor Fit Wag Length Tr&h Area Wall Thk Dead Load Veneer Set wk Total DL LL Total DL Total LL (0) (n) (s4 R) (ie) (kips) (kips) (kips) pits) (kips) pdpe) (kips) 3 3 Roof 12 31 775 12 81 17 56 137 50 137 50 2nd 18 31 775 12 81 25 84 165 31 302 81 Pier SW Level Floor FR Wag Length Trtb Area Wag Mk. Dead Load Veneer Self wt Total DL U. Total DL Total LL (0) (0) (sol) (In) (ides) (laps) (kips) (kips) (kips) (trips) (kips) 4 2 Roof 12 42 - 1550 12 183 23 70 238 101 238 101 2nd 18 42 1550 12 183 34 113 276 62 515 163 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk Dead Load Veneer Self wt. Total OL LL Total DL Total Lt. (0 (0) (w n) (In) (kips) (kips) (kips) (kips) (kips) (kips) (kid) 5 4 Rod 12 38 620 18 65 21 91 156 40 156 40 2nd 18 38 820 16 85 31 137 202 25 358 65 Pier SW Level Floor Fit Wal Length Trie Area Wag Thk Dead Load Veneer Self wt Total DL U. Total DL Total LL (0) (0) (sq R) (ie) (kips) (ides) (kips) pdPs) (kips) ice) (kips) 6 5 Rod 12 29 620 18 85 16 70 135 40 135 40 2nd 18 29 620 '16 85 23 104 170 25 304 65 Pier SW Level Floor HI Wag Length Trlb Area Wag Thk Dead Load Veneer Self wt Total DL LL Total Df. Total LL (0) (0) (s4 5) (k) (kips) (kips) (kips) (IdPs) (kips) (kips) (kips) 7 - 3 Rod 12 31 775 12 81 17 58 137 50 137 50 2nd 18 34 775 12 81 25 84 165 31 302 81 Pier SW Level Floor Ht Wag Length Trib Area Wag TIL Dead Load Veneer Set wt Total DL LL Total DL Total LL (11) (0) (s4 R) On) (kips) (trips) (kips) (kips) (kips) (kips) (IdPs) 8 2 Roof 12 42 1550 12 163 23 78 238 101 238 101 2nd 18 42 1550 12 183 34 113 276 82 515 163 1-0 -Z Shear Wall Vertical Loads Floor/Roof DL 105 psi Root LL 65 lsf Typ. Floor LL 40 ps1 4 veneer 45 psi Garage Pler SW Level Floor Mt Wail length Trib Area Wall Thlc Dead toad Veneer Seff wt Total DL LL Total DL Total LL 00 (ft) (sq ft) (n) WO OdPs) (ides) OdPs) (W) (kips) (kips) 1 6 Rod 12 38 300 16 32 21 91 123 20 123 20 2nd 18 38 300 16 32 31 137 188 12 291 32 Pier SW Levet Floor Ht Well Length Trb Area Wall Thk Dead Load Veneer Self wt Total 01 LL Total DL Total LL (ft) • (R) OR it) (In) (d,$) OdPs) OdPs) OdPs) 000 (kips) OdPs) 2 8 Rod 12 20 250 16 28 11 48 74 18 74 16 2nd 18 20 250 16 28 16 72 98 10 173 26 Pier SW Level Floor Ht Wall Length Trb Area Wall TM. Dead Load Veneer Self wt Total DL LL Total DL Total LL (11) (1) Oct R) On) Odps) OdPs) (dPs) Odpe) Or(P9) Odes) (kdes) 3 2 Roof 12 42 1812 12 189 23 78 245 105 245 185 2nd 18 42 1812 12 169 34 113 283 64 528 189 Pier SW Level Floor lit Wal Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (9) (eq ft) On) OdPs) (lips) OdPs) (kiPs) OdPs) OdPs) OdPs) 4 2 Roof 12 42 1612 12 169 23 78 245 105 245 105 2nd 16 42 1612 12 109 34 113 283 64 528 169 Pier SW Level Floor lit Wap Length Trib Area Wall Thk Dead Load Veneer Self wt. Total DL LL Total DL Total LL (9) • (9) (sq ft) On) paps) (des) Odes) (lips) (mss) (kips) OdPs) 5 1 Roof 12 34 620 16 85 18 82 147 40 147 40 2nd 18 34 620 18 65 26 122 188 25 334 65 Pier SW Level Floor Ht Wail Length Trib Area Wall Thk Dead Load Veneer Self wt Total DL LL Total 01 Total U - (ft) (9) (9) (sq l» On) (kips) (kiPs) OdPs) (tdps) ) ice) Odin) 6 1 Roof 12 34 620 18 85 18 82 147 40 147 40 2nd 18 34 820 18 85 28 122 188 25 334 65 Pian SW Level Floor fit Wap Length Trib Area Well Thk Dead Load Veneer Self wt. Total DL Lt Total DL Total LL (6) (9) ($q 10 On) {kips) (kips) (Ws) OdPs) OdPs) OdPs) Odes) 7 8 Roof 12 42 1550 16 163 23 101 264 101 264 101 2nd 18 42 1550 . 16 183 34 151 314 62 578 183 Pier SW Level Floor lit Wall Length Tdb Area Well ilk Dead Load Veneer Set wt. Total DL LL Total DL Total LL (8) (9) (sq ft) On) grips) OdPs) (mss) (kips) OdPs) (dPs) (kips) 8 7 Rod 12 22 920 16 97 12 53 149 80 149 60 2nd 18 22 920 16 97 18 79 176 37 325 97 ETABS Coughlin Porter Lundeen, Inc, 51.1EikP w ,w DECG14 F01 E.5 6AuGe A 5W-1 t2,50'" M,- 32-1653� o.-10 = 234' (-2pk 0.51. 433k ETABS v8.5.0 - File: Grg R 1-9-06 - January 24,2006 9:55 Plan View - STORY1 - Elevation 216 - Kip -in Units P2 Sw- 12561 321653 O,-11) 234'` 4331- P4 Sw-2- P3 Sw-3 ETABS Coughlin Porter Lundeen, Inc. St�C a�{Z W k. %Sti G Fc2CE S6012.A4G, Pg Su -7 f>7 sw- 5 4,3 019- 234 �.zv+a•s�. 433` Pc, sw-I ETABS v8.5.0 - File: Grg_B_1-12-06 - January 24,2006 9:56 Han View - 2ND - Elevation 216 - Kip -in Units 0.19= 234 (.ZO, a•SL- 433'` 565 /-24—off Shear Wall Horizontal Reinforcement Date: 1/24/2006 t'c = ' 9 _ :-� �._. _.... . ' ���:�-.-�����: .. ' ; r ��� :psi Av =,.._, n Eng: psi fy= 60 ksi Story Pier Shear Wall thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW -1 16 34 1250 554 13.1 2ND Grg A P1, P2, Grg B P5, P6 SW -1 16 34 803 554 36.6 2ND Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1528 513 11.1 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 18.8 2ND Grg A P3, P7 SW -3 12 32 981 391 14.5 ROOF Grg A P3, P7 SW -3 12 32 490 391 86.6 2ND Grg A P5 SW -4 16 38 1525 619 11.2 ROOF Grg A P5 SW -4 16 38 1124 619 20.2 2ND Grg A P6 SW -5 16 29 964 472 15.8 ROOF Grg A P6 SW -5 16 29 474 472 2ND Grg B P1 SW -6 16 39 1779 635 9.1 ROOF Grg B P1 SW -6 16 39 1394 635 13.8 2ND Grg B P2 SW -6 16 20 601 326 19.5 ROOF Grg B P2 SW -6 16 20 108 326 2ND Grg B P8 SW -7 16 22 628 358 21.9 ROOF Grg B P8 SW -7 16 22 123 358 -- 2ND Grg B P7 SW -8 16 42 1755 684 10.5 ROOF Grg B P7 SW -8 16 42 1329 684 17.4 R -, WF O4Ot 5 Fvrz ie v11Ar14. r -v e- ,z' \rA tet,• 45 @ rz G c Shear Wall Horizontal Reinforcement Date: 1/2412006 Eng: E07,i-L",211 = I 1 psi psi fy 60 ksi Av 102 Story Pier Shear Wall ROOF Grg A P1, P2, Grg B P5, P6 SW -1 2ND Grg A P1, P2, Grg B P5, P6 SW -1 thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) 16 34 1250 554 18.6 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 26.6 2ND Grg A P3, P7 SW -3 12 32 981 391 20.6 ROOF Grg A P3, P7 SW -3 12 32 490 391 122.9 2ND Grg A P5 SW -4 16 38 1525 619 15.9 ROOF Grg A P5 SW -4 16 38 1124 619 28.6 2ND Grg A P6 SW -5 16 29 964 472 22.4 ROOF Grg A P6 SW -5 16 29 474 472 2ND Grg 8 P1 SW -6 16 39 1779 635 13.0 ROOF Grg B P1 SW -6 16 39 1394 635 19.5 2ND Grg B P2 SW -6 16 20 601 326 27.6 ROOF Grg B P2 SW -6 16 20 108 326 2ND Grg B P8 SW -7 16 22 628 358 31.0 ROOF Grg 13 P8 SW -7 16 22 123 358 2ND Grg B P7 SW -8 16 42 1755 684 14.9 ROOF Grg B P7 SW -8 16 42 1329 684 24.8 y 408 x 16 in Code: AC1318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered :column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:50:18 P (kip) 20000 -- (Pmax) 1000 — 120000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 11Server5istructurallSouthcenter Design -Build GarageslENGlAnalysislShear WaIlsIPCAASW-1.col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 6528 in"2 68 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 40.80 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx =139264 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 9.05564e+007 in^4 Beta1 = 0.8 Clear spacing = 11.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 CO 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) _======= = ==_=_==========Yes_======--= =—=======r=== Computer program for the Strength Design of Reinforced Concrete Sections ============= s—============= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. SW -1 General Information: =-========== File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: =a=========_________ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: =_====== fy = 60 ksi Es = 29000 ksi Rectangular: Width = 408 in Depth = 16 in Gross section area, Ag = 6528 inA2 Ix = 139264 in"4 Iy = 9.05564e+007 in"4 Xo = 0 in Yo = 0 in Reinforcement: ___=== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; *3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 40.80 inA2 at 0.62% Top Bottom Left Right Bars 34 # 7 34 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ====== = == =55 = _- ---= s Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 234.0 32053.0 *** Program completed as requested! 37953.4 1.184 * * * -lv y x ps- e 408 x 16 in Code: AC1318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:02:42 P (kip) 20000 — (Pmax) (Pmin) -2000 100000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. Pile:11Server5LstructurallSouthcenter Design -Build Garages\ENGlAnalysis\Shear WaIIs1PCA SW -1 top.col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 6528102 68 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 21.08 in"2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix =139264 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 9.05564e+007 in"4 ) Betel = 0.8 Clear spacing = 11.63 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W- li a ..u. r., yr .� ....-....� �. 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ========== ====== ===== ==== _ = Computer program for the Strength Design of Reinforced Concrete Sections ===== ============== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program.. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -1 Cop +r .... ... v.,. AP........ . a • la Jin W.. i.......... ....ma- •.•-•••• .... 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. SW-1_top Ggneral•Information: File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ==================== f'c =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: =====___ fy = 60 ksi Es = 29000 ksi Rectangular: Width = 408 in Depth = 16 in Gross section area, Ag = 6528 inA2 Ix = 139264 inA4 Xo = 0 in Reinforcement: ===========___ Iy = 9.05564e+007 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 21.08 inA2 at 0.32% Top Bottom Left Right Bars 34 # 5 34 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ===== == Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 103.0 10000.0 *** Program completed as requested 20153.3 2.015 Vo -II y fiG ea ° 504 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered 3olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:09:58 P (kip) 20000 — (Pmax) 120000 My (k ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server51structurallSouthcenter Design -Build GarageslENGAAnalysis\Shear WalIs1PCAtSW-2.col Project: SC Garage Column: SW = 5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 in/in 'Betel =0.8 Confinement: Tied Engineer: SES fy = 60 ksi Ag = 6048 in"2 Es = 29000 ksi As = 36.96 in"2 #c = 4.25 ksi Xo = 0.00 in Yo = 0.00 In Clear spacing = 7.75 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 84 #6 bars Ix = 72576 in"4 ly=1.28024e+008 inA4 Clear cover =1.38 in 12:99:48 Licensed to: Coughlin Porter Lundeen, Inc. SW -2 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections = = s =_ _ == Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. ..:, .,1, s, ....u. • ...........A. .,......,lir. A..-.A.A.,S• 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. General Information: ==========__________ SW -2 File Name: \\Servers\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: =s=====___======____ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ________ fy = 60 ksi Es = 29000 ksi Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 inA2 Ix = 72576 inA4 Xo = 0 in Reinforcement: ____ _ Iy = 1.28024e+008 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 # 6 0.75 0.44 # 7 # 9 1.13 1.00 # 10 # 14 1.69 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 inA2 at 0.61% Top Bottom Left Right Bars 42 # 6 42 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _==_--s Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 361.0 40780.0 45112.7 1.106 *** Program completed as requested! *** y e\it 504 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .boiumn type: Structural Bars: ASTM A615 Date: 01124/06 Time: 12:10:52 P (kip) 18000 T (Pmax) -2000 — (Pmin) 120000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc_ File: l\Server5lstructurallSouthcenter Design -Build Garages\ENGlAnatysis\Shear Walls\PCA SW-2_top.col Project: SC Garage Column: SW t'c=5ksi Ec = 4031 ksi fc Tr. 4.25 ksi e u = 0.003 in/in Beta1 = 0.8 Confinement: Ted Engineer: SES fy = 60 ksi Ag = 6048 inA2 Es = 29000 ksi As = 26.04 in"2 fc=4.25ksi Xo =0.00 in Yo = 0.00 in Clear spacing = 8.00 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 134 5` Rho = 0.43% Ix = 72576 in"4 ly = 1.28024e+008 inA4 Clear cover = 1.37 in vo -17 --• -- r 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. SW-2_top 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 CO 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ===_===============x= ======_=========s======= x---========= Computer program for the Strength Design of Reinforced Concrete Sections ===s=======a= s= ____====== ss Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 12:10:48 Licensed to: Coughlin Porter Lundeen, inc. SW-2_top General Information: _ File Name:\\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: _______===========__ f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 infin Betal = 0.8 Section: ________ Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 inA2 Ix = 72576 in~4 Iy = 1.28024e+008 inA4 Xo = 0 in Yo = 0 in Reinforcement: ======== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (in42) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 inA2 at 0.43% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Cover (in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) = ==-= -_ ==== Pu Muy No. kip k -ft fMny k -ft fMn/Mu 1 0.0 13400.0 27924.0 2.084 *** Program completed as requested! *** Y 384 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:16:05 P (kip) 14000 (Pmax) -2000 — (Pmin) I 1 1 70000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server5lstructurallSouthcenter Design -Build GarageslENGlAnalysislShear Wa1IsIPC Project SC Garage Column: SW Engineer: SES fc=5ksi fy =60ksi Ag=4608 in"2 Ec = 4031 ksi Es = 29000 ksi As = 28.16 in"2 fc=4.25ksi fc=4.25 ksi Xo= 0.00 in e_u = 0.003 in/in Yo = 0.00 in ly = 5.66231e+007 in"4 Betal = 0.8 Clear spacing = 7/5 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 SW-3.col 64 #6 bars Rho =0.61% lx = 55296 inA4 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. SW -3 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 CO 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) =================a============= ===========n------ _--_= Computer program for the Strength Design of Reinforced Concrete Sections ===========----=--- == Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. ("0-'2.,1 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. SW -3 1„;eneral Information: File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Material Properties: =a=ass=n=====_=_===== f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ======== Column Type: Structural fy = 60 ksi Es = 29000 ksi Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 inA2 Ix = 55296 inA4 Xo = 0 in Reinforcement: Iy = 5.66231e+007 inA4 Yo= 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 # 6 0.75 0.44 # 7 # 9 1.13 1.00 # 10 it 14 1.69 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 28.16 inA2 at 0.61% Top Bottom Left Right Ears 32 # 6 32 # 6 0 # 6 0 # 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _ ======_=,______=___ Pu Muy fMny No. kip k -ft k -ft fMn/Mu ___________ 1 211.0 23469.0 25363.7 1.081 *** Program completed as requested! *** y X 41-5 @ li'oc 384 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered � olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:42:42 P (kip) 14000 — (Prnax) I I I 1 1 -70000 fs=0 fs=0.5fy -2000 — 1 (Pmin) 1 1 1 70000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server5lstructural\Southcenter Design -Build Garages1ENGLMalysislShear WaIIs1PCA)SW-3_top.col Project: SC Garage l` Column: SW f"c = 5 ksi Ec = 4031 ksi fc = 425 ksi e u = 0.003 in/in Betel = 0.8 Confinement: Tied Engineer: SES fy = 60 ksi Ag = 4608 in^2 Es = 29000 ksi As =19.84 in"2 fc = 4.25 ksi Xo = 0.00 in Yo =0.00 in Clear spacing = 8.00 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 64 #5 bars Rho = 0.43° Ix = 55296 it04 ly = 5.66231e+007 inA4 Clear cover = 1.37 in 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. SW-3_top 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) =a=a===a = eras=aaaa=aaa a=a Computer program for the Strength Design of Reinforced Concrete Sections ======================ss=========================== __======== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Vim/ 4=/ V V VVLL& V J• V V i VL\ i L[1L11L 1...at11•/1..• Aim, hdr,,,m...14,..11. t 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. general- Information: rO-1G G SW-3_top File Name: \1Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Material Properties: ==__=___=== f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Column Type: Structural fy = 60 ksi Es = 29000 ksi Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 inA2 Ix = 55296 inA4 Iy = 5.66231e+007 inA4 Xa = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) If 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) = 0. 8, phi (b) = 0.9, phi (c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 19.84 inA2 at 0.43 Top Bottom Left Right Bars 32 # 5 32 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ===== == Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 0.0 6000.0 16219.2 2.703 *** Program completed as requested! *** y 456 x 1.6 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:53:28 P (kip) 25000 — (Pmax) -5000 -'- (Pmin) 140000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server5lstructurallSouthcenter Design -Build Garages\ENG\Analysis\Shear WaIIsIPC SW-4.col Project: SC Garage Column: SW Engineer: SES #'c = 5 ksi fy = 60 ksi Ag = 7296102 76 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 45.60 in"2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in lx = 155648 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 1.26425e+008 inA4 Betas = 0.8 Clear spacing =11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ~4'YSW-4 =__===============.�====================== Computer program for the Strength Design of Reinforced Concrete Sections ======- ================== =....-.--= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Lo 101/ ...MI VV a . a..••••to a.e••r.✓ 4a..g a.a .....y •••• •••• avr. 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: _______________===== SW -4 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Material Properties: r_========e========== f'c = 5 ksi Ec - 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: =_===== Column Type: Structural fy = 60 ksi Es = 29000 ksi Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 in'2 Ix = 155648 in"4 Xo = 0 in Reinforcement: ========s===== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 Iy = 1.26425e+008 in"4 Yo = 0 in Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As s 45.60 inA2 at 0.62% Top Bottom Left Right Bars 38 # 7 38 # 7 0 # 6 0 # 6 Cover(in) 1 1 1 1 0.63 1.00 1.41. 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 251.0 40850.0 47235.7 1.156 *** Program completed as requested! *** Y 4-5 eb- 456 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:55:03 P (kip) 25000 T (Pmax) -5000 (Pmin) 120000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. 1 File: l\Server5lstructural\Southcenter Design -Build GarageslENGIAnalysis1Shear WallsIPCAlSW-4 top.col Project: SC Garage Column: SW Engineer SES fc =5 ksi fy = 60 ksi Ag = 7296 in"2 76 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 23.56 in"2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648 in"4 e u = 0.003 in/in Yo = 0.00 in ly = 1.26425e+008 in"4 .i) Betal = 0.8 Clear spacing = 11.60 in Clear cover =1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Vi/£.7/ Vv a iY• rJ.v... 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. Sw-4_top 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ======x===================a=======_======_= __= Computer program for the Strength Design of Reinforced Concrete Sections ============ ========== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. I _, _ _ _ _ _ _ _ _ _- __.. 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. SW-4_top General Information: File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ________ _ f'c = S ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Beta1 = 0.8 Section: =_====== Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 inA2 Ix = 155648 in"4 Xo = 0 in Reinforcement: Iy = 1.26425e+008 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.0D # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 23.56 inA2 at 0.32% Top Bottom Left Right Bars 38 # 5 38 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 0.0 14000.0 23174.4 1.655 *** Program completed as requested! *** y x *1 e 12"oc 348 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered kolumn type: Structural Bars: ASTM A615 Date: 01/24106 Time: 13:01:35 P (kip) 18000 — (Pmax) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server5lstructurallSouthcenter Design -Build GarageslENGlAnaiysis\Shear Walls1PC, SW .c TJ Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 5568 in"2 58 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 34.80 in"2 Rho = 0.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix =118784 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 5_61923e+007 in"4 Beta1 = 0.8 Clear spacing = 11.43 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections ====================== ===____._. ========= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW -5 . J - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. SW -5 General Information: ============_======= File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ==================== f'c =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ======== fy = 60 ksi Es = 29000 ksi Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 in"2 Ix = 118784 in"4 Xo = 0 in Reinforcement: ======_== Iy = 5.61923e+007 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 34.80 in"2 at 0.63% Top Bottom Left Right Bars 29 # 7 29 # 7 0 # 6 0 # 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _ == =========== Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 213.0 22955.0 27785.4 1.210 *** Program completed as requested! *** Y x *-5 e t2` 348 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Lsolumn type: Structural Bars: ASTM A615 Date: 0/124/06 Time: 13:02:33 P (kip) 18000 — (Pmax) -2000 — (Pmin) 70000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server61structuraflSouthcenter Design -Build GarageslENGlAnalysis1Shear WaIIs1PCA W-5 top_col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 5568 In"2 58 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 17.98 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix =118784 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 5.61923e+007 inA4 Beta1 = 0.8 Clear spacing = 11.68 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 va/s.'t/vis I./444V1µu*LL V..v.r - rvasaara.0 uraaura sauuv..ara��..a. 1,3:02:30 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) =__==__==_ ______________===---= = tea Computer program for the Strength Design of Reinforced Concrete Sections =========================== ====== ____ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. i pyv 1 SW-5_top 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. General Information: _ SW-5_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: = f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 348 in Gross section area, Ag = Ix = 118784 inA4 Xo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) 5568 inA2 Depth = 16 in Iy = 5.61923e+007 inA4 Yo = 0 in Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 # 6 0.75 0.44 # 7 0.88 0.60 # 8 # 9 1.13 1.00 # 10 1.27 1.27 # 11 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties phi(a) = 0.8, phi(b) = 0. Layout: Rectangular Pattern: Sides Different Total steel area, As = 17. Top Bars Cover(in) 29 # 5 1 with #10 bars, #4 with larger bars. 9, phi(c) = 0.65 (Cover to transverse reinforcement) 98 in*2 at 0.32% Bottom Left Right 29 # 5 1 0 # 6 1 0 # 6 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) No. Pu kip Muy k -ft fMny k -ft fMn/Mu 1 0.0 5700.0 13502.4 *** Program completed as requested! *** 2.369 • t4)-1? y -F-x 1 t1 4'] Q l'7y et - 468 i 468 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .. olumn type: Structural Bars: ASTM A615 Date: 01124/06 Time: 13:10:42 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. Project: SC Garage Column: SW Engineer: SES t'c = 5 ksi fy = 60 ksi Ag = 7488 inA2 78 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 46.80 inA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix =159744 in"4 e_u = 0.003 in/in Yo = 0.00 in ly=1.36671e+008 in"4 Betel = 0.8 Clear spacing 11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 SW -6 long.coq File: llServer51structural\Southcenter Design -Build Garages\ENG\AnalysislShear WalIs1PCA Y x 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: investigation Slenderness: Not considered l Column type: Structural Bars: ASTM A615 Date: 01124/06 Time: 13:20:54 P (kip) 14000 (Pmax)- 1 1 1 1 1 1 -45000 -2000 — (Pmin) 1 1 1 1 1 45000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server5lstructuraRSouthcenter Design -Build GarageslENGlAnalysis\Shear WaIIs1PC4SW-7 top.cot 1 Project SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 4224 in^2 44 #5 bars Ec = 4031 ksi Es = 29000 ksi As =13.64 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 90112 in"4 e u = 0.003 in/in Yo = 0.00 in Clear spacing = 11.78 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 f Beta1 = 0.8 Confinement: Tied ly = 2.4533e+007 inA4 Clear cover = 1.37 in 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc_ Sw-7_top 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ======================= ____= Computer program for the Strength Design of Reinforced Concrete Sections --------- - - - - - - - - --========= a Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Lo -1-10 t,1/ 4Z/ VV r4.a...V i Ml4LL■ Y.J. VJ LS r.., ...L.'/L/•.a ny/./V.... A.,.• ;3:20:51 Licensed to: Coughlin Porter Lundeen, Inc. General' Information: ==================== c ay c c SW-7_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: __________ x= f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ________ fy = 60 ksi Es = 29000 ksi Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 inA2 Ix = 90112 inA4 Xo = 0 in Reinforcement: Iy = 2.4533e+007 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (in&2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 ## 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 13.64 inA2 at 0.32% Top Bottom Left Right Bars 22 # 5 22 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) $______ __ Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 0.0 1500.0 7777.3 5.185 Program completed as requested! *** Y 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slendemess: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:19:56 P (kip) 14000 — (Pmax) • fs=0 f fs=0.5fy -45000 -2000 (Pmin) 45000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: llServer5lstructurallSouthcenter Design -Build GarageslENGlAnalysislShear WallsIPCA Project: SC Garage Column: SW fc=5ksi Ec = 4031 ksi fc=4.25ksi e_u = 0.003 in/in Betas = 0.8 Confinement Tied fy = 60 ksi Es = 29000 ksi fc = 4.25 ksi Xo = 0.00 in Yo = 0.00 in Engineer: SES Ag = 4224 inA2 As = 26.40 inA2 Clear spacing =11.50 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 SW-7.col 44 #7 bars Rho = 0.63% Ix = 90112 in"4 ly = 2.4533e+007 in^4 Clear cover = 1.38 in !J.L !/ VO Y tutus •a.a,-4 cva. r.,.r..... ......................A...a. ...... -.,.a.,,. .. 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. SW -7 General Information: ======== File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ________ fy = 60 ksi Es = 29000 ksi Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 inA2 Ix = 90112 inA4 Xo = 0 in Reinforcement: __________=___ Iy = 2.4533e+007 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.59 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.40 inA2 at 0.63% Top Bottom Left Right Bars 22 # 7 22 # 7 0# 6 0# 6 Cover (in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ______________======____===========_= = Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 228.0 12691.0 16612.1 1.309 *** Program completed as requested! *** y 504 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slendemess: Not considered ..olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:25:22 P (kip) 25000 — (Pmax) -160000 -5000 (Pmin) 160000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1lServer5lstructurallSouthcenter Design -Build GarageslENG\AnalysislShear Wei!MPG SW-8.col Project: SC Garage Column: SW Engineer: SES f'c = 5 ksi fy = 60 ksi Ag = 8064 in"2 84 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 50.40 InA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix =172032 in"4 e_u = 0.003 intin Yo = 0.00 in ly = 1.70699e+008 in"4 Betel = 0.8 Clear spacing = 11.33 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. SW -8 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ______--= _ =======s============= == Computer program for the Strength Design of Reinforced Concrete Sections ======================= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. general'Information: _=_============ SW -8 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: =============m=====_ f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ======= Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 inA2 Ix = 172032 ie4 Xo = 0 in Reinforcement: Iy = 1.70699e+008 in -4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (ie2) Size Diam (in) Area (ie 2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 50.40 inA2 at 0.62% Top Bottom Left Right Bars 42 # 7 42 # 7 0 # 6 0 # 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _ _ _ � __= 5 Pu Muy No. kip k -ft fMny k --ft fMn/Mu 1 405.0 47465.0 59895.6 1.262 *** Program completed as requested! *** W-97 y 504 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered ..olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:26:18 P (kip) 25000 — (Pmax) • -5000 — (Penin) 160000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server5lstructurallSouthcenter Design -Build GarageslENGAAnalysis\Shear Walls1PCA Project: SC Garage Column: SW fc = 5 ksi fy = 60 ksi Ec = 4031 ksi Es = 29000 ksi fc = 4.25 ksi fc = 4.25 ksi e_u = 0.003 in/in Beta 1 = 0.8 Confinement: Tied Engineer: SES Ag = 8064 in"2 84 #5 bars As = 26.04 in"2 Rho = 0.32% Xo = 0.00 in lx =172032 inA4 Yo = 0.00 in ly=1.70699e+008 in"4 Clear spacing = 11.58 in Clear cover = 1.37 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. =_= = 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 CO 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ========_=__==_====== Computer program for the Strength Design of Reinforced Concrete Sections _--= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. SW-8_top 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. SW-8_top genera. Information: File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: == __________ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 in"2 Ix = 172032 inA4 Xo = 0 in Reinforcement: =__ Iy = 1.70699e+008 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 inA2 at 0.32% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 0.0 15951.0 28300.9 1.774 *** Program completed as requested! *** w --56 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Shear Wall 6 Revised Calcs COUGHLUHPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING , evIieo Bkv- (o Wolf Se.51114 Load s S kit= 23a € 2„cf ,C ,,e 15c.z.k e kocofi K4c af)—EO Sirtt✓Ati . lxfGiic,eo,n/G, l -c>1 1,) 1J' I5oz! Otte- 14000 I Y s 1502` :?ff e,,&IA voNA- 11/411% Cli0001(1 Ys �3 " U L zs YofZ -50v, t.1 bP n •14 DeS1G.tM M 40, 7&" 12, q� Project: 96. 6rLru q G Project No. Designed By: Se Date: 2- 2.77 -- 0 Po Client Checked By: Sheet R-1 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • is 2061343-5691 Shear Wail Vertical Loads Floor/Roof DL 105 psi Roof LL 65 psf Typ- Floor LL 40 psf 4" veneer 45 psf Garage B 12.e v S•t H1C+0A L c/r Pier SW Level Floor tit Wall Length Trib Area Wall Thk Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (94 ft) (in) (kips) (kips) (lops) (kips) (lops) (lops) (kips) 1 6 Roof 12 50 300 16 32 27 120 152 20 152 20 2nd 18 50 300 16 32 41 180 212 12 363 32 Pier SW Level Floor Ht Wall Length Talo Area Wall Thk Dead Load Veneer ft) M) (mss) (kips 2 6 Roof 12 11 �� •�- -�" iw „1 18 28 Self wt. Total DL LL Total DL T L Ps (kips) 26 53 16 53 16 26 11 Ir. • Pier SW Level Floor HI Wall Length Trib Area Wan Thk. Dead Load Veneer Self wL Total DL DL o ti LL (ft) (ft) (srl ft) (M) (kips) (kips) (kips) (kips) (kills) (kips) {kips) 3 2 Roof 12 42 1812 12 169 23 76 245 105 245 105 2nd 18 42 1612 12 • .169 34 113 283 64 528 169 Pier SW Level Floor HI Wall Length Trib Area Wall Thk Dead Load Veneer Self wL Total DL LL Total DL Total LL (ft) (ft) (s4 ft) (in) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 4 2 Roof 12 42 1612 12 169 23 76 245 105 245 105 2nd 18 42 1612 12 169 34 113 283 64 528 169 Pier SW Level Floor Ht Wall Length Trib Area Wan Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sq ft) (kr) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 5 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 620 16 65 28 122 188 25 334 55 Pier SW Level Floor HI Wall Length Trib Area Wan Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (s4 ft) (in) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 6 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 620 16 85 28 122 188 25 334 65 Pier SW Level Floor lit Wall Length Trib Area Walt Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sq ft) On) (kips) (kips) (kms) (kips) (kips) (kips) (kips) 7 8 Roof 12 42 1550 16 163 23 101 264 101 264 101 2nd 18 42 1550 16 163 34 151 314 62 578 163 Pier SW Level Floor Ht Wan Length Trib Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sa ft) (m) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 8 7 Roof 12 22 920 16 97 12 53 149 60 149 60 2nd 18 22 920 18 97 18 79 178 37 325 97 Shear Wall Footing Pile Design Forces !-- Cr) NCC) CO Cl CO CO N O N F x W 0 + X C1 O N co C) CO Cr) .- r� CC) C) CO CO N to o0 e') N to CC) [D N LC) d LC) Nco co LO C7) CID La I ) CO CO N CO Cr) CV N Cr) (Ni N CD CO 0 01 r CO O ,-G CO CO OD CO N. CO CO N N 0 '�Y LO [� 0 Cr oy CA a) (J -4-C'1 -4-Q f T T N N r T N 0) CA ^ dr N a0 C) e- N ON $ CO CO Cr) �- CO N 00 Cr J Shear Wall T T C) N V LO CO N N CO CY L() CO ti co LC) LC) T CO CO ti CC) CO Cr ti CO CO CO Cr N X y N • CO tC) LC) CO ca t() 11) 00 h c:3 0 Cn T • cOCOOCDCO + x _ co 0 J (4) coco (4) CO C1 N rn 0 Shear Wall Horizontal Reinforcement Date: 2/28/2006 fc = p: ._;w_ psi Av = in^2 Story Pier Shear Wall ROOF Grg A P1, P2, Grg B P5, P6 SW -1 2ND Grg A P1, P2, Grg B P5, P6 SW -1 psi Eng: fY = 60 ksi 0="6 thk Length rho Vx phi Vcx (in) (ft) (kips) (kips) 16 34 1250 554 16 34 803 554 req'd spacing (in) 18.6 51.9 2ND Grg A P4. P8, Grg B P4, P3 SW -2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 26.6 2ND Grg A P3, P7 ROOF Grg A P3, P7 2ND ROOF Grg A P5 Grg A P5 SW -3 12 32 981 391 SW -3 12 32 490 391 20.6 122.9 SW -4 16 38 1525 619 15.9 SW -4 16 38 1124 619 28.6 2ND Grg A P6 SW -5 ROOF Grg A P6 S -_ 2ND ROOF 2 ROOF 2ND ROOF Grg B P1 Grg B P1 Grg B P8 Grg 8 P8 2ND Grg B P7 ROOF Grg B P7 16 29 964 472 16 9 474 472 22.4 SW -6 16 50 2380 815 12.1 SW -6 16 50 1502 815 27.7 W-6 16 • SW -7 16 22 628 358 31.0 SW -7 16 22 123 358 SW -8 16 42 1755 684 14.9 SW -8 16 42 1329 684 24.8 R.E\►5E.13 W#wS Ali LOADS R-9 y 600 x 16 in Code: AC1318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered jlumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:34:36 P (kip) 30000 — (Pmax) -250000 -5000 — (Pmin) 250000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. 1 File: P:ISouthcenter Design Project: SC Garage Column: SW fc=5ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 inrn )eta1 = 0.8 Confinement: Tied -Build GarageslENGWAnalysis\Shear Walls\PC4W-6Iong.J Engineer. SES fy = 60 ksi Ag = 9600 in"2 Es = 29000 ksi As = 60.00 in"2 fc = 4.25 ksi Xo = 0.00 in Yo =0.00 in Clear spacing = 11.30 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 100 #7 bars Rho = 0.62% Ix = 204800 in"4 ly = 2.88e+008 in"4 Clear cover = 1.38 in R-5 VL/40,40 p IILLA V .O. - CVILL L!%L.V 1 Via+•1+J& .& i JV\.1AL1Jii ;2:34:27 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) e=Y================== == Computer program for the Strength Design of Reinforced Concrete Sections __== 3_.== a===== Sae===== === Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. rdyc .1. SW- 6_long ...., ..... f ,.., p. , a nuuv4... LZ &.L Jati 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. generat Information: s � File Name: P:\Southcenter Project: SC Garage Column: SW Code: ACI 318.02 Run option: Investigation Run Axis: Y-axis Material Properties: =...1=211.121i========== ray= SW-6_long Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-6_long.col f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal 0.6 Section: ___ Rectangular: Width = 600 in Gross section area, Ix = 204800 inA4 Xo 0 in Reinforcement: _============= Ag = 9600 inA2 Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 Confinement: Tied; #3 phi(a) = 0.8, phi(b) 0.11 0.44 1.00 2.25 Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es m 29000 ksi Depth = 16 in Iy = 2.88e+008 inA4 Yo = 0 in Size Diam (in) Area (inA2) Size Diam (in) # 4 # 7 # 10 # 18 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 ties with #10 bars, #4 with larger = 0.9, phi(c) = 0.65 Area (inA2) bars. Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 60.00 inA2 at 0.62% Top Bottom Left Right Bars Cover(in) 50 # 7 50 # 7 1 1 0 # 6 0 # 6 1 1 Factored Loads and Moments with Corresponding Capacities: No. Pu kip Muy k -ft fMny k -ft fMn/Mu 1 254.0 *** 61000.0 80126.7 1.314 Program completed as requested! *** 0.63 1.00 1.41 0.31 0.79 1.56 (see user's manual for notation) y 600 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered JIumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:35:57 -250000 P (kip) 30000 — (Pmax) -5000 — 250000 (Pmin) My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: P:1Southcenter Design - Project: SC Garage Column: SW fc=5ksi Ec = 4031 ksi fc = 4.25 ksi e u = 0.003 infin ieta1 = 0.8 Confinement: Tied Build GarageslENGlAnalysis\Shear WaIIsIPCA W-6_long_top.col7 fy = 60ksi Es = 29000 ksi fc = 4.25 ksi Engineer SES Ag = 9600 inA2 As = 31.00 inA2 Xo = 0.00 in Yo =0.00 in Clear spacing = 11.55 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 100 #5 bars Rho = 0.32% Ix = 204800 inA4 ly = 2.88e+008 inA4 Clear cover = 1.37 in K -S U412U/Ub pcacolumn v3.bS - euxTbANu C iiSN'i" AbbUL'LATIVN 12:.35:54 Licensed to: Coughlin Porter Lundeen, Inc. ===== 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ====== ======== Computer program for the Strength Design of Reinforced Concrete Sections __= a--= _ _-- Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. rage 1 SW-6_long_to VL/A0/ VO 1.0%:=4ViUlIU1 V Z. .OJ - 'V LI. lylyiUL t.r.i•111111 J•10,0V41!t1J.V14 12:35:54 Licensed to: Coughlin Eenera. Information: a = File Name: P:\Southcenter Project: SC Garage Column: SW Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: =_aa=====s= Porter Lundeen, Inc. rage L SW-6_long_to Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-6Along_top. f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ======a_ Rectangular: width = 600 in Gross Ix = Xo = section area, Ag = 9600 inA2 204800 ia`4 0 in Reinforcement: ============== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 2.88e+008 in'4 Yo = 0 in Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 31.00 inA2 at 0.32% Top Bottom Left Right Bars Cover(in) 50 # 5 50 # 5 1 1 0 # 6 0 # 6 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========_==== No. Pu kip s ==___=====v= ==== Muy fMny k -ft k -ft fMn/Mu 1 0.0 18000.0 40103.9 2.228 *** Program completed as requested! *** COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL. AND CML ENGINEERING CORPORA11ON Miscellaneous Calculations COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 13121 aaa esr, skovrzs t 'ui .Pu.4r A. 134«910G B W►,�, 14' S1°p+U as' A Jr- Zo 4o PrL E!-11‘461Sr-s, L4s oS S%1 fgr.ort.ok W+bn1 30i '60214 1S1 A - 7 .4S Sr2 Go...;�rou5 2-e PE.X- 3� 2�z�catic. k115101,= Sa ps Wy=404'Z5--tS= 7Dr C MIS spm 111-6" 1-14 -- 1.5' ac.. °i4= 7.5' 640rLS`l = Aet.9,1 x Lt. r 'Tea pig 1N, - 7•S'(54-504-0 =5Zo3rf I,Zz G75ft(- vim,,„ ww = 14ss IUN= 61 `)(W):= t4Z'' Protect Designed By: TE --NA Date: Z- Project No. Client Checked By: Sheet M -, of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98f 01 • P: 2061343-0460 • F 206/343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Fat, VI Z?( 1`t 71=-Y 0.+jr �i dor-or-i2 S_4174. 111 Amici IS c.SS('1 10) a Fat. IZ-V 04, vty `ziejGi 7 142% EQk=2'7�� 2FZxi VI = x. t Z2 -sr) 5 Use11 = Z. x 1nff roc b€freitS �,t„ e. 200 F r 'I Pr,# -t L.4wie Tag 15� Nin 1$ x(.{orZ)`g7jp11" L 4 -7S-5 0.0-- Epp I w0 = is 6-+50 + s) = 4370 1-2002- )01C)01- 1� = (1.04S.V1-5)c (oro t1 IosoFE2 c A3Z M5 Uli2k) . lel x -708..3 -, kJ_ Ll! ' 13 .(s L Proj6ct So�TM,aar-rec_ Designed By: Sir.` Date: 2-? -0 Ca Project No. Client Checked By: Sheet M -a_ of 413 PINE STREET • SUITE 300 • SEATTLE, WA 99101 • P:206/343-0460- F:206/343-5691 COUGHLIPIPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING itA �ri42vJ ZS` MtSc S P o 3 4t E 13 W,= 11 • Wg = 13 So SEt�f+t� 1niE.l4.+1 \1111= 7 -24 -c -f1-2 r 7( r5C e 1c00 A tir1( WEcc, wr W - 'VAS x 13` . 30 S .4 s- Zo K -s``{ ,� � yEs = -' 7 '� .c e w' Asa 'rorect v ✓ rvl NTNG._ 'roject No. Client Designed By. Date: •e—z Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F. 2061343-5691 Sheet M -3 of COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Additional Structural Calculations -Submitted with Foundation Permit PIan Review Responses - for the FILE COPY ran Westfield Southcenter Parking in Structures FSI Architects 4-11-06 S05-1622-01 EXPIRES 7/25/07 Prepared by: Tim Mealy Seth Stapleton Do*, 012 REVIEWED FOR CODE COMPLIANCE Aoeonupp MAY 1 1 Z006 City Of Tukwila RI ITI nnrTcinN .,0415 r),co otos n 12.3.4.1 Conditions Where Value of p is 1.0. The value of p is permitted to equal 1.0 for the following. 1. Structures assigned to Seismic Design Category B or C. 2. Drift calculation and P -delta effects. 3. Design of nonstructural components. 4. Design of nonbuilding structures that are not similar to buildings. 5. Design of collector elements, splices, and their connections • for which the load combinations with overstrength factor of Section 12.4.3.2 are used. 6. Design of members or connections where the Load combi- nations with overstrength of Section I2.4.3.2 are required for design. 7. Diaphragm loads determined using Eq. 12.10-1. 8. Structures with damping systems designed in accordance with Section 18. 1,2.3.4.2 Redundancy Factor, p, for Seismic Design Categories D through F. For structures assigned to Seismic Design Category D, E. or F, p shall equal 1.3 unless one of the following two .conditions is met, whereby p is permitted to be taken as 1.0: a. Each story resisting more tha>i 35 percent of the base shear the direction of interest shall comply with Table 12.3-3. b. Structures that are regular in plan at all - Is provided that the seismic force -resisting systems consist of at least two bays of seismic force -resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting more than 35 percent of -the base shear. The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times tate length of shear wall divided by the story height for light - framed construction. TABLE 12.3-3 REQUIREMENTS FOR EACH STORY RESISTING . MORE THAN 35% OF THE BASE SHEAR Lateral Force -Resisting Element Requirement Braced Frames . Removal of an individual brace, or connection thereto, would not tesuit in more than a 33% reduction in story strength, nor does the resulting system have an extreme torsional Irregularity (horizontal structural irregularity Type 16). Moment Frames . Loss of moment resistance at the beam -to -column connections at both ends of a single beam would not result in more than a 33% reduction In story strength, nor does the resulting system have an extreme torsional irregularity (horizontal structural irregularity 'type 1b). Shear Walls or Wall Pier with a height -to- length ratio of greater than 1.0 Removal of a shear wall or wall pier with a height -to -length ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% reduction in story strength, nor does the resulting system -ve an extremctorsionatI i ri 1b- -- (horizontal• structural irregularity Cantilever Columns . Loss of moment resistance at the base - connections of any single cantilever column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extreme torsional inepularity (horizontal structural irregularity Type lb). Other No requirements• 126 12.4 SEISMIC LOAD EFFECTS AND COMBINATIONS 12.4.1 Applicability. All Members of the structure, including those, not part of the seismic force -resisting system, shall be designed using the seismic load effects of Section 12.4 unless otherwise exempted by this standard. Seismic load effects are the axial, shear, and flexural member forces resulting from ap- plication of horizontal and vertical seismic forces as set forth in Section 12.4.2. Where specifically required, seismic load effects. shall be modified to account for system overstrength, as set forth in Section 12.4.3. 12.4.2 Seismic Load Effect. The seismic load effect, E, shall be determined in accordance with the following: 1. For use in load combination 5 in Section 2.31 or load com• - bination 5 and 6 in Section 2.4.1, E shall be determined in accordance with Eq. 12.4-1 as follows: E = Eh i- E„ (12.4-1) 2. For use in load combination 7 in Section 2.3.2 or Load com- bination 8 in Section 2.4.1, E shall be determined in accor- dance with Eq. 12.4-2 as follows: E = Eh - En (12.4-2) where E = seismic load effect Eh = effect of horizontal seismic forces as defined in Sec- tion 12.4.2.1 E„ = effect of vertical- seismic forces as defined in Section 12.4.2.2 12.4.2.1 Horizontal Seismic Load Effect. The horizontal seis- mic load effect, Eh, shall be determined in accordance with Eq. 12.4-3 as follows: Eh--PQE where QE = effects of horizontal seismic forces from V or Fp. Where required in Sections 123.3 and 12.5.4, such effects shall; result from application of horizontal forces simultaneously in two directions at right angles to each other. p = redundancy factor, as defined in Section 12.3.4 12.4.22 Vertical Seismic Load Effect. The vertical seismic. load effect, E,, shall be determined in accordance with Eq. 12.4-4 as follows: Em = 0.2SDSD (12.4-4) where (12.4-3) • SDs = design spectral response acceleration parameter at short periods obtained from Section 11.4.4 - D = effect of dead load fd. EXCEPTIONS: The vertical seismic load effect. E.,. is permitted to 1>e' taken as zero for either of the following conditions: 1. In Eqs.12.4-1,12.4-2,12.4-5, and 12.4-6 where SDS is equal to or 1110 than 0.125. - - 2. In Eq:114-2 where determining demands on the soil -structure interims: 12.4.2.3 Seismic Load Combinations. Where the prescribe seismic load effect, E, defined in Section 12.4.2 is combined put the effects of other loads as set forth in Chapter 2, .the following; seismic load combinations for structures not subject to flood" atmospheric ice loads shall be used in lieu of the seismic los combinations in either Section 2.3.2 or 2.4.1: of foundations. ASCE 7.O A-1 CO CO ti N CO CO N N J CO CO T... N co e') L17 L(7 477 to LC) C7) to L() NNNNNNCCVV N 0) Nr; ��t' 4nco N CO CO 0) 0) CO N CO Lf7 N- CO N N N N CO M COCO CO CO N COV C? Si ri C7) a) 00 LO t0 O) LO N N g •V- LC) CO Lf) C]] LO CO r V` CO r N N N N N N N N O O I-- [+7 r ti CO CO CO CO N LC) CO CO N LC) d M -4- a) co O O cLD N N N N N NN N oc.6LCLf) 0O)N-(0 Nr cr) CO ct O f� CO N N N N CO N N L Cr) CO LC) u CO Lf) LO CO to In co r r' co co co CC) M CO N N N N N N Shear Wall Footing Pile Design Forces • N N CA 00 O M r C17 O CY) M CO CO r ti 00 G? N N Fel L)- 1� O 4- o v CJ) t7'1 N N r N O O) E • C 2 U7 Lc) ti ti CO CO C7) C7) 00 00 00 . r r r r N t N � CO co M-4 CO N M J Shear Wall a) fd EL`- N M LC) CO 1+ CO 0 r M N d' 477 M N �^ O N N V N N N 4- LC) co co N J CCI CO C0 N N r r 00 P-- 03 m .L CO 0 Q) L CU - d '4 4S) (.0CO fl N- 0 2 - • U1 W Ir v S.) V COUG H LIN PORTERLUND EEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING wi/ Gw;cl O [ GArQle A 6n` ® e Gare 1-11 na''3e rs-pcf 11 3 4nP s II I 4; zs Lo" Fo- ort -t S fi Qtf . % A -S - AsrG3(of /:05 C j. 2 r'„ 9 1A..e.ck 'Xs r'et f et = 22's 61‘ ;1- • ew s) [� = nr7s' t7,7S (%o) (1.01 72" 0•5o2 -11A7" s USA- IMtth, d•t' (-2.-) 5 Do v."0 s Project (.. Designed By: 545' Project No. Date: 4-)a_6 Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F:206/343-5691 A-3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 4/10/2006 Time: 2:38:41 PM File: rampwall 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP ramp wall 2 - MEMBER ELEVATIOI9 [ftj 28.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 46 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max [required provided 6.2 Bottom Bars 0.s 0.9 1x 1.e max 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing fin] 7.2 User selected • Bar Size # Legs: 7.3 Required area iln2/f] i� 0.00 As rpt �d Z1 0 0. 0.04 0 a .08 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI = 3 ks1 fy = 60 t 9.2 Rebar Cover. Top = 3 in Wirral) fy = 60 ksl (shear) Rebar Table: ASTM - US Customarybars(Non-redistributed Moments) 1 A iSue~! S 4.4t ccrft ti -2¢.1 s LevTQf Q i i A Q be col" 10 - DESIGNER'S NOTES MOAT 6914'1100 0-110=1133a1,3136.3300 r0f30200 44001 1713 0551aIda ar.d. 43.10. 41, 145,4.1 CLty, 0011500,30. 03111 Hoed at beth aR2. ...13031150) 111.310.4 0 1Roar and, 01 . 0.r m3 laic. - .... aid,..* -• .-.. 0140.7 .--1445 111:11171--•• 01431110143111at3R W. 015418 .1 fu !ed 1 RAY mar a= aim max nee. loft 01044 03ad .4 0.00 460, 0311.0 with sorat1441 03114y at Lar da., .. - 0 -1 2 3 4 5 i 7 4 f-• 1 ,3 .10 513.3 33.11 .334 13.15 Vete. I AMPS -1M 3.3 1e2233an ya 37100.31311403/.4" 3351 f•• amwr11...0...3 1 7.011*. 4.30 14I03 )Arm-913-93/IBC-3} 1 1 13137 1741111100 - 11130104.1 44040t• 0.111.4. 54700. { [ 1731 Pond/ado mood, welt. 220, FR,byd e1 y r.11foraia I .- 5.1 40,1401 MEI 2.3 40(44* 11x9J TO 12 -001 PL..., 11!61]0.-1400, 713, (,30(144-1070 I 1 B i11 By 040304x403 0. 000.., 3= .Le.. 0114./(1x0.1.8 44230.04 1Nes =Lap1 3 43 3A 15.7114 04 07441 153,00330 00 , fpr 1•,1405 At 71. 113 0.0• 0 (10.111 031.1-00 5.4.50 4.1- 1 4310 60 .0- 0 D1tt.IIS 7110, ragman 00 3 3.10 ,00 .00 .no .01 ,o • 02005 717011. ar garage sop 0411 0-L0I4T app LI5D Loan a. 1-050110E 001105 1301101700/ 370111711113123. . OUT I0*a U • P . TIAL 4x13011 057IDg004 •t so dap, 2es mo w1L1.. 0300.40 p.l 3. • Llys LOAD • m�{S01100 0 . .PPG/10133 400121107 LL- Lm lab ,*0. 4 Ir..p1111 1.10335-10 lr3,10103- 114.15 00 03.1a71e77-31 000 0311413(0,.011 1113.000 Dal 03 100x01±17 Irmo ... To 1 (M ore ...AL) Total 00 4034 010* lector for d.elr52401. 100' 1124/101A1.4 2.0. 1134 MRO TM 3/11.1 1 ft ft 1 I1-11 r A ...01) 1/10 1 1 1 1 i . T •... --- -} - o a 5 a 14014 ail 5 F a 11111.71 0311111 19000100911 =3007 100.11 1 L Y .S4 41.11 .100 ,a1o011ud .. 11.39D • 1.1034 x1, REIMS 100.30 poL .001 11..0 .030 1 10 Y .04 10.00 .041 10.1 010.440 =MOW 300011 11-011 03113715400017, Talo 0004042 00.00 001 130V ddopo* .- -- 0151• 1414144 00..4 .0 toy 1.00 (4 512LI max 4133 mar •i* 112 min 11/3344 eras .0 =Isom 5.00 .2 1.1 - 5430114 0 0.0f,35. 31 1154.5 420137 "Pea 31,700 SO 010214/1034 1 ,00 0367 111.03 142,12 .00 03,07 MUMS 0070 5 144, O 101001031 ware Ba 1d,.1 01 1m.tL wr ••07111 L For v®® 1!0..1151 Slang* rid= cenaiderati3 739 O 50.0010. flange 011013 i.plau031303 5,1300 141-322- - 1• 7 41-215 -137 U7 n10x 111T 231P4f11 )2110.21, 1 COM. or 421=. 1 7000! 1051 MAW ev21 373 3,040(0/11) 1 bft or 11-31 1 ( 1-11 0 3e -1 3 3 a f t ] 1 • . Sara at .,405..r1 1 1 v 10.3 1041035 14[704 10.1 PPP= 4414 3530070 10-311 1 1 12 .005 10) .-- Login 001.E --• .-- 0104 column --. 5541. 3a3eg=44 11154100 04444 004 Nem 131 11.4 do MLR .L 1 34 ST 1 14,11 .B0 0d 1 11.11 u .10 .41 .10 .0/ -.14COLAT14 3117100 elac. 0117208 11-11 ILD 17151 4.1 Per =Lifer. soma .18 ,a0131areta ollY ..".`•-•�•-....•.o.• ROOF ARM I 1, 40 Pope 3 10..54.111 1x117.1[ 7. 1.50 10.3 43 1 1. 31. 033 0.00 .ot,o.i*. b.Ymd ,.,.a rp11Sr340 13.00 43 ACI -01-1 ] 1 4 a, W 02® r. Matt011.1barred wham ra4o1r0d 12.00 10 1 040.00 .11117.105 91.01 15.00 1.1.1 013101401. PPW ma 07 11117001 13000 Fete, U.1•11 00 03101 - 7004-1. *Tar. ••- . 0p01/Ca04i1n00. La Fmrm1fm4, e.. alit 4.2 1 rl1 tap !I I I ▪ 01 i Two= 1 011144 1 Err 1447111.111 11.1.2 TOP 21001, 411,0[1041 AT 010.0413 101751 A110. A7 011-BP111 A 11 101107.1 51031 2113711 .121=131.1 01413. 11.431.11403071 1.01 stat lin-11= •11Isr160.710.3• --. )11-51 -- 0011,. 1211 --. 8 MI Se 1 10 L 1 L 1a 1 3. 3. 1 10 1 1 011 1 ULT 103.1 2313 IMO. 1 MS 0a1 = 15 1.01 • 5117 1 1---•4 ! ! 7 ! !-YO----il 1] 11- ••1 ] ] 1---! ! 7 0 /--10 11.0- 3 i 24.00 3.00 41,01 114.09 4.00 .31 .15 ,SO 1 0 .PPI 1 oro 3.111 . ! ! . 20'-0• 0040 4 Ir..pr.11/0105/00 7. 4.00 AM, 1.11:0013031 3 2 - 30/F 1 11.1.0 000 *130 4011003010 A7 500057. 100154 11101. AT 1342503171 G . Catllmx 3 . 7r0a40Lr .4110 IL•31 001131[1 T-• Ifa•11 -- 51113151 -•- 1 . 7 m 4ar.re.2 L a11eim 0011S I MS 141.1 = *010 1400051 i tris NMI •00 aro 02302311 .set 3 1 4 - ! ! 7 a • so 11--- 4 - 401•1 .2all r 30 1 •••¢01.77. 7 .4.111 ..111. u• Top •nTf.t• t4 r.f.ra Ol 113. !- 0 1* o h n 4 b 0 0 1 1. 7 , .081071.11 3.1.1 131142170 Drop ma Or maroon RA53 ARA/ 1 1 0 110000,0 I10-311 . . 5.3 30*1 x18110 (5) • 1004[[04 .30T1 015 0(11• .1e.p. 0101• 1111) 00)0) 405. 4 (raappeUl A3a3710 1. 4,001e[ - la --11 1 4 5 4 42 a 1 ,0. 17.46 .01 -u-.a 1143 71.00 0.3 **17047 41071 ATP 05000. 103* set.. • . Painarllaa goon.. Mm --1 L 11.3 . t.1 544334 121 • .- 5.1 41144103/00 (1.001 • lane wla4•---Upper .31wx .09 103001 • 143121 0414440 Pep [002210 2 11.11 .01 .30 rpm more 1)004) 0 pc. 1132*! 0 44 PGP in 01 13 43It 43 L --1 ] ] 1 f . i . l-1-- .02 • 111 .05 .0000 1 (11 4- 1. 1 7 1 0.01-0 1100 i Y SO. 4 A 1 a o 7 r 0 11 .a0 .02 1 .4. all .80 1 .00 fie •0,3 41014 1044.7 40.51713 cocas 10.1 •-- 0.1 0 1 3 1 L o g o Orta 3133010 14-111 .✓N 035 .0010 111 • 1 .037 111 I 1 .00 .001 1 .00 011 1 .10 .00) 11.1.0 77(44 011130 or 0.3.0 . 101.4 ]6 1110100 . pal Metal O 30.. 043144 13.000 LLL. soder 0.31.7•=1•=151.• 31±31110d 0.018 e Ugh= •rba m -3/01, .r 1 0. 10•10001004=10•10001004=m1.]1.0. 02 .0100.a.1 fez e0 lgto 110.030 1.da,31,4 a am 1) • of 0.1. ear Rol, 4.eR •14120 ..•0 of 400 end. O 0144 1 . ,04 c.l11110411.0 100 larger. =mbar of W0 14302 ander e.lem 0 la 1 2*8 5..141.r art. e1 bar 0.4.0 calm= 7 ...a144 ., 16101.3..43 larger. I07. - 7 A _yhELI 1 i s^ o 1 nN�wwannn COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Structural Calculations for the rite`41p Westfield Southcenter Parking Structures ^ns. (Building B Permit Response Phase 2) FSI Architects REVIEWED FOR CODE COMPLIANCE d nnonticn AUG 1 7 2006 1414 City Of Tukwila BUILDING DIVISION 5-25-2006 S05-1622-01 EXPIRES 7/25/07 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae XXo-'O1i- 9j t'L L COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Grid( L.0.1 eve.) z /)L = otif L L =zitps f t�ll1: _/1.-a" 51A6 lZea • LL = 0,s-1 kki. A b a dt' t6 ` 6 z.' 6t OLE /o6 k pi, Si LL=604 Lt ta4 6ri 4 /7 Leel . DL/ups$ E Slab rre44.h:)...: DL = 14l% LL' 0.//k/4 4074 61' Z;, 62.' az Project ,O1444ce ier• 60r4ve Project No. Designed By: Client Checked By: Date: S/ZZ/06 Sheet .Z7Lbf 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F. 206/343-5691 5/23/2006 12i33:41 PM Level 2.Cre ABAFT CORPORATION 31•11133C'f5RA0 CONCRETE 43000ARE 606130 1733 NOodeide EMMI, Suite 220, Redwood City, California 94061 AOAF'r-PT FOR P09T-760 000ED 440020/sLAa hare$ Versieo17,10 AMERICAN (ACI 31S-82/ISC-03( ADAPT CORPORATION - Structural Concrete Software System 1733 NCod0ide Shed. 6UlLe 220, 2.1.0.4 City, California 94061 Phone.1(550(306-2400, 2021 (6561144-4619 mail: 5upport0A0apteote.a. Nth cite) http://ow,Adap0900t.coe Deem AND TEAMS ➢P Pk013e0NlOINCUTTON: Noy 23,1006 At rime; 4;12 PROTECT FILE; Grid L.a Level 2 PROJECT 7070.0; 6outheenter 11.61age Bldg A Maid L.3 Level 2 1- USER SPECIFIED.01age Bld 0051031 PARAMETERS CONCRETE: 67RE03211 at 26 days, for 125x03/S(AES 5000.00 *Si for COLUMNS 5000.00 psi 110001029 OF ELASTICITY for TEAMS/01A135 4031.00 ksi for MAP= 4031.00 kei CREEP teeter 301 dcfllrt i:ane far BEAf6(RIJ186 ].OQ CONCRE1E NPSOtf7 l NORINL TION 078696 MAULS (multiple Of (f:cl1/21 At Top 3,090 At Botta 1 x,010 COMPRESSION 617888 limits (multiple 01 (f'c11 At all loe51LOne l .450 5017.PORC5400r: YIELD Strength 1 60.00 ka1 Minima Covet et TOP 1 1.50 in Minimum Cover et 007050 I 1.50 in 31070-7300010461715: I SYSTEM i 0113301IDE5 Ultimata strength of strand 210.00 kaf Average effective etreselia strand (final/ 175.00 kei Strand area .153 in'2 Min CDS of tend., Erin TOP 1.75 in Pegs 3 P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 21Permit ResponselGrid L.8 (arid L.0 Level 21 ACL1Pr-Pr V- 7.10 ACI -02 1 Min COS of tendon from BOTTOM for INTERIOR spans„ Mia COS of tendon tea* 0071044 for 8[1$11100 •pane,, MSP average preco.pre.aios Max spacing between etradde (factor of Blab dept/ Tendon prefile type and Support widths. 1.15 in 3,25 in 155.00 pal 4.00 (ase section 91 ANALYSIS OPEIOI10 DBE.: Structural 373tee BEAM (bent of Inertia over o.lppott is -- 1.5.02ENSES 9400!0[4 REDUCED 00 face Of 3NPpgrt YE! Limited pl3ltificati0n allowedl0GNenta redi.tribstedl No Effective flange width n¢nlideration YES 001.etive flange width J.9511mantatlm I•etbod ACI -111 1.103107 01301•137111 2,1.1 PRi001IPAL SPAN 035TA or UNIFORM /Puma 6 91 1 31 O1 1 A 01 0.30003'61 Nm1E N M1 ft 1 10 13 14 1 • 61.00 16.00 • 62.21 4 00 16,03 26.00 16,00 4 4 62.00 16.90 4 4 12.00 23,00 LEGEND. 1 - SPAN r:ara c - cantilever 1 TOP IBOTTOW:IDOIi! 1 1 FLAME 1 FLAME 1 REP 1 MULTIPLIER 0EP111 width Chick.' width thick.111EI0RT1 left right in 1 in in 1 in le 1 io 1 6 7 1 9 10----11 35-00 100-00 5-00 17.50 20,00 35.00 .50 .50 35,00 1.0,00 5.00 17.50 20,00 35.00 -50 -40 35.00 160.00 5,00 17,30 20.0a 35-00 .50 .50 35.00 100.00 5-00 17,50 20,00 36,00 .50 .50 15.00 1.0,00 5.00 11,50 20,00 35.00 .50 .50 3 - FORM 1 - Rectangular .eetiOn 2 • T or Inverted L sweeten 3 • 19ectLGn 4 . E05000.d T or 1, Me0tloo T • J414t e • Waffle 11 - Tpp .urfaaa to reference line 2.1.3 EFFECTIVE 511110 DATA OF UNIFORM SPANS SPAT Page 3 aYFLCrIVa WIDTH in 2 (Grid L.6 Level 21 ADAPT -PI V- 7.10 Ac3-02 1 96,00 a 3 79,00 4 96,00 9 96,00 2.2 - B D P POR Tto ref4 6 0 00100131 p A T A SUPPORT 4 LONER COLO.'.+ UPPER COLUMN • 13211114 Login 91➢1A1 D CAC. 1.01079 3(015] D CSC* JOINT Ln 11 to in Et 1n in 1 2 3 4 6 g 11-- 0 --__IO__ 1 24-00 18.00 24.09 24.00 111 18.00 - 24.00 24,00 111 2 24.00 10.00 24.00 24,00 121 12.00 24.00 24,00 (11 3 24,00 15.09 24.00 24.00 12) 12,00 14,00 24,00 021 4 24-00 10.00 24.00 24.00 121 22.00 24.01 74,00 011 5 24.00 15.90 84-99 3.4.00 121 11,00 25.90 04.10 12) 6 24.00 1..00 24,00 84,00 121 12.00 24.00 34.00 12) •TtE C.,0.40 301.4mARy =EDITION COOP (0Bc1 Fixed at both ends ,.. (STABOAS➢I - ringed 01 near end. fixed at far end Pined at neerend, hinged at far end • 3 rimed at near end, roller with [Motional fixity at far end - 4 3-0.101 APPLIED 104300000 b • DEAD LOAD L - LIVE 0.3AD TOPE U - UNIFORM P a PARTIAL UNIFORM C - CONCR0TAATEP M - AFPLII. ervIEN7 L1- LINE LOAD 1Dten.lty 1 From ... To 1 ( M or C ...At/ Total on Trio 34403 CLASS 1030E k/ft'2 1 ft Et 1 1k -ft or k 4 5 -----1 a 1 L LI _ .00 62,00 .6I0 1 D LS .00 61,00 1,400 Paye 4 (Grid 1.1 Level 21 4134PT-71' 0_ 1.10 Ar1-02 L 11 .00 62,00 .10 ] ➢ L1 .00 42,90 1.400 3 L1 .00 26,90 .010 3 Li .00 26.00 1.400 4 L 11 ,00 62,00 .310 4 D Li ,90 62.00 1.490 L Li .00 62,00 .010 D Li 2,00 4 0 D Li 44.99 62,00 .750 NOTE: LIVE 1010153 ill GRIPPED with 1 Skip fa02nt of 1.00 3-1 - LOADING A5 APPENI6 10 USER -5 INPUT SCREEN: PRIOR To FNOC3F500310 1/3 UN720021 1k/ft.2), 1 CON. Or PART. 1 1 31 0 0 31 317 1 SPAN MASS TYPE L1NSIk/Ecu 1 kelt or ft -ft 1 1 0-11 a ft 1 1 2 a 4 5 6 7 a L L .610 .00 62-00 ➢ L 1,400 .00 62,00 L L .610 .00 62,00 D L 1.400 .00 62.00 L L .810 .00 26.00 ➢ 1,400 .00 26.00 • L L .910 .00 62,00 4 O L 1,400 .00 62,00 5 L L .010 .00 62-00 O D L 1,400 .00 62.00 5 D L .750 44.00 62,00 NUTS: LIVE 10201NG in 0070050 vlth a 0019 fatter 0f 1,00 Page 5 (2r1d 111 Level 21 ADAPT -PT V- 7,10 ACI -O2 4- c ALC U L A T E O SEP7±001 316031007112 4.1 YOr Uulfor! Span. and caltilevcre only Tributary Width ------a• - ----- Effective Width SPAN AREA 7b It b_eff 2 Yb IC 1m"2 in in in in'♦ in 3 4 5 6 80 1 1408.60 26,35 0.66 us.00 .1110E506 23.72 11.26 2 1401,60 16.35 9.65 94.00 .1110E.v6 21,72 11.20 3 1402,50 26,35 1.45 15.00 03131.05 02.06 12.16 4 1492.50 26.35 1165 95.00 .1110E+06 23.12 11.28 5 1402,50 26,31 4.45 06.00 .11100+00 23.72 11.2a 101131: --- Span/Cantilever is Nonuniform. see 010ck 4.2 5- 03100 LO AP MOMENTS. 5 NEAR 6 6 013427. / 31.5 . 5,1 !PAM 1001300416 (0-601 a c 5,2 5PAM SNEAKS (k1 SPAN M(11• Midepen 6111• 53111 30(21 2 3 A s 1 -283.31 260.06 -540.33 -39.25 47.55 2 -840.31 . 60 -2.5.46 -47.51 39.24 3 -205.47 -142.67 -237.07 -20.06 16.34 4 -237,27 224,.4 -654.64 -36.61 50.13 5 -454.64 400,13 ,00 -55.91 44.19 Pete; • - Centerline VOmeut. JOINT • 5,3 REACTIONS 141 a - 5.4 COLUMN MOMANOs 110-011 . -1 2 laver columns----Cpper 0+110.0 1 39.25 -141,06 -141,66 2 /5,06 .00 3 59.35 .00 4 51,00 .00 5 106.05 .010. 6 44,36 .00 .00 Page 4 (arid L.. LeVel 21 ADAPT -PT V- 1,10 ACI -02 6-1/v.LOA. MOMENT 5. 64E405 4 1040110003 5/23/2006 1233:41 PM Level 2.Cre .... 6.1 LIVE LIO A D SPAY NDMENTS (k-ftl and SONAR FORCES (k) --> ✓ ----- left* a .4.- .2dap.h ---. r---- right. ------ r--5409.05 Pons-. SPAN Mak 143n 1 max MID oO2 m10 lett right 1 14 5 6 7 1 -122.12 55343 1204.40 -53.60 -316,14 .144.11 -24.22 21.14 2 -916.74 -144.16 1211.10 -62.34 -253.51 19.41 -21.94 21-03 3 -263.02 76.47 104.66 -190.11 -264,34 99.41 -24-24 23.11 4 -364,34 96.59 217.92 -60.61 -265.01- -130.64 -27,16 14.00 5 -365.01 -130.66 j 293.73 -74.43 .00 .00 -31.20 21,11 Nate: • . Centmrldne (moment r- 6.2 REACTIO40 (k) 5.3 OO1.Dai „ring (k-ftl a .TOaniln m42 min sol min 2 26.22 -3,61 26.31 -111.11 29.21 -111.11 2 55-56 26.94 .00 .80 .00 .00 • 51,51 6,55 .00 .00 .00 4 56.59 -9.55 .00 .00 .00 .00 5 60.00 25.07 .00 .20 .00 6 21,77 -2.40 .00 -00 ,02 00 Mote: Sleek 6.1 through 16.3 values are maxima m2 all skipped 1024120 canes V { I F 9 -SELECTED POST-TEEIONIMO FORM AND =MN PROFILES N 9,1 PROFILE TYPa4 AID PMil05 2aT N) 146002, Nor moan. 7- MOMENTS REDUCED TO PACE -OP -SUPPORT SPAN 1 2 1 -344.75 • -491,50 3 -346.00 • 101.08 5 -999.42 7.1 EEO 0 CFR D DEAD LOAD Plumes/0 41-f14 r- left. -01 r- midap.15 -0 r- right• -9 3 Page 1 160.92 253,43 .143.02 226.43 404.07 -493.50 -246.92 -221.42 -505.17 4]-11 P:\Southcenter Design -Build GarageslENG\Posttens\Building A\Level 21Permit ResponselGrid L.8 f0r1d 1.1 Gavel 2) A01P1-3T 0- 1.10 ACI -02 Note: • - t.te-of-eoppat I 7.2 R R D U C IE P LIVE LOAD MOMENTS 4k -ft) 4 lett. a r---- aidopoo--- r right• SPAM aaax min 0022 0102 max minim 36 , 4 5 6 7 1 -196?33 54,09 204,41 -53.56 -291,50 .123,12 2 -294,11 -152.33 213.01 -62.34 -236,41 74,5a • -130,92 75.41 104.56 .150.17 -241,90 86.00 4 -237,50 94.7 217.92 -90,61 -336.42 -188,33 5 -334.42 -126.75 163.75 -14.43 -2.40 21.30 I 8 - SUN OP DEAD AND 0.09E MOMENTS Ik-ft) Maxima. Of dead load and live load apao moments combined for .ervicvabillty ch.ckn 4 1.0001 ♦ 1,019,1 1 left•.Ld ps0 ..... r----- right. ..... a SPAN in' mea Min26 min 34 4 5 6 7 1 .441.04 4199.63 465.33 207.34 -795.00 -617.42 2 -144,47 -614.43 473.92 197.49 -402.33 -172.34 3 -52122.00 -200.66 -39.13 -332.11 -462.42 -125.42 4 -438.50 .106.42 444,79 141.17 -041,59 •713.50 5 -!33,80 -722,17 402,92 331.72 45.91 65,41 Note: • - face -of -Support 1 . teveraed parabola Page 6 (grid L.1 Level 2) ADAPT -PT V- 7.10 ACI -02 • sisal. parabola .ith straight portion moor support 3 . heaped tendon Par C4nt11eoar: 1 - 612012 parabola 3 - partial parabola a . harped tendon 2.2 TENDON 060009,6 TIER OIL 32/L R3/L 9JL 1 2 1-__-______4 5 1 1 .100 ,500 .000 2 1 190 ,500 .100 .000 1 .100 .500 .100 .000 41 .100 .500 .100 .000 5 1 .100 .590 .100 .000 5,3 - MELTED 0191-TEN9I0103610 FORC09 AND TENDON 04040E Tend= edi0Leg mode 1e1e.ted: 10616 SELECT/Ng ✓ BSLECra3 VALUES • • .. CAI.COSA]1✓6.0 VALOR9 FORCE r- 036321105 OF 0525 (123 -. Pik 1001.1 Shoal SPAR (k/ -I Left Center Right(pail (k/-) 140L) -1 2 3 4 5 6 l 6- 1 321.100 27.50 2.25 33.25 129.10 1,569 112 1 321.600 23.25 2.25 27.50 329.30 1.569 112 • 321.600 27,50 23,50 l 341.600 17.60 2,25 33.25 229.30 1.569 112 5 222.200 33,25 2,25 27,50 239.30 1.169 91 Approximate weight Of attend 1672.4 L5 0.5 REQUIRED X42604694 P 0 0 T- T a N 5 i 0 N I N 0 0090335 )lops) r- 19.1ED 064 617nsse t002ITI3N3 -. c- -a-S0 CM 031179409 P/A -. SPAN LEFT. CENTER .*90402 1997 CENTER 511MT 1 2 3 4 5 --- 1 .00 161.96 139.10 175,31 175.11 175.31 2 139.08 164.61 14.64 175.31 115.31 175.31 3 43.11 .00 53.37 175.31 175.31 175.31 4 .00 172,30 158.84 176.31 175.31 175.31 Page 9 (Orad L-1 Level 2) ADAPT -PC V- 7.10 ACI -02 166.45 395.64 Nota: • . face-of-60pp01t .00 171,31 175.31 115.31 9.6 6 05 00 '9 7 1 0 119.02.31.19 (psi) lteSSion ah1an positive) L EFT • 91061' TOP 603[811 TOP NOPEOM ■22-7 mat -1 mai-1 maa_C max-7max-c 422-T Gee40 -1 2 3 4--------5 6 7 0 9 1 -346,01 15,22 -624.01 51.51 -152.65 2 51,57 -156,19 ----- -620,64 61.43 .317.91 1 119.11 -104.78 -920,95 119.42 7,57 11.49 -153,47 4 42-67 -369.50 50,62 -101,31 155.66 -222,25 038,57 5 150.13 -150,78 1027,30 __. __ 390,25 25,06 30,76 Mote: • . 1a0.-ot-.0pp0tt t t 9 T R 1 700 901164 max -T 650-0 mat -T .aa -C 1 2 3 4 5- 1 -594,16 118.67 -543.14 2 -378.45 95.21 -621.40 3 -501,06 280.87 -503.39 4-370,11 67.24 -491.72 5 -567,05 459,96 -458.24 2/3 9.7 009T-T1NSI081105 BALANCED M O M E N T 6, 5MSAR1 a REACTIONS 4-- S P A N M 0 M E N 7 S Ik•ft) __. > 4-- SPAN SHEARS (k 1- STAN left• oldxpan right. Sell) SNIT) 1 3 3 4 5- 6 1 215.67 -329.67 554.75 1,93 -1.93 2 554,05 -350.03 245,00 2,60 2,60 3 244,67 230.33 316,00 1,20 1,20 4 215.53 -129.17 615,15 -4,16 -4,08 5 622.75 -411.17 34,54 '1.75 7.25 Note: tate-of-support Page 10 I Orld L.8 Level 21 ADAPT -PT v- 7.16 ACI -02 .--REACTIONS Ik 3--a -- 1011901 Maws 0-05) - -101ht ]-----------------Laver columna upper columns 1 1,930 134.167 126.167 2 -4-526 .000 000 3 1.461 .096 .000 4 5.415 .000 .060 S -11.530 .000 .440 5 7,249 .000 .000 10 . F A C T D E E P MOMENTS 6 REACTIONS calculated 49 2 1.200 ♦ 1.601 • 1.00 secondary moment effects) 10.1 220'110920 DE910N MOMENTS Ik-til a left. r- - mld6052 r right' SPAN010 -1 m2 3 5 ax 0 4 max n7 59 52-26 955.26 543,49 -624653 -416.38 2 • .614,15 -412.92 946,34 507.53 -456,96 40.69 • -447,13 15.19 195,33 -276,31 -466,01 13.15 .422,97 90,50 931.59 459.91 -219.30 -45431 6 .011.20 -400.13 1166,04 592,98 55.36 53.30 Note: • . face -of -support 10.2 SPAN -1 4 SECONDARY MOMENTS (k -ft( s-- Init. __ r_ mldspan 158.15 313.42 213.002 198.33 442.17 Note: • - f104-of-adppOrt 316.17 250.52 199.50 316.75 224.15 374-06 217.61 165,]5 445,11 7,35 20.3 060210RED REACTIONS 10.4 FACTORED COLD661 60(501005 (k-tt1 Page 11 [grid L.9 Leval 21 ADAPT -PT V- 7,10 200.02 Obi .-- LohEa ci111mm ------(303014 column - a m SOINL 2 min aa2 min 1 2 1 46 l 1 91.14 43.35 4.90 -219557 490 -21957 2 196,47 151.69 .00 .00 .90 155 04 62,14 .00 .00 .69 .66 4 150,44 55.24 .00 .66 .60 .00 5 211.19 155,90 .00 .00 00 00 6 95,24 56,66 ,00 .00 .00 .00 11 - M I L D STEEL 5/23/2006 1233:41 PM P:1Southcenter Design -Build Garages\ENGlPosttens\Buildirrg A1Level 21Permit Response\Grid L.8 Level2.Cre 26BCIPIC .-5 5.; for ONe-WAY or BRA. 8]82861 .70 43.40 29.00 46.93 626.02 05 24.0 (1 2) BEANS oNLY 00040 - 1431353. steel . .45 21.90 11-43 -0.11 945.61 .15 00 2 1 .75 16.50 29.00 . 539.14 .96 24.0 11 2ME .FAONLY GI MO.0 C9plCity a fa[taSd (Aellgd) .45.01 .50 ]1,00 32,25 9,81 956.16 ,16 .00 2 1}) ,50 65 271,00 63,]930 ,55 .06 24,0 (a 2) RYAN. ONLY -55 34.10 12.36 16,32 934.51 .10 .00 2 11 .15 52.10 20.00 74.61 -165-16 .63 .00 24.0 (1 2) 451065 ONLY BoppOrt cut-off length for minima .teel(length/sped ... .17 ,60 45-30 29,26 34.77 891.22 .70 .50 0 1) .55 05.99 31.10 93.03 -343,16 ,71 ,66 24,0 (1 21 004019 ONLY Topa but -off length e30 01dfere required0grh/span( ... .03 .70 40 40 29.00 34.77 517.62 .70 .05 24.1 2 2) BEAMS ONLY .55 62.00 31.20 00,26 -920.14 .76 .96 34.0 (1 11 eEA149 ONLY Top bas este0.1.0.ioq Oeytlnd where required 12.00 in .70 43.50 26.00 61,22 511.52 .91 .25 24.1 1 23 BEARS ONLY 1.00 61.00 31.25 100,29 -920.14 Potton bar .31.15 led 11eym3a where required 12.00 in .75 46 .50 26-00 51.22 591.52 .81 ,26 24.0 1 33 060409 ONLY .15 49.60 21.00 61,45 120.72 .65 .05 24.9 1 2) BEAKS ONLY .65 52.70 25.06 71.67 -43,51 60 .06 24.5 3 23 BEAMS only REIN0ORCEDENT breed 611 990 1O NITIBUTI0R of factored anent. .90 55,90 21.00 60.95 13.49 se .35 24.0 3 2} BEAMS ONLY .95 55.90 31.70 90.11 -195.69 .67 .35 24.0 3 2) 861110 ONLY 1.00 53.00 13.25 99.35 -7.2.30 11.1 TOTAL MMIORT OFj189AR - 2097.3 1b AVERAGE - .5 Def TOTAL AREA COVERED . 4110.00 ft -2 11.2.1 s TESL AT 91(2-002.5 T 0 P 001705 As orommoRN5 111231 0115/010 As DIFFERENT OEBAR CRTITAIA SPAN 1ir-2( 4---0LT I MIN--0..35L-a (in it 4---5LI MIN--0o.25L-, 1 2--_------3 4 s 6 7 • 1 7 .00 .00 .62) 1.57 1 .0057 .007 0 .00 1 .60 i .00 .02) 1.61 ( .00 1.57 _30) 3 2,06 7 .002,06 ,00) .01 ( .n3 .00 , 00) 4 .00 ( 0 .02 .02) 1.57 1 .00 1.51 .201 5 .00 ( ,00 .00) 1.57 1 1.55 1.57 .001 11.3.1 9TEEL AT SUPPORTS 7 0 1 0077050 A9 0IFF01060 010AB amnia", As DIFF0400(' R0BA1 Cm JOINT110-2). --ULT MIN --04..25L-5 (i0'31 5.--11LI WIN --b1.25L.s --1 ] 3{ 5 6 1 8 5-.. Page 12 (0rid L.. Level 27 ADAPT -PI V- 7.10 1CI-44 2 2.06 1 .00 2.36 .00) .00 2 2,36 ( .00 . 1.16 ,001 .00 1 2.36 1 .00 ' 1.36 .001 .00 4 2.35 1 .00 1 2.36 .001 .00 2.36 1 ; 2.36 .00) .00 6 2.16 ( .00 2.36 .06) .00 .00 .10 .021 .00 90 .091 09 .001 .00 .09 .00) ,00 .06 .05) .00 .00 .091 12 -SHEAR 0 0 0 0 0 12 Fee REAMS AND ON6-51AY SLAB 9Y07050 1'05X6.1. . No1LUL We1yht (11111 55.96 allowed for) d . value of dlueed in Shear equation. 694 . .5051496 Of MO -legged 94 stirrups, (fy. 60500. mei) Me56 n6 atirrup4 are required Me . Vu .. . factored mq90014 .ad shear. (.ecogdery mwae6i .£feet5 included) CASES .. V1 . 1 ACI Shear equations govern 1 lin Dere 52ihle value of 1(!01'1/2 governs 1 640. per.e.eible value of 5(00)-1/2 governs Av . 1 DO reiaf r required 1 Rin reiniorcement repaired. Eer beans only 3 .elrrwp iagoired by a041y.i. Note: for LETT CANTI1M5SR (i1 any/ 0/I. 0.00 i. 4t tip Of cantilever, and 1/L- 1.06 16 at 01251 anpport S PAN s 1 054210 - 51.00 ft (Net epee free 1.00 to 61.00 ft ) X d Tu M1 RATIO Av $ 4. CA330 0/L ft in 7) It -ft V0/Phiavo 10'2/ft in VC Av REMARKS --1 2 3--- f 5 6 7 0 9-10 L1---- .60 26.00 -91.14 5.54 ^ .61 3.10 20.00 -01.92 135.56 .69 .06 24.0 (3 23 BEAMS ONLY .10 5,22 29.00 -71.69 045,73 .61 .06 24.0 (3 2) BOATS ONLY .15 9.30 22.50 -6].47 335,15 - .54 .06 24.6 (1 2) 8614. ORLY .10 12.40 26.00 -51.24 494.75 .72 .06 24.0 (1 2) 901136 1161Y 26.60 -4`r.02 620,05 .53 .06 24.1 (1 2) LRAMs (WILY .30 15.65 24.50 -55.7P 741.17 .75 24.0 (2 2) SRAMs ONLY .35 11.19 39,91 -26.56 937,02 .52 06 24.0 22 2) BEMs 0wLY .40 14.65 91.49 -17.34 005,04 .32 .00 72 1) 1 10 1 0.96 13 (0rid 1.1 Level 21 ADAPT -PT v- 7.10 ACI -22 SPAN - 2 L29I3113 . 42.00 ft (Net span from 1.00 to 61.00 ft 1 1 d 117 Nu RATIO Av 4 94 CASES 0/L ft LI k k -ft VU/Phi.sc in'1/ft in Vc Av REMARKS --1 2 3 4 5 6 l 8 4-10 11---- 0 .00 33.25 -95,12 -712.39 .01 3.10 31.70 -19,99 -469.41 .67 .06 24.0 13 23 BEAMS ONLY .10 6,20 30.00 -00,67 1.20 .05 24.0 13 23 REAMS ONLY .15 9.30 26.00 -71.44 -41.05 60 .06 24.0 13 21 200145 ONLY .26 12.40 26,00 -62.22 403.06 .61 .06 24.0 11 23 9E2160 ONLY .2S 15.50 21.00 -51.99 562.95 .10 .06 24.9 (1 21 BEAMS ONLY .30 18.60 21.00 -43.76 691.21 .90 .06 24.0 11 2) BEANS 040.Y .35 21,10 29.26 -14.64 852.06 .70 .06 24.0 (1 23 mom ONLY .40 24,10 31.20 -25-31 079.91 .49 (1 13 .45 27.50 32.36 -16.09 920.31 .29 .00 12 1) .50 31.00 32.15 -1.57 949.24 .15 .00 12 13 .55 34.00 32.43 9.16 522,45 .171 .05 12 11 .56 37.20 31.49 19.19 502.14 .36 .00 72 11 .65 40.30 29.91 21.41 836.20 .56 .06 24.0 12 21 BEAMS DNLY .70 43.40 29.00 37.64 741.60 .79 .95 24,0 12 2} 004045 ONLY .75 46.50 28.00 46.61 619.52 .14 .06 24.9 11 2) 063025 ONLY .10 49.60 25.00 56-06 173,21 .71 .06 24-2 11 21 055149 ONLY .95 52.10 25.00 65.31 339.01 .55 .94 24.0 13 2) BRANS ONLY .91 55.10 39.00 74.54 -29.05 .63 .05 24.4 13 21 BEAMS ONLY .95 56.00 25,00 03.16 124.13 _71 .05 24.0 13 2) 0047945 ONLY 1.00 62.00 26.00 92.99 -541.11 01.641 . 3 LE6V11) . 26.50 ft (Net span from 1.00 CO 25,00 ft 1 1 Vu No RATIO Av 6 4. CASES 1/1 ft in k li-ft Vu/Phiovr in-2/ft in Vc Av REMARKS -1 2 3 4 5-------4 7 6 9-10 11-- .06 .00 29.00 -61.06 -541.36 Page 14 1051d L.5 Level 2) ADAPT -PI V- 1.10 ACI -02 .05 1.30 26.00 -56.19 19.73 (3 I) .10 2.60 36.00 -54.32 36.40 .46 .00 13 11 .15 3.50 24.00 -50.45 40.05 .42 .00 13 1) .30 5.30 36-00 -46.59 93,75 .39 .00 (1 1) .25 6.50 26.00 -42.12 114.51 .16 .00 (3 1) .30 7.60 26.00 -21.05 141.11 .33 .00 11 1) .35 9.10 25.00 -34.90 112.10 .29 .00 70 21 40 10.40 26.00 -31,11 119,25 .25 .00 (1 11 .45 11.10 26.00 -21.24 109.31 .29 .00 (1 11 .50 13.00 26.00 - 195.33 .29 (1 1) .56 14.30 21.00 21.92 196,32 .24 .00 (1 1) .60 15.50 21.00 27.79 192.11 .30 (1 1) .65 16.90 25-00 31.66 113.11 .20 .00 (1 11 .70 19.20 26.00 35.53 159.11 .30 .00 (1 1) .71 19.50 25.00 39.40 149.99 .33 .00 11 1) 10 20.60 15.00 43-27 125,63 .36 .00 (1 1) .45 22.10 21.00 47.14 95.65 .40 .00 (3 1) .90 23.40 20.10 51.01 19,16 .13 .00 (3 1) .95 34.72 26.90 54.17 14,73 .46 .00 (3 11 1-90 30,62 21.20 58.14 55.19 SPAN . 4 LENOIE . 62,00 ft (Net Span from 1.00 t6 61.90 ft 3 O 0 Vu Mu 5ATI0 Av 6 4. CASS. 2/L ft T4 k k -ft V5/Phi•Vo in-2/ft 1n Vc Av 1BM3OR.4 2 3 4 6 1 6 9-10 v -- .00 29.00 -81.90 55.14 .05 3.15 11.00 -92.67 175.03 24.0 10 2) 012164 ONLY .10 6.20 20.00 -73,45 -10.14 .62 24.6 13 2) BEANS ONLY .15 9.10 25.60 -44.22 356.00 .57 05 21,0 11 2) BEANO ONLY .29 12.40 35.05 -55,00 452.39 .13 .06 24.0 11 21 BRAS ONLY 25 15 30,00 -45,77 621.0e .44 .00 24,0 11 21 BEAMS ONLY .30 11 60 20,10 -36.55 741.50 77 .00 24.0 12 2) 0E3164 0.12.7 .35 11.76 39.91 -27.32 813.45 .54 .26 24,0 12 21 BRANS ONLY .4091.49 -15.10 996.711.12 31 .45 11 $0 32.43 -1,61 531.51 .16 .00 12 11 .50 31.00 32.75 12.15 937.59 .27 .00 12 11 .55 34,10 32.16 11.15 915.10 .35 .00 (2 11 s0 37.20 11.20 20.45 264-01 .54 .06 24.0 12 31 9E2104 ONLY .65 40.30 29.26 37.72 704.31 .16 .06 24.0 12 21 BEAMS ONLY 3/3 Page 15 (2610 1.1) Level 2) ADAPT -Pt V- 7.10 ACI -02 SPAN . 0 03S63Yf0 . 12,60 ft (Net spun from 1.60 to 61.00 ft 3 1 d Vu 051 RATIO Au 9 40 CASES 2/1 f6 in k k-fr vv/Phi`Vc in -2/1c 1n 06 Au REMARKS -1 7 3 4 5--..---6 7 9 9-16- 11---- 06 .00 33.25 -109.45 -920.14 .05 1.10 31,10 -100.22 -515.15 .75 .06 24.0 (3 21 GRAMS ONLY .10 6,20 26.0n -91.00 -296.77 .71 .06 24,0 (3 21 BEAMS ONLY .15 9.30 25.00 -61.77 171.55 65 .06 14.0 13 21 BEAMS ONLY .26 12.40 36.00 -72.56 405.41 .65 06 24,0 (1 21 563249 ONLY .25 15.50 21.00 -63.32 603.69 .12 .06 24.0 11 21 BEAMS ONLY .30 16.60 28.00 -54.09 711,37 1.93 .17 24,0 (1 37 20.76 29.26 - 4,57 914.43 .90 .06 21.0 12 21 REAMS ONLY 14.00 31,20 -35.44 1026.56 .67 .06 14.0 (2 21 0E2245 ONLY .45 21.90 12.36 -26.42 1110.71 .60 12 1) .50 31,00 12.75 -17.19 1165.04 .31 (2 11 ,55 34.10 32.43• 7.97 1192.71 .14 .00 12 11 .60 31.20 1,49 5.23 1190,50 .10 .00 (2 11 .65 40.10 25.91 14.46 1160.26 .26 .00 12 1) .10 43.40 20-00 23.69 1101.15 .50 .00 (2 11 .75 46.56 25.09 35.16 1010.61 .74 .116220 (2 11 BEAMS ONLY .60 49.66 21.00 47.16 582,96 .99 .06 24.0 (1 2) BEANS ONLY .56 52.70 25-00 59.19 116.11 .99 24,6 (1 21 BEAMS ONLY ,92 55.60 15.00 11.21 516.00 .79 .05 24.0 01 2) REAPS ONLY .35 56,90 11.00 53.22 276.63 .70 .06 24.0 03 2) BRANS ONLY 1.00 62.00 28.00 05,24 .51 Page 16 (0rid L,6 Level 21 AMPS -PT V- 1,10 AC1-02 13 - MAXIMUM 6 PAN 1000.506T1005 concrete, modulus of e1a5t1City EC - 4031.60 k2i Creep factor e - 2,60 Ieffective/lgt068..,(due to cracking/ R = .03 Where sere.. exceed 6.6(10'1-1/2 cracking of section 19 allowed for. V01005 i6 parentbeees are )span/era deflection) ratios BEPLPLTI040 ARE ALL IN inches. 003040090 POSITIVE 5 SPAN ebL 0L.PI OLoPt.e865P LL 0L6P75LL.CRC0P 1 1 3 4 5 6-- 1 .31 -.09( 6565/ .191 36471 .11( 61661 2 .33 - n9 -.24( 35611 15) 35501 -.05(15425) 3 -.07 .07 203 15293 04) 7010) .140 19101 4 .27 -.13 -.40( 15741 ,111 44641 -.23( 3221) 5 .56 .09 .26( 2901) .331 21561 .59( 13691 5/23/2006 12:33:51 PM 2.Cre 0RAP? C0R40RATIDN 67'4DCFWAl• Cowan! SarOWAAE BY0±E4 1721 000dyide Read, Snits 220, Redwood city, California 94061 ADAPT -Pt, FOR POST-TEIBIONBD 0014/.3AB DNaIsu Vernice .1.10 AMERICAN 14.10 312-02/1BC_031 ADAPT CORPORATION - $tnlcturtL OmiCrete EsftwAre system 3703 wod0ide awn, sate 220, Redwood city, California 04061 33106e: (650)384-2400, 0L4: 16501364-4676 Steil: SuppootaAdapt3oft.CO0, Nab site) hops//vww.AdaptSeft-tem MTB ITIMELC: OP PROGRAM EXECUTION: Illy 23.7606 Al Time: el 2 PROJECT 0±0,0: aria M Level 1 PROJECT ±0±4.1, Reuthcenter ...Se Bldg A' Grid M Level 1 , 1- USER SPECIFIED 3014±904. DESIGNPARAMETERR CONCRETE: 072141530 at 28 day., yet �k1U45/.L115e 5090.06 psi fOr (COLUMNS 5000.00 psi 1.101111 03 ID082T0ITY fob 96025/81,15134 - 4321.00 361 fol. COLUMNS 4031.0. 331 CREEP flats for 460130tiv4. fpr 00119/01A96 2.00 1-aNCRSTE HEIGHT 0010622 TENSION STRESS Timid (multiply- of lf'6)1f2) At Top 0.000 At Barton 0.000 ±04031231ON SIRES,. limits (multiple 00 (f'$1 At all location. EEDE004rwmENT YIELD Strength 60.00 ksi 331613010 Cover at TOP 1.50 in Minimus Cover at Barrow 1.50 in .450 POSf-TB/1030i1$4: 137PC4 Ultimata str60gth 01 stand 370.00 kai Average effective stress in .treed Meal) 170.00 ksf Strand are. -153 in -2 Ido ±02 of tendon from TOP 1-75 in ±01gL60 Page 2 1 (Grid M Lew1 2) P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 2\Permit Response\Grid M Level ADAPT -Pr V- 1.10 AEI -.1 Min CGS of tend...* from BOTTOM for T2I3030R apao... Min Cas of tendon fres 00171144 ter INTERIOR epan6.. Mtn average preccapresoi.0 Max 4301±09 between !lira*. (factor of elan dept111 Tend® profile type and support vidtA. ANALYOT9 030±0145 Gam: struct.r.3. System MOeedt Of Inertia Dyer S pp10t 1. Moments REDO= to face of e0WPart 3iw11ed plaatifltation allOwed(6me.00 redl.tr145ted) lifted -Live flange width consideration ETfeetLve flange Width i.pdt.tntation Sthtd 1.15 14 2,25 in 135..0 psi 8.00 [Ree section 9) BEAN maims= 9 NO O YE. AD1.210 2-210303 GEOMETRY 2.1.1 PRINCIPAL SPAN DATA OF CRUMP SPAIN S r1 1 1 Tey leoTTO SIDDtsl P o1 1 I FLANGE I FLAME 1 REF 1 MULTIPLIER A RI Lamm(' 1f1PTWI width thiek.l width Leiek.15E1a0rf left right U 141 ft 1 lm in S in in 1 in 1n 1 1n 1 0 10----11 13----11- 1 4 62.0v 16.00 25,00 100,00 6.00 17.50 12,00 35.00 .50 .50 • 4 62.00 16.00 15,00 9.00 17.50 20.00 15.00 .50 .50 2 4 26.00 16.00 15,00 1.0,00 5.00 17.50 20.00 35.00 .50 .50 44 62.00 16,00 35.00 160.00 9-00 17,60 30.00 25.02 .50 ,50 s 4 61.00 16.00 36.00 1.0,00 5.00 17.50 20.00 35.00 .50 .50 LEGEND: N 1 - SPAN C v Cantilever 3 - P0QM 1 • 9901021 ular section e 2 - T or Inverted1 lection 3 - I lettioe - Extended T or L section 7 • 2oi9t - Waffle 11 - Top surf...0 CO reference line 2.1.3 EFFECTIVE 13±0±4 DATA OF 001±0020 aPAN9 SPAN Page 3 EtTecTrPE IRVIN 1n 2 lurid M Leval 2) ADAPT -Pr V- 7.10 A03.02 5 96.60 91.00 78.00 56.06 96.06 3.2 - S D P P ORT WIDTH AND 301,0.441 DATA SUPPORT e LONER COLUMNDPPER 00LDN Kuril 1.00735 0)021.) D CBC,. LEW111 BIOTA) D a0336T in 2t in in ft in -'1 2 3 6 5 -6 7 1 24.09 21.00 21,00 24.00 (1) 21.00 24.00 7 24.00 16.00 24.00 24-00 (1) 10.00 24.00 3 24.00 10.00 24.00 24.00 11) 10.00 24.00 24.00 16.00 24.00 24.00 (1( 16000 24.00 5 24.00 10.00 24.00 24.90 I3) 16.00 24.00 4 24.00 25.00 24.00 24.00 I1) 25-6. 24.00 •THE COLON 000020007 CONDITION mom 10901 Pixel at both ends ...I4703EARD1 - 1 Ringed at near end, firmd at far end z 2 Fired at near g5d, hinged at far end - 3 Fixed at near sad, 10116x with TOtttiOnel fisity at far and „ - 4 3- INPUT 203±3±05 LOADING CBC.. in 24.00 111 20,00 Ill 11 24,00 (1) 24 00 1) 34,00 (1) D . DEAD LOAD G - LIVE LOAD TYPE 0 • UNIFORM C - 004c0m5A140 Li.. LINE LOAD xntanelty SPAN ±1.024 TYPE k/ft-2 -I 2 3 4 1 L L1 1 D 11 Pane 4 I Fres ( ft 5 P .. PARTIAL UNIFORM M . APPLIED wceuse± To 1 ( M or 0 ...At) Total on Trib ft ) (k -ft or k ..,ft) It/ft s 1 9 4 .00 62.00 .50 62.00 (Grid M Level 11 .910 1.910 ADAPT -PT V- 7.10 ACS -02 2 L 2 D 3 3 e L 4 D 5 L 5 0 5 D Tai Li 11 L1 .1 Li Li L1 14 .00 62,00 .00 62.00 .00 06,00 .00 16.00 .0. 62.00 .00 02.00 -66 .00 44.00 62.06 62.00 42.00 NOTE: LIVE LOADING 1s SKIPPED with a skip factor of 1.00 3.1 - LOAD3202 AS APPRL.0 IN USERS INPR± SCREEN PRIG. To 090CE031003 1.910 .41. 1.910 .910 1.916 .410 1.916 .600 1/3 -UNIFORM 44/1t"31. i 0016. or PART. 3 1 0 0 14 E 0 7 3 SPAN C0Rss TYPE LTNRIk/ft) 1 knit 0r ft -ft 1 I 0-00 6 ft 1 -1 2 3 4- 0 6 7 0 1 L L ,910 .00 62.00 1 O L 1.510 .00 62,00 2 L .5.10 .40 42,00 3 D L 1.910 .00 62.00 3 L L ,910 .00 16.00 6 D L 1,610 .00 14.00 4 L L .918 .06 61.00 a D L 1,919 .21 61.00 5 L L .910 .00 62,00 5 0 L 1.910 ,00 62.00 5 0 G .600 44.00 62.00 NOTE: LIVE 1.4202 O i6 SKIPPED with a Skip fatter of 1.00 Page 5 (Arid M bevel al Acmes -PT V- 2.14 ACI -02 4- C A L C U L A T E D 400111? 2013007160 4.1 FOL On1I0Tn spans and 3504.11eve15 Only • Tributary Width SPAN AREA Yb in -2 in 2 3 1463.60 1402.50 1407.50 1.01.50 1407.50 26.35 26.35 26.35 26.35 26.35 Effective Width Yt b_eff I Yb inin In-4 in 4 2 5 i O .42 2.65 ■ .65 8.65 0.65 0.00 .11106406 96.00 .111.2+06 76.00 .10210+06 96.00 .1110E+00 96-00 108+06 Note: -- - span/Cantilever ie 3O1Onllorm, see block 4,2 23.70 23.12 22.84 23.72 3.72 EC in 11.28 11.36 12.36 26 11 90 5- DEAD LOAD MOMENTS.SHEAR. 1 R E A C T I O N S s 5.1 SPAN SPAN 54(116 «-1 2 1 -361.93 2 -705.30 3 -259.26 4 -472.91 5 -166.11 0 14 1.1.0 6419304) 366.63 326.23 -00.11 123.13 353.01 04006: • . Centerline moment. J OIN± c 5.3 REACTIONS I0) 3 --1 1 2 3 5 6 P age 6 51,11 33.,17 60,50 79.99 130.13 62.22 4k-ftl MIrO 4 -736.52 -411.74 -255.45 -716-13 -38..56 . 5.2 sPAN 500000 000 a 55(11 10)00 -52,11 65.16 -fi3.aa 55.54 -24.96 24.70 -55.09 63.13 -61. 62.22 a .- 6.4 001..13[04 MoNERTS (1-111 Lower 3010009 -.--Upper coloen9 _1.0,97 -100,91 15.61 164.24 -103.40 100.20 (Orld M Level 2) 15,61 109.21 .100.40 -25.00 190.20 ADAPT -PT V- 7.00 AC1-02 6- 0,006 424.0 00000330. 3064.64 4 R CACTI O N 5 5/23/2006 12:33:51 PM P:1Southcenter Design -Build GarageslENG\Posttens\Building AlLevel 21Permit ResponselGrid M Level 2. Cre . -- 6.1 LIVE L A O SPAM MIX.EININ (4-054 And BSEA9 PONCES Ill --r ▪ left• - mldx apan ___ c right• a -145AN PD50E--3 t [ SPAN m.1 minminman Bial left rigb2 -1 2 3 4 5 5 7 6 9-- • -200.72 26.2.04.29 -29.69 -.82.76 -01.10 -27.17 31.13 2 -311.32 -50.96 64.17 -32.71 -285.36 45.09 -30.36 29.07 • -193.54 33.35 55.57 -101.71 -1.1..1 31.69 -20,57 20,96 4 -295.91 46.71 1113.23 -33.13 -343-63 -92.34 -29.01 30.39 5 -156.35 -10.55 1201.44 -24.17 190.17 26-40 -31.13 26.93 Nate: . Centerline Seen. .- 6.2 ,*00X009 4k) -.. 6.3 000,1943 00C35T5 (1 -ft) .1O213r Mot 9112 oar Min oax min __1 1 ',3 4 5 6 9--- 1 21,17 -1.34 14.14 -100.16 14.14 -100.35 2 61.30 29.09 27.23 -79.11 87.23 -19.61 3 49.65 1-79 75.61 20.47 75.61 -23.47 • 49.61 '.14 23.56 -75.63 23.52 -15.63 5 63,62 29.05 79,99 -89.56 79.99 -ea 56 6 16.53 -1.90 95.09 -13,43 95.09 -33,40 Note, 91004 6,1 13110036.6.2 Vaioea ere maxima of all Skipped 'M Ging 046!5 7• 54 0 45 0 0 1 9 00525006 TO 91213-0P-SOPPORT SPAN -1 1 2 3 5 1.1 REDUCED DEAD LOAD MOMENTS 4k -ft) page 7 .- left. -0 midapaa r .- right. -0 2 3 4__ -109.15 I 366-50 -643.42 1 336,25 -235.25 i -96.11 -418.50 323.15 -700,06 343,00 -672.25 -423.17 -232.17 -653.92 -319.50 50016 M Leel 21 AOALT-Fr V- 7.10 921-02 Note: • . face-of-.uppprt 7.2 9.9.60019.5 L105 LOAD 36141075 4k -ft} 5_____ left• . 'id"' right* _r SPM SUI mi, max min' MAX m15 .1 3 3, 4 5 6 1 -174.00 25.45 104.15 -26.66 -332.08 -79.37 5 -311,66 -60.93 198,11 -32.71 -197.15 42,76 3 .173.50 25,99 55.01 -101.76 -173.42 16-32 4 -357,25 434. 101.25 -13.13 -212.03 -90.42 5 -115.50 -79.34 201.42 14,13 -193.67 24.99 Note) • . 019!-al-s5pp0rt 0 - GRP OF DEAD Amo 1050 0g9102Ts Ik--ft) Seaton of dead load .2d 11ve load .pan a0menla combined f ix aervi9e941ktt7 shed.. 9 110501 0 1.901E 2 1 left•. --- mi95p0m --- t . right. - 7 SpM minx min4110 min .12 3i 5 6 7 1 -403,15 -263.30 512.75 339.91 -994.33 -751,62 2 -954.91 -733,33 514.43 3.3.64 -610.42 -360.41 3 .446.75 -199,23 -40.69 -191.42 -405.69 -106,05 • -370.23 611.50 290.12 -966.75 -144.33 5 -1.35,6. -179.93 300.43 163.97 -413.25 -294.59 N n1e: • . fame 4f_aappare 9 - MILE ID P047.760110456153 0ORCPs AND T9m0N PROFILES 9.1 RAOYILE 1YRA ANO P13113 1295 Por Span) INDEED) 1 . rev.rsed parabola Page 6 (Grid M Level 2) ADAPT -FT Y- 7.10 ACI -03 2 . maple parabola with straight p0T1ion Over Support 3 . harped tendo, Por Cantilever; 1 . e1ep1e parabola 1 . partial patab*le 1 harped tendon 9.2 0 6 9 0 0 0 000971,6 TYPE 21/1. 12/L I2/1 A/2 1 2 3 4 3-- 1I ,100 .500 .100 .000 2 1 .500 .100 .900 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 5 1 -100 .500 .100 .000 9.3 - 8EL£CTF11 1007-TEN0IONLM3 FORCES AND TENDON DRAPE 7eedal editing mode .elected: FORCE SELECTION SELECTED VALUES ____ _ 5___ CALCULATED VALUES __ 6 FORCE •- DISTANCE OF CGS lin) - F/A wbal 40111 SPAN Ik/-} left Colter Right (mai] Ik1.2 12011 -1 3_ __ _3 __ __ _4 __ __ _5 __ __ __ _6 __ __ __ 7_ __ __ 0_ 1 766-000 27,50 2.25 33.25 191.09 1,307 65 2 260-000 33.25 2.25 27,90 191.09 1.5.7 64 3 169.000 27.50 27.50 27.50 191.09 .000 a 4 363,000 33.95 2.25 31.25 101.09 1.441 75 5 260,000 33.25 2.25 27,90 191.09 1.301 63 Approximate weight of .lraod 1634.3 LN 9.5 3725000660 04,222304O4. 9331.162520060432 FORCES (kips) BASED ON 579538 CONDITIONS -a .- 934 EO DN MINIMUM P/6 ' SPAN LEFT. CENTER REMIT. LEFT 0 2T£R R1GRT 1 2 4 5 1 13.90 263-14 232-94 175,31 175-31 175.31 2 219,21 224-27 136-14 115.31 175.31 115.31 3 10.19 .00 5.66 115.31 115.11 115-51 4 121.30 209.19 215.44 175.31 115.31 175-31 Page 9 (arid 95 Level 21 ADAPT -PT V- 7.10 ACI -02 • 2.1,52 263.68 Note) • . face -0f -Support 115.31 125.31 175.31 9.6 8 E 8 9 I C E 8 T R E S S E e (psi) Iten.lon 51011+1 90litivel L E F T • 3.020?' TOP BOITC14 TOP 001100 baa -T 4064-O max -T max -C sax -T sax -C 502-7 max -C 1 3 3 4 6 6 7........0 9-- 1 122.00 -123.50 -•--- -649,55 4.7.95 1577.13 2 432.56 1991.79 312.00 -53.94 1249-15 3 340.71 -55,60 1051.71 197.91 -99.94 -921-37 • 152.02 -113.65 1124.66 416.01 1467.91 5 490.55 ----- -1624.66 137.26 -92.14 -141.69 Notes 0 - Z.C.-nf-.opport CENTER TCP BOTTOM x -T max -0 m52 -T max, -'2 3 4 5 -542,54 549.00 -46-59 -440.36 438.33 -128.31 -299.47 19.39 -405.53 451.15 355-15 -217.02 -576,64 619.57 2/3 0.1 0007-TEHSIDNI156 BALANCED M 0 M ENT S, 3HFARs 5 REACTIONS c- 5 PAN 4503406744-02)-.. 11c.S -ft) --. SPAN SHIM ll 1- a SPAN left• eidapan right. 00(11 00(61 1 2 3 4 5 6 1 227.06 -286.33 454.09 -1.65 -1.65 2 445.61 -2.9.05 .00 .50 .56 101.47 127.25 130.76 -1.13 -1.13 4 311.92 -298.25 459.06 -2.62 -2.62 5 461.75 394.42 214.06 2.02 2.00 Note: • fate -Of -support Page 10 (arid M Level 2) ADAPT -FT V- 7.10 Act -02 .--R0AC315000 Ik I--• - COLON MOMENTS 114 -ft) -joint 1 Lower columns upper columna 1 1.054 161.331 101,333 2 -2.452 -5-530 5.630 3 1.936 -63.750 -63.750 4 1.491 90.500 90.590 5 -4.702 -1.404 1-404 6 2.053 .94.583 -94.583 10-05110910 5 O M£ N T s t R£ ACT I 0 N s Calculated as 1 1.200 - 1.001 a 1.00 secondary moment effects) 10.1 FACTORED. 0031051 enemas (k-ftl 5 .--.. mid5pan< ---- tight, NPM a 410 minman min -1 2 3 4 -445.77 -125.05 1022.90 660528 -1010.45 -630.10 2 -971.33 -621.20 961.77 400-36 -674.15 -194.14 -446.74 -151,56 -450.02 -574,51 -230.94 4 -753.51 423.91 574-19 -466,73 -610..7 5 -10t.,65 -650-00 1091.25 576.14 -453,12 -152.26 Note: ia1c-oi-support 10-2 SECONDARY 10®415 (k-tt) SPAN .-- left. - a . wick/pen -a .- 21331• --s 3 1 204.33 253.92 303.59 2 293.17 2.9-25 245,25 1 73.16 27.36 4 1(1.33 239.92 315.50 5 310.35 153./5 191-25 Note: •. 0090-04-611ppnrt 10.3 FACTORED REAG•10400 10.4 FACTORED COLUMN MOMENTS 4k -ft) Page 11 (5014 M ]evil 21 ADAPT.91 v 1.10 ACT -112 (A) ... =Nam column - . - UPPER Golumn - 2oINr min mina m� 4x 501 n6Y 1 104.91 6,52 -93.22 6,40 -276.40 1 249,49 197.31 x62.1. -115.59 151.70 -104.59 4.199.10 134.33 5.74 4 176,09 ,56 11,51 -160.10 -1.91 -160.70 5 250,00 107.30 96.5e -113.15 36.53 -171-15 1 119.35 22,36 255.15 111.24 345,65 11. 3. 11.5411,1 STEEL 5/23/2006 12;33:51 PM 2.Cre SPECIFIC ry a far C94B-NAY 9i BEAN 590TEN - Minimum 61001 0,0049. Moment Capacity • fa0530.3 4431105) momm01 support 03 -aff 100510 for m101Nn 4teel(1engtb/spoo) ... .17 man ox -off length for minifll 1tee151a91h1apan/ .-. .33 Top bar eat 450i55 b6Yd+d awe required 13-00 in Bottom bar ertel5500 beyond 25000 required 1]-00 in BE]MfORCBNRII beeed Ce 31O 460IBTEIBvil1N of factored e0meete TOTAL NE70N5 OIIEBBAB • ]]39.1 24 AV6/1A06 • .5 paf TOTAL AMA COVERED . 4110.00 f['i 11.2.1 STEEL AT N I 0- S P A N T 0 P BOTTOM AS D1YP895NI:R59AI ERITERIA 18 DIMMEST/ BE1A9 CRITERIA SPAN 111-31 c-•-OL7 : MIN- 514,261-. (in'3) c---PLI MIN --00.251-0 --1 2 1 4 5 6 7-------■ 9--- 1 .00 ( .00 .00 .OD) 1.57 I 1.14 1.51 .00) I 2 .00 ( .00 60 .00) 1-57 2 1.51 .001 3 2.06 4 .00 2.05 .00) .00 4 .00 4001 ( 240 I .50 00) 1.57 ( 19 1.57 001 5 ,40 4 .00 I .00 .001 1.51 4 1.41 1.57 .001 11.3-1 57E151 AT 00000111 T 0 P 101403 As DIFFERENT RERAN CRITERIA AS DIFFERENT REBA1 CRITERIA JOINT iin'2) c ---314T 1214--D•.25L-6 (10'21 O. --TILT MIN --W -35L-a 5 0 7 8 9 Peg. 12 P:\Southcenter Design -Build GarageslENGWPosttens\Building AALevel21Permit ResponselGrid M Level (Orad 14 level 2) ADAPT -PT V- 1.10 A0I-02 1 2.34 ( .00 1.15 .005 .00 ( .61 .44 .001 3 2.56 4 2.56 2,34 .00) .00 4 .00 .06 .001 3 1.36 4 ,47 2.36 .00) ,OO 4 .0P .00 .801 4 2.36 S .39 2.36 .001 .00 4 .00 .00 .001 5 2.79 1 2.79 , 2.36 .00) .00 4 .00 .00 .001 5 2.36 .03 . 2.36 .021 .00 1 .00 .00 .041 12 -MAR DES 116 N FOR BEAMS AND 038-10.9 131x2 SY51816 Concrete • WOOL might 11011 Sheer allowed far) d • value 02 d`used f6 sheer eg,3at1ea0 2140 • spacings of 1.0.0.yged 24 55x04745. lfy. 40000. pail 536616 n0 541 .53150 are required W . W .. . factored 5ga.ne2 and shears [secondary 9dest effects i80luded) 42585S .. Ye • 1 ACI Maul egust16014 govern 2 min p.rmio.1ble venue of 2110).1/1 governs 3 max permissible value of 61201'1/1 governs Av • 1 no 0410900,043991 requited 2 min reinforceeent required, for loam, only 3 etlrrup required by a1alymia 5bt.: for LEST CANC0LEVSI 110 any) X/L. 4.00 i. at tip of Cantilever, and 1/1. 1.64 12 A[ 8084 Support SPAN . 1 0123041 . 52,00 ft [Net Seen from 1.00 t0 51.02 it I I d W Nu RATIO Av 4 40 CASES 4/). ft 1n k 1 -ft Vu/Phi•Vo i0'2/ft in Ve Av 2 3 4 5 6 7 a 9-10 12.00 -109.93 -552.80 .05 3-10 31.00 -97,31 -233.14 .02 .01 24.0 13 2) BEAMS ONLY .10 6.20 24.40 -65.69 157.19 .12 .05 24.0 12 2) BEAMS 0491. .15 9.30 26.00 -74-07 316.43 .62 .55 24-4 13 2) BEAKS 0(0.7) .20 11-40 59.50 -62,45 518.13 74 .55 24.0 11 2) BEAKS ONLY .25 16.50 29.00 -56,23 625.33 .92 .OS 24.0 (1 31 BEANS ONLY .30 11.60 22.00 -36.21 1 431 24.00 03 .01 24.9 12 21 149 ONL � Y V .35 21.10 29.91 -37-59 928.45 ,54 .45 34.4 12 11 BEAKS MI' .40 34.00 32.45 -15.99 955.95 .30 .60 12 11 mei NPage 13 (arid M Level 11 ADAPT -PT V- 7.20 uI-03 .10 43.40 22.0o 50.25 617.49 .66 .05 34.0 .45 27,90 32.43 -4.34 1031-55 .09 (2 11 .15 46.50 28.00 63.51 451.0E .05 34.0 .30 31.94 34.75 10.01 1032.59 .10 (2 11 .00 49.60 18.00 75.13 151.74 .63 .05 34.D .55 34.10 32.35 21.14 oa2.47 .4o (2 11 .55 52.19 22 Alp 04.75 15.40 .05 34.0 .60 17.10 31.16 33.50 905.94 .41 435 24.0 22 21 6901,3 ONLY .93 55.20 24.00 v..31 -404.54 .a3 .05 04.0 .65 40.20 29.26 45,12 793.39 ,91 .05 24,0 11 21 BEMIS ONLY .95 56.90 71.70 1119.99 -717.48 .90 .05 24.0 .70 43-40 26.00 56,14 044.00 .91 .05 74.0 11 2) BENTS ONLY 1.00 63.00 33.25 121.60 -1086-44 .75 46.50 21100 65.36 460.31 .71 .05 24.0 11 2! BEANS 0140.0 .80 49.60 28,00 79.90 239.60 .67 .05 24.0 12 71 0574125 ONLY .35 53.70 28,00 41.20 -110,15 -77 .05 24.0 13 2y 500145 0(12.Y .90 55.40 25.00 103,22 - 27 .OS 24.4 (3 2) BEAMS ONLY .25 42.90 11,10 114.83 -769.01 -95 .35 24.0 11 21 462145 ONLY 1.00 51,00 33,15 126.45 -1115,63 SPAN . 2 LENGLII . 63.00 ft (Net 69600 film 1,00 to 41.40 ft 1 E d W Nu RATIO Av 8 40 CASES I/L ft in k 0 -ft Yu/Phi,, x1.3/ft in Vr for REl0AAXs Page 15 1 31 261455 ONLY 1 21 BEAM ONLY 3 21 BEAMS ONLY 3 21 BEAM ONLY 1 11 655141 ONLY 1 11 BEN. ONLY 12r6d N Level 21 ADAPT -6T V- 7.10 ACI -02 -1 2 3 4 5 5 7 6 9-10 11---- SPAN • 5 LENGTH • 62.00 ft (Wet 4pan from 1.00 10 61.00 ft 1 65 .04 33.25 -123.47 1095.52 3.10 31.70 -111.46 -125.90 .91 .04 24.5 (1 2) BEAKS ONLY 1 d .10 6.30 14.60 -99.64 -407.49 .84 .05 14,0 13 2) BEAMS 611,Y X/L f=1n .15 4.30 26.00 -88.22 15.15 .14 .05 24.0 (3 21 BEANS 041LY --1 2 1 .10 11.40 28.00 -16.60 156.16 .64 .D5 24.0 23 2) BEANS ONLY .23 15,50 39.01 - 461.05 .11 .05 34,0 (1 21 BEANS ONLY .30 14.60 10.00 -53.36 631.33 .ba 24.0 (1 2) BEANS ONLY .35 11.74 39.26 -41.74 167.98 .64 .D5 14,0 (2 2) BEAKS ONLY 74.00 31.30 -30.13 210.55 .57 ,33 24.0 12 11 BEAKS ONLY .45 27.90 92.36 -15,50 933.19 .34 Ala 12 11 .50 31.40 32.15 -7,31 961.71 .11 .00 12 11 .55 34,10 72,42 9.40 964,31 .17 0 (2 11 .40 37.10 91.48 21,03 915.34 09 0 12 11 .25 40.30 39,91 32.63 911.40 .64 .45 24,0 12 31 BEAMS ONLY .10 43.60 29410 44.25 715.69 .92 ,00 24,0 11 5) 5E3534 ONLY .15 46.50 26.00 55.07 572.36 .02 .05 24..4 (1 11 5E124 05(121 .90 49.60 28.00 41.45 395.59 .6) .05 24.0 (1 21 SEAMS ONLY .05 61.70 38.00 79.11 136.96 .61 .05 24.0 23 21 BEAN. 014.0 .90 55.00 10.02 90.73 94.43 .10 .05 24.0 23 11 BEAMS ONLY .95 53.90 25.00 152.35 -450.91 .60 .05 24.0 (3 21 BEAN. ONLY 1.00 62.00 30.00 113.97 -784.18 SPAN . 3 LLNGIB . 36.00 ft {Net span from 1.06 en 25,50 26 1 Y d 0. Nu RATIO Av 9 40 CASES 1/L £t in k le -ft Vu/Phi•Vf in -.2/10 in Ve Av NlNARX5 -1 2 3-----•-4 5 6 1 9 9-16 11-- ,00 .00 29.05 -59.05 -542.40 Page 14 loris M Lay.1 2) ADAPT -3T V- 7.15 AC1-02 .05 1,36 16.00 -54.11 -470.11 .05 .10 2.60 19.66 -49.30 -403.02 .41 .09 .15 3.90 20.00 -44.43 -342.10 .52 .05 .10 5.20 29.00 -39.56 -291,93 .45 .0o .29 6.5o 20.00 -34,60 -275.39 .42 .00 .30 1.00 20,00 -19,61 -262,14 .39 .00 4.10 21.00 -24.44 -253.05 .31 .00 .40 10.45 28.00 -20,01 -149.02 .34 .00 .45 11.10 26.00 -15.19 2.39 .13 .00 .50 13.00 28.90 17.63 .03 .15 .00 .55 14.30 22.90 21.50 -151.54 .36 .05 .60 15.60 28.90 27,37 -260.11 .39 .00 .65 15.90 28.00 31.24 -352,55 .42 .60 .10 18.20 20.40 37.11 -360.90 .00 .15 19.90 32,00 41.99 -313.04 .49 .00 .00 14.30 28.00 46,36 -349.16 .53 .05 .95 21.10 35-00 51,71 -402,74 .62 ,05 .40 23.40 18.00 56.61 -479.19 .72 -05 .95 24.70 22.00 61.48 -555.95 .62 .05 1.00 26,00 20-00 66.35 -639.05 14.0 24.0 24.5 24.6 24.6 24.0 24.0 1 21 BEANS ONLY 1 21 BEANS ONLY 1 21 BEANS ONLY 1 11 1 1) 1 12 _ Sy 1 11 1 II 3 11 1 11 1 11 1 11 1 11 1 11 1 2) BEANS ONLY 1 3) 0)2460 ONLY 1 2) 3531(5 ONLY 1 2) BEAM ONLY SPAN • 4 42.04 ft (Net spall from 1.00 70 51.00 ft 4 F d W x61 RATIO Av 9 40 CARPS X/). ft 10 k k -ft W/Phi+VO in-1/fr in Pc Av maims -3 5 6 7 0 9-10 01---- 240 33.25 -115,44 -666,21 3.10 31.70 -153,47 -526,30 ,11 .06 26.0 13 21 125.144. MEE 4,20 22.00 -92 _25 24.54 .79 .05 44.0 13 21 860046 ONLY .15 3.30 26.00 - 111.54 .61 .05 16.6 53 25 68(548 ONLY .30 12.40 20.06 -69.01 334.41 .52 .05 24.0 (3 21 1e3933 531.3. .25 15.50 22.00 -57.40 516.11 74 .05 24.0 11 2) 06314 032101 .30 18.60 30.00 -45.12 664.18 .60 .05 24.0 (1 2) Rea.. 0(23.7) .35 21.7o 19.26 4.14 704.41 .69 .05 24.0 12 21 330e1. 0810.Y .40 24.05 31.30 -22.94 661.41 .41 .00 11 1) .45 17.90 32.30 -10.93 916.61 .20 .00 (2 1) .50 31.05 12.75 5.55 920.97 -11 (2 1) .55 34.10 32.16 11.64 905.11 .11 -6a •..•• (1 11 .60 37.20 31.20 22.65 645.16 .54 .05 24.0 (2 2) BEAMS ONLY .05 40.30 19,36 40,27 742,39 .81 .05 24.0 42 3) REAMS ONLY 3/3 Pe Nu RATIO Av 3 40 CA222 A k -£t 111/Ph14V0 in'2/ft 1n Vc Av 6L40011 4 5 6 1------8 9-10 11---- ,00 .00 33.25 -129.44 -1171.21 .05 3.10 31.70 -118.03 -791.03 .97 .05 29.0 (1 21 BEAMS ONLY .10 6,20 28.04 -105.21 -446.64 .29 .05 34.0 (3 2) BEANS ONLY .15 5.3D 24.00 -93.50 -11916 .79 .05 14.0 43 1) SEAM ONLY .20 12.40 28.00 -81.97 215.40 .69 .05 24.0 13 2) 6E0155 ONLY .25 15,50 28.60 -70,35 462.16 .72 ,05 34.0 (1 2) BEANS ONLY 18.60 16.60 -56.73 652.69 .05 24.0 (1 2) 56x145 ONLY .35 21.75 29.26 -41,11 402.21 .05 2..0 11 21 WARS ONLY .10 24.40 31.30 -35.49 929.51 -67 .05 3446 12 2) 3BBANs 3nom .45 17.40 12.30 -23.47 1010.39 .43 .09 (1 1) .50 31.60 32.75 -12.26 1057.24 .22 .00 12 1) .55 04.52 34.43 -1,241062,09 .06 12 31 .60 31.26 31.49 13,03 104 97 .16o0 22 1) .65 44-30 75-55 .50 �65 24.0 11 2) BEAN 0412 .70 13.40 34.00 31-17 484.50 16 .05 24.0 (2 21 BEANS 01414 46.00 24,00 S0-50 749.62 .s5 34.0 (1 2) 05A44 o Y .50 49.40 26.00 64.44 571.96 12 .05 24.0 11 2) BEAMS ONLY .65 52.70 36.00 71.29 365.09 .65 .05 24.0 13 2) 624175 ONLY .9D 55-80 24.00 91.14 115.44 .10 .05 14.1 13 1) BEAMS ONLY -95 50.90 18.05 105,49 -221.15 .09 .05 24.9 13 2) 863145 ONLY 1.00 62,56 28.00 119,24 -571.17 Page 1a I5rid M level 21 0(6PT-PT V- 7.10 ACI -02 13 - MAXIM M S PAN DEFLECTIONS 7040rete'5 (5044100 60 0154010113. Ec . 4411.40 ksi Creep faee10 k • 2.60 Ieffeccive/Igroes... ldu. so craeking1 k • .03 Where 9tre4(05 940.ed 6 017.-1'1/2 cracking of 4(0[5041 15 allowed for. Value. in parentheses are (epee/vas deflection) 081i0e cDEFLECTION ARE ALL IN inehes. DON144080 POSITIVE.._, , SPAN DL 01417 DL.IKoCEEEP LL OL.PT.LL.c1EEP -1 2 3 4 - 5 ---- 1 .49 .14 .431 17351 .231 32061 .66! 11261 .19 .51 .241 31641 .101 40231 .421 17711 -.05 .61 02( 5470! -011125111 .0113113161 4 .34 12( 61501 121 40391 .301 2439) 5 .54 .12 .002 1269: .341 31211 .42( 9111 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Grid 13 Laved z- 191--11 '4f LL-= NOPsf 1i�Ib- /t -o" S%4 Y1e'4o ' ,. ; DL. Niro LL. C/ 1`/F0 F) .=1; rt kk; LL. t a.LL"f n fr-t61-4 131' ' 61' Project Protect No. Sn4,44epi-ter CyaVA.,, )1d a Designed By: 5)7.04 Date: S/7-.3/7 Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343.0460 • F. 206/343-5691 r -277 4 L . ' 61' Project Protect No. Sn4,44epi-ter CyaVA.,, )1d a Designed By: 5)7.04 Date: S/7-.3/7 Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343.0460 • F. 206/343-5691 r -277 5/23/2006 12'034:00 PM 2.Cre ADAPT CORPORATION oraut10RAL CO1CR$TE 6000418E SYo.EA4 1133 3624114! Romd. Stitt! 220, 0t4 -rod City, California. 94061 MMPI -PT FOR POST-Tffi63IW® 33104/0183 sasses; Version 7.10 AMEILI0 21 LSICI 113-01fIOC-O3) ADAPT CORPORATION • Sttvttdrat 00ocrete 00ttoare Bystee 1733 114Ud•ide goad, Suite 220, Redwood City, California 94061 Phone: 16501306-7400, 4410: 16161164-4674 Email: 6npp0rteAdlp32Oft.Cdw. Web Site: ht0p,//www.AdeptSntt.em OATS AND TYNE 05 PROGRAM tac0T11a1: Rey 23.2006 At Time: 4,50 FRo3Et1' VILE: Grid 3 Level 1 850020173 1/11 E: u6beenter Garage Oldg A Grid 3 Level 2 1 - USER SPECIFIED 1EMERAL DESIGN PARAMETERS P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 2\Permit ResponselGrid B Level 9 . Uniform, 40i6..110 N . Noounifnrm section 3 - I section 4 - Extended T or L section . deist 6 Waffle 11 • lop mnrla0e to refer -0164 line 2.1.2 DETAILED DATA COR NONINIPoeM $PANS The following are geometry of nonuniform spans and/or cantilevers. Page 3 (Grid R LeVe1 2} ADAPT -FT Y- 7.10 6CI-02 Deft distance ie from left 9U1?p0rt centerline to start of 6 span segment. CONCRETE: P{ I 1 100 I BDrIDMVMIWLEI 1 STRENGTH et 20 day, for 03211$/010.2 5000.09 1751 E al LEES 1 1 FLAME I FLANGE 1 RSP I MULTIPLIER Ear COLDIQ= 5002,00 1760 E 8 1DI0TAMCEI rams DEPTEI width 10i0k.{ width [R1Ck.16E100TI left right a M i to 1 in in 1 it in ( in in 1 in 1 04060400 OP ELASTICITY for SEAMS/SLAMS 4030.50 kei -1--2 4 5 6 7 4 9 10----IL-----1]----13- for 0011Me11 4030.50 k4i SPAN: 1 1 4 .00 3.6,00 35.00 50.00 0.00 17.50 20.00 35.00 CREEP feet.r fw deflectin0a far IEAM(2LAE2 1.90 2 4 1.00 14.00 35.00 60.00 0.20 17.50 20.00 35.0 .05 oCACREIE HEIGHT NORMAL 3 4 13.00 16.00 35.00 100.00 5.00 17.50 20.00 35.00 .50 .50 II 4 4 61,00 16.06 31.00 110.00 5.09 11.50 20.00 35.00 .50 .50 mass 4s limits (multiple of (fi1l/21 At Top R.000 At 9011E 6.000 2.1.1 ERvErT109 321,050 DATA OP ENTFO0M SPANS COM4P880210N STEERS li0lt0 (multiple ❑f WO, At all 10catioO .490 SPAN EFEECTIve 1110TE in REINFORCEMENT: I YIELD SCrength 60.00 kei 2 66.00 minimum Cover at TDP 1.50 in 5 Is,50 Minimum Cover et 6001104 1.50 i4 l 5 96,00 POST-TEN2IONINO: SYSTEM ONBON0ED Ultimate strength Of strand 0.00 ksi Average effective strew 1t strand (final} 175,00 Lei Strand area .152 10'2 Min CNB Of tendon frOM TSP 1.75 in Page 2 2,1.4 EFFECTIVE 9IU11f DATA FOR NONUNIFORM SPANS 8et)1N1 SPAM: 1. EFFECTIVE 16111111 In 1 51.00 3 0 300.00 (Grid 3 Leval 21 ADAPT -PT Y- 7.10 ACT -02 4 95.00 1410 TIS 0! te,Odm Ere. HUMOR for 3N1ER10R epene.. 1.75 in Min COB of tendon from 30'1.1904 for EXTERIOR opens.. 2.25 in Min overage poec,lop0300io0 325.06 psi Max .pacing between Strand. (fectdr of slab depth) 11.00 IeadOn profile type and 20pp0rt 07.4030 Ise! section 01 610,1I3Is 0001000 Cam( S trueLur.1 syste4 BEAM Moment of Inertia over emppOrt 03 I1NRR0AB® 00 Moments 050 VG face of Support YES Limited pWtlficatim .11we41mwent1 redl.tribnted) MO Effective flange width cmOiderati[n Yea etlactive. tlan3e width i le5en1eticm method ACI.310 2.1 - 0 0 0 2 0 8 1 N I D T R ANC COLUMN DATA Page 4 (0114 B Level 2) ADAPT -PT a- 1.10 ACI -02 SUPPORT ----- .-- LONER 00101404 UPPER COL{Amm m 2- 1 N p O T GEOMETRY MOTE LENGTH RIDIAI 0 COC' UMW) 31011) 0 C000 301321 in ft 1.1n ft 1n in -1 2 3 4 5-----. 1 0 9--•-10-- 2.1.1 PRINCIPAL SPAT/ DATA OF 011001'1 SPANS 1 24,00 25,00 34,00 24,00 (11 25,00 24.60 24,00 (11 2 24,00 10,00 34.00 24.00 (11 12,00 24,00 14,00 1711 A 1 PI 1 1 TOP 100Cl0M4/10000101 1 3 24,00 16.00 24.00 24.00 111 12.00 24.06 24.00 (11 • Y 01 II` 1 FDAMGe 1 MAM63E 1 REF I MULTIPLIER 4 24,00 10.00 24.00 24.00 411 12,00 24.00 24,00 (11 A P RI t.Em312( 1111)41 boPriil -1 3D: width chickwldt0 thick,(g0WTl le.01 tight 9 14.00 19.95 24.05 14.03 111 12.00 34.00 24,20 111 H E MI ft 1 in I in 1 1n in 1 in in I 10 I 6 24.00 25.09 24.00 24,00 11) 25.00 34.00 14.20 111 _1•_2_-3-___4 9----I--6 7 a 9 1 M 4 62.00 16,00 115-00 100.00 5,90 17.50 20.00 35.00 .50 .50 .IPE [011431 RORDARY 00046 TIt41 CODEX (Carl 2 D 4 61.00 16,00 15,00 160.00 5.02 17.56 20.00 05.00 .52 .50 010e4at 4000 Ede ...11T5310000I • 1 r 3 G 4 26.00 16.00 15.50 1!0.00 5.05 11,50 20.00 35.00 .52 .50 Ringed at Dear end. fixed at !.r end . 2 I 4 12 4 41.00 16.00 35.50 159.00 5,10 11.55 10,00 35.00 .10 .51) Fixed at neer end, hinged at far end N5 D 4 62.00 16.00 05.00 300.00 e,o0 17.50 20.90 35.00 .50 .50 Fixed at near end, roller with rotational fixity nu tar and , - 4 1 - 002 1 BP AM 3 - PONE C . Cantiltxr 1 . MLCC angular e[LY S❑n 2- Tree 1- T ar Inverted Y 5e0110n 1/4 5-7.0401 1.281300, 1,000100 D . DEAD LOAD L . LIVE LOAD TYPE U . 131IF0014 C . CONCENTRATED Li. LIME LOAD P . PAArrAL UNIFORM APPLIED 04056tH' 330e1.691ty I Pram To 1 1 M or c _,.AL1 Total Oa TriA SPAN CLASS TYPe 1{/01.2 { ft ft } I2-01 Or k .ft1 k/ft -1 2 1 4 5 5 7 6 9 1 L 0,00 7.00 1 • C 2,00 16.00 1 L Li .00 16,00 _220 1 4 Li 16.00 62.00 _910 1 0 C 1.00 7.0 1 D 7.00 16.00 1 D LS 16.00 62.05 1.510 1 D Li .00 16.00 1.120 Li 62.00 .610 Li ,00 52,00 1.910 L Li .09 25.01 .910 D Li ,00 20.00 1.910 Page 5 (Grid N Level 21 ADAPT -PT V- 1.10 ACI... L Li .02 62.00 .910 • Li .00 62.00 1.910 L L1 .00 62,00 .916 • L1 .00 62.00 1.910 04013: 7,100 SPADING ie s8IPPEO with a skip £actor of 1.00 1.1 - IAADLNO 10 APPEARS IN USERS INPUT SCREEN PRIDE TO PROCESSING DN1009M (k/ft-3), ( CON. or PART. 1 70008511 SPAN CLAES TYPE YINE(k/ft1 1 nett or ft -ft 1 1 1-01 0 ft 1 -1-----2 3 4 5 0 7 6 1 Y C 6,02 7.00 1 L t 1.00 17 .00 1 L L .220 .09 16.00 1 L L .910 16,00 62.00 1 0 C 1,00 7,00 1 p c 1,00 16.00 I D L 1.910 10.00 62.00 1 D L 1.120 .30 16.00 2 L L .910 62.00 2 D L 1.910 ,00 62.00 ] L 26.00 3 O L 1.910 .O0 26.00 4 Y L 910 .00 10,00 4 O [. 1.910 -05 61.00 5 L L .910 .00 62,00 s 0 0. 1.610 .00 62,03 NOTE: LIVE LOADING 1S SLIPPED with a skip factor of 1,00 - 0110,00.1100D SECTION PROPERTIES Page 6 0022. 5 Level IS ADAPL-PT V- 1,10 ACI -02 4.1 Per Uniform 000.9 end cantilevers only • Triburery width s s ETfettl00 width 5/23/2006 12:134:00 PIVI 2•Cre SPAN AREA Th YSb ef! I Yb ft 10 42 in in in in•a in In •-1 2 1 4 5 6 1 6--• 2 1402.50 26.35 1,45 96,00 _1110E404 23.72 11.20 3 1402.50 26.36 0-65 16.00 _14.16+06 22.64 12.16 4 5402,50 25.35 1.65 96.00 .1110E+06 21.72 11.24 5 1402.50 20.35 0.65 96.00 .11108+06 23.72 11.38 Note: . Spas/Cantilever !6 Nmmif110 . See h1o0k 4.1 4.2 - Computed Sagami Properslfl for 6egme71. of W0eprLamatic spans( Section properties are listed for 611 segment[ of each span A. crnsa-sectional genneiry Yr. 'entroidal dist40ce to tap fiber I- groom moment of inertia ]T. centrnida1 distance to bottom fiber Trip0t617 751415Effective Width 6PAN AREA Yb 1 Yt . b 3!! I Yb Yt MGM.)ln in SPAN 1 1 902.50 21.75 13,95 57,00 .27390+06 21,95 12.45 2 662,50 21.75 13.35 57.00 .91606+05 21.55 13.45 1(02.50 26.15 6,05 96.00 .11106+04 23.12 11.20 4 1(02.50 26.35 1.55 96.00 .19736.66 23.12 11.26 5- 10731.0 10 A D IM 014121150, SHEARS 6 9 6 A C T I O N 6 . 5,1 SPAN MOMENT. lk-ft) > 4 5,2 SPAN ANBA6s le) • SPAN 05(110 Mldnpan elf). 5x(1) SUM --1 2 3 4 5 6 1 -244.01 1394.12 -755.15 -49.42 66.36 2 -104.21 321.55 -416.21 -62.59 55,73 3 -943.25 -01.94 -243.92 -54.79 24.37 4 -469.73 1323.46 -700.06 -55.60 53.62 5 -744.63 1374.07 -342.76 -65.69 52.13 Page 1 P:\Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 21Perrnit ResponselGrid B Level (Grad 6 Leve/ 21 ADAPT -PT V- 1.10 ACI -02 Note: • . Centerline 00600 e JOIST . 5.3 IOaCTIOt(8 ilc} ac - 5,6 COWAN 140•4923[6 [Y -L[) -. --1 ] 000.00 6o1191111i____Dpptl 201dvW- 1 49,41 -172.01 -112,01 2 120.00 20.37 30.66 60.53 96.14 147,21 4 00.67 -96.36 -141,54 5 120.31 -17.51 -26.36 6 52,71 j 111,16 171.3■ 6- LIP. LOA D M 031141/710, 240100 a REACTIONS . - 6.1 LIVE LOAD SPAN 9.'!!0010 (0-01) and SHEAR PONCES (1I - 1 c Left. a 4 -_ midapan _--1 t-- - riper* > .--e6EAR FORCE--> SPAN 069 six ems 410 eNin left right -1 3 3 4 5 4 7 4 4•• 1 -181.54 21,63 205,65 -25.96 -357.55 -71.31 -34.51 31.42 1 -339.20 -63.23 102.09 -29.36 -246,05 49.75 -37,13 26.96 3 -111.04 26.47 50.49 -90.11 -161.66 26.36 -19.61 19.51 4 -245.16 40.65 102.11 -19.21 -319.63 -12.74 -29.96 30.11 5 -356.14 -71,52 203.19 -25.67 -116.11 13.61 -31.13 26.71 . centerline moments 0- 6.2 1060451004 (0l> c 6.3 COLUQ6 ee440ra (1-0tl = LOWER CO[1169 __-a <.__ .PPE! COLUMN ___a MINT emx min sax elm max min -1 2 3 4 5 0 7--- 1 24.57 -1.97 11-41 -41-77 11,41 -91-77 1 41.64 21.97 79.25 -70.56 111,11 -106.11 { 1 40,70 1.76 66,99 -90.14 100.49 -30.10 ^4l 4 99.11 1.16 20,10 -66.99 0.16 -100.49 6 11,44 i. 96 70-49 -76-11 105.76 -111,25 6 36.71 '1.59 93.66 -11.61 93,46 -11.31 NNate: 6100k 6.1 thrdegl 6.3 valve! are eaxiO4 Of 411 Slipped lording Cala. Page 8 (Grid 6 Level 21 20000 07T V- 7.10 ACI -02 l- MOMENTS 25300CED TO PACE -OP -SUPPORT 7.1 R 1 0 (0 7 0 4 DEAD Lean MOMENTS (k -rt) SPAN <- left. -a <- .idapan -a c- right. -• 1 1 3 4 1 -295.17 394.66 -699.75 2 -642.50 321.56 -453.42 • -119.60 -11,13 -119.02 -434.92 332,42 -635,17 5 -674,42 314.00 -291.00 Note: • . face-of-avpport 7,2 R1DOcED LIVE LOAD(409IRSTS 1R -ft) O left' > c---- midepan ----> c SPAN awe min V&A min max min 1 2 3 4 6 6 7 1 -150,09 31.26 106,61 -25.96 -216.50 -69,61 2 .309.56 -01.40 102.92 -29.37 -257.33 30.65 1 -161.67 29.60 50,90 .94,06 -161.75 29.16 4 -257.30 3..65 142.63 -19.23 -309.17 -91.01 5 -325.31 -10,04 101.92 -15-65 -166.61 22.01 Note: • . Face -GC -support 6 - SUN OF Delo AND L1YE NO)HNT7 (0 -ft} Maxima 0f dead load and live 1040 span moment. ,Combined for mervicea0ility Check' 1 1.0004 + 1.6644 I c loft. a <---- midmpa0 ----> c sight. > 6P0N max min max min sax min -1 2 3 4 5 6 1 -454.26 -273.91 569.75 .54.13 -1916.33 -159.56 2 -952.04 -713.59 764.50 292.22 -640.15 -194.71 3 -340.61 -149.14 -30.95 -172.02 -141.61 0.15 4 -602.25 -396.47 505,25 293.10 -940,33 -120.18 s -1045-25 -749,52 774.90 144.41 -491.67 -565.75 Page 9 (Grid 0 LeVel 2) ADAPT -P1' V- 1.10 4CI.02 Nora: • face -of -support 9 - 500.20560 0097-7ENSION2NG 000059 1,1101 5666306 130G71)26 9-1 PROFILE TYPES AND PARANETER4 060100) •0r Span: 1sed parsbola 2 . simple parabola with straight portion over supper[ ] . harped Landon Por CAntileVer: 1 - simple parabola 2 . partial parabola ] . barbed 502don 9,2 106005 150021! TYPE 21/L 22/4 23/L Ail, 1 ] 5 1 l .100 ..509 .toe .900 2 1 -100 100 .000 3 1 .100 .000 4 1 .100 .500 .100 ono 5 1 .100 .500 .100 .000 2/4 9.3 - *RUC= 2000002031001507 FORCES AND TENDON DRAPE Tendon editing ems selected: FORCE SELECTION SBLECI50 VALUES ----- - - t--- CALMMATED VALDES ---a c FORCE - DISTANCE OF COS fie) - P/A 12.1 Mba1 SPAN (1/-) Left Canter 015011 (pal) Ik/') t5DL) •-1 2---------1 4 5 s 1 6-- 1 263.000 17.56 2.25 33.25 191.07 1.307 70 2 366.000 33,25 2.25 21.50 191 09 1.307 ] 60 266,000 11.50 17.54 11.59 191.09 .004 0 4 260.000 27.50 2.25 33.25 191,09 1.307 60 5 256.000 33.25 2.25 27.59 191.09 1.301 66 Page 10 (Grid 1 Lewes 2) ADAPT -PT V- 7.10 ACI -92 Approximate weight of aerand 1500.3 La 9.5 REQUIRED NINIMI5 P057-1'736210110515 FORCES lkipal 0270D ON 516695 CO(0IT3001 -a .- SASSD ON MINIM111 P/A a spAN LEFT. CENTER RIGHT' LEFT CENTER RIG111. -1 2-___--.---3 4 5 6 7--- 1 76.61 260.94 236-40 100,31 115,31 176,31 2 217-99 224,66 144.09 115.31 .11 ,30 3 .00175-31 115-31 175.31 4 4 149.45 226 211,76 175-31 175.31 175.11 5 196.33 264.47 .00 175.31 175-31 115.31 Note: - lace -of -support 2.6 SER V I C E 5726.5566 (psi) St -Wilco ahold) pOoiC1vel 21073' 01907' Top 0010005 TOP 50ITOM max -T max -C max -T ehx-C moa -T 1104-C max -T max -C -1 2 3 4 5 6 1 9 9-- 1 -333.10 -642.33 476.23 1594-54 2 429.03 1495.28 311.49 -40.15 1251.01 3 304,44 -61.64 -943.02 109.32 -61.74 -942-79 4 312.57 -46,11 -1250.37 419.11 1490-27 5 477,11 1596,95 15.12 -151.52 -791.46 Mote: • - 11Ce-or-aoppert c E N T E 6 TOP 700[005 max -T max -C max-Tmx-C 1 ]--------3 4 5 1 -536,02 549.24 -53,91 2 -484,11 425.17 -119.13 3 -265.31 4 -483.54 424.50 -119.51 5 -545.11 513.46 -35.45 9,7 P05T-TEN5I0NIND BALANCED MOMENTS, S06ARS 5 RSACTIONs Page 11 IGrid R Level 21 ADAPT -PT V- 7-10 ACI -02 .-- 9 PAN M 0 M 6 N T 5 (k -EL) --. a-- SPAN SHEARS Ik 1- a SPM) 1,24. midspan right* 114)11 BNI0) 1 2 3 4 5 6 1 278 75 -304.51 469,25 -2.04 -2.14 • 441 1ST -264-25 271.50 .64 .64 3 41.61 6,95 91.75 4 219.33 -265.33 430.95 5 451.42 -287,/5 216.63 1.10 1,01 00.16, • . lace-of-66pPo1>: c 10 --REACTToIS (5 0--a .-- c5LM MOMENTS 50-!t) --a joint 2 Lower Columns upper columns 5/23/2006 12:34:00 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 21Permit ResponselGrid B Level 2.Cre 1 2.540 2 -2,460 3 .655 444 6 -2-424 4 1-406 72.742 71-761 -11.100 -16.650 -72.592 -109,333 71.167 169.750 7.603 11.600 -46, Oat -94,063 10 - FACT 6 R 5 D 510095210 6 RSACTTONS Calculated as ( 1.20D • 10601 ♦ 1,06 secondary eneeo effect%) 10.1 TACCORED DESIGN Ie44E21I6 c left.,, c- a --- mtdopaa - -- right. SPAN ear[ 22i0max minMILS mina 1 2 3 4 57 1 -450,45 -171.65 1023.50 652,53 -1031.45 -620.64 2 _913.17 -606.22 952.44 46..54 -611.55 -2123.51 3 .449.53 -143.09 55.74 -176.01 -445,67 -143.25 4 -677,13 -202,01 552.40 613-94 -972,50 -607.46 5 -1029.60 -621,57 1025,56 556.26 -411,16 -119.55 Nate: • . face -of -82w= 10.2 SECONDARY .061101Y0 I(k-ft) SPAN c-- 10ft. --. ., eidsps6 -a .. right. -.6 -Page 12 (grid B Level 2) APAP7-PT V- 1.10 ACI -02 1 2 3 4--- 1 122.23 233.50 310.15 2 291.17 274.0. 254.15 3 71,94 72.47 73.03 4 256,55 212.63 209.17 6 350.43 350.41 194.111 5bte. •- face -of -support 10,4 FACTORED 04ACf10954 10.4 PAL-f00S m5D190 9409691/59 16-70) 1A) ' 4 - BRIER 0011029 -a 4-- UPPER eolumm - a JCIBT 226)0 Yin 502 minems min -1 7 3 4 5-- -----5 7 101.46 59.63 -115.39 -260.46 -115.39 -280-45 7 149.14 117.61 140,15 -90,54 110.25 -149.12 • 115.32 100.00 152.10 12.70 221.17 19-05 4 115.33 100,11 -12.67 -152.02 -15.10 -126.15 5 149.64 197,90 99.26 -131.54 149.09 -109.31 6 107,69 62.61 259.05 90.72 269,0. 90.72 3.1-04010 51651' SPECIFIC CRITERIA far ONE -NAY or BRAM 6ys15K - Miniam Athol 0.004A - MUM= capacity s 0.6439 ed (de5ige1 ameat Support cut-off length fdr 5616!6106 atee111e0gth/5pan1 ... .17 spur cut-off length for ■fail.. 0teel(2eagth(6p431 ... .11 100 Dar extension bel1004 where required 12.40 in gotta bar esten•ionbeyend where r,gnired 11.00 in 0944306tb1&r0 based on 5o REDISTRIBUTION of fattOred moments TOTAL MBIuai or Bums . TOTAL ARG coma . 165031200.1 lb 02000204 - 1,ft�l .6 Fief 71.7.1 STEEL AT 54 1 6- 11 0 A N T O P 9011056 Aa • -rriSR ---`REBAA 6.021&011. As 010020156. MBAR CRITERIA n--.LT--- 6PAM (io"1) i_(Qg__D..35L-a Iia 3) • --00T MIN--D..35L-a Nage 13 1 (arid B Level 2) 20502 -PT V- 7,19 MI -01 ]5 9--- I .00 ( 600 600 500) 1657 ( 1.16 1-54 .001 1 .00 ( .0. .00 .00) 1.57 ( .56 1.57 ,00) 3 1.06 ( 7.06 .00) 1 .00 .00 .00) 4 .00 1 .00 001 1.61 1 .56 1,54 .00) 5 .40 1 ,00 00 .201 1.67 1 1.1■ 1.51 .00) 11.3.1 57661 AT 405670674 O P SOTIOM 5.0 OIP:EamNT ;MAP C&I103112 45 OI90651509 %TSAR CRITERIA JOIN' )1n-21 .---DLT 59050' 7+.355-: 110.21 .---ULT- 2 - --ULT-2- • 7.3 4 5 5 7 4 9--- 1 2 5 6 1.73 2.67 2.36 2,36 0.66 236 .00 1.73 .00 2.61 2.36 ,00 .59 2.36 .00 .69 2.36 ,00 2.50 2,16 .00 .00 2,24 .00 0. .66 .00 .00 .610 .00 40 .001 .00 06 .001 .00 0BI .00 091 .00 .00 .00) .02 .00 .001 12 - S B E A R 0 5 6 3 0 6 FOR 460143 ANP WE -MAY BLAB 3y0IE145 LRAM . concrete . 56600.)1 weight (60011 611e,r allowed tot) d . 94116 6f d used in (Omar aquatic.. 540 - epaeingo Of two -legged 64 stlrrups, (fy. 60000, poi) ar-6R5 n0 atirru;le are required N u , 91.1 „ - factored e.Nent4 and 9hefra (secondary 610ment effects fncluded) ra.6s .- Pe - 1 ACI shear equations govern 2 016 ye210156ib1e value of 3(16(01/2 g0vern5 s pox perm/4a5ele 94109 Of 5166)01/2 gOver65 Av - 1 nn relnforee4enS required 2 min reinfOYro0en6 required, fol' beam. only 3 •1irr5p required by analysis Note: for LEFT CANTILEVER (if any) E/L- 0.00 10 at tip of cantilever, and 0/1- 1.65 15 at fir. support SPAN - 1 LEWIS - 62.00 ft (Net span from 1-00 to 61.00 ft Paas 14 10,28 11 Level 2) ADAPT -PT V- 7.10 ACI -02 x a V. mal RATIO Av 4 422 01559 2/1 ft 10 k k -ft Vu/Phi-Vc in 2/ft 10 VC Av R274&125 --1 2 1 4 6 8 7 5 5-10 11-"- .60 16.50 -101.46 -561.00 .05 3.15 20.60 -9600 -254.62 .01 24.0 13 21 051240 OMIT .12 6.20 21.00 -90.94 113.06 .77 .05 24.0 13 11 5E400. ONLY -15 9.30 26.00 -72.46 292.20 .61 -05 14.0 (3 21 2E3250 ONLY 13.40 26.00 -61.21 500.75 .76 .05 24.0 (1 21 BEAMS ONLY -25 15-50 26,00 -61.97 695.60 .94 -05 24.0 (1 21 9E2142 6041.0 .30 16-60 20,00 -16.17 .01 .00 -05 24.0 12 2) 4065 ONLY .35 21.70 29-91 -26.55 936.63 .52 .05 24.0 12 2) BEAMS 0660 -40 25.60 31.49 -14.94 1002.95 .21 .00 12 11 .45 27.90 32.43 -3.32 1031,13 .06 -00 S7 1) .50 3140 32.15 16.11 1023.50 .20 ,06 (2 1) .55 34.10 32.36 22.49 919.76 .41 .00 (2 1) .60 37.20 31.20 54.11 900.00 .64 .05 24.0 {2 2) 5E0119 ONLY .65 411.412 29.26 45.15 164 22 1 .92 .53 24.0 11 2) 603 0011? .70 42.40 26-60 51.11 632.41 .90 .05 24.0 (1 21 BEAMS ONLY .75 21.1. 21.00 65,95 444.50 .69 5 74.0 61 1) BEAMS ONLY .00 49.60 26-00 90.56 220.75 .65 .05 24.0 (3 2) BEAMS ONLY .85 52.70 24-00 92.20 -137.15 .70 24.0 (3 2) BEAMS ONLY .90 56-60 26.00 103.52 -440.96 .6l .05 24.0 13 2) BEAMS ONLY .95 56.90 31.70 116.41 -7110.13 .96 -O5 24.0 (1 2) BEAM. ONLY 1.00 61,00 11.25 321.06 -1144,10 SPAN . 2 LBWTB - 62.00 ft (Net span from 1.00 t. 61.00 ft ) i d Vb NU RATIO AY 0 4O CASES 1/L ft in Y k -ft 74/50171/C in"2/it in Vc Av REMARKS -1 3 3 4 5 4 1 B 9-10 11---- .00 .00 33-25 -1]].79 -1094.07 .05 3.10 31.70 -111.16 -731.46 .50 .05 24.0 11 7) SEAMS ONLY .10 6.20 25.00 -99.56 -404.87 .B4 .05 24.0 13 2) BEAf19 ONLY 9.30 26.00 -61.92 5.66 .74 .05 24.0 (3 2) BEAMS ONLY .20 12.40 26,00 -14.30 247,00 .64 .05 24.0 (3 2) BEAMS ONLY .25 15.50 26.00 -64.65 452.45 .10 24.0 11 2) BOW. ONLY .30 16.40 24,00 -51.07 622.45 .80 .05 24.0 (1 2) 562795 ONLY .15 21.10 29.26 -11.45 759.0 .05 14.1 51 2) SEAMS (MU .40 14.00 31.20 -29.13 555.50 .56 .05 24,0 17 2) 5E924. 4900.9 3/4 .45 21.95 12.36 -15.21 923.90 .33 .00 .50 31.00 32,15 -6.91 952.41 .12 .00 .55 34,10 12.13 9.27 914.99 .11 00 .62 31.20 31.49 10,69 901-31 .65 40.30 29,91 31.51 021,13 .64 .05 21.0 .70 43.40 20.00 44,13 106.13 .91 .05 21.0 .75 46.50 20.02 55.15 563.06 .61 .05 24.0 Page 16 2 1) 1 11 3 11 2 1) 2 2) DEANS ONLY 1 2) BEAMS ONLY 1 2) 062145 ONLY Iurt3 B Laval 2) ADAPT -PT V 7,10 ACI -02 .60 49.60 25.00 67.37 305.39 .61 .05 24.0 (1 3) BEANS ONLY .15 52.70 26.00 75.58 230.66 .66 .05 24.0 13 21 BEAMS ONLY .90 55.06 2e_60 80.50 11.11 .16 05 74.0 13 2) BEAN. ONLY 95 69.96 211.00 102.22 -454.20 ,50 .05 24.0 (3 2) BEAMS ONLY 1.00 62.00 26.00 113.64 -709.11 59311. 1 56440111 - 26.00 ft (Net Span true 1,00 to 25,00 It I E tl Vu Ma RATI0 Av 9 4d CASES 1/2 £t 10 k 1 -ft 32/Ph1•VC 411-2/f2 in VC Av 65355055 -1 2 3 4 5 6 7 6 9-10 11---- -00 .00 25,00 -61.49 -509.22 .05 1.11 3..00 -56.62 -432.44 .66 .05 24.0 (1 2) an.. opt? 1.60 28.00 -51.72 -362.00 56 24.0 (1 71 BEAMS ONLY .15 3.96 21,60 - 6,27 -297.91 .47 .00 (1 11 .20 5-20 26.00 -42.00 -240.14 .35 .00 (1 11 .25 6-50 26,00 -37.11 -216,43 .35 (1 11 .30 7.40 26.00 0,11 .27 00 (3 11 .36 918 25.67 -27,38 27.27 .23 .00 (3 1) .411 10.40 20,00 -22.51 43,10 .19 .00 (3 1) .45 11.70 25,20 -17.64 52-59 .15 .00 11 1) .50 13-00 26,00 12,77 55,74 .11 .00 (3 11 .55 14.30 38,00 17.64 51.57 .15 .00 (3 1) .60 15.60 20 00 22-52 43,06 .19 (3 17 .65 16,90 26,00 27-39 27.21 .33 .00 (3 11 .10 10,20 26,511 12.26 5.15 -17 11 1) .75 19,50 25,00 37,13 -316.42 -35 .00 (1 11 .60 20,60 05,00 42.01 0.13 .36 (1 11 .65 22.10 05.00 46.66 7.91 -47 (1 1) .40 43,40 25,06 51.15 362.02 .05 24.0 (1 2) BEANS ONLY .95 24.70 76,00 56.12 437.46 ,66 ,65 24.0 (1 21 BEAMS ONLY 1,00 16,06 15,00 61.50 509.23 SPAN . 4 56559171 - 62,00 ft (Net span from 1.00 Co 61,00 ft E d Vu No RATIO Av f 40 *3164 0/1 6t k k -ft Vu/Phi4Vc in -2/16 in VT AY RSI96564 -1 4 5 6 i 5 9-10 .00 .00 20,00 -113.56 -7.9.05 3,10 26.50 -1.7.22 -454.16 -05 244(3 21 12.651.2 0212.? 6,20 20.00 -90,60 56.92 .76 .05 14.0 (3 11 PEAKS 0121Y .Is 9,70 20.00 -75.56 230.14 .60 -05 34.8 13 21 BEANS ONLY -20 12,40 211.00 -61,36 305.30 .62 .05 14,0 11 31 BEAMS ONLY .25 15,50 26.06 -55.71 .653.21 .61 -05 24,0 11 21 SEAMS OMs .30 18,69 211.00 -44.13 706.12 .91 .05 24.0 11 21 660945 ONLY .35 21,10 29,91 -32,51 921,11 .64 .05 24,0 (2 0) 80014 OKLY Page 16 (Grid B Leue1 2) ADAPT -Pr V- 7.10 ACI -01 .40 25,10 31.49 -20,99 901,11 .39 .00 12 1 27,94 32,42 -9,27 544.67 .17 03 (2 1 .50 31.00 32,75 6.90 952,40 .12 .00 (2 1 .55 34,10 32,36 111.19 923.93 -33 ,00 (2 1 .60 31,20 31,10 39.01 659.42 .56 .05 24,0 (2 2 252109 9005? .65 40.30 19,26 41,43 156.92 .03 .05 24 0 (2 2 BEAms ONLY .74 43,40 15,00 53,05 622.3. .67 .46 24,0 (1 2 1E2104 04010' .75 46,56 25,00 64.67 452.16 .10 .05 14,0 (1 2 6L2149 ONLY 49,60 25,00 76,29 246.97 .64 .05 24,0 (3 2 BEAMS ONLY 24,00 57.21 5.54 .05 24,0 (3 2 BEAMS ONLY .90 55,60 25,08 94.62 -404.74 24.0 (7 2 BEAMS ONLY .95 55.00 31,70 110.14 -730,65 _90 .05 24.0 (1 2 BEAMS ONLY 1.00 42.00 31,75 122.76 -1092,44 SPAN • 5 100//040 . 62.00 ft INet span from 1.00 co 61,00 £t ) X tl 56 mu RATIO Av N 4m I/O 10 1n k k -ft Vu/Phi•Vc 111"2/ft in VC A6 R61VSR1(5 -1 2 34 6 7 6 9-10 11 ---- no .00 33.25 -127,05 -1154651 .05 3.10 31.70 -115.46 -770.59 .96 .05 24,0 11 2} PRAMS ONLY .10 6.20 26,06 -103.6 -436.91 .67 .05 24.0 13 2) 03004 *Kt? .15 9.10 25,00 -22.12 135,09 .16 05 24,0 13 2) BEM. ONLY 1x0 12.40 25.00 -60,60 222,93 .56 .05 24.0 {3 2) 06044 06/50 P:1Southcenter Design-Build Garages\ENGlPosttens\Building AlLevel 21Permit ResponselGrid B Level CD .M.a.7.ava^ E3 ' — COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 6/14 5 1 G -ti Leve I z F -x-3714. 6ru1 2 e L -r4. (e••el z T.o1 1.S1 Project 6vivr blob Ala Project No. Client Designed By: ) nri, Date: Sit V 6 Checked By: Sheet 1l.r283- 413 PINE STREET • SUITE 300 • SEATRE, WA 98101 • P:206/343-0440 • F. 206/343-5691 5/23/2006 12:34:14 PM M Level 2.Crel ADAPT coeposAT200 Si'RUCrDYA1. C17NCRETE EOPTM.RE SYSTEM 1,733 0.cdaide Road. Suite 920, Redwood City. California 04001 ADaPI-PTI FOR PgSf-Tedielo dm aEAM/ LAS Deep Marais. 7-10 AMERICAN (ACI 316-0a/IBC-031 ADAPT CORPORATtof - 6cructural Concrete software System 1733 Woodside Reed, Suite 230, Redwood City, 0alif9rnla 94061 Phone: 15501306-2400, Fax: 15501364-4675 Reeds 9Yp0OYY1Adaptsott.00m, Web Site: http://.ww.Adapt0oft.com DATE A00 TIME OF PROGRAM EXECOT2ON: May 23,2006 At Time, 12:20 PROSECT PILE: Grid 5 5 L -M Level 2 PROJECT I ITL E: 1dntheentex Garage Bldg A� Grid 5 L-14 Beam Level 2! 1 uslR SPACIPIED GENERAL DESIGN PARAMETERS CONCRETE. STRENGTH at 26 days, Eor BEAMS/SLABS 5000,00 pet for COLUMNS 5000.00 ',Ai MODULUS OF ELASTICITY for" BEAR/SCABS 4031.00 kei for, COL4M443 4031.03 ks1 2REBP factor for deflections for B0AMS/SLABS 2.00 0011921E RETORT NORMAL SEI.2 Wffi9FTI �r 150.00 ptf 700001214 STRESS limits laditiple of (f.01/71 Ai Top At 001101 COW@0030100 St0ES0 limits (Multiple of (7.0) At all location 8.000 1.000 .450 REINFORCEMENT: 72010 strength000 Asn Ninimem CO.er at TOP 1.50 i Mlnimem 03Ver at BOTTOM 1.50 in POST-TEFSIVOT03: SYSTEM GNBONDED Ultimate strength of .train 210.00 kat nage 2 P:\Southeenter Design -Build Garages\ENG\Posttens\Building A\Level 21Permit ResponselGrid 5 & L- (0r1d 5 5 1rM Level 21 AlAPf-Fr v- 1.10 ACI -02 Average effective etreea in strand (final) -. . Strand area MSB CVS of tensed) from TOP Min COB of tendon from BOTTOM for I3lTE3IOY spans Rio COS of tendon from 1113'7001 Tot RETRI/ou wane Rio average preto•prexsim Max ep3cing between et154s (rector of &lab depth) Tendon profile type and support widths 175.00 ksi .153 1n-2 1-15 in 1.75 in 2.25 in 125.00 pal 4.00 1.00 section 9) ANALYSIS OPTIONS 0900; structure' ay0760 BEAK Momet Of 'nestle over support is IND90 000 Momenta MEC0000 to fate of support YES Limited ramification alinwed(a0meotl redietrilut.dl N3 Effective flange width danalderatim YES Effective flange width imblementation method AFI -310 -1140111T g E 0 M Q T 0 Y mmmw 1.1.1 PRINCIPAL SPM DATA OF 030000444 401100 E FFL 1 T I IOP 1501M1D 1044/ufiI 1 "0P E 1 1 1 033am8 k F E 1 REP 1 410LTI01I01 1/ A 51 Ltl5]TRj 130000 RPM' width thkck.1 width thick. 1EE21N2T1 left right N 141 ft 1 1n 1 in 1 1n in 1 in In 1 in 1 1 3----4 5---- -6 l A 3 10----11 12----11- 1 2 30,30 24,00 )25.00 90.00 5.00 35.00 .00 -50 11 LEGEND: ▪ 1 _SPM C . r..,illever t .„3 3 - FORM 1 . Rectangular Section 2 . T or Inverted L section 3 . I emotion 4 . Extended I or L .013010+ 7 . Joint . Waffle 11 - Top surface to reference line 2,1.3 EFPEC11'O 0010TH DATA or OMP00A1 SPANS 0PAN P ape 3 EFFECTIVE 1TOIR in 00.00 (Grid 5 2. L -M Level 2) ADAPT -6T V- 7.10 AC1-02 2.2 - S U P P O R T WIDTH AND COLUMN DATA SUPPORT • Dowse •x1410• . OPFER COLUMN HIDED 1JNRIN 010101 D CRC. LEM3111 EIDIAI D CBI'. JOINT in ft 1N in ft 1a in --1 2 3 4 5 6 7 11 ---10-- 1 34.00 11.00 94.00 04,410 411 35.00 3440 24.00 (1) 2 24,00 111.00 24.00 24.00 112 15.00 24_00 24.00 11) * THE COLUMN 10)0R3ARY CONDITION CODES ICBCI Pixel et both ends ...(STANDARD) 1 Hinged at near end, fixed at far end 2 Fixed at neer end, hinged at far end . 3 Fixed at neer end, roller with rotational fixity et far end ., . 4 3-01030? APPLIED LOADING TYPO O - DEAD L0A0 U . UNIFORM P . PARTIAL 100260035 L . LIVE LOAD C - CONCENTRATED M - APPLIED MOMENT Lir LINE LOAD P33. SEW WEIGHT Computed from geometry input and treated 61 dead loading unit .elfweight M . 150.0 pc? Intensity I Fr05 ... TO 1 1 M Cr C ...At) Total o0 Trib SPA/ CLASS TYPE k/ft'2 I ft ft I 1,1-71 ou k .,.11) k/1t -1 1 3 4 5 6-- 7 8 9 1 L c 60.00 10,00 1 D c 101,0n 10.00 1 011 U .00 30.00 1.219 3.1 - I0ADI440 AS APPEARS IN USER -S INPUT 4200031 PRIOR TO PROCESSING G Page 4 (Grid 5 & 1-14 level 2) ADAPT -PT V- 7.10 ACI -02 UNIFORM lk/it-21, (000.009021.) ( M 0 M E N T I sekM CLAEE 1601 L21A(k/fel ( kelt or Ae-to 4 ( 1 -ft a It -L--__-1 3 4 5 6 7 a 1 L C 60.00 10.00 I p c 106.00 10.00 NOC6: 9ELF1401014? INCL001o10 Rapine= C A L C U L A T E D SECTION PROPERTIES 4,1 Pnr Uniform 0p.o0 and Cantilevers only Tributary 010th SPM . AREA Yb i0-2 in 2 Yt in Effective Width. - b_eff I It Yr in 1b-4 in in 5 6 7 0--- 112 1 1170.00 21.73 13.2/ 90 00 .13970.06 21.73 13,11 NO1e: --- . span/ORntilever 1a Nonuniioro. see b100.4 4.3 5- DEAD LOAD M O M E N T a, SHEARS 5 0152110310 e 6.1 S P A N o w e N I 0 (k -ft) a e 5 2AN sn2AR3 (k1 SPAY 84111. Midepe2 Mlr)• 40)1) 51(r2 _-1 2 3. 4 5 6 1 -324-54 315.44 -23641 -91,01 50.76 Note: • - Centerline moments Jolt27 a 5.3 REACTIONS Ik) •4 - 5.4 COLUMN MOMENTS Ik-itl -1 1 2 Lower columns ----Upper columns 1 51.91 -129.61 -194.71 2 50.76 95.52 143.26 Page 5 IOrid 5 5 L.M Level 21 ADAPT -6T V- 7.10 AC0-02 6- LIVE LOAD MOMENT 5, 350619 & REACTIONS ..- 6.T LIVE LOAD SPAN 40042320 It -ft) and SHEAR FORCES 110 a ▪ left. .- - midopan - - s---- right. •-20F.Ak fueri.-a BEAN mini left right max max min max min -] 2 1 4 5-__ 6 7----__--a A`- 1 -150.04 -150,94 . 173,12 173-32 -102,41 102,42 -41.61 16.30 Note: • . centerline moment. •- 6.3 040.017050 (0) • e 4.3 cotowm MOMENTS 1g -it) •--- LOWER 001.0301 --------2901.0 COMM( - JOINT Maxn min x min 1 2 3 6 1--- 1 41,52 .00 • -60.37 .00 -90.56 2 1658 .00 40.96 .00 61.45 .00 Noce: Block 6.1 through 6.3 valves are maxima of all skipped loading c.aea 7- MOMENTS R2OLCE3 To FArf-o2-SOPPORT 7.2 44 0 0 0 1. 0) 0 DEAD 111013 *MUTE, (1-71) NPAN e- lett• -. 4- eidspan -a a right,. -a --1 2 3 4 1 -233,33 355,41 -108,61 Not.: • - face -00 -Ruppert 1.2 REDUCED LIVE LOAD MOMENTS 1k -ft) e left•a---- .10394n right. a SPAN alga mina max min -1 2 3 •- --------1 6 i 1 -009,33 -109.33 173.33 113.13 -14,00 -0450 Pete: Page 6 lurid 5 4 L -M Level 1) ADAPT -PT V- 7,10 ACI -02 • face -of -support s - SUM GP Deno Arm LIVE MOEN11 IA -011 5/23/2006 12:34:14 PM P:1Southcenter Design -Build Garages\ENGlPosttens\Building A\Level 21Permit ResponselGrid 5 & L- M Level 2.Cre maxima of deed load and live load open moments eembibed foe .erVLceability check./ ( 1.o613L + 1.001.0 1 left. 5 . --- Ridepen--- . right• 4 EVAN Max 168 see cin max min' -14 5 9------- 1 -142367 -]42.67 --555.75 558.75 -271.67 -27161 1 Motel • lane -of -Support 9 - HEL6CI® POST-T9795IONINO FORCES AND Tffi90N P0010194 1 9.1 PROFILE TYPES Atm P 49M64Ek2 LEGE/m: 1 TOY 9422•. 1 - reversed per•9hp1A 3 - Simple per.lmla with erre/9M pottiem over support 3 . harped tendon For Cantilever: 3 . Simple parabgli 2 - partial parabola ] - harped tendon 9.4 TENDO N PROFILE TYPE aI/L • 22/1 23/1 5./1 1 3---------3 4 5 I 1 .100 .500 .106 .000 9.1 - 5ELECTE13 005T-1ENBIWQW FORCES AND TENON DRAPE Tendon editing mode Selected: FORCE SELECTION Page 7 00.20 5 i Le level 21 54224-4s v_ 1-16 AC1-51 .-------- $111971ED VALDES a •--- CALCULATE. VALUES ---a FORCE c- 4IET7NC9 OF WB (in) -a P/A final label 95112 09/-1 Left Center Right (pail (6/-1 19011 -1 2 3 4 5 6 7 6-- 1 375.200 22.06 2.35 22.00 320.61 5.454 116 1 • Approsi2Rte weight Of etr0l4 257.4 LB 9.5 R E Q D I IRO MINIMUM 54161.-148910H1920 FORCER (kips) .- BASED MISTRESS CONDITIONS -a . 22090 ON 9QNT1224 P/A SPAN LRPr• CENTER RIGHT* LEFT cot45R RIGHT --1 2 1 4 5 7--- 1 .01 173.199 146,15 146.25 146.15 Mote: • - face -of -support O .0 91.171/002 3 I R 6 8 m E s (pal) Iteaai40 •home poeitivel L R P T• a ENTER 11.02111• 3FSM TOP 20111094 T0P BOTTOM TOP 9OMM -1 ] ] 4 5 6 1 -166.03 -541.21 -525.14 14.15 -265.16 -410.63 Rote: • . face-of-■UppOrt 1 9-7 POST -Taps/ammo 9 ALAR 0 6 2 M O M R N T a, 8N8AR6 6 RmuCIIONs •-- SPAM 90N0610 (k -ft) --• s-- SPAN 970110.3970110.3(k 1 --a SPAN left• ;midepao right* 40(11 25(01 --1 2 ] -'!l• 5 600 ]24.50 !.]3 224.50 -90 mote: • . (acs-5f.euppOr1 .--9EA6Tiat01 (k 1--. c-- 001Mei 9019572 (k -ft) --. -joint 2 10201 cold4me-----Upper 1011min1 C3 -.001 91.011 131-513 �) .001 -91.911 -131.130 L Page 6 (Of10 5 4 L -M Level 2S ADAPT -PT V- 7.16 Tc. -02 l0 -FACTORED MOMENTS 4 R E A C T I O N S Ca1051sted 69 ( 1.2010 ♦ 1,641. + 1.00 acCondafy moment effecr3) 10.1 FACTORED DESIGN MOUNTS ()0-ftl left. .---- mldepan- - right• > • max Mtn mex mina Min -1 2 3 4 6 6-- 1 1 -225.10 5225.18 969.59 069.59 -131.05 -111.05 Note: • . face-6f-4uVMM 10.3 SECONDARY 9050904 (k -ft) S PAR .-- left. --o ._ wid.pIO -1 2 3 4 1 229.15 229.75 219.75 Note: • . face-Of-6uppO7t 10,3 FACTORED 69101I0M6 10.4 P12114911 comma 9040)46 (15-61) fk) c-- 1.405 column --> .-- TIPPER costae - 40IIS max Nin AIR min min 1 2 3 4 5 6 7 1 176.76 110.17 .63-61 -160.41 -95./11 -240.90 2 94.32 10.91 29.23 22.55 132.15 34.07 11 -.4-1171 11 281 3P1CIFIC CRITERIA for ONE -MAY or SEAM SYSTEM • N1nieum Steel .- 0.004A • Moment 1.900i7y a Sectored (design) moment support 0417-000 length for minimum eteel(1en2th/epan) ... .11 Span tut -oft length for minl.ue etee111e0gth/6p501 ... .33 Page 5 lurid 5 4 L -M Level 2) ADAPT -ET V- 1.10 Acs -02 TON Iran extension beyond where required 12.00 in 500t0e her extsdeioe beyond -here requited 12.00 in REIi35O9C462 ba5e3 fat NO 2FD11T11107I10N of factored =meats 11.1 TOTAL 12826111 O! REBA0 . 139.1 lb AVERA02 . 1.5 Def TOTAL 1215. COVERED - 225.60 07'1 11.1.1 2 7 9 2 1 AT KID -SRAM T 0 P 1502140, AA 076PEAENI 06040 CRITERIA Ao DIP13R03312 REBAA CRITERIA 96121 lin-11 a --ULT IfIN--100.851.-> (i0'2) .---OCT MIN--b,,25L-a 3 4 5 6 7- a 1 .00 1 .00 .90 .001 2.09 1 .94 2.09 .041 11.3.1 STEEL AT SUPPORTS T 0 P 0 a T i 0 M Am 5I6FERERP REBAR CRITERIA Aa 1311411131.1277 REBA9 CR]TCa1A 82241 ITn'21 . -.LT MIN -12+.25L -a Ti11-21 .---.LT -5..25L-a --1 1 - 3 4 5 5 7 s 9--- 1 2.59 1 .90 2.55 .001 1 .00 90) 2 2.54 1 .00 2.59 .001 .00 1 .00 .no) 12 -. S E A R 15 7 4 0 5 90 FOE BEAN AND ONE -MAY SLAB SYST06 2/2 LEGEND Can0re4e . NORMAL weight (full shear allowed for) d value of d c5ed 1n shear eguaelonl 559 9pa51nge of two -legged 44 stirrup., Ify. 60000. pail op stirrup.Bre required 0 MB , vu .. . 2.600 d�oem6ete sad shears laecondary moment effects included/ CASES .. Mc . 1 ACI shear equations govern 2 min perm/55101a value of 2110)'1/] governs 3 max perm/RA-Able value of 5)f01'1/0 govetn0 Av . 1 no reinforcerenc required 7 min reInforcemene required. for hems un1Y 9 Stirrp0 required by 6051ysi1 Page 10 (0151d 5 4 L -M Level 21 202.17-24I v- 1.10 ACI -02 Note: fur LEFs 34NTIIEVER (if aHyl R/1. 0.00 i6 at tip of Cantilever, and NM- 1.00 in at filet support SPAN . 1 LENGTH . 30.00 fr (Net epe0 f4.s 1.00 t0 39.00 ft ) a d vu Mu RATIO km 6 40 CASES 0/0. 01 1n k k -rt Vu/phi•Vc in'a/ft in Vc Av RiMARn5 --1-----3 3 4 5 6 7 6 2-10 11-- .00 .00 26.00 -116.15 -401.20 .05 1.50 26,00 -174.56 -127.11 .56 .06 24.0 .10 3.0o 26.00 -172.37 122.49 .01 .06 24.0 .15 4.50 26.00 -170.17 379-39 .94 .06 24.0 .20 6.00 26.00 -167.96 613.01 .94 24.0 .25 7,sn 25.10 -14 553,11 ,55 .0 4.00 -1.63.59 11.0.35 1.31 .25 16.9 .35 10.50 0.53 51.90 1162.50 .05 24.0 .40 11.00 31.76 64.00 1168.16 .75 .05 24.0 13.50 32.50 56.19 1470.53 .11 .05 24.0 .50 13.00 32.75 66.36 959.59 .65 .05 24.0 .55 16.5o 32.50 10.59 645.31 ,61 .05 24.0 .60 limo 31.76 12.71 157,11 ,56 ,95 20.0 .65 19-50 30-53 74,95 647.05 .55 -45 14.9 .10 21-00 26.60 71.16 533.97 .52 .06 14.0 .15 22.5o 26.00 79,15 415.56 .45 .00 24.00 26.00 91.55 294.92 .46 35.50 15.00 23,7.4 110.95 .41 .90 27.00 26.00 65.91 43.10 .49 20-50 21.00 65.13 6.65 .41 .00 1.0o 31.00 26.00 90.12 -220.59 3 2) BEAMS ONLY • 3) BEAMS ONLY 3 2) REAMS ONLY • 2/ 905M9 ONLY ▪ 2) DEANS ONLY 1 3) 1 21 BEAMS ONLY 1 2) DEARS ONLY 1 2) BEAMS ONLY 1 21 50AM5 a 1 21 BEAMS ONLY 1 21 814155 ONLY • 2) BEAMS ONLY 1 2) R6AME ONLY a 11 3 11 • 1) 3 11 3 2) Page 11 [Grid s c L.. Level 2S 21507-07 v- 1.10 AC1_02 13 - MAXIMUM a PAN DEFLECTIONS TO1trete a .nd5105 Of elasticity E0 • 4031.00 kid creep 0.1100 . R • 1.00 I9f4e.tive/I9roaa__ ,(de7 to 000001091....------ R . .91 Where errelaee exceed 9.0(20-1'1/2 cracking of eettlon 15 allowed for. valve. 143 p514000eee4 are leper/max deflection) ration .. OEPLst-r1092 ARE ALL IN Lain.., 0241u15e0 0512722E Dt. 11.20 OL+PT,1RREP LL OL,PT,L+C002P - . 04.974..4,0409P1 2 3 - -_-__ -s 6 1 .11 -01 .041 67511 .051 12411 .09( 39641 5/23/2006 12:41:20 PM M Level2.Cre ADAPT CORPORATION STRUCTURAL CONCRETE SOFTWARE SYBTm4 1T3] WOodeide Yard. Suite 220. Redwood city. California 94061 ADAPT -Pr FOR POST-TEN91000 0EA11/3563 DE91604 Version '7.10 AMERI1AM (%1 315-02/IDC-03} ADAPT CORPORATION - Structural eonctete Software System 1733 Roadside Read, .1115.220, Redwo0d City. California 94061 00141ne: 16501306-2400, Fax: )6501164-4678 1e4i1: 9u1teAdept60ft.Cnm, Web Bite: bttp://www.Adapt0cft.00. OATS AND TIME OP PkoseAMTEROCUTION, May 23.2006 At nee: 12:51 Pg67PCT F/LE, Or1d 3 1 L -M Level 2 PROJECT 1012.0: 6641200 rater garage Bldg A Orin 3 k 0-44 Henn level i 1- USER SPECIFIED 0 E INP E R A L: 1 - UPARAMETERS CONCRETE: SIRENS= at 21 days, for SEMS/BLASS 5900.00 psi for kULDMMS 5000.00 pet MODULE/3 OP SLIST1C17Y fo BEM49/OL033 4931.00 ksi foo COLONES 4031.00 ka1 06056 factor for defleCtfons for Bffid®/BLABS 2.00 0091RETE WEIGHS 20.60U, SELF WEIO11T .00.00 pof TENSION STRESS Haim. (smiltiple o0 11'011/21 At Top 5.000 At Potton - 3.400 COMPRESSION STRESS limital (multiple of (0'0-11 00 all Locations .450 REIRPOR2HffNf: 906.D Strength 60.90 kai Wieisam Cover at TOP 1.50 in 34idi.tm [Over at BOTTOM 1.50 in POET-TTNSIoaID16: I SYSTEM DN&lIDED Ultiwate strength of strind 270.00 tai Page 2 P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 21Permit ResponselGrid 3 & L- 100121 1 L L -M Level 21 ADAPT -FT v- 7.10 601-02 Average effective etre9211,5 strand (final) Strand area fide cos of tendon from TOP Min W5 of tendon from NurT5M for INTERIOR spans Min COS Of tendo, from 0OrnoM for EXTERIOR Spans Min average precmpreeeLOn 14031. awing between strands (f.ctar of slab depth) Tendon profile type and euppert width. ANALYSIS OP000013 USED: 175.00 ke1 .153 in"2 1.75 in 1.75 in 2.25 in 125.00 psi 6.00 (see Section 91 Structural system BEAM Moment of Inertia over 9Uppart 1. INCREASED Moment. 022900377 to face Of •upp0rt Yes Limited plastif15611 n allowed(mosents Iedistributed) NO Effective flange Width emeidereti0n YES Effective Hang. width linlemeutation method ACI -310 2-000007 3 E 0 N E T R Y 2.1.1 PRINCIPAL spite DATA or 0Wi0on1 seams 6 FI 1 t TCP 1 ENITT1214/MIDDLRI 1 _ P 01 1 E x,3224 { 1Tnmbs 1 see 1 Mena P[ -Tee A R1 LENUTHI MYD171 I16P1V1 width thick,( width thitk.IBR1ONT1 left right N M1 ft 1 in in 1 1n 1n 1 1n 1n 1 in 1 -1Li 6 7 a 9 1D----1] 12----1]- 1 2 60,00 24-00 136.00 90.00 5.00 6300 .50 .50 LEGEND: ▪ 1 - I 3 - FORM . Cantilever 1 . Jeetmgular section - t f Inverted L •ectiou 3 • I section 4 . Extended T or L 0e0tlon 7 - .101st 6 . Waffle 11 - Top surface to reference line ityrk -ri09 wrote DATA or mrroem s0AW0 SPAN Page 3 EFFECTIVE WIDTH in 2 30,00 (arid 3 L L-0 Level 2) ADAPT -pt V- 7.10 ACI -02 2,2-4066007 300073 AND COLUMN DATA SUPPORT LOWER 0010T14UPPER OOI2eN LEMON LEMa0I0/A1 D CSC.' 0.6M1N BIOTA/ 1 JOINT in ft inft 1c 3.__.._15 6 7 t 2 24.00 18.00 24.00 24.00 11) 12.00 24.00 24.00 111 2 24.90 15.00 24.00 24.00 111 12.00 24.00 24.00 11} CSC. .1790 comber 30mm1Ry comorfrON cams fCBCI Fired et hath ends .-.16TAN6ARD} . 1 Binged at near end, fixed 00 tar end Fixed 111 near end, b1n9e0 at far end . 3 fixed at 4ear end. roller with rotational fixity at fax end -. 4 Y- I N F U T 2.00,1.000 LOADING TYPE b - DEAD LOAD 0 . 04410003 ummFOR510 L s LIVE LOAD C . CONCENTPATED M • APPLIED 01 05141 L1. LINE LOAD SW. SELF HEIDIR Computed from geometry input and treated as dead loading unit 2elf.eight W • 150.0 pcf IOten•ity 1 Prom .-. To 1 ( 04 or C -..Atl TOta1 on Trib SPM CLAMS TYPE k/[t"2 1 it ft 1 114 -ft or k ...ftl k/1t .1 2 3.--.----4 6 1 7 6 9 1 • D r 1 1N B 50.09 10,00 50.00 10,00 .00 10.00 1.219 3.1 - 1GARIN6 AS APPEARS IN USER'S IN12117 sekEE6 PRIOR TO PROCE501ND Peg. 4 lurid 3 L 0-14 Level 21 ADAPT -PT V- 1.10 ACI -01 51770RM 1k/[t"21. I CCN. or PART. } 1 MOMENT ) MEAN CLASS TYPE UNE(k/ft1 1 keit or ft -ft 1 1 k -et m ft 1 4---- 5 6 7 50.00 10.00 1 • 0 C 63.00 10.00 NOTE: BELPREr3nr ImcbusioN a0007MED -CALCULATEDD 3001000 75021007116 4.1 For Uniform Spans and Cantilever. Only Tributary width . s Effective 0iash SPAM Artr0 Yb Yt I Yt 00 in -21 n in in 4 in in --1 2 3 4 0- 1/2 1 1170.00 21,11 16,31 90.00 .13918.06 21.12 13,27 Note: --- - span/Cantilever i9 Nonuniform, see block 4.7 5. DEAD LOAD MOMENTS. SHEARS 4 REACTIONS . 5.1 SPAN MOMENTS (k -ft) . 51.2100034121S (141 SPAN M11)• Midepan M101. SH111 441r) --1 2 3 4 5 6 1 -229.94 215.6] -173.94 -65.45 35.11 Note, • . centerline MOOen10 JOINT a 5.1 REACTIONS (61c : - 5.4 C0LtaN MOMENTS I6-111 - --1 2 Lower columns ----Upper columns 1 65.45 -91.57 -137,16 2 39.11 69.57 104.36 Page 5 (Orad 3 L L -M Level 2) ADAPT -PT V- 1.10 Act -02 5- LIVE LOAD 14013204215, SHEARS4 R E A c T I U o 5 • 1-1 0-050 LOAD SPAN 04416!0[3 (1-rt1 and SHEAR FORCES (k( --a . left* a 1--- miOapao ---a c---- right• a s --SHEAR P0110--. SPAN max min 232mimax min left right 12---• 3 4 Sn--- 6 7 0 9-- 1 -125.10 -125.76 144.44 144.44 -05.35 -85.35 -34.68 15,22 Mote: . Centerline momenta .- 6.2 REACTIONS 101 -a MN . 6.3 COLUMN MOMENT/ (1-ftl . ` LOWER COLUMN ---> .... UPPER COLUMN . 00 JOINT min VIM 61n mix min 1 2 3 5 1 34.6e -50.31 .00 -7541 2 15.12 .04 34.14 ,40 51.21 .00 Dote: Block 6-1 through 6.3 valge5 ale maxim of all skipped loading cages 7- MOMENTS RE10DCEe TO FACE -DE -SUPPORT 7.1 REDUCED DEAD LOAD MImE2r5 Ik-ft) SPAN 4- left. -. .- mi06pan .5 .- right. .0 1 2 3 4 1 -144.00 275,67 -115.42 N ote: • . face-of-Juppnrt 7.2 R E O U 0 5 0 LIVE LOAD MOMENTS (1-11} left. . mid4pan . right. ' S PAM max min n MAXMaxmin -1 2 2 4- 5 6 1-- 1 -91.00 -91.01 144,42 144.06 70,03 -70,03 11010: Page 6 (Grid 1 L 1-51 Level 21 ADAPT -PT V- 7.10 ACI -02 ▪ f.ce-of_support 9 - mum Or DEAD AND 3./vs M4001rs (0-2t1 5/23/2006 12:134:20 PM P:\Southcenter Design -Build Garages\ENGTosttens\Building AlLevel 21Perrnit Response\Grid 3 & L- M Level 2.Cre ======== Minima of deed Wad and Rive lOad span momento combined for Serviceability Check.: 1 1.00.1 + 1.0011 I left. a - aids -pan SPAM max Min melt ein -1 2 3 ! 5 5 1 -250.17 -255.11 Note) f.,...21-aupprmt min 420.08 420,0 -200.44 -205_44 s, - smarm mirr-Trasarsirm marts AND Taman PeriVILER ........ 5,/ panntE TRIPES AND PARANIFTSIS LEGEND: Tor Span, 1 . reverted paCabOla, 1 . simple parahOlp with atraight portico over 115pPart 3 . 104313113 150400. Tar Cantilever: 1 • simple p.reljola 2 . partial p3920313 3 - 110231310 nd60 3.3 TENDON PROFILE TETE 01/1 0111 303/1 141. ------------3-------4 1 .100 1 .500 .150 .050 9_3 - SELECTED ECNIT-TemaaioNINe MRCSS 4WD T3500e 00303 ...4G. ...... ------- Tandem editing mod. malecred, FORCE SELECTION Page 7 (Grid 3 & L -M Level 1/ 411.407 -PT V- 7.111 207-02 a.- ----- -- SELECTED VALUES 5.-. CALCULAIED VALETS . 30010 a- DISTANCE DP COS (in/ -a P/A W0.21 Whal SPAN (0-) Left Center Right it:m.1 (71/-1 MO "-1. 2 3 5 5 1 1 114.090 22.00 2.25 22.00 1112.91 3.131 00 Appramimate .eight of strand 137.9 LE 5.5 REQUIRED MINIMUM POST -75031001100 FORCES (kipal .- RASED ON STRESS COMMONS -2 C- BASED ON MIMENON P/A -, SPAN 0.0,3. ceRTER arms,. LEFT CREME R/usr 0 3 4 5 6 7 1 10/41 144,25 144.26 145.25 Note: 0 . fare-Of-suppart I i 9.6 5E47ICE /3400.11152 16121/ ftenelOn 411.1.11 pOeitfae/ LEPT• I CENTER R I 0 If 7 • SPAN TOP BOTTOM TOT BOTTOM TOP IIDTTOte -1 2 3 6 -38.05 -420.11 -416.07 197.31 -94.70 -327.46 Note: • faCe-of-mur/port 9.7 post -T2024000103 RALATEND MOMENTS. RHEARIgnamacTioVa a-- &PAM 540MENTS (k -ft/ --a a-- BRAM =Seas (k ) --. SPAN left. 14.31100pan right. 030(1) 611(r) 2 4 . 6 1 121.04 121.5.13 124.00 .00 .7:../! Mote: ......4 • . fame -Of:Support I I 1 a --REACTIONS 1i 1 .-. a.. COL5903 303570 (k -ft) --a -jolot: 2 I Lower columns Upper calmer. _000 ! 51.425 11.0.41 (33 2 .000 -52.417 -7.5.633 Page 0 (Grid 1 4 1-31 Level 2) ...PT -PT V- 1.10 00I-03. 10 -TACTop5. MOMENTS 5 000071 003 CAICUlated as f 1.200 • 1.501 1.00 seCOndary moment affeCt51 10.1 FACTORED UMW MOMENTS (k-ftl left. SPA% Max 1 2 rildspan Rik right. min ONLY min 6 1 -211.55 -111.55 492.517 691.94 -143.46 -115.45 Note: • . fact-of-ellPIPaNt 12.2 00013504403. 504520055 1.0-70.1 SPAN o.. left. --a 0- midget. 4-- right. .1 2 3 1 131.00 131.04 131.06 NOte; • • f4Ce-Of-A2900rn 10.3 FacroRro REACTIONS 10.4 FACTORED 401300 120004)015 1k -ft1 Oil r- Lowee 101.73 - - . c-- 004613 column --. Jana am .15 Max min max min I I --- 3 4 5 31 7 134.05 11.54 -51.44 -137.97 -46.16 -206.91 1 11.44 45.93 85.69 21.07 1211.50 46.57 50E3IFIC cRITERIA for 014E40A1 at REAM SYNTRH - 21ee1 0,0040 - Moment capacity a factored (detign) moment 53051040-t e01-e1f length for aluia.m. a1.51(lengrh/span) ... .11 Span cut-off length for minimUM Stec111engthieP410 ... .33 Page 9 (Rad 3 33 1-M Levtl 21 Aoarr-n V. 7.10 AC/ -00 Top har extension beyond where required 12.00 in BottOM bar eXtensian beyond where required 12.00 in REDNORCEPPOIT hewed ra, 520 REEISTRIStITIPN of fiCtored melents 11.1 7072.1 001037 CT RIMEL • 151,1 lb MUSE . 1.6 psf TOTAL ASIA COvReet 12 225.00 fes 11.2.1 MTSEL AT NID-SPAN 7 . 0 BoTT 0 14 Am plyravasut REBAR fIDTRala A. 0IPPE0141 =BAR CIITERIA SPAN (in"1) 4.--OIr MEN-Cw.251-o (10.21 0 -.-ULT MI01-134.251-. --1 2 3 4 5 & 7 2 1 .00 ( .00 .00 .901 0.09 1 1,74 2.02 .001 sTeEL AT SUPPORTS 7003 40770 54 As PIEPEldlitt 05310 CISTERIA As DIFFERENT 3030.0 cLITERTA JOINT )1n21 o- --TAT 34I3 -0v.251., 11021 c- -ULT 1.064.-134..141-1. -1 2 2 4 4 6 7 0 1 2.59 f .. 1.59 „col .00 f .00 .00 .001 2 2,59 ( .00 2.59 .007 .00 1 .00 .00 .001 12 -SMEAR DESIGN FOR BEAMS AIM oNE-MAY slaw sYsrpts 212 LEGEND concrat. mcnbus. .eight (full ahcer allowed [or) . value of d used in shear equatic. 114e . spacing. of cap -legged ge stirrups, (fy. 611000. psi) means no stirrup6 are requLred NU , Cu factored mOmmute 3013 413003.5 isecondary mOment effects II/Ciudad) CANN. 1 ACI shear equation. govern 2 min permissible value of 2.1fc1-1/2 governs a max permissibln value Of 51fc11/2 governs ny L nO reinforcement required 2 min seinfOTCament required. for beam Only 3 stirrup required by aaalyaia Page ID (?rid 3 & L -M Level 21 ADAPT -PT v. 7.10 ACT -42 NOte: 901 Lepr cmTILEvER (if any/ 1/1. 0.00 15 at tip Of Cantilever. and VI.. 1.40 is at first support SPAN . 1 LENGTH . 30.00 ft (Net span from 1.00 cc. 26,00 ft 2 13 2. MU RATIO Av I la CASES K/L ft in 33 k -ft Vu/Thi•Vc le2/it in Vc Av REMAINS 2 3 4 5 0 7 0 9-I0 .00 26.00 -134.03 -344.51 .05 1.50 25 00 -131.83 -145,5) .14 .03 24.6 (1 2 BEMS ONLY 1.04 25,03 -129.64 50,54 .73 .03 24.0 (3 2 SEAMS DALY .15 4.50 22,00 -127.45 243.50 .72 03 24.0 (3 a REAMS ONLY .20 6.00 15.04 -125.16 432.92 .711 ,53 24.0 (3 2 OEMS ONLY .25 7.50 20,00 -121,25 619.14 .55 .03 24.0 (3 2 REAM oNLT .30 9,00 20.00 -120.04 002.10 .03 24-0 11 2 WEAms nNLY .35 10.50 30.53 42.95 900.95 .03 20.0 12 2 53141.5 ONLY .40 2.2.00 31.16 45.12 034.90 .55 .03 24.0 11 2 REAMS ONLY .45 13.50 32.50 41.12 769.50 .51 .03 24,0 11 2 40.169 ONLY .55 15.54 12.75 45.51 592.91 .47 .00 11 1! .55 16.50 32.50 51.70 617.04 .44 .00 (1 11 .60 16.00 31.7) 63.90 531,04 .41 .00 (1 1) .45 19.50 30.53 54.09 455.16 .37 .00 01 11 .70 21,00 26.50 50.29 369.57 .37 .00 (1 11 .75 32.50 20.00 60.40 204,49 .34 .00 (3 11 .00 24.00 20,00 62.67 105.13 .35 .00 (1 11 .05 25.50 20.00 64.07 02.47 .30 .00 11 1) .90 27.00 211.110 67.06 -4.47 .38 .00 (1 11 .95 28.50 20,00 69.25 -105.13 .39 .0o 12 1) 1.00 30.02 20.00 71.45 -214.20 Page 11 !Grid 3 & L -M Level 21 ADAPT -PT V. 7.10 A0I-02 11 - MAXIMUM STAN DETLEcTIONS Concriate's modulus of elasticity Et . 41131.00 kai Creep factor E 3 2.46 Ieffeetive/Igross Ado. to cracking) K • .91 where stream. eaneed 5.111fc'11-1/2 cracking of Berrien is allowed fcr. Value. in patenthesaa .re (4pan/max defleCtiOnl retina 7 DEFLECTION ARE ALL IS inch.. DOWNWARD POSITIVE SPAN DL 131mPT OL.FT+CREEP LL II1vP2.110CREEP 1 3 3 4 5 6 1 .02 .02 .021 51111) .041 15701 .111 3245) COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Gr:d Le,,el 3 ,,,,. --J0/.1 f L L= .ro f s F 7703 !S =o" /Ze4.4..4,a, t A+-= *Al LL= /.01 elf -1 113.. o' r 375.7- k &, d M Level 3 Beam % • Z7- 6 6z' et' 16' 8 L' 6 L' JJL vote f LL: 3.6fisc Treks !S' O, = 1.1/ C,44 LL= 1.'l"/ff ix= Mel Lc. = 6k • Project Project No. Designed By: /3/2" Date: Si Z7166 Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 99101 • P: 206843-0460 • F. 206843-5691 ?-r-ze9- 5/23/2006 12:136:15 PM Level 3.Cre AIMPT LNPP000TCCN STRUCV30AL CONCRETE dor1RA94 403TEM4 1733 l0ood610e Road, anile 220. Redeood City. Californll 94061 ALOFT -LT POR PGE2-TEN61000D 0RAM/0140 RESIGN Vermin/07.10 AMERICAN SACT 314-02/IBC-041 ADAPT SARPOMFTZON - StruCtar01 Concrete Software Byltes 1.711 e00d.ide 5atd. Suits 12e, yedwooe vitt'. California 94061 0747.0:1(0601406-2400, P40: 4390(154-4671 00ailu Suppor0e4eaptenft.00*, Feb alto: h1tpi//Sww.Adap090ft-roe ni:18 AND TIME OP PlomAKIEXECETIoms May 22,1008 At Time, 0:25 PROJECT PILE: i Grid L.0 Level 3 PROJECT T I T L Ru 402000enter Garage Bldg A Grid L.0 Level 3 1.07040300001010± 0 E'IM E R A L 010180010 PARAMETERS CONCRETE, SIRE ITE It 29 days. far 102kkele(020 5000.01 poi for!COLUMNS 5000.00 Pel MODUWB of 0LA00L1102 for REAMS/SEARS 4021.00 3.41 for 00140600 4011.00 0.1 CREEP factor for d.fiectLono for REAMS/SLABS ...-2.00 MICRETO 5EI4RT MMES T0NSION M006 limits (!multiple of (f'O)1/21 41 Top 40 907774 COMP108St204 STRESS limit.i (multiple of If:t11 24 all locations 9.000 6,002 .450 REINFORCEMENT. 373510 strengtho kei Minimum cover et Toe 63.10 La Minium cover at 0000564 1 1n P09T-TEN4IOMINes SYSTEM 1 0013000260 Ultimate strength of .trend 210.02 ke1 Average ef7001±1 a strati/lin ottani (010.11 175.00 k.l 4tr004 are. .153 in -1 Min Cao of tendon fro. SOP 1.75 10 Mgr 7 P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit ResponselGrid L.g {Grid L.6 L0v41 10 ADAPT -PT 4- '1.10 ACI -02 M40 035 of tendon from E00000( for ±100161150 /pans Kin COS of tendon fru .000704 for EXTERIOR spans MLA eve0340 preceoytee6t94, Malin spacing h016sen strand. (factor of pleb depth) T'edddn profile type aid Support widt08 1.79 in 2.25 in 114-37 pal 6.00 (see section 91 ANALYSIS orrxceas OEMs Structural ante. BEAM Ment of Inertia over support 18 INCREASED Momenta EMCEED to face of support YE9 Limited pllltificatlm 0llo0ed(mue'0t1 redistri0dtedl NO Effective flange 610th ceneid4113.0 n 3708 Effective flange widt0 leplement0tloe method ACI -301 1.1400?00000000 2.1.1 PRINCIPAL SPAM DATA OP ❑500644 SPANN S PI 4 4 'fie 1e.01'+IO/01301 1 P 01 1 1 FLAME 1 FLAMBE 1 REP 1 MULTIPLIER A 11 L6a0I111 3201' 062221 width th1ck.1 width th1.0.104104r1 left right N MI ft 1 in in j in in 1 in ie 1 ie 1 _1 5 __ _ 6_ __ --7 1 1 4 62.00 16.00 36-00 116.00 6.00 17.50 20.00 30.00 50 .50 ww9 2 4 62,00 11.00 15-00 168.00 5.20 17.50 20.40 35,00 .90 .50 1 4 16-09 16.05 31.10 1.0.50 11-50 1 35.10 .50 i 4 4 62.01 16.00 35.00 110.00 5-00 11,50 20.00 15,00 .50 .50 S 1 4 62.00 11.00 35.09 110,00 3.90 17,50 00.00 35,00 .50 .90 1dMENDs 1 - 0PA12 3 - Poem 0 • Cantilever 1 • Rectangular section A.0 2 . T or Inverted L section 3 . 1 ee0ti011 4 . Extended T Or L lection 7 . Joint a . Raffle 11 - TOp 602faca to reference line 2-0.3 EPPECStve 61534 0404 of 0530015 6PAN5 SPAN NrreCTIv6 wain". In Page 3 (arid L.6 Level 3) ADAPT -PT V- 1,10 ACI -02 1 95.00 2 96.00 3 73.00 4 96.00 5 96.00 2.l.30000047210T0 AND COLUMN DATA SUPPORT 4 1.U2/0R COLSTNM UPPER COL(.12 > RIME LEN5(0141 0 CSC.L▪ 61(U1L 110140 0 CSC' J OINT iD ft in in ft in in -1 2 3 4 5 6 1 8 9----10-- 14.00 35,90 25 on 74.00 (33 00 .00 02 (11 • 21.00 12.00 24 oo 24.00 (71 .00 (11 2 24.40 11.00 24.0o 24.00 fly 11) • 24.00 12.00 24.00 24.00 121 .00 .00 .00 (11 5 24.170 12.00 24 oss 24.00 12) oo .00 .00 (1) 6 24.00 11.00 34,00 24.00 124 _00 -00 .00 (1) .-200 00Lg432 6021ABARY 000011 004 OWES (Oho') Sired Ai borh ends .,,(3TAN2005( • 1 Hinged at near end. fixed At Ear and - 2 P iled at neer end, hinged at fax end • 3 P iled at near end. roller with 01tet11na1 fluty at far end 4 2- 0 5 0 0 T APPLIED L o A 0 I e 6 D . DEAD LAAO L • LTVS 10921 TYPE U ▪ 12141Y0RM F - PARTIAL UNIFORM • 006 estreA700 m - 40011.0 5/01100 Li • 10]15 121x0 Inteoelty 1 01210 ... To 1 1 Al Or C .„AI Total on Trib SPAN CLASS TYPE h/ft'2 1 ft ft 1 it -ft or k ,,.071 It/ft -1 2 3 4 5 6 7 6 0 1 L Li .09 62.00 1.010 1 D Li .00 62.60 1.400 Page 4 lurid 1.0 Level 31 ADAPT -?T v- 7.10 A01-02 • L L1 2 D LL L LL D LL 4 L LL 4 0 14 L LL O L1 .00 12,00 62.00 .00 26.00 26.40 .00 62.00 -00 62,00 02.00 ,00 62.00 0010: LIFE LOADERS 1a 0050083 with 1 .kip factor of 1.00 1,1 - WOADIES AS APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING 1.010 1.400 1,010 1.415 1.010 1.400 1.010 1.400 1/3 (MI9'DR4 (k/ft'21, 1 CON. or PART, 1 1 M O N E N T S SPAN CLASS TYPE 0,1340(04ft1 1 )Aft co 1t -ft Y t k -it D 12 1 -1 2 3 4 5 6 - 1 A L L 1.012 -00 62.00 1 ❑ L 1.400 .00 62.00 2 L L 1.010 .00 62.00 1 6 L 1 -Ann ,O0 02,00 ] L 1.010 .00 26_00 3 b L 1.400 .00 10.00 4 L L 1.010 .00 62.00 4 ➢ L 1.400 .60 62.00 5 L L 1.010 .00 62.00 5 D L 1.400 .00 62-00 POTS! 1.3v0 LOADI101 14 5610050 01th a eklp factor of 1.00 -CALCULATEDD 5000100 PROPERTIES Page 5 (Grid L.S Level 3) ADAPT -PT V- '1.10 ACI -02 4.1 Pur 0nifOrm Spans and cantilevers only O ` Tributary Width 5 Effective Width ' SPAN AREA Ye YC 0 Off I ID Yt rn'2 Ln in 1a Ln A in 1n --2 2 3--_ --- 4-- 5 6 1 e--- 1 1452.50 26.35 0.65 96.00 ,01101406 23.72 10.22 2 1402.50 26.35 3.65 96.00 ,11101406 23.72 11,20 9 1402.50 26.35 2.00 70,00 .401160,06 22,04 12.10 4 1402.30 26.30 6,65 06.00 ,11136,01 23,72 11.20 5 1402,50 20.36 6.65 96.00 .11100.06 04.77 11.10 Note: 0000/Centilewer 16 14m00100.4. nee block 4.2 5- DEAD LOAD 1900411601, 5 H EAR 9 5 1050r1004 r 5.1 SPAN MOMENTS (k-ftl a • 5.2 SPAN SHEARS (0) SPAN 5(11• Mldspan MI11• AH(11 90(11 1 2 3 -_ 1 -141,10 311.16 -500.55 -36.33 50.47 2 -900,55 143,00 -260.25 -41.43 30.37 3 -260.63 -141.92 -251.60 -12,56 17-54 4 -551.62 136.27 -611.25 1,44 49.36 5 -621.25 362.07 --01 -53.42 33.30 Note, • • Centerline mu.en32 60INT r 6.3 14400IONs 400 > - 0.4 COLUMN MOMENTS (k-ftl 1 2---- -------Lower columna- -- -upper columns 1 36.33 -142.28 00 2 90.00 ,00 .00 3 57,24 .04 .00 54.96 .00 .00 5 102.70 .00 .00 5 33.30 .00 .00 Page a (0,id 1.0 level 31 ADAPT -PT V- 7.10 ACT -02 0.0,0149 LOAD MOMENTS. 0001&036009101004 r-- 6.1 1 3 7 E LOAD SPAM 506£1205 (0.401 and 0EE511 FORCES (01 --4 5/23/2006 12:36:15 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 3\Permit Response\Grid L.8 Level 3.Cre 4 left* «__a 4___ pigpen ___- .____ right. a 4--6REAR FORCE --a APAN min Mix atamoa min left right -1 1 3_____,___4 5 0 l • 9-- 1 -139.31 36.62 304.39 -79.62 -425.67 -170.26 -29,97 36,54 2 -415.61 -170.54 250.04 -90,03 -331.21 111.69 -35.46 03.90 3 -331.20 111.69 136.21 -236.65 4132.63 125.10 -34.66 30.20 4 -132.05 125.10 271.96 -101.51 -454.67 -162.53 -34.64 36.13 5 -454,67 -162.53 354.10 -92.19 -.01 .00 -30.64 21.01 Nate( • - Centerline moment c- 6.3 RSACIZON9 (07 6.3 1012094 60104641'2 116-1[) 20182 CUM min may min max eln --1 2 4 5 6l-- 1 20.07 -3.76 36.61 -110.26 .00 2 72.00 34.99 .00 .00 .00 3 64.52 -9.6] .00 .00 .00 .02 4 64-24 -10.94 .00 .00 .00 6 74.77 33J,30 .00 .00 .00 .60 6 37-09 -1.00 ,00 .00 .00 .00 Mae: Block 6.1 through ',3 values are maxima of all skipped 106ding 02655 (1 l- MOMENTS REDUCED TO FACE -0P-50010000 1.1 REDUCED DEAD LAAO M 4806r2 (4.-ft1 SPAN .- lefts -al 4- aidepen -a 4- right• -1 1 3 3 4 1 -106.67 311-25 -520,75 2 -552.93 342.00 -231.17 3 -250.67 -141.12 -214.75 1 -214.92 236.15 -571.59 5 -555.53 392.02 32.61 Noce: • fa0e-pf-support Page 7 1Irld L-1 Level el AnA9T-PT V- 7.10 41I-62 7.2 kunuc'ato LINE LOAN MOMENTS 4k-ftl c left•a 4---- midapl6 -- - s right. a SPAN max minmina max min -1 22,- 5 6 1 1 -109.83 30.26 304442 -79,12 -366,27 -167.54 2 6.75 - ,64 262,23 -90.00 -297.43 106.00 1 -301-00 163.25 136.25 -231.67 -302,11 220.91 4 _291,50 112.55 272.00 -101-50 -419.02 -134.50 5 -416.50 -159-93 354-08 -92.02 -3.00 26.51 Note: Eece-of-91.1pport 0 - 91143 OF DEAD AND crip MSscgre 11-941 Maxima Of dead load and Five load span moments eahiaed IOC 0erviCe6b11ity chackl ( 1.0011[. 4 1.0OLL j 4 left. SPAN Max min 1 2 3 1 -216.50 -73-41 1 -913.59 -515.f<5 3 -551.61 -143.42 4 -513.42 -16.31 5 -025.00 -721.61 1120.( . 0400"440-•625101-t •idmpen 615-57 516.92 -5.67 544.25 716.11 4456 5 131-43 155.09 -310.51 134.75 269.17 right• mak min fi -920.41 -246.33 -52900 -125.11 -537-81 -114.59 -991.67 -707.01 29-07 52,21 9 - sx[aCFpl P09T-T81®ILWIPO FORCER AND IEIOgP PROFILES 1„..39,1 950770.43 PPM AND 9l43295A0 t 34301904: co Fpt span, 1 • eamar5ed parabola o4)2 - simple para9+235 Pith straight parties aver 2020343.x0 3 • harped teadm Page 1 (arid L.9 Laval 3) ADAFT-PT V- 7.10 ACI -03 Far C.ntilever( 1 - siep12 parep111, 2 . p5rt163 parabola 3 . harped tendon 5.2 TENDON PRO F I L E TYPE 11/1 14/2. I3/L AIL 1 2 2 5 1 1 .100 .000 .101 .000 1 -100 ,500 .100 900 3 i .100 .000 .000 5 1 1 .106 .900 .190 .000 .100 .500 .100 .062 9.3 - SELECTED P057-70160 105130 FORCES AND TENDON DRAPE Te613m editing mode selected: FORCE 012.5CT101 c 8 ® 0$010VALDE5 c- - CAL021.21Y0 gar!3ea --- 00311 c- 00gesNce OF 020 (int. 0/A 111901 Mb21 SPAN 4k/-) Let[ [enter eight1pol) (k/-) (4DL) -1 3 3 4 5 6----------1 8- 1 331.600 27.50 1-25 33.25 229-30 1.569 112 • 321.500 33.25 2.25 37.56 219.30 1.565 112 3 321.400 27.50 21.50 27.50 029.30 .000 0 4 321,500 21.50 2.25 33,75 329.30 1.565 112 5 321.400 33.25 2.25 17.50 226.20 1.569 112 3.5.5000.10415 melght of strand 1912.4 Lb 9.5 00101211 600413}443[ 0051-72115I(2,4150 0040as (kips] .- 22.200 261 624E55 0000ITIOa4 - 4- EWBD ON 8909204061 0/2 a SPAN LEFT. CENTER RIGHT. LEFT CENTER 1110ET 1 2 2 4 6 7--- 2 .00 111.53 199.36 175.31 175.31 175.31 2 140,26 263.06 40.02 175,31 175.21 175.11 3 124,01 .00 116.37 175,31 115.31 175.11 4 39.34 251,43 266,16 175.31 116.21 175,31 5 206.91 346.74 .00 175-31 175,11 175.31 Page 9 fetid L.4 Level 1) 36111T -Fr V- 7.10 SCI -02 N605, • • face -at -.span[ 9.6 205910! ape/sesta (psi) Sten61oo shown p.40i[15121 1001' R I 0 H T. TOP 602$094 TOP 207E011 922-0 max -C 0-2 max -C 922-T 024-1 .ax -1 mm2 -C 1 1 3 4 5 6 7 8 9-- 1 435.35 -372.33 176.12 -94,71 1023.09 1 171.66 -124,00 1011.19 132.19 -260.40 46.41 -919.57 3 222.93 -354.90 6.49 -1010.30 122.60 -215,31 44.22 -1677.13 4 111.18 -377.11 04,52 -50/ 45 117.72 -114,41 0169.46 5 112.75 «99.72 1160.06 21].10 13.27 -64.56 sate: • . face-of-supp0rt CENTER TOP 9CftTVM max -1 we. -C max -T m5x-0 1 2--------3- - - - 4 - - - -5- 1 --- -322.31 366.93 -592.73 -446.45 221.14 -693.50 3 -535.10 351.41 -642,11 4 6,76 -440,79 232.30 -725,11 5 -582.76 526.73 -611.97 2/3 9.1 POST-T0NSIOMINO BALANCED MOMENTS, 541043.9 6 REACTI0411 '-- S P A N MOMENTS 115 -ft) - • SPAN SHEARS 1161- a EVAN left, elds5an righ6•54111) SH(rl -1 2 2 1 5 5------ 1 180.75 -315.42 588.60 -4.57 -4.57 2 569,17 -335.92 212.91 3.39 3.39 3 232,17 224.92 217.15 .50 -60 4 217.92 -328.31 025.17 -4.21 -4.22 5 623.17 -421.56 34.55 7.24 7.24 Note: • . face-0f-.6pport 4--R6ACTI0dA 11 1--. -- COLIbe] MOMENTS (k-ftl -- -joint 1-- Lower columns tipper columns Fame 19 (8ttd L.4 level 11 00491-97 V- 19,0 ACI -02 1 4.568 116.033 .000 2 -7.962 .000 .000 3 2.754 -000 .020 4 4.034 .260 .000 5 -11.470 .000 .000 6 7.719 .060 .920 10 -FACTORED MOMENT 8 & REACT/ORS Calculated as 1 1.200 4 1.604 4 1,00 secondary moment effect9> 10.1 FACTORED DESI441 MOMENTS I16-01) e left•a 4 midapan --- --- rant.. SPAN minmina MAY Min 1 2 3 4 -170.33 51.99 110.04 516520 -050,61 - -656.16 -459.171 034.93 460.40 -542,60 97,53 3 -591.07 12.13 241.94 -557.93 -512.35 91.65 4 545.75 I22.58 1035.32 436.17 -913.05 -457.72 5 -901.02 -496.41 1135.55 516,11 41.65 45.55 Note: •• !ase -of -support 30.2 2270NDARY MOMENTS 10-01.2 S PAN .-- left• --. c midapan -• 4-- r39ht• --a 1 3 3 4 1 133.42 270.42 401.30 1 409.50 306.02 205.33 3 201.33 194.20 117.06 190,75 217,6/ 444.59 5 445.52 224.41 7.24 Note: • - flee -of -support 10.3 FACTORED REACTIONS 10.4 FACTORED COLUMN MOMENTS I5-96) I161 .-- 1A11ER colum0 --. • 0FF51 column --a O 01311 MAX min 4022 5010 max min Pepe 11 (arid 1.6 Level 31 u11PT-PT V- '1,10 ACI -02 2 } 4 5 6 i 1 92.11 42 15 1 -264.67 .00 .00 2 221.21 161.91 _ .60 .00 1 175.10 56.07 co .90 .00 • 173.59 53.31 .00 .00 .00 00 5 211.52 161.61 .00 -60 .00 90 6 91.62 42.50 .00 .00 .00 ,00 11-4423.0 STEEL SPECIFIC CRITERIA for 001E-6NY or BEAN SYSTEM - Nloiwln steel 0.0044 5/23/2006 12J36:15 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit Response\Grid L.8 Level 3.Cre - Moment capacity > factbred (de.195) mrent Support 1710-000 length Edr minimum eteel(length/.pant .17 span Cut-off ]engin for minimum .teel(length/.pan! -33 709 bar extension be310isd where required 11.60 in Bottom bar eutenston beyond where required 12.00 1n 1643TITO01 BM baked 016 NO REDISTRIBUTION of fn0l0red am@nts 11.1 TOTAL NED= OF •EBAO . 2066,. lb AV.NT930 . .6 pet =AL AREA 00VELE0 . 4110.00 ft'2 11.1.1 B TBE L A T 500-00401 T o P SOTTO M As DIF12RENf IB0*2R CRITERIA As DIFFERTW' REBAR CRITERIA SPAN Iin'2) .---11.0--- HIN--DI .251-s tia'3) <---BLT MIN --p9.25L-. -1 2 1 ' 4 6 6 7 ■ 9 1 .00 1 .00 .00 .00) 1.57 1 .71 1.57 .00) ] .01 ( .00 .00 .003 1.57 ( .09 1.51 00) 3 2.06 ( 2.06 .00) .32 ( .32 .00 001 4 .00 ( -59 .00) 1.57 4 .60 1.51 .00) 5 .00 ( .00 .90 .00) 1.07 ( 1.67 1,57 .001 11.3.1 02.501 AT 4790(3973 TO 5077091 0. DIFFERENT R®AR CRITERIA As DIFFERENT MBAR ORITERIA J OINT 111'2) <___0LT____MSB--94.25E-a (io"3) <___OLT MIN--b9.25L-> -1 2 3 4 5 5 7 3 3--- 1 2.36 ) .00 2.36 001 .06 1 .00 .00 .001 2 2-36 1 .21 2.34 .001 .00 ( .00 .00 .001 Page 12 (Grid 1,6 Level 31 ADAPT -PT V- 7.10 ACI -02 3 1.34 ( .00 2.36 .04) ,00 ( .00 .001 4 2.31 ( .00 2.36 .00) .00 1 .00.001 5 2.36 1 .74 2.36 00) .00 ( .66 .00 .00) 1 2.36 1 .00 2.36 .00) .00 ( .00 .00 .00) 12 -.119.412 5002)00 FOS BEAMS AND ONE -MAY m.n syot5g 1000[71 : COucrete 6 NORMAL. weight (fn11 'best allowed furl d value of dlt)0ed 116 shear eg0at16119 040 = 574.111690 0f two -legged 04 etiI17929. liy. 80000. p015 .ns no Stirrup. are respired Mn Vu .. 05ct0red mment2 and 0heare (secondary event affect. included) ! CASTS .. V. . 1 6.I gheeequations 00.000 2 Min per.1e able value of 11fc!"1/2 govern. 2 pas permissible value Of 6)00)-1/2 3009000 A . 1 no r0001noee.enr respired 2 min reinforcement required, for bear Only 3 .tlrrup required by anal/vie Notes for LEFT OANTILEVE4 1l0 any! 3/L. 0.00 id at tip of cantilever. and 3/1. 1.60 is at fir.t suppert S PAN. 1 386[177) . 61.00 ft (Bet 9300 fro. 1.00 t0 41.00 01 1 x ❑ Vu 501 3031. Av 4 40 CASES 3/L ft 19 5 k -it W/07,1.30 In"1/ft 10 VC Av 11421,1R19 2 3 4-- ---6 6 7 9 0-10 11---- .00 16.09 -96.11 16,63 .15 3.10 10.00 -05.09 ,26 .72 .06 24.0 13 11 BEAMS ONLY .10 6.20 2..00 -75.66 219,24 .64 34,0 (3 2! BERMS ONLY 1.30 28.06 -65.44 409.33 .76 .06 24.6 (I 2! BEAMS ONLY .20 12.40 21.00 -56.24 673.60 .93 .06 24.0 (1 3} 850269 ONLY 2..00 -45.02 029.01 .95 .06 24.0 12 2} RENO ONLY .30 11.6. 22... "34.00 052.75 .73 .06 21.6 13 2! BRAMM mn.0 .35 21.70 2..91 -24.99 1044,10 .49 .00 12 1) .40 14.10 30.40 -14.37 11.0,10 .21 11 1) ..."9ai .45 11.50 33.43 4.72 1132,20 .0. .00 11 1) �i .59 31.00 32.75 33.29 1130.04 .22 .00 (1 11 Page 13 100130 1.4 Lave), 3) ADAPT -PC V- 7.10 ACI -02 .95 14.10 34,36 22.50 1996.29 .41 .00 (2 1) .60 37.20 31.20 32,72 1029.96 .62 .06 24.6 (2 2) BEANS ONLY .65 40.30 29.26 42,94 031-19 .66 .06 24.0 (2 23 SWANS 0441? .70 43,40 28.00 53.16 002.32 1.05 .17 24.0 11 1) .75 66.50 10.00 33.31 040.08 .92 .06 24,0 11 2) EBANS ONLY a6 69 60 20.00 13.69II 21 SEAMS ONLY .65 52.76 20.00 03.01 -94.74 .71 -06 24.0 53 2) 0E1237 ONLY .90 55.00 211.00 94.03 -316.50 .79 .06 24,0 (1 2) BBASL. ONLY .95 50.00 11,70 164.34 -636.61 .75 .06 24.0 (1 2) BEAM 411.7- 1.00 63.00 33,05 114.46 -965.90 SPAR . 2 16!4079 . 62.00 Tc (Net span from 1,06 r0 81.66 ft 7 1 d vu MO RATIO 10, 4 40 CASES 3/L 00 10 k k -ft 01/007600 in"2/tt in Vc Av RE0.033 2 3 4 5 6 7 Apo 3.2s .111.46 -966-60 .05 3.10 31.70 -101.24 -536,11 .79 .06 24.0 (1 21 BEAMS ONLY .10 6.26 20.00 -91.03 7.7s .71 .06 24.0 13 2) BEAMS 030LY 11 9.30 20.06 -90,61 -149,51 .68 .06 34.0 (3 21 BEAMS ONLY .20 12.46 19.00 -10.59 -9.15 .59 .06 24.0 13 21 6E0141 ONLY .25 15.50 29.01 .40,31 613.97 .60 .06 24.0 (1 2) BEAMS ONLY .30 10_66 20,00 -50.16 161.49 1.00 .56 24.0 (1 2) 1E0043 MIN .35 21.76 20,26 94.94 977.33 .60 .06 24.0 (2 3) BEAMS ONLY .40 14.60 31.20 .29.72 951.51 .56 .06 24.0 (2 2) 0E1646 ONLY .45 21,90 33.36 -19.56 1014.02 .36 .00 (2 1) .5. 32.00 32.75 -11.75 1634.03 .21 .. (2 1) .55 34.10 32.47 11.71 1023.99 .21 .00 (2 1) .60 37.20 11.49 11.93 961.48 .41 .0. (2 1) .65 40.30 29.91 32.14 007.21 .06 24.0 (2 2) Bemis ONLY .76 44,40 28.00 42.36 1151.40 .06 24.0 (1 2) 0E3049 0611N .75 46.50 26.00 52,56 653.04 .91 .64- 24.0 (1 21 0E2713 ONLY .00 49-60 38.00 13.0. 508.34 .77 .06 24.0 11 31 BEANS ONLY .05 52.79 30.130 73.02 300,43 .61 .06 34,0 (1 2) BEAMS 0741Y .96 55.40 30.06 53.23 -71.24 .70 -06 24.0 (3 11 5E2149 ONLY .95 56.90 2.,00 93.45 174..7 .79 .06 14.0 S3 1) BEAMS ONLY 1.00 62.00 16.00 103,67 50.01 SPAN . 1 DENIM . 26.00 fc (Net span from 1.00 to 25.00 ft ) 1 d W M RATIO Av 0 40 O6163 2/1 it in k k -ft Vu/Phi.Vo in/2/ft in 7 Av REMARKS --1 2 3 4 5 6 7 6 9-10 11---- .00 .00 2..00 -71.13 56-64 .05 1.30 211.00 -66.95 75.12 .50 .06 24.0 13 21 REAM ONLY .10 2.60 29.00 -12.90 67.03 .53 .06 24.0 13 21 BRANS OWN Page 14 (Grid L.0 Level 3) ADAPY-PT v- 7.13 ACI -52 .14 3.50 28.00 -56.26 94.37 .19 .00 (3 1) .20 5.20 26.00 -51.99 132.01 .45 (3 1) .25 6.50 29.00 -49.71 164.11 .41 (3 1) .10 7.00 19.00 -45,41 130.94 .38 (3 1) .35 9.10 19.00 -41.11 112.05 .35 (3 11 .4. 10.40 2..90 -31.65 227.53 .36 020 (1 1) .45 11.70 26.00 - 237.57 .30 .00 11 1) .50 13.00 26.00 -23,1. 241.94 .35 11 1) .55 14.30 16.00 31.39 240.77 .31 .00 11 11 .60 15,00 71.00 35.61 234.05 .34 .00 12 11 .65 15.99 26.00 39.96 221.72 35 .00 (1 1) .70 16.20 28.00 44.24 203.03 .31 .00 (3 1) .75 19.50 20.00 4.,53 100.37 .41 .00 13 1) .10 20.00 95,120 52,61 151.36 .44 .00 15 11 ,05 12-10 28.98 57.16 116.17 .46 .00 13 1) .90 23.40 20.00 61.16 111.46 .52 .06 14,0 13 2) BEAMS ONLY .96 24.10 24,00 65.17 100,08 .55 .06 24.0 13 21 BEAMS ONLY 1.00 26,99 70,00 69.95 04,14 SPAM . 4 18170171. 62.00 ft (Net 63160 rrm 1.00 60 62.00 ft ( 1 d Vu 96 PATIO Av 4 4e CAMPS 2/0. ft in k 1 -ft vo/Phi•ve in-2/ft in ve Av REYW10 --]-----2 3 3 5 6------7 9 6-10 11---- .00 .00 27.00 -101.63 34,72 3.16 26.09 -93,41 196.69 .10 .06 24.0 (3 2) BEAMS OO,Y 21,00 -63.19 -67.61 .70 .06 14.0 (1 3) BEAMS piny .15 9.30 26.00 -71.07 372.30 .61 .06 24.5 (1 31 BEAMS ONLY .10 12.40 36.06 516.51 .7e 24,0 (1 1) BEAM. ONLY .25 15.50 24.00 -52,54 613.60 .91 Os 74.0 I1 21 BEANS ONLY 10,60 25.00 -42.32 601.53 .2P .06 24.0 12 2) BEAMS ONLY .19 21.10 29,01 -32.10 047.15 .63 .06 14.0 12 2) 600140 0.71.0 14.00 31.49 -21.19 942.37 .41 .00 12 1) .45 27.90 32.41 -11.67 10..12 .21 13 31 .59 31.00 32.75 13.36 1036.32 .24 .00 11 1} .55 34.10 32.34 20,95 1015.62 .15 0 1.1 1) .60 17.20 31.20 11.56 963.65 .59 ,06 24.0 (2 2) BEAMS ONLY .65 413.311 29.29 41.26 619.63 .06 24.0 13 2} BEANS ONLY .79 43.45 18.50 51.50 764,30 1.01 .17 24.6 11 3) .75 46.55 10.00 61,12 611.11 .89 06 24,0 (1 2) BEAMS OBEY 3/3 .20 49,60 20.00 71.51 -61.11 .61 .06 24,0 (3 27 5E0510 ONLY .05 52.70 26.68 82.16 -207,45 .69 .06 24,0 (3 27 13E1W5 OWL? .90 45.60 20.00 92.31 4.42 70 24,0 13 21 5e6960 0062.9 .55 50.00 31,70 102.59 -610,30 .05 .06 24,0 11 2! 5E0,740 piny 1.00 62.00 33.15 112.61 1034.15 Fake 23 (Grid 2.0 (39091 3) ADAPT -PT V- 7,10 Act -02 SPAN . 5 LE16317) . 62.00 ft (Net span from 1.60 t0 61.00 ft I 1 d Vu Mu RATIO Av 3 40 CASES 1/1 fti n k k -ft Vu/Ph1•VC in'2/ft in V0 Av REMARK. -•1-----2 3 1 5 6------1---___B 9-10 11---- 00 .00 21.1s •016.59 -1024.10 .05 1,10 11.70 -106.41 -672.03 .01 .00 34.0 11 2) BEAMS OOZY .14 1,20 20.09 .90.26 -351.66 .06 24 o IS 2) BEANS ONLY .15 9.30 28.09 -00.04 196,65 .74 .96 24.6 (3 2) BEAMS ONLY .20 11.40 10,00 -77,02 44.-35 .70 .06 14.0 11 2) BEAMS ONLY 15.50 20.0 -67.61 650.30 .95M 24,0 11 1) BEA092Y 18.60 -57.39 326.70 1.10 '17 24.0 (1 3) .35 21.19 29.26 -47.17 975.43 .95 .06 24.0 (2 2) BEAMS CML? .40 24,90 31.29 -36.95 1090,41 .70 .96 24.0 (2 2) BEAMS ONLY .45 17.90 32.36 -25,14 1173.19 .49 .00 (2 2) .50 31,.0 32.05 -15.02 /225,45 .30 -00 (2 1) .55 34.10 11.43 -6.30 1245.44 .11 (2 1) .60 37.30 31.49 6.60 1213.77 .17 .D0 (2 1) .65 40.3. 29.91 19.10 1190.39 .39 .00 (2 1) .7. 43-40 20,90 29.31 0110.17 .62 -06 14.0 12 2) BEAMS ONLY .75 46.50 20.00 A9.53 0009.63 .63 .06 24.0 12 2) BEAMS ONLY .3. 49,40 26,00 49.15 470.36 1.65 .17 24.0 12 3) .30 02,70 23,00 59,97 785.26 .06 24.0 (1 2) BEAMS ONLY .99 55.50 26.00 70.10 498.47 .77 .00 24.0 I1 21 BEAMS ONLY .95 58.90 10.00 81,40 265.06 .60 .06 24.9 11 11 BEAUS DULY 1.60 62.60 24.00 90,67 -.03 Page 16 10r1d 1,0 Level 3) ADAPT -PT V- 7.10 ACI -02 13 - 7{A1(1µ]9( SPAN 000L0071095 Concrete -s modulus of elasticity Ec . 4031.00 k00 Creep factor . 1.66 1effe9tive/Igro0s..,4d70 t0 Cracking) A . .66 Where atre3ses exceed 6,0710-)"1/2 cracking of • ction is allowed for. Values in parentheses are lnpoo/max deflection) rtti69 DEFLECTION ARE AL3. 121 inches. 0014901200 0081T2V6 A 00591 91 DL=Fr 01.6P'r.11013 LL 0170TiLL0CRRE6 .44 -,61 -.54116909) 931 2355,) .211 2 39) 22 ,10 -,07 -.30) 36721 221 352) 01)51021) 3 -,07 .01 .121 14401 -.051 15791 .11( 1106) 4 .25 -,c7 -.211 35301 .20( 3141) -.011624411 5 .55 .00 -.011.47131 .40) 19661 .391 1906) 5/23/2006 1236:25 PM Level 3.Cre ADAPT 102000071011 SIAOCIVPN, Cls1CR200 SOMME SYSTEM 1733 Wnndaide Road. Suite 220. Redwn0d City. C0,1lf.rnie 94061 A0API-00 FOR POST-TELSLONED BEAM/SLAB PROTON Veraion;7.1.0 AMRZ J,M 10:0I 310-02/IBC-033 AOAPI 005pU*A110N - structural Concrete Software Ny2tem 1733 Woodside Road. 00ite 220, Rad0eod City. CalifOrnie 94061 00000e!) 4641301-2400. Fax: (650)364-4670 Email: 8upport4W,dim ptaoft.c. Web mite: http://www,Adapt0Oft.coa I DATE ANS TIME OF PPOORAWI0BCOTIR4: May 23.2006 At Time: 16:34 111.431527 FLY.: grid 0.2 Level 3 0004011 TITLE: 900tICe*Car Garage Bldg A g rid 0.2 Level 3 1- 98.E SPECIFIED 0010000001. 020700 00.000107010 O 05ck0TE, 070101PIE at 29 dey2. for' B7AM0/S J.30 5000.00 psi fcr,000-01BL8 5000.00 poi 3100W210 OF SI.Ost100 r Loi 966145/8LA66 4031.0. kai for COLUMNS 4031.00 kei CREEP faster for deflections for BEAMS/SEAS. 2.00 CoNeket3 NE/GET NORMAE. TENSION STRESS limits (mil/1101e of If'001/2) At Top At Bottom COMPRESSI001 STRESS limit!) (multiple of At all locations HEINFORCIKENT: 6.000 .450 YIELD Strength !, 60.00 k0i Miniqu cover at TOP L 1.50 in Minleum cover at BCAytee 1.50 in POST-TZWRION 11: 076'rlg4 7000(4000 1ltimate 000000th 0f .trend - 270.00 (61 aver, effective srreszl1x .trend (final( 174.60 k.1 Strand .rya .153 10'2 Mio Cas of tendon from TCP 1.75 1n Page 1 P:1Southcenter Design -Build GarageslENG\Posttens\Building AlLevel 31Permit Response\Grid B.2 i0rld 0.2 Level 31 ADAPT -PI V- 7.10 A01-.2 Min 006 of tendon from BOTTOM for INTERIOR ens1.75 1n -Mia CGS of C.d. from B0000M for 0/TERM. Spens2.25 in Min average precoapreaaid0 125,00 psi Max spaoiOg between etr.nda (factor of 1140 depth) 0.00 Tendon prOflle type and support widthsTree section 91 ANALYSIS OPTIONS !SED: Structural system( BEAM Moment of Inertia Deer .24p0rt i9 INCREASE Moen. 0BOOCSU t0 face Of support YES Limited plastif0tati.n aUcwedl.oment. redietribstedl 190 attentive flange width consideration YEs Effective flange width i4plementat1100 method ADI -311 2- INPUT o e 0 M$ T k y 2.1-1 PAI1ti?AL Pram DATA OP [SIPoP4 SEAMS • F! ! TOP ISo1T01f/MTO0LOI P 01 1 FLAME 1 FLAME 1 BEP 1 MULTIPLIER I- A 21 LEMoTH! MI019 0@101 width thick.1 width thick.10020BT1 left right. +-1T,1j/] N M! ft [ in 1. 1 1n in 1 is in 1 in -1 6 16 7 a 9 12----11 1 4 62.00 15.00 115.00 110.00 5,1m 51-50 20.01 55-00 .50 49 / 4 62.00 15.00 135.00 110.00 5,0. 17.50 20,00 35.00 .50 .50 4 3 4 16.60 16.00 115.00 110.00 5,00 17-50 20.00 15.00 .50 .50 4 4 62.05 11.00 135.00 110.00 5.00 17.50 20.00 35.00 ,50 .50 5 4 42-00 16.00 133.00 100.00 5,00 17.50 20.00 35.00 .56 .50 1 (1 LP01 �f 0 1 - SPAM 3 - PORN C . Cantilever 1 . Oe1t4Og0l.t sestina 1. T or Inverted L section • 1 se0ti0n • Extended T or L eerrio0 l • 20101 - Waffle 11 - Top surface t0 Ieference line 2.1.1 000007I106 157029 OEM CT 090570104 90652 SPM EFFECTIVE 01011* to Page 3 (Grid 8.2 Level 3) AUAPL_Pr v- 7.10 ACI -02 9400 96.00 71.00 91.00 96.00 1..15002027 505010 A s p. COLUMN OAR SUPPORT SANER OcLA50* --.-_} UPPER COLOmm Milne LENGTH BIOTA) D [Be. L1NOI0 BIOTA) O CBC.' JOINT in et Ln in ft in in --1 2 3 •-----__5 6 l 0 1 24,00 12.00 24,00 24.00 (1) .00 .00 .00 (1) 2 24,00 12.00 24,00 24.00 (21 .00 .00 .00 111 14.00 12... 24.00 24.60 12) .00 11) 4 24.00 12.90 24.00 74.0. (2) .00 111 5 24.00 12.00 21-00 24.00 (31 .00 .00 .00 (11 6 24.00 12.00 34-00 24.00 (21 .00 .00 .00 (1) *THE COLUMN ROtp01ARY CONDITION CODES (CBC) Fixed at 00th ends ...(LTANDA1D1 • 1 Hinged at near and. fired at far end . 2 Plaid et ae.r end, hinged at far end - 1 Fixed at near mad. taller with rotational fixity at far end . 4 3- INPUTat far e 0.000700 0 . DEAD Loan L . LUPE LOAD TYPE . ▪ 012000,9 P = PARTIAL 05110074 C - noScInarsATED 0 . liPPLI100 MOMENT Li. LIT® LOAD Intensity 1 0000 ... To 1 1 H or C .-.At) Total on Trib SPAN CLASS TYPE k/fC2 1 ft ft k Lk -ft or k ...ftl 1,./Et -1 2 1 4 5 6 7 • s 1 L 0 3.00 14.00 1 L Li .00 42.00 1.010 Page 4 (Grid R.2 Lev.1 37 00AOT-PL V- 7.10 ACI.22 1 41 1 3.00 16,60 1 0 Li .0u 62.00 1.400 2 L Li .00 62.00 1.010 2 b Li .00 62,.0 1.400 3 L Li .00 26.00 1.010 3 0 Li .00 26.00 1.400 4 L LI .00 62.00 1.010 4 0 L.1 ..0 61.00 1.400 5 L Li .00 42.00 1.010 5 0 Li .00 62.00 1.400 NOTE, LIVE (.0901510 1-e 20102 D with a skip factor of 1.00 3.1 - IAA0IN0 AS APPEARS IN USER'S I6P0f SCREEN PRIOR TO P1010400 3 1/3 =PORN (x/ft-21, I col. 0r PMT 1 I MOMENT 1 SPAN CLASS TYPE L16E(k/rt1 I k0ft Or ft -ft 1 1 0 -Et a ft 1 -1 2 3 4 5 6 7 6 1 L C 3.00 16,00 1 L L 1.010 .00 62,04 1 0 C 3.00 16,00 1 0 L 1.400 .00 61.00 2 L 1.010 .00 62-00 2 I 1.400 .00 62.00 3 L 1.010 .00 26,00 3 a 1.400 .00 26,00 4 1.910 .00 62.60 4 1.400 .00 62.00 5 1.010 00 62.00 5 1.400 - 52.00 NOTE, LIVE LOADING 1a SLIPPED with . skip factor Of 1.00 Page 5 (Grid 11.2 Level 31 ADAPT -PT V- 7.10 ACI -02 4- C A L c O L A T E D S E CTI O N PROPERTIES 4.1 Pot Uniform Span' end Cantilever. Only F t Tributary Width . Effective Width SPAN AREA Yb Yt b eff 1 Yb n2 iD.2 in in /et in in --1 4 5 6 7 0--- 1 1401.40 26.35 9.65 96.06 110E+06 23.70 11.20 1401,59 26.30 0.65 96.00 .1110.926 23,72 11.20 31402,50 26,35 0.65 76.00 .10310.06 22,64 12.16 4 1402.50 26,35 0.65 96.00 .11106.66 23,72 11.20 9 1402,50 26.35 0.65 56.00 .1110E.06 23.72 11.26 HOC,: . span/Cent1leVer is Nonuniform. zee block 4.2 5- DEAD LOAD MOMENTS, B H EARS L R E A c 7 I O N 0 * 5.1 .PAN 90(6010 5 (k -ft) 4 6 5.2 SPAN SHEARS (k1 a SPAN Ma11• Midspan M(t)• sell) 00(r( 1 2 3 4 5 6 1 .02 100-11 -533.20 -35.41 54.39 2 011.20 231.32 -249.56 -49.59 37.21 3 -249.51 -133.90 -255,00 -11,99 10.41 -255.00 235.00 -620,39 -31.51 49,29 -626,19 110.51 .01 -51,41 33.19 Note: • . Centerline .000ent0 JOINT 1 5.3 REACTIONS (0)0 - 5,4 c3L1732 MONETISs (0 -ft) -a --1 2 (per Columnss----0pper *01:.00----- 1 35.41 .00 .00 0 103.9• .00 .90 55.20 00 4 55.02 .00 .00 5 102.10 .00 Page 5 (arid 2.2 Level 11 ADAPT -P7 V- 1.06 Arl-03 6 33,19 6- LIVE LOAD MOMENTS,SHEARS 4 REACTIONS 5/23/2006 12:136:25 PM Level 3.Cre L I V 8 LOAD SPAN MOMENTS 1k -ft) 80d SHEAR PORCH. I6 ( -. . left. . 0' e1d6p10 ___, ----- wl. -----r 4--904899 yos94--. 4PAN wax min min max min left rig81 -1 2 3 4 6 6 7 a 9-- 1 .00 .01 172,13 -92.96 -466.61 -161.21 -29.11 19.61 2 -466.61 -161.90 1172.32 -106.46 -334.60 130.30 34-0. 3 -334.5D 130-30 1144.04 -140.21 -335.32 125.69 -30.13 11.04 4 335.32 125.69 1271.21 -102.16 -454.00 -161.60 -31,11 44.77 5 -454.00 -161.70 1354-53 -92.94 .00 .01 -39.63 27.09 31015: • . Cent001ine moments. 1 .- 6.2 4152Lr7003 (k} - 6.3 C0L73113 K1681f410 Ik-011 ------ -. s- - LONER 1017152 -- . . -- UPPER 9011@53 ---5 Muir ear min MAX min aux -1 2 '2 4 5 6 01--- 1 29.11 -3.90 .00 .00 .00 -00 2 75.98 31-14 -00 .00 .00 .00 3 64-92 -11-59 -00 .00 .00 .00 • 65.15 -11.10 ,00 ,00 .00 .00 • 74-70 11,11 .00 .00 4 21,39 -1,00 .46 ,06 .01,1 .00 Note: Block 6.1 18YOugb 14,3 values are marina Of all 1016604 loading 0004 1- MOMENT. REDUCED 70 FACE -0E -0099054T 6•496-464641.2..2. •49.r. 7.I 3,5400541910 DEAD LOAD MOMENTS(0-ft)HM .�..>.n� SPAN •- left* -.I r eldapao -. < 9:981• -. 1 2 3 4 1 34.13 2 .555,33 3 -232,25 4 -210.17 Page 7 360,08 231.33 -134.00 ]35.00 -579.50 -313.18 -237.25 -571.93 P:1Southcenter Design -Build Garages\ENG\Pasttens\Building A\Level 31Permit ResponselGrid B.2 (Grid 0.2 Level 3) ADAPT -1? V- 7,10 ACI -02 -567.47 Dote: • . face-of-90ppnrt 361,50 32.71 035315355454 LIVE LOAN 4069707E (k -ft) . 1456• 12, c --- 6ddapan tight• - SPAN moo min AHA min 44 minim -1 2 31 4 5 7-- 1 -3.00 26,61 372.17 -03.00 -427.61 -159,33 2 -430.92 -133,92 272.25 -106.41 -300.12 123,50 2 -304.11 125,90 144.01 -140.25 -304.75 110.55 4 -301.15 119,11 272.25 -102.75 -410.42 -133.67 5 -415,91 -159,08 354,50 -93.00 -3.00 26.40 1 NOM: . face -of -support 1 9 - GUN CP 0034 AND 107E 910M6160 Ik-fil Ma- xima of dead lead and live load ...•........••r.••.�. span combined for eer.lceabllity che4ki ( 1.6006 • 1,0011 ) 4 left. . --- midspe4 9 right. l SPAN sea miii m 3182 mix -1 2 3' 4 5 5 7 1 11.11 63,84 151.15 141.64 -1457.11 -739.02 1016,35 -711.25 503.50 124.93 -514.00 .56 3 1536,4] -101.25 10.00 -374,25 -543.00 -116,67 4 -519.91 -99,00 5.1.25 132.25 -990.25 -705.50 s -993.61 -726,75 711.00 209.50 29.71 59-31 Mote: •. face-of-auppmrt N9 - SELECTED PO3T-TE5OQION1043 *04004 AIN TENVO] PSOFI012. 9,1 PROFILE TYPES AND PRIMMER. Page 9 lerld 4,2 1nve1 3) ADAPT -PT V- 1.10 AC6-02 Per Span: 1 . reversed parab0l. 2 • Simple parabola with straight portion over 1upp0rt 3 • harped tendon For Cantilever: 1 . simple parable 2 . partial parabola 3 • harped tendo. 1.2 TENDO N 04011140 TYPE 81/1 12/1 13/1 A/L 1 2 1 4 6 1 1 .100 .500 .100 .000 S 1 100 .600 .10D ,000 3 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 5 1 .100 .500 .100 .009 4.3 - SELECTED PORT-TEN86ONINU F65C5S 0100 78603046 MAPS Tendon slating 0049 201e0ted: PURCE SELECTION t 851.80780 99610. a.• -- CALCULATED VALVES -- 1 • FORCE - DISTANCE 0P C99 3101 - P/A N4a1 Nba1 5754 1k1-7 Let, Center Riot. (p017 (0/-) 11106) 1 y4 5 6 7_ 1 315.100 27.50 1,25 33.25 267.51 1,830 125 2 215.100 33.25 2.25 21,50 261.52 1.830 131 3 375,1.0 21.5011.50 11.50 257.11 .000 4 375.100 21.50 2-25 93.25 267.52 1.23. 131 5 315.200 33.25 2.25 11.50 267.52 1.83. 131 Approximate weight Or strand 1160,4 LR 9,4 9 6O0I RE¢ M1t2INIM 9060-T40010401064 Po0CE9 4.- BASED ON 518686 CONDITI05M -T . IIWl4M1 EASED ON I 9/0 09AN LEFT. CENTER RIGHT. LEFT CENTER 83002. 2 3 4 5 5 7 1 369.23 115-06 2 211.25 260.92 39.59 Page 9 175.31 171.51 175-31 175.31 175.32 175.31 40rid 0.2 Level 3) ADAPT -P7 V- 7.10 AC1-01 3 115.27 .00 164.49 175.31 115.11 115.11 4 44.15 163.75 296.30 175.31 115.31 175-31 5 296.49 347.09 000 115,31 115.31 175.31 NO10: face -of -support 9.6 SERVICE 02910204 !pal) [tension sham positive} 1003'' R I 2 0 T 0 TOP 0077054 5)054 0006036 m4m-T .n -C s max -T e4x-C at -1 max -t ma9,T max -C 1 2 3 4 5-1 0 1 ----- -393.90 -02.13 76.41 •300.90 -99035 2 41.91 -260-34 1002.41 46.16 -471,54 161.96 -9]7.23 3 129.14 -476.16 131.51 -1002.46 131.11 101.91 -1022.16 • 53,36 -07 131.44 -942.39 61,44 -205.09 5 47.64 -365-64 -930,35 -338.90 914,01 Note: • . face-nf-4upp0rt 9165490 TO0 000ISN sax -T ms11-C max -T max -C 2 3 5 1 -564.14 359.93 -793.25 2 46.12 -415.1. 44.26 -927.15 3 -644.27 ' 439.71 -591.40 2/3 1.12 -430.26 53,70 -906,13 3.91 -541.91 309.43 -916.40 9.1 900T-T0141ONIN0 BALANCED 530 M E N T s, 204409 6 0506410342 =PAN MOMENTS 40-ftl --. • - SPAN SHEARS Ik ) . SPAN left. 014.5 n right. 0H(11 130r( 3 2 3 4 5 6 4..27 -492.06 125.15 -8,44 -6.44 2 720.75 -362.00 156.63 4,60 4,89 3 355,41 256,39 256,00 .00 .50 4 156.43 -161.30 724.15 -4.46 -4.65 5 725.11 -491.06 40.27 6.44 6.44 NO10: fere-Of-supper. Page 10 (Grid B.2 Level 3) ADAPT -PT V- 1.10 ACI -02 •--REACTIo0s (k ).--a -- coup./ 937ENTS (1.31) - . -joist 2 Lower eel0mss Upper columns 1 a_435 .000 2 -11,120 1 4.805 .000 .000 4 4,841 .000 • -13,320 3,32. .900 6 6.435 .005 .000 10-415170068 44044032540 R 054054100) Calculated as 1 1.100 . 1.606 • 1.0. aecun0ary moment effects] 16.1 011LTOREO 04010533 MOMENTS 11c -it) 54 left.y m3d1pan - c right. o. SPAN min -1 2 x 5n 0 o.7 3 4 1 45.30 95.09 1313.03 110.65 055,11 5.83 1 -672.50 -397,33 1084,60 476, 6.9 512.11 116,90 3 -545.20 141.36 265.61 -125.63 -551.11 116.11 4 -519.60 153.61 1069.08 469.12 -431.56 -361.90 5 331.11 -421,21 1263-75 541.71 43.19 90.24 Tote: 3 . face -of -support 10.2 4110210ARY MOMENTS (6 -ft) 41.20 •-- left• --• .. raids -1- 2 3 right. --. 4 1 8.43 291.50 114.50 2 515.08 311.50 225.00 3 220.03 220.01 220,05 4 225.00 311.50 510.05 5 514.15 211.50 5-41 NO10; • . Taco-0f-4u4p2rt pegs 11 (drld 5-2 Level 31 ADAPT -PT V- 7,10 110-02 10.3 PACr0600 003.172004 10.4 FACTORED C ILK3 N014E3rr6 Sk-ft) (k) .-- 14Nea 7010.0 - • t8.n .-- UPPER tal-- 3DIN( min minnormln 1 m1 3 45 6 97.50 45.13 00 .00 ,00 .10 3 233.05 161.30 .00 .90 .00 ] 175.00 53-54 .00 .00 .00 oo 4 175-23 54.23 .00 .00 .00 5 229.44 159.11 .05 .00 .00 6 91.85 41.10 .00 .00 ,03 DD 11 -MILD STEEL 5/23/2006 12136:25 PM P:\Southcenter Design -Build GaragesVENG\Posttens\Building A\Level 31Permit ResponselGrid B.2 Level 3.Cre 5 0111•IC CRITERIA for ONE -NAY Dr BEAM STATEN - 34001.44. 11441 1 0,0042 - MCMat capecicy . factored Ideoig01 moment 9mppmrt cut-off length for SW .= ateel(leo4th/5peo1 .17 span -off length for 010150• 5teelllen4t9/.pan) .33 Top tar extension 024snd were required 1200 in Rotten her eaten9lon beyond where required 12.00 in K4INmOR.124D4f Meed CM NO REDISTRIBUTION Of factored 9KM4eat. 1S .1 TOTAL PERM OFISSV4a - 2102.3 1L 1034900 - TOTAL ARBA COVERED r 41.10-00 ft'] .5 pl0 11.2.1 91201 AT o510-20602 T 0 P 000700 A2 02 1.95ENTIR00AE ORI7EP2A A2 DIFFERENT KEBAB 02ITE2IA SPAN 11002) .---ULI 14/N --D+.251. -a 110'2) t ---DLT MIN --0,.254-s. -1 2 3 4 5 6 7 K -- 1 .00 ( .00 .00 .001 1.57 1 1.40 1.57 .00) 2 .00 1 .50 .09 091 1.57 1 .00 1.57 .001 3 2.06 1 .00 2.06 .001 .41 1 .47 .00 .001 4 .00 ( .00 .00 .00) 1.51 1 .00 1.57 .001 5 .00 1 .00 .00 .001 1.57 1 .61 1.57 .001 11-1.1 STEEL A T B135-2518 7 6 T 0 P 9070094 As DIPERRONYIRCBAR CN7 TERLA As Igr►ERENT RIME CRITERIA page 12 IUr0d 19.1 level 1) AOAFT-PT V- 1.10 MI -02 400INT (1.'2) .---ULT 94N --13+.251-a 11.'21 .---4LT-----NLN--D«,25L-. 1 2 3 4 5 6 ------ 9--- 1 2.14 1 2.36 on/ .06 .00 .90) 2 2.34 1 2.36 001 .00 .901 3 2.16 1 .00 1 2.35 .00) .00 .00 .00 .001 4 2.36 1 .00 2.36 .00) .00 .00 .00 .001 5 2,36 1 .00 12.36.00) .40 .00 .00 .001 6 2.36 2 .00 i 2.36 ,40) ,e0 .00 ,00 .00) 12 - 6 E E A R 00 9 II0 N FOR 2RAM8 x85 ONE -NAY SLAB SYSTEMS LEVEN : COBcrete . 13100404 Neigh. (fall OP.'S allowed for) d . value of diu2ed in shear equations 1540 - .500169.1 of two -legged 94 atIrrpp., (Ey- 60000. pail means nn stirrup( ate rewired Mu v .. - factored ma.ente end Shear. 1.04104215 Moment effect. idclededl CAR65 .. Ye . 1 A2I .hear .94161ons govern 2 sin p 00400.ible value of 2)107'1/2 gave0n5 3 s.x perm/56161e value of 5100)-1/2 govern, A. - 1 no reinreI-Cement required 1 min rsinfoteeweut required, Tor Maes. may 3 etlrrgp required by .na1Mi. 2013: far LEFT 00 0I[,hv00 111 P0Y) I/1.. 0.00 is at tip of cantilever, and A/L. 1.60 14 at fiat support SPAN - 1 LR9n70 . 62.20 ft (Net SW. f1OR 1.00 t0 61.00 ft ) I d 3u AN RATIO Av 4 40 CUPS 1/L ft in t 1c -ft Vu/Ph1.Ve int/Et in Ye Av RPJYIH14 1 2 3 4 5 5 7 6-----4-10 11---- .00 .00 24.00 -47.51 .04 .05 3.10 29.00 -57,39 266.47 03 .07 24.0 13 3) BEANS ONLY .10 6,20 29.00 -77.07 541.21 .03 .01 24.0 11 2) Beams 0811 .15 9.10 29.40 -14_86 16411 1.11 .17 24.E 01 3) .20 12.40 26.00 -56.64 955.72 1.19 .17 24.0 (2 3) .35 15.50 20.00 -44.12 1115.47 9s .07 24.0 12 21 650495 ONLY i .30 10.60 28.00 -27.04 1321.69 .69 .97 14.0 (2 21 HUMS ON.Y 3596 13 105{5 5.2 [ave{ 3) ADApT-PT V- 1.10 Acl-02 0.3 .35 21.10 29.91 -17-59 1292.04 .35 .00 12 1) .40 24.40 31.49 -7.31 1330.71 .14 .00 12 1) .45 27.90 32.41 7.42 1311.71 .14 .00 02 11 .50 11.00 31.75 15-04 1313.00 .32 .40 12 1) .55 34.1. 32.36 24.23 1255-67 .51 .06 24.0 (2 2) 880640 0423.y .60 37.10 31.20 34.47 1169.64 .73 .06 24.0 (2 2) BEAMS ONLY .65 19.3. 29.26 40.69 1048.95 .98 .07 24.0 (2 5) 982144 064,7 43.40 7-37 1,17 .17 24.0 11 91 .16 46.50 14.00 69.12 4.531 ,17 14.0 (1 3) .00 49.60 24.00 79.34 499.60 .78 .07 24.0 (1 21 BEANS ONLY .25 52.70 16,40 59.55 -30.92 .75 .07 24.0 (1 21 452048 ONLY .00 55.90 10.00 99.76 -301.91 .414 .07 24.0 (1 21 BEAMS ONLY -95 65.00 31.70 100,99 -635.95 .62 .04 24,0 (3 2) 2ee.- 041.7 1.00 62,00 13,25 325.11 -943.77 0PAN A 2 LEN01N 62,00 ft INet 004. from 1,00 cu 61,40 ft 1 I d 0/1ft in 3 1 3 w M0 RATI0 AV i 10 CASES k 1.-11 Vu/Ph1-Ve 1(1-2/00 In Ve Av 015142251 4 5 6 7 8 9-10 11-- .00 .00 25.25 -112,61 -983.11 ,05 31-70-649,90 .91 .00 24.0 .10 6-20 22.00 -93,37 42.35 .76 .07 14-0 .15 9.30 30.00 -62,15 -161.30 .69 47 14.0 .20 12.40 25.00 -71-94 -20,11 .61 .07 24.0 .25 15-50 21100 -61.12 611.06 .95 .07 14.0 19-60 29-00 -51.50 417.13 1.05 .37 24.0 .25 21-70 29-26 -41.20 991.53 .63 .07 24,0 .40 24.66 31.19 -31.01 1014.24 .54 .16 24.0 .45 27.99 3200 - 1065.30 .00 .50 12,76 1.54.49 .55 34,10 32./3 12.1.3 1072.35 .22 .00 .60 37.20 31.44 22.35 1030.36 .42 .00 .65 40.30 29,91 32.51 952.12 .14 .01 24.0 .10 43.40 16,00 42.70 845.39 .40 .01 24.0 -14 46.50 14.00 51.06 106.39 .45 .01 24.0 .80 41.61 16.90 13.11 351.49 .83 -11 34,0 .95 52-10 20,00 71.44 438.44 .07 24.0 .90 55.60 2900 83.65 -32.56 .70 .07 24.0 .59 56.90 2600 03.07 140.13 ,79 .07 24.0 I.46 61.00 24.04 104.02 329.11 SPAN . 3 I 2) 901644 o14LY 3 11 BEAMS ONLY 3 2) BEAMS ONLY 3 21 07-2154 424LY 1 2) BEA/LS ONLY 1 31 2 21 EXAMS ONLY 2 11 BEAMS ONLY 2 11 2 17 2 11 2 1) 2 21 BEAMS ONLY 2 21 BEAMS ONLY 1 21 BEAMS ONLY 1 21 REAMS ONLY 1 11 92046 ONLY 1 21 REAMS ONLY a 21 BEANS 004LY 12415{8 - 26.00 !t (Net Ape. free 1.00 l0 25,00 ft 1 I d Vu Mu RATIO A' 4 49 CA9R5 4/0. 01 In k 0-01 Vu/501.3: in -2/01 in V: Av 004ARK6 Page 12 Igrid 6.2 Level 31 ADAPT -00 V- 7.10 A01-02 --1 2 3 4 5 6 7 6 9-10 11---- .90 20.00 -70.92 120.19 .05 1.30 213.00 -66.63 145,45 .56 24.0 0 2 BEAMS ONLY .10 2.60 29.00 -62.35 154.21 .52 07 24.0 (1 2 BEAMS ONLY .15 3.90 21.00 -59,06 158,71 .49 .00 13 1 .2. 5.20 20,00 -53.70 194.17 .45 .00 13 1 .25 6.50 29.00 -49.49 224.04 .42 .00 13 1 .30 1.00 28.00 -45.21 249.35 .40 ,00 11 1 .35 9.10 21.)0 -40.92 257.10 .42 00 11 1 .40 10.40 26.00 -16,64 284.25 .43 .00 11 1 .45 11,70 26.00 -32,45 287,05 .43 ,00 11 1 .50 13,00 26.00 21,21 299,11 .42 11 1 35 14.30 20,00 33.19 296.12 .43 .00 11 1 .60 15.60 26.09 27 47 271.21 .41 (1 .65 16,96 28.00 43,75 262.51 .41 .00 (1 1 70 16.10 2100 46,04 242.26 -32 .00 (1 1 ,75 19.50 25.00 50.32 216.44 .42 .00 (] .00 20.14 21,00 94.01 105.04 00 11 1 .85 23.10 28.00 59,90 149.05 .50 .00 13 L .90 23.40 20.04 43.16 142.46 _53 97 21.4 15 2 000140 0427 .95 14.70 2841 61.41 111.61 .57 .01 24.0 11 2 9E9918 ONLY 1.00 26-00 26.40 71.75 111.20 SPAN - 4 L09127N - 61-00 ft '11141 9Qen from 1.00 to 61.0. ft 1 X d V0 Mu RATIO Av 6 40 CA258 2/1 00 k k-51 Vu/Phievn in -2/[t in vC Av REMAR24 -1 2 13 4 5 6 1 • 4-10 11.... ,00 26.60 -104.47 115.20 .05 3.10 26.00 -94.25 239.39 .79 .01 24.0 13 2) BE2149 ONLY .10 4,20 16.00 -/4,01 .31,15 .11 1 24.9 13 2) 224640 5303.0 ,15 9.30 26.00 -71.03 409,15 .65 .01 24.0 11 11 000640 ONLY .20 12.40 26.00 692.00 .82 .01 24.0 (1 2) 2E866 OMFY .25 15.50 20.00 - 3,16 106,35 .56I1 2) 2.0640 011.0 ,30 0,60 28.00 -43.16 945.44 ,91 .01 24,0 13 11 5164.415 ONLY .35 21,10 29-91 -12,95 951.95 .65 .07 440 (2 11 BEAMS 0100.5 31,49 -22,75 10)0.01 .43 -00 42 11 .45 27.40 32,43 -12.51 1075.49 .23 00 22 11 .00 11.00 32.75 22.04 1059,05 .23 .00 11 11 .65 34.10 ]2,34 20.02 1470.50 .36 ..0 12 1) 3/3 .60 37.20 31.20 30.24 1020,46 .57 05 24.0 12 2) BEAMS ONLY .65 40.30 29.25 40.46 534.24 .61 .07 24.0 12 21 009195ONLY .70 43.40 26.00 50.69 825.23 1.06 .17 24.0 11 31 .75 46.50 26.09 00.19 640.96 .96 .01 24.0 (1 21 0E2045 ONLY 49.60 20,00 71.11 504.94 .71 07 24.0 (1 21 BEAMS 00020 32.70 as oc. 81.12 -134.20 07 24,0 13 21 00x155 4023.1 .90 55.00 28.00 91.55 15.72 _17 .07 24,0 13 21 904015 0093.0 5090 15 14610 9.2 4evel 11 0OAFT-10 v- 7.10 Act -02 .55 50.90 21,70 101,16 -616.59 _77 .06 21.0 II 2) BEAMS ONLY 1.00 69.00 35.25 111.94 -947.90 SPAN . 5 L09077! - 62.00 fc INet span from 1.00 co 61.00 f1 1 % d Vu Shy 04170 Av 4 44 CASES 111 011 - k 5.51 vu/Phi'Vn in2/fl i Ve Av REMARKS --1 2 3 4 5 6 7 8 4-10 11---- .40 .00 33.35 -111.47 -947.50 .05 1.10 11.70 -101.25 -599.61 .20 06 24.0 11 21 1E2M5 ONLY .15 6.30 29.00 -91.03 -242.97 062 .01 24.0 (l 2} DEAN„ 06140 .15 9.39 28.00 -96,61 -29.50 .71 .0.1 24.1 41 14 0345141 ONLY .20 12.40 22.00 -76.60 501.61 .16 07 24.0 21 2) 0E0045 ONLY .25 15.50 38-00 -66.38 701.62 1.01 .17 24.0 I1 31 19.60 29.00 -56.15 002.351 24 17 24.0 11 3) .35 21-70 29.25 -45.94 1025.21 .93 .07 24.0 12 2) BEANS ONLY .40 28 00 71.20 .35,73 1136,40 .67 .46 24.0 12 21 002145 ONLY .45 21.90 32.36 -25.51 1216.90 .46 .00 (2 11 .5. 31.00 32.75 -15.29 1263.75 .20 .00 (2 1) .55 34.10 12.43 -5,07 1119.02 .09 .00 (2 11 .60 37.20 31.49 10.11 1264,41 .19 12 11 .202991 20.31 7.22 12 1) .70 43.40 26.00 30.55 1115,30 .64 24.0 12 21 683)09 00.7 .75 46.50 22.00 40.36 1.27.99 .66 24.0 12 21 0E1540 014,7 _ 49.60 20 0 o 50.99 001.61 1.07 .13 24.0 12 3) 52.70 26.00 61.20 711.13 1.00 .07 24.0 11 21 0E545 ONLY 55.80 22.9. 71.42 506.17 .07 24,0 11 21 69145 ONLY .95 55.50 26.00 21.13 266.94 .09 .07 24.0 (3 21 BEAMS ONLY 1,20 62.00 26.00 92.es .13 Lags 16 (Grid B.2 Level 31 ADAPT -PT V- 1.10 ACI -312 13 - !Dann. SPAN 0000.00'!12022 cm7Y610-s modulus 0f 514561411y Ec - 4031.00 ksi creep faetOr R . 1.00 IeOfeCtive/Igross..,00415 10 cracking) K - .82 Where .tress./ exceed 6.0000-)'1/2 102001ng of 6eCtiel 1_5 5110 -ed for 3514349 in perentheae/ are lap/./max defleetimnl ratios tDEFLECTION ARE ALL 1N inches, DO4404ARD POSITIVE SPAN 0L0WL?.c2925 Ly 015PI+LIn0KE1A 1 oL2 4--_- 5 6 1 -.00 191 39361 .42) 17591 .33( 3177) 2 -.19 -.561 1330) .16( 4029) -.32( 19601 3 - s .06 251 1132) .041 1132) .211 14093 4 .27 -.16 .441 1550) .191 30011 -.291 2582) s .14 --10 -.291 1544) ,491 1911) .101 76141 5/23/2006 12:36:32 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building AlLevel 31Permit ResponselGrid M Level 3.Cre ▪ lett• . a.- _ midsp.n ---. right* a 4--869A1 Po6C9--6 SPAN max aim ! 14011, 113.n MAX pl$eft fight -1 23----T 4 5 6 7 0 9-- 1 -129.55 24.49 614.79 -69.33 -413.45 -131.69 -32.00 41.45 2 -451.24 -119.46 60.81 -66,40 -352.72 60,76 -39,07 37.11 3 -295.77 18.44 197.46 -179.14 -195.70 7..44 -29.21 14.21 4 -362.13 16.16 40.01 -66.40 461-13 -179.45 -37.11 39.01 5 -493-45 -131.66 214.79 -59.33 -129.55 24.49 -41.45 32.00 Rete: • = centerline moment. .- 6.2 REACTIONS (k1 -.. 6.3 COI21I MOMEN & 10-111 22515 mae Via mae min OWN mils 1 15 6 7-- 1 32.00 -3,70 24.49 -199.56 .00 .90 2 60.52 36.06 156.96 -131,71 .10 3 66.32 -4.13119,17 -45.30 .00 .00 4 66.32 -4,13 45.30 -119.61 .00 .00 5 10.52 36.06 131_16 -154.56 .90 .51 6 32.00 -2.70 126.56 -24.49 .00 .00 I Note- Block 6.1 through 15,3 values are maxim of all .kipped loading c.Res 1- MOMENTS REO0160 10 PACE-OF-sbppo9. 7,1 01314 c;! 0 011.40 WAD MOMENTS 10 -ft) SPAM .- left. -a c- midspon -a .- right. -. 1 3 3 4 1 -127-91 1 438.'0 -735.09 2 -697.59 315.75 -170.00 3 -274.00 -136.50 -114,06 4 -370.00 325.75 -697,50 5 -735.01 426-00 -121.92 Note: • . fats -of -support Page 7 (0917 M Level 31 ADAPT -PT V- 1.10 ACI_02 7.1 . E D V CIE 0 1.I90 1020 MOmANT0 10-ftl ._____ lett•a . midepan . right* a SPAN Zan minmin • max min -1 2 3 4 5 6 1 1 -90.61 1,1e 314.93 -59.33 -442.50 -129.11 2 _423,33 -115.63 26..13 -66,13 -326.17 4,11 3 -267.11 15.19 97.67 -119.11 -267.37 70.20 4 -336,11 84.11 250.13 - -423.33 -175.43 5 -442.56 .129.11 714.63 -99.13 •99.06 21.76 Note. • . fere-of-Support 1 - BON OF Dain AND LIVE 5OENES (L -ft) Maxima of deed load sad live load Span moment. combined Ior serviceability Checks ( 1.9605 4 1.441.3. 1 left.g c ___ midspOo __ _ 4 right. i SPAM minmina min 1 3I 4fi 1 -225.06 -105.13 142-83 866564 -1171.67 -664.35 2 -1120.92 -613.12 586.5■ 259.35 -696.17 -205.03 3 -541.17 -195.11 -311-11 -315.67 -541.17 -195.11 -896.17 -205,11 506.50 259.35 -1120.93 -873.31 5 -1111.67 -105,15 142.13 303.61 -226.60 -166.13 Noce: face'Of-support 5 - SELECTED O T-1E3IS1O6214G FORzl5 AND 11090f 9 PROFILER 9.1 Mr= /TIES AND PARAMETERS LEGEND: For Rpant 1 451ver•ed pare1alo 2 = Bimple par.h011 with straight portion over •upport 3 . barged tend. Page 9 10r1d N level 31 ADAPT -PT V- 1.10 ACI -92 Por cantilever: 1 1n611T parabola 1 . partial potebola 3 harped tendon 9.2 TEND O 12095145 x745! 1N/1 12/1 21/1 A/L -•--�-----1 2 1 4 5-- 1 1 .105 -500 .190 .000 2 1 .100 .500 .190 .000 11 .100 .500 .100 .006 4 1 .100 .600 .100 Imo 1 .100 ,500 .100 ,000 9.3 - SELECTED 0091-15049I012I113 FORCES AND TENDON DRAPE Tendon editing mode .elected: FORCE SELECT'1C90 O 80520702 mum _________ ____ caLCOL1120 VALDES ___a FORCE c- DISTANCE OF CDS (l ' 0) - P/A 6021 6bal 9PA2 IR/-) Left center Right[psi) (k/-1 (4011 -1 2 3 4 4 6 7 6-- 1 275.200 27,50 2-25 33.15 220.38 1.930 96 1 375.100 00,15 2.25 97.60 220.36 1-930 96 3 175.100 27.50 21.50 27.40 226.30 .000 4 375.260 27,60 2.25 93,15 220.38 1.830 96 5 373.200 33.35 2.25 21.50 220.30 1.130 26 Approximate weight of .1151.11 2160.4 LS 9.5 R e 0 11 I RED 1434121401 P O S I - T ENS I O N I N o F0R1!A (Alpe} 4- SUED ON STRESS coNDITI0949 -a RASED Om M]N2MtlM et. • SPA/ LETT. CENTER RI203• LEFT CENTER 924RT -1 2 3 l 5 6 1--- 1 .09 364.62 305-71 312.61 212.81 212,61 2 290.31 196.37 112-07 212.61 112,01 212.01 1 150.62 .00 150,22 212,81 212.61 212.91 4. 172.12 396,38 290,95 211,11 212.61 211.91 5 105.71 364.62 .OD 211.11 212.61 211.81 Page 9 (Grid N Level 31 ADAPT -PT 0- 7.10 ACI -02 Note: • - face -of -support 9.1 SERVICE 9 1 1 4 0 0 1 1 ) .1) (tension .01941 45091tiv9) 11457• 1 1 0 16 7• toe 90CR#1 TOP 1317.74M Max -7 max -C max -T max -C 40x-7 mai-C mak-t -1 2 3 4 5 6 7 6-------- 1 -315.65 -411.23 367.74 -14.96 1457.29 2 131,55 1301,17 230-16 -269.66 1169.39 5 397,75 -211,13 1134,79 267.14 -211,21 1136.76 4 236.16 -200,60 1169,35 331.44 13.0.90 5 361.74 14.56 1457.21 -175,94 7411.24 Note: • • face-02-allppmit 0994760 TOP BOTTOM max -T max -C malt -1 max-. L 2 5 I -576.02 527-50 -432.19 2 -475.39 315-94 -523.46 3 -441.27 191,.6 -531.49 4 -475.40 315.95 -513.46 5 -576,92 627,57 -612.10 2/3 9.7 POET-TRNs306220 BALANCED MOMENTS. sHEARB 6 REACTIONS c-- S P A N 44(1M 0 N T 5 (k-ftl -- .-- SPAN 56EARs (1 I--. SPAN left. midspen right. 6611) SS 1y1 1 7 3 4 5 6 1 151.58 -451.25 695,50 -6.00 -6.66 2 659,42 -377,50 326.25 2.72 2.77 • 196,25 196,25 109.31 .00 4 326.25 -377.50 660.42 .2.73 -2.72 3 655,50 -451,25 101,51 6.00 6,00 Note: • . face -of -support 4 --REACTIONS 10 1--. - COLUMN MOMENTS Ik-fcl -- -joint 2 Page 10 Lower columns Upper columna (0r10 M Level 31 ADAPT -PT V- 1.10 ACI -03 3 1 6,094 147.583 .906 -0.007 1.440 .000 2,713 -131.333 .000 2.712 131.333 -0.900 30.400 .661 6.094 -147.5.3 .060 10.20010806 MOMENTS 6 R E A C T I O N S Calculated as 1 1.20D a 1.602 4 1.00 secondary moment effects} 10.1 FACTORED DESIGN MOMENTS I0-450) . left. • .-- - m3dap0n -- - . right. SPANmax min mmmin 4 0- -1 2 3 4 5-------- -6 7 -156.77 15.03 1153.47 754,07 -1071,51 -570.10 2 -1022.77 -626,17 12I0.10 694-57 -637.62 10.92 -56$.10 ,17 104,71 -562.91 9,29 4 -637.53 19.00 1315.12 594.58 -1022.75 -626.15 5 -1611.51 -513,10 1353.41 754.67 -156.77 35,01 Note: • - face -DE -support 10.2 14[0050500 MOMENTS 1R -ft( SPAN .-- left. __. .- midapan . 1 3 3 153.57 336.27 491.51 409,92 194.17 194.25 925.33 410.00 519.67 306.17 Mate: • . taco-0t-11upp0rt 4 512.61 322.16 I94.25 491.58 153.61 10,3 FACTORED RFA07IONS 13.4 PACP0010 COLUMN MOMENT'S Ik-E1) (k) .-- LONER 00100±n ------35215 column -- ' JOIN' Max min Max minmat min Page 13 (arid M Level 1) ADA01'-05 v- 7.30 ACI -o2 1 2 5 1 116.19 49361 4,51 -211.05 2 290..3 209.60 271,41 -190.59 3 203.13 50.40 210,30 -01.91 4 293.13 99.40 53.91 -310.30 5 209.13 209.69 190.59 -111.41 5 116-19 60.67 2712,95 14.4. 11-0120.0 STEEL .150 00 00 00 .00 .00 60 .00 SPECIFIC CRITERIA for ON6•MA7 Cr SEAM SY97EM - Minimum steel 0.0645 5/23/2006 12136:32 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit ResponselGrid M Level 3.Cre - MUMent cap6111y . factored fde4ipnl edsent Support tut -off Iength (Or minimal 9tee111e1gth/9pan1 .17 Span cut-off length for minialo. 31001)le2gth/spa01 .33 Toy Las extension beyond where required 12.00 In Bottom bar 011teNe10.0 beROnd where required 12.00 1n BB1n39o4g0OPf Lased on No emnISf9IBTTION of factored moments 1 11.1 TOTAL 1E06ST 071RINE • 2120.0 lb AVERA0E . .4 p4f TOTAL AREA coven= 5400.00 00-7 11.2.1 077641 AT M I D- s 76 A e T 0 P 4 0 7 7 0 14 A6 DIYFBEBNT 00427 0RS1ERIA Aa 0:3PE0SM1 REBAE CRITERIA SPAM (10'2) e___015-__y_MIM--Do.2S1-5 )i111.2) 1___BLT_-.--MIN--0..251-1. --1 2 7 4 5 6 7 9 9--- 1 .00 f .00 1 .00 -007 1.57 ( 1.15 1.57 .001 2 .00 ( -00 1 .00 .001 1.57 ( .04 1.51 .001 3 2.05 1 .000 2.06 .007 .00 1 .00 .00 .00) 4 .00 I .00 .00) 1.51 1 .04 1.57 .00) s .00 ( .00 .00 .00) 1.57 ( 1.25 1.57 .00) 11.3.1 STEEL AT SUPPORTS T 0 P 2017070 Aa BrFlE2@rr1 RE2Ai Cl n Am DIPFC9a22 REEAR CRITERIA 107x1 )L0-3) 5---OLT 3504--D4.351-e 63'21 o---OLT MIN --04.251-5 --1 2 3 4 5 6 7 a 9--- 1 2.36 ( 1 2.35 .001 I .00 .00 001 2 1.36 ( 1.15 ' 1.35 .001 .00 ) .00 .00 .001 Page 12 10010 M Level 1) ADAPT -PT V- 7.10 ACI -01 3 2.36 ( ,00 1 1.36 .00) ,00 1 .00 .00 .00) 4 2.36 ( 1 2.36 .00) ) .00 .00 .00) 5 2.06 ( 1.19 1 2.36 .00) 1 .00 .00 001 S 2.36 ) .00 12.36 .00) .00 ( .00 .00 .00) 12 -SHEAR D E R IId N FOR BEANS AND ON2-14AY MAR SYSTEMS 1503490 ( Ibn0rete • NORMAL weight (11611 Shear allowed for) tl . value of d; weed in shear equations 643 • spanjp9s 04 tee -legged 44 Stirrups, Hy. 60000. 701) ee914 no stir -mpg are regbired 641 . Vu .. . faetored menta and 55ear6 (Secondary ®ens etfeCt6 included) 1 CASES .. Ve . 1 ACT ehe1L 75041.1. a govern 7 win Dere:991bl! value of 2(111.1/2 gOVer23 3 mar pereie01b1n 0910e Of 51[0)'1/3 govern. Av . 1 on reilfOrce0ent required 2 min Y6in0Orc..O0 required. for bean,. only 1 9111[07 required by .naly.10 Antes fpr LEFT CANTILEVER 11f any) A/L• 0.00 is at tip of cantilever. .nd 31I2. 1.00 is at firer support 04021 . 1 62.00 it (Nee span from 1.00 to 61.00 ft I I d ve Nu RATIO Av 4 44 emu I/L 1t in k k -ft Vu/701030 iu•2/f0 in Vc Av 47900107 -1 2 3 4 5 6------7 4 9-10 11---- .00 .00 25.00 -116-20 -270.94 .05 3.10 29.06 .103.44 152.56 .67 .07 24,0 (3 2) BEAMS ONLY .10 5.20 11.00 -90.60 363.06 .76 .07 14.0 13 2) BEAMS ONLY .15 9.10 39-00 -117,92 631.70 .95 .07 24.0 11 21 422299 ONLY .20 12.40 9.16 953.49 1.16 24.0 11 31 .25 15.56 20,06 -22.90 1035.70 1.10 17 24.0 02 3) .30 19.60 29.00 -19.04 1171.37 .93 24.0 (2 2) 40200 AWL .35 21.70 24.91 -74,94 1271.46 .53 24.0 <2 2) 026153 01111.0 .40 24.40 31.49 -14.12 1345.03 .26 .00 (2 1) .45 21.90 12.43 3.2a 1369.03 .00 12 11 .50 31.00 32.75 15.21 1353.47 .29 .00 (2 1) Page 13 (grid M Level 31 10API-PT V- 1.10 ACI -02 .55 34.10 32.36 26,50 1299.35 .52 .04 24.0 (2 2) 960343 ONLY .60 37,20 31.29 41.36 1203.69 .76 .06 24.0 (2 2) 1E7945 ONLY .65 40,30 29.25 54.12 1069.47 1.59 .17 24.0 (1 31 .10 41.40 20.40 66.96 095.49 1.21 .17 24.0 (1 31 6.50 28.60 79.64 .46 1.42 .17 34 31 18.00 92.40 420 41 .7B .07 24.0 (1 2) BEAMS ONLY .25 52.70 29.00 105,16 133.03 .19 .07 24.0 (3 2) BEAMS ONLY 26.30 117.92 -405,19 .99 .07 24.0 S3 0) /RAMS ONLY .95 52.90 31.10 112.62 -709 0 .99 .06 24.0 i1 11 0762046 ONLY 1.00 62,50 33.25 142-44 -1212,69 SPAN • 2 LENOIN • 62.00 ft (Net 6p6n from 1.00 to 61.00 ft 1 d Vu e0 RATIO Av 3 04 OASES 0/1 ft in k k -[t Vu/P0i4Vc in-2/ft 1n Vc Av REMARKS --1 2 3 4 5 6 7 5-.-__9-10 11---- .00 Do 33.25 -137.39 -1151,11 .05 3.10 31.70 -114.63 -751.96 .94 .06 24.0 (1 21 BEFMS ONLY .10 5.20 22,00 -111.61 -395.40 .94 07 24.0 (0 2) BEAMS o0O.Y .15 9.30 16.00 -99.11 194.12 .63 531 14.0 (3 2) BEAMS 0NI.Y .20 12,60 28.00 -06.35 454,10 .73 .07 24.0 (1 2) 9E4145 ONLY .25 15.50 29.00 -73.59 574-93 .99 .07 2453 S1 2) BEAMS ONLY .30 18.60 23.00 -60,63 861.90 1.15 .17 24,0 <1 31 .35 21.70 23.16 -49,37 1010.17 .97 .07 24.0 S2 2) BEAMS ONLY .40 14.90 21,20 -35.31 1119.12 .67 .06 14.0 (2 2) REAMS ONLY .45 17.90 32.06 -22.55 1199-29 .41 DO (2 1) .50 31.20 41.75 -11,13 1214.10 .30 .00 (2 1) .55 34.10 31,43 11.77 1200.27 .11 .00 (2 1) .60 31.20 31.19 24.53 1159.97 .46 .00 12 1) .65 40.10 27.91 37.19 1069.93 .07 14.0 <2 21 962215 0617 .70 40,40 39.00 50.05 941.43 5 os .17 24.0 (2 3) .75 06.50 28.00 62.11 760-51 1.06 .17 24.0 (1 51 49.50 19.00 75.51 591.30 .90 .07 24.0 (1 2) BEAMS 010.Y .05 52,70 28.00 88,32 517.39 .74 .07 25.0 (3 2) 402219 ONLY .90 55-90 29.00 101.07 -56.37 .85 .07 24.0 (3 21 BEAM: ONLY .95 59.90 20.00 113.94 334-94 .96 .07 24.0 (3 2) BEAMS 1721.0 1.09 62-00 29.09 1)6.69 -162-19 37221 . 3 102074 . 26.00 1t INet span from 1.00 10 25.00 Lt 1 I d 5711 Mu RATIO Av 9 411 CASES 01/1 ft in k lc -ft Vu/Phi•Vo /0.2/11 in Vc Av Ra4A700 --1 2 3 4 5 6 ]---.._B 9-1D 11---- .001 -15.54 -636-50 .05 1-10 20.0n -71,19 -540,40 .62 .07 24.0 (1 2) 020215 ONLY .10 2,60 36.00 -65.64 27,50 .55 .07 24.0 (3 2) 003968 ONLY Page 14 (Grid M Level 31 213APT-Pr V- 7.10 AOI -02 .15 1-50 20.00 -60.49 49,91 .51 .07 24.0 .10 5.20 21.02 -55.13 65.00 .46 .00 .25 0.50 24.00 -49.70 99.75 .43 .00 .30 1.40 20.00 -44.43 131.06 .31 -00 .35 9.10 29.00 -39.09 155.41 .33 .00 .40 10.40 24.00 -33.73 172.90 .24 .00 .45 11.70 20500 - 103.23 .29 .00 .51 13.00 73.00 -23.03 106.71 .00 .55 14,30 20.00 24.34 163.24 .00 .60 10.60 20.00 31.71 172,20 .29 .00 .65 16.90 20.00 39.04 155-42 .33 .00 .70 16.20 26.00 44.43 111.00 .31 .00 .75 19.50 21.00 49.79 99.77 .42 .06 .60 20,40 211.00 55.13 45.I0 .46 .00 .05 21.10 26.00 10.46 49-84 .51 .07 24.0 .90 23.40 26.00 45.03 27.50 .55 .01 24.0 .95 24,70 29.00 71,19 -540,47 .42 .07 24.0 1.00 26.00 14.00 74.54 -636.46 l 2 3 1 3 1 3 1 3 1 3 1 1 1 1 1 1 3 1 1 3 1 1 3 1 3 2 3 1 1 2 B EAMS ONLY BEAMS ONLY BEAMS 000.7 B UMS 4211.0 SPAM . 4 LEN32N . 62-00 ft Ihet span from 1-40 to 61.00 ft 1 z a Vu 0/1 ft in k 1 2 3 4 .00 .00 25,00 -126,60 -752.17 Mu RATIO Av 4 40 OASES k -ft Vu/Phi•Vc in-2/ft in Vo Av REMARKS 5 6 7 0- .--9_10 11-- .05 3.12 20.00 -111.04 134.93 .96 .07 24.0 (3 2 .10 6.22 20.00 0 .56.35 .A5 .07 34 (5 2 .15 9.40 28.00 -na.22 4I4.61 .74 .07 24.0 (3 2 .20 12.42 26.00 -75.55 543,31 .90 .07 24.0 (1 2 .25 15.50 24.00 -62,90 700.52 1.06 .17 24 (1 3 E4.60 21.00 -50.04 1,43 1.05 .17 14.0 (2 .35 21.70 29.91 1099.93 .73 .07 24,0 (2 2 .40 24.10 31.49 -20,51 1152.99 .46 .00 (7 1 .45 27.90 32.45 -11.77 1108.29 .21 .00 S2 1 .50 31.04 32.75 11.13 1218.12 .20 .00 (2 1 .55 34.10 42.36 22.55 1109.41 .41 .00 (2 1 .60 47.20 11.20 35.31 1119.14 .67 .06 24.0 S2 2 .65 40,30 29.26 49.27 1010.31 97 .07 24.0 (2 2 .70 43.40 29.00 60.93 661.91 1.15 .17 34.0 (1 l .75 46.50 16,00 73.59 614.94 .99 .07 24.0 (1 2 3/3 B EAMS DAILY BEAMS ONLY BEANS ONLY EE3915 ONLY BEAMS ONLY B EAMS ONLY B EAMS WILY REAMS 102.1 .50 49.60 26.00 05.35 454.32 .73 24.0 (1 11 41.3215 ONLY .55 52.70 26.00 49.11 194-14 .41 24.0 (3 21 001345 ONLY .00 55, en 26.00 111,97 -395,10 .94 .01 34.0 (3 21 BEAMS ONLY .95 50.90 31.72 124.63 -151-46 .94 .06 24.0 (1 2) BEAMS ONLY 1.00 62.00 33.25 137.39 -1158.09 Page 15 (Grid M Level 31 ADAPT -Pr V- 7.10 ACI -02 SPAN . 5 11213111 • 12.00 ft Wet Span from 1.00 to 62.00 ft ) E d 00 NO RATIO AV F 40 CASES 0/1 £t in k k -ft Vu/002.Vc i0 -2/[t in Ve Av 00401010 --1 7 ] 4 5 6 7 9 9-10 11---- .00 .00 33.25 -143.44 -2211.69 3.10 31.10 -130.62 -798.02 .90 .06 24.0 (1 2 BEAMS ONLY .10 6.20 29.00 -117.42 -401.69 .99 07 24.0 13 2 _BEAMS DNP.? .15 9.30 29,10 -105.16 117.03 .69 .07 24.0 13 2 0E31941 ONLY .20 11.40 26.00 -91.40 429.47 .70 .07 34.0 13 2 BEAMS ONLY .25 15.50 20.00 ,54 692.36 1.01 14.0 11 3 .10 16.60 24.00 - 995.69 1.21 24.0 11 3 .15 21,70 19,26 -54,12 1069.47 1.94 .17 24.0 11 3 .40 24.90 31.20 -41.36 1203.69 73 -06 24-0 11 2 BEAMS ONLY .45 27.90 32.36 -16.60 1299.35 .51 .06 24.0 12 2 BEAMS 00017 .50 31.00 32.75 -15.64 1193.41 .00 12 .61 34.10 32.43 -3.16 1399,03 .06 .00 12 1 .60 37,20 11.49 14.12 1345.03 .25 .00 S2 1 .65 40.30 29.91 25.99 1191.40 .53 24.0 <2 3 BEANS 0017 .70 43.40 26,00 )9.64 1119.37 .71 .07 24.0 12 2 BEANS ONLY .75 46.59 24.00 52.40 1035.72 1.10 .17 14.0 (2 .0e 49,50 29.00 65,16 753,45 1.16 .17 24.0 <1 3 as 52.70 24,00 77.92 931.73 .95 07 24.0 (1 2 BEANS ONLY 44 55.83 20.00 90,6E 393.09 .76 .07 24,0 i3 2 BEANS ONLY .95 59.96 29.00 103.44 151.59 .07 .07 24.0 (3 2 751049 ONLY 1.00 62.00 24-00 116.20 -270.92 Page 16 loxia M Level 31 ADAPT -Pr v- 7,10 ACI -02 13-34X04144407404 05761.70710740 Concrete -0 m3dulna of elasticity Ea .01 4 ,60 k.i Creep f6Ctor E • 2.00 Ieffertive/Igroe6.._(due 10 Cracking< 1 . .44 where Stresses exceed 1.41fc'1 1'1/2 craekinq Of Section is allowed for, Values in parentheee5 ere (Span/ams deflettionl r.tioa ADEFLECTION ARE ALL IN 10,609, DOWNWARD POSITIv1...,. a SPAN DL 01+4TSCREEP LL 01.+PT:LG01EEP 2 4s 6 1 .59 04 .131 55291 -151 21021 491 15211 2 -.031221671 221 31741 191 39931 • -.07 05 .145 13953 -.041 00391 .101 3212} 4 .37 -.01 -.031220711 221 33741 .191 3912) 5 .59 .04 .131 55293 ,351 21021 _491 15211 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING (art ci /3 L ev el 3 '7e4., DL =Ales LL = Sods Til A Js'. p„ 5741? r'Irae F,',» nI-' Wok/ De.= o �z"JFl GL 0.17k/fi 1x I8iS 6L / z61 61-1 Project-�ou4er Project No. a'Pe A Client: Designed By: /3 n m. Checked By: Date: S.71 -7.-/O6 Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P:206/343.0460 • F. 206/343-5691 5/23/2006 12;36:40 PM 3.Cre ADAPT CORPORATION STRUCTURAL DOSICa re SOFIWa4E MYST6M 1/33 Woodside triad, spice 220, 2edrood city, Calltornl. 44061 ADAPT -PT POI 75301 -TENSIONED 0E40/5L112 DESIGN Version l 1.10 004310012 4602 316-02/151-031 ADAPT 006pONATI00 . Structural 0O5C1ete 504tware Ay.ten 1133 Npndeide Road. Spir! 020, Re6.00d City, C6111Ornie 94461 0L103e: 116501306-2400, Pax: (6501166-4670 Email, Aupport6NdiptSoft.Coo, Web site: http://eww,Arlapt0oft.0om MATE AND TIME OF P0OURAMIEA&.YMT100: MOM= FILE: PROJECT 1070.!: S0NthO00ter Oara9! 9100 A Grid 0 Level 3 May 22,1006 46 Time; 11:17 Of1d E level 3 1- USER SPECIFIED GEWERAL DESIGN PARAMETERS CONCRETE: STEMS= at 39 pays, far SEAMS/6LA9S 5000.00 psi for .00315406 5000.40 poi !0066.90 Or ELASTICITY for REAM!/SLAM 1031.00 Ami far COLg4145 4031.00 Sal CREEP fatter for deflections for BEAMS/SIAM 2,00 CONI r1E 44EI05f4 TENSION STRESS limits (mdltiple of 10.031/11 At Twp At Bottom 11.4090]. •-600 0.006 COMPRESSION STRESS limits Iaultiple of (2101) At all 100sria0 .450 REINFORCEMENT: YIELD strength 60.00 00.1 Minimum Cover at TOP 1.50 1n Mini -UP t ver et BOTTOM 1,50 in POST-TEN0I051310. SYSTEM 121490NOED Ultimate strength of Strand 270.00 kai 2.0041.30 effective Stress !in etrSwd /final) 175.00 ksi Strand ;tea .153 12172 Ulm CDS of [mato from 'TOP 1.75 in page 2 P:\Southcenter Design -Build Garages\ENGWosttens\Building A\Level 31Permit RespanselGrid B Level (Grid 6 Level 3) ADAPT -PT V- 7.10 ACI -62 Min COS of tended from BOTTOM for =elf= span1.15 Ln Min CCS of tendon from 120PLOM for EXTERIOR span2.25 Ln Min average precmpression 126-00 poi Mum apaC1Og Oona... .1sande Itaetor of slab depth) 0.00 Too profile type and Support wlde3a (ase re0[100 91 A91LYSI5 OPIION9 DEED: structural .y.tem / SEAM/ Nome= Of Inertia Over support 1. I01OEAAED 4bmenes =MTV td face of suppers YES Limited pl•Etlficetim allmed(mmlAta rediatritnted) NO Effective flange width CCneideratiOn YES Effective flange width iilplemsdtatiod method ACI -310 lited pl GENKEIRY 2.1.1 40IaCLP9L ;PAN DATA OF 0pMFO1M SPA60: Tav P Y DI I j 4.RNOE 1 PI.5050 1 RNP I MOLTTPLIEE A P 111 LCINISI 11700011 ID0PT01 width thick./ width Chick, /061433011 left right ..Ay N 0 MI ft 1 1O 1 to I in In 1 112 in I 1n 1 _t__1 __l-.•-4 5 3 6 l 0._---_9 10____01 In1 N 4 41.00 16.00 135.00 190,00 5.00 07.50 20.00 35.00 .50 ,50 1 2 0 4 42.00 05.00 35.00 iso, 00 5-00 17.50 10.00 32,00 -60 so 3 0 4 20.00 16.00 2]5.00 Leo -00 5.00 17.00 2,00 .50 4 0 4 62.00 15.00 15.00 100,00 5.60 17.50 20.00 35.00 .00 .50 10.3 5 0 4 62.00 14.00 125-00 140.011 5.00 17.50 10.60 15-00 .50 .50 LEps0a3: 1 - SPAN 1 3 - FORM C . Caa1i10ver 1 L •• Rectangular .ectiOn 2 - TY% 2 - 7 or Inverted L section 0 . Wifor3: pribmatIC . NOn0nifera section 3 . I ;motion 4 • Extended T Or L section l • Joist • - Waffle 11 - Top surface to referents line 3-1.0 Defu=® DATA F1R6 NONUNIFORM SEAM The following ere 9000:4etry of nn0601r0r0 34527. and/or Cantilever.. Page 3 [arid 5 Level 3) ADAPT -PT V- 1.10 ACT -02 Left distance 19 free left 00ppOYt centerline 10 start of a apa0 Segtenl- 3 1 I Tae 100T'TGm/MI'1l0LEj I 9 O LEFT 1 I FLANGE 1 FLANGE 1 REF 1 MULTIPLIER e 4 /DISTANCE! WIDTL DEPTH! width CNiek.1 width thick-ISE/GIT/ left right m M I ft 1 In in 1 1n 1n 1 in 16 I in I 1--2 4 5 6 '1 6 9 10----11 SPAN: 1 1 4 .00 16.00 15.00 60.00 5.00 11.50 20,00 35.00 .65 .11 3 4 1.06 16,00 15.00 60.00 5.00 11.50 20.00 35.00 .65 .15 4 13.210 14,00 35.00 Imo,00 5.0o 17.60 00.00 35.00 .5o .50 4 4 41.00 14.00 34.00 100.00 5.00 17.50 20.00 35,00 .50 .56 3.1.3 EFEECTTV1 ELM DATA OF 134IFDEM SPANS SPAN !FF6i-TIv7 010730 in 1.2 95.00 3 15.60 4 95.06 5 94,00 7.1.2 EFFECTIVE NIDTH DATA FOR NONUNIFORM SPANS MPA.: 1 1 2 EFFECTIVE 07010 in 2 57.00 57-00 90.01 26.00 0,1.500000T WIDTH AND COLUMN DATA Page 4 I0cid 0 Leal 31 1001i' -P4' V- 7.10 601-05 SUPPORT 0 LONER COLI1444 1 VIPER COLUMN ------ } EXOTIC LENGTH MIA) 0 CBC.LEWIN 5(0IAI D 004' JOINT in ft in 1n ft 1n in --1 2 3 4 5-----4 7•9----121-- 1 24.00 36.00 24.00 24.00 11) .00 .00 .00 11) 1 121 15.00 44.00 24.00 (1) .00 021 11) 3 25.00 31] .00 (11 4 24.00 15-210 14.00 24.00 11) .00 -00 .00 (11 5 24.00 15.00 24.60 24.00 11) .00 .D0 .D0 (11 6 24.06 30.00 24.00 21.00 11) .00 .00 .00 11) 6160 COLUK6 BOUNDARY CONDITION [®TS 1080I Hoed at both ends ...)STANDARD) • 1 Hinged at near end, fixed at far Pad • 2 Mixed at n end, hinged at far end um 3 Timed at nm end, 'roller with rotatioenl 11013.7 at far 4040 4 114 31040(T 3400.100 0.730140 O 0 DEAD LOAD L 0 LIVE 3.061 TYPE . (001vo51 P . PARTIAL UNIPORM C . CO4CE N410.XttO M - PRPLIBb SNI Li- LINE LOA. Intensity ( From ... To 1 ( M or C ...Atl Total on Trib s0AN CLAMS TYPE k/ft72 1 ft ft I IA -ft or k ...ft) Sift 1 3 4 6 6 1 6 9 1 0 -35,40 7.00 1 C 19-40 16.02 1 Li .65 16.00 .110 1 1.1 14,00 62.00 1.140 1 C oo 7,00 1 C 0.00 14.02 1 Li .00 16.00 .720 1 Li 5.00 16.0 .430 1 Li 15.00 62.00 1,910 2 Li.Co 62.00 1.14o 2 Li .00 62.00 1.910 3 01 .00 16,00 1.140 Page 5 (Drid 6 Level 3) ADAPT -PI V- 7.10 act -02 3 0 Li .00 26.00 1.910 4 L Li ,Co 62.130 1,140 4 0 LL .00 62,00 1.910 5 L LL ,00 62.00 1.140 3 0 Li ,00 62.00 1.910 K.7E: LIVE LOAD'S. 05 SKIPPED with 0 skip factor of 1.00 4.1 - 1.0312I142 A9 APPEARS 16 0263-0 1620T SCREEN 00910. TO PR0CessInc UNIFORM Ik/ft.1), 1 CON. 0r PARS'. 1 10 GMT) SPAN CLASS TYPE GINE(1001) 1 k0tt or 01 -ft 1 [ k -2t 0 ft 1 -1 2 3---_____-4 5 6 1 0 1 L C -25.40 1.00 1 L C 29.40 16.00 1 L L .270 .00 16.00 L L 1-140 15 00 62.00 1 0 C 1.00 1.30 1 D C 0.00 16.00 1 A L .720 .00 16-00 1 D L .430 5.60 16.00 1 D L 1.910 16.00 62.00 n L 1.140 ,00 62.00 L 1.910 .00 62.00 L L 1.040 .0o 24.00 b 1. 1.910 .00 26.06 4L L 1.140 00 62.60 b L 1.910 .00 62.00 5 L L 1.140 .00 42.00 5 p L 1.910 .00 62.00 NOTE: LIVE 0.0010NE is SKIPPED with a skip factor of 1.00 Page 6 (Grid a Level 3) Maar-071' V- 7.10 3041-02 4- c ALC V LAT E 0 0001109 0000015711* 4.1 Por Doi70014 Spans and c2Atilever. only 5/23/2006 12:36:40 PM 3.Cre c 7Ti7+10Ty 1114th 5ffattiv6 Width > ae3)0 MBA Yb 16 b off l ma. Yt 161'2 in 1 46 in in'4 in in -1 2 3 4 5 6 7 a-- ..- 1 1401.50 26.35 1-55 96.06 .11108.65 23.12 11.26 3 1402.50 26.35 6.55 70.60 .103111.06 22.14 12,16 4 1401.56 26.55 1.65 96.00 .1110E+06 13.71 11,20 6 1492.59 26.39 4.6s 66.00 .11106006 33.72 11.16 Note: - Span/Cantilever 11 Nonuniform, See block 4,1 4.2 - Cmputed Emetic. Properties for Segments of Nmpriasatle Span. section. premertie5 are 119ted for all segmenta Of each 5p/S3 A. crp -sectional geometry rt. cmtraldel distance to 105 fiber I. groes moment of inertia YE. 6661001461 distance to bottom fiber 1 c tributary Width > effettive Width > SPAN ARRA Yb 1 Yt • b n.!6 I Yb Yr, 114"2 10 . is 114 10 1..6 SPAN 1 1 602.50 21.75 13.25 57.00 .1739E+06 21.55 13.45 2 602.50 21.75 13.35 57-00 .9110E+05 21.55 11,45 3 1462.50 26.35 5.05 96.00 .11106.05 23.72 11.28 4 1402.50 26.15 1.65 96.00 .19736.06 23,72 11.26 5- DEAD LOAD I160640979. 6 REAR 9 5 R E A r T 1 6 N 6 . 5.1 SPAN 51062676 (k -ft) a 1E.225'205502002 1k1 a SPAN NUT. Kid -Span Mlrl• SEM OE1r) -1 2 3 4 5------ ---fi 1 -21.7.36 414.76 -000.97 -43,97 60.14 749.60 923.95 -417.01 -64,24 54.10 3 -203.03 4132.93 -265.12 -24.77 24.59 4 -414.53 ;315.23 -745.12 .54.26 64.14 page 7 (Grid R Level 31 P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit ResponselGrid B Level 444PT-54 V- 7.10 Arl-02 -791.66 1415.15 -213.56 Mete: •- Ceaterll04 16151Muta MEET 1 2 3 4 5 6 4 5.3 06AC12054 f1I) a i 43.37 131.29 71.95 79.16 7.33.67 -61.51 49.49 ac- 5.1 MUM 140106279 (k-Et1 - Lower column.- --Upper 021lmmss -917.34 .00 51.17 .00 154.20 .00 -154.59 .00 -46,49 .00 312.51 .00 5- LIVE 1.0A0 4M D M E M T s, a R E A R s 6 R 6 A C T I 0 N a 4-- 4.1 LIVE LOAD SPAN MEMrl'8 1k -Et) and SHEAR FORCES Ik1 -a • left'> . - .ddapan -.5 c- > - q,right. .-sAs FORCE--. SPAN min566 minleft right -1 2 3 4 5 6 7 0 1 -171.75 26.29 355.67 -51.14 -516.73 -120.59 -19.42 44943 2 -476.76 -113,36 352.12 65.27 - 0.94 15,66 6.28 36.0/ 3 -318.20 73.14 90.05 -161.25 -200.06 66.34 -20.07 21.41 4 261.13 71.55 252.11 -51.25 -451.15 -156.32 -36.19 36.70 5 -475.66 -129,52 299.44 -51.61 -154.13 26,64 -40.91 32.30 Note: • - Centerltde mnmeato 6,3 ERsor Ola (kl • ---- 6'2106.3 COLUMN MOMENTS (k -ft) i .709100 mux min max .10 mu 616 Ali __1 3 5 6 7-- 1 16.01 2,52 16.24 -171.15 .00 .00 2 61,71 36.15 210,30 -156.37 ,06 f 3 .95 3,36 1431 -54.7! .00 4 65.39 -2,47 52.41 -140.16 .60 .00 1 ' 5 74.97 36.13 156,32 -1.4.10 .00 60 j�.9 5 32-30 -2,52 154.11 -26,64 .00 .50 7.i MOte: 050ck 6.1 through: 6.3 values are mand.0 of 411 skipped leading 61414 Page 1 (Grid E Level 3) ADAPT -PT V- 1.10 ACI -02 7- MOMENTS REDMED TO FACE -OP -SUPPORT 7.1 *511150 DEAD LOAN MOMENTs Ik-fel SPAN 1- left. -> mid4pan -a c- right• -a 1 2 3 4 1 -173.75 424.75 -132.75 2 -666.50 323.92 -114.5.1 3 -254,75 -122.42 .251-17 4 -346.50 325.25 -652.05 5 -724.61 415.17 .154.53 Notes • - face -Df -Support 1,2 REDUCED LIVE LOAN MOMENTS 04-211 l.eft. - > ' midapnn . rights SPAM max minmi4MAY Din• -1 2 3 4 5 6 7-- -153-00 23.17 355.67 -51.73 -412.92 -110.25 2 -431.00 -179,56 251-01 -15.21 -324.67 64-05 3 -250.67 73.10 90.00 -161.25 -252.25 61,30 4 -325.50 74.52 251,00 -56.25 -413.51 -155.06 5 -435.25 116.17 269.42 -61.61 -122.42 24.12 Note: • . 246e-00-nupOort 5 - SIM OF DEAD AND LIVE MOMENTS (k-111 6411100 0f deed 1014 and live 1040 55614 moment. combined for serviceability cheeks 1 1.0000. 1.0035 1 left., .. c--- - midepao 4 rights > SPAN tax lainBina x ma min -1 2 3 5 6 7 1 -326,75 -349.90 1.0+42 313.01 -1215.61 -051.00 2 -1121.56 .166.00 576.00 250.65 -700.25 100,50 3 -510.42 -185,65 -32.13 -214.17 -513.42 -193.76 4 -111.60 -311.96 571.32 267.00 -1045,61 -131.17 Page 9 (ur10 6 Devel 1) 0DAPT-PT V- /,30 ACI -02 5 -1159-13 -041.16 714.51 lots: • - lace-of-ouppere 363.56 -267.011 -2.40.47 9 - SELECTED 511T-TENGION1l13 FORCES AND TENDON PROFILES 1.1 PROFILE TYPOS Atm PARAMETERS LEGEND: Par spas 1r. rmvmrsed parabola 1 . simple parabola with straight Inaction over 00550+1 3 - bar17e0 tendon For Cantilever: 1 - simple 5001201. 2 > partial 51246014 3 - harped tendon 9.2 766504 PROFILE TYPE MIL r1/L 01/L l 7 3 1 100 .569 1 .100 sop 1 .100 .590 1 .100 .600 .100 .100 .100 .100 2/4 A/L 5--_ -age .020 ,010 .000 .102 .500 .100 .660 6.3 - SELECTED 06.57-TENSIONIse FORCES AND T0NO51 DRAPE Tendon editing mode selected: 'med. SELECTION 4 SELECTED VALUES c--- CALCULATED V12.11E5 --a FORCE 4- DISTANCE OF > COS (in) - 5/A 5661 Nb51 SPAN (4/-1 Lir renter Raght(psi/ Ik/-) 14011 2 3 4 5 4 7 1 375.200 27.50 1.25 33.25 267.52 1.030 100 2 375.200 33.25 2,25 27-50 257.52 1.530 96 2 375.200 27.50 27,50 27.50 257.52 cm 4 115.130 11.50 1.15 33,15 261,52 1.975 46 Page 16 (4614 33 Level 31 ADAPT -PT V- 7.10 ACI -42 375.200 33.25 1.25 21.50 267.52 1.530 96 Approximate weight of strand 2160.4 LB 9.5 05101641 w1709104 POST -TENSIONING FORCES (kip11 c- EASED ON STRESS COMMONS -a . BASED ON MINIMAE PIA - 1 SPAN LEFT. CENTER RIGA[• LEFT DENIER 01000 -1 - -3 4 5 6 7___ 1 3.20 379-33 312.43 100.31 175.31 115.31 1 203.76 277.57 153.45 175.31 175,31 175.31 0 112.04 114.76 179.31 175.11 175.31 • 155.29 278.05 312.32 175.31 175.31 175.31 5 296.19 344.41 .04 115.31 175.31 175.31 •. fare-01-eoppOrt 9.6 105011+ 4744540+4 (psi) ltensin0 shown positive) L EFT • 00047. TDP 56'11405 TO? %DYPt34 x -T max -C .1x.7 moa -C baa -7 mar -C max -T mar -C ]----2 3 4 5 6 7 6 9-- 1 .750.02 -532.07 361.41 -63,41 012,30 2 104 04 1473.56 177.07 ----- -1306.43 3 197.53 -261.71 1140.50 200.32 -252.01 1145.63 161.56 -306.36 1211.03 274.45 -40.13 1407.43 5 313.00 -66.91 1502.11 -144.66 -409./9 Mote fate -ml -support DENSER TOP BOTTOM max -T 66x-1 max -0 max -C -1 2 1 4 5 1 -611.14 501.34 -463.61 2 -511.15 244-10 - -479.06 129.65 -530.05 4 -511.62 245.84 -550.25 6 -609.15 452.43 -440.13 Page 11 lurid 1 Level 3) ADAPT -Pr V- 7.10 263-02 9.1 4655-771114IONTNO BALANCED 54 + .9 5 6 T 4, SNEAAs c 5EACT1060 •-- 54.. 750 6504 147 4 11-011 - > --- ',PAN 91082116 0 -> 01,01001,010left` midapsn right - 50111 8616) 1 2 3 4 5 --6 1 310.5. -449-50 023,61 -5.63 -5.63 2 654.50 .370.37 342.50 2.22 2.22 3 111.03 152.33 192.13 -.04 -.04 4 149.63 -377.25 651.33 -2.14 -2.14 5 677,13 -414.92 303.63 4.92 4.93 44000: • - face-62-00pp0rt 5/23/2006 12:36:40 PM P:ISouthcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit ResponselGrid B Level 3.Cre c -.R 4.071268 (k 1--5. COLSODI 64053014 10 -ft) - -joint 2 Lower 40.104610 tipper co10900s---. 1 5.633 129.333 .000 2 .7.852 -32.617 000 3 1,260 -162-500 .000 1.101 1.2.413 .000 5 ,.7.063 29.292 .000 6 4.619 -167.093 .000 1. - P A c Y o RED 00031405015 4 8540110305 CalCSlattd as 1 1.200 a 1.00L 4 1.00 9OCGldary moment 0016206) 16.1 FACIVR0D 0ESI13N PRACNP5 I1 -ft( 4 left. a -s ----- mldepan - c right. SPAN n titax min' Gine 3 6 l 1-126'50 -49.]3 1164.34 761.93 -534,63 2 -018.13 -559,63 1018.03 700.64 475.58 -44.03 3 -416.46 -91.69 66.96 -161.32 -410.65 -99.02 4 -477,30 -77.26 1016.70 706.33 -191.42 -533,92 5 -416-98 -519.90 1117.19 166.14 -147.92 -1.36 N 2t0; • - face -at -rapport Page 12 10rid B Level 31 ADAPT -PT v- 7.10 AC1-02 10.2 SECONDARY MOMENTS I0 -ft) S PAN 4-- left. --a c mldapen -a c right. --. 1 2 3 4 1 /15,00 363-91 472.92 2 443.75 377.11 310.58 + 140.93 145.42 147.00 4 312.06 316.33 440.67 6 46/.17 319.54 173.00 Motes • face -.f -support 10.0 p•^'0O}13 REACfroMo 10.4 FACTORED COLUMN NONCOM I16-05) (k) c-- LOM611 EDlu•. --i 4-- UPPER 001uwn -- } ,mars min minMin 1 2 1' 4 6 6 l 1 71.32 05.0e -105.16 -303.23 .00 .00 2 235.94 169.36 239.12 -127.53 .00 .00 ] 161,9E 41.64 166.41 -31.11 -00 .05 4 172.42 24.05 29,64 -166.60 .00 ,00 5 231.15 186.31 129.91 .216.59 .00 6 97.09 62.26 243.20 62.45 .00 .60 11 -1411.0 B T 0 E L SPECIFIC CEITE9IA for ONE -MAY Or BEAM 0391704 - Minimum steel 0.0046 - Moment capacity . factored Ide914n) moment 6uppott: Cut-off length fox minima atee1(1rngt0/0p6n) open Cut-off length TOT minimum s ee111ength/epenl ... Top bar erten9i63 beyond Where sequirtd Bottom bar es1e2.L0o bejvnd Where required .1l .33 12,00 1n 12.60 Sn 110I119b6'®@T tamed on MO R3DISTRIBUTiON of [1059red 41Cmmot. 11.1 =AL 4931sT op! MEW - 2911.2 lb AYER060 • .5 per TOTAL AREA COVERED 2950.00 102 11.2.1 STEEL AT 50726-0960 T O P Pegs 13 BOTTOM IOr±d B L0vt1 3) ADAPT -PT V- 7.10 AC1-02 AS DITYOREN1 660x0 CRITERIA x5 DZFF13000? 6E62R CRITERIA SPAN (1n.21 4 --OLT-----MIN--O4-25L-4 Nin 3) c___0LT Mill --04.25L-. 1 2 3 4 5 6 1 9 9--- 1 .00 4 .00 .001 1.57 ( 2,51 .001 2 ( .99 .003 1.51 1 .00 1.51 .131 3 2,66 1 .00 2.06 .001 .00 ( ,00 .001 4 1 ,00 .09) 1.57 0 .00 1.57 .001 5 .00 1 A. .00 .60) 1,67 I .00 1,51 .001 11.2-1 STEEL AT 5 C P PORT S T 0 P BOTTOM R. DIFFERENT =OAR CRITERIA Am DIFFERENT IRMA e42T0RIA JOINT 118.31 c- --DLT ICN--D..25L-. (1n.21 • --DLI MLU --07.15L-. 1 2 3 4 5 6 1 9 9--- 1 1.13 1 .00 1.13 .001 .00 1 .0D .00 .001 2 2.36 1 2.36 .001 .00 1 .00 .00 40) 1.36 4 .00 2-36 .001 4 .00 .00) 4 3.36 1 .00 2.36 .001 .00 1 .00 .00 .00) 5 2,36 1 .00 2,36 .001 1 .02 .001 6 2.76 1 .00 2.26 .00) .00 1 .00 .00 .005 12 -SHEAR DESIGN FOR REAMS AIS] ONE -MAY .LAE SYSTEMS MOM Concrete . NORMAN. weight (51111 Shear allowed fort d . vplue of d used in (Omar equation. 140 . spacing. 0' 110-1042e41 44 Stirrup., 1fy. 60006. poi) Med. 00 5tirrppe are regUlred ger , Vu -, • factored momenta end shear. lee0vndaly moment effects 06410ded) eA0R5 -. 1,0 . 1 x101 shear equation. govern 3 tin peraisathle value o1 l(t0S'1f3 g.v455s 3 Waw permissible value of 5)00101/1 governs 8v . 1 00 reinforcement required 2 910 reinforcement required, for beams only 2 020rrnp required by analysis NOte: for LEFT CAITILLVEX (11 any) VI.- 0.00 is at tip of Cantilever. and Y/M- 1,00 La at first 940700 t Page 14 4041d B Level 3) 30307 -PI V- 1.10 ACS -63 SPH0 • 1 7.994117'74 • 62.00 ft (Net ape. from 1.00 to 61.00 ft ) I A Vu 140 RATIO Av 0 40 CASES 1/1. it 1n k k -0t Vu/Phi.VC 1.1.2/01 In Vr Av REMARKS -1 2 2 4 0 6 7 8 9-10 11---- ,00 .00 26.00 -71.31 -303.26 .05 1,16 26,00 -73,79 63.16 .62 .07 24.0 13 21 9E6149 ONLY ,16 6,26 29,00 -10.66 254.24 .59 .07 24.0 13 2) BEAMS ONLY .15 9.36 21,00 -69.74 420.53 .75 .07 24.0 11 21 REAMS ONLY .20 11,46 28.00 -13.60 6.4.74 1.63 .17 24.0 11 3) .15 15.50 26.00 -79.51 936,06 1,10 -17 14,0 11 3) .90 11.60 18.00 -29.71 1064.16 24,0 12 21 5E2100 DULY .35 21.70 20.91 -19.13 1134-24 .38 12 21 .49 24.00 31.49 -3.49 1103.69 .16 .00 12 1) .45 27.90 33.43 4.79 1192.50 .09 .00 12 1) .50 31.06 32.75 15,31 1169.34 .29 .00 12 1) .55 19.10 12,35 26.01 1113.21 .41 .06 12 11 60 37.20 31.22 36.65 3034.01 ,69 .06 24.0 (2 2) 6E2243 ONLY .65 40.30 29-26 47.29 901.96 .65 .07 24.0 12 2) BEAMS OOT. 70 41.40 16.00 51.93 140.69 1.02 .11 24.6 41 15 .75 46.50 21.00 66.57 541.91 .64 34,6 (1 21 621,005 DULY .16 99,60 22.00 79.21 337.76 .67 .01 24-0 (3 21 BEAMS ONLY .s5 52.10 28.00 09.65 03-12 .l6 24.0 13 2) BEAMS ONLY .90 55,20 24,00 100,49 -220.36 .15 .01 24.0 13 2) 084105 ONLY 95 56.90 31.70 111,12 -446.34 .33 .06 24-0 13 2) BEAMS ONLY 1-00 62.06 33,15 121.70 -1009-31 SPAN . 2 LE[>r00 - 63.00 [c Diet span from 1.00 co 61.00 ft 1 X d 10 Nu RATIO Av 0 40 CASES 3/0. ft in k k -[t YW/05411.50 5.'2/[t i. Vc Av RLV4.13R5 -1 2 3 4 ------6 1 6 9-10 11---- .00 Do 33.95 -114.15 -930.56 .65 3.10 31,70 -103.51 -593,10 .77 .06 24,0 (1 21 BEAMS ONLY 6.26 24,00 -92.61 -266-77 .74 .07 24,0 (0 2] BEAMS 0407.7 31,30 20,00 -83-24 142.59 .69 -01 24.. (3 31 9E9191 ONLY .20 12.40 34.00 -71.50 364.66 .50 24.0 13 31 BEAMS ONLY .25 15.50 26.00 -60.96 952.56 .51 07 24.6 11 21 9E0155 ONLY .30 19.60 20.20 -50.32 710.62 .95 -07 24,0 11 2) BRAM. ONLY 3/4 .36 21.10 29.36 -39.69 936.94 .00 .07 24.6 24-50 31,20 -29.04 920-29 .55 .05 24.0 .45 21-90 32,36 -18.40 990,55 .14 .50 31.00 2,75 -8.92 1315-43 .15 _00 .55 34.20 32.43 9.35 1012.43 -15 ,60 .60 37.29 31,49 16 94 973,57 .65 46.30 29-91 29.63 902.30 .58 .07 34.0 Page 15 2 21 BEANS ONLY 2 21 BAAM2 ONLY 2 11 2 1) a 11 2 11 2 2) Maps o0L7 (.rid B Level 31 ADAPT -PT V- 1,1D ACI -02 .70 43.40 28.50 40.21 197.75 .45 .61 24.0 .75 44.51 24,60 60.01 7.11 _ol 24.0 .50 49,60 44.00 61.56 609,53 .16 24.0 .15 52.70 28,00 12.19 355,06 .61 .01 24.0 .90 55.90 29.00 82.63 215.95 .70 .01 24.0 45 59.90 20-00 93-47 54.61 .19 .07 24-0 1.00 62.00 25,00 104-11 -577,91 2 2) BEANS ONLY • 21 65AH9 ONLY 2) BEAMS ONLY • 2) DRAMS (207.0 3 2) REAMS ONLY 3 2] 669105 ONLY SPAN . 3 0.5090040. 26.60 ft INet span frc,o 1.00 to 21.00 ft 1 d PG RAT30 Av 6 4m 000E5 41n/L ft k k -f1 V0/P1i•V0 in'2/ft in vc Av REMARKS 1-----2 3 4 5 6 7-_____9 9_10 11- .00 1_.00 20.06 -51_84 -472,56 .55 1.00 ia,60 - - 11 21 22.19945 cmix .10 2.60 27.00 -40,92 -333-16 .52 .01 24.0 (1 21 1....15 ONLY 15 3.99 38.00 -44.45 -273-07 .43 .00 (1 1) .20 5.20 2. co -39.99 -231 9. .37 11 11 .25 6.50 23.00 -35.53 _ .30 oo (2 1) 7.00 -31.01 (2 11 .35 0-15 23,11 -21,61 64.34 -22 13 1( .40 10.41 24.10 -22.15 79.32 -19 .00 14 1) .45 11.70 28.01 04,55 13 1) .5D 13,00 26.20 11-62 60,96 .14 .00 (1 11 .55 y4 30 28,01 10,00 05,61 .15 .00 13 1) .60 15-60 25-00 22,54 16.44 .00 (3 31 .65 16,40 26,0 27,6. 61,47 .00 (4 1) .70 18-26 26-00 31-46 40.69 .26 .00 13 11 .15 14.51 28,61 5,93 14.13 .00 (3 1) .90 10.00 29.00 49,36 -232.28 .37 .00 (1 11 .15 22.10 29,00 44.15 -274-21 .00 (1 11 .90 23,4. 28.00 49.11 -315,40 .51 .07 24.0 11 23 SCAMS ONLY .95 24.70 28,00 53,71 -402.40 .41 ,0-1 24,0 (1 2) seams ONLY 1.00 16.00 29.00 55,23 -475.21 spAN . 4 LE/MU . 62,00 ft (wet Span frac 1,50 19 51.09 it 1 R Vu I1u RATIO Av 6 40 CASES 2/1 ft in k 1-01 Vu/Phi•Vc 10-2/ft in VG Av RE224415 -1---•-2 - -- 5 4 7 9 9-10 10---- .00 20.00 -104-16 -579.79 .05 3.10 28-00 -63.54 45.46 .19 24.0 13 21 61,1165 ONLY .10 6,20 28,00 -63,90 208,66 .10 14,0 13 21 622115 ONLY .15 9.30 20.00 -72.26 349.70 .61 .61 24.0 13 21 BEANS ONLY .20 12.50 28.00 -61.62 505-72 .76 .07 24-9 (1 21 010149 ONLY .25 15.50 24,99 -50.90 965-63 -91 -07 24.0 11 2! BRAm2 DULY Page 16 lurid B Level a) ADAPT -Fr V- 7.10 ACI -02 .30 19.40 25.00 40.34 191,15 .05 .07 24,0 12 2) 9E4415 0101.7 .35 21,16 29,91 -29.10 501-47 .59 .07 34,0 (2 11 BEAMS ONLY .40 24.00 31,49 -19.06 974-10 .30 .00 12 11 .45 27.90 32,63 -8,42 1011-93 .15 .00 (2 11 .50 31.00 32 75 1,101 .10 70 14 (2 1) _55 34-10 33-16 13,77 901,41 .32 42 1) .60 37.20 31.20 21.41 931.26 .54 .00 24.0 12 21 602619 ONLY .65 29,05 039.51 .07 24.0 (2 2) 5±x005 ONLY .70 44-40 21.00 49.69 711.91 .95 .07 24.0 (1 21 004864 ONLY .75 44-5. 20.00 10.33 554.02 .82 .01 24.0 41 21 BEAMS ONLY .40 40.60 29.00 70.96 369.75 .60 .01 24.0 (3 21 0E2264 ONLY .45 52,7. 29.00 52.60 144.52 .69 .03 24.0 (3 21 954065 ONLY .90 55.90 20.00 52.24 -265.39 .79 .07 14.0 (3 21 9E2213 ONLY .05 se,. 31.10 102,49 -567.65 .76 .06 24.0 13 21 566144 ONLY 1-00 52.00 33.25 113.52 -003,25 SPAN . 5 LE9g111 - 62.00 ft (Net span from 1.00 co 41.00 ft 1 3 0 Vu 542 RATIO Av 1 4m CAsas E/L ft in k (-ft 12u/001.79 in'/fit in 7C au RTS6ARIS ..8 ---- 4 5-______4 7 9 9-10 11____ .00 .00 11,25 -111,79 -953,54 3.10 31,70 -107,60 -603.36 .80 .06 24.0 13 21 613115 ONLY .10 4,2. 26-00 97.01 -286.16 .82 .07 24.6 13 21 seams oNty 5/23/2006 1236:40 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit ResponselGrid B Level 3.Cre .15 9.30 29.00 -66.37 101.14 .11 .67 34.0 (1 21 103145 5961.11 .20 12.40 26.00 -14,73 350.39 .44 .07 20.0 13 21 952115 ONLY .25 15.50 20.00 -55.09 560.44 .13 .07 24.0 (1 21 BEAMS ONLY .30 10.60 29.00 -50.45 137.92 .99 .07 24.0 17 21 002145 ONLY .35 11.70 29.26 -43.91 062.12 .00 24.0 12 2} 334031.3 ONLY .40 14.00 31.20 -33.10 093.52 .63 .06 24.0 (2 21 502409 ONLY .45 11.90 33.36 -22.54 1071.95 .00 r..9• 12 11 .50 31.00 39.75 -10.90 1117.19 .2l .00 (2 1) .55 34.10 32.41 -1.60 1129.51 .03 .00 (2 11 .60 21.30 31.49 11.97 1100.94 .22 .00 12 1) 40.30 29.91 22.41 1095.35 .00 12 1) .70 45.40 21.00 33.25 960.10 .70 .01 24.0 12 21 953109 ONLY .15 46.50 211.00 43.69 049.22 .92 .01 24.0 12 21 0E3009 ONLY .10 49.61 20.00 54.53 696.66 .95 .07 24.0 11 21 059291 ONLY .05 52.10 20.00 63.11 514.40 .10 .07 24,0 11 21 062049 ONLY .90 55.00 36.00 15.60 303.91 .64 .07 24.2 13 2) 062046 GNLY .95 50.90 29.09 06.44 219.44 .13 .O7 24.0 (3 2} 112944 ONLY 1.00 62.00 26.00 91.00 -243.31 Pete 17 (Grid 1 Level 3) ABAFT -PC V- 7.10 ACI -02 13 -04031040€ SPAN 091PL0CTIONS C9nerat0'9 0040)1109 04 ■1aet1Clty 82 . 4031.00 1{41 Creep factor R . 2.00 leffectivengrnse.. . (due to erackiag( R . .78 3her6 stre9ae0 exceed 0J019t-1'112 00.00109 of section 1• allowed for. Values in parenthe9es are (span/ser deflection] ratios 4 0021.0171010 RAE ALL I00 19e009. 6CM6L419 1001701(0.......4 SPAN OL 01+17 101.003+CREEP LL 9L+Pt0LL+4R00P -4 2 3 4---------------5 6 .09 .271 31191 411 15411 .751 46} 2 .41 -.01 -.03(23311] .231 32301 .20( 3740) -07 .05 .141 22341 -.041 60241 .101 3096) 4 .01 -.O1 - -.04{102021 .241 30391 .201 3649} 5 .63 .04 .161 40271 .304 19721 .641 1924} 4/4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Grit s L. -J1 Leval F-1135, 6" 17LsloS!` j,LLI176k ZJ, / � '�. Si 2.59 ,o�t Grid 2 T L -,M Level tom` 26 ki` a L1.= 67- %.1 ? v -z.T`t 2,39 Project: 61A.rtid4 TWA E 13 Project No. Client Designed Br BR Date: (/ 21/06 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206/343-5691 FT- 30Z 5/23/2006 12:36:49 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building AlLevel 31Permit ResponselGrid 5 & L- M Level 3.Cre ADAPT CORPORATION SCRIPTURAL CONCRETE SOFTWARE SYSTEM 1133 Woodside Road, Suite 226, Redwood City, California 94061 ADAPT-P[IFOR 106r-TEHS1tME0 BEAM/MAR MEaION Vera1D0 7.00 )(Ma1160 (ACI 311-02/IRC-031 ADAPT CORPORATION - Strurturfl Concrete 00ftwa03 Byeem 1733 M0000lde 0000, /Elite 220, Redwood City, California 94261 1andae: 16501306.2400. 0010 76501364-4612 Dail: su6pnrt0Adapt0oft.cam, Web site[ bt[p://www.Adapt9Oft.cos DATE AND TIME DP PROGRAM BEBCVCION: PROSEC0 PILE: 1 PROJECT 01006! Suuthcenter Garage Bldg A grid 5 R L -M Beam Level 3 May 23,2006 2t Times 12,19 Grid 5 6 L -M Level 3 1-OS21 SPECIFIED GENERAL DE S IGN PARANETE Rs CONCRETE: STRENGTH at 28 days, for BEAMS/9LAR5 5006.00 Psi for CmLOMIO 5000.00 psi MMDUL00 or E1as1le1TY for BEANS/0La0s for COLUMN 4031.00 ksi 4031.00 kei CREEP factor for eeflectien for 062115/6IA05 2.00 CONCRETE 1BIGET 1 NORMAL I BELO EMIGRE 156,00 pc! I TENSION 800000 110100 (mutiple of 10'011/2) At Top f 11.350 At Bottom 111,000 COMPRESSION ECP865 1±00.±101 tooltiple o! 411111 At all locations l .450 REIM/31 0TT, YIELD Strength 60.00 AS1 Minimum Cover at TOP 1 1.60 in (Unless Lover at BOTTOM 1.50 in POST-T®IRIOING, 1 SYSTEM 01iBODEO Ultimate atre0gth of Reread 276.30 kat Page 3 (arid 5 6 L-01 Level 2) 20300-2'0 V- 7.10 ACI.02 Average effective •fres La strand (final) 175.00 1.1 Strand area 1 .153 14'2 Min 002 of tendon from TOP 1.75 in Min ms of tendon from BOTTOM for INTERIM ewe1.75 in Min CGS of tendon from BOTTOM for EXTERIOR apace, 2.25 in 7110 average pde00.3r3•0100 125.00 psi Max spacing between str0540' (factor of 1114 depth) 1.00 Tendon pr0f11n type end el4ppart widths (sae ae[t±00 9) REALISTS 04,71000 00ED, structural System r BEAM lamest of 116ertia Over P100010 is 10[387,0]0 MObemte arm= to leom mf support Y50 Limited plestiflol0156 allowed(mmaente redlottibuted) NO Effective flange width cvselderation YES 06Oeetive flange width impleeentatfon method AC1-316 1-111057 00001070? 3.1.1 PRINCIPAL SPAN DATA OF 00000011 SPATIA {sDeIA 01 1 1 1 Toe 1 P 01 I MAME I FLANGE.or 1 MULTIPLIER A 11 131mN1 rIN `)04,241 width 0hlek.1 width yb1Ck.INEIG371 left right O MI ft 1 in in 1 in 30 1 in 10 1 in 1 -1 s----4 5 --6 7 • 9 So --11 12--u- 1 2 30.00 34.00 0r5.00 - 00,60 5.00 35.00 .50 .50 LEGEND: • SPAN ] - RBI C . 0201±1.310 I Rectangularction Inverted eb m *action \� 1 3 . I section 4 . ENtended '! DY L tect±Dn 7 . Joist a • Waffle 11 - Top surface CO reference line 2.1.3 EPFECTIVE 010130 DATA OP 00700RM SPANS SPAM EFPECr100 0/Ors In a 99,90 Page 3 (arid 6 6 L -M Level 31 ADAPT -PT 9- 7.10 ACI -02 1.2 - 9 U P P ORT *107170 AND COLUMN DATA 50Pp0RT LONER COLUMNa s UPPER COLUMN T mina LammLammR{0x21 0 CBC. 0606070 0)0IA1 D CBC MIXT id ft 10 111 [r in in -1 1 1 ------5 6 1 M 4-•--10-- 26.00 10.00 34,00 26.00 (1) .00 .00 .00 (1) 24.00 10.40 24.00 24,00 (1) .00 .00 .00 (1) •TRE COLUIe1 303±406 Y 1510 110 CODES ICBC1 Fixed at both ends ...76TANDARD) • 1 Ninged et near end, fixed at far end - 1 F1xed at near end, hinged at [sr end - 3 Fixed at neer end, roller with rOtati001l fixity at far end „ 4 3 -INPUT APPLIED 10000:719 TYPE D • Dean L31an D▪ =Gramm P - Max.. RHI L • LIVE LOAD C • CONCENTRATen M - APPLIED MOMOrT 1.1• LINE LDAs 611. SETA MEL3BT Computed from gemetry input and treated 06 Dead 10411100 lh±t nelfweight M • 150.0 pcf Intensity 1 Free TO 1 1 M or C „ -Acl Total on Trlb SPAN CLASS 7yP0 k/ft-2 ( ft ft 1 I1 -ft or k ,.,111 k/ft -1 2 3 4 5 6 7 6 9 L 74.00 10.00 D 105.00 10.06 SW .03 30.00 3.1 - 1PA,INO AS APPEARS IN USER'S 1330UT SCREEN PRIOR TO PROCESSING 1.219 Page 4 lurid 5 6 L -M Level 31 AWAPT-PI 9- 7.10 200-02 aNTroe0 1k/ft"2). ( CON, nr PART. ) 1 M 0 M a s r SPAN Class TYPE LI14330/60 ( kraft or ft -f[ 1 1 0 -ft 0 ft 1 1 2 3 4 5 6 1 B 1 L C 16.00 10.03 1 D C 105.00 10-00 NOTE: SELENIUM PYCL090UN REQUIRED a C A L C U L A T E D 0.001013 PROPERTIES 4.1 r0r Uniform Spans and 004111100004 only Tributary Width a a SPAN AREA Yb Yt in -1 in in 1 1 3 4 E 1/2 effeeti.e Widc1 I Yb 10'4 in 6 Yt in 1 1110.00 21.73 13.21 90.00 ,13970.06 11.13 13,27 Nate: --- . spec/cantilever is Nonuniform, see block 4.2 - DEAD LOAD MOMENTS, 6 13 EAR 5 6 REACT I D N 5 a 5.1 SPAN MOMENTS (k-ftl a 15.2 SPAN SHEARS (kl a SPAN 14(1). *1030134 Mir). 5071) 56(r) 1 2 3 1 121.90 464.22 -172.62 -30,93 62.64 Mote: • . Centerline momenta 301Nr a 5.1 'EACTIONN (kl . .- 5.4 c 11740 Y.G'SS010 711-111 . --1 2-- Lower Columna ----Upper 00132±0- 1 89.93 -221.95 .00 2 51.54 17262 00 page 5 (grid 5 6 D-0 Level 3) ADAPT -PT V- 1,10 ACI -02 -LIVELOAD M 0 M E NTS, SHEARS 6 R E A C T I n N S s-- 6.1 1. 0 1 0 LOAD SPAN 00016NLB (k-ft1 and SHEAR FORCES (k) )eft•a . __ midspen -_ ' im . right. s --SHEAR t*RCE--. 5PAN m1071nminleft right .1 2 3 4 59-- 1 -131.09 -131.09 266,16 266.75 -56,19 -95.39 -51.▪ 06 34.14 Note: •• Centerline 10aent9 .- 0.2 0003.71000 (k) -. a 6,3 c041 434 MOMENTS (k -ft) - LOWER Co1OMN --------3.3.3.3.0 101.1A41 JOINTmmin min min .-1 2 3 5 6 7--- 1 61-06 600-101,29 2 14,54 .00 95.10 ,0M .00 ,30 Note: Kock 6,1 through 6.3 values are maxima of all skipped loading eases 1- MOMENTS 000111ED ID PACE -OF -SUPPORT 7.3 0501000 DEAD LOAD MOMENTS {k -ft) BEAN <- 1e00, -. . .17423 n -. 0- right' -. --1 2 3 4 1 -132.67 464.63 -121.58 Neter face -of -support 7.2 REDUCED LIVE Loan *0009105 (k-ft1 0 left. a 1---- eidspan ----a 4 right. S PAN MAX minMAY n max min -1 2 1 4 5 6 7 1 79.34 '10,34 266.75 226,75 -11.24 Mite: Page 0 1Grid 5 2 L -M Level 31 ADAPT -PT V- 7.10 AC1-02 • • face-o6-aupp0rt • SEM as but ANO LIVE M 7,0179 I1.-10) 5/23/2006 12:36:49 PM P:\Southcenter Design -Build Garages\ENG\Posttens\Building A\Level 31Permit ResponselGrid 5 & L- M Level 3.Cre, Maxima of dead load and live load Span mOnent3 ce0D1aed for aervite.bility cheek! • left..---- midap.a .c rights SPAN Max .10 .10� max min' 2 4 5 7 1 -111.91 -211.91 731.50 731.56 -192,92 -192.19 1 1.0601 • 1.001y Not!: • . 1009-00-01pport 9 - SELECTED FUST-TEN3I0[IIVG 9O10E0 830 TENDON 0RBPILF9 9.1 PAo5014 TYPES AND ARAMNIENS 9.67621: Per Span 1 - re0ersed parabola . simple parabola viOb etrsight portion Over support 3 . harped teedne For Cantilever: 1 . Simple parabola 2 . partial para33010 3 . harped tendon 9,9 7 1059302 PROFILE TYPE 23/1 102/1 03/1 A/L 1 2 9 4 9 .100 .500 .100 .000 9.3 - BELECT8f3 4031-TENBI09II193 PD120 5 AND TENDON DRAFT Tendert editing *Ode •elected: FORCE SELECTION Page l 4Srid 5 6 L -M Level 3] ADAPT -PT V- 7.10 ACI -02 0EnECTEE VALIIB3 • 4 -- 100_-0107® VALUES • ' FORCE <- 0I07Ar 3ICE OF COB liol - 51/0 Mal ate( SPAN . 114ef /-1 Lt Center Right1psil 11t/-) 14011 --1 2 3 4 5 6 7 2-- 1 655,600 22,00 2.25 22,90 389.40 5.695 141 1 Apprmlmete Weight of errand 309.9 LB 9.5ppramimat MININUm 6007-T01101101010 FORCES (kip.( .- RASED ON s1RE29 CWL1TIONS -' < BASED 131913/13130034 5/A . SPAN LEFT* CENTER RISME. 1667 CENTER FI607 --0 2 3 4 5 6 2 252J17 .00 146.25 146.25 146.25 Note: • . face -df -Support 9-4 SERVICE STRESSES Weil 1Le0eion 3120001 60211170) LEFT • 1 CENTER 1097it• SPAN TOP B01T01I TOP BOLTON TOP 0,0111►1 -1 2 3 4 5 5 7--- 1 -364.90 -429,39 -604.60 -36,97 -385.71 -153.12 Note: • . face-of•auppert 9.7 9087-tlanic01B00 04 0. £ 00 1 00 MOMENTS. SHEARS L REACTIONS E PAM Mia M E N T 9 Ik-ft1 -- .-- SPAN RBPAR9 (k 1 --. SPAN left. {.idapan rights 6H11) SEW -- __3 4 5 s 1 190.90 1542-75 190.55 -00 Motes • . face -of -.upper, ...REACTIONS (k 1--. .-- COLUMN 9670 8 1k -ft) --a -Joint 2__ --- _-------- raver columns, Upper c010nn. C.1 1 -.001 i 196-917 .000 1 .001 I -196.917 .000 Page a (Grid 5 5 L -M Level 31 ADAPT -PT V- 7.10 ACI -02 10 - y A c T O R E 0 MOMENTS 6 1511.001090 Calculated as 1 1,200 • 1.601 ♦ 1.09 secondary moeeat effeCt0) 10.1 FACTORED 005T5N MCMEM'6 Ik-ft] . left•t c_ __ midepaa __ _ 4 right• SPAN minmina Md. Min -1 2 3 4 -5 1 -69.07 -11.07 1161.52 1181.52 -62.97 62,9 31016: • face-of-euppert 10.2 0000051955. 500390270 (0 -EC) RpAN .-- left, --5 •- .id0pan -a 1 2________________3 1 196.92 196.92 Notes • - face -of -support 4 196.92 10.3 FACTORED 952604020 10.4 PAe5Oam ammo MEMENTS I11-110 1101 a-- LOWER nolumn --5 <-- UPPER column -- ' GOINT max min max min Mamin x -1 2 3 4 5 ..-7 1 190.09 107.92 -59,30 -219.12 .00 .06 2 100,59 61.97 162,05 10.14 .30 .00 17-5530.5 e T e a L SPECIFIC/0276020 far CNE -NAY 0T 5009? SYSTEM - 16101000 01ee1 0.004A - Moment capacity • teetered Idesigd) .a.ent Support tut -off length far minimum .eeell1ength/apanl ... .17 Span Cut -000 length for miniodm stn1(1engtb/Span) .-, .33 Page 9 lerid 5 F. 1-14 Level 3) ADAPT -PT V- 7,10 8CI-01 Top bar exteaeiee beyond mbere reeolrM y2,91, in Bottum bar extenaien beyond where required 11.00 1n REINFORCEMENT based on MO REDISTRTBUTlOW 0f factored moment, 11.1 TOTAL NEIO07 OF RERAR - 339.1 lb 7.000301E . 1.5 p.f TOTAL AREA COVERED 229.00 ft53 11.2.1 STEEL AT 4010 SPAN T S P B O T T O M 02 DIFFERENT RE0AR CRIT'EEIA Aa DIFFERENT REAM CRITERIA 90534 (i0'.] ..--ULT MIH --04,251-0 lin'21 •---ULT PCN--Do.15L-. --1 2 3 4 6 l 9 --- 1 .00 1 .00 .001 2.09 1 1.11 2.00 .00) 11.3.1 STEEL isr 55600470 T o p 8077001 AO DIFFERENT BE014 09;TERIA Ax 0200021310 RFEAR CRITERIA TOIMI (in -21 .---OLT MIN --Ds 251-3. 1in'2) 1 1.60 ( .00 2.59 .001 .03 1 .00 .00 .00) 2 1-59 1 .00 2.54 .001 .00 1 .00 .00 .00) 12 -SHEAR D 5 B I O N FOR SEAMS AND ONE -NAY BLAB SYSTEMS 2/2 LEGEND Canerete . 0O404A3, weight )5o11 shear a1lc.ed for) d . value of d used in Shear equations 940 . spacings of 0.0 -legged 14 stirrups. (Fy. 00053. pail 0 stirrups are required 9kl Vu factored maall013 80d shears 125040dary Semens effects included} CASES 1 ACI Omar egvatiena govern 2 mill permissible value of 2Ifc1.1/2 governs 3 max per111010le value of 51101-1/2 governs Av - I no relnf0reement required 2 min reinforcement required, for be.ms only 3 Stirrup required by analysis Page 10 10014 5 L 1-M Level 31 ADAPT -Pr V- 7.10 ACI -02 Note: for LEFT CA2T31.08E8 111 amyl A/L. 0.00 is at tip of cantilever. and 0/1.. 1.00 is 01 01031 support SPAN n 1 LENGTH . 30.00 ft Met span from 1.00 to 29.00 ft 1 x a vu 0/1. Ft 1n a -_1 ---- 3 3 4 .00 26.30 -199,02 -279.10 .05 3.50 26.00 -100.99 5.49 1.06 .25 16.9 .10 3.00 20.00 -186.50 205.00 1.05 .25 19.0 .15 4.50 19.00 -194.35 554.97 1-33 .25 16.9 6.00 29.00 -192.11 039.79 1,02 .25 18.9 .25 7.50 10.00 -119.91 1111.39 1.16 .25 18,1 .30 9.00 20.60 -17..19 1179.52 1.19 4. 11,5 .35 10,50 30,53 79.07 1520,05 .93 24.6 -40 12.00 31.76 14.27 1410.90 .91 .05 24.0 -45 13.50 32.50 16.46 1297.85 .65 .96 24.0 .50 15.00 32.75 79.65 1101.52 ,79 .06 24.3 .55 16.50 32.50 02.25 1051.89 74 .06 24.0 .60 10.00 .16 93.04 930,97 .10 24.0 19.50 30.53 95.34 812.17 00 .06 .71 21.00 20,00 97.43 663,26 .66 .07 24.0 .75 21.50 20.00 89.62 551146 .56 .07 24.0 .80 24.00 20.00 91.92 414.39 .52 .07 24.0 .05 25.50 20,0. 94.01 375,01 .53 .07 24.0 .90 27,00 29.00 96.20 132.35 .54 24.0 .95 29.50 25.00 96.40 -13.60 .55 .07 24.0 1.00 30,00 29.00 100.59 -162.04 HO RATIO Av 0 49 CASES- 0-00 ASES0-00 Vu/Phi•Vc in -2/f. in V. Av REMARKS 6 7 6-__.-9-10 11- 3 35 3 3) 3 31 1 1) 31 2 21 BEAMS ONLY 2 21 BEAMS ONLY 1 2) BEAMS ONLY 1 2) BEAMS ONLY 1 2) BEAMS ONLY 1 9) BEAMS ONLY 1 2) BEAMS ONLY 1 3) BEAMS ONLY 1 2) BEAMS ONLY 3 2) BEAMS ONLY 3 2) 90A14s 0NLY 3 2) BEAMS ONLY 3 2) BEAMS ONLY Page 11 (Grid 5 i L -M Level 31 ADAPT -PT V- 7,10 ACI -02 13 - MAXIMUM SPAN 000102015505 Concretes .0dulue of claaticily Fc • 4031.00 ks1 Creep ftCCOr R . 2.00 Ieff3Ctive/IEro.a...1d00 00 Cracking) x - .09 Where 6[7!99!3 exceed 4.elfc')'1/1aracking of 05011 1 is alloyed (Or. Values in parentheses are (mean/max deflection) ratios PEFLECTFON ARE ALL IN 10Che0. Dothr2L3 PO0IT7Vs ...__ . SPAN Pn DL1PI DL.PT.a0E0P LL PL.PT•L1..006RP _3__ 2 3 4 S 6- 1 1 .14 -.61 .02115575) .031 43491 .00) 60141 5/23/2006 1236:55 PM M Level 3.Cre ADAPT CORPORATION 6T'AUCCORAL 11IC0PTR 00FTMA10 5161®6 1733 M00daide Mad. Suite 220. Redwood City, California 94961 ADAPT -PT FOR FO9T-eseseo1p3 peewee's DEHION Version 11.10 AMM/CAN (ACI 312-62/IBc-13) ADAPT CORPORATION - Structural Concrete Software 2y6Cem 2133 Woodside Road. Mies 220. 014.0ud city, Callturnla 34061 Phone: 116501306-2406, Fax: (750)164-4670 Emil, SupporceAdapteoft.cow. Web site: actp,//ww.Adap[anft.eom DATE AND TEM OP PROSRAMIEA0caCI0N, y 23.1005 At Tine; 11:23 PROTECT FILE, Grid 3 A 1-77 Level 3 PROSECT 10110: 5out0ce0ter Garage Bldg A arid 3 6 L -M Beam LeveL 1 1-09002031109107 UE'NERAL DESIGN PARAMETERS CONCRETE: STEM= at 28 day,. for i0EA140/SLAR5 5000.00 pel TOC ICOL11MN9 5600.00 psi 84000004 47 ELASTICITY 1041 809040/OLAMS 4031.64 kai for COLUMNS (031.02 0301 CREEP factor for deflection. for SEAMS/SLABS 2.00 CONCRETE WEIGHT NORMAL SELF NEM 150.00 DC1 TENSION 510005 lielta S4 101(14 of (0'4)1/2) At Top 6,000 At 8occos 3.000 C 0500005209 STRESS limit. I03ltiple of 11.0)1 At all location. .450 REINFORCEMENT: YIELD Strength . . . . . . . . . . . . . . 00.00 Kat 311nt 3 00000 a6 Ton 1.56 in 7110170443 Coves at BOTTOM 1.50 in 019 TEN 1oMIN0, UNSONOEO Ultimate strength of strand ...................... 274,00 WA Page 2 (Deld 3 a L -M Level 5) P:1Southcenter Design -Build Garages\ENG\Posttens\Building AILevel 31Permit ResponselGrid 3 & L - ADAPT -PT V- 7,10 1907-02 Average effeetive stress lin .trona (final) 115.10 ksi Strand area .102 iel Min cos of tendon from TOP 1.75 in Min CGS of tendon fine BOTTOM for INTERIOR spent1.15 16 Min Las of tended from no/TOM fur 900431OR spans1.25 in Min average precumpreSsion 125.00 pal Max spacing between attadda (100100 of slab depth) Tandem prefile type and support wide!. (see .e0tion 91 ANALYSIS OPCIomms neED: I S tructural ay9Lee BEAN Moment of Inertia 0Ver •593041 14 INCREASED 9beent0 Ral%TCED t4 Lace of support YES Limited plaAtiOiOation s1loeed(sonent. redimc 104102) NO Effective near width Ornalderatfon YES Effecti043 flange width 1.(4lement.1i00 eethOd ACL -319 2- INPUT )3004!T07 " T 1.1.1 PRINCIPAL SPAN DATA OF UNIFORM SPANS e 131 11 1 IUP 13011911/MIWL81 1 P 01 1 1 Mame 1 FI81N7E 1 REFI MULTIPLIER A RI L330'L01 imam 1040?7E1 .lash 10iek.1 .lata 111ek.10$IIECI1 left right M M1 ft 1 in in 1 in in 1 is in 1 in I -1 3----4 5 6 7 8 0 10----11 11----13- i 1 2 30,80 24.00 135,00 90.00 5,00 35,00 .50 .50 JJLD0ENDI 1 - SPAN 3 - FRIM CS C . Cantilever 1 . ■entengdlar aeetlon 2 . S 0r Inverted L section (/) III 6 . I section 4 . Extended T 0r L emotion 7 10141 e . Waffle 11 - 7.p Mama to reference line 2.1.3 EFFECTIVE NINTH DATA 0E 9340130504 SPAN. Page 3 SPAN EFFE01 70 WIp111 in 1 2 rrecreve WI 1 90.90 (Grid 3 6 L -M Level 31 ADAPT -PT V- 1.10 ACI -92 WIDTH AND COLUMN DATA SUPPORT LOMEE c0L91e6 UPPER 00115 1 a WIDTH Lewis 81DIA) D C.C. LINDER SIDI.) D CM. 30.1400' in it in in ft in 1n 1 - ____ 2 3 4 5----_6 7 a 9____10- 1 24.60 15.00 24.00 24.90 111 .00 ,60 .00 111 2 24,00 15.00 24,00 54.00 11) .00 ,00 .00 11) `TUE COLUMN SO@mARY co0OITIC0 CODES (CSC) Fixed at bath ends ,.. ISTAULIA0DI . 1 Hinged at Near end. fixed at fax end . 2 Fixed at near end, binged at far end . 2 Fixed et near ead,'roller with rotational fixity at far end . 4 3- 1 N P 0 4001.0±0 1.011411840 TYPE o . GOAD Loan b - 0M0FORM e • PARTIAL. 43/12008 L . LIVE LOAD C . CONCSNI'RATEL M . APPLIED MCM NT L1. LINE LOAD SW. SELF MEIURT Computed from geometry input end treated as dead lOading Unit selfoel9ht W . 150.0 Def I0tm0ity { From ... To 1 ( N or C ...At) TOtat o0 rrib SPAN CLASS TYPE k/10'2 { ft ft 1 (k -ft or k ...ft) k/ft -1 t 3 4 5 6---------1 0 P Y L C 63.00 10,00 1 D c 60.00 10,00 1 SM U .00 30.08 1.219 3.1 - LOADR40 A5 APPEAR. IN USER'S INPUT SCREEN PRIOR TO PROCESS/1W Page 4 (Mid 3 6 L -M Level 3) ADAPT -PT V- 7.16 ACI -02 04170065 Ik/11"4), I Cool, Or PART. 1 (8084011 SPAN CLASS TYPE 11NE(14/111 1 kraft 01- ft -ft ) ( k -ft a ft 1 -1 2 3 4 5 .__.________7 9 Y 63,40 10.96 1 D 8 • C 64.00 10.00 010: 41LFM02041 INCLUSION REQOIR10 • -CALCULATEDD 0 0 0 0 7 0 4 P040001149 4 For Uniform Epme and Cancilevere only 5 • Tribuilry Width . Effective Width • MEA EA Yb Yt h off I Yb St 1.0-2 in 1n in 211'4 in in --1 3 3 4 5 6 7 8- 112 1170.00 21,73 13.27 90.00 .13213.06 21,73 13,27 Note: --- Span/cantilever 14 N®un/fore, see block 4.2 5- DEA D LOAD 40410010. 401135 6 :4 -FACTION. . 5.1 SPAN MOMENTS (k -ft) . 4 5.2 0±AN SHEARS (k) a .PAN MI1)• Midepan 0(0• 30(1) 94121 1 2 3 5 6 1 -155,14 334.45 125,19 Mee: • . Centerline eeeenta 2o±NT . 5.1 0100 70745 (0) ac 5.4 COLUMN wnWENla 1k -fel -] 2 Laren 1010 1s ----Upper 00lvmne 1 64.62 -158.13 .00 2 19.95 136.13 .00 39.06 Page $ lorld 3 14 L-0 Level 3E ADAPT -PT V- 7.10 ACI -01 6- LIVE 1 0 0 0ci -01 6 S HEAR 5 c 0±1.02111405 .-- 0.1 LIVE GOAD masa. 14033NT5 11-001 and SMEAR E Re35 (k1 --. left. ---- .--- midapan -- Yigh1` .--.HEAR F -- SPAN minim min max left right• max vox min 1 -108.67 102,61 221.13 221.11 79,07 -72.07 -42,99 20.01 Hot.: • Centerline momonta c- 6.2 REACTIONS {k) - 6.3 COLU4N ,12742![5 (1-11) r .- - LONER 1012301 ---. . - UPPER cOL1900 ---. JOINT max min 0340 min Rax min 1 2__________3 4 5 6 - 1 42.99 .01 .00 -100.61 .60 .00 2 20.01 .06 79.07 Mote: 131005) 6.1 through 0.3 values are maxima of all skipped loading Cages 7- MOMENTS REDUC= 117 FACE -OF -SUPPORT 7.1 REDUCED DEAD LOAD 145ODrTS (k -fel SPAN .- 1000• -a .- widener, -s r right. -. 3 1 -44,03 134,92 -40,47 Hues: • . fate -o1 -support 7.2 R 0 0 11 1 E D LIVE LoA0 NoPENfs (0-011 6 im i left. .- mid0pan ---- right• - • ma. min5) min.44 min -1 ml 3 4 5 6 7 1 -65.66 -65,50 221.27 121.17 -59.06 -59.0 Nate: Page 6 10rid 3 6 L -M Level 3) ADAPT -Pr V- 7.10 001-02 • . face -of -suoo56rt e . Sum OF DEAD AND Liv0 MomENC5 I0.111 5/23/2006 12:36:55 PM M Level 3.Cre (45101.6 Of dead load end live load open event. combined for aeiviceability checks; 4 1.0001 . 1.5441 1 . lett• eldspon right. • SPAN max min' max min maps min -1 2 3= 4 5 4 7 1 -159.77 -159,17 456.09 546.08 -145.90 -145.96 .00e: • - fete-of-auppOrt 9 - 6ELELT® POST-TRINI0NINO FOM5BS AND roam 000PILE6 9,1 PROFILE TYPES AND PiARAIUttNRS 413011107: FOE Span: - reversed parabola 2 - simple pa2401 15 with II/might partite ever support 3 - hasped tendon For cantilever: 1 • simple parebmla 2 • partial parabola 3 • harped tendon P:1Southcenter Design -Build Garages\ENG\Posttens\Building A\Level31Permit ResponselGrid 3 & L - Page 5 (Grid 3 6 L -M Level 31 man --PT V- 7.10 ACI -02 10 -FACTORED MOMENTS i 0500T10003 calculated as ( 1.200 • so. . 1.00 secondary moment effects) 10.1 p31070950 0E0140 140615 475 I k -ft) < left. - -. 4___- eldap23 <----_ right. + 1 1 3 SPAN min -n 4 5 MAX' m1n I -152.16 -102.16 471.56 971.5/ -62.54 -52.96 Mete: + - face -of -support 9.2 TENDON PROF/ L E 10.1 5EC06SIDARY M(Y6yNP5 (k -£t) TYPE 11/4 02/1. 19/1 A/L SPAN <-- left. -----.2.432433 -5 --- right. --s 15- 7 3 4 5 -1 2 3----------------4 1 .100 1 .500 .105 .000 1 115.53 115.13 116.97 9.3 - SELECTED P1171,11122SIONING FORCES AND TENCON DRAPE Temdm editing made 1ele07:ed: F06005 35.810101 Page 1 [arid 3 6 L -M Level 11 Note: . face -Of -Support 10.3 FACTORED REACTIONS 15.4 FACTORED COLUMN 5056NT5 (5-71) (k) c-- DOWER column' va4,- UPPER 151m ' JOINT min minmin 2 3 4 5 6 7 1 146,40 17.62 -13.91 .241.63 .00 .00 3 79.07 47.04 162.01 35,57 .00 .00 AouLPT-94. V- 1.10 051-02 1 11 - M 1 L o S T 6 B L ` ----- -- SELECTED VALVES c -- 00124110120 VALDE3 --- 'MUTER..EPECIPIc eTER.A for 015 -SAY or S..15 SYSTEM 01FORCE 0- 0005/0 DF LLS Erol -} 5/A 10361 Nealmu - Minim steel 0.004A SPAN (1/-1 Left Center Right(pail (k/-) (IDL/ - Mamett capacity . factored 140ligu7 moment --1 2 3. 4 5 6 7 5-- 1 260.050 22-00 2.25 22,00 229..16 3.921 152 Support cut-off length for minimON 5teel:lengtq/!pmo) -.. .17 span cut-off length for minimum 9te01(1eegih/5pae1 .., -12 Apprcellmate weight Of atr.nd 165.1 LE 5.5 REQUIRED SdImO. P 0 9 T -TSN 3 I O N I N 15 FORCES :kips) .- BA5® ON STRESS CONDIT/Oda -. c- WED 4N MINIMUM P/A SPM[ LETT. 05012 1 0I13N14 LST CENTER 02057 --1 2 3 4 5 6---------7---. 1 153,126 .05 164,15 146.25 146.25 N ote: • face -Of -support 9.6 4100110 4T05445! (psi) (teMlcn .bow. positive) LEFT • 1 0 1 5 1 6 6 1230?' SPAM TOP 904.1054 TOP =TOM TOP EOT1L94 -1 2 1 4 5 6 1 -174.55 -310,11 -499-9; 112.08 -1911.14 -1341.35 N ote: 1 • . face -of -support 9.1 POST-TEN5ION1140 24 4, 4' 00 5 5 51 M 0 M R M r s, 44451501. 33ACTI000 1..'500P0 M lin M E N T s (14-101 -- .-- MPhil ScSAR9 (k ) --. 11.1.1 STEED AT 9 0 5 P 0 R T S SPAN lett- midspoo apt. 4X)1) SN(r) T 0 P B 0 1 1 0 M --1 2 ] 4 5 5 As 005F6RENT stems e02TERIA A9 DIFPE.E0T 02060 0RITERIA • 1 111,46 7]19.]6 112.00 .00 .00 JOINT tie]) . --oLT 144.0--0, .25l.-5 ia 11 <---VCT MIM -•0..]51-. --1 1 5 --5 6 l- 9 9--- 7 Mute, 2.69 ( .00 2.55 .00) .06 ( .00 .00 50) . - face -of -au -More 2 2.55 4 ,00 1.59 -001 .Re ( .04 .99 .501 Page 9 [Grid 3 0. 1-51 Level 1) ADAPT -PT v 1.10 ACI -02 Top bar extem9100 Beyond where required 12.90 14 101115 bar eate04100 beyond where required 12.00 in REINFORCEMENT Saeed on NO RIDI010144PT1ON of factored moments TOTAL WEIGHT OP MAR . TOTAL AREA COVERED - 151.1 lb AVERAGE • 1.6 psf 225.20 10'2 11.1.1 7.0001. AT 5410-502411 T 0 P 407109 A5 DIFFERENT BEMIS CRITERIA Aa 010500ENT R05AR CRITERIA SPAM (1n-21 .---ULT ----- M1N--0..251-. (19'3) ----ULT M0N--0.,851.-. --L 2 3 4 5 6 7 6 - 1 .00 ( ,60 .00 .00) 2.13 ( 2.13 2.09 .00) 0--00600I0N4 (I 1 --a •-- 1o101N MOMENTS (k -ft) CP -joint 2 Lower coluen0 Upper ct1uens--- 1 400 1 115.1133 -000 (3%'% 1 -000 -115.112 .000 12 -SHEAR DESIGN FOR DEA/49 Ado 014E -NAY Staid SYSTEM. 212 LEGENn - Concrete - 239042,), weight 11011 551530 allowed 0001 d • value of d used in shear equati0ne 646 • spacings of 160 -legged 44 stirrups, (fy. 60000, pail means no !tirrepe are required lv , vu ,. - fact0red momenta and shears :secondary moment effects included) care. .. Vc - 1 AC. sheer a 0912.0na govern 2 min permissible value of 2)1c1"1/2 governs 3 max permissible value of 51E0,1'1/2 govern. qv . I no reinforcement reg,ired 2 min refnfnrCement reIuired, for bream Only 3 stirrup required by analysis Page 10 (Grid 3 c L -M Level 1) ADAPT -PT v 7.10 AC2-03 Note: for LEFT CANTILEVER (i£ any) 2/2- 0.06 is at 11p of Cantilever, and Xt.. 1.05 is at first Support SPAN - 1 LENGTH - 33.04 ft Wet span from 1.0 co 29.00 ft 1 % d vu Mn RATIO Av 0 45 CASES 1/L Et in k k -ft Vu/Phi•Vc 70'2/ft in vC Av REMARK. 1 2 3 4 5 6 7 6 9-10 11---- .00 .00 19,4. -145.41 -247,01 .05 1,50 29,55 -144.20 -25.65 .04 24.0 11 21 E00144 ONLY 3.00 2.9.70 -142,01 184.19 24.0 (1 2) BEAMS ONLY .15 4.55 26.00 -139.43 351.14 .75 24.0 (3 2) BEAMS ONLY .20 6,00 26.00 -157.62 504.23 .77 .04 24.0 19 21 0E7015 ONLY .25 7.50 20.50 -130.41 509,01 .65 -04 24.0 11 2) 0E0345 PNLY .30 9.00 36.60 -133.23 1010,51 .91 .04 24-0 11 2) BEANS 0091.0 .35 I0.10 30.53 51.35 1111,51 -61 ,04 14.0 11 11 SCAMS 00023 .40 12.00 31.76 53.55 1035, B] .66 .64 24.0 12 2) BRAME ONLY .45 13,40 02.50 55.75 056.85 .41 .04 04,5 (1 2) 5EAMa ONLY .60 15,00 31-75 67.90 012.55 14.0 (1 2) 004340 ONLY .55 10-50 13,50 60,14 703.01 .55 .04 24.0 11 2) 1E445 ONLY 10.00 2.1.70 62.33 391.11 -52 24.0 I1 a) SEAONLY .55 9-50 10,53 64,52 596.02 .00 I1 1) MS -70 22.00 21,15 66,12 451,55 ,55 00 11 11 22.40 2..00 60.91 395-51 .42 11 11 24.00 06,05 71.10 290-55 .40 69 13 11 .05 25.50 21.50 75.39 102.55 .41 ,00 13 11 .90 27.00 21.50 75.49 10.96 .42 .00 13 11 .95 20.90 22.00 11.69 -43,03 ,44 .00 (3 1) 1.00 30,00 23,00 79,66 -162.11 Page 21 (Grid 3 5 L -M Level 31 ADAP1-P0 V- 7.10 AC1-02 13 - MAXIMUM SPAN DEFLECTIONS Concrete -9 modulus of elasticity Ec - 4031.00 kai Creep 005000 1 - 2,00, Ieltective/Igroao.-,(dos to cracking) a . 16 Where atrelaea exceed 5.0(20 1'1/2 Cracking of section S. allowed for. vagusa in perenthases ere (open/vox deflection) 12500. < DEFLECTION ARE ALL IM inches. DOWNWARD 50SIT101 y 5P57.1101 02,51 DL•FT.CREEP LL 111•4T.LL.CREEP 1 -2 3 4 5 6 1 .11 .01 .04( 63301 .0( 5030) ,111 31311 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING [rid Le Level 7 - SAL .SAL 'Jr. f=. T24.6)* 6r;44 M Leat, 2. f2.71L►.6 k DL VILVF3 LL 0."if# a Lvz t5s4" L!.'re . pL = 2.0144 O.YIt siR 6 z' K li 6.0'3 121' 0,631. PL' 11,41" It, Pro ect ..w kawi- 31 13 Project No. Client Designed By En,M Date: 512 3/06 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206343-0460 • F. 2061343-5691 iA pi,. 1..0) hif6 jlit. l tl7 11 It, Pro ect ..w kawi- 31 13 Project No. Client Designed By En,M Date: 512 3/06 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206343-0460 • F. 2061343-5691 4 f 0,1 ct 5/23/2006 1438:44 PM Level 2.Cre ROWS COILPORAT11N STRUCTURAL 01NCRSre OOFINAB0 SEEM. 1733 Ro0220165 Road. Suite 220, Redwood City, California 54061 29031 -PI P❑LI POST -70308106159 REAM/8100 DESIGN verei a 7.10 AMERICAN (ACI 116-01/IBC-0]1 ADAPT CORPORATION- Stru0turil Concrete 50101.ere System 1113 Roadside iced. Suite 110, Redwood City. California 34061 Phone) 66501306-2406, Fax: (650)364-4610 Email: SuppertEAdaptSeft.®, 140b site, http://ww.A6apc8oft.cm PATE AND 1101E Or 01.005.34 00±00rlm: May 21,2006 At Tiee; 10:36 PROTECT 0100; Or0d L,6 Level 2 PROSECT TITLIE, 1015b0edter Garage eldgl9 Grid L.0 Leval 2 1 - USER 6Ae0Ir2® o4NERA). 055004 PARAMETERS mislSTE: 9108000/11 at 36 day., for NMN®/SLABS 5000.00 pet for COLOtla 5000.00 psi M9D0LDa or ELASTICITY 0cr 5101E/11AR3 4031.00 kei fur 0OIxele2. 4531.50 tai 1 CREEP factor for deflescion. far eEANS/eLmws 2.00 CONCRETE WIPP/ NORMAL TRENTON STRESS limit. lioltiple 6f If.c11/21 At Top AC Bdtto. COMPRESSION 811835 limits (multiple of (0.011 At all locaticoo 8.105 6.000 .450 REINFORCEMENT: YID Bcreagth 66.00 2.61 Nioieun cover at TOP .. .. 1.10 in Minimum o088r at B0000Mj - - - - 1.60 in 0021-1ZN5I05111.3; ERSTE*4 2 0N815a1C13 0lti0.1e atreepth of .trend 210.06 101 Average !fleet/Pt Stress in Strand (final/ 176.00 kei Strand erea.253 10 2 Min COS of tend= from TOP 1.15 in Page 1 P:1Southcenter Design -Build Garages\ENGIPosttens'Building B\Level 2\Permit Response\Grid L.S (arid L.1 Level 2) ADAPT -PT V- 1.10 ACI -02 Min 0116 df te0d0a from 0OITOM for tyres -Ica 'opens Mlu CUS of 1(00.4 m from 600005 for EI000100 opens 40tH average In'e rrgres.im Max spacing between strode Ifecter of slab depth) Teodm profile type and 19up9Grc w101118, 1.15 in 1.25 in 125,60 psi 0.00 (ase mean. R) ANALYST). OPTIONS 0: 1 0061 .trdetutal 4p5ten 1 SHAH PuOent Of Inert1a Over support is 084REAR® Moment• REDO D to face f support YE0 Limited plaetifleatim limed leament6 redietri0dtedl MD Effective 1leege width'4G0aldermtlm Yes effective fledge width i6ple0ent.tim method ACT -]10 2-00000SEDOSTRY 1.1.1 ewIv0IFAL 09AN DATA OP 13HCFO914 6PASs S T FE 1 Ir 1 TDP lamlym/MIDt11a1 1 O Y 01 1 1 r5A310e 1 TIM638 1 RSF 1 NOLTI5.T.1E1 A P 111 LENGTH! 105010 196P0R1 vidt0 thick.) width thick. 1.5L104401 left right N e 141 ft 1 in 10 ) in To 1 in in 1 In 1 L__.. 7 4 r 10____11 12____12 64.00 10.00 15.00 140.00 5.00 11.40 30.00 75-O0 sn .50 2 • V 4 26.00 10.00 95.60 140.10 5.00 11.50 10.00 36.00 .50 .60 3 V 4 62.00 16.0e 30.04 1.0.60 0.00 1/.50 20.00 35.00 50 .50 4 V 4 62.00 16.00 35.09 140.00 5.04 17.50 10.00 30.00 .50 .50 ILVEf0: 1 - SPM C - C00tikernr 2 - TYPE 0 . Uniform, prlslaatin 3 - FORM 1 • aettangular section 2 . T or 7.5ver1ed L settlor a . I *attics N a Monunifarm section 4 . Extended 2 Or L section l . Joist 4 . Waffle 11 - Tap .arfare LO reference line 2.1.2 DETAILED DATA FOR NONUNIFORM SPANS The following are geometry of nonuniform spans end/or cantilevers. Left castanet is from left support centerline to Start of a spall Regnant. Page 3 (aria L.4 Level 21 ADAPT -PT v 1.10 Act -o1 F 1 1 IOP 5011 N/MIDDLe1 1 8 0 1 LEFT 1 FLASO0 1 01,100E 1 REF 1 0810001 Lee E R 10I0T010!1 MIME DEP131 width t1ick.1 width thick.114E108T1 left right O M 1 It 1 in in in in 1 in in 1 in 1 3--2 4 5 6-- l 6 9 30----11 SPAN) 1 1 4 .00 16.00 35.00 150.40 5.00 11.50 20.00 35.00 .50 .50 2 4 1.00 16.00 15.00 150.00 5.00 11.50 20.00 35.00 .50 .50 1 4 12.20 16.00 35.00 160.00 5.00 11.50 20.00 35.00 .50 .50 4 4 53.00 16.00 15.00 160,00 5.00 11.50 20.00 35.00 .50 .50 2.1.3 EFFECTIVE NUM DATA OF (011?0RM SPANS SPAN EFFECTIVE Winn! La 71.00 06.00 116.00 2.1.4 EFFECTIVE NEVER DATA FOR (400001YORP1 500055 SED EN1' SPAN: 1 1 2 3 4 000101IVE PISTE in 2 96.00 26.50 96.00 06.00 2.2 - SDP P 0 R T WIDTH AND COLUMN DATA .00(0041 Loon 005105150PE0 00190.6 L SC MI010 04722 0(8101 0 C•' 1,540410 0(0121 I. 580• Page 4. 7Orid 1..11 level 2) 2331,1.0...1± v- 9.10 ACI -02 J OINT 1n ft in in ft in In -1 2 3 4 6 6 16 2----1+-- 1 24.50 12.00 24.00 24.06 121 .06 .00 .00 61) 2 24.00 12.00 14.00 24.00 127 .00 00 .60 (11 3 24.00 12.00 24.00 24.00 (2) .00 .00 .00 111 4 24.00 12.00 24.00 24.60 (21 .00 .00 111 5 24.00 11.00 24.00 24.00 (21 .00 .00 .00 11) 'TNS COLUMN 9O1MROARY COM8.0ION COPES (080) Fined at both ends ...(3101620301 e 1 singed at tear end, fixed et for end 01000 at near end, hinged at for end . 3 Fixed at neer .ed, roller with ...national fixity at far end - 4 3.1140)11 APPLIED L o A D I M O 1/3 TYPE______ a . DEAD LOAD 0 e UNIFORM v PARTIAL. UNIFORM L - LIVE 1.0.039 C . coNcENTOATFD M - APPLIED No14EM2 L1- LINE /OAP Intensity TO 1 ( N Or C ...PC) TOte1 on Trib AN CLASS 01±0 k)!t'x U It Lt 1 (k -ft or k ...ft] k/ft -1 - -3 3 4 5 a 7 9 9 1 L Lai .00 54.00 .810 1 D 1.1 .00 54.00 1.420 2 L L1 .00 26.00 .810 2 D LL 0 26.00 1.420 1 L 1L .80 62,00 .810 3 D 1i .00 52.00 1,420 4 L Li .00 62.00 .010 4 D Li .00 62.00 1.420 NOTE: Live LOADING is 5510051 Teich a )(kip factor of 1.00 Page 5 (Grid L.0 Leval 2) ADAPT -01 V- 1.10 ACI -02 2.1 - IOA0080 AS APPEARS IN USER'S INPUT SCREEN PRIOR TD PROCESSINU UNIFORM (k/ft'21, 1 CON. or PANT. 1 0 0 5 0 010 1 50401 CLASS 101.E L1Me(k/it1 f *Olt Of It -Et 7 1 2 -Et S EC 1 _1 2___---] 6 7 a 1 L 5410 54.00 2 D L 1.420 .00 54.00 2 L L .610 .00 26.00 2 0 L 1..420 .00 26.00 L L .610 .00 12.00 3 D L 1.420 .00 62.00 L .810 42 Of a 1.420 .00 62.00 NOTE. Liv LOADING i9 SKIPPED with a skip factor Of 1.00 4 -CALCULATED 510110300 0.4410017110 4.1 Par Uniform spa.. and ta0LLlevere Daly Tributary width s Effective Width s SEAN [ SA Yb YL h eff I Yb YL M in'2 in in In in'a in in 1 2 1 4 5 6 7 1 ___ ___ 1407.50 26.30 6.65 76.00 .1031E+66 22,64 12.16 3 1402.50 26.35 6.65 96.00 .11100+06 23.12 11.24 4 1402.50 26.35 0.65 96.00 .1110E+06 23.72 11.26 Mote, --- Span/Cantilever 10 Nonuniform, see block 4.2 4.2 - Computed Section Properties 500 0900931.0 Of 0101prfsmati0 6p5Mls Section properties are listed for all negates. of tech span A. erns.-4ert1m41. geometry Y1• Centr010a1 diltanoe to top fiber I- groan moment of inerria vb. cancroid./ diaran+o to 5ottox fiber Page 6 ID Yid L.0 level 11 ADAPT -PT Y- 1.10 ACI -02 c ---- 104.102100.01 Ridth + Effective 14101h SPAN AREA Yb Yl < b_eff I 7b 15E614.1 n"2 1¢ in in 1n In ft 5/23/2006 120:38:44 PM P:1Southcenter Design -Build Garages\ENGWosttens'Building B\Level 21Perrnit Response\Grid L.8 Level 2.Cre 1 1252.50 25 91 9.39 96.00 -19736+06 29.72 10.25 2 1251.50 25 61 9.39 96.00 ,11106.06 13.72 11.26 1 10.2.50 26 35 6.65 96.00 .11106.06 25.72 11.26 4 0402.60 26 35 6-65 96.00 ,1971E+06 21.72 11.26 5- DEAD 1.1210 N 0 M E N T Br SHEARS 6 REACTIONS c 5.1 e P h 50 51 090 E N T 3 I0-11> > c 5.2 SPAN WEARS Ik1 r SPAN 01111- 560..901. Mlrl• 4R11) 11B(r1 2 a 5 6 .0o 341.43 -151.31 -11.92 46.66 2 -342.32 1-170.73 -141,19 2,73 14-19 3 -246.10244.16 .639.71 •37.69 50.35 4 -633.71 1365.46 .01 -54,24 11.10 Nbi6: • - 0.gtarli.e mnmeIi .007047 c 5.3 REACTIONS (k1 - 5.4 COLUMN 0166093£9 (0 -ft) -- 1 2 i Lower columns____gppet 1017:..0 1 31.52 .00 2 61.60 .00 .00 3 92.51 .00 -00 • 104-59 .00 .00 5 83.a. .00 .00 6 - LIVE LOAD IM<MRNT0, SHEARS 6 REACTI006 ....-.....s....a_.....-T......... .-- 6.1 L I V 6 L: 0 AD SPM 60400T5 10 -ft) and SMEAR FORCES (0) -.5 ▪ left. - .1-- aidapsn - --µ MR..- . right. 51A-. SPAR was 515 Max IdaMaxmax mla lett right 2 3 - 4 .S -- .. 1-- 6 0- 1 .09 .90 211.01 -11.26 -242.15 20.74 -10.79 26.55 2 -242.14 20.15 I 61.02 .111.85 -254.10 96.20 -23.64 21.20 Page 7 (Grid y.9 level 21 ADAPT -PT V- 7.10 ACI -02 3 -254.19 96.21 X216.55 -16-92 -366.69 4 -166,69 -133_44 ;252.45 -71,9. .00 NOG.: • - Centerline 110m 60. -183.43 -27,06 29.13 .01 -11.92 21.11 .- 5.2 00403I0111 (k1 -P 0.3 3OLON MOlSLKS (k -ft( .701077msx min .84 .lo .00821 6u6.wsmin 16.79 64 .00 .00 .04 .10 49.90 01,43 .00 .00 .00 .02 41.15 -9.63 .0o 4 60,14 2511 .00 5 11.61 •2.19 .00 .00 .00 .06 Note: Block 6,1 throgghi6.904. 9 V1Sue. 6x9 .. of all Skipped loading Pages f 7- MOMENTS RECOCRD TO FACE -OF -SUPPORT 7.1 R E D 0 .1 E D DEAD 02330 MOsEET6 (0 -It l B RAN 0- left. -41 1 0- Midap.D -. e- right. -1 1 2 3 4 1 31.1I 342.42 .106.11 2 -330.33 1 -110.15 -327.79 3 -204.25 244.13 -594,06 4 -560.17 365.50 31.10 MOM • . race-of-smPPOtt 7.2 R N D 0 019 0 L096 LOAD 06len534 (0-fe1 .----- lett. - .--- _ 66104p. - • . right. - SPAN SAX ¢i1(flax minM6x Rin -1 2 ] 0-_________-6 1 -.64 11.36 212.00 -17-37 -216.17 30.36 5 -119.00 20.10 11.03 -101,43 -233.50 93,33 3 -221,50 91,06 216-51 -16.52 .331_92 -110.11 4 -336... -130-15 262.42 -13.95 -2.39 21.21 Psge . (arid L.. Level 2) ADAPT -PI V- 7.10 ACI -01 SOte: • - face-of-eop004-9 ■ - SUE OF DEAD AND LIVE MOMENTS (k-ftl I4t.1m4 of dead load and live load span moment. combined for gerviceObi11ty cheek. ( 1.0000. • 1.0014. 1 • left• ______• .._._ mid4Pen ---_a rigilt• _..... SPAN max mi¢ M1LX min MAX min -1 3 3 4 5 6 T 1 30.47 49.49 553,52 524.15 -534.34 -291.61 • 549.33 -300,03 -95,72 -356.59 -461.25 -134.42 3 -431.15 -113.11 161.42 161.92 -932.00 -654.75 4 -014.25 -711,42 641.92 301.52 30.71 54.37 Nate: • - face-06-.+pp05t 9 - SELECTED PCST-TEN0I0NI193 FORCES AND 2E21.t14 PROFILES 9.1 PROT1LE 171118 AND PARAMETER -9 LEGEND: POC Spam 1 - revere.. per6001a 2 - simple ParatOle with straight portion over ampp.rr 3 - harped tend.. For Cantilever: 1 - 0imple parabola 1 - partial parabola 3 - harped ten4. 9.2 TENDON PROFILE 116E 21/1 A2/1.. R1/L 1(0. 1 3 1 4 5 1 .100 500 .100 .000 1 -100 .500 .100 .000 1 .100 .500 .100 .000 1 300 .500 .100 -000 Page 9 [Grid L.9 10Vel 21 ADAPT -PT V- 7.10 ACI.02 9.3 - 1120165 P0ST-3051000169 FORCES AND TENDON D6APE T.54On ed101.og mod. selected; FOR.. 9ELR.1MCM 960.0/360 VAL(165 .___ {M13N.ATED 11.12160 __ - 909.x6 .- 0150.4115 M 10 s 4 0101 - 6/54 /6061 Mbal SPAN (k/-) Left 66.tsr Right(Pai) (k/-) (600.) 1 2 3 4________5 6 1-______-8._ 1 321.600 27.5. 7-25 27.5. 215.30 1051 111 2 321.600 21,50 31.50 27.5. 229.3. 000 0 3 321.600 33.25 3.25 13.35 229,30 1139 132 4 321.600 33.25 3.35 27.50 229.30 1569 110 Appromimat. weight 00 errand 1399.2 LB 9.5 00011000016010010034 550T-760910041990 Mac.. (kips] .- > SASE1 ON 6T9E.s CO/orE2pNs - < 04340 ON MINIMO1 P/A > SPAN tzar - CENTER RIONT. LEFT 010010R 62003 •-1 2 9 4 5 6 1--- 1 ,49 11..03 36.10 104.56 175.31 115,31 2 92.62 .00 40.60 175.31 175.11 175,31 3 .0o 164.17 115,11 175.31 175,11 115.31 4 171.99 216.54 ,00 115.11 115.11 11511 34010: 2/3 • • face -of -support 9.6 5 9. 0 1 0 E 37000008 (psi/ It.¢sio0 shown pasi1ivel L E F T• 00134?. SOP BOTTOM TDF 603309 .02-T was -C max -T ax -C max -T x-01 0.21-7 m m max - 1___ -__2 3 4___.. ___5 6 7________6_._.____9__ 1 ----- -369.53 ],11 -45-09 ----- 612,31 2 41,97 -296.'11 -731.59 79.56 -304,09 61.20 -507.17 1 2.73 -395.67 99.99 -711,31 102.19 -175.01 -926-46 4 96.24 -151.62 -913-95 -319,11 -60.90 Note: • - tare-Of-Rmppart Page 10 (arid 0.6 Level 21 ADAPT -PI V- 7.10 ACI -12 C ENT E R TOP 0671609 Max -2 max.. .Art -T max -D 1 2 3 4 5 3 -31.-61 -529.x1 2 -519,42 315-34 -363.15 3 30.09 -327.03 ----- 714,91 4 -512.36 361.03 -521.34 0.1 P053-T@131091IAG BALANCED M O M E N 7 5. 5HEAR6 6 REA0TI0005 4-- 500N 4004600r5 (0 -It) - c-- SPAN SHEARS 1141 1-- SPAN Left• .100604 right. SOW 501(01 --1 2 3 4 5 6 1 52.04 -400.93 351.07 -6.14 -6.14 2 357,67 4.0-15 243,75 4.75 4,35 3 341.50 -190.50 650.35 -6.61 .6.61 4 659.11 -401.63 34.91 3.60 7,63 Note: • - face-001-amp.rt .--R2AC7IDN5 Ik 1--r - COLUMN 0090014 Sk-0111 -- -1010t 2 Laver tol.lu Upper columna 1 6-141 .000 .0+C 2 -10.390 .000 .000 1 11.55o .000 .000 • 14.500 .000 .000 5 7.065 .000 .000 10 - FACT 0 R 6 D 9 0 5 1 0 15 5 REACTIONS Calculated as ( 1.200 • 1.601. 0 1,00 aecoddary mCeeat effects) 10.1 FACTORED DESIGN FEMMES 0.-001 left. ----- SPAN max min ma% n -1 1 4-- - 5 1 n7 42,45 72.0. 914.76 547,90 -390.17 -11.73 Page 11 (Geld 0.4 revel 2) ADAPT -PT V- 7.00 ACI -01 2 -436-6. -43,00 110.29 -310.30 -542.2. -59.35 -549.34 -30.61 505.55 435-91 _711.90 .406.30 4 -745.00 -131.45 1110.71 556.43 43.59 01,43 Noce: • - face-Of-anppert 10,3 SF000004 Y wevm065 I14-11) SPAN 6-- left• --1 < mldapan a -1 1 3 4 1 6.14 145.51 115.50 • 320.92 152.15 64.62 10,79 265.17 469.61 4 466.19 238.25 7.66 5/23/2006 121:38:44 PM P:1Southcenter Design -Build Garages\ENG\Posttens\Building B\Level 21Perrnit Response\Grid L.8 Level 2.Cre Notes • . face -of -rapport 20.3 4AC00Ree kk&C 02Ns 14,4 Pk.Towto cold. 1400ffirrs 0k-501 (k) .-- LOWER Onium - -. .-- DPPEA 0011.n -- s 20434' min 016, minmax min 1 2 3 4 1 14.39 43.30 .00 .00 2 100.01 69.54 .00 .00 3 150.11 51,61 ,00 .00 .00 .44 4 207.26 151.153 .00 .00 .00 .00 5 62.92 44443 ,60 .01 .00 .00 11 -7411.0 31010. BPEDIFIC CR1TECIA for ONE-NAy or BEAM SYSTEM Mf2A.um 61..1 0.0041 - Moment ...city a factored (design) maent 000pert Cot -off length fpr minimum. ,tee111enpth/.304211 ... .17 Span rut -off length fur miniMUM steel(length/Spam .33 Top Aar e0te09iOn Beyond where r040ir0d 13.10 id Bottom Bar ...o•im beyond .hese rOgvired 13.00 in R0I3614134LIMEN' based on NO 0014TRIBOTI04 of factored moemt0 Page 12 (0r1d L.0 Level 11 A40Pr-PT V. 7.10 101-02 11,1 'MEAL NE/OUT 0fi NEEM 1567-3 lb AVERRUR .5 701 7014 TITTAL AREA COVERED - 3230.00 fel 11,2,1 STEEL AT *102-092.44 T O P 00170* 00 OIPPEREMI' NEE6f AR reiTER12 As BIPPERR0BAR CRITERIA SPAN Inn -1) •---VLT----3UP--D.,39L-• (0m-2) .---ULT MIN --Rr.25L-. 2 7___-1--4 5 6 7 e 9- 1 .00 ( .00 l .00 .00) 1.57 ( .00 1.51 .001 i 1 2 2.06 1 .00 00) .00 i .02 .001 3 ,00 ( ,00 1 .00 .00) 1.57 1 .00 1.51 .00) 4 .00 1 .00 1 .00 .001 1.57 ( 1.00 1.57 .001 11-1.1 07012. AT SUPPORTS Y 0 P 10t100 A9 DYPP0RBN0 02258 CRITERIA As DIFFERENT RUM) CAITELI1 .301sT 110-11 .-- -ULT --- -NEN--D•.25L-. 1111'31 -1 2-- $ 6 1----•_-0 j 9-_- 1 2.36 ( .30 1.36 001 .40 0 .00 .00 .00) 2 2.16 1 .90 2.36 001 .00 1 .00 .00 .00) 3 2.14 ( .90 2.36 .095 .00 1 .09 .00 .60) 4 2.36 1 .00 2.36 .09) .00 1 .40 .00 00) S 2.36 1 .00 2.34 .941 .46 4 .00 .00 .00) 12 -01111A1 127,0t044 40* MANS ANN PNB-)4AY BLAB 6767056 LEGEND [010rete . N01MAL weight (full shear allowed far) a . value Of dinned in shear 004.110. /46 . 190010ga Of two -legged 44 stirrups, Ify. 60006. pal) mesas no 671709. az rega104,2 064 Yu .. 0.6600ed mounts 0141 shear. )3046000407 ammert effects included( 1 en . 1 ACI kheaL eguatlos Bovero 2 to pend..lble value o2 21001-101 4000000 3 mss 430rmle0101e value of 51001-1/1 go0501 Av .. 1 no reindcroement required 1 min relni0r0eme91 required, 0100 4140 rely 3 at1rroo tegUired by analyst. ▪ Page 43 (orad L.. Lev.1 2) 4446T -PT V- 7.10 103-02 Note= for LEfl 0A610100ER (if 0ny1 ]L/L. 0.00 is et tip Of Cantilever, end x/L. 1.00 Ie et 01r.1 .uppprl SPAN - 1 L0N3170 . 54.00 ft (61)01 1per from 1.90 to 53.00 ft 3 SPAN - 4 LENOIR . 62..0 Et (Net span from 1.00 to 01.00 ft I k d Vu Mu RATIO Av 4 46 CASES 0/L It in 0 k -Et Vu/Ph1400 111.2/ft in Vt. Av REMARKS 1-----1 l 4 9 4 7 5 9-10 11---- .00 .00 33.25 -101.04 -010.69 .05 3.10 31.70 -91.14 -591.15 .13 .06 24.0 11 21 BEAMS ONLY A d Vu MB RATIO Av 5 49 CASES 0/L ft in k It -ft vu/Ph1•0e In-2/ft In Vc Av ....ORAS `1--_--2 3 4__------_-5 6---___7 8-----s-10 11---- .00 .01 28.09 -74.38 .00 .45 7.70 16.50 -56.29 119.59 .56 .15 24.0 13 2) 0E1145 ONLY .10 5.40 20.00 -50.1. 351.91 .56 .05 24.0 I1 21 BEAM. ONLY .15 1.10 20,40 -50.08 524.06 .11 .05 24.0 11 21 SLAMS ONLY Page 15 (0rid 1.6 Level 2) ADAPT -TT V- 7,10 ACI -02 .20 10.80 2/.00 -41,90 628.34 .82 .04 14.0 (1 2) REAM6 ONLY .25 20.00 7.18 710,75 .71 24.0 14 21 REAMS ONLY .30 16.20 26.00 -25.18 011.29 .54 .05 24.0 (2 2) 963149 ONLY 1. 6.20 20,00 -88.44 -251.66 14 .06 24.0 3 2 0E201. ONLY .35 16.90 29.91 -17.60 069,96 .35 .00 (2 1) .15 9.30 10.00 -79.14 -25.04 .67 .06 24.0 3 2 BEAMS ONLY ,40 21-60 11.49 -9,60 906.17 .14 .10 41 11 .2. 13.40 24.00 -69.04 422.09 .66 .06 24.0 1 2 BEAMS ONLY .45 24.10 42.40 -3,53 921.10 .06 (1 1) .21 15.50 00.00 -60,54 611.91 .40 06 24.0 2 2 360242ONLY .50 21.08 32.7E 6.06 914.16 .16 (1 1) .10 14,60 20.00 -61.24 772,94 1.01 ,17 24.0 1 .55 29.70 32.49 14.90 985.95 .31 .00 44444 (3 1) .35 21.70 29.26 -41.94 905.13 .04 .06 24.0 2 2 BEAMS ONLY .60 32.40 31.49 25.06 635.27 .41 .00 (2 1) .40 24.40 11.20 -12.64 1006.49 .62 .06 24.0 2 2 4E014, ONLY .65 35.10 25,95 33.16 161.11 .06 24.4 (1 2) Beams 00102 .45 27.50 11.36 -23.04 1063.01 .43 .00 3 .10 37.60 24,00 41,26 468.28 A. .06 44.0 11 21 BE.. ONLY .50 31.00 11.15 -14,34 1126.11 ,25 .00 2 .15 40.50 28.00 49.36 551.99 .78 24.0 (1 2) AMBOS ONLY .55 34,10 12.43 -4.34 1145.57 .09 2 1 .14 43.21 11.00 51.46 413.04 .04 .00 24.0 (1 2) 409094 60LY-s0 33.29 31.49 6,51 1133.61 .14 .00 3 1 .05 45.90 36.00 05.66 261.47 .55 .01 24.0 13 2) BEAMS ONLY 40.30 29.91 11.81 092.01 .95 .00 1 1 .90 40.50 26.00 73,66 171.41 .42 .05 24.0 13 2) 5E449. ONLY 43.40 30.00 21.11 1223.20 .51 .05 21.0 1 2 REAMS ONLY .95 51.30 20.00 11.16 62.92 .69 .04 24.0 13 21 BEANS 000L7 .15 46.50 _ 38.00 35.41 924.74 .17 .06 24.0 2 2 SEAMS ONLY 1.00 54.00 20.00 09.46 -410.63 .00 49.60 20.00 45.71 197.45 ,06 .06 24.0 2 1 BEAMS ONLY .05 52.10 48.00 55.01 641.34 .90 .04 24.0 1 2 .10615 ONLY .90 56.40 28.00 54.21 456.49 .00 34.0 1 2 0E0045 01f1.1 SPIN . 2 LEN]TLL • 26.00 ft (Bet span ft0m 1,00 to 25,61 ft 1 .95 51.00 19.00 71.01 24]_6 .62 .06 24.0 3 2 M.O. ONLY 1.00 62,00 10.06 42,91 .03 X d Vu Mu NATIO Av JI 6a CA0E6 0/0, ft in k k -it Vu/Phi4YC 1n-1/ft In vC Av RHURa2 -1 ---2 3 4 5 6 7 0 9-10 11---- .00 .00 28.00 -56,01 .478,44 ,05 1.30 2..00 -50.31 -416.57 .06 24.0 (1 2) 661114. ONLY .10 2.60 24.00 -46.47 -347.63 .53 .06 24,0 (1 21 BEAM. ONLY .15 1.50 14.00 -49.51 -313.09 .61 .60 (1 11 .20 5.20 26.00 -30.67 17.11 .33 .00 (1 11 .25 6.50 24.00 -34.77 45.31 .29 .00 (3 1) .1. 7.40 78,00 -30,97 69.45 .26 (3 11 .34 9.10 20,00 -26.37 96.12 .23 (2 11 .40 10.40 20.00 -23.07 95.50 .19 .00 (3 1) .45 11,10 20.00 -15,17 107.44 .17 .00 (1 1) Page 14 (arid 1.4 Level 2) ADAPT -PT V- 7,10 ACI -02 .50 13.00 20.00 33.47 110.19 .1. .00 (3 1) .5E 14,30 26.00 26.37 104.01 .22 (3 1) .60 15,65 26.00 30,27 160.00 .25 (3 1) .6E 16.90 2..00 34.17 98.44 .24 .00 (3 1) .70 16.20 26.00 36.07 11.01 .33 .00 (3 11 .75 14.50 30.00 41.97 48.52 .35 .00 (3 1) .40 20.60 24,00 45.41 20.95 .39 .00 (3 11 .15 22.10 24.00 49,71 .446.64 .66 .04 240 (1 0) BEAMS ONLY .90 23.41 28.00 51..7 -492,51 .73 24-0 11 2) BEANS 00WY .95 75.70 28.00 57.57 -554.00 .62 .06 24-0 (1 21 4E8239 ONLY 1.00 26.00 20.00 61.47 -042.16 SPAM . 3 1.40008 . 62.00 ft (Net even from 1.00 t0 61.40 ft 1 1 d Vu Mo RATIO Av 1 40 cases 4/1 ft in k k -Et Vu/001001 10-20ft 10 Vc Av -1 2 3 4 5 6 7 a----6-10 .00 33.25 .13 -642,20 .05 3.10 26.00 86.01 46.06 .72 .06 24.0 (3 2 .10 6.20 24,00 -76.73 157.30 .65 .06 24.0 (3 2 ,15 9,30 20,04 -67.43 253.16 .57 .05 24,0 13 2 .20 32.40 10.00 -58.13 410.04 .63 .06 24,0 11 2 .25 15.50 16.00 -44,53 5.46 21 .77 24.0 11 2 .30 11.00 21.00 -39.53 064.66 .13 .05 24.0 12 2 .35 11.70 29,26 -30.13 171.30 .61 .06 24.0 13 2 .40 14.10 31.20 -20.93 944.20 .40 .00 12 1 ,45 21.90 32,36 -11.63 149.44 .21 .00 (2 1 .50 31.60 32,75 9.02 005-59 .06 .00 (2 1 .05 34.10 32.36 16.52 192.64 .20 .00 (3 1 .60 37.20 31.20 25.41 150,99 49 00 (1 1 .65 40.30 29,25 35.12 7.0,40 .71 .06 24.9 (1 2 .70 43.49 24.00 44.42 6.1.03 .09 .06 24.0 (1 3 .75 46.59 2..00 53,12 562.01 .79 -06 14.0 (1 2 .19 49.60 0.00 63,02 -4.72 .63 .06 14.0 (3 2 .15 52.70 28.09 72.32 .139.11 61 .06 24.0 (3 2 .90 55.16 21.00 11.62 1.01 .69 .06 24.0 13 2 .95 56.90 01,70 90,92 -574.40 .11 .06 24.6 11 2 1.00 61-90 33-25 100.22 -070,69 3/3 65MARRB 6EMI8 ONLY S EAM ONLY BEDW. ONLY B EAMS ONLY B EA140 ONLY DEANS ONLY SEAMS MIL? BEAMS ONLY BEAMS ONLY B EAN. ONLY DEANS ONLY 200)40 ONLY 062290 ONLY 400441 ONLY Page 16 (Grid L.1 Level 2) 10161-07 V- 7.26 RC2 -02 12 - mAXIMIM 0 PAN O E F L E C T I O N 3 Concrete-. modulus 0E elasticity ..... Ec . 4031.00 Creep f4-1140 6 2.00 Ierfective/Igru..., .000, to cracking) 6 .96 where streole9 execcd 6.0100-1-1/2 cracking of section As allowed fpr. Values in parentheses are (6940/64s defle0tionl 001103 1..00PLEC10090 ARE ALL IN incl.,, 1024iNNARO POSITIVE SPAN 01 OL.PT 412PTO052EP LL OL.PTOLL.CREEP -1 2 3 5 6 1 3.4-.11 -.]4) 1.151 221 30041 -.13( 50581 2 - .241 1 161 041 7605) .301 15011 3 20 -.13 -.511 14611 .155 4 13} 341 20391 4 ,50 .02 .071111131 .291 2107) .35C 11141 5/23/2006 1238:53 PM P:1Southcenter Design -Build GarageslENG\Pasttens\Building B\Level 21Permit ResponselGrid M Level 2.Cre ADAPT 0000041ATi0N 614/005520. CONceE1'E 200503020 SYSTEM 1711 Woodside shad, Suite 110. 9eem1133 City. California 94061 ADAPT -pr RSR POST-TEWeioNR0 02.14/1/61430 DESIGN Version, 7.10 AMERICAN (ACT 3341-132/120-03/ ADAPT CORPORATION - Structural Concrete 90ft..re .YOten 1133 Woodside Road. Su1te 220, Redwood City, califernla 94061 300.00e:/ 00591301-2400, Fax: (6501354.4670 &Y5611: RnpporteadaptRoft.cem. Nab Mite: http://vww.AdeptSof[.com DATE AND TIVR 00 PR0051014=SCUT116i: Nay 23,2006 At rime: 11:11 PCNB05 FILE: 1 Grid N Level 2 PROJECT 5129.2.: 50uthcentei Otrage gldi 0r1d M 2nd - 0AE5 SPECIFIED d E NERAL 0200049 P A 1 A M E T R 1 s CONCEPT!: STRENGTH a6 20 days, 060' 5EAM31GLARE 1000.00 052. ford COERCE 5000.00 psi 40250000 OF ELASTICITY for SEAMS/SLAPS 4031.00 k2i for COLOMS5 4031.00 kii CREEP factor for deflection. for 90M6/SSA1S ctarat00! NMMONT L N030W- 2.00 TENSION STRESS limit! (multiple of (f'o11/21 At Top -000 At Bottom 0.000 COMPRE50ION STRESS limit. (multiple of (£'c1) At all location. .460 REINFORCEMENT. YIELD Strength �' 60,00 A.1 Minim Cover at TOP 1.00 i Minimum Cover at 5011OM I 1.50 In POST-T202210NIN0: 11 8791024 02111021000 Ultimate strength of strand 270.00 kai Average effective Mt. -122110 strand Waal/ 175.00 ka1 4era0d a2ea .153 ih'2 Min CGS of tendon frail TOP 1,75 in 1 P age 2 (Grid M Level 1) ADAP .PT V- 7.10 ACI -92 16i0 040 of tendon 223m 0OrTOM fpr INFERIOR evens.. Min CGS of tendon from 801100 for =roam spans.. N in average precnArassion Man spacing between strand. (factor 0f slab depth) Tender, profile type and ooppor't widths ANALYSIS OPTI0p9 11800: • Structural System Head Moment of inertia over aepport is INCREASED Moments 09300ED tp face df .Upper.. YES Limited plastili6ation aldpwedlmaeote 31.d1st7ibuoedl NO 000sc lge flange width Cenaidesatim YRS Effective flange width itiplemeatetion method ACI -315 L,'S in 3.31 in 130,00 psi 6.00 (lee aeeticn 91 2INP 0 T 011014075-7 2,1.1 PRINCIPAL SPAN DATA OP 0005,060 SPANS 2 7 rj 1 TOP I00T1n0/1QWLE1 1 P Y 01 1 1 FLAME 1 FLANGE 1 REF 1 MULTIPLIER A P RI, LENDTal 3070101 060TH .idt1 rhiCk.1 width thick.111El0051 left right el E 141 ft 1 in in Sn An 1 in 1n 1 it 1 6 l 0 s 1 M 4 41 00 15.40 35.00 16..00 5.56 17.50 20.00 25.00 .50 .50 ▪ 2 0 4 25.00 16.00 30.00 100.00 5.60 17.10 20.00 35.00 50 .50 • N 4 62.00 16.00 6.00 95.00 5.6. 17.5. 20.00 31.00 .60 .50 4 D 4 02.00 16.00 05.04 120.00 5,00 17.50 20.00 35.00 .50 .50 -02, 1 10 1 - SPAN C r Cantilever 2 - TYPE u r 0Alif0I.1 prixmAt1C 3 - FORM 1 - ReOt.ngular .e011 2 . T Inverted motion - I Mentis a ficmunifdem 4.01!00 4 • Extended T Or L section t . Joist 0 000II2e 11 - Top surface to re[erone. line 2.1.3 DCTA0Lm DATA 000 MOe050000413. limes The following are geometry of nonuniform PP... end/00 centileanre. Left 4101.0ee ie Fran left Supper[ tenter1ine t0 St.rt Of a Span Meg:ma1. Page 3 !Grid M Leve] 2) ADAPT -Cr V- 7.10 ACI -02 r 1 1 1 TDP IDOITOM/MIOOLEI 1 S G I LEFT 1 1 FLANGE 1 FLANGE 1 REF 1 MULTIPLIER 1 1 1❑1 701001 30071) ❑EP1M1 width thick.' width thi02.. IHRIINCTI left right G M 1 ft 1r, in 1 in n l in in 1 in 1 1--] 4 6 5 7 a 912----13- SPAN: 1 1 4 .00 16.00 35.00 153.00 5.66 17.30 20,00 35.00 .50 .50 2 4 1.00 16.00 35.00 161.00 5.46 11,10 20.00 35.00 .50 .50 3 4 40.00 16,00 15,00 166,00 5.66 17.50 00,00 31,00 .50 .50 SPAN: 1 1 4 .00 36,00 35.00 132,00 5.66 17.51 20.00 15.00 .50 -50 • k 1.00 15.00 15.00 112.00 5.66 17.50 20.00 35.00 .50 .50 3 4 10.00 16.00 35.00 160.00 5.66 11.50 12.00 35.00 .50 .50 4 4 30.00 16.60 15.00 96.00 5.60 17.50 20.00 35.00 .50 .50 5 4 69.00 16.00 35.00 160.00 5.66 11.50 20.00 35.00 .60 .5. 6 4 61.00 16.00 35.0D 160.00 5.66 11,50 20.00 35.00 ,50 .50 2.1.3 30151,21YE NI= DATA OP UNIFORM SPANS 00043 4 !FFECl0Ve 1411110 75.00 96.00 2.1.4 EFFECTIVE NID'1E DATA FOR. NONGNIFORM SPANS 0130503' SPAN: 1 SPAN: 3 Page 4 E7F0L'f2vE 21D'IU 1n 106.56 106.56 100,56 105.56 745,54 106.56 96-00 105.56 (Grid a Level 2) ADAPT -PT V- 1.1. ACI -02 106.50 2.2-50000051 N I D 7 u *505 2010505 0601. SUPPORT a LONER. 0010501 a. c UPPER COLUMN c 303500 Lmll 12.1.01.A112.1.01.A1 O 0204 1E01070 5(012,1 D 052• .151147 in ft Ln in rt Le 1n 1 3 4 5---- 6- 0 9----30- 1 29.00 1._4 24.60 24.00 111 12.00 24.00 24,00 11) 2 24.00 15.00 24,03 24.00 11) 12.00 24.00 24.00 (1) 3 31.00 15.00 24.00 14.09 (11 11,00 10.00 24,.0 (11 4 24.00 15.00 24.00 24.00 (11 12.00 24.00 24.00 111 5 24.00 10.00 24.0D 34.00 (11 15.00 24.00 14.00 (11 • TRE COL(M51 00CNDAEy CONDITIO01 CODES (CSC) Plied at Doth ends ...(5TANOAC01 1/4 Hinged at near end, fixed at far end Pixed et near and, hinged et far end Fixed at near end, roller with rotational fixity at far end 4 3- I N PUT at far L o A O I N 5 D . DEAD LOAD L • LIVE LOAD TYPE O . 1 700011 P . PARTIAL ❑01000614 C . CDHCRN0RA''ED M . APPLIED MOPBN1 Li. LINE Lo0(0 Intensity 1 Prom ... To 1 ( M ox c „Atl Total on Trib 60AN CLASS TOPE 14/!t•2 { ft ft 1 (k -f1 or k ...511 k/ft -3 2 3 4 4_-__-__-0_----- -1 0 9 1 L L1 .00 41.00 .500 1 0 Li .00 41.00 2.010 1 L Li ,00 16,00 .050 1 0 Li .00 26.70 2,010 Page 5 1011.21 M Level 11 00107 -PT 1- 7.10 ACI -02 ) L C .53 10-a 0 L C 4.61 30.00 3 L C 4.61 49.00 2 L Li 10.06 .510 3 L Li 10.00 30.00 1 L L1 30,00 49-00 .110 0 L Li 49.00 63.00 .560 3 0 C 6.00 10.20 3 D C 12.33 30.00 1 D C 12,31 49-40 3 ❑ Li 10,00 3.200 3 0 Li 10,111 20,00 2.010 D Li 10,00 49,.9 1.200 p 3 LI 49.00 62.110 2,010 4 L Li .01 62,00 ,900 4 D IA .00 62.00 2,010 NOPE: LIVE LOADING iS mamma' with a ek2p fatter of 1.06 3.1 - LOAOIN0 143 APPEARS IN 0SE5-5 INPUT SCREEN 511IO1 TO 000210SIND UNI0ORM (k/ft-21, 1 CON, or PART, 1 1 000050067 1 SPAN CLASS TYPE LINE(k/ft1 ( (aft Co ft -ft 1 { k.ft m ft I 1 2 1 4 5 6 l 6 1 L .560 .00 41.00 2.010 .00 41-00 2 L .000 2 D 2.010 .00 16.00 3 L C .63 10,00 3 L C 4.61 30.00 L C 4.61 49.00 3 1, L .510 .00 10,00 1 L L .200 10.00 30.00 3 L L .510 70,00 49.00 3 0. L .060 49.00 62.00 3 0 C 6,03 10.00 D C 12.33 30.00 3 D 23 42.00 3 0 1,209 .00 16.00 Page 5 {Grid N Level 21 1D0P1-Rc V- 1.10 ACI -09 D L 2.010 10.00 10.00 D L 1.200 4900 D L 2,010 63. 49 00 00 L .650 .90 41.60 5/23/2006 12;:38:53 PM P:\Southcenter Design -Build Garages\ENG\Posttens\Building B\Level 21Permit ResponselGrid M Level 2.Cre 4 D L .012 .00 62.05 Hain: LIVE WADING 16 (L02'5® with s skip tactor of 1.00 -CALCULATED!I SECTION *6(0003126 4-1 POr Un1[nr. 6pMi and CaptileVerk only 4 Tributary Mldth------r s---------- Effective Width ---- ------ r SPAN AREA m l It b e!f I Yb It 40'2 541 1 1 n a 16'4 1n in --1 2 1 4 5 7 - 2 1509.75 26.59 1.41 15.00 .10496606 23.13 11.01 3 ___ --- 4 1402.50 15.1.35 1.65 95.04 .1110E+06 23.12 11.25 NOtet . 3pen/C.ntilever a Nonuniform, se. black 4.2 4.1 - Dueputed 4.011on pertle. for 00410072 of 6N.lpri.matit 90E18 Section properties Are 1166 ted for all segmenta of each .pan A. 00000-3eCt1On;1 ge0111etry PP. Ce3Lr0ldel distehee 10 [Op fiber I. gip.. u6MFnt at inertia YbCeo6r0id61 distance t6 bottom fiber 4 a Trib+CAry Width Effective width SPAN AREA 00 Pt • b off 1 Yb Yt 1330..1 1.n'1 is : in 60 in in SPAN 1 1 1441.53 26.33 0.60 106.56 .19630.06 16.54 2 1441.62 26.32 0.68 106.56 _1160E401 24.46 10.64 1 1441.41 10.31 0.55 105.56 .19436+05 24.46 16.56 SPAN 3 3236.07 20,14 9.44 106.66 .19416.04 24.46 10,54 2 1210,07 25.36 9,44 106.56 .1166E404 24.46 10.54 2 1505,75 10-55 6.41 106.56 .1166E+06 34.46 10.34 Page 1 (Grid N Lev.1 2) AfAfl-PT v. 7.09 ACI -02 4 1034.31 24.02 10.96 96.00 .1117E406 34.01 10.91 5 1509.75 26.69 0.41 104.56 .1166E+06 24.46 10,54 6 1509.15 26,50 9.41 106,56 .19438+06 24.46 10,54 5 - DEAD LOAD 440570430, SHEAR. 6 REACTIONS A 5.1 SPAY 34 0 14 E p T 5 (k -ft) 0 9 5.2 SPAN SHEARS Sk) r SPAM M(1)• Nld]pSO Mlrl. 533(11 6R(r) 1 1 3 4 5 5 1 .191.98 197.84 -251,03 -39,63 42.79 120.33 -53,57 -327.10 -19.16 34.06 1 -565,40 3.5.03 -761.37 -59.97 71-65 a -776,14 375,70 -405.91 -60.31 56.31 3OCe: 4 . Centerline int JOINT 0 0.1 RERCTL060 AL4- 5,4 311Va1 9aw@M12 01-031 -5 --1 2 Lower columns- upper coltwms ns 39.62 -16.79 -115.19 2 60.07 44.65 81.01 3 94.45 -101.31 -151.9/ 4 319.96 1.20 1,04 5 56.31 202.s. 332..9 6 - 1,715 1240 93 OM0MT6. SHEARS 4 REACTIONS . - 6.1 L I V a 101.0 APAR MCIBMO (14.-ft1 .pd 613EAE rooms lk) 41`..25 s le[tar 4- midspen __ s- riabt• --SLLEAe -FORCE--+ _ . f !PAN m1% Min ! x a cI ..r minMax minleft right �i !Z ] 7 4 5 6 7 6 5- 1 -.9.63 6,11 92.39 -5-30 -133.35 3.20 •17.90 10.41 2 -103.76 7.06 42.36 -62.43 -173.41 1.45 -15.44 35.60 1 3 -376.60 31.22 104.35 -21.30 -332.08 -79.15 -21.77 32.27 `{ 4 -397.64 -72.16 189.39 -24,30 -205.79 26.50 -39.04 26.30 ` { 4'. . (0¢0401)49 moment V Page 0 (Grid M 0eve1 2) ADAPT -PT V- 7.10 ACI -02 A- 6.2 REACTIONS (k) -a ------- 0.3 COLUMN MOMENTS (k -ft) 4__- WEER COLUMN _-_ 4_-- UPPER COLUMN } n JOINT mat Illi, x min -1 I 3 4 3 6 7--- 1 17,90 -,61 2.45 -35.86 6.07 -53.00 2 14,90 4.46 33.91 -10.40 50.89 -16,15 3 44.01 5.56 11.20 -51.11 25.20 5.59 4 65.11 25.54 56.99 12.54 103.49 -10..61 5 16.39 -1.64 102.09 -13.25 102-19 -13.25 dote: (Lock 5,1 through 5.1 v.1..e are maxim of .11 'kipped loading cased 7- MOMENTS REDUCED TO +ACE -or -502909.7 SPAN -1 1 2 3 7.1 000(1406 OPAD LOW MOMENT. 1k -ft) •- left. _a 4- nldspa0 -r A- right. -a 2 ] 4 -153.33 -163.13 -521.00 -710.61 Note: • . face -of -napper[ 197.03 -53.88 385,0o 372.75 5,25 -254.40 -110.16 .350.56 7.2 60030900 LIVE 1600 14P56.EIO Ik-ft) left•a a • sidspan ---- right. .161 minuax minmax 26 1 -73,20 5.53 92.42 -6530 -114.61 1.t0 2 -66,75 12,08 42.37 -62-41 -162.54 4.40 3 -250.00 29.39 194.33 -27.3a -302.25 -14.06 4 -324.26 -71.29 160.41 -24.30 -179.23 24.06 Mote: • face -of -support 6 - SUM D3 DEAD AND LIVE 550045073 fk-ft) Page 9 (Grid M Level 2) ADAPT -PI V- 7.10 AC1.32 maxima 6f dead load and li44 lead .pen Momenta ....flirted fOY 6 Vitelbility dYelk. l 1.400+. • 1,0OLL 1 s left•a eid'pan -- •__-__ right. __ SPAN minMx mina Max n.__e in -1 2 3 4 5 6 7 1 -325.41 -147,12 290.25 151.53 -339,17 -212.15 2 -191-92 491.17 -11.51 -116,31 -441,58 -205.60 3 -771.05 -491.01 569_31 151.62 -1011.01 -706.41 4 -1019,00 -732.13 503.17 369.41 -532.42 -315,73 Note: . face -o7 -support - 001159HO Powe-THN61ow1533 006169 AND 7$380. PEOF'I1.04 8-I 00+0020,2 190.3 AND 9ARAMETRR3 Pot 9091 1 . reveyeed oala sample parabola with atrllght portion over 04063x5 1 . harped tendon For Cantilever: 1 . simple p6066010 2 . partial parabola 2/4 3 - harped tendon 9.2 TENDON P R O F I L E TYPE 01/L 024 03/1 A/L 1 a 0 4 5 1 1 .166 -500 .100 .000 1 .100 .988 .100 3 1 .100 .500 ,106 .1302 4 1 -106 ,900 -100 , ono 9.3 - SELECTED PD5t-TENSIONLM3 FORCES ASHD TENDON IRATE Tendon editing mode 'slatted: FORCE SELECT/0N Page 10 (Grid M Level 2) ADAPT -PT V- 7.12 AC1-02 4 - ------ .--SELECTED VALUES a + - CALCULATED VALUES -- a PORCH •- OF4131015 OF cls y (ins - 511. 0(001 Ebel SPAM Ik/-1 Left Ce0ter RightIpsil (k/-) (6011 --1 2--- 9 4 5 6 7--------0-- 1 921.660 27.50 6.60 27-50 223.05 3-461 124 2 921,600 27.50 21.59 71.50 213.01 .064 0 321.600 27.06 2.25 11.25 316,53 1.569 74 4 311.600 13.25 2.25 27.50 229.30 1,569 la Approximate weight of .trend 1311.3 LD 9.5 005001665010015449 P 0 s T- T 2 N S 1 O N 1 N G eoRCE9 (kips) 4- 8ASE0 ON ETRSA3 105IDITi0N9 -a c 66603 ON MININUM P/3 - a SPAN LEFT' CENSER RIGHT• LEFT CEMTE. Ri29T 14 0 1 .00 54509 .90 0.11 100633 180'23 2 .00 34-58 108.73 166.73 184./1 3 135.63 203.51 127.13 108.73 162.70 188.73 4 240.70 251.97 44.4. 175.31 175.31 175.11 Note: . face-00-..tpport 9.6 SERVICE STRESSES Spsil 1Cen2l0n shown positive) L E F T• 00001' To. 300-[694 Toe 3030309 masmar-l..02-1 OSx -I ID sx-C max -7 um x x -C max -T ax -C 1 1 3 4 5 6 3 9-- 1 -389.12 -216.85 1 155.11 -107.65 4 167,14 1403,11 Note: • . face -of -support Page 11 126.35 346.04 59,11 -190.57 CENTER Toe BOTTOM Max -T max -c x -r max -C 2 3 a________y_ .431.28 1072.92 1113.14 !Grid M Level 21 ADAPT -PT V- 7.10 ACI -02 2 -336,36 29.13 -240.09 3 -657.01 446.03 -65.48 4 -604.21 346-0. -199.40 6.7 PUST-TEN6IONING 3 A L A N 0 C D M O M e N T 5, SHEARS 4 REA0TICN3 4 -- E PAN ma -199 I8 -ft) -- 4 - 01.41)01.41)4HEA50 Ik 1 --. SPAS left• e164pan right. 6011) 00(r) --1------...2 3 4 5 6 1 227,17 -174.26 257.0. -.77 77 2 93.31 102,41 171.50 -1.0 -1.06 2 051,55 -273..3 495.50 41 -.41 4 532.06 -337.15 194.00 1.34 1.30 5/23/2006 12:38:53 PM P:\Southcenter Design -Build Garages\ENG\Posttens\Building B\Level 2\Permit ResponselGrid M Level 2.Cre Note• ' • Ease -Of -support .--REAC7ICNB (0 I -_a 4-- COLENN miners 04 -ft) --a -joins 2 Lower oolO.00 Upper C01ua36 1 .166 60.442 120.661 O ,650 -10.150 .105.250 3 -1.185 79.461 119.167 4 -1.761 01,261 16.900 5 1,301 -133.041 -112.667 10 - F A e T 0 R e❑ mnheNTS 6 R e ACT 3 o M s calculated u ( 1.200 •91.601. . 1,09 51COndery ant efleot6) 10.1 300['10390 ARSIng 55oRmR176 Ik-ir) 1010•T .- __ sld9pau -- . 4 right. 940,11 w1'00A 630 00610 sin -1 2 1'--- _______.4 5-- - _______8 2 -91.69 26,65 602.05 444.14 -209,52 -21.67 2 -307.09 -45360 01.05 -86.62 -454.71 -444.19 3 -727.50 -260.142 1067.00 720.30 -1014.02 -655.36 4 -990.62 -617,166 1059.70 117,16 -441.66 -014.28 Note: tae•' 11.'5 ¢pert Paige 12 )Ori3 M Level 2) ADAPT -P7 V- 1,10 ACI -02 14.4 050 6mARY fm6E9NTS1 {4-fe) PAN . - left. __ _ aidepan 4-- right• -_. 1 2 4 1 201_63 i 015.63 131,15 Z 50,71 71.97 91.11 7 397.75 1 313.06 322.42 4 349,40 301.11 266.75 t 1 10,3 PACIOBEO 0005040164 10,4 FACT090.1 101906 MONENT6 (k -et) 1k1.-- LONER culn 5 --a .-- UPPER eol,94n -- a JOINT win max aim 60k min -1 3 31 -4 5 6 1 1 15.95 47,34 -7.79 -69.10 -11.05 .163,61 2 109.93 61.16 49,74 -21.90 74.50 -32.94 3 102.19 120.57 -14,61 -133.65 -21.05 -000.03 4 262_69 311.41 123.29 .183.25 184.63 -154.91 5 111.19 46.13 275.50 99,63 275.50 09.63 Mote: • . feee'Of-.uppers 11-66110 07251: SPECIFIC CRITERIA for MR -MY or BEAM MEM - Minimt 00001 1 0.0041 - M6eent esp601Cy . factored Id/9E40 meeeSt Support cut-off length for wiaimbn 0002.111RogE049.0 -11 span Cut-off length for m3n70em .teel(1eelgeb/Span) .33 Tdp bar 00ten•ieel beyond where r09dired 12-00 291 BOtttm ber 50(00 9ien boy1ood where regtitod 13-60 111 5553110950004531t00004 00 NP RIM1XTR/007I® Of 10ceere:d A04nt. 11.1 ',MAL 1013(63T orIREBA9 . 1.06.3 Ib 10780,900 .7 put ��.,al ynTAL ARRA EINEM2651.00 fC 3 V 11.2.1 S T E e L AI mfr. -SPAN T 0 P SOTTO 03 P09e 13 (Urid M 10ve1 2) AOAPf-PT V- 7-10 ACI -62 A. 01YPER0NT REBAR/61115110 A0 DIFl10ENI REBA. CRITERIA SPAM (721"1) c --•ULT MIN- -64.15$.-a (111.2) .---CMT MI6 --0..251,-. 24 0 5 7 1 .00 I .00 .00 .001 1.62 1 .00 1.62 .001 2 2.20 1 .00 2,20 067 .00 1 .00 .00 .001 3 .00 1 .00 -W .1107 1.62 1 .20 1.62 .00) 4 .00 1 .00 .00 .001 1.97 1 .21 1.57 .00) 11.3 .1 0060.1 A7 00300000.73 F 0 P 907705 Aa 111/P68E3rr BEBAR CRITERIA A0 011035399 00800, CRIFE6IA 70111? 110-2) c ---ULT MIN -12.7.25L-. --1 2 3 4 5 1 6 9--- 1 2.75 1 3.75 .001 660 ( .00 .00 .001 2 2.15 1 .00 2.75 .001 ( .00) 2.15 1 .54 2.75 .001 .00 1 .00 .00 00) 4 2.15 I 1.59 2.75 _001 .00 l 7.0 .00 .007 2.35 1 .00 2.16 .001 .00 1 .00 .00 .007 1-63080R 0 0 5 1 0 N FOR SRAMs Atm 0446 -MAY SLAB SYSTEMS LEGEND 27040rete . NORMAL weight 14071 Shear allowed for) d . value of d used in Shear equation. 5499 - . 09051085 of two -legged 44 stirrups, try. 60000, pail • 616205 50 6tirrr099 are required Mu , Vu ., - faetared .Cme9ts d she.r. (secondary moment effect. included) OASES ,, ve . 1 74=1 Shear equetlooe govern 2 min 519rsie4ible Value of 2(141.1/2 gevere2 3 max permissible value of 514'41-1/2 governs Av . 1 no reinforcement required 2 sin reinforcement required, for beam only 3 stirrup r.gwlred by 55017414 Note: for LEFT CANTILEVER (lf 63141 9/L. 0.00 16 et tip of 440611929r, and 0/L: 1.00 is at first 01ppert SPAM - 1 1,6127111. 43.00 ft met 0050 from 1.00 00 40.00 ft 1 Page 14 (grid M 14:Vel 21 ADAPT -6T V- 1.10 ACI -02 I d Vu Nu 610710 Av 6 419 43098 R/1 ft in k k -ft Vu/Ph14Yc 1.o3/10 in Vc Av 9213681 -1 2 3 4 5 6 1 8 9-10 11 --- .00 .00 41.00 -96.95 .112.13 .05 3.05 46.00 -09-11 12.51 .55 .64 24.0 i4 1) BEAMS ONLY 4.10 26.00 -61.29 154.05 _62 .06 34.0 (9 2) BEAM. ONLY .15 6.15 26.06 -03.46 236.05 .45 .00 19 1) .20 0.20 20.00 -45.53 333.51 .51 .06 24.0 11 31 BEAMS ONLY .25 10.25 29.00 -37.19 415.33 .59 .06 34.0 11 21 BEAMS 0620.Y .30 12-30 20.00 -29,96 404,19 .62 .06 24,0 11 21 BEAMS ONLY .35 14.35 20.00 -32.13 530.11 .47 .06 12 11 .40 16.40 20.60 -44.30 575.53 .30 .00 (2 11 .45 10.45 10.06 -6,41 596.01 .14 .00 (1 1) .50 20.50 20.00 3.33 602.05 .07 .00 (2 11 .55 22.55 20.00 . 11.16 591.24 .23 .00 (2 1) .60 24.60 20.00 16.99 564.31 .40 .00 (2 1) .65 26.65 25.20 26.62 531.05 .56 .06 246 (2 2) 0053740 03534 .70 20.70 20.00 34.65 462.47 .63 .06 240 (1 2) BEANS ONLY .75 36.75 20.06 44.46 367.43 .57 .06 24,0 11 2) BRANS ONLY .00 33.60 29.60 50.31 296.15 .41 .00 11 1) .05 34.05 29.00 50.14 101.04 .49 (0 LI .95 36.90 00.00 55.90 115.63 .56 .06 240 13 21 0E8609 ONLY .95 38.95 20.00 71.01 27.4■ .62 ,06 249 13 3) BEAM. ONLY 1.00 41-00 20.00 03.54 -269.29 SPAN . 9 45.00 ft (net span era 1.00 to 25-00 et 1 O d Vu Mu RAT/0 Av 1 40 c*504 9/t ft in k 14 -ft Vu/Phi•vc in'2/ft 1n Ve Av 0.69910350 -1 3 1 4 5 5 1 8 9-13 11-- oo 22,0o -40,19 -253.34 I 30 20.00 - -103.03 .36 3 11 .10 2.60 23.00 -30.26 -140.95 .32 .00 1 11 .15 3.90 21,00 -00.25 15.14 .20 .00 3 1) .20 5.20 20.00 -20.33 33.51 .24 .00 3 1) .25 6.30 20.00 -23.36 44.43 .20 .60 3 0) .30 7.90 26.06 -16.40 -44.73 .15 .00 1) .15 0.10 10.00 -13.41 -49.09 .11 .00 1 11 .40 10.60 24,00 •,96 -11,52 .09 .60 1 11 3/4 .41 11.70 20.00 13.95 -70.04 .12 .00 .50 13.00 16.06 10.91 01.05 .16 .00 .55 19.30 20 on 22,06 69,14 .26 .60 15.60 20.00 20.84 51.97 .24 .55 10.90 20,00 33.81 27,13 .20 .00 10.20 20,09 30,16 -190 71 .75 19.50 22.03 43.74 -230.70 .37 .60 13 11 13 1) 13 1) 13 17 10 1) t1 1) 21 1) Page 15 Kiri@ M Level 2) AOA7T-PT 7- 1,00 ACI -07 .00 20.00 011.06 46.71 -371.74 .43 55 1.1 .05 22.10 26.00 53.66 -326.27 .52 .00 24.0 11 21 BEAMS ONLY .90 23.40 26.00 56.64 -401.00 .62 .06 24.0 11 21 REAMS ONLY .95 24.70 26.00 63.61 -490.54 .13 .06 14.0 I1 21 BEAMS ONLY 1.00 26.00 26.00 66.57 -566.44 SPAN . 1 (.59202N . 62.00 ft (Net span 20on 4,00 Lo 61.00 ft ) I d vu Hu RATIO Av 6 40 CASES )(/L ft 1n 1 1-00 Oo/Phi'Vs in-2/ft in V0 Av 01391005.6 3_______4 5 6 7______6_____9_LO 11-- _60 .00 26.00 -113.61 -040.07 .05 3.10 28.00 .105.62 -490.71 .91 .41 34.0 .13 6.20 20.00 -99.62 53.71 .64 .06 24.0 .15 9.30 26.00 -92.63 234.41 .13 .66 24.0 .20 12.40 20.00 -13.64 411.56 .65 06 24.0 .75 15.40 10,01 -61,79 005-15 .60 .06 14.0 .30 16.60 26.00 -49.95 771.25 1.00 .17 24.0 .35 21.70 29.91 -30.11 905.16 .15 .06 24.0 20.80 31.49 -26.11 1002.94 .49 .45 27.90 11.41 -14.41 1666.00 .25 .50 31.00 22.15 21.00 1067.09 ,99 .54 34,10 32,36 20.60 990.11 .52 .05 24.0 .00 37.26 31.20 35.57 908.60 .61 .06 04.0 40.20 24,25 40.06 796.95 .96 .06 24.0 .70 30. 32 26.00 49.66 663.55 .90 .06 24.0 .75 46.50 20.00 56.65 510.02 .75 .06 24.0 .00 49.60 20.00 86.63 321.76 .73 .06 24.0 .85 52.70 26.00 90.46 46.57 .03 .04 14,9 .90 55,80 28,00 110.32 -300.00 24,0 .55 50.90 31.70 122.15 -140,19 .93 .06 24.0 1.00 62.06 33.25 134.00 1141-12 1 x) BEAMS 5017? 3 21 BAMS ONLY 3 21 SEAMS ONLY 1 2) BEAMS ORGY 1 2) 96A14.5 ONLY 1 3) 2 21 660312 ONLY 2 1) 2 II 2 1) 2 2) BEAKS ONLY 2 2) e15MS ONLY 2 21 SOARS ONLY 1 2) BEAMS ONLY 1 2) BEAMS ONLY 3 2) REAMS 051,4 3 71 SEWS 0131.4 3 21 IMAMS 07010 1 21 BRANS ONLY sv161 . 4 1099010 . 61,06 ft (Net 3(0000 from 1,00 10 51.00 ft ) % n Vu Mu RATIO Av A 43 CASES 3/1, ft k k -ft Yu/Ph1.0V 0 in-2/tt in 1 Av 0533010x6 -1 2 13 4 5 5 7 0 9-10 11-�-- .00 .00 13.25 -126.34 -1113.01 3.10 31.70 -116.5 -741,04 .92 .06 74.0 (1 21 653116 ONLY .10 6.20 21,00 -104,66 -400.74 .00 .00 34,0 11 23 BEAMS 773LY ,15 9.30 36,02 -92,02 2.95 .16 .06 24,0 13 21 BEAM. ONLY 12.40 26,00 -00,97 264.05 .60 .06 24,0 (3 21 0E410.9 ONLY .25 15,50 26,00 -69-13 496.44 .75 .06 24.o (1 2) BEAMS 1NLY 1/4.40 -00 7,29 616_11 .94 .06 14.0 S1 1) BEAMS ONLY .35 21.70 29.25 45,45 937,04 .92 .06 24.0 12 2) BEAMS ONLY Page 16 lOrid M Level 21 A10.47 -Ir V• 7,10 ACI -02 .40 44,86 31,20 -33.61 941,35 .63 .06 24.6 (2 11 500940 16016 .45 27.90 32.36 -21.17 1010.00 .40 .00 (2 1) .50 31.00 32.76 -9,92 1059.70 .11 (0 17 .55 34.10 31.43 4,19 1053.63 (2 17 .66 31.20 31.49 16,43 1031,24 )2 1) .65 40.30 20.91 19,17 461,05 .56 .04 24,0 (2 21 0E0R1.5 0310.Y .70 43.40 28,00 40,12 .55,94 .04 00 94,0 I2 2) 0101.5 ONLY .75 06,50 20,00 51,46 715.02 .96 .06 24.0 (1 2) 4E006. 09417 .00 49,00 20,00 60.60 543..7 24.0 (1 2) 06A46 /N1? .05 52.10 26,09 14.64 336.01 .6. 06 24.9 13 21 063195 ONLY .90 55.40 26.06 61.49 185.51 .74 24,0 13 2) 001696 ONLY .95 0..90 26.00 99.33 14.65 .64 .06 24.0 13 2) 093245 ONLY 1.60 62.66 24.00 111.11 -551,03 5/23/2006 12:38:53 PM P:1Southcenter Design -Build Garages\ENG\Posttens\BuiIding B\Level 21Permit ResponselGrid M Level 2.Cre Page 17 ((Mid K LeVe1 11 2,41.0/ -PZ Y- 1.11 0041-02 13 - NANI0414 SPAN b E P L E C Y L li e 6 Comer -ate -4 saadulUe of elsetLClty Ec - 4031,00 Kat Creep fan00r I - 2.00 Ief laetive/Igro9....(due t9 cracking)I e .91 Nhs0e etre0see exceed 6.OI4c')'1/2 cracking of section is allowed for. Val0es in parentheses are Ispan/4031 deflection) recios �E221.sclis6 ala ALL lei t000.!, 1301000.120 POSITIVE 4. SPAN M. CIKPI , 00.000.201E2 LL 1344414L0.1C2200 _1__--____2 3 .. 3 a 1 .10 ..03 -.61) 5166) .04(113061 -.041121161 2 - 03 .01 1 .04( 4016) -.011262961 .02(102711 3 .36 .06 _241 31311 .121 0190) .301 19441 4 .41 .01 .20) 11717 .11) 41361 .30) 1912) 4/4 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 6614 L. r Leda' 3 .f/4. , jF; oma. = pL % 1.112 k/f4 L. L t 1.0-074 6,4 /1 Leet 3 f -37S tk yI �Ls a. c'z.01 "/Fl LLil.l k/ff Project: Project No. Designed By 1104 Date: 5-h_3/D6 Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206/343-0460 • F. 206/343-5691 P7 - 3�s- 5/23/2006 12:39:19 PM P:1Southcenter Design -Build Garages'ENG\Posttens\Building B\Level 31Permit ResponselGrid L.8 Level 3.Cre i ADAPT 004PORAT/ON SrliOcrutki, CONCRETE SOFTWARE 9YRIRM 1721 11305.15! R lad, Suite 22o, Redwood City. CRLi1Ornim 94061 AD0127- 4 FUR POST -TENSIONED BEAM/SLUR DESIGN Version I.10 NQRICAN (ACI 310-02/I9C-031 Ann D 00000AT1ON - structural Concrete software System 1733 Woodside 0000, suite 220. Redwood City, 001±000+1. 94051 Phmer 11050)304-2400. 720X: (6507354-4679 email, osppoC01Uuava ptsoft.Ccn. Web site: http://vww.AdAptSoft. DATE AND 1116El�6E 072 PROGRAM CUIION: May 23,1006 At Time: 9:29 009.38L-1' FILE: Grid L.51 Level 3 000.3311 0011!: 9autheelter Garage Bldg 5 Grid L.6 Level 3 1 - USER SPECIFIED GENERAL DES/021 PARAMETERS CONCRETE: STREWTH at 29 day., for 0EAMS/SEARO 9000.00 psi far iOLVd6 5020.00 psi MODULUS OF exASSICITY Lori BEAMS/lLAsa 4030.50 ksi for, COLONS 4030.50 kat CEEEP 05CtOr COS detleattoha Sus 51AWaf.3A55 2.05 0060P$PE NEI®/ 310W1NL TENSION RPM. limit* (multiple of (0.011/2) At TOp 1 9.900 At 0otl0e 1 9_200 C01@R859105 STRESS liait6l (multiple of (Well AC all 100017005 .450 REINFORCEMENT: YIELD Strength 60.00 k.i Plinio.= Cover at TOP 1.50 in Minimum Cover at 00710M 1.50 in POST-TENOI1A`0G: SYSTEM 05969060 Ultimate strength of strand 270.05 ksi Average effective etre.. 1n strand 7!1061) 175.00 ksi Strand area .151 £01 2 Min COS of tendon fret 105 1.75 in Page 2 (grid L.0 Level 2) ADAPT PT V- '1.10 AC1-02 Min COS of tendon from BOrrom for INITRIDR spans., 1.75 10 Min CO* of Landon from DOPrOM for Err4RIOR spans., 2.25 in Min average prenmpreeeion 125.05 psi Penn Spacing between 9Lrand5 1/actor of slab depth( 6.05 :Tandem profile type Sed support width! (see OeCtiOn 91 ANALYSIS OPTIONS USED: Btructora1 .y0te5 SEAM Mmeot of Meer -tie over e5ppnrt 15 INCREASED I4ment8 51DO05D t0 EOCe of tuppnrt YES , Limited p145110itatim a1lnw.d lmments rediatribn72 d1 NO Effective flange width emeideratice 155 Effective flange wtdt0 l.pleeentetiod method ACI -313 -INPUTT GE GMETEY 2.1.1 PRINCIPAL SPAN DATA OP UNIFORM *PAN* a T F1 1 TOP IROTTOmplIDDLEI 1 P Y 01 1 FLANGE 1 FLAX! 1 5150 1 MULTIPLIER p� A P 51 I•EN%I50 X1515 DEPL51 width thick.1 width rhick.1NEI0RT1 left tight 1 N E M1 ft in in 1 in in 1 in in 1 in 1 V 5 _- 0 __ __1 • 1 N 4 54.00 16.00 25.00 100.00 5.60 17.55 20.00 35.00 ,50 .50 • D 4 50.00 16.00 55.90 100.00 5.00 17.65 20.00 35.00 .50 .50 1 3 U 4 52.00 16.00 35.00 100.00 5.00 11.50 20.50 25.00 ,50 .50 4 V 4 61.00 16,00 35.00 100.00 5.00 17.50 20.00 36.00 ,50 .5o LE- END: I D: pee C . Cantilever 2 - TYPE u . Uniform; 5100010f443 3 - FORM 1 . ReOtangular 5edtion . t Or Inverted L 6.GtiOn 3 . I eeCtim N . Nonuniform section 4 • extended T or L eeCti0n 7 .00101 - Waffle 11 - Top aortae! 10 reference line 2.1.2 DETAILED DATA FOR NONUNIFORM 90AN9 The following ere geometry of 100unifosm amen. and/0r cantilevers. Left distance 15 from left sugpO01 Centerline 10 Start Of a span segment. Page 3 (Grid L.0 Level 91 ADAPT -PT V- 7.10 ACI -02 P 1 1 1 TOS 109r704i/MIDOL51 1 8 0 1 [.RPT 1 1 FLANGE 1 FLANGE 1 SEF 1 MULTIPLIER 6 R 'DISTANCE] WIDTH DEPTNI width thick./ 01dt5 1(104.10E10071 left right G M 1 ft 1 in in 1 in 10 I in in 1 25 -1--1 4 5 a 7 e 412----19 - SPAN: 0 1 4 .00 15.60 35.00 160.00 5.00 11.15 20.03 34,00 .50 2 4 1.00 15.00 35.00 150.00 5.00 17.50 20.00 39.00 .50 .50 3 4 12.00 15.05 35.00 100.00 5.00 17.50 20.00 35.00 .50 .50 4 4 53.00 10.00 35,00 160.00 5,20 17.50 20.00 35.00 .50 .50 2.1.3 000E111110 551015 DATA OF .0000315 0022* SPAN 4 EFFECTIVE NID172 ib 1 79.05 .00 90 00 2.5,4 krrWCCIV6 441O10 5155020 POR NGAM3xn317 SPANS *506650 *PAN: 1 EFFECTIVE WIDTH 1n 1 2 96,00 96.00 96.00 95.00 2.2.972050017 0 I 0 1 0 AND 005959 DATA SUPPORT 4 LONER COLUMN 7 UPPER CDIAMN WIDTH LENGTH 5(L#4) D CDC. LEXOTS 1)01431 D CSC,w Page 4 (Grid 5.8 Level 3) ADAPT -PT V- 7.10 ACI -02 2031tf 1n ft in in ft in In 3 4 5 6 7 9 1 24.00 12.00 24.00 24.00 121 .00 ,00 .00 (1) 2 24.00 12.00 24.00 24.00 12) .00 .00 .00 (11 3 24.00 12.00 24.00 24.00 (21 .00 .00 .00 411 24.05 12 CO 24.00 24.00 12) 110 5 24.00 12.00 24.00 24.00 12) .09 .00 .00 11) +Tl6 COMM 002IDPAY 0100ID1Tx00 0 0E8 (CBCT Fixed at both endo ... I4TANDARD) . 1 Hinged at near end, fixed at far end • 2 Fixed at near mud. hinged at far end • 5 Fired at near end. roller with rotational fixity at far end - 4 -INPUTT APPLIED 1041200 1/3 o . DEAD LOAD L . LIVE LOAD Tres ------ V . UNIFORM P PARTIAL UNIFORM C w CON=ENPRAT® M • APPLIED MOMENT Li. FINE GOAD Intensity ( prop ,.. To 3 ) 15 Dr C .._55) TOt55 on Tr1b SPAN D2A5s TYPE k/ft-1 ( Et ft ) (t -ft Or k ...ft) 4111 -1 2 3 4 5 5 1 8 9 1 L Li .00 54.00 1.020 1 0 2.1 .00 54.00 1.425 2 L Li D 7 16 20,00 1.020 Li .0a a00 1.420 . 3 L Li .00 62.00 1 02C 3 D Li .00 62.00 3,220 4 L Li .0o 62.00 1.030 4 D Li .00 62.00 1,430 NOTE: LIVE LOADING 75 514105ED with a Skip 060tor of 1.00 Page 5 (Orld L.. Level 31 ADAPT -P1' V- 1.10 API -03 1.1 - Loan -ram A3 APPEARS IN USER'S INPUT SCREEN PRIOR TO PROCESSING UNIFORM (k/ft•2), ( CON. Or PART. 1 (MOMENT) SPAS CLASS TYPE LINE(k/751 ( kraft or ft -ft ) 2 k -ft 0 ft 1 1 2 3 ---4 5 4 1.0211 1.420 .00 64.00 1.022 26.00 5.420 .00 16.00 1.020 .00 62.50 1.430 62.00 1.020 .00 62.00 1.420 .00 02.00 NOTE: LIVE LOAD/1443 10 SKIPPED with a Skip factor of 1.00 4- CALCULATED 5 E CTI O N P R O P S RTI E 9 4.1 For Uniform spans and Cantilevers only r Tributary Width 1 - Effective Width 3 3PAN AREA Yb Pt I Yb Yt in -2 in in Lel in n 1 1 1 4____--_-_5 6 3 x 1402.50 26.35 8.55 78.06 021E+00 32,04 10,Is 3 1452,50 75.35 4.65 96.00 .11166006 23.72 11.20 4 1402.50 26.35 9.65 96.00 .11109.00 23.72 11.26 Note, Span/Cantileier 16 Nonuniform. ace block 4.2 5.2 - Computed Section PrOpertle5 for Segment! Of Nmprismatic Spans Serci011 properties are listed for all segments of each span A. oroes-eeCCimal geometry Pt- CentrOidal 2100040+ to top fiber Page 6 (arid 1...0 Level 31 ADAPT -PT V_ 7.10 ACI -0x I- grass moment of inertia Yb- Centroidal distance 10 boom fiber Tributary Width SPAN 6 AREA Yb rt (*EGM-) 1n-2 it in b_nff Effective Width --------- L fro 71 In 1n 5/23/2006 12:39:19 PM P:1Southcenter Design -Build Garages\ENGWPosttens\Building B1Level 31Permit ResponselGrid L.8 Level 3.Cre 8P1,0 1 1 1255,50 15.61 9.39 94.00 .19738.01 21.12 11.29 2 1252.50 25.61 9.39 95.00 .1110E+06 23.12 11.29 1 1412.50 26.35 9.65 96,64 ,1118E+06 23.72 11.29 4 1422.50 26-35 8.65 96.00 .1573E406 03.72 11.39 5 - DEAN LOAD iMOMEN7S. SHEARS 0. REACTIONS . 5-1 8 9 7.N 4 0 5 0 5 2 9 (1-111 a . 5.2 SPAN SHEARS 10.7 SPAN MI11. Miidopen WO' 02111 961x) 1 23 4 5 4 .0 1 6 1141.43 -352.33 -31.82 44.96 3 -351.33 -176.77 -311-19 -21-73 14.19 341.16 -633-71 -37.69 50,36 4 .611.71 365.45 .01 -54,24 33-10 MStel • . Centerline momenta an/AT . 5.1 050371ONS Ilk) a s- 5.4 COL1Fl4 MOMENTS 11-011 - 2 Laver o.nn ln9____(7r celtmtoaa 1 31.62 .00 .00 2 61.60 .20 .00 3 51.88 .50 .01 4 104.59 .00 .80 5 33.10 .00 .00 s 0.100 LOAD MOMENTS. 5007.55 6 510011106+5 .-• 6.1 LIVE 5.0 A D SPAN MONDATB Ik-ft1 and MM. FORCES (k) -a left.. - aid..4- aid - a a t-- right+ .--BHEAR F0PCB-•6 SPAN minminwax minleft right -15 6 1 6 9-- 1 �00 -00 X266499 .31.74 -304.93 26.12 21.66 33.10 Page 7 {arid 1.9 Level 3) ADAPT -PT v- 7.00 Aci-03 2 -304.92 26.12 102.03 -229.00 -320.00 121,15 -39-65 3 -320.09 121.15 272.75 -96.96 -461.79 -16x,03 -34-67 4 -461.15 -169.01?55.61t -93-16 .05 .01 -99.07 Note: • . Centerline momenta II .- 6,1 95010056 iki --------- 6.1 COLMAN T 00411 10-0011 a 4___ IONER COLVM _ _ �___ 07529 002.00303 JOINT max an max win a Din 1 2 3 5 6_____«____ 1 23-66 -1.01 .00 .00 2 61.43 -.54 .0/ .00 .00 .00 3 60,66 -9.51 .02 .00 .00 .00 4 75.16 31-911 .00 .00 .00 .00 5 27.22 -31.91 .00 .00 .00 .00 Note: Block 6.2 t]m71Ngh 6-3 value! amp mamleea 0E all Skipped 1o661uq clam! 36.58 36.69 11.2a 7- MOMENTS REOOCED 70 FACE-OP-SIIPPogr 7.1 221:100.r(12 01101 LOAD MOMENTS (k-511 PM.9 N 3- left• •a •- .6509 -a 0- right. -. 1 31.11 1 341,43 -309,17 2 -330-33 1 -176,34 -221,75 3 -201-25 144.61 .504.65 4 -180.17 1 366.50 13.10 • 1 Vote, • f6ee-01-2upport V mmmi 7.2 0 0 0 U C C L LTVB LOAD MOATS (k -Et) i c----- le[t• a .---- wid.p.n ----a . zi3ht• l OPAN 50931 Ain,a win win J-5 3 ! 4 5 6 7 1 -.t5 23.15 167-00 -11.74 -111.75 25.63 2 -315.15 15-56 103.00 -239.00 .204-06 117.50 '•il 3 -316.50 114.67 173.15 -96.63 -428.56 -139-33 Page 6 123.11 -165.33 155.67 .93.11 -3.01 26.70 (Orad 1.8 Level 3) ADAPT -PT V- 1.10 ACI -02 Note: • • fan -0f -support 2 - BUM OF DEAD AND LIVE 04OOMNI5 I6-51) Maxima Df des. load and live load span ...menta =ebbed for serviceability checks 1 1.0012. + 1.0012. 1 s left. .15.9 . - right. mina SPAR wax min mut min max -1 1 ] 4 5 5-----_____7-- 1 30.30 54.26 606.42 319.67 -590.42 -212.53 2 -606.69 -304.71 -14.15 -405-15 -521-75 -116.25 3 .490.75 -09.59 517.54 141.00 -1009.51 -123.42 4 .1003.31 -141.60 721,17 312.33 10.10 59.66 Note: • - feta -of -support 9 - 24LeC75m P00T-T6329IONI9n 705056 ANp TENDON 63005I1.E5 9.1 PROFILE 10702 ANO PAPASETE00 1[55263: Por span: 1 • reversed parabola 2 . simple parabola with straight portion over support 3 . harped tendon For 958111aver; 1 . simple parabola . partial parabola 3 . harped tendon 0.2 7700012 0010710.0 TYPE E1/1 1211 I3/1 A/2. ---------- 1 3 3 4 5 1 1 .100 .500 .100 .000 2 1 .100 .500 .100 .000 3 1 .100 .500 300 00 4 1 .160 .566 .105 .000 Page 9 19rld 1-0 Level II ADAPT -FT V- 1.10 ACI -02 4,3 - 051.00rED P097-T®7BI0MIAV PDR026 AND 18350001 MADE Tendon editing mode selected: FORCE sum:clIm • 89580090 VALUES .___ 10100 2,540 VALAES ___ FORCE c- DISTANCE OF CGS lips -.P/A 1163.1 01.1 SPAM (k/-) Left Center eigh(p51) 71/-) I4nL1 -I 1 1 4 5 6 7 a- 521,600 37.60 5.60 11.50 229.30 3.054 117 2 321.600 27,5n 27.50 17.50 229.30 .000 6 321-900 33-35 2.25 33.25 139.39 2.719 132 4 137.600 33,25 1.35 11.50 229.30 1.569 110 Approxl.ate weight Pf errand 1399.1 1.6 9-i 56011/12110 .07,10506 POs T- SRN 5 1 0 11 1 N 0 FORCES (kipa) ` �� - 3aM 01 STRE2s comDrr0011 -. 868E0 14102132.114102132.1P/A 0PA1 ,EFT. c06(7 9 a101Tf• LIFT a 11516+ - 3 4 5--- !]219-a 6 7--- 1 .00 240.31 75.90 155.56 175.11 115,31 2 139.73 4.42 95.32 175.51 175.31 175.31 3 19.84 204.63 209.13 175.31 175.31 115.31 4 267.74 323.24 .00 175,31 175-31 115.31 2/3 Note: • • face -0f -support 9.6 SERVICE STRESSES (pail Itenai.n shown pO9itive) L B F I• R I 0 H T• TOP BOTTOM� MI5 (3 max -T max -0 a-7 -C max -T max -C max -7 -C 1 2 3 45 6 8--------9-- 1 -305-99 15.02 -46,44 105.06 -158.21 3 165.45 -341.01 1007-95 155.49 -426.94 141.72 -951.70 3 64.87 -424.46 191.14 -246.00 311.40 -137.69 4 304.91 -164.52 1142.65 -344.97 13.95 -62.47 Note: • - fete -of -support Page l0 (Grid 1.9 Level 3) ADAPT -PT V- 7.10 ACI -02 1 1 3 59.62 -400.17 130.04 -516-03 CENTER SOP BOTTOM max -T moa -C 74-T max -C 2 3 4 -447.25 129.06 -511-63 4 -010.41 572.30 -579.34 1.7 PDST-TENS/ w71n46 BALANCED M 0 M 0 N T S, 206114 6 RCACT20Ns - S PAN M 0 M E N T s Sk-ft) --- . - SPAM 603113 (k ) - a SPAN •left• widSPAn tight• +HIT) 6210) -1 2 3 4 5 g---___ 2 51.68 -429-76 306.25 -5.26 -5.25 3 311.00 211.50 249.92 2.63 2.63 3 249.58 -377.50 648.33 -6.64 -6.64 4 141.21 -406.47 34.94 7,65 7.65 Nota: • • face -of -support 4--REACT10N5 Ik 1--a s. - COLORS NoHENTS (k-ftl -- -joint 2 lover 941,5035 -----Upper celu6ma 1 5.275 .000 660 2 -7.907 .000 .030 a 9.277 000 .000 4 -14.900 .600 .000 s 7.651 .690 .000 10 • FACTORED MOMENTS r 0912371351 Calculated a2 1 1.20D + 1.621 + 1.00 secondary moment efteet5] 10.1 PACIn020 D6030N MOMENTS (1-01) S of [• c-- - midepan ___ right. SPA16 oak mina min 604 min -1 2 3 4 5 Page 11 IOrid 0,2 Level 3) ADAPT -PT v 7.10 AOI -02 1 41.32 19.64 579.33 517.36 -525.62 -49.20 1 -561.35 -79.26 124,61 405,65 673.01 -14.61 3 -634.7) 7.14 994,41 407,09 -914.00 -456.06 4 -906.51 -493.92 1244.64 626,60 42.56 90.22 Note: • • face-of-6upp1rt 10.2 55001204611 M0965Nrs (1.61) SPAM 4-. left• - a s- midapan . right. - a 1 2 3 4 .29 162.43 279.56 2 276.75 173.50 70.69 1 10.76 269.25 467.75 5/23/2006 12439:19 PM Level 3.Cre 4 800.15 Mote: • - fate-of-eoppoft 117.17 9.65 10.3 FACTORED PSACIi@ID 1114 PAC19R69 0060745 503141511000 (1-00) 1191 1 r-- LO63.R column -- 4-- UPPER cnllemn --a JOINT Max minmax n max .1.0 -1 2 3'1. --4 6 6 1 81.31 47.17 -00 -00 ,00 .00 2 193.74 71.35 ,00 -00 .00 3 168.57 56-16 .00 -90 -00 .00 4 132.44 161.23 -00 .00 -00 .00 5 61.06 43.10 -00 .00 -00 ,00 11 -MILE 01900. SPECIFIC CRITERIA flit ONE -MAY Or REAM SYSTEM - Minimum steel 0.504A - Moment rtpArity a 060040ed (de.igo) MOme0t Support cut-off length for minimize SCeel(length/.pen) .11 Span Cut -oft length for Minimum ett01)length/epos) .33 TOR bar esteme090 beyond when regolred 22.00 1n Bottom bear exte0Slo0 b..nnd where regllinnd 12.00 in RE1B00RC91461fr bassi on NO REDISTR_'TM3*T-.7Of3 of 0.etOred 610Menta Page 11 IBr±d L,11 Level 31 P:1Southcenter Design -Build Garages'ENG\Posttens\Building B\Level 31Permit ResponselGrid L.8 ADAPT -PT V- 7.10 ACI -02 TOTAL MBION7 or: REBAR . 11151-3 1b AVERAGE . TOTAL AREA OOVN9E0 - 3030.04 ft'2 .6 pmt 11-2.1 STEEL AT 0400.309991 T O p 0011066 As 0IF18E8E930 16128 CRITERIA A. DIS 00,0117 09941( CAIT1:231A SPAN (in"2) r---VLT M3N--D+.15L-: lin-E1 .---ULT MIN--17(..25L-a 1 1 3 4 5 1 .00 1 .00 .00 .001 1.57 1 .40 2 2.06 1 .00 2-06 .001 .00 1 .00 3 1 .90 .00 .001 1.57 1 .07 4 .00 f .00 .00 .001 1.19 1 1.79 l 0 11-3.1 6 1.97 ,09 1.57 1.57 10(1. AT BMP PORT S T 0 P 403.109 11.3 DIPPEB33rr 0.1090. CRITERIA A0 DIFFERENT 0813A0 CATr4EIA - - 114-2) 0 ---ULT 33119--D+,15L-a .001 ,66) .001 ,091 JOINT 4in"21 --1 2 1 2.36 2 2.36 3 2.36 4 2.36 5 2.36 12 -13 N 6 A R 4 .00 2.36 .00 2.36 60 3,16 .75 2.36 .00 2.36 5 .09) .00) .061 .001 .00 1 .00 1 .00 1 .00 1 .00 1 .100 0 9 0 116 66,00 .00 POR BEDS ABB 011E -TAY SLAB SYMI'671S .00 -00 .00 -00 .00 ,001 -001 -091 .001 -001 LIMON Concrete 64e . 1061140. (m2505 10011 01.4r 0110.49 Cori • va1Re of [hosed is .bear equations - spacing. 00 two -legged 64 Stirrups, 10y. 60000, pail no 05100.90 ere required factored gl0Ate and Shear. lumndary moment effect. included) CASES .- Vc • 1 ACI Sheet egu.tiAOB govern 2 min permissible value of 24001'1/1 govern. 3 e.s peni.30f610 Value Of 51001'1/1 gpverd. Av . 1 n0 reinforcement required 2 min rein resent 0.guired, for beams only 1 Stirrup required by ...11ais Page 11 15014 L.11 Level 3) ADAPT -PT v- 1.10 ACI -91 NOME: for LEFT CANTILEVER Cif soy] I/L. 0.01 10 8t tip of cantilever, and x/L. 1.00 10 at first support SWAN . 1 0/L .00 .05 .10 .15 -20 25 ,30 .35 400 -50 .55 .60 .05 -l0 .15 -99 .05 ,90 95 1.00 It 2 .90 2,70 5.40 6.10 10,00 13,56 16.10 18.90 21.69 24.30 11,60 29.70 32.49 35.10 7.69 40.50 43.10 45,60 46.60 51.30 54,00 SPAN - 2 111 .05 .10 .15 .20 .25 3m ,35 .40 In 28.00 10,0. 28.00 29,00 28.00 29.00 16,00 28,00 18,88 29,72 30.00 20.72 28.60 16.00 20.00 29,00 3a.e. 26.00 28,00 28,00 29,00 r d ft in 3 3 .00 20,40 1.30 26,30 2.60 25.00 3,90 20,00 5,20 26-00 6.50 21,00 7,60 20-00 9-10 26,00 10.40 26.00 Page 14 LENTO - 54.00 ft 116.0 span fl6•m 1.00 to 53,00 ft 1 4 -111.31 - 92.30 -63.19 -54.20 -45.211 6,29 - 27.25 1.26 19,25 11.59 20.60 29.60 38,61 47.62 56.63 65,63 74,64 81.65 92.06 101.66 Mu 9ATIo Av 0 40 k -ft Vu/Phi•Vc in-2/ft in s c 7 9 .90 207-37 .61 006 24.0 0,81 .61 .06 34.0 549.14 .79 .06 24.0 683-57 .09 -06 24.0 193.65 .76 000 24,0 879-41 51 .06 24.0 940-98 .30 .00 976.01 ,19 0 990.82 .06 .o0 979.3113 ,00 943.49 .41 ,00 463.35 .60 ,06 24,0 790,3. .01 ,06 24.0 190.10 ,91 .06 24.0 556-99 .61 ,06 24,11 309-57 .63 .06 24.0 335.03 ,63 ,06 24.0 137.06 ,70 .01 24.0 16.67 ,74 .06 24.0 -115.83 CASES Vc Av 10 31534.66,80 11 --- (3 21 BEAMS ONLY 11 21 REAMS ONLY 11 21 BEAMS oNCY 11 21 614740 ONLY (2 2) BEANS ONLY 42 21 BEANS ONLY (2 11 (2 11 12 11 (2 11 (2 11 (2 2) BEAMS ONLY (0 2) SEAMS ONLY i1 21 Hews 09LY (1 31 BEAM, ONLY (1 2) BEAMS ONLY (3 2) rums ONLY 13 2) BEAMS 071LY 13 21 BEAMS ONLY L0M3131 . 29.60 ft (Net .pan from, 1.00 to 15.00 ft 1 Yu 4 -66-15 -61-81 -57-60 -53-14 -46-60 - 44.47 -44.12 -35.79 -31-46 mu RATIO Av a 40 CASES k-00 Vu/PA1•Vc in'3/ft in VC 40 ID402091 5-------6 7 9 9 l 11-- -625.81 -542.63 -465.19 -422.51 -411.42 29.92 59,41 84.10 193.19 .01 .70 .04 .61 -37 .24 .50 .26 (Grad L-0 leve/ 3) .06 .06 .06 .05 .00 .00 .00 24,9 24.0 24.0 24.0 11 3) 9(9169 ONLY (1 11 002749 ONLY 11 2) BEAMS ONLY (1 3) BEAMS ONLY (3 1) (3 11 (1 1) I3 11 ADAPT -P7 V- 7.10 ADI -01 .45 11.70 .54 13.00 .55 14.30 .40 15.60 .65 16.90 .72 10.20 ,75 19,50 ,a0 20,60 ,65 12.10 .90 11.49 .95 14.70 1.00 26,09 18,00 211.90 20.00 10.00 20.00 16.00 24.00 16.00 29.00 28.00 28.04 26.00 -21.12 34.74 29.00 33.42 37.75 42.09 46.43 50.76 35,10 59.44 63.77 66.11 116.77 124.11 126-02 123.37 114.31 99,59 70-24 62-26 21,64 6.78 -653.72 -739,43 .23 .00 .11 .00 .24 .00 .20 .00 ,32 .00 .35 .00 .39 ,09 .43 .00 .46 ,09 ,50 46 96 -94 (3 (3 (3 13 11 1) 1) 1) 13 11 13 1) 13 11 13 11 13 1) 24.0 13 1) BEAMS ONLY 24.0 11 1i BEAM ONLY SPAN - 3 61,00 ft INet span from 1.10 00 61.00 ft 1 I d VM Mu RATIO Av 4 4e CASES 2/L ftin k k -ft Vu/Ph1.ve Sa'1/ft in Vc Av R81416117.5S -1 2 1 4 5 6 l 9 3-10 11---- .00 -106.32 -739.45 .06 3.10 26.00 -96.05 07017 .01 .06 24,0 3 21 BEANO ONLY .10 6,29 28.00 -05.71 191.13 ,12 .06 24,0 3 21 BEANS ONLY .15 9.30 26.00 -75,37 278066 -63 .04 24.0 3 21 903)49 ONLY 20 12.40 20.00 -55,03 450.16 ,10 24.0 1 2) 503745 ONLY .75 15.90 20.04 -54,02 596.42 .25 01.6 24.0 1 21 4209044 ONLY .30 10.60 26.00 -44.34 733.06 -93 24.0 2 2) 513.4. ONLY 11.79 29.26 -34,00 040.12 .60 . 24-9 2 2) BEAMONLY .40 14.80 31.20 - 930.20 ,45 2 1) .45 27.90 32.36 -13.32 960.41 .24 .90 2 1) .50 31.00 32.75 11.32 990.47 .20 ,00 2 1) .55 34.10 32.46 19,40 944.41 -15 .09 2 1) .60 37.10 01.20 29.14 930.41 .56 .06 24.0 2 2) BEAMS ONLY .95 4010 29,36 60,06 060.26 ,al .00 24.0 2 2) BEAMS ONLY .17 63.00 30.00 .10.122 750.11 .06 21-0 1 1) OEAM2 ONLY .75 46,50 26.94 50.16 661.07 -86 .06 24.0 1 2) 9E0145 ONLY .99 49.60 20010 71.11 -70.76 An ,06 34,6 3 2) SEAMS ONLY .05 52.70 16,06 91.45 -211.25 .69 .05 26,0 a 2) 9EAlms ONLY .90 55.00 20.00 91.19 3.69 .77 .06 24.0 3 21 6E2149 0111.7 .95 50.90 31.70 102.13 -692.25 .05 ,06 24.0 1 21 606149 ONLY 1.00 62.00 33.25 112,47 -1024.09 3/3 SPAN . 4 LENGTH - 62.00 ft Met span from 1.00 to 11.00 ft 1 x d Vu Mu RATIO 4 40 CASES 0/1 ft in k k -ft Vu/p111.0, 101"2/66 in Vc Av REMARK& 1 2 3 4 5 6 7 B 9-10 11-- .00 .00 33.25 -119.95 -1024.69 Pege 15 (Grid L_8 Level 3) ABAFT -pr V- 1.10 ACI -03 _05 .10 ,15 .20 .25 .30 .35 .40 .45 .50 .60 .65 .70 ,75 .05 -90 -95 1.00 3.19 6.20 9.30 12 ma 10.50 16.60 21.10 24.00 27,00 11.00 34.10 37-20 40.30 3-40 46-50 49.60 53.70 55.60 5.,90 62.00 31.70 -100.61 20.00 -90.25 26,.p -38,42 20.08 -78.58 20.05 -61.24 20,09 57 90 57 56 20.36 31.20 -17.21 32.36 -26,57 32.75 -16-53 33.43 -6.19 31.45 9.13 29,91 19.17 21.00 10-31 18,88 40-15 30,00 50,50 28,00 60.54 29.00 71.16 20.00 81.52 18.00 91.86 -569.06 -345.33 -71.99 451-06 666 Oa 545.96 993-11 1109.07 1192.97 1244.82 1264,61 1252.32 1201,00 1131.61 1023.15 962.65 710,09 505.46 366,77 .03 .93 .64 .75 .72 ,9l 1.12 .06 0 .49 ,36 11 .37 .30 63 -85 1.06 -99 .78 .69 Page 16 (001d L,1 Level 3) .06 ,26 .04 .04 .19 .05 06 -00 _00 .00 -00 .00 .05 .06 .17 .06 .06 .06 24.0 24,0 24.0 24,0 24,0 24.0 24.0 24.0 24,0 24.0 24.0 26.0 74.0 24.0 1 21 BEAMS ONLY 3 2) BEAMS ONLY 2) BEAMS ONLY 1 3) BEAMS ONLY i 2) BEAms ONLY 1 l3) 3 ) BEAMS ONLY 21 BEAMS ONLY 2 1) 11 2 1) 11 2 11 1 1) BEAMS ONLY 2 2) BEAMS ONLY 2 3) 21 BEAMS ONLY 1 21 BEAMS ONLY 1 2) ABMs ONLY A0A01-Y7 V- 7.10 ACI -02 13-042015,0044060 160109119595 Concrete -5 modulus of elasticity EC . 4030.50 k51 creep tactor R Ieffeclive/Igrnas.. . Idue t0 tracking! X - ..1 ohmic 01ree0es exceed 6.0)0r-1'1/2 cracking of a 0tlon 1s all0.•ed for. value. in parentheses are (.pan/max deflection) ra.lne 0 LEFL1.0Ir r1ON ARE ALL IN 150599. 0064NMA96 Ms1T1VE 01 00pL 0 .P7EE .CAP LL 0L.P70-LL4c5EEP -1AN 2--------3 4 5 4 1 43 -.01 11) 39361 .31( 70147 10) 65411 2 .09 201 11051 -.031 5 49) ,22) 140.1 3 30 -.14 43) 17131 .121 14391 -.221 34551 4 ,50 .03 .691 54851 .41( 11991 .501 14041 5/23/2006 12;39:25 PM P:\Southcenter Design -Build Garages\ENG\Posttens\Building B\Level 31Permit Response\Grid M Level 3.Cre AOAFT CORPORATION 4TRULZusaL 000CRP01 s06(1FARE SYSTEM 1131 Mondei40 Rgia. Suite 220! Redwood city. C61Lfornia 94061 ADAPT -FT FOR POST -TENSIONED 86011/SL48 DESIGN Version! 7.10 A11611.ICAN (ACI 31e-02/11SC-031 ADAPT CORPORATION - Structural COOCYete Software Syntex 1733 Woodside Rued. Suite 222, Redwood City. 11.112 0±2 64061 12003e:1 (6501306-2400, 620: (6591364-4616 0..11! SupporteAdept3oft.ma, Nab Bite: http://www.AdaptSoft.em DATE ABU TIES or PROORA1!E1as14TIen: May 23,1006 At Time: 10:14 0043007 FILE: Grid M Level 3 PROJECT T I T L 6: BOethCe0ter Garage Bldg S Grid M Level 3 1-02002002236206• 011(006440: DESIGN PARAMETERS cpMCRETE: STEE=RS at 13 days, far far SEARS/SLABS 5900.00 p01 COLUMNS 5000.00 psi MODULO!) OF ELASTICITY for REAMS/SLABS 4011.00 ksi for COLDWIN 4631.00 ksi CREEP factor for deflectior6 far 66004E/81118,5 2.00 C31*00TE WEIGHT 1 NORMA. TENSION STRESS limit, (mul1tlple 0f Well/21 At Top 8.090 AC gotten 4.000 COMPRESSION MESS limits (multiple of 201 c(2 At 611 10Catiauv .450 REINFORCEMENT: YIELD Strength _ 60.00 kei 011111430 Lover at TOP 6.50 i Micim Coverer NO17914 1.50 in POST-TENSION1110: 1 6YSTHV UNBOWED URt11P•te BCre0gih of strand 270,00 kei Average effective stress lin strand 1finel! 175.00 ksi Strand area .153 i.'2 Min COS of tendon from TOP 1.75 in Page 2 (Grid N level Il ADAPT -PT V- 7.10 ACI -02 Min LOS of tendon from BOTTOM for I817ance spans.. 1.75 In Min rob of tendon from 3077004 for EXTERIOR Opens.. 2,25 in Map average precdmpreasion 115.00 psi Nes .pacing between strands !factor 0! slab depth) TBOdOn prnflle type and support width. (See •notion 41 ANALYSIS OPTI00® USED: 010oCt rll system SEAM Nugent of Inertly over 2u13130rt is INCREASE] Momenta REDUCED Co (dee 01.support 720 United plastilfdation 1i10.ed(mnmente redistributed) No Effective [lenge width oonelderation YES E ffective flange width LepleeantltiOO Ne[had ACI -316 2.01000?36056011? 2.1.1 PRINCIPAL spas PAT* OF UNIFORM 10AN3 N . Nonuniform section 4 - extended T or L section 7 - Toiet 9 . Waffle 11 - T0p lurfece to reference line 2.1.2 DETAILED DATA FOR NONUNIFORM SPANS The following are geometry of vonuciform spans and/.r cantilevers. Left distance 1s from left euppur1 centerline to start of a swan segment. Page 3 )Grid M Level 3) AOAFT-Pr v- 2.10 ACI.43 F I 1 1 TOP !BOTTOM/3000LE! 1 ▪ LSF! I 1 FLAME 1 11.202! 1 REF 19113LT1PLIER R IDISTANCEI 111170 GEPTEI width thick.[ width thiek.IREIO(71 left right M I ft 1 in 1 in n I in in 1 I to1In 2------4 5 6 7 0 0 10----11 12----1]- PAN: 1 4 .00 16.00 35.69 162.0. 5.66 17.50 20.00 35.00 .50 50 4 1.00 16.00 35.00 156.00 5.66 17.50 20.00 35.00 .50 .30 4 40.00 16.00 35.00 165.00 5.44 17,50 20.00 35.00 .50 .50 PAN. 3 4 .00 16.00 35.00 132-00 6,06 17.50 20.00 35.1. .50 .50 4 1.20 16.00 35.00 132.00 5,66 11.50 20.00 35.00 50 .50 4 10.00 16.00 35.00 160.00 5.66 11.50 20.90 35.00 .50 .50 4 30.00 14.00 15,00 96.00 5.66 17.56 20,00 25.00 ,50 .50 4 49,00 16.00 25.20 190,00 5.66 11 50 20.00 35.00 .50 .50 4 41,00 10-20 30,00 180.00 5,00 17.50 20,00 35.00 .50 .50 2.1.3 errscr100 MI01O DATA OF 000IFOBM SPANS SPAN ] EFFECTIVE MOT0 in 2 72.00 106.66 2.1.4 EFFECTIVE 31010 DATA FOR NONRIF0031 SPANS SEGMENT SPAN: 1 SPAN. 3 Page 4 EFFECTIVE M1070 in 1 2 104.56 105.56 104,56 106.56 105.56 105.56 65.00 105,56 (Grid M Level 3) ADAPT -PT V- 7.10 001-02 106.56 6 1 FI 1 I sop I607TUV14I➢DGt1 1 O Y 6I 1 I FLANGE I FLAMBE I Ser I NOLTIPLIER 2.2-S(,0387 WIDTH ANP COLUEN DATA A P RI LEO TII MIDGE 000750r` width thLCk.1 width chick. IREImNTI left right M £ MI ft I 1D in I in in I L0 in 1 in I 80660.67 MEER 7010152 . . 00100 COLUMN . .�r.6(0101 D cmc• 1.®20]0 0(0021 c CRC* -1--0 4---11 5 5 7 e 5 l00--351 .00--• .00 J0INT Miall Lamm. in in ft in in 1 N 4 41-00 16-00 168-00 5,66 17,50 20,00 35.00 ,5D i 2 D 4 26.00 16,00 35-00 120.00 5,44 17,50 20,00 35,00 .50 ,50 -- 1 3 4 6-- -6 l 1 9----10-- 3 N 4 42.20 16.60 35.00 02.60 5.66 77,54 20.09 35.00 .50 .50 11 24.00 12.00 04.00 24.00 11) .00 .00 ,06 (11 4 O 4 62.00 16.60 35.00 130,00 5.04 17.60 20.09 35.00 .50 .50 2 24.00 12.00 24.00 24.00 (1) .00 .00 11) /- 3 24.00 20.00 24.00 14.00 (1) .00 .00 .00 (1) '`J1V'` =END: • 24.00 20.00 24.00 22.00 (1) .00 .00 .00 11) 1 -SPAR 3 - Rota5 34.00 30.00 24.00 24.00 (1) .0m .02 .00 (1) Le C - Cantilever 1 Rectangular se ntinn 2 - 7100 2 . I or inverted L section 4T3;E,COLgBL SOONMIFY 110217I=N COpE, (120) O - 7E31foYM1 pYL�it ie ] 1 eeC[im Fixed et both ends ...)3TAILA20) . 1 1/4 Hinged at near end. fixed et far end - Fixed it neer end. hinged At far end Pixel et near e5d, roller with rotational fixity 60 far 0114 - 4 3 -0E007 A P F L I E O 2.04401(1 n . DEAD wan L - LIVE LOAD 0 TYPE U . 1.61000011 P - PARTIAL UNIFORM C . CONCENTRATE= M = APP1IED PENENr Li. LINE LOAD Intensity I From ... To Y ( M or C ,Atl Total on Trib SPAN cl-33s TYPE k/ft'2 1 ft ft ) (k -ft or k x,,111 k/ft 1 2 3 4 5 5 7------•9 9 1 Li .00 41.90 1.110 1 Li .00 41.00 2.010 • Li 26,10 1.100 2 Li 16.00 ,2111 2 Li 16.00 16.00 2,750 Page 5 [Grid M Level 01 ADAPT -PT v- 0.10 ACI -02 3 L c .63 10.00 L C 15.00 30-00 L C 12.00 49.00 3 L Li .00 10.00 .630 3 L Li 10.00 20,00 1.190 2 L 0.2 30.00 49.00 .630 3 L Li 49-00 62.00 1.100 3 D c 2,03 12.00 3 ➢ C 0.50 30.00 1 D C 9.80 49.00 3 p Lf 10-00 1.000 3 A Li 10,110 20,00 2.790 3 D r4 o oo 49.00 1.220 3 D Li 44.00 02.00 2.790 L Li .00 52.00 1.100 O Li .00 62.00 2.220 STONE: LIVE LOADING 05 SKIPPED with a skip factor of 1.00 3.1 - 10001500 AS AFFEAR3 IN 0518-1 INPT2 SCREED PRIOR TO PROCESSING UNIFORM 1k/ft-21. 1 CON. or PART, I 2 50 0014 0 0 21 1 SPAN CLA-ES TYPE LINE(k/ftl I kaf0 01 ft -ft I 2 It -ft N 12 I -0 2 a 4 5 6 1 R 1 L L 1.130 .00 41.00 1 3 L 2.010 .00 41,00 2 L L 1.100 2 0 L 2.0100 2 O L 2.790 10.00 24.00 1A -C6 26-00 3 1. C .63 10,00 3 L C 16.00 30.00 3 L C 12.00 49.02 3 1. L .630 .00 10.20 3 L L 1.120 10.00 30.02 2 1 L .630 30.00 49,00 3 L L 1.100 49.0a 62,00 3 0 c 5.03 10.00 2 D C 0.50 20.00 Page 4 [Grid M Level 0) ADAPT - PT v- 1.10 ACI -02 l D c 9.20 49.00 p L 1.200 .00 12.00 D L 19.22 30.00 3 D L 1.100 30.00 49.00 l D 01. 2.790 49.00 13,00 5/23/2006 121'139:25 PM 3.Cre D 1Lt0o 2}010 .0C 62.13 .00 62-00 NOTE: LIVE (0.62196 in/31/179105 with a skip f1Ctor of 1.00 4- C A L C O L A T E D I 6 0 6 X 0 0+ 0104607304 • 4.1 Par VW -afar. 602840 end Cmntilever9 only Tributary Nidth a4 Effective Width a SPAM [ MUMMUMYb 1 Yt b elf I Ifb lb 10'/ in ! in Sn 10'4 in in -_1 2 3' 4 5 ___- --___ 6 2 1509.76 26,59 0.41 76.00 ,1049E+06 23.13 11.61 4 1909.75 26.59 0.41 106.56 '11666.66 24.46 10.54 41010= - 9pan1CaOt11ever 16 Nonuniform: See block 11.2 4.2 - Computed 9eCtibn Propertie. for eegnents of Nanprimm.tie Spans seetiom properties are lie6ed for all ve3menr. of each Span A. c7ne8-eecti0 01 ge0 +E1y Eta ce00034±4 l distance to Cup fiber I. 9x0.9 ...lent of inertia Yb. Centr+ldal dim -Lance to bottom liber < Tributary Width c Effective Width SPAN Ak1Na Ye 'Ft I Yb Yt 1064442 In -2 1n in in it SPAM 1 1 1441.83 24.32 6-40 106.56 .1943E+06 24.46 10.64 2 1441.03 26,32 6.70 106.54 .11668.06 34.46 10.54 1441,23 26.32 ..96 106,56 _194011.04 24-46 10.54 SPAN 3 1 3230..07 16-36 9.64 106.56 .19436006 34.46 10.54 P:1Southcenter Design -Build Garages\ENG\Posttens\Building B\Level 31Permit ResponselGrid M Level Page 7 1 !Grid W Level 31 ADAPT -PT V- 7.10 ACI -02 2 1339.67 25.34 5.64 306.56 .11660006 14.46 10.94 3 1509,75 26.69 6.41 106.56 .1166E+06 24.44 10.54 • 4.31 14.01 10.94 96.00 .1I27E406 24.02 10.90 5 5.9.15 3..49 0.41 100.56 .11660+06 24.40 14.54 6 1509.75 24.59 8.41 106.54 .1943E+06 24-46 13.54 5- DEAD LOAD IM014E14140. SMEARS a 66A0r900(6 . 5,1 SEAV M 0 M 0 0 7 4 !k -[t) a . 5-2 6060 AAEAMS [k1 a SPAN M(1)` 431dspen AM. 00111 E1-110 1 2 3 4 5 6 1 -160.39 1224.12 -234.60 -35.39 43.02 3 -113,17 1115.35 -473,16 -11.22 45,30 617.94 1431.91 -0.5-07 .60.09 03.11 4 ' -560.16 X1631.16 *110.51 -13.15 51.41 One: • . Centerline moments aP3T436 4 5.1 560CII0664 063 > c- 5.4 COLUMN MOMENTS 1k -ft) -- --1 3 Lps.r 00113131 ----Upper 8011.111111 1 9.29 -160-39 2 54.22 132,51 .19 -144,15 4 154.26 . 4.29 s 51.47 106,50 , -EC 6- LIVE LOAD 14 WETS. s N E A k A R E A 0 T 3 o u .,4.-- 6.1 L I 9 E L.0 A D SPAN 1101433M (k -ft/ 062 SWIM FORCES 31) -. left•a > c_-- midges.. -- 4---- right. c --SHEAR FORC6--a WEAN minmina minleft right -♦ -1 2 3 4 6 9691 (N31 -94.48 8.00 1136,61 -12,44 -116.13 25.91 -22,69 25.01 2 -153.35 49,46 , 69.51 -136.60 -349,93 46,44 -21,72 29.12 • 2 -434.11 65.12 1259.04 -60.86 -535.40 -171.46 -39.29 41,69 4 -549,4. -104,03 /291,46 -16.46 141.10 17.90 -40,55 31.40 Note: Page lurid N Level 3) 60+07-1? V- 1.1. AC1-02 A . Cedt.61ine Wament0 c- 6.2 REACTIONS (1!6.3 0OLI7N MOMENTS (4-11) a .--- [OWER C0L3MN ---a c--- UPPER COLUMN ---a 201(1' max min mar min mar min 2 A 4 5 6 1--- 1 22.69 -1,.4 0-69 -91.41 .00 2 44.73 -1.51 100,40 -90,61 .01 3 64.60 1.91 35,01 -119,19 .00 -00 4 65.35 40.43 164.92 -142,12 ,00 .00 31.40 -3.69 147.36 -31.96 ,CO .00 Note: Bleck 6.1 through 6.7 value. are maxima of all skipped 1.00190 eases 7- MOMENTS REDUCED TO PACE-OP-6Ues0R7 0E614 1.1 REDUCED DEAD LOAD 04GE1[TS (0-001 <- lefts _a .- midlpen -a 4- right. -a 2 } 1 '122.00 234,03 -192,67 3 -100.00 -110,33 -420.25 -549.03 431,92 -0 0. 33 4 -600,61 401, IT -159,03 901e: • - face -of -support 7,3 REDUDED LIVE LOAD MOMENTS I14,-111 <----- left. > <____ midSpan __-_a c right• ____-a SPAN MAX min max min max min 2 3 4 5 6 7 1 -15,33 7.64 136.50 -12.44 -151.67 25.13 2 -131,I7 40,20 69,52 -136,54 -312.17 46.17 3 -335.33 61.41 359,09 -60,06 -467.35 -169,00 4 -459.42 -161.35 251.56 -16,46 .116.50 34,29 Note: • . fare-cf-support Page 9 (Orad M Level 31 ADAPT -PI V- 1,10 ACT -02 6 - SUM OF DEAD AND LIVE Mq@75 (1-110 Maxims Of dead 1062 and live load span 190ments combined for Serviceability check. 1 1,0001 + 1.990.3. 1 < Left. >c --- midmpan ---0. 4 right+ a SPAN m112 928min 1 2 3 4 9 6 7 1 -197,33 -114,16 361.42 212,39 -144,4 -161.53 2 -231.37 -51.00 -40.92 -246.92 -741.42 -302.40 3 -945.12 -400.42 791.00 371,06 -1290.59 -972.33 4 -1210..6 -909.92 712.67 344,71 -214.30 -123.79 Note: • - face-of-euppprt 9 - SELECTED POST-TENsinST193 FO61E_9 AND 7639149 05OPILes 9,1 PROFILE TYPES AND PARAMETERS LEGEND: Fuc Span 1 - r6ver0ed parabola 2 - Simple parabola with Straight portion over .uppOrr 3 a 444206 1.60043 Fdr Cantilevar: 2/4 1 - simple parabola 3 . par61.1 parabola + - harped tendon 9.3 TENDON PROF/LE TYPE 131(1, A1fL 1.3(0. A/0. 2 3 1 5 1 1 .100 .500 .100 .000 2 1 .100 .603 100 006 3 1 .100 .500 .100 .000 4 1 .100 .500 .100 .000 9,3 - SELECTED POST-TENSI011I343 FORCE5 AND TEN0(ON DRAPE E.g. 10 (Grid M Level 3) ADAPT -PT V- 7.10 Arx-02 Tender] editing mode vele01ed: Poem/ SEL007ION c .ELECTED VALUES a <--- CALCULATED VALVES - 0. c ' FORCE - DISTANCE OF COS 1101 - P/A Wbal 06.1 SPAN (k/-1 Left Center Right1pef1 (k/-) 160(0 3 3 4- 5 6 1 6-- 1 375,230 27.50 14.00 27,50 200.23 2.009 163 2 115,230 14.6+ 21.50 11.53 249,51 .600 l 375.200 27.50 2.25 33.15 362,76 1,030 75 4 375,200 34,25 2.25 21,50 249,51 1.639 91 Approximatt weight of •trend 1513.1 LE 9,5 REQUIRED MINIMUM 0041' 7 E N s IDN 2 N D FORCES (kips) .- 05533 06 STEE60 204601IMM -> 4- 0A5ED ON MINIMUM P/A - a SPAN LEFT. CENTER RIORT• LEFT CENTER RIGE7 1 3 3 1 .00 147.56 .00 190.23 150.23 160.23 100.46 150,13 166.13 166,73 3 • 241,61 464.42 336.0o 196,13 166.73 106.13 4 311,65 341.15 .00 180.13 166,13 190,7. NOte: - Face-of-vuppart 9.6 00(684000 01603613 (psi) (tendon alnwn pn.itive) L E P T 4 40007. TPP OoTTDM1 TDP 321105 max -7 ax -C max -7 mix -C mer -T max -C max -7 1-C m m 1 2 3 4 5 6 7________0________9__ 1 -314.19 -344.33 275,44 -059.33 2 -162.61 -555,41 410,21 17.01 1640.95 3 331.02 -165,13 1713,21 409,41 1913.54 4 417,11 1755,60 -321,93 -441.70 NOte: . face -of -support Pigs 11 C E NTE R TOP O0Frwl Nit -C Aad -T mad -C !Grid M level 3) ADA07-PI 9- 7.10 ACI -02 1 3 3 1 -387.21 34,65 -340,62 310.12 6,17-519_um -911,22 245.64 -216.19 4 -545.66 441.57 -499.32 9.1 0.37-'19<10I131004 6 5 3.4 370 6 4+ 6 0 51 6 0 7 5. +HEARS 6 REACTION. .-- S PAN MOMENTS 1k -ft) --a c-- SPAN SHEA.. It ) --. SPAN left• eld4pan right. 00111 5H(r! _1 2 _______3 4 5 6 1 163,92 -244.33 101.50 2 62.20 131,00 217,30 -6,24 0,94 3 361,15 -310,06 629.37+ 2.13 -2.13 5/23/2006 12:39:25 PM 3 _Cre 4 663.54 14.4.50 191.01 4"19 4.70 Mate: • face-O0-euppp01 e--ee147;IOfg9 (k 1--a 2 -joint 1 ,453 2 5,969 3 -4,118 4 6.910 5 9,793 0010,91 MOMANT4 (k -ft) -- 14Mer column. Dpper. Oolu®s 131.667 .000 -132.917 .060 106.667 .060 16.911 .000 -397,750 .000 to -FACTORED MOMENTS 5 400,027 0 N 0 Ca1cul4ted se { 1.200 t 1.601 ♦ 2.00 seCOndary •IOment dffe0[al 10.1 9ACP0R= DESIGN MOMENTS (k -Et) e 14004 • s --- aidupan -} c might• sPAN mea Pin minMax wina 1 2 3 4 5 6 7 1 -134.05 -1.76 629.34 390.14 -124.01 -41,10 2 -296.29 -5.11 87.15 -212.53 -131.23 -256,93 3 -994.00 -263,21 1464.28 764.32 -1317.11 -806,57 4 -1261.00 -400.32 2297.66 699.39 -203.52 37.75 Page 12 P:1Southcenter Design -Build GarageslENG\Posttens\Building B\Level 31Permit ResponselGrid M Level Inrid M Level 3) ADAPT -0T V- 1.10 40I-02 Note, • . lace -of -support 1o,7. 60.30403RICY RBCS `(Y-St1 SPAM e-- Left. - t- midsp16 -a s a right. -- -1 2 3 4 1 172.04 I 140.92 149.63 1 33.5E i 170.43 162.33 3 396.33 1 362.00 425.63 4 460.06 I 316,21 172.51 Mete: + - faoe-6f-SOoport 10.3 FM-'7bM® aRAc12aN9 10.4 !ACTORS. 4OQ.13I436v8gN19 ([-f ti Ik) I c-- LOWER 0810a0n --a r-- UPPER column - TOM gin she Minmiff -1 2 3 ' 4 .5 1 04.02 40,06 -46.62 -216.43 .00 .00 2 146.92 16.13 194.84 -24,4} .00 .00 3 241.72 036.12 -10.31 251.40 .00 ,00 4 323.44 245.33 305.94 -115.26 .00 A. 5 116.60 60-65 318.11 21.00 .00 .00 11 -M/LP STEEL 8444CI0IC 1671EOIA 00r ONE( -MAY or 804614 SYSTEM - Minimum steel 0-004)4. - Mama. capacity a factored (design) rent 9upp0rt cut -Off length for .160264.3.1.101 1angth/ip.n1 ... .17 1p812 cut-off length for ,.lain:, sfee1l1ength/spam) ,-, .41 Top bar extension b8)ln4 where requited 12.00 i6 Botta. par eite5alp15 beynnd 40.05 O.(O1.t0 22,60 in 85I111.A.EME42 haeed ou 14 R50I4TBIBOTION of 24010004 604ent2 11.1 TOTAL 021800 OP ER - 2081.3 lb 415E8200 . .6 pat TOTAL 44E4 2055030 . 2651020 ft'0 Page 13 (Brad M 7.6001 3) ADAPT -PT V- 7.10 ACI -02 11,2.1 STEEL AT 7416-504)9 0 0 0 0 0 T Y 0 M AS DIFFERENT Ra6AM 06ITE911 AB 0180000622 MERAR CRITERIA SPAN (10'2) s ---.LT 14I6--114.,25L-a 1151'24 •---1317 MIN.. Do,251-a -----"6 6 1 a 9--- .00 ( 400 .00) 1.62 ( .00 1,62 .00) 2 1,20 ( 1.31 .004 .49 ( .00 A. ...) 3 .00 1 .00 ,00) 1,10 1 1.70 1.62 001 4 A. 1 000 -00 .004 1.62 1 "16 1-42 .001 11.3.1 STEEL AT 45000010 T 0 P 0002001 As 01F0EAEAT RENO 06IT0674. Al DIFFERENT SEEM 10116RTA JOINT 110'11 s" --ULT ..... MIN- -D4,151-r 11n-11 .-ULT MIN--...25L-o --1------] 3 4 5--- 6 7 8 9--- 1 2,15 1 .00 2.75 .00) .00 ( .00 00) 2 3,15 1 .00. 2,75 ,001 .00 1 .00 ,00 .001 2.16 ( 2,00 2.75 .001 -00 ( .00 .00 ,001 4 1.1, ( 3.37 2.15 404 ( .00 .00 .00) 5 3.45 1 .00 2,74 .004 .06 1 .00 -00 .001 13 - S H E A R DESIGN FOR BEAMS AND 0404.0040 SLAB SYSTEMS LEGEND 20nurete . NORMAL weight (tu11 0Reir 61i016d 009) d Value 0i d 45ed in Shear eg0at1On. 146 speci6g1 of two -legged 14 etlrrupa. (fy- 06206, psil nail. no stirrups are required 46010red momenta 9304 aheate (secondary mame6t effects included/ C4606 ._ Vo - 1 ACI shear equations govern 2 sin permissible value of 210.4'1/2 governs 3 ees pelmiasi111e value Of 64fo1-1/1 governs Av - 1 no reinforcement required min reinforcement required, for 8004644 Only 1 stirrup required 429 6611y111e Noce: for LEFT CANTILEVER 117 any/ Y/L- 0-00 1s 140 tip 02 cantilever, and A/L- 1,00 11 at first 610056rt 0444 14 Inrid M Level 14 A0APT-PI v 1,10 Ae1-02 1068 . 1 LBI49I0 • 41.00 ft (Net .pan fro. 1,00 CO 40.00 ft ) A d Vu M0 RATIO Av ! 46 CASES 0/L f0 in k Is -ft v0/Ph18Vr in-2/fr in Vr Av 0,1}(1655 '-12 4 5 6 7 9 9-10 11---- .00 on 22.60 -216,96 .05 2,05 20,90 -75,46 42,14 .64 .07 24.0 (3 2 BEAMS O1LY .10 4.10 20,00 -66,53 121.99 .56 .07 24.0 (3 2 65314 ONLY ,15 6.15 26.80 -56.49 231.12 ,46 .00 (3 1 .20 8.30 24,00 -40,12 333,40 .52 .07 34.0 (1 2 BEAMS ®U,Y .25 10.25 24004 -41,27 425,44 .61 .07 24,0 11 2 3E2465 ONLY .30 12,30 21,00 .02,72 561,26 .65 .07 24.0 11 2 REAMS ONLY .35 14.35 24,00 -14,17 559.60 .51 14.0 12 2 856149 °ELY .40 16.40 21,00 -15.61 500.37 .33 .04 12 1 ,45 10.45 26.00 -1,06 623.52 .15 ,00 12 1 ,50 20.50 26.00 5,66 629-34 .12 .00 12 1 .55 21.55 30,00 14,21 617,51 .30 06 12 1 050 04.60 29,06 21,16 566.14 -46 .00 42 1 .65 26.65 35,00 31,32 541,26 .65 .07 24.0 {2 2 SEAMS OILY .70 22,70 24000 39,17 414.84 .66 007 24.0 (1 2 SEAMS ONLY .15 35,04 2s.o. 45,42 334,69 .59 .07 24.0 (1 2 REAMS ONLY .00 32.10 20.00 56.97 295,40 .46 .00 71 1 .05 34,05 26,00 65.53 116.39 .55 13 2 504105 ONLY ..90 36,90 26.00 74.06 94,39 .52 .07 24.0 13 2 REAMS ONLY .95 36,95 21,00 02,63 7,33 .70 .07 24.0 13 2 6E69407007.Y 1,00 41,00 21.00 11,14 -413,17 SPAN . 2 0894178 • 26-00 ft Islet span from 1,00 to 25.00 ft 1 5d Vu Nu RATIO Av 1 4. CA4Ns 5/L ft 10 k k -1c Vu/Phl•Vc in'2/tt 1n V. Av 60440004 -1 2 3 4 0 6 l 0 9-ln 11-- 05. .00 26,06 -56,63 -351.04 .05 1.36 26,00 -51,41 -190.46 ,01 .00 (1 1) .10 2.60 16,90 -45,94 12.21 .30 .00 (3 1) .15 3.411 201.00- 21,11 .34 020 13 11 .20 5.20 22.00 -35.14 24.36 .30 A. 13 1) .25 1.13 26,00 -29,71 26.40 .30 .00 13 11 .30 7,60 24,00 -24.29 52.53 .20 .00 (3 11 3/4 .35 9.10 20,00 -16,86 72.01 .16 .00 (3 1) .40 10,40 26-00 21,45 04.14 .19 .00 13 1) .55 11,71 221,0. 21.61 89.23 .23 .0o 13 11 13.00 24,00 33,19 27-25 28 .04 (3 11 .55 14,30 28,10 36,72 76,23 .33 .00 (1 1) 0 15-20 24,00 44,14 62.35 37 .00 (3 3) .65 16,90 20.00 49,57 39.03 .41 000 (3 11 Page 15 [arid M Level 3) ADAPT -PT V- 7.10 Ac1-02 .70 16,20 '20,00 55-16 4,45 .46 .00 13 1) .75 19.50 20,00 61-82 -471,21 .72 .07 14,0 11 2) BEAMS ONLY .80 20,40 26.00 61,46 -511,61 .61 .01 14.. (1 24 BEAM5 ONLY .45 22.10 22,00 75.19 -597.52 .90 .01 24.0 11 2} SEAMS ONLY .90 23,40 20.00 81,74 -493.96 1.04 .17 24.0 11 3) .95 24 10 21.00 60,34 804.54 1,10 .17 24-0 Il 3} 0,00 26,00 20.00 95.02 -913.71 SPAN - 3 LENOTM • 62000 ft (Net span from 1,00 to 61.00 ft 1 A mv 907!1 A 2 4451 05.215 0/1. ft in k k -it Vu/Ph1•Vt in'2/ft in VC Av REMARKS --1 2 3 4 5 -6 v 8-----9-10------11---- .00 ,00 20,00 -146,70 -1139.41 .05 3.10 25.00 -139,11 .695.48 1.17 .19 24.0 (3 3) .10 1,20 21.00 -111.52 113.21 1.11 .17 14,0 13 3) .15 9.30 22.60 -123-43 119.13 1.05 .17 24.0 13 3) .20 12,40 28.00 -101.71 537,64 .66 .07 24-0 11 21 BEAMS ONLY .25 15,50 22,00 -64.66 004,70 1.10 ,17 24.0 11 3) .30 16-40 25.00 -10.04 1011,61 1,36 .19 24,0 (1 0) .35 21,70 29,41 -54,21 1210,69 1.07 .I1 24.0 12 34 .40 24,60 31.49 -34.31 1366.57 .72 .05 24.0 12 21 BEAMS ONLY .45 27.90 32.43 -22,54 1447.54 .41 .00 (2 1) .50 31,00 02.75 14..0 1494.61 .06 24,0 (2 2) BEAMS ONLY .55 34,10 32,36 41.67 1357.64 .76 .06 24.0 12 21 REAMS ONLY 37,20 3I,20 49.26 1125,69 .93 .06 24.0 12 2) SEAMS ONLY 40,35 29,26 55.15 1092,59 0.14 .17 24,0 12 3) 43.49 26.00 64,44 924-16 1.13 .17 24-0 (1 31 46,60 26.00 72.03 731.90 1"06 .17 24.0 (1 3) .60 49,60 22,00 112.17 503.50 .94 .07 24.0 13 24 EE0244 00147.T .45 52.70 22,00 120,00 194.94 1.06 .11 24,0 13 1) .90 55,60 29,00 143.44 -500,15 1.21 .24 20,1 13 3) 55,06 71.70 159.61 -571.30 1-21 .23 20.5 it 3) 1.00 62.00 33.25 175.41 -1490,74 SPAN . 4 L81.CT8 - 41.00 ft (Met Span from 1,00 t0 61,00 ft 1 I d Vu Mu RATI0 Av 8 40 CASES 2/1, ft 1n k k -Er Vu/phi4V1 In 2/ft it Vc Av 16490102 -1 21 4 6 7 0 9-10 11-- .00 .00 33,15 -141.19 .05 3,10 31,70 .134.96 .l0 5,10 28,00 -122.03 ,15 9,30 2.11 06 -2.09.09 .20 2.40 0,00 196.16 .25 15.50 26,00 -03.23 -1!07..6 -969,54 1.14 .12 24,9 01 2) -570,31 1,03 .17 24,0 11 3) 43-29 ,62 007 24,0 13 21 6E4E6 ONLY 342,77 041 ,07 24.. (3 14 BEAMS 01010 602,14 .92 A, 24.0 (1 2) BEAMS ONLY 'Page 16 (Grid M Level 3) ADAPT -PT V- 7-10 ACI.03 .30 24.60 25.00 -10,29 121,44 1.15 .17 24.0 11 1 .35 21.16 29.26 -57,36 1000,44 1.16 .17 24.0 12 7 .40 24.00 31.20 -44,43 1139,74 .84 .06 24.0 (2 2 .45 27.91 12.36 03,45 1233,75 .57 24.0 12 2 .50 01.00 72.76 -10.55 1397,66 .73 12 1 .55 34.10 32.43 -9.65 1316,49 .12 .00 (2 1 .60 31,20 31.49 13"13 1295.23 .25 .00 (2 1 .65 40-20 25,91 26,26 1233.07 .52 .07 24,0 (2 2 .70 43.40 26.00 39"19 1132,42 .83 01 24.0 (1 2 .75 46-50 26.00 52.13 990.66 1,10 11 24.0 12 1 .60 40.60 24.00 65.06 409,22 1.11 ,1i ]4-n fl .15 52.10 10.00 11,49 593,44 .90 07 24.0 (1 3 .90 55.60 26.00 00,91 350.22 .17 .07 24,0 13 2 .95 50,90 28.00 103.66 154.72 .61 07 24,0 13 2 1,00 62.02 22.06 116.75 -319.27 6E4345 ONLY BEAMS 0ML7 8EAM0 ONLY Stools ONLY 81Aol5 ONLY O 54445 610 640104 OA 1 5/23/2006 12 39:25 PM P:\Southcenter Design -Build Garages\ENG\Posttens\Building B1Level 31Permit ResponselGrid M Level 3.Cre PERK 17 10r1a 31 Level 11 ADAPT -PT V- 7.10 Act -02 13 - 111001 SPAN D 8 P L R C T I 0 N 5 aah concrete')/ Naau1u9 Of elasticity Et • 4031.00 egi Creep tactor A • 2.0o leffettive/IsrO9s...l0ue to cracking)R • .70 Nhnre strea0e9 exceed 6 0(Cc-1-1/2 =ranking of section ie allured for. Values in pareathess9 are (apse0.52 deflection) ratiee ORPLECTION ARE ALL IN inches, 130I4111f000 POSITIVE • SPAN DL LL.F'I - oL.Pn•CRS0P LL DL.ST9LL.C98RP .1 2 1 4 5 6 1 ,17 .00 .00[ 1 .097 52321 .011 6311( 2 -.07 .02 .05[ 66611 -.047 73651 .10(696624 3 .60 .17 ', .92( 14151 .39) 1910) .911 6191 4 .67 .00 i -.01(192021 .151 21527 .131 31111 4/4 5/23/2006 1:17:56 PM P:1Southeenter Design -Build Garages\ENG\Posttens\Building B\Level 31Permit Response\slab @ swept tendons.Cre ADAPT CORPDRATION STAOCEURAL CONCRETE SOSTWARE 5700710 1713 Mnodalde ata.. 3Mite 220. Red.Ood city, calLrornia .4501 ADAPT -AC FOR RE1740530BD CONCRETE BEAM/BLAB 00E2= 715ralc514.50 AMERICAN LACI -316-02/32[-03] ADAPT 00RP00011021 - Ottuetnral COnnrete Software systex 3733 NOOdeide Road. Sn1te 220. 0ed.00d Clty, C.titor,ia 54961 8000.:)(050)306-2400, 052: 16501354-4613 Mail: NUppattt$dnpt0nf0.com. Dab Site( http://w...Adapt5Oit..00 DATE AND TIME OF 005540 (205ECVTIO0: May 21,2605 at Time: 11:14 PROTECT PIED, elate PR0.TECT TITLE: SCuthte0ter 9.5595 e la0 .5 swept bandana -0e00001,DESIGN52.52.0051000 CONCRETE( S TRSaHN at 28 days, tnrineame/51A55 5000.00 psi MODULUS OF ELASTICSR'y fit 562314/SLABS 4030.00 kai mese factor for deflections for NEFMS/61J1B. 3.00 CONCRETE MEIfffi= NORMAL s5Lf NE06NT 155.00 pcf REINFORCEMENT, 1i YIELD Strength } 50.05 ke1 Minim Lover at TOP 1 1.00 in Minim= Ower at aarrG404 2.00 16 ANALYSIS OPT/0N5 USED, 1 Structural syStee ONE -MAY Moment of Inertia over a14pporr ie nicleAsen Momenta 0000101-0 to face 6f .upport YES effeetlyw flange width e0naldaratie0 No 1- 2 2 P D T GIEDNESRV Page 2 Salad) ADAM. SC V- 4.50 ACI -01 2.1.1 PRINCIPAL SPA14 DATA Or NMIPOPM mos 6 rl 1 1 mor 1Rn1TVM/M[m101 1 P DI 1 1 I FLAN= 1 rLaNnE I Ref 1 MULTIPLIER A NI L.4s,TrE1 NID10 DEP7N1 width thlak.1 width thick.1140I0RT1 left right N MI ft 1 Ln In i la Sn 1 in in 1 in 1 _3 3- - 4 _ - - 5 - _ - 6 . _ _ l .. -a 9 1 1 10,50 12,40 6,00 -6.00 .50 .50 INDE00 5 1 - SPAM C . Cantilever s - FORM 1 - Rectangular section 3. T or Inverted L aettion 3-. 1 aettion 4 . Extended T or L sect.DD 1 . .That s . Waffle 11 - Top surfs= to imam -wee line 3.5-500024211 0201.4 AND COLUMN DATA SUPPORT 4 1 wolf COLDER. 4 UPPER 00105..54 5105111 unarm EIPIAI D TEC' 1220rN BIDIA) D CNC' .QUM in Et , in in 6t is In 1 2 94 5 6 l ■ 9----10-- 1 .00 00 I (II .00 .00 .00 11) 2 .00 .00 1 .00 .00 (2) .00 .00 .00 11) 'TIRE COMM 1055055Y COEDITS= owes (0501) riser] 01 both rods -..(01A00605) - 1 Winged at near Dad, fined at far end . 2 rimed at near end. Singed at far end - 3 Fixed at .ear end. rolleri with rotational fishy at far end v 4 1 3- 050011 APPLIED 10005100 O - DEAD LOAD L . LIVE LOAD Page 3 TYPE U . UNIV.= P + PARTIAL. 150100523 c . CONc0TT0A1ED M • APPLIED MOMENT (01.151 ADAPT -R2 V- 4-50 ACI -02 Li. LINE 1010 Intensity I From To 1 ( M or c ...Ar} Tata/ no Trib SPAN CLASS TYPE k/ft•2 I ft ft 1 (k -ft 00 k . . -ft) 6/00 -1 2 3 4 5 6 7 2 9 L C .950 .00 10.50 .050 D 0 ,060 .00 10.59 .050 sw U .00 10.50 .015 NOTE: LIFE LOADING is SKIPPED with a aklp factor GE 1.02 3.1 - fDAD1N0 As APPEARS IN DEER -s INFER. BORE N PRIOR To PROCes0150 UNIFORM (14/25'2}7 ( CON. or PART. ) ( M 0 M E N T } =AN CLAa0 TYPE LIN0(k/f01 ( =ft or ft -ft ) 1 It -ft a ft 1 -1 2 3 4 5 6___________] 9 1 L D .050 1 0 D .060 521100: 60111E1907 0171061054 520413552 LIVE WADI= 1s SKIPPED with a skip factor of 1,00 4- C A L C U L A T E D 50011005 P R 0 p E R T I E 5 4_1 ear Unitor% spans and Cantilevers Daly SPAN Ae R I TN Y6 10.2 in -4 in in _1_____________2 1 __ __ __4 5_ 1 72-00 .2160E+03 3.60 Mote: -- . S0n/C5ntilever it Mnninlform, bee block 4.1 959. 4 3-00 (align; ADA27-07 V- 4.50 ACI -02 5- DEAD LOAD MOMENTS, MARS S R E A C T 1 0 N 6 . 5.1 WE A N 44 0 11 1) 1 11 5 (k -ft( 1 4 5.2 SPAN =EARN 2k) a SPAN 2311)• 0103520 510)• =Ill seirl 1 2 I 4 5 6 1 1706 Note: • . CeaterlJne moments JOINT 4 5.3 020211ONS (1) . 4- 5.4 COLUMN moulorr0-- -1 2 Snag column ----Upper cnlvma----- 1 .71 .00 .00 2 .71 .00 .00 .71 6- LIVE LOAD 50555415,SMEARS 6 8501T10540 1/2 • 6.1 LIVE LOAD SPAN MOMENTS (2-601 and SMEAR FORCES 110 -a lett. C-.- Midepan - -a < - right.. 0-SHEARFORCE--. se= 52-0 n max R max minleft right -1 2 33 5 6 l R 9-- 1 .n0 .00 .69 .00 .00 .00 ,0c ,26 Mete: • . Ceate07,400 m.5105 4. 6.2 REACTf0NS Se}6.3 . • OOLUt. mOMENrs (k-11) - .-__ 104N5R 00125100 ___. ._-_ 00001 c0LNW . 201NI aa% Min mai min max min __1 2 3 4_______.__5 6 1 .26 .00 .00 .00 .n0 .00 2 .26 .00 .00 Ale .06 .00 Note: Slack 6.2 And 6.3 values are 5Axiaa Of 611 Skipped Load case 1- REDUCE601000110 Peg. 5 7.1 REDUCED DEAD LOAD MOMENTS (k -ft) (slab) ADAPT -R0 V. 4.50 ACI -03 604771 4- left. -. •- mldrpan . rlgl:t• _• z l 1 .06 1.66 Nate: • . faCe of Support 7.2 REDUCED LIVE LOAD MOMENTS (6-111 left-.a mld0pan right. s0AN Max mi0min Mai min -1 2 3 4----------5 6 7 1 -00 .35 .69 .00 .00 .35 NOte: . face of support 10 -FACTORED MOMENTS 5 REACTION. Calculated as ( 1.205 a 1.501) 10.1 FAClnasp DEs00N 14=ENT9 Ik-ft) 4____ loft• c____ =dap= right. - ----- SPAN 3 2 n 4 min 6x min -1 1 .00 .56 3.33 2.23 .00 .Sc Note: • . face of 'support 10.2 Pat -TORE. RE:Acr0051 10-3 FACTORED COLUMN M00ENr5 (2 -ft) 1kl c-- LONER 101umr --a c,- UPPER column -- S min min .EOLNMAX -1 2 3 4 5 6 Dain 1 1.27 .55 .00 .00 .00 2 1.27 .05 .00 .00 .00 .00 Page a Isiah/ A,APT-121 V- 4.50 ACI -02 1.1-1613.2 0123.1 5/23/2006 1:17:56 PM P:\Southcenter Design -Build Garages\ENG\Posttens\Building B\Level 31Permit Respon.se\slab @ swept tendons.Cre Top bar ertenaim beyond .lure required 19.00 in yottm her esteslei.. beyond e5ere requited 12.00 in 11.1-1110.2 8 1 8 61 L- TOTAD STRIP 11.1.1 TOP STEED SELECTION AT IIID -SPAN E17T1t$ $TEFL AT 1400-01121 Iin'2lA-- SELECTION --r (in'y) c -- SELECTION -. EPN1 4 DIM HMV.) NO s1LE LE3eTS 1 DLT N/90)) No BILE L 311111 1 2 3 '4-- 6 6 i 0 9--10 11--- 1 1 .00 .00) I 1 .29 .151 1 9 5 0 10"-9• 11.1.2 TOP STEEL sffi2CTTON AT SUPPORTS I1n'21- SELECTION --a )2017f/ 4 OLT MIN.) 4NO 912E LENGES --1 1 9 1---5 6 1 1 .00 .11) , 1 9 6 7 1'-0• 2 1 .00 .13) 1/ 5 A 1,.0• aOTrON STEEL AT 0UPP01170 ILs`21 -- SELECTION --a OLT NIN.) N0 SIPE LOUPE l 1 9 --lb 11--- .00 .03) .00 .00) 11.1.3 TOTAL NEIt2HT OF REE10 . 13.0 1b AVERAGE . 1.3 paf ROS.; Min + Ninims, rebar listed Holder column 3 and a is calculated based on •rto min s ,0014 b b • (6300(} • Number 4f bars 1leted'i seder Maven 4 is basad on either area 0r bar Wider 1011m0 2 Cr cOLlmm 3,130004201011 la larger. Rnmber of bars lietedlunder Ouluam 9 is based oo either area or bar mailer column 7 or column 1,1vbiche•er is 1alger. 1.7 - SEEKS D E S IIG N FOR MO. AI® EINE-WAY HUB 611938149 140 shear relnforersnt required Page 7 (Slab) ADAPT -RC V• 4.50 ACI -52 Page !31.0) ADAPT -RC V- 4.50 ACI -02 13 - WIAINON SEAN DE FLE CTI ONE Concrete-. modp1113 Of e105111lty 20 . x330.00 511 Creep 1actOr N . 2.40 Values in parentpesea ere (epan/mar deflcctionl ratio. DEFLECTION ARS ALL IN 111010. 001944RA POSITIVE SPAR DL 71..CREEP LL DL.LL«CREEP -1 2 4 11 9 1 .04 .13) 992) .024 60362 .14! 933) 2/2 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:39:32 Licensed to: Coughlin Porter Lundeen, Inc. General Information: ====_=a===_==n=====n File Name: P:\Southcenter Project: SC Garage Column: SW Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Page 2 SW -1 Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-1.col Engineer: SES Units: English Slenderness: Not considered Column Type: Structural Material Properties: = a a = f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: za,s=a=m= Rectangular: Width = 408 Gross Ix = Xo = section area, Ag = 139264 in"4 0 in Reinforcement: in Depth = 16 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 AL 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 6528 inA2 Iy = 9.05564e+007 in"4 Yo = 0 in Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 4 # 7 # 10 # 18 0.50 0.88 1.27 2.26 Confinement: Tied; #3 ties with #10 bars, #4 phi(a) = 0.8, phi(b) - 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse Total steel area, As =40.80 inA2 at 0.6 Top Bottom Bars Cover(in) 34 # 7 3. 0.20 # 5 0.60 # 8 1.27 # 11 4.00 with larger bars. Left r 0.63 0.31 1.00 0.79 1.41 1.56 Right # 7 0 #6 0 #,6 1 1 1 /,41n Nr'71.r t -(1,/D 0,2.saD) Axial Load and onding Moment Capacities: (see user's manual for notation) Load No. 1 fMny k -ft 41805.9 N.A. depth *** Program completed as requested) *** A -G1 310 4 2_ Sec, 21.7,. G, 2. No eauN44ft..y e4.EM64`S €&L4 = D . 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:41:22 Licensed to: Coughlin Porter Lundeen, Inc. General Information: ====am==-======-_=== Page 2 SW -2 File Name: P:\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-2.col Project: SC Garage Column; SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ====-=a======a==na=l f'c = 5 ksi Ec - 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: fy = 60 ksi Es - 29000 ksi Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 in."2 Ix = 72576 in"4 Xo - 0 in Reinforcement: Iy = 1.28024e+008 in"4 Yo= 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) - 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 inA2 at 0.61% Top Bottom Left Right Bars 42 # 6 42 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load fPn. fMny No. kip k -ft 1 850.0 53337.3 .A. depth in 63.64 *** Program completed as requested) *** 0.31 0.79 1.56 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 1.6:42:45 Licensed to: Coughlin Porter Lundeen, Inc. General Information: .21================== File Name: P:\Southcenter Project: SC Garage Column: SW Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: =--_= 3 == 3=3 m=----- =5 Page 2 SW- 3 Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-3.col f'c =5ksi Ec - 4030.51 ksi Ultimate strain = 0.003 in/in Betal - 0.8 Section: =-5--f-- Rectangular: Width - 384 Gross Ix - Xo - Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy - 60 ksi Es we 29000 ksi in Depth - 12 in section area, Ag - 4608 inA2 55296 i.n"4 0 in Reinforcement: Iy - 5.66231e+007 inA4 Yo - 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (in"2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 0.50 0.88 1.27 2.26 Confinement: Tied; #3 ties with #10 bars, #4 phi(a) - 0.8, phi(b) - 0.9, phi(c) - 0.65 0.20 0.60 1.27 4.00 with larger bars. Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As - 28.16 inA2 at 0.61% Top Bottom Left Right Bars 32 # 6 32 # 6 Cover(in) 1 1 0 # 6 0 # 6 1 1 0.63 1.00 1.41 Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load No. fPn kip fMny k -ft 1 500.0 29128.8 0.31 0.79 1.56 *** Program completed as requested! *** 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 1 6:46:46 Licensed to: Coughlin Porter Lundeen, Inc. General Information: ==================== Page 2 SW -4 File Name: P:\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-4.col Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ==aaaaa============s f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain - 0.003 in/in Betel 0.8 Section: so asm===a= fy - 60 ksi Es - 29000 ksi Rectangular: Width = 456 in Depth - 16 in Gross section area, Ag 7296 inA2 Ix = 155648 inA4 Iy - 1.26425e+008 inA4 Xo - 0 in Yo = 0 in Reinforcement: ====sass=�as=ss Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 , # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) d 0.8, phi. (b) - 0.9, phi (c) as 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 45.60 inA2 at 0.62% Top Bottom Left Right Bars Cover(in) 38 # 7 38 # 7 7. 1 0 # 6 0 # 6 1 1 Axial Load and Corresponding Moment Ca ties: (see user's manual for notation) Load fPn fMny No. kip k -ft 1 550.1 51886.8 0.31 0.79 1.56 *** Program completed as requested! *** 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:47:54 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Z Page 2 SW -5 File Name: P:\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-5.col Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: =====m======= =_ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: _====_== fy = 60 ksi Es = 29000 ksi Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 inA2 Ix = 118784 in"4 Iy = 5.61923e+007 inA4 Xo = 0 in Yo = 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 34.80 inA2 at 0.63% Top Bottom Left Right 0.63 1.00 1.41 Bars 29 # 7 29 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 Axial Load and Corresponding Moment Ca•acities: (see user's manual for notation) Load fPn No. kip =MOM fMny .A. depth k -ft in 1 470.0 30837.2 39.02 *** Program completed as requested! *** 0.31 0.79 1.56 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:49:35 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P:\Southcenter Project: SC Garage Column: SW Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: ====n=====cfla= ===== Page 2 SW-6_long Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-6_long.col f'c =5ksi Ec 4030.51 ksi Ultimate strain = 0.003 in/in Betal 0.8 Section: Rectangular: Width = 600 Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy • 60 ksi Es es 29000 ksi in Depth - 16 in Grose section area, Ag - 9600 inA2 Ix = 204800 inA4 Xo e 0 in Reinforcement: Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 Confinement: Tied; #3 phi (a) - 0.8, phi (b) 0.11 0.44 1.00 2.25 Iy 2.88e+008 in"4 Yo - 0 in Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 # 5 0.63 # 8 1.00 # 11 1.41 ties with #10 bars, #4 with larger bars. . 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 60.00 inA2 at 0.62% Top Bottom Left Right Bars 50 # 7 50 # 7 Cover(in) 1 1 Axial Load and Corresponding Moment Load No. fPn kip fMny k -ft 1 450.0 84173.8 0 # 6 0 # 6 1 1 : (see user's manual for notation) 0.31 0.79 1.56 N.A. depth in 61.53 *** Program completed as requested) *** S - t.) 660 C -t) c 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:50:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW -7 File Name: P:\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-7.col Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material. Properties: ==============m,===== f'c = 5 ksi Ec . 4030.51 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: fy = 60 ksi EB = 29000 ksi Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 inA2 Ix - 90112 in~4 Xo = 0 in Reinforcement: Iy = 2.4533e+007 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.6, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As 26.40 inA2 at 0.63% Top Bottom Left Right Bars 22 # 7 22 # 7 0 # 6 0 # 6 Cover(in) ' 1 1 1 1 Axial Load and Corresponding Moment C es: (see user's manual for notation) Load fPn fMny '.A. depth No. kip k -ft in 1 520.0 19201.3 32.22 *** Program completed as requested! *** (loci62.9 h (- h) 0.31 0.79 1.56 G 05/22/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 16:51:18 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW- 8 File Name: P:\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-8.col Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c • 5 ksi Ec - 4030.51 ksi Ultimate strain = 0.003 in/in Betal - 0.8 Section: fy - 60 ksi Es - 29000 ksi Rectangular: Width 504 in Depth - 16 in Gross section area, Ag - 8064 in"2 Ix is 172032 in"4 Xo 0 in Reinforcement: Iy - 1.70699e+008 in"4 Yo = . 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # • 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.31 0.88 0.60 # 8 1.00 0.79 1.27 1.27 # 11 1.41 1.56 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) =.0.8, phi(b) = 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As - 50.40 in"2 at 0.62% Top Bottom Left Right Bars Cover(in) 42 # 7 42 # 7 1 1 0 # 6 0 # 6 1 1. Axial Load and Corresponding Moment C : (see user's manual for notation) Load fPn fMny No. kip k -ft 1 910.0 68443.8 *** Program completed as requested! *** COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Structural Calculations for the Westfield, FILE COPT Pem'.'.t No. c.. Southcenter Parkin Structures FSI Architects 3-2-2006 S05-1622-01 EXPIRES 7/25/07 Prepared by: Tim Mealy, P.E. Seth Stapleton Brian MacRae REVIEWED FOR CODE COMPLIANCE MICOMICD MAY 11 2006 _Pik 090:1i Oty Of Tukwila WIMP nnngTflN RECEIVED crry OF UKWILA MAR 0 6 2006 PERMIT cENTEIi �Ofa-CI-I`L COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Westfield Southcenter Parking Structures Structural Calculations Table of Contents SECTION PREFIX Criteria C- 1- C- 2 Pile Gravity Design G-1- G- 7 Grade Beam Design B-1- B- 35 Seismic Pile Design Criteria D- 1 - D- 18 Seismic Criteria S- 1- S- 4 Lateral Analysis L- 1- L- 18 Pile Seismic Design P- 1 - P- 31 Pile Cap Seismic Design V-1- V- 4 Shear Wall Design W-1- W- 50 Shear Wall 6 Revised Calculations R-1- R- 10 Misc. Structural Calculations M-1- M- 3 COUGHLINPORTERLUNDEEN A CONSULTING STRUCRIRAL AND CML ENGINEERING CORPORATION Criteria COUGHLIN PORTERLUNDEEN Criteria: Southcenter Garage Proj. No.: S05-1622-01 Proj. Engr(s): BRM, SES Rev. Date: 3/2/2006 Reviewed By: Date: Structural Occupancy Category II (IBC Table 1604.5) Fire Code: Type IA and IB FR (5-2 occupancy) per IBC Section 406.3.3 and 406.3.5 Ramp access open parking garage per IBC Section 406.3 Required separation between S-2 levels must be 2 -hour per IBC Table 601 IBC Table 720.1(1) Required FT cover = 1 3/4" @ ext. spans 1" @ int. spans Wind: 2003 IBC, 85 mph, Exposure B Iw = 1.00 Seismic 2003 IBC, Seismic Use Group I, Seismic Design Category D Seismic Use Group 1 (IBC Section 1616.2) Seismic Design Category D Rigid concrete shear walls Is = 1.00 Ss = 1.42 = 0.49 SD5= 0.85 SDI = 0.78 R 5.0 = 2.5 Cd= 3.5 Soils: Based on Soils Report 05-200 by PAN GEO dated February 9, 2006 Allowable Soil Bearing Pressure = N/A psf Footing depth =18 inches exterior, 12 inches interior (minimum) Friction coefficient = N/A Static Passive Earth Pressure = N/A pcf Active Lateral Earth Pressure (Unrestrained)= N/A At -Rest Lateral Earth Pressure (Restrained)= N/A Traffic Surcharge = N/A Hydrostatic Pressure - N/A Seismic Site Class = E Augercast Pile Capacity (comp/tens/lateral) = 450/350/40 Kips Steel Pipe Pile Capacity (comp/tens/lateral) = 450/300/40 Kips Page 1 of 2 Print date: 3/2/2006 L�} C OUG HLI N PORTER LUNDEEN Criteria: Southcenter Garage Deflection Criteria (Wood or Steel Framing) For all Beams U.O.N.: Roof Beams: Perimeter Roof Beams: Interior Roof Beams: Floor Beams: Perimeter Floor Beams: Floor Beams which directly support brick veneer. Roof Loadings Live Load Snow (Drift Loading Not Applicable) Post -tensioned Level Loading Live Load (Reducible U.O.N.) Garage (Reference Table 1607.1 and Section 1607.9.1.2) Corridors/Stairs Dead Load Parking (Sprinkler and Misc.) Interiors (not including slab weight) Floor Finish Allowance Sprinklers & Misc. Exteriors Wall Dead Load Exterior Wails with 8" Masonry Veneer Exterior Walls with 4" Masonry Veneer Page 2 of 2 L/240 Superimposed d DL +d LL = 1/360 or 3/4" dLL = 1/360 Superimposed d DL t d i z m 1,/360 or 1j2" (confirm with Arch'1 Joint Detailing) d I/600 or 3/8" (confirm with Arch'I Joint Detailing) 25 psf 40 psf 100 psf 10 psf 2.0 psf 8.0 psf 10 psf 85 psf ( area) 45 psf (surface area) Print Date: 3/2/2006 �'Z COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Pile Gravity Design 3 O O 21-2( O -} x O O O O 24 x 24 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered .:oiumn type: Structural Bars: ASTM A615 Date: 03/02/06 Time: 08:53:36 P (kip) 1600 (Pmax) -600 (Pmin) 600 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: P:1Southcenter Design -Build GarageslENG\ConcretelCoiumnslTyp 24x24.col Project: Southcenter Garage Column: Typ 24x24 Engineer BRM fc = 4 ksi fy = 60 ksi Ag = 576 inA2 8 #8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.32 inA2 Rho = 1.10% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 27648 in"4 ,e_u = 0.003 in/in Yo = 0.00 in ly = 27648 in^4 Beta1 = 0.85 Clear spacing = 8.63 in Clear cover = 1.88 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 't,IPiC4L coLtAm 03/02/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 09:21:10 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 Typ 24x24 Pile Name: P:\Southcenter Design -Build Garages\ENG\Concrete\Columns\Typ 24x24.co1 Project: Southcenter Garage Column: Typ 24x24 Engineer: BRM Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: f'c . 4 ksi Ec . 3605 ksi Ultimate strain . 0.003 in/in Betal . 0.85 Section: fy . 60 ksi Es - 29000 ksi Rectangular: Width - 24 in Depth . 24 in Gross section area, Ag . 576 in"2 Ix = 27648 in44 xo - 0 in Reinforcement: Iy - 27648 in44 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied, #3 ties with #10 bars, #4 with larger bars. phi(a) . 0.8, phi(b) - 0.9, phi(c) - 0.65 Layout: Rectangular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As - 6.32 in"2 at 1.10% 8 #8 Cover . 1.5 in 0.31 0.79 1.56 actored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k -ft fMnx k -ft fMn/Mu 1 775.0 300.0 421.6 1.405 *** Program completed as requested! *** Page 1 of 2 Seth Stapleton From: Paul Grant [pgrant©pangeoinc.comj Sent: Monday, January 09, 2006 11:42 AM To: Seth Stapleton; Jim Coughlin Cc: Brian MacRae; Tim Mealy; O'Leary, Martin Subject: RE: Southcenter Garage Seth, Piles installed to the tip elevations shown on Figure 7 of S&W's report of Oct. 27, 2005, would have the following Notes: 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the S&W report 2. Two 20" diameter augercast piles were load tested to 720 kips, the maximum of the testing equipment, without a failure of the pile. The nnaximum tested load is less that the 900 kip ultimate load assigned for these piles by S&W. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is Less than the 900 kip ultimate load assigned for these piles by S&W. PIease call with any questions. W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrant@pangeoinc.com Direct / Cell 206-406-4036 Office: 206-262-0370 Fax: 206-262-0374 From: Seth Stapleton [mailto:SethS@cplinc.00mj Sent: Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul, 1/9/2006 t7-2 Pile Capacity (Kips) 20" Au ercast 18" Steel Pipe Allowable Ultimate Allowable Ultimate Compression 450 900 450 900 Tension 350 750 300 _ 600 Notes: 1. Pile Capacities for South Center Parking garages are based on S&W report of October 27, 2005, with all piles installed to minimum tip elevations shown on Figure 7 of the S&W report 2. Two 20" diameter augercast piles were load tested to 720 kips, the maximum of the testing equipment, without a failure of the pile. The nnaximum tested load is less that the 900 kip ultimate load assigned for these piles by S&W. 3. Seven 18" diameter steel pipe piles were dynamically tested during a combination of initial drive and restike condition. The total average ultimate capacity under restrike conditions was about 820 kips, which is Less than the 900 kip ultimate load assigned for these piles by S&W. PIease call with any questions. W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrant@pangeoinc.com Direct / Cell 206-406-4036 Office: 206-262-0370 Fax: 206-262-0374 From: Seth Stapleton [mailto:SethS@cplinc.00mj Sent: Monday, January 09, 2006 9:22 AM To: Paul Grant; Jim Coughlin Cc Brian MacRae; Tim Mealy Subject: Southcenter Garage Paul, 1/9/2006 t7-2 Southcenter garage Bundling B Column Lairds TR�SFER TRANSFER MISC. MSC. Clad SERVICE ULTIMATE COL ID LEVEL DL (psfl LL (pst) Col. S.W. Pro, ibpa) Pu. (ldPs) Pot OPal PIA Ops) Pn OPs) Poi Ope Pu. (kips) PTOT (WPa P. (kips) Pi (kips) PT,r(kips} 3rd 99 57 a 310 2nd 99 32 7,2 1st 10.8 310 31 18 48 69 28 96 79 28 107 r 37 26 65 82 44 126 85 44 139 1'`Z_i.Z,t3-st6-kl1g; °IIA 3rd 2nd 99 32 1st 99 57 a 7.2 10.8 465 485 5 5 51 109 120 27 41 41 78 151 161 61 131 144 42 104 ea 197 66 210 z <;,Z'cliiC06;6-1.:MQ,;; ;;,a 3rd 09 99 1st Std 99 2nd 99 let 67 0 620 32 7.2 820 57 32 10.8 a 7.2 10.9 40 40 5 5 10 10 71 150 181 I° 2 365 35 107 56 205 55 218 2 4 4 11 29 39 66 160 193 67 142 86 258 88 251 11 4 i4 30 6 36 43 6 49 , Mk.HleI •talK.ta'l3: :„" 3rd 2nd 1st 99 5T 99 32 3rd (16 67 2nd 115 32 7.2 1st 10,8 0 7.2 10.8 1240 1240 O 1650 1550 45 42 123 253 284 223 451 462 71 110 110 88 138 138 193 383 374 312 147 303 316 265 541 654 113 171 177 141 221 221 250 480 493 408 762 775 ..„,......2..:,..., ,,,,...., ,.:,....„.,.., r::,;1,e15.39.216.+119.12EL&t"'l 3rd 2nd let 57 32 0 7.2 10.8 1650 1560 175 88 358 138 389 138 211 430 443 141 221 221 362 660 663 3rd 99 57 2nd 99 32 1st 3rd 2nd 1st 99 57 99 32 3rd 120 5- 2nd 132 32 7.2 lit 10.8 O 390 7.2 390 10.6 0 7.2 10.8 880 680 O 1100 1100 41 41 7 7 45 22 87 97 35 132 108 35 143 87 181 192 173 388 377 50 78 78 83 98 98 137 280 271 236 484 475✓ 54 36 90 117 56 172 130 66 166 106 218 231 208 440 453 60 165 125 343 125 366 100 167 167 308 596 609 3rd 2nd 1st 57 0 1100 32 7.2 1100 10.8 3rd 99 57 0 620 2nd 99 32 7.2 520 1st 10.8 14 19 16 16 #aa: r€n'"",`-. ,:"',yup_ - 3rd 99 57 0 150 2nd 99 32 7.2 150 1st 10.8 1' 128 263 98 381 316 274 83 191 1 153 98 372 329 67 34 97 142 48 168 153 48 199 100 157 167 264 472 495 81 47 128 171 74 245 164 74 256 28 15 [68 9 86 28 15 123 13 136 134 13 147 ;8 14 147 21 160 21 63 168 182 3rd 99 2nd 99 1st .57 740 740 0 470 32 7.2 470 10.6 27 16 r 127 15 262 273 E 27 8 42 68 88 169 328 338 _ 80 27 106 1 188 42 208 177 42 219 163 314 327 67 220 106 419 105 432 86 43 138 200 87 266 212 67 279 r 87 180 191 50 78 78 137 1 104 258 217 269 230 60 164 125 341 126 364 3rd i32 2nd 132 1st 0 72 10.8 14 9 12 12 87 26 113 P 104 176 41 217 211 66 276 188 41 227 _ 224 66 289 42 146 1 3rd 2nd 1st O 1190 7.2 1190 10.8 25 25 3!d 2nd 1st O 1100 72 1100 10.8 37 37 143 88 211 171 109 280 293 108 399 361 169 621 304 108 410 364 189 634 148 63 209 176 100 276 299 98 397 359 167 616 310 98 408 372 167 626 31d 99 " gild 99 1st O 1550 37 7.2 1550 37 10.8 190 68 279 537 368 138 399 138 229 141 370 468 221 686 _ 479 221 699 C0 Iti1vin 4-r Aka* ciadfigtil 644* 60914 t 90014 k- ULSE (.-) rms CAP 215" $ 5 - L , 7,5-C 5-1/4J1 Soul/minter Garage Building A Column Loads TRANSFER T'iANSFER MISC. MISC. Clad SERVICE t$.11MATE COL. ID LEVEL DL(pM) LL (psf) Col. S.W. Poi (MPs) Pu (k1P') Por (kips) Pu {kips) Pa OdPa) Po. (MPs) Pu (Mpa) PTm (MPs Ps. (kips) PLL (kips} Prov(kips) C�a`isd�'. 3rd 2nd 1st 99 67 0 99 32 7.2 10.8 230 230 14 7 37 13 50 74 20 94 85 20 105 44 21 65 8s 33 121 101 33 134 M °6=M La Bta„g 3rd 99 57 2nd 136 32 tat 0 7.2 10.8 485 465 5 5 51 128 137 27 41 41 78 168 179 61 162 156 42 66 66 104 218 231 3rd 132 57 0 2nd 132 32 7.2 1st 10.8 620 620 14 7 10 10 106 212 223 35 55 55 141 267 278 127 254 267 67 68 88 184 343 366 ntli.0a61369. 1; .Mlid "moi 314 99 32 1st 99 67 0 72 10.8 230 230 12 12 35 77 88 13 20 20 48 97 108 r 42 92 105 21 33 33 63 125 138 ''''"TVik nrandrG+1ds2.11.1" 3rd 99 57 0 1240 2nd 99 32 7.2 1st 10.8 1240 ' 123 71 193 253 110 363 284 110 374 147 113 260 393 177 480 316 177 493 '` x.c2,4 M a 28.5 L z "= 3rd 2nd 1st 99 99 57 32 0 7.2 10.8 1550 1550 33 33 188 980 r 391 88 138 138 275 224 466 469 141 221 221 355 1 677 890 aid 99 57 2nd 99 32 1st 0 7.2 10.8 1550 1550 22 22 175 358 369 88 138 138 264 211 430 443 141 221 221 362 560 863 r.....:,,s„,g,i.:,22,w,,„,111...._" 3rd 99 2nd 99 32 1st 57 0 7.2 10.8 390 390 7 7 45 97 108 22 36 35 67 132 143 54 117 130 38 55 58 90 172 1116 3rd 99 57 0 2nd 99 32 7.2 1st 10.6 880 880 87 50 197 181 78 260 192 78 271 106 218 231 69 125 126 186 343 356 1�4rM88 r: =_� 3rd 2nd 1st 99 57 99 32 0 7.2 10.8 1100 1100 27 27 136 279 290 63 98 96 199 377 988 153 335 348 100 157 157 263 491 504 ,,,,.,' ' s att8 3rd 2nd 1st 99 57 99 32 0 1100 7.2 10.8 1100 1S 19 128 83 191 263 98 381 274 9s 372 183 100 264 316 157 472 329 157 485 fez 3rd 99 2nd 149 1st 57 32 0 7.2 10.8 250 250 25 69 80 14 22 22 39 91 102 30 es 96 23 36 36 53 119 132 1,06 () ?%1,E, UAP e Z/5 -M, 2.15-B) 215..L) 2)5-C COVGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING �9i U1 TY Pit. LAS' = (2-) Fs ttS" New 96941 0►50 vim, d dAxe —\' 1 Sylt.R+� ��= 4f7 , f colt -we S -M 1 I a 3o" ._ I '' i 15'2�- f 14-7-3i Ws /." ' l r r it 1SI F/4 /3-11 of CRS/ 2467, 1 t 1 , 1 }2 = 6),$ o,Gb 4\14 = a.'7 5 (6.a)��a oda iVo .5) 3 k 775- K 385 - = 0,71 4- srs���r ��� (0.9) As (d— 45t.,45 )`S re- / ',9C99-67') = 0.9 1 1-, ole-- (10) 'roject: SG GA-RAGI Designed By: SE.45 Date: /-23--66, 'roject No. Client Checked By: Sheet G - , of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-4160 • F. 206!343-5691 v = (w)[3.5 - 2.5 ()][1.9/+ 2500pw (f)3 flu S 10 f� vc=(w)[3.5=2.5()]E1.9v+ • 1 f; \Md/] S 10g: Eq. 13-2 12 11 10 9 8 j'; 7 s tr • 5 4 3 2 1 0 0 • • •` • • • =k .417 Mu 0.1 1yud ,v d = 1.0 r 1 • vc (1)[3.5 -- 2.5 It [1.9 f + 0.1 4.n e*J')] 10 I t l 1 i 1 Jilt! 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 1.1 wfd 1.2 Figure 13-11 Derivation of Allowable Shear, v , for One -Way Deep Beam Sections, w/d < 1.0 For visual solutions of Eq. 13-2, see Fig. 13-11. Note again that the equation permits reaching- the ma'Yhmlirn COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Grade Beam Design ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time: 10:19:23 AM File: N-S_gradebeam 1- PROJECT TITLE SC garage 1.1 DESIGN STREP 20grade beam 2 - MEMBER ELEVATIONn Eft] \---' 20.00 Q30.00 Q 20.00 0 20.00 Q 20.00 0 30.00 0 20.00 Q ,f -.• , i i 1 1 1 i I i I i i i 1 i r 3 - TOP REBAR T T T 3.1 User selected 1 1 1 1 ; 1 ; 3.2 User selected : i• - i T T : a 7 1 1 ; 3.3 ADAPT selected 02107X8V X8V ®107X60 ®11/7X60 02/17X8V Omar 3.4 ADAPT selected 7X031X26 0207X14V ®2#7X100'C)207X10V 0307X176' g 3N7X14 11/7X.43.0' -1- 5- BOTTOM REBAR T T T T 7 5.1 User selected 1 • ,. T T T i 5.2 User selected L 1 1 1 ; ; ' 5.3 ADAPT selected 0107X15V 02#7X14.0' ®187X100 @1#7X1 1 V ®1#7X90 02117X141r 2#7X1 6o 5A ADAPT selected (Drimorcr (92#7X186 @207X120 021f7X1417 ®2#7X120` 02#7X186" 0 207X1T0' 6- REQUIRED & PROVIDED BARS MIX 2.74 3.00 1.95 1.76 2.38 2.70 2.33 6.1 Top Bars 3.0 [ ini 1.5,- required 1 JL1 provided a. DI11111 di I 1 1111 1.2- 111 I. 11111111 111110 11100 1 111111W 1 / 1 qillrille 2.4 6.2 Bottom Bars max 1 70 2.27 1.40 1.44 1.40 2 31 1.92 7 - SHEAR STIRRUPS ' i . 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing rini .- •-i, - ' "A; 1 ' - 1,45r"X°X - ' 7.2 User-selected Bar Size # Legs: ,r'' x ,eX1 x", A X i'XA-x ! - L / X 02 7.3 Required area 0.1 co fin2/ft] o.oe- .24 .24 24 .24 .24 .24 .24 8-LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI f= 3 ksi fy = 60 Ics1 (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover Top = 1.5 in Bottom = 6 n Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES CO220312TION ATILUCT0401{ CONTalrf. 501.14.12...92811 3/32 4.20.1.444 Va.. So.. 220. 4.5grood Caey, CAJAL 2.4041 ADAPT.ST FOS X212120312{20 C204.2.51T 5.2.024,64.21102SIOM Vse•ion 4.50 AMERICAN 1101.041-12/460.011 004010 771000205142 - 110o1ofl4 00200474Sarearkis .62•1es. 1701 00042120 ROAM. 0411. 120, 114d.90od city, California 24041 Slimes 105021.01-3400. 164{ 1420)344.400 164211 0000100201904714000.001. 0.01 pito. Ettp,/i...s.kdoptRots.cum Oral Jam mkt OP PROGIAMIONEEMECK, 032 1.2115 1. Tina{ 10210 SHOJITT Pt.{ 0., , UPPORT elDriE ARV cat. DKR De r A Rage 3 02 gr -S Or..10.15m) ADAPT-. C. 4.50 A0I- 2 2 0 2 SET 15 1 .5 1. 5. SURRUST . 530.4511 CO.. OPFER 194/244 SC garage WIDTH 2.000020 A(DLC 12 CRC. 14041270 010091 0 CDC 20' grade Lau 301347 in ft la as ft in it 17140071, 1 - 0 5 NEP It 4 DEO I 2 11 eaall IlDrzas 10.00 lo .00 20.00 .09 1 .00 .00 AO 11 20.20 00,00 30.00 1 .00 .00 {1 30.60 1000 20 00 1 ,00 „00 El 20.00 1004 20.00 .00 I. .06 .00 .09 11 Ma... 0k 02 aaVo. for DCAKs3SLA11 300400 p•j, 10.00 1040 20.00 1 60 AO 11 for Cn1PMPS 4000.00 p01 10 Oa 10.00 20.04 1 .00 .00 .06 11 10.00 10 Do 20.00 1 .00 111/A11.115 OP 0415TITITT for 1521315/51.011.5 3122.00 kmi 20,70 20.00 20.00 00 1 .00 .00 .00 11 for 071104225 ... ... S605.00 4 a i 4,1. 12052.4000 snunTAR2 2.0125Trog CODES 1DaC1 cRNSP 0.0100 far deflectic... 62, 150.190/04126 2.04 Fixed at 5oth ends - 101021DA101 500[921REICAT Made/. eRla. d .ec near dfird aat 1.aad. ......... .. ......,.. . 2 „, . 5 Sired at no. end. ro11.0 wIth roo..iona1 fixity 40 far and .. . 4 115,001020 160..00 per REIMPORCEMIND, TIELL. Stye,. 60.90 521 Kinsman COVer at 71.1, 1.1017 O -011.0.0 009. .1 00TTP44 0.00 in .1001? 4001,/10 10211000 ANELTEIS 05.70000 0030. Structural 43114' BE. Kornai 02 lomrtla over 11)0port 20 INCREASED .e1400 Momenta 21001209 to Lace ot .4110031 010 0 - MEAD V. 0 mitnital P - PARTIAL 43131411 Effective tlange width caosulare11 01 TES L . LITT LOAD C 050110521211.2101 7.4A0PLI43 11030010 Rffeative flange 0201,1 11•520•050.1402 003400 /01-314 LS- L5344 Le. Page 2 AC1.02 Is•s_ga.asa_tea.1 ADAPT -Kr V- 4,0 a -1CPUT De0MarRY 2..1.1 2531251.122.1 MY OAT. OS 1.2151r3.94 SP.6 SPAN CL.55 0771 ":7{7{14. ' ft To 11 1 1 or C T4t41 en Tr. 20 1 10-23 or k -.ft/ 5/ft 1 3 3 4 5 1 L D .050 3 D 3.005 1. 11 -050 0 • 3.3. 15.00 L • ,050 E L 6.230 20 110 L • .05e L 2.230 20.00 11 .050 D L 3.130 10.00 L U 050 32 13 3.210 35.. L M 651. D L 2.1.1 .00 so OD Marl i 111.0000000 rxcursam 54120/112512 LITT 1.0.100 2. 0710PED 9116 • .kip faCtur uf 4.20 5 02 f _no 11,6_2022,Cenod 13(00 -RC 3,0.70 004' 9.004,0110540 SETT 1 ON 0002021.120 2.1 774 05.1400. 50404 209 C16t111400. only 00341 1.2131. 1 212 rt 42.4 SA 34 1 4 /04.00 .1229E.. 13.4.1 10.10 201.. .122.2a.ag 13.22 10.19 70i.00 A52.403 13.22 10.12 704.09 .12212,5 13,40 10.12 rat .0e .32202.05 22.03 10.14 1,4.00 .1420E405 23.43 1,11 704,40 .31128.05 11.22 10.11 Mo0o. Rpea/Caocilm.ver 22 Daaaatform. aka 0100E 1.3 1 L. D .o5o .00 oo.Do .500 1 D La 410 30.00 1.310 5 - DEAD .002.1 14071210, SMEARS 4 RSACT (700 1 54 11 .00 20.00 1.000 3 , 1.1 L 0 042 ,20 300 .500 0 1.1 0000 001076 Ik-fol k .. 4.3 62412 000111a Ilk1 . 2 a 1.1 .01, 15.00 3.230 SWAP 1121. tidos. Mr). 92011 SKEr) sd 0 .00 20.00 1,00 0 3 4 2 93.35 .217.22 -13.15. 61.25 L u : .050 30 00 -200 2 -231.40 112.15 -152.60 24.52 D rd 00 29,0 1.200 1 -151./1 44.40 .142.01 -4,12 41.42 sW W .00 30.011 1.000 4 -146.06 71.71 3412,44 .40.10 1101 5 -13,55 54.00 -19-5.11 -39.52 45.00 4 .200.04 116.41 -175.22 -52.11 21.04 / -165.10 103.12 -49-30 15 31 dote! s 01 1 1 TOP 10021u4/4I171E1 1 • - centerli.. =manta 2 01 1 2.21203E 1 01.121+E 1 REF j MULTIPLIER A 121 1.32202111 Innis ORIKUJ vidfie 0.1016.1 melte thlok.IRKDORDI left ['PhD II 01 ft 1 an to j In in 1 . la 1 in 1 Page 4 10-S_Arade_heat21 ADAPT -Re V- 4.60 ACI- Joni" . 6.3 E0I207I04 It) a .- 5.4 3103101 1421200171 11,-11.1 -. 1 2 4 / 9 10 11 12 13- 01 l Lower reloaa . Upper polus. 2 20.00 24.00 14.00 120.00 4.00 ,0 .10 10 1 31,35 -10.15 .00 2 2 20..00 24.00 24.00 121.00 4.00 .op .10 .ko a lak.a. 0 2 20.11 34.00 24.00 130.00 4.00 .00 .10 .00 4 u LT .010 .00 20.00 .50.0 3 27.20 1,21 .02 4 2 20.00 24.00 24.00 110.00 0.00 .0.0 .10 .100 2 LI .00 20 00 1.230 4 24,70 34.40 .00 2 6 1 22.00 04.00 24.0o 126,2 4,00 .40 .10 .70 00 ..0 .90 10.00 1,110 4 2 30 00 24.00 34.00 12,20 4.0a .00 O 2 20.00 24.00 34.00 220.00 4.20 .60 .1a .40 5 L 0 .050 .P0 00.00 .50P 1 o LA .90 10.45. 3.330 12040, 5 00 U .00 20.00 1.001 1 - 83214 3 - TOM C - Ceat1120wr 1 - RecteDgml.r ...cram0 L 1 V .050 .00 10.00 .509 2 - T Or Inverted 1 .0001:12 0 DS .00 15.00 3.230 2.251 6 ADAPT.. V- 250 ACI. 3 . 0 •4454.25. c SO 7 ,00 00,00 1.000 02 4 • 1114.1.1 9 or L N•ctica 2 Dolfic 1 I. m Loso .9b 20 .012 .501, I . - msftle / a Lt .00 20.09 3.230 01.10 2.41 .00 11 - Top .13(111 04 01.00..200 141.. 1 52 V OD 90 07 1000 21.20 -12,2/ .01 75.41 0arKal0e 001172 0072 7, 0035•0214 !Mugs 21.11 40.11 .00 von, 1100 1.401100 ii. 1.1700.11 with a akin tartar of 0,10 WWI STPIcTIVA 410111 in 1 a - 1202 4011.6 MOgligtS. 5004{112 L REACTIONS 1 51.00 3.1 - 000017000.6 00761.20 10 U1E1'0 1341(10 50227211 550404 70 4112315.21222 54.00 3 46,00 -.. 6.2 LIP E LOAD BM MM.= 10-11, and SMEAR roams (1,) --. 4 60.00 isispoitg S 54.10 {21t.11. 1 O. or 1,11.f. 1 1 0004 2, 1 c 52.00 011.1.1 CIT. TM 04e110/225 1 40010 .r f7.41 1 1 0-f0 0 It 1 5.19.51 1710 md4 mis adn awx fu.0 left alpha 106 -1.52 22 12 -11.31 11.92 16.57 14.66 15 01 14 45 26.51 11.17 .11.14 -12.71 -10.91 .12.1.1 -23 94 421.17 42.i. -39.17 4.26 -31.11 .11.11 3.67 -1.02 1.41 / II -5.50 5.17 6.15 7.15 1.711 4105,19 -199.97 141,01 130 -211,0 -1116„41 2 -211.13 -171,21 141.1. 114..2 -23,1 21, .23 VoL., 1100.5 ID, 44CH38121 ASALTDAffs 14.3 TACROLZD 16I21631 Hamm, IR- LAI • . c.ra.line mom,. (R) - 0840333 5015 09891 70l) 81041.2 MAX -Non .4X Isla met .00 805.73 -61 V. 4.10 .73 6.2 3232crulars 1/1 . . GA =um IMMEIDTS 14 -310 1 3178 11.10 .39.7/ -8174 .84 1 44 1 2 II 7 x 10'0" 1.90. 0050030 06698 7020130 ---# 1 149.23 134.51 .09 3 11 T 1 1 7 . 1'0" E.40 r6,3242 wax Elm max aim ma. oda 103,15 01.32 19.12 .10 1 12 8 3 1 7 X 11, 1.30 -- 1 2 2------------2 P 2 a 100.13 105.90 1.5/ 48 3 11 II 117E11'02 5.00 6.11 2.71 116.15 102.11 13.11 -5.03 .22 16.21 1.23 5.90 -06 .04 ▪ 139.72 133.47 44.59 .58 4 14 ; 20 -7 . 11'52 1.20 14.19 6,00 10,52 be 00 1 111.41 91.91 5.69 .00 4 15 1 1 7 6 .24 A 11.,,I. 1.11- 5.9S 41.51 40,14 42.21 .6 12 ,VG _55 4 21 11, 1. 14', 1.21 5 11.75 3.21 6.51 .00 4 I/ 2 1 1 x 11,, cl,ca 6 14 20 4.04 9 34 211-16 oe 7 24.15 5.35 9.11 .00 5 11 T 31 /X 13 ' V' 1.1.1 6 4,9 -1 11 7.04 -1.61 11 -MILD 5716L 5 19 7 2 0 1 4 I'D. 1-17 5 20 2 2 g 7 4 1202 1.22 Not.. Block 4.2 44.24 6.3 4.19.0 ET. maxima of .11 114113044 Load case 5 11 . 1 4 7 x WO- 6.6.4 . ..... / F.DUTED MC . 6 .96 Paps 7 gC1-11 2.1 menisex13 nun 153213 powers 10-913 014-1_7353e_be48/ 14177-97 V. 4.50 SPAN 6 a5144,442 .11.12 3900 -174.00 112.23 -133.51 -11/.51 14.41 -L01.92 -111 /9 71.15 .s.0/1.17 -91.01 56.00 .155.01 -1ECA3 111.41 -155.42 -115.51 211.17 -15,16 el . D.O. ef .upport 7.2 PUDUCED LI». MILD MOMPAITS 04.frI 1.16 miLlApao WM. 15136 ma1 aim mem 812. max 89011 1 I ) I 5 1 -3.40 5.13 15.92 -11.55 2.31 2 .11.15 26.5/ .56 3 -27.1. I 15 24.61 -17.11- 1.11 I -10.24 4.92 15.56 01.10 -17.95 5.10 -11.15 I 59 14.45 .12.17 4.01 5 21.57 7 -21 13 2.14 15-17 -11.16 -3 21 5.16 Nog., • . I.e. support 10 -FACTORED, 40.6.79 L 1. iC2/010. 00161.110041 am I 1.210 2 1.621,0 10.1 74777540 ±151896 A0NONT8 05-971 1.252 mixImpan r1941. 114121 VAX aim 11649 min MAX mlik -11.43 -6.00 117.31 92.99 -356.31 -207,11 2 -77..40 .221.11 177.11 117.21 -204.24 -152.20 3 2114.71 .134.94 120.50 17.00 -159.34 -124.11 Top b.r 110.11Aion beyond xhere 1,21111.d 12.04 21 DoCicm bar extenaion Daycnd where reiTELIOD 12.00 in 11,1 - .401. STEEL 2 TOTAL STRIP 11.1.1 TOF ETERL SELECTION AT Min -1560 04770714 8740= AT 11113.59619 125-2( .-- 050,E27I734 .4. .24 s//2354241 ETA. I uy? mix.) mo 7126 121140111 I LH, 81112I20 6181 80000741 3 4 5 5 . 5 12 11 .00 .201 1.14 1.20 1 7 x 11.-D. 1 .00 .111 I 1.27 1 40 4 x 11" -0" 1 1 .01 .122 0 1.24 1.4 . * 9 12..02 .993 1 1.44 1.4 1 V x 14.-7. 5 f 1.14 1.6 1 x 14.-3. { -DO !ICI 0 1.11 2.4 4 1 7 . 22E-9. .591 E 1.92 1.4 4 1 X 117-5. 21 1. 3 4 7 x 146- 1.10 24 r 976 1,40 0 24 2 4 7 X 116" 1.30 6 25 D 2 1 T a 14', 1,241 7 26 T 1 t 1'0- 8.11 h 27 2 2a 7o77'371.20 7 22 11 2 1 7 x 1.20 Doty., 0.4 location - 7 . Top, 0 • Bottom. Hum Numb.. of Rag. Le .t.el di.90.111oo 1.121.. and 73511 57.9511.451 .4149/4v rot go.stio.ng of bar.. 11.4.2 67121. DI9099122.4 - 76,P &PAH 1 P.B. 0 12.6_9rAde_64401 29221-41 v- 4.50 Ael. 11 2 rum., 3 Inv STEEL SELECTION AT SOPFORTS TOTTC. STEIL .1 SUPPORTS gr166-110. 2-0 0042)' 561100233 - _0 ULM MTN./ NO SIZE Liana. ,Lt 054001 No 1160 L236071 11-- .24 .271 1 4 7 2 2.-0, .09 .021 3.01 1.711 5 1 7 . 14.-17 .00 .011 2.22 1,260 4 4 7 8 14.-0- .091 1.71 1.761 3 1 X 20.-C. .00 .001 74,94 21 1 1.750 3 12,-0i .00 .021 02 2.71 1,711 5 0 7 9 14.-52 00 .010 2.52 1.711 5 7 a 10..0- .071 .24 .330 1 7 9 2..0- 08 .000 1.0121. 9002295 03 68858 . 1E14.4 125 AVEMEOE - 2-1 1.1 No9a, Mi.. . 21018456 1.10e 14..00 a20 6o1185. 3 mad 1 1. ealculared 158.2 56 cit..: 261.2 011 200.) 9y' 08'0,1770r74 09 g.1.42630..a57 Por se5a58113 Uizied 90246 ccammo 2 AAA 71. D unbar of 6.74 11.1.2,02.2.7 .76151423 4 14 bland 05 414441 XrEE e4 1.5 .00490 columak 2 ex columo 1. .....vex is largo9. W ax et 2.460 11atad 9021.7 eel..5 im 10.041 65 alzhar 6590 02 4.4 umeles 540,09 1 or 4015= 1. 010e0.24. 1. larger. 11.4-611,107102 OF 1112111 78.1,1 1742321 3.0411473 140.1121 IT LOCATIO. 6114 504 2.08718 1=61 2454 [1.--21 4 S i 7 I 1 I 4 7 4 3'0' 1.10 .; isP 1 2 1 42 -1 1 1 x 21'02 1.11 P.D. 4 1753?2.9 RC V- 4 51 1 5 : D 1112157, U..10 d A.C1 /1 2 4 2 6 1 x 14'6- 1.20 1 1 3 1 7 x 6'12 2.31 -161225 -121.21 111.47 7,29 -141.11 -112 03 2 . -347 14 -111.16 Ml .2 41.52 -27.1 22 .17.1 01 2 Sr 1 I 1 x 14', 1.10 ... 107 57144. ID LOCATDDI• 24511 HAP MAXIM Ed LEST I / 1,1. 111011T I $ / 4 7,12 11.3134 2 1 x 4., 1141-1 4 2.163264 I 1463-6 7 DIMS L 1.2rr 7 R 5'6- 2 8 ix a,' 111 14 a., 3 7 4 00. 4* 78 5.9. AZAFT-IIC V. 4.5. AC3- 7 LIFT 2 9 7 x 4E0- 11 112.3457 1 1 7 x 1.0. /0 LIMIT 2 1 7 g 5,4. 14 11112112 * x 50. 11 LETT 1 1 x 3,02 15 RIMS 13 / x 1'02 14 Izp7 1 . 1,12 II RIM/ 3 11 /Err t / 2,- 09 .29. 2 * 7 0 0,0- 16 UPI' 3* /2 15,62 22 RIM? 3 4 1 x 4.67 19 LZTT 2 V 18 a. 23 RIMER 7 1 S'17 22 LEFT 1 1 7 X 6'1- 26 RIOZT 1 1 7 4 1'0- 22 /Err 2 1 7 4 4.0- 11.4.5 9T7512 812605170731 - 8217572289 SPAN 11372014 STEEL ID LOCATION 1.0111 DAR 1.84214 I901 2 14 5 6 8,091- 197919 5 14145T 1 1 7 x - 6 MI. 2 3355739 2079 14,0. 3 1.3 EENTER 1 2 1 7 x .• 1 I- 13 2623.29 1 2.471 04,2. 16 cL161.1 CINIZA 10 CENTEX 21 CENTER 25 CENTEX 3/ xxolirr 0.3u AC1- as 2 4 7WI.2 1* 1 x 1/.0. 3 4 1 x 1230. 10 72 P..' 3 6 7 4 101' 2 * 7 0 14.0. 2 1 / 1 17'0- 01-3_29.2_602.0 00114.9.0 V- 4.50 7 1 22 1110412 1 2 1 1 , 1 3 .D0 no 23.06 .77.15 -131..1 _es 1.50 23.os -6..54 .21...2 2.56 .24 11.1 .10 1.0.0 22_74 -131_32 1.30 .4.4 11.0 .15 1.50 32.06 -51 91 -50.15 1.1/ .14 11.o .32 6.00 11.12 2..51 1.22 .24 Y.. .35 7.50 17.59 -10.21 14.0] Ai .14 0.4 2.00 17.96 136.54 .24 9.0 .35 12.52 11.04 -11,11 155.14 .15 .00 AD 13.00 21.56 271.0. A5 13.50 11.56 3.12 3/4.0) 16 no 17.54 11.12 1.4.64 .S4 56 17.54 Id .312 145, A1 .60 14.110 17.. 17.93 1.11.57 .52 .24 9.9 1..50 17.56 20.93 93.16 .14 .75 32.52 17,56 21.92 33.45 .71 .42 14.00 22 Alf 3..92 .... .24 11.0 .15 25_50 12,06 32_9, .75.16 .79 .24 11.2 .90 27.60 22.06 11.12 -126./9 .24 11.0 .95 21.52 11.06 14.92 -112.93 .111 .24 11.0 2.42 10.00 21.19 21,92 -242.11 1 3 2 2 2 32 11 112.1311.9 13NLY 701.116 ONLY 400315 ONLY 133.11 owmy 1.1.6156 ONLY 1/11.242 ONLY 0.1.119 04.11115 oNLY MANS PEA O 42019 ONLY GPAK . 3 03-44 ft Net 3907 fr. .03 14 12.17 ft Yu • 12.1.422 Av 40 43.465 1/I i▪ t 1: lc 41 VatiVe 16'2/411.0 ve 1.1 1141411049 2 6 7 9 10 11 .09 .10 21.01 .11 51 -211.91 22.0/ -15.65 -175.11 1.20 ..4 11-o 31 12 -211 5110 4293414 33161411 07.11 1412-21.1 SLR. 31319113195 ,0 2.00 /2.16 -112.11 1.14 ./1 11.1 21 3.1 1.01 12.. -.1 .6 -74.11 1_01 11.0 12 11 .0 4.20 22,0. -15.01 .41..1 .17 .24 11.0 . 2j BEANS OfilLy ▪ ..01 11.5. Co210-2ce . NORMAL 2.1300 101111 21.1.420 413/1.513 17 .41. 3/.63 .76 .24 1.0 12 .0617 d • 6..1.2•2n.c. 01 1222,21..•inn 011.47 Le 0.10334 er 041.1434-0100 432 .6041.8gc 04 two 1992.0 03 mt211'750, 123. 00304. p01/ mon.34 .11,00o4 202 229,01490 Nu . 112 ,. • factoisd mommtn sad A.m. MBEs - 11.1110.501102 040803. 3 0111.1161.410114 0.4410 41 2 iro 1141 090 11.-11 cxx 2•1941./01.6 00101 94 1,0 1C41 -1/2 ...cr. Al . 1 20 ..12farcamenc 92,1eed 3 .Fin t.-91.12011.on01 Acnnlrod 1671 scp 11-141, 941 194.4o01Y 3 otirrup 4249.1113 by A11514.0. 1411 42n 11-151 6203 - 1 113420E - 20.00 ft 1403 0233 from .11 to 19.1/ ft / X 4 10 Nu 90010 Ay 1 14 020£5 x/L 01 in k 1-00 V41/111 1013/ft in. vc Ay 11.01.119 .00 ONLY -15 o Nly O NLY -45 ONLY ,246LS -65 ONLY 1,00 22.06 -21..4 -12.51 .16 .24 1/.0 D.G. 17.56 59.61 .17 .24 1.10 11.51 .14.21 15.50 70 .14 9.0 5.00 17.56 .11.34 107./7 .53 17.56 -12.41 121.17 .36 7 .13o 17.50 .2.00 .1, 0.00 17.96 1.31 136.30 .17 4.130 17.56 7.50 114.11 22 .00 111.40 17.56 13.12 121.1. .36 .00 41.00 17.54 13.20 112.21 .24 2.0 12.00 17.10 24.16 22.15 .72 .34 9.2. 13.00 17.56 10./4 16.42 If .24 0,0 16.00 11E6 36.52 31.21 1.02 9.0 Pao* 11 4E1.02 1.1 400149 3) 2 21 1116114.5 2 3/ BEAMS 2 21 0191149 W-5_gra46_he00l ADAPT -Rt. y. 4,50 .75 11.40 22.66 11,10 -.19.21 .11 .54 11.0 42 21 4122.619 901. .40 16.00 32 a6 40 11 1.11 .24 11 •6 22 31 AS 0.00 22.25-125.2. 1 24 11 0 (1 31 .1; /..00 60.12 -411.12 1.14 .26 11.0 22 31 .5 11.0.0 12.04 52.00 .2.4.1.1 1.51 11.0 11 31 2.00 10.60 22.02 11..7 -1. 13. BRAN . 2 12.46 ft {Mt .022 0320 .53 to 39,7 91 yu Nu RATIO Ay 4 42 XiL :1 in 0, 2-01 41/112 So -2/4L in 14 Ay 2.99 14 02 020.50 .10 V• 4.50 1.11- .15 7.00 17.56 -20.41 72,66 .50 .13 9.0 .60 1.00 3.1.5. -14.52 .1..2 .41 np .ts D.00 .7.56 f7.10 .15 .00 .50 11.011 17.51 100.56 .60 12.00 11.56 12.66 .2.69 .00 .65 .3.. 17.56 11.24 75.47 .53 .24 9.0 .70 14.. 17.5i 24-2, 55.37 70 .24 5-0 75 15 17.54 .... 29.40 .24 51.2 ..5 17.00 33.06 41.4. -54.11 .34 11.0 .9. 22.00 2, 06 4/.71 .91 5. 1.011. .34 11.0 .55 15.0o 2, Ds 53.60 -,50.14 1.11 .34 11.0 I.. 21.09 2..04 59.47 2 1 2 1 2 1 2 1 7 1 2 1 2 2 2 2 1 2 3 2 2 3 13.1430.11. MUMS 21311.7 BEMS DULY LEA. 21.1. 13.10315 [WV SUNS LISLY Litman . 14..0 21 1201.Pp. from. .03 to 11./7 ft 1 MU PATIO lv 40.113.6 2.41 Vu/ive 122,1t2 15 10 10 03015301 i 7- • ID- 11 • vu E n. ft In / .10 .00 .00 22.0. .05 2.00 21 0. -65.01. .3,, 2.01 22.06 .15 3.00 21.06 .41.31 4.00 17.5. -17.46 .15 6,0 17 36 2-11 17.54 -21,71 .15 7.10 11.56 .40 4.20 1/.14 -13.95 .40 9.22 1,66 .50 10.00 17.06 -2.20 .55 11.00 17,54 2.02 .95 11.00 17.51 10.21 .10 14.00 17.56 .05 15.721 11.56 30.22 16..0 .17.55 35.90 .1.5 17.00 22.06 61.77 ..9 19.01 22.0. 51.53 1.00 MOO 12.06 30 212,1 .-19.4 04 1.27 19 21 0 -101, 1,13 .24 n, -55.52 1.42 .24 11.11 61.11 9.0 /12.6-5 .24 107.74 .21 .00 111.11 .19 .00 2.1.1. .53 11.0 .7.61 11.55 .17 .24 1.4 11.19 1.04 9.0 .16 .14 11.0 -1. 16 1,01 .24 11.0 -13..55 1.21 11.0 .296.41 2 3 1 2 3 2 2 1 2 1 1 3 1 3 1 3 1 2 1 3 1 0 2 2 2 2 1 1 1 31£.109.7 001 2- BMWS ONLY 222119 ONLY B EAN. uNix 2.12.01 ofilLy 1231.2.3 6114LY L EANS ONLY 213146 ONLY 51261 - 5 1.3117111 44.14 It 14.0 4403 92-34 .40 L0 15.17 91 1 No RATIO Ay 4 46 CAPCS I/O, 91 334 • 2 k-fc VaiiVe in-2/ft Ln vc Ay MARES 112-9_gra2e_65.2.1 ALERT -RC V- 4.50 AEI. 9 .10 22.04 '51-75 .193.20 .05 1.00 12.06 .50.17 .110.35 1,17 .26 11.0 .10 2.60 22.06 .45.40 -92.45 1.07 .24 11.0 .11 1.19 22.42 .30.11 -49.19 .70 .24 11.0 .20 4.60 17.56 -11.25 1.20 .96 .24 1.2 ▪ 1.00 17,56 027.47 29.32 .74 9.0 .10 4.06 17.59 -31.44 52,59 _24 5.0 7.00 17.56 15.42 69.93 40 5.01 11.55 1,15 91.45 .22 .01 .41 9.00 17.54 .3.17 47.11 .12 12.. 17.06 5. 06.11 .55 11,6 17.56 11.37 .0.77 .45 11.00 17.56 14.21 50.51 .97 ,24 5,2 .10 14.0o ..5. 29.00 17.17 9.0 .70 15.10 23.22 34 .30.11 40 .24 11.0 16.00 22.11 49.75 .94 .16 ..9 11.01 22.0. 1. -109.25 1,07 .24 11.0 .90 11.10 33..6 52.50 -117... 1.21 11,0 19.20 33.06 20.10 -211 4C 1.. .21 /1.0 1 .00 22 .22 12.00 .11 -21. • 11 SPAY • 0-60 1 3 2 1 1 2 2 2 2 3 2 3 1 1 2 1 1 2 1 / LI BEAKS ONLY DEWS ONLY 33662.6- ONLY 1313.6 3326146 ONLY 161212as an, 3626116 .1.7 755.9115 1.21:3 UMW. • 30.01 ft 1/449 sphn Crum A. 1.011.17111 X d 113 011, 20 . 1 2 4 .0. .11 32.14 .7546 .05 1.50 12.06 • .2... 1.53 .24 11.1 .10 1.00 ..06 .57.11 -111.07 1.31 .24 11.0 .15 4.5e 22..6 .49.01 -30 91 1.11 11.0 .21 6.01 ..56 -10.20 4.1.15 1.16 .36 9.0 .15 -7.5u 17.54 .31.19 a• As .91 .30 ..00 .7.56 .22.51 13. 02 .1y 1,o .35 10.50 /7.56 .12.71 114.26 .40 .40 11.10 17,5. 177.1. .14 .00 .4.5 12.50 17 177.1. ..7 .00 .50 15.00 ..56 13... ,16.06 .40 .41 11.21 17 1. 11 115.20 ..51 .24 9.0 .65 111.513 17.56 3211 14.02 .66 24 2,0 .70 21.06 y1,56 351 4..11 .75 .24 9.0 .75 22.S. ..56 3311 1.46 .3 .34 0 ..5 35.50 22.66 3411 .25.11 .60 .24 .90 27.00 2,06 1711 -,49.14 AO .24 11.0 151 RATIO 27 5 42 CASES 901 11/171 in-2/ft 11 vc Ay 12114110.3 6 7 9.10 1. ?Age 16 01 1 3. 3 1 3 2 3 2 2 1 2 2 • 3 2 1 2 1 2 1 2 2 2 1 2 2 2 z 3 2 2 2 3 013.15 9153:9 218314.5 101,0 662.13 [Noy 361115 Nelms cELY JERKS ONLY 32206 ONLY BUOIS FIZAPS ONLY 12.-6_0124._beem1 07104-111 V. 4.50 144- .90 24.50 02.06 40.21 -221.69 .54 .24 11.0 . 21 REAMS ONLY 0.1311 10.00 22.11 41.11 -371-15 21020 - 7 LE1OTI1 - 20.01 fc 4.1 .41.1 2102 .43 to 29,27 ft ] X d 11 Nu 420 11 42 11736 i • fi k -ft 71/111 23'1/01 in 110 An 141161146 2 5 6 7 m 5-10 11 .00 31 02 • 60 .07 -273.13 .17 2.00 22.06 .51.13 -247,52 1.33 .14 11.2 1 1 .15 3.00 3... -52.04 1.15 11.0 1 3 .50.13 1.06 11,6 y7.5. -40.2y 24.11 1.26 2. 9.0 2 3 ..99 17 56 5... .99 5.2 2 2 12.71.1 oNLY .15 7.. 56 ...01 .22 .26 2 2 2661.5 for. A1 1.00 17.56 -21.66 y12.51 24 3 2 06614.5 oliny .45 1.00 17.521 -16.70 130.21 .44 3 1 .50 141,00 ,42.02 32 2 1 .55 11.00 11.56 147.91 .15 .00 2 2 .60 D.,.51 y47.10 11 2 1 .65 13.00 17.56 1.71 1.1.11 .25 2 1 .20 14.-00 ,7,56 14.65 210.43 . 1 1 .75 15.00 11.56 20.51 112-03 .24 1.0 2 2 01001 14011 .30 14.00 17,56 36.20 10.34 .71 .240.3320030302 60414 .45 17.00 17.54 32.24 11.11 .91 14 5.0 5 2 066145 ONLY 111.00 17.56 (4,04 27.111 1.10 .32 9.0 5 05 19.01 22.26 44.01 -14,24 1.01 .24 11.0 2 1 Py. 17 IN-Syr.ae_E.ml ADAPT SC v- 4-54 11- NIX11911.1 SPAN 9EPGSCTfoWS • ..Rule. of 016.01616y 00 . 1112.00 1.1. rr..p factor 551°56 10 p.r.eche....z. 6.p.n715,111 a.fl.aiml r5cia. LiPti3CLIC0 AM A4. 14 Sect... 109000100 POS 5D1 n1.W68A ac,Lo.ca6611. sign $ .04 110) 011107111 121 2014) .10 .11 11641 011 4152) ,401 9071 1 101 001500921 071 15401 .01 .29 10011 01111151) 091 z 911 .01 62711 e91719711 091 a 101 .11 .13 10751 ,ell 31141 .921 471 T .05 .L5 1411) .021110111 .171 11011 ri Y ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time:10:20:20 AM File: E-W_grade beam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E-W grade beam 2 - MEMBER ELEVATIOi� [fl`� 42.00 Q G/a- t l i 3 - TOP REBAR 3.1 User selected 1 . 3.2 User selected : 3.3 ADAPT selected 03#7X10'8' _ 3.4 ADAPT selected ®4#7X15'0• 01 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected • 5.3 ADAPT selected ®3#7X25.6 5.4 ADAPT selected Oartrx2a$ 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars m4 4.03 i 21_ I / provided 1 0.0 L-Li_ 1lIJ If 1 1.8- 1 I 6.2 Bottom Bars maX° 3.29 7 - SHEAR STIRRUPS ' : 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing lin] If }° 4O r .x X X X 7.2 User-selected , Bar Size # Legs: 024 7.3 Required area , 0.1� o.iZ` 11n2/ft] 0.00- p i 0.00 24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: AC1 t'e = 3 ksI fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.51n Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 1 90.50 5 Oa 10.599 60.00 111 Cu 111 2 10.00 10 00 14.50 .00 (11 .00 .00 .0e 111 6- LIVE La to M4M5NTS. ssEsla • R£Acx IOUS 144.0[ CORtta1TIC41 1 .1.C.1.911)1013421.2121.0/0/201311 CODES ICDCI 100C1.010 51521145 ...89era99 51 15001 a ..4421044.404 - 1 1711 mood.. 5,.d. Suite 200 1.5.5.15 City. 1.5.5.City. Call...91061 1 It near W, fir.0 .t - .-- 6.1 L IV 4 L 0 1 0 6515 755m7S I4. -Ill And 58415 014004 (SI --0 - Fie. tiavec .51. .heed at 1.0 end 1 44000-4C Fol 4414704081 Co...05414/6Lls 551.I Left. V.9-.1® 4-50 105 o. 0411.51[-O2/101:-011 5.1. -__ _ 7 a45P11 CORP497410 - 419-410.80.1 cane . Soft.ar. Rye.. -1 4 ---____ 1731 4O5de1de Toed. Solt. v 1.d.7od City. calefann11 . .4061 1 1 .00 .00 500 .990 -oC +00 O0 0.M( 0550)101-5540, 0a0: 41401594.447. I e.ppor5e.a.pcso5t.com, 1.L aitea 6 p,//.•..14 514oft.c00 1 N 99501 tt 991.1 --- --- -- --- --- --- --- --- --- --- --- --- --• -Cam[. 51010 99995[6 DATE AND TIMIS OF FROGMAN Y 3MIp1, lar 5.20.1 4t Tva.: 1 4 (.-_grade1_ ud A400t-90 V 4.50 acI- PRWE75 FILE, r-N_gradebeam 01 PROTECT TITLE. SC garage 5-1 Wade beam 1 4ENTRAL CEEIOM p1RAMETEIS 710.2 at neer and, rolls 70th 9-01.11.40.1 71-0599 •t far and .. . 5 •- 6.2 REACTSOMS ft) -. •--- 1.1 COSI./ 5014455 11-111 ------- . 2011. lel --1 3.11.31 40Run 4 5 9x900075, ] INPUT A PPLI ED L051I N0 17540714 at 20 doya. for 12111114015101133 0000.01 951 for m11844 400,00 p Page 5 I4-4_99-. _ am1 11107.10.l.11499119Acl- STPC 01 17+004.45 OF EL1ETIOIT4 1099 0£103/51AMS 1112.01 0.1 D - DE. I.E.E. V . WIFORM P - 9025110. 0I7041 !1r COULB16 1605.00 051 L . LIVE LOAD r - 000010551711 N . 41PLI01 M 01015 11. LINE 4011 to in 00 .00 4505 fame. for defl•etr.na fee .0.115/SLAE1 2,00 1 ,00 ,00 ,9999 ,06 .00 ,00 iaton•xty I Fr. ,-- To 1 1 M 211 T7t.1 on T220 CONC.= ECIAWS Sul.. SPAR CLASS TYpr k/f[ T I fi ft 1 I4. -ft e9- i ...ft) VfA Norc1 Bloch 1.1 and EA Valu.• sr. mm.ima .f 911 •klppad load came s ] 1 5 6 T . 1 5412, 1a303r , 150.00 pct 1 D LS 22.00 i sY 0 .0C 42.00 1.150 7 5 E O v C 6 n 9 O R E M r 6 YIELD 8t4oaxth 50,00 kul 1110r5am Cov. ac Tov 1.58 on R,.. Corer .1 eorr. 5.05 3.2 ALTS: LIVE 101.41•10 1. STIPP. with • okip feet. of 1.00 7.0400074 D DEAD 1/1xn 0.1ENT5 11 .511 ANALYSIS OPTIMA =ND( 50121 .- left• -. .- 514.5 n structural comers REAM -2 3 4 0ne tia on 1.1 - SOADSIro A6 AMASS . ISAR 1 21.31 SCREW YR.& To ...SIND 1 -406.57 555,15 50[1001 t •nf •opport TES Eff.ctive 11114• .idthecm1105ra01m TYP 5.11 1x(.0117. flange mid. Syi.suc.tion record 104.149 . tae. 54 atmport I4./71'11, I LOO. or PAST. 1 I N 0 M I N T 1 SPAN CLASS 1,3/5 4.x0710/401 I Amir orx50 1 1. 1 1 -ft ft 1 1 1 1 4 5 6 7 L I5-0_gr•d._b.5m1 50157-110 v- 1,50 -INPUT nICMBTRI 1.2 R E D u TED LIVE LOAD XEMENT5 Ik.lcl 1 D 4 12.00 11.,510 11 NOTE( LIM 1.01411 1 10 1.1. 4p011ED • .10 --- ---. 044 •Pan -lin .----- [190 i• L145 1015050 9-r 5017900 vitt a 2410 to 4425 11 61152110 5 min 1 max 1 1 CALCULATED SEC SI0N PROPERTIES 4.1 For Undform soap. nod 0.5511aver• only 770.5 AJS1. 1 75 VC Met, • . face 0f 6Gpport 10 - V A C T O T£ C M O M E N T S 6 RM. I. 11 1.1.1 PRINCIPAL spam 115TH 07 1011040 114115 cel01l.t.d 8. 11.205 . 1.1014 4 1 TOP 1E442111MI1GLSI P O1 1 1 FLUME I 90A17m I REP 4 MILT004.152 E1 1-710051 41105EWPT51 814. 14.119.4 41d. [5..0.15 4071 1.11 501 4. 21 01 Lr 1 1. 1 I1 In 1 in In 1 12 1 Fage 1 1 4 s 5 7 I-- F 10 11 992 P 2..04 .44 .l4 .9P TED TTP SUPPORT AT 4,71 26 RUTATI001LL0 ,5009 1 - SPC - Cantilever 1 - i.crang.1.r .59118. Inverted L .ct on ..!leer 4 - IRLatl.4 1 or L .9940408 Neffi• IL - Tap •4rfac• t. ref... lima 11 15-4 10.1 P10454400 DE5I9i 1.4152 I5-500 15-0_grade_belml ADAPT -RC v ..09 141- SPAN 1 is-. io 1-01 .1220.i. 20.05 L1.94 --- . sp•a/Cantil.ver 10 Moo,ml50am. •.. 01.101 6.2 500'507550 MIDI, DATA OF W1.NM SPANS 5 0540 105540044r1. 5591980.551154050 SPAN YID18 In 10 _Oa 1.1 •SUPPORT MSDT1 AND COLUmM DATA Lots. meb m n • max cin • -501.10 -541.60 416.1. 426.20 ▪ - fa. of .007.rt min 55.15 -56.45 ADAPT -RC v 5,50 ACI - 5 a 1 s r S 111.111Sam1,4s . 8 s.2 90499 11.15PAM 8111.madap5a mlrl• 1.111 5111r1 3 l 5 0 10.1 P015711 6 5010714118 14,3 FACTORED 07199591 5740150 14.2001 1 -615.15 971.",0 53.09 51,11 Ikl .-- ICML4 141.. --. .-• 115505 talon -- -I 1 1 ▪ 1Ni 0 max mad max man 1 renceT110e 0.4. 16.11 `00 7 8. 00 la. 71.95 1111.14 116.74 40 MAT - 5.2 1/17520444 fel ...5.4Ma1W00-21 PI1 WI -U11 --1 -1 4.4.er Madam. 00-21) . VinTF [,1717 040104sol(1.013. Lou. 41 114 LIMO. W011154 0 CRC.• i 4In in fi 11 2 01.11 57.21 .00 2 1 4 5 5 1 11-9140 0TEb4 Top bar eX[enaLon beyond Where reguirod 1.2.00 In Bottom bara.4.051.r, beyond Wheme teotimed 17.9.5 033 10.1.941,1 77101. - TCTAL 9711! 11.1.1 TOO peeve 12117.027101. AT 500-40211 e379701 57221I1s AT MID-9PAR 1131-31 011.23CTI70 arma 21.7 0119.9 25 1010 zamore , Inn /411111 pe size untarell 1 2 3 5 6 7 11 1 1 .00 .001 ! 3.29 2.111 6 / x 42.-05 12 .2110111 0121010 FOR IMAM APO Od2-1420 442.0 10072103 LISCIEND Condrote - Yokota weight 'fall 5heAr AllaWed fOr! 34.0410. 01 017!11..100 Wow 40 swatrold of tenmacm 400 - ape:saga 27 110legged 11 etlerwps. Hy. 600110 pot) mman0 ea etirrapa arm required Mu factored sawn. aad ehoer0, 10002 .. gc - 1 AC1 eon 11-5 governs 2 win permis.ible value 40 2)00)1/2 gay... MCI son 11-1) 3 .55 permi.5.1510 value el 3.51.j-112 wearer. p.p. 12 02 11-14_grode beeol 10110.90 7- 4.50 ACI. 13 - MAXIMOK SFAX DEPLRCTISMS Ay • I no reinlarcitomnt required 11,1.2 Too STEEL STU:C/1. AT FOPPORTS 00,7721 "MEL AT RuPPOATO 2 or.: 05inf00ee0.40 r55erred 1A41 ear. 11.141. for Demo only 7050r.4.10 modulus 00 .10.140147 Fe • 1123.04 1.1. 51arrup 753011e0 15 ,2117.0. 040 eq. 01151 Cr., fact. M e 0.01 some 1. OLT 01051 in nt. 1.7/22512 1 WILT 070. No 24e0 Lawrro, 1 1 4 2 10 11 1 1 4.01 2.731 7 § 7 X 15 0- 1 .00 .10 S.P.24/722 2.41.01100) 40117. 2 1 .31. _50; 1 $ / x 2.-6- 1 00 ,001 SPAN - 1 Lel.. - 41 - no ec 1421 .114-e II,. 1.52 to 41 ,.00 91 / Ter. -PION A. ALL IN 1n32es. DOWNWAYD POSITIVE. . . , . • - 5 SPAN Pl1, 11.44000P LL 111.41.2..741227 X el00 Hu 01710 Ay 0 42 0.115901 4 2 4 11.1 1 OCTAL weldor al, WO. - 731.1 lb AVIOL1r3.6 . 2.7 paf 14/1, [1 to 0 0 -ft 05.110. in-31ft in 05. Ay 4310410344 1.150 392) ,92i ..... 1 1_11 I. 194) Tat .00 14.1.1. -66.11 -743_01 500e. ,e5 2.10 24.06 503,13 -601.65 - 51105.0= rebel- lieLed onaor eoltaen 0 and e 1n ealeeleted based 34.14 -12.05 -400.52 .19 17,0 12 3 HMO. 001, 24 cithmr -40.0 311 - 20011- or 11,117210a of reanfOtcroenat for ,19 5.10 34.06 .56.12 -151.52 .24 17.4 It 4 1582011 ONLY etoeogth 111.01.20 1.14da11 401.4.0 2 and 111 34.00 .79 11.1 12 1 510*131 04)3.4 Numbor 04 berm listed utader Col.= 4 im b.Od an .110.11 .009 of bar under 05 10.50 12.03 -40.73 -111.01 .74 17.0 12 2 DOM mar 0,91)103 2 or volt= A, 21152172117.2. Am largor, .30 11.60 14.16 -46,05 -12.52 .69 .21 11.0 12 2 9E019 0311.7 14.10 20.12 61.10 .24 15-0 la a 4222. 00,0 .40 16.14 15,94 .37.71 141.44 .35 15.0 12 2 BEAM OKI, .4.5 In . Fa 21.51 • 34 .61 321.90 15-0 13 BEA. 033151. .00 21.00 20.56 -11.15 202.23 .21 15.o 12 4 BEAM Ohl, .51 23./0 44.56 -35.01 146.47 _44 .92 /2 25.20 20,16 401.61 la .65 21 •111 ;9,56 47..91 13 Page 7 16.11_70ade_bea00 0000202.43 7. 4.50 .70 29.42 32.56 1.44 411.11 .14 11 AC1.01 .75 11.50 21.16 15.1. 111.46 .34 .00 13 .04 3301P 29.56 21.27 337.77 M4 25.0 1: orA01.6 ONLY 15.71 31.56 42.51 .0 12 .13 15.0 12 5,M52.. OOLT Almber of bare 14.1.4 103011 32.16222 9 im 15244d on either ore% of bar under .90 37.04 .29.54 54.10 150.5.0 .91 16.1 11 4 56.3.14.9 961.3 0010= 1 Or 901.... a, whdebover la lerger. 19,00 30.56 55-51 11.40 1-11 24 11.4 12 11.4 •001,11070 ON OF 111 1 8 R 11.4.1 STEIL PROVIDED 19131 JO LOCATION OAR 1,2133111 001 AWRI 11n.21 • -121 4 5 1 T J. 7210'6. ss.g. 1 3 T 1 # 7 3.o 0,10 2 1 # 2 .29•1• .410 1 5 I 7 x 25,5 1.40 mote.. 115r loo.tion - r • Top, 0.100102. mot par or hoe., 112120 to st.1 Ill.o.t.tati 2212142 evil PTeull grOP111021 2.1.90177 foe 90.11101100 Of 6210. 11.4,2 RIEEL 2/.0132/011 - TOP EMMA 1 TOP 82222, SAW ID 1220334001 1 In. MR URI. E[el )145.5 2 11 LETT 1 4117x24,5 1 1 3 IIPMIT 1 1 0 1 X 2107 1 la eery 1 1119010• 5. 11.4.2 0I0400IT1061 5 OaTTON BARR , 0070114 47271, epay 10 1.001T100 1 info hAR 1.07005 iss) s 1 3 RIORT 0 I 7 1 / 5 1112.042 1 2 0 7 .2 babe 5 1C4-02 11-W_grade hessi ADAPT -RC 15 4.52 Pege 9 131-0_71001_b400l AnAPT.XC 05 4.511 AC1- 02 1 inn 42.0e 14.06 16.91 -Lai,. ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time:10:21:16 AM File: E-W_grade_beam_3_,apan 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E-W grade beam 2- MEMBER ELEVATIOtO [ft] t. 42.00 Q 26.00 9 42.00 t i 1 i . 3- TOP REBAR 3.1 User selected 3.2 User selected : 3.3 ADAPT selected 0 xav 0 , . 0 2#7X81:f alzirrxexr 3.4 ADAPT selected 2397 X1Z6" X147 c)3ioxier 03K7X12'6- 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected i (72rf7x19o• 0 2RX19.0' 5.4 ADAPT selected Qz#7)(2ss. 0 ..... p24,7X25r 6- REQUIRED & PROVIDED max 6.1 Top Bars 3.q BARS 3.52 273 2.79 ( ini required tel provided 1 M r 1111. T o.o s H [ 1 J ,ITT4i 2.4 6.2 Bottom Bars max 237 0.44 2.35 7 - SHEAR STIRRUPS '7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing On) - 11 15 - -.8 riAt," 1 - r J..- • I I 15 - A. ,, A, „r A, A. A A, A. 7pl5„ 7.2 User-selected ,. Bar Size # Legs: 024 7.3 Required area o.s GA pn2ift) _ - 0.00 24 24 _24 .24 8 -LEGEND 9- DESIGN PARAMETERS 9.1 Code: ACI fc = 3 ksi fy = 60 ksi (longitudinal) 4 = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non-redistributed Moments) 10 - DESIGNER'S NOTES G -el tij ADAPT LospoRATP211 948202307333, maacral sorraute 05.52711 1733 voodsiele 230. R.gtoovel City. calif ornia 04061 AMPS -RCP. 40100001020 000(0000, 005211/SLAS pgspODI 4.50 .024E0I0010 (5C1-111-02/1110-03) ADAPT' 00RP4007100 - s1rec.2.1 Coarrate software 69.1a= l'71403,3.530 00.8. 3.0. 2111. 1.340040 City. C.liforel. 11.1 phone, 16501206-14., 0.2. 1450/364-4670 08140, 09ppoermad80121411..42, Web mice. cupPOPT 1.04e00 coupe. CPPER 001.131111 5 - DEAD LOAD 90 00003, sugW 2.2.[TfONS elms LEIRITII. E1IA1 1r 0.0' LESITE 1110101 P 030' 001121 1.31 ft in In ft In in .e 5.1 .6 PAN 11 ONES,. (it• ft, . e 5.2 Splla RNIZARS 14.) .10 ..... .111 • trieurpan 410/.. 1011] Shilr, 1 22.00 4.00 64.00 20.00 111 .00 ..0 .00 111 / 2 1 4 5 3 20.00 10 .09 20.00 .00 (1) .00 .00 .00 111 1 -423.51 345,03 159.61 _45.15 74.05 2 -131.10 36.46 -160.00 -57.46 59.54 2 -192.64 259.65 -1,4.11. -70.04 42,26 . momenta DATE AND TINE OF PROLNIAPiRancDTION. fur 2,3006 At Tien, 11:01 page ) 1E-e_gracle_b•Rm_2_.pal ADAPT -RC V. 4.10 Lcl- -2,2111T e 5.3 25I00I083 19.] • 0 0.4 .011061 ...MAT. 18-ft1 -. 301.0.26T TILE. R.V_grada_beN. 3...pap 01 --1 3 Lower fefum.o, -.y,p.f ..012en. 1 1.5.15 .00 231..3 27.21 .00 111102Rce T 011. As 3 211.00 10.00 20.20 .0. III .00 09 910309. 1 30.0e 4 00 40.0o 6.0.00 (1) .00 ... .00 111 6 40.20 -.0 E-14 gr.. beam 05112 COZAPOi EDUNDAIAT 032010171041 10004 1c6.01 1 -06 s 27.2 L OSSIoN pAaaMETS06 'Dud Lc both .6110.• ...(STASDARDI 1100.881 near pod, 10041 ILL far ma.E1 . 000•1 .1 Poor Clif. 111,03at for oral 004405E7E 9 01431 at camr 01.4, roller eith rotatio..1 00.09.9 .1 far and .. 4 1-1.61010TIT a1 20 d.y.. for ar..../SLASS 30.0.0D 1.1 - tor 0r21431/12 .. 4400.00 C41 Pope 5 M-8_I07R11_4t2m 3,pal &CAPT..= V- 4 00 FPI- 02 6.0.00011 EP 131AE-1101if for Bramirlm.s ... ..... . 113.30 k,, for 1e1.124.5 0215.00 6.1 C22212 f.otor f. d.flactioeu for 11111/4N/SCABS 0 -10007 APPLIED LOADINO CONCUR 111108130 MALL 0- L1(70 10213 60 110090. SU EA P. 1 ELEACT11113 Tyli. e SELF 610150T 151.00 pet h. - 01520 LOAD 0 - UNIFORM P . PARTIAL OVIFORM L . LI. LOAD c . cORCESTPA7110 M - APPLIED 3.24.10r: .-- 6.1 LI PE LoAP EPAN 110111DITS tk-It1 ....6.11.1 Fo1ICT.6 181 --• 11517117063E401.1, 1.... LINE WAD 151111 01.r033410 60.01 le.. ,aft. ...... ..--- 1110.P.o. ---• .---- ragnt. ...... ...SHEAR 3l979--. 043411008 70010 at 111 1.50 11 "1'4. 19 : F`17. ... T01 1m or.0..4 ..11 Total op 9041 512.53 FAA .01 MAX DID max .3.1 lel, rIght Minium. Covor at Berrat 5.02 in DC. CLAN. TV,. a, re ) 114.11 or k ...ft/ 8/11 1 3 1 1 4 0 1 .0D _00 22410.9014 03501031104,.30 .01 _00 .45 Otructurol .y0001 SEAN1 13 ;. Li .00 41.07 3.230 3. .00 .00 .00 .00 _00 .00 .00 .44 00..01 of 99.99.12 9330 .099010 00 111170.15.5. 0SW 0 .00 42.00 1,300 ...... 1200MED to fore 01 7079or1 194 Not.: 1341011195 11.0. .1110 co.idar.11033 yrs 2 0 Li 15.00 3,239 • - 1..1.511ne onocer• E11e0010e flung. wi8t0 034,loaca1a1Ion 0.0330.1 222-311 2 Sli V 26.00 1.200 10-14,.88_5e204_3_73..1 ADAPT-. m- 1,51 Arl -INNUT 20000500 . . - 2.1.1 PRINCIPAL SPAN DATA OF 12311.2104 61.146 D 4.1 .40 20.40 3.231 3.1 Ralorlows 6.1 [CLL., mINMENTE Ik-ftl sw 42 OP 1.102 VOTE: 1010 00005100 1. STIPP= .0113 ..01p003909 01 1.00 1.1 - 1.0812110 As APPRARs IV S Um, '02E274 PRIOR TO 0110015011.21 UNMAN lki16 ( CON. or PART. / 100147315 6.6.221 CLInus TYPE LIKE (5) ffl 5 0519 or 09- 11 1 1 le -ft 8 ft 1 1 2 5 a 1 Top IDOCTomfmIDDLEL 1 P 01 1 pyagga 302107 1 6E0 1 /011.01PLIE9 . PI 1.002101 41916 0E13101 400315 113108-1 .11210 chIck.1111121.1 1421 right . .1 11 1 10 94 1 L. in 1 -La oa 1 1 2.0. 4 1E-Pi_grade_neae,2_wpal A150T-111 V- 4.50 4.01. 1 5 4 32 11 02 1 42.00 24.00 36.00 a30.00 4.00 .00 . 25.00 24.00 16.00 220. 20 4.00 .00 .1. .90 3 3 62.00 24.60 36.00 220.00 4.00 .00 .10 .00 I D 3.230 21.00 42.00 TEE 13.12 .Proac 1, LETS IS ROTATIONALLT 0.1.D 7 D L .220 I= SRO 233351? AT man 10 007013004114FIXED D L 2230 .00 10:32 80.111: SELIVRMET 2017111761011 00121.11.110 Ukukala, L1172 WADING as 0.PM with 0 skip 0349.67 09 2.00 - SPAN 3 - P0•24 C • 1000013010 1 . Rectangulbr 2 T or 7....a1.1 L •efq-0.10 3 - 1 oection 4 . Dot-mm((04 r or L A -CALCULATED SECTION 7000105103 7 • Solv[ - .1E1. 11 - 'No ..f.o. to 248110051. 115. 4.1 Far Unleore maul cantilever. oely 2orsT oar. ralo ... mio mall 144.0 1 1 1 5 6 .00 .0n .00 .0D .00 Nere: Illock 4.2 .2 6.1 v.1.1 kr. -Emma of .11 682p..1 load 7 - RlinVcED M.21.16NTS 7.1 ARDUcEn DEAD 4.313 40342100 (0-00 SPAN .- •- right, -a -126.0.7 241.130 .201.17 •2.6 .0. 04.4. • 311 .60 1 .221.02 251-67 .241.25 'Rae: • 4433of sumart :". 40-007419_9040_2,30 ADAPT -PC v, 4.50 .C.. 7.2 2 If D ir 1.1v5 LDAD MOVENT2 NI. f LI 1.1.3 Evrecrx. VIDTV 047000101140000soolo s0A7 ARTA Th Le2 2744 1.9 in .... loft. m_mdmipan 10101. SPAN EPPECTIVE RID. 2 4 3 SP. Ws WM .I1 M., ..-X con 11 to .2,00 .1220.1-04 20.06 15..4 / 2 4 s 6 2 .2 0e comor•06 ... 15.34 1 .00 .00 .00 '1. 56.00 1 .3 . .122..6 2046 10.1.6 2 .00 .00 55,0 1 .00 .00 AO 00 .D0 .00 --. • .700/C.1t1.134090. Nonuniform. .4851810 6.2 Dote: • . f... of mcopor, 2.3 - 47PPORT 111278 asp 901,0611 1854 1 1 r 11721215- 1.10 04-00.0,0060 1008211.51 112140TIEPAS 1 2 2 0072116- 1.10 eee.. 2 2 2 3 7 x 1411' toi5 raloyltud as 1 1.200 4. 1.6120.; 1 6 2 2 1.7,- 1 28 1 5 5 2 * 7 25.1 excraxal, =slow napaorrs 10-101 1 3 8 7 1,, 1.30 lart. m3.22,5•33 mat aim mut film 2 3 y -517 GO -513.40 394.00 .4-00 a -343.10 -343.. 23.11 11.61 -39-2 30 334.. 211... 36.6•, • . [arc at 941ppo21 right. 2 7 397715.6- 1.10 Pe.g. le 15•9_5ad3_1emv7epel ADAFT.R.3 v. 4 06 ACI 35242 2 1 00 0; 1 x 11, 1.20 02 6 7 2 5 21 14 7265, 0.60 -159_60 -299,60 -074.. -1/6.110 .409,52 -409.55 O 11 T 1 1 7A 1,61. 1.26 11 14 3 1 7 25 6. 1.26 1 11 1 2 11 10 19 1.20 BOW.: Bar 1oretion r Top, 3.07(140. 3,11111 Nuk8a8 of tare, 10.2 171704120 118/428140e 211.3 5037913,31 0011511 4014E075 11-20) Rater co .89.1 )11-0003i0.1.) ugh,. end ....m8re8h1eel 231(127 tlyi IA; smitiwung of pare. Johirt max nin ... .30 ma olo 0 6 1 54.22 SG .112 .00 .02 ,n0 11.4.3 .1262. MISPOSIT2314 - TOP 919.9 2 151 .3. Is.... 32,53 32 .5.1 An .00 164.. 204 3. -66.29 80 4 50.71 52.11 .00 10 .20 11 -MILD 871/21 Page 7 ACI -02 An.00-50 v. 4.52 Top .52 .308.11A1o0 beyond whcre 0.04202 22.00 Bottom bwr tatmeam heymel whore 0.07412221 11.00 to 11.1 -MILD 5758 L • TOTAL 013000 0-0.1.0 1000 00011 511.4c1o053 71 1117-522111 82/1061 01017, AT 1,11-11111 fin.21 412.20.0108 119-2/ 33131712111 -2 1007 10,1 KN./ NO 3110 1.0000773 I 1.72.7 140045/ NO 5110 L...rix , 7 a 4 5 4 10 11 I .00 .550 1, 1.25 3.3/1 1 7 34...- 2 .00 .001 1 0 .00 .00/ 1 2./0 1.271 6 4 7 A 24'.11. 11.1.2 Top E771E0- num.. 1007040374 08.F7004 07082 AT 21190007.6 00/14.1. 1 11,7 M0171 90 8128 0-E20759 0 UyT 1429.1. Nn 0121 =MN 1 1 2.52 1./31 6 a /2..0. .00 eel 2 1 2,45 2,77) 4 0 7 1 10,0. .00 .00 1 I 3.73 /32 5 1 7 a al.-, .22 .001 4 1 2.70 2.131 6 1 51 121-11 0 .00 401 SPAN TOP 071h, 11 LOCATION MUM UR 1.,27G771 1721 2 3 4 5 6 1 0,011 _I 1 1 . 32.11 12.113317 , 1 7 x 5'2/ 2 arr 0 4 Ann. I 9 7 211. 1 LB. 7 saaer 4 0007 711[4. 7 1707 le 21.02 a .17 11 42114117 3 5 7 .112.01 1 x 1012 0 7 41111 1 4'11" 3 1 7 512- 2 a x 12 '6• 2 2 7 x 311. 11.4.3 .536. DISPOSITION 2.97,014 16,322 1:5592, 9 16-11,390._Mem_1_3pal 2.14332,11C V- 4.50 401. ; Barron 111281 52214 I. ID LOCATION I MUM BAR IMAM, 1101 1 15 MT. I 4172 1 F 0.,50 .1 2174 1011011 1 19 c=0-4812 1 lit. 0.a. 1 12 CUT. 1 2 1 7 a 251. 1. 1 12 088/19 1 2 1 / 39,7 .25 14.13 34.46 -37.10 .13.15 51 .24 17.0 12 3 .20 12..33 74.56 -24.21 211 ,59 15 0 12 2 14.70 39.56 71.43 12 3 1490 21.56 -22.97 113 pp ,421 12 1 .65 11.10 20.56 -24.05 119.29 ,02 12 4 21.00 29.56 .23_42 247./6 12 .55 12.14 01.51 .11.11 3. 25 ,14 12 2 .10 35.10 29.56 -2,26 294.04 12 1 27.10 11231 13 1 .10 21.40 29.55 28,37 45,42 .35 IS 1 .71 71.50 29.56 31.70 201 45 15.6. 12 2 .20 20.63 29.11 43.20 122.. .74 .24 15.0 12 35.70 39.56 54.63 30.. t3 3.2 .110 34.. 66,3 -126.44 t3 3 .99 39.43 34.23 77.45 .137.14 1,11 11 3 1.00 42.00 14.06 01,16 -411./7 1124117 ONLY D ENIS WI. .523214 0200 ABMS WILY MANS WILT 5.545 Dm, 18.1.148 o4.2 BP. • 2 1.120112701 • 26.05 01 (Net ape. from .12 to 26.17 ft 1 X Vm ma RATIO kr 1 24 .30E5 Xib ft 10 11 1.42 02/100 selift an Vc Av MAP. 1 3 4 6 7 9 15 .00 34_06 -6340 -193.22 .05 36.01 2 2. 2141020,40-7 10 2.60 24.06 -52.17 -111.. ,12 .24 17.6 2 20 .1MS oNLY .15 2.20 2696 .44.. -169..1 ,72 .24 2.7.0 2 2 00101070017 .20 3.20 44.03 -111.11 2 3 SULICS 1140 .30 3,511 11.06 -34.07 -62.95 .52 .24 17,2 2 2 812445 091.0 .10 2.111 16.06 -21.25 .10 2 1 .41 10.40 29.56 .12.27 20.59 .22 .011 2 1 AV 11.70 39.56 -5.22 42.73 .10 3 I .50 11.05 29.38 1 2. 42 51 2 1 .55 14.30 29.56 ... 37.44 .24 2 1 .6. 25.65 29.56 15.40 22.02 .24 .10 2 1 .65 10.. 34.06 32-44 .13 2 11 .70 12.20 34.06 14.53 39 2 11 .75 0674 01.06 06,41 -73.75 04 14 27 a 2 2) 250200 7115 .60 22.68 34.26 41-46 .131.54 .65 .24 17.0 2 21 IMAMS nNLy ,01 22.10 34.06 (4.73 -192.60 ,76 .24 17,0 7 2. 411112000-7 .20 12.40 19.01 57.15 -292.45 11 -11.1 12 01 0011471031100 .95 24.72 34.26 64 AG .12 17.0 12 21 BEMS 1,2111 1.00 36.02 32.06 -412.10 902. 1 43.00 it 1Net sp.) Irma .21 to 41.17 ft 1 Page 11 02 12-1_91-21,3.693_05,91 AnAPT.. V- 4.50 001. 11 0/1. 27 19 : 11.1,2 711121.2 mUTOMT or ABM. • 1271.4 Lb 111990.13 - 2.5 pal 3 2 3 .20 -14.15 -92.21 -472.39 32 - 5 0 E 21 3 0 E 0 I 00 FOR SBA. 11.11 01.9-10.5 SLAB 53.234.5 .03 2.12 34.06 -.0,61 -290.44 1.30 .be, ...... .15 •-22 34,30 -64•50 1.03 BS, - 76.124.11B. Cab. 100062 wader C12121902 1 ..I 1 Sr 021011.492 12E295 .15 0.10 19.56 -5.9. 1,40 1.10 042.16.11.- 'rho mix. • 36511y• or .1.33.914.of reinforcement tor 300000 .28 1.42 39.56 -42.66 111.11 .40 11126135101 211.4101. Under 0711.1 3 and 73 021510232.3 . MOM, reight 11.11 shear 111.060173 to. .25 10-50 22.53 -09-25 197..9 60 Weber e1 here 1ie11d md. eolme 4 im 01091 . .1.2213- are. of h. .44er a . ...canc. of comprea•loo ither to centroid of .20 12.60 22.56 -25.11 259.43 .41 60173022 2 or 1.31.22 2, 3110127.0 1. larger. 1•11.16131 mbar .15 14.74 22.50 -22.43 217.49 .21 2019be0 of bar. lintel under .001100 4 im 174.2 m 61ther are. of bar .12.6. 822 . apaelog1 of cw-legged 14127007435, (fy- 62000. 13.1) .40 11.24 29.53 1,22 211.51 .32 0015353 7 . 001,001. 1111.1.472 11 largo.. tdmm. no 111.0r1p.. 920 requaregl .45 11.9e 29.56 10.21 240.70 .14 M. , . • 3412.41.21 aramaat• and Mute .5. 21.00 02.S4 17.95 269.74 .21 .95 22.10 19.56 21.21 225.65 .36 1191269 .. Vc . 1 NEI 3210 11-6 44... 2.1 29.25 19.59 24.5.1 112.67 .32 11.4 -1112L47T1012 OF 91415 2 0371 Permi.1111719 valu• of 1 1f. / •1,,F2 7,20003. 1101.07 114) .65 27,11 211.56 27.71 105,11 .31 1 ma 4.3919•11314 vela. of 4.1) 0o(1(2 07132.1 15.40 09.51 11.06 63.94 .53 11.50 34 .016 32.23 51 11-4.1 3527170774310 Av - I no rain/oriel... regvared .13 11-10 24.01 37.21 -54.15 M. 0272o Ay 5 .3326 11-41 70/180 1.1"2701 in Tr 19 445417100 1 2 010 reinforcement rearmfred 1401 eon 11-14), for beard only .15 35.10 .... 40.40 -162.67 .31 2 Stirrup r•epa...2 by aamlym. (ACV min 11-151 90 37.20 34 116 46 16 .351.. 62 .90 3390 21.06 42,44 -141.14 .11 1.06 42.02 14.06 51.71 -451.20 SPAN . 1 12110131 . 12.40 10 1.0 an.e. from .23 10 11.17 10 Vu .9102 63 4 4,2 101 23 ±2 3 1-12 1011.1.3o 1n-3ift to gro 17 2.1819.1.7.4 ) Arr.. ••,• • beam 2_01111/ AnAFT V . SO • 2 .05 2.10 34.26 -443.61 -75 1 4 9-10 17.1 12 .1 118,042 0.3 .20 4-20 34.06 .47.62 27,0 12 2/ 5,1,27.5 0127 SP. ID 10147303 11 BAB L2153111 1101 BM .9'23 4.10 14.24 -245.65 .66 17.0 12 21 B2-0748 0.77 4 -4. 7 0_40 14.06 -41..1 -155.91 .61 24 21.. 1. 21 1.1908 o.114 17.0 15.11 15.1) 1 2 3 2 2 2 2 2 2 2 1 2 1 2 1 2 1 2 1 2 1 2 I 31 2 2 2 1 2 2 2 2 2 2 1 a =WS ONLT H UMS oxLy 582145 0141.7 B EAMS MILT BEAMS oNLT seam BM,' 5.312 ONLY BUM ONLY MAKS ONLY Ps.. IC ACI•02 It-itt_grarle,bemMmkt IIMPT-ILY V- 4 .54 13 • 41.4X1141.111 EPAN nerLscl—Tows Crete, mall. of slamicltp ........ Mc - 3132.04 ii evym !MS. K 2.00 Valves is porsaLbm.. arm (spay/spy dcflmtlys) racism 4.0.0 SM. M Lyelsys, pappltaILD (matt. YAM 01. 06,P 1.1. M..1.1.4T211.14 1 AM( Immi 0 -00( 4 .l1-.04( /1001 ( -.001 00001 1 -1.0 .111 001) .00( 1 .02) 964) 1-) ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 31212006 Time: 10:23:06 AM File: E-W_grade_beam both fixed 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIOI D [ft] 42.00 X (.71(5-3 3 - TOP REBAR 3.1 User selected 3.2 User selected : 3.3 ADAPT selected (3#7x611- 0.... x6 8 3.4 ADAPT selected 03#7x1243 ®3#7X66 • 5 - BOTTOM REBAR 5.1 User selected ' 5.2 User selected : 5.3 ADAPT selected ®217X17'0- 5.4 ADAPT selected ®2#7x23'0" 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 329 3.a 1 in required 1.@- provided 1 I o.o I I f 1 I 1 .2- H 6.2 Bottom Bars 2.37 7 - SHEAR STIRRUPS ' ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in) 7% 1.7 7'J : 7.2 User -selected Bar Size # Legs: 024 7.3 Required area 0.18-- fn2/ft) 0.i2� 0.06- 0.00 24 6 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI To = 3 ksi fy = 60 ksl (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES a-13 ADAPT CCSPDRATION srolEmorbl. commons mar/vbRE worms 17100000.14. 1.6 Suite 170, 661,50o2 CAL, Califorkis 94641 ADAPT -RC FOR liErIPOssivo comcm,b/r 0E026/01..01 0656030 Vero/. 1.10 AMBILIcul 0001-011-02/I10-011 bEmPT vcIPCIATIOM - st10r60r.1 COner.C. Software By•tow 1131 15520004. Road. ceirk 221. Auhmsd FILE, 00010.s011 00021 0001e. 16501)06-2400, Pax, 46501164-4670 11, padooeud.WorAoft.00k. Hen .12.1 0t1P.11603.0135131401..0090 I 2 2 4 9 a 7 1 9 20- 1 20.00 5.00 60.00 6.0.00 111 .00 .10 .00 (11 ,nve 100.0001 acim200.1 coNDITION CODES 1016) mi..d .1 moth ...troartuaol - 1 ding. 20 dr. and. fixed at fAr 604 2 ram 0200 TIrre or MOMMI .11.10E01I1N. Mir 2.2014 At Tied, 10,22 P.90 3 00020e7 716.0, 0-6_Erads_beas bor-h 002.4 02 11210151. 1010.0, sc 7.0E0 0-0 90.46 be. 1.0100.01 DESIUN PAIAMBTERS CONCRETE, 1700.11,31 44 21 d.y. for 20236/36.466 ..... 3000.00 pax for cor91469 Ca.,. .1 MODUUss or CIASTICITY !or 7010.4)01120 3124 .00 2E0 So. -00021801 1605.00 011 1000137 6.11.00 for d•flertionl, for EXAMS/SLANE ..•-. 2.70 Commource ........... ..... ........... , • • KRIM, .1004, wEisEr Imo • co .r Evromomoosiorr. 6 - LIVX Mks MOMENTS. 61104.0. R.A,CTIONE 6.0 L1-1. LoAM VAN Merdbi/s 10-001 And SEIAR FORM 121 lank . . mid•par, . . rIsbt. 000151 0.1,09--. S P. ..m wAs war Mln .4.. leff r2Sho I 2 3 5 6 9 1 .01 _Co 602•[ 1C•2110076•_24•6_660 1 ALAPT-PC 1/. 4.50 ACT- • • C.A... 66..ta 5.1 1E21317101 001 6.3 TOL.. MONZA'S 11.11, Prima 0000 •ed. 210331 at far •nd . • LW. COLUMN MLR VOLAM Fixed ac wad. roller 01th ro[47rocal fIxaty ex f. end .21111T 501 5100 0041 o+.11 Ras d3r, 3 • INPUT APPLIED LOADING • Obbn L411122 • DIV13 061.12 72 -PE V - UNIFORM P • PARTIAL UMirobb r • coHDIERTRATICO H ARPLI. /9919:21. If. LINE 1.0.122 111.1.037 I0100 . .. To 1 01 .00 • • .111 To., 017 TT 0' SPAN 10.1.9 1111.0 1151.1 1 ft ft 1 10- fr or 2 -.ft! kif 1 3 2 • 5 6 1 9 30020 S„...941 .... . ......... ..... 60 00 2.0 1 EY V 11.Enimi• COVeC .t TIP 1 SO in 5161606Coker at 0.01100 6.00 in ombismIs opTioms USED4 Str,,tural Nynts SP -1,4 Moment. mr 20•15016 7050 .0675011 ..... 331..69.13 00916503 to face of ansrport ICU E00k011. 014114 on.L0105.0110, vEs 000•0000/ 01.229, 10/10 imommmocmcloo.c.bod 701-116 Pose 2 ACI -02 40-11_922do_bo20_1oth 1 ADAPT -RC V- 4.50 2 . 1 EPS. OPONITRY .1.1 .331C1PAL SPAN DA. ea 130”,,M 6P.PENS v PI 1 vom 1e07700/m210EI I P .1 1, SLUM 1 Ramses 517 660.7000,002 A 21 LEN026E1 woo. 0611111 ,00211 t1101. width thick. IdExedri 1100 00611 m "1 00 r ro 00i im ie 11 ih 1 is I 1 2 43 o2 24.00 IA.00 120•01, 4,1op .10 .90 TREWS 0106700* ST LEFT IS ROTATIOMILLV 51136, Ta. MN RAPPORT AT 00706 10 6667666.1.0 FIXED DEoNNO: 1 - GP. 3 - 63101 C 02.9.107er I - 2.[Cdssular Eichler 2 . T or inverted L diction I I 0•C[1..0 4 - loadaded T or D 2•0-10,3 1 . 1.010. II - Tam aux.. to rellereaRe line imet,ttr. 01560 2.061. ar URIPuss 050E0 22.00 42.00 00 42.00 3 2,0 1.202 0.200. 0. C2 E-d_s2210beam both 1 6.064,0-10 1- 4.0.0 011- 1 2 7 4 5 6 .00 .00 H otel Blo. 6.2 and 0.2 valu. Are soak. of .11 .1Plaad 1.061 04. ILEOUCED M001600 Mc/It LIVE 0112121101 1. 10121,E0 0101 a oklp forcer of 1.00 7.1 RRDUCED 1100 1,028 6160031 10-00 3.1 - LEAP.. ld 23,F.60 . ONES, 3663. /cap. p.2012 To pRocessma ONIFTRM 12/ft.31. 1 ChE. 00 0009 1 1 M M N T I semi cuss TYPE 10200 18/ ELI 1 0*16.00 01.000 2 I 0- 00 0 1= I 1 p L 3 •230 22.00 42.00 00TE. 1e1.0.1.207 30704100500 0.290560139 LITZ 1/9013.310 1, 2017270 0000akip factor Of 1.00 4 - CALCULAT.D SECTION PIDTERTIES - • For Uhiform Spa. .nd 720121.2.001 06.1.7 2 .349.42 20g -3. 00 dote. • . fac., of mosport 7,2 00150[.021 LIVE LOAD 1401401470 (2-111 liar. ..... 43.10•005 .. righr. SPAN Wok 61C R.. 6.• mex ran 1 a 1 4 5 1 7 .00 NOE., • . fAce of support .CD .00 10 -PASEO 006 HOMER, . 4 VEACTIom. ▪ 1 1.10000 3201,1 00.2 nen:Q1812E21. 000/061.90-510 6.- 4 1.-2._grada jaaes_both. 1 ADAPT -RC V- 4,10 007- s 1.110 . eidapao 03SPAN PL. ELIA min min -441.30 -441.20 249.70 249.70 -477.60 -477.60 M AMA vb Yt ICO J.:'4 in. in Meta. 993.09 .1220E416 21.91 15.14 d or - Span/C..1*V. NollunifOrd, block 4.2 - DEAD Lekt 5010170. 0116010 REACT! ON0 0:kg. 6 10-0.Arade_La4,5=22 1 ADAPT -RC V- 4,50 ks, • . Edo. of Espporc 61.. 2-3•FECTIVEMIPTII im . 1.1 9 7 A 0 M 1 11 0 N T 0 10-101 5 s 5.2 150011 A00001 I kl . 1 2 v41402 010. mvammaa 141111 .111 10121 1 .56,60 l 7 1 4 5 6 20,7 FAcToRED REACTIoms 10.3 FACTOR. couror mcfrelrIS 00.11; I -101.41 201.19 -.1.31 -41.10 7/.00 .1,1 0911.1T MX 2.5r. WAS Els MX nun 66-4, .70600000206 moments 1 40.16 45.50 4 5 a 00 1 .00 2 03.40 02.11 .00 0.2 •612012021. 21113,21 2.2112 Coiumm DATA son, . 1.1 MAL -TIDOS' 101 • • - 0.4 001.I90.1 NaSiG4T2 11- 001 • . -....t EFTXCRT LOS. CO 111131.1 4134169 USIN . UPPER COL.. : 2 - Lowqr 161 000-----077.5 C Cfro D004. 40119.1 0 TEC -.,..., .............. 1 41.30 umn*. ---007.1 r010.04 .00 11 -HILO 16011 JOINT in Ls in. ft 1.. 12. 21 77 .PC 911 111.91.01522 !eye=2 eh... nu:Faired ........ 11.21155 lent= 020.00.0.102 beyoad whore required ........ , L.._ 15.po In 13 510 It 0 5 0 1 111 PCI 81*745 2310 133113,119 EL. 19170191 11.1 .31751. 071111 - 91371.1. ETEIP 1.1533002 1 Comor•t• • 11330911, weight 32111 413.3.5 4114.e2 for) Page 19 d - 3.1t.1e 49 onelareerion fiber re e•ntre.331 of C. ton•ion rob. 11.1.1 TCP 215113 041.E1931314 As 14.T13-0fl.31 E5771911 STEEL ET NM -en. 1241 - spec... of 0e41-1999115.49 •3153-39, ft,. 60001 4.1] 155.51 .-- 221.00914311 --• 011-20 - - 0*333173013 •-5 ... no 101101p0 axe 10331.15 -ed 49514 I 1.71.7 CIE, 130 2401 Miura 1 MT 1122P1 no 4114 1334131511 En . Yu - • fecterrd 353,5354 .2 .2.4. 1 a 4 -5 6 1 1.--10 11 13 -WAREN SPAN D111.3,4 ETIOME I 1 .00 .041 ( 1.9. 3.375 2 1 7 31 29• -65 4590 •. To • 5 ACI 2041 11.4 govern. 1 Par. oensiedthle 545310 of 13fal -136 goy.. 1170 .11.11-11 1 ..1 9.13-.3443151. 74534 of 1.4101171/1 governs feerret•e unduly. of •,.•••41..“11 EC • 3112.00 kel. 11 1,2 TOP 67.1.8137.13,1013 ET SUPPC131771 D017.4 STEIL AT E.P.575 Creep factor liea) .-- E11315117011 -- 11111 .-- 0E13119I99 -.1 II, - 1 no ,Inforceeeer rocuaTed aorpr, 1 12.29 Pigs) 00 2100 laiser7i2 1 9110 11111-1 wo 4299 VAPOTH 2 016. reinfor100.00 repared 1151 PT] 11-141, gor 1.... 9415 .9.1911 131 511,3112221• Aro 1919.1e91 41.311ecx1021 141134 .622 -2 -up required by laelyei. 12.-00 wpm 1/.1.4! 2 I 2 .43 2.13 ) i . 7 x 13•-09 1 .... ..01 ..., .,,11LECTIC51 142 K., Tr iacee., 11053/43/.. 5.371,5 • 1 I 3.3E 2..1 6 i 7 A II' -4" { ..011 . On) ....11 C. 01,04.IP LL 03.53L:rliTLP SY AN • 1 LEI10214 .. 42.0D fr 04.6 .pee teem .43 Do 41.17 IL 1 .0D .251 73211 1 ..351 20341 11-e_grido_13.32_155. 102197-1110 V- 9.10 151: 11.1.3 190791 53014257 09 010002 • 1041 lb AVE.. . 1.6 psf 22/1 dots, I 3 4 1411lux.1.3.D. ralear lilted 54:15010 .1.0 1 11.11 4 ix calonletee b... .P0 00 11.40 -21_51 5.24,02 en 433125 •rho 515. • 30153-35- or 31.1373.rea of 755.31.35.3.2 for ,75 0.12 24 .16 .422.24 .69 44 17.0 12 2 Acreogr. 511.0.0 under 4.51.5.2 and /1• .1. 4,14 14.06 .221.7 5.7.0 la 2 141.1aD, 25 .. 11.5.1 4.0r eolun 4 11 00.'4 On .1.11.1.40. a 1761 under .15 4.10 11.06 -31_71 .252 74 .51 11.1 12 2 Au 4.6o 31.06 -34.46 •333.74 54 14 3/, 13 3 35 11.50 34 ..114 .45 11 I. 725.0 2,52 ..s. 15 a IF .35 14.70 30.56 -36 43 75,91 2 1 .64 14.151 11.56 .21.35 122.42 .10 12 ... ... 174.. 3 21.00 29.56 311 /6 .39 Page 7 1.13-31_95-5._.._13.3.1 4.33.7-317 V- 4.50 .55 13.10 M. 2.56 .. 2 1 ..41-6-2 .42 35.. 3,56 3.15 349,3 X .65 21.30 39.56 13.57 213,21 3 .13..2 or [drum 1. 13.11,549.- 1.• 14-55,. 11.50 42.56 36,40 444.04 .42 142 3 Ember of berm ...ad 110410 o#10 9 11 131.441 on 271he1 45-31. -of her 22.3141 .40 34.14 217 .50 47.24 31.15 -12 15, e 2 o43.210 7 or 1.311.1 2, elnarbever 1. Lerg.. Mu .710 4.11 124.1 1e2/91 12 42 25 2225.4219 7 s 11.4 -SELECTION OF "HAP 11.4.1 .71TI. PeOVTPTO 5151115 .13511 BRAM C441.1. 13441.3.1 DELT DEANS 11461.Y BEEED BEAM MALT ..114.3 MILT 11.4_u0e2ehe10both 1 Man-. V- 4.50 /593- 126221 17 LOCATION Irad DIM 4.E31179 1101 A.D. 0..21 1 3 3 4 0 .45 35.00 14.42 12.14 -13.54 .11 .34 17,0 13 31 E01. Ce31-11 1 1 7 1 7 A 111, 150 .. 31.11 34_41 70.41 -302.13 1.05 .24 17.0 i2. 1] 1 3 1 1 711 l'4" 1.40 .95 14.91 34.06 1354 -324.14 1.22 .24 17.2 12 1, 1 3 7 . 7 . 114, 152 3 ... 43,0 34.46 23.41 .-34.3.57 1 4 7 II 70 4 I f• 1.41 1 5 9 . 7 X 33 • Ll• 3.30 Noremm 107 ...on - T Top. 0 • &atm. 2022 - ember of b.r.. 4.Dor 1.6661,11.96.1.14142 0e1.1.. 1442 07102910=519.1 0145155 for pesiciardag of bars. 11 4.3 MEL 116402192112 - 700 12.40 I Top &TM. SPAM 1 29 141047I99 207220 5.54. 1010033 I4071 --1- • I 3 3 • -4 5 6 I 1 LE, 3 1 7 x •6- 1 1 3 10000 a 7 2 0•4• 1 j 2 LILPT 3 T x 1 .3 4 012137 3 1 7 x 6•3- - -• . .... - ...... 1 11.2.3 VIDEL DISPOSITION • 10171724 5400 8C17.4 dTEDI, 55. I 313 3.0.7.111 I 1.1 B. Laararre [ft] 1 1 5 exPrre 21,22902 l 9 904910I4 27 x 14,1• PE, 4 ACI -03 1E-11_41104._134._ba40 1 ILDAPT-RC V- 1 511 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 2/4/2008 Time:12:19:35 PM File: skewed grade beam_bidgB 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIO [ft] 26.00 Q 38.00 O 26.00 • 36.00 i r' i 018 G1 S 1 i �� ! 603-'7i 0)13-4 i i 3 - TOP REBAR 3.1 User selected L r 3.2 User selected 1 . 3.3 ADAPT selected 0 207X10 D2#7x32'4' 04#7X6'0' 3.4 ADAPT selected1 3#7X17'6' SD367X:3546* 84#7X9'6' 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected i__ : 5.3 ADAPT selected ®1#7�f cD267X171r 122#7X1&6' 5.4 ADAPT selected ®2#7X1+. ®3#7X25'0'11 3#7X24'0' F 6 - REQUIRED & PROVIDED BARS 8.1 Top Bars m4 2.73. 2.73 2.73 4.29 s [ in2] 3.6 - required 2.4 - provided 1.2 rI lihi,,, oil 1111 III ,� ! i5c- 11111i'11111lli Ifll1111; i� 3.0 6.2 Bottom Bars max 1.58 2.61 0.00 2.61 7 - SHEAR STIRRUPS ' E ' • 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing i i i [in]: ,.r' -N , r Jr% l r s,K - 16.5/ Pim, - ' n•px - 'I r ,e y y",r ,,Id.s,-- 7.2 User selected : Bar Size # Legs: 0.24 7.3 Required area coa [in2/ft) oos 4•0a .24 .24 .24 .24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI rc = 3 ks1 ty = 60 ksi (longitudinal) fy = 60 ksl (shear) 9.2 Rebar Cover. Top = 1.5 In Bottom = 3 In Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 12,262 110.02221011 00,00001004.00.14230,000.074000*14111 1110 110041..2. En.. 01010. 220, 0.080211 City, 121.11or01m 54001 nraas-nc 2110 I..00 PC2.1111 012111/12028 000220 0.00000 4.00 Apompai 1201-012-02/1110•031 solpr 000200410140 • 30200.00011 .4.2.0.• Software 0.070 1100 400141.2e W., S.. Z.. 12601506 .11.10.2. 14021 16001201.-12211, 1.1 160011.01-4470 240011 .10,1; et0.f/wev.A.600000[0,0401 HATS 2200 c33. or Pa..204 .10.722.11; Fab 4,0.6 AL TIMM 13.19 21.221.2 VILE: PROJECT SC garage 11 -if grade U. 3 00 0.0 1 -0ENIA• 615610. PA. ...ETERS 2.2 •SUPPOIT VIPS. ANS COLUNN DAT. Not.; 0.0 21000 4.2 SUPFORT L.. anal. MT. COI.. VICTil 1.1.170 0111104 0 CRC.1120050 060.1 12 CNC 011140. in in in ft 1.0 10 1 3 3 5 6 7 1 11.0. 20.CP IA .60 .00 111 P.9. 02 ,11/1 .00 .90 111 1.11.22_222da_han.,1211 MAP,. 2. 4.51 1.1- 1, 12.011 00.00 12.20 _00 111 14,00 10.00 12.00 .011 111 00,. 20.00 10.00 .00 111 10.00 10,00 11.01 ... 121 .01; .00 AO (11 _09 .00 .00 111 .04 .00 .00 411 .10 .09 111 5 - 1021•6 LOAV ...EFTS. 62.020 2 'REACTIONS . 5.1 SPAM HOMENTS 112-101 . 4 5.2 SP. SliE1.11.9- 11E1 • my II II, • old.. mIrlf 5E111 00121 1 3 4 6 6 1 -1.44 141.05 -1,.21 Ex," .990.00 24/.56 -...11 11,25 1 .215.15 -0/.20 .211,12 •40.50 01,24 4 ....PC 005 . .017.00 -14 12 1.50 • - UnLerlyne =meet. 17.1 COI.. 0004410.27 me00177011 06162 .1.01. A.a.d at 20. and. .1622.2.1 0.0003010:E.g. et 204.2 en. 0±0.3 21 far 0700,0 sa 21 4.14. for 20214.042.26 4060.0e 0.1 224.0 .0 agar end. hinged AL far .nd for 60141112 4000.04 2.2. at 0222 and roll., w.th ...Liu. .104ty at far ... • 4 2220 00122•07 V. 4.50 ...l- eg MC.. OP ELASTICITY for flEalealszalis 4122.40 14•0 000 COVAHIS . ........ 3600.00 501 mmar tut00, for datluti. E.? 0e2401I000112 2.00 10100? . 5.3 1E200I00S 101 .- 5.4 0104320 04005(04 k-. (t) •. COUR.. =Miff 0002301. 3 -10207 2021/2.11 LO .1,0000 I 2 1.0we2, col.. Upper C011.. 11.01 -15,54 S ELF 00111,7 .. 15-0.00 pet 2 /7.54-10.06 4 ITU 0 119.12 20,46 .00 211200.052112; 10.6.02412 La. 0 - 11511.2000 p . pARTUL MIR4 101.05 -10.14 .00 YIELD SLrang. 00,00 kei L. 11.3.6 C . 1400.2022270 11 - 41.1.12014.2., 5 21,01 .00 M.A.. Cover 00 700 1.50 1/ Li- cnrz WAD NUL= Cover at DOM. 1.00 La ANALYSIS 19021.11 U6=01 0010000(1101 .... BE. Mum. of ..6t1a 6000 ampAmrt . 074201320 /....AL. PEVA= L. C.A. . 2wpyort YES Effective flangs wiclkh nonmideration YEE Este.ccEE. (1.00.21410 imple....... method 1LI-311 page ACI -01 .....d_vrodo_t.am .11 10122.007- 4.50 2 -114211. 60014112.1 2.1.1 20.11.1201 0020 1111.71 OS UNMAN 122030 "7::!:7C'2' - Se 1 4 c TotAl 19. seAm 22,100 T0201 1 7 00 1 10 -ft mr 2 -IL) k/ft 0 - LIVE LOAD HONEYS.. 5 110111.0 RE07.10010 1 3 0 4 5 6 • 1 1 Li 11,011 0-200 .-- 2.1 LEE.. LOAD 1010 0127.074 00100) and SHEAR 1:327006 (k) 1 0. u 06.00 1.000 16110 ----------00203.0 -----------210- 010.251 70000.., 2 0 L. 15,00 30,00 0,200 SPAN ma2 miu max .01 mAi man Is., ri.h. 2 . U 34.0C 2.3.11 I 2 3 4 S 6 0- .00 .00 .00 .00 1 n Li 23.0C 0.200 3 en .00 .09 .00 4 .00 .D0 .00 .00 6 Ls 12 00 3,210 4 0. U .00 16.00 1.301 NOt. • . ,-.E.E.erlf.o. ...eta MOTE; 1112 1111121/112 ±002032,33 wIth A skip facts, of 1.00 3,1 - 341111100 20 2120121 021 01E2-15 0021110 00700 TO PR0CI001N3 0 31 1 1 TOP !M.71100/761n103I t• 01 1 1 PL.. 1 (12300 1 057 1 191171PLII2 A 01 LENUIff; PIO.. 1052001 54128 01102.1 wint0 11000.16010221 1200 100±1 ✓ 101 ft 1 In 1.... 1 le 144 1 10 1p 1 10 1 Page 2 2 a 26.0. 24.00 .14.00 120.00 4.00 2 2 10.00 24.00 06.00 130,00 4.00 1 1 26.011 04,00 10,.. 120.60 4 00 1..11.31. 4 a 14.0. 24.00 14.00 110.00 4.00 .00 .00 .110 MY ec-2) , lEoll. Or PART. 1 11110140.2 1 TEE ERD011720112. •IGNIT 03 005070702107 1427021 0.22.21 CLDAS T020 L50012.11.1.1 4 Utt . 10-00 5 1 1-11 • 11 / 121102311 0- 4,50 004• 1 - 6PAN C C262ile0er 1 - Rutengular .020022 . er 30.r. d L ..stinn • - I sastudi 4 . Tar E. sectio. - Wattle • T. murf.s. to reg.... lie. 1.1.3 000202700 VI.. 0070 0708100.0 011221.4 EP. 1 EPHECTIVE 0017111 In 6 • 1.1111 .011 12,00 • 3.030 10.00 00.00 • 1.23U „On 11,110 00,32100*1 3.0.0 .00 34.00 6140122-51004 110201010 IVA Lou/. 1. 0000.210241±0.1±! feet. of 1.0 4 -CALCUL...2D seCTIO. PRo20.51-21/1. 4, for U.S.. 00103 And Cantilever. 0010 1 56.00 3 56.00 .1..-0 ln-4 la 1 50.00 0 2 4 5 .2.02 40200.06 00,04 10.14 192.00 -I.e.. 30.. 15.94 0 002.00 .1210.06 20.. 15.04 4 002.00 .1220E.. 20.06 10.14 6.2 1112,270505 101 2,4 2,0112124 4611411110 12-401 min Mai man ..... 0 _00 .00 .00 .00 .60 NAL. aloe. 6.0 .56 4.0 Yalu. are mu.. ef nI2 akippad lend num /- REDUCE. HollENTS 7.1 013007150 DRAO .51.13 2.2226 101 -001 :2900 ° _0ra1._0022_1211 50222-110 V- 4,50 10,I- 11.27 .2.00 •251.01 -24,00 21,50 -057.. .6.6/ 225.42 -512.50 - fa. of supper. 1.1 11.204704 UV. LW. 1.10213271 10-001 1•100 eadapan 021.17 max 011 ma. mdm 1.711 1 0 4 5 1 .00 .01 .01 .199 „au ,00 .00 .00 Irate) ▪ favo of .upport 10 - 1 ACT.0.1112 101.17. 4 411.07104 S Calculated 5. 1 2.200 1.1121.1 10.1 MIMEO 2500211 1077 12-121 left- 111110.7. --a .5190• SP. lai. min. Pee Im. max 145 1 11.11 11.5.2 270.50 102.00 -319 60 -210.10 23 -.0.41 •31117., -104,10 -101.117 ..... -.B.. Note) • 11. .4 •RPOort Pa, / la1e21iAg1247,050am_bll ADAPT-. y. 0.10 AC1-01 .11h11 "rho sale . 202017. orU.5210o. of 0.07lhl for undar coldR12 end 71. Woeber of biers Ilan. D.A. cc.. 4 lo b.. on either of b. ander cola. 2 or cola= J. whichoy. la 1argar. N umber of b.. IA..2 anAer oolion 0 1. b11522 gither ... of kaa ued. • 7 or lo ).or. 11.4 -SELZITION Cr 1.111214 11.4 1- STEEL PRO7011.17 20211 LoCATION 2001 250 161.6181 1111 AREA 11001 1 • 1 9 x 15.0. 11.00 Pa, 11) 01 (skomed_prod._1.0.111 .1.5"1-1. V. 4.5. acr) 1 005 .1010.1114 1.1. of 1.51171'101 ,yerum Av . 1 no re0716-ed 2.2., rolnforeomnt required 11.2 , .t 1.7. only etirrsp 2.41.11114d by .2.27.1. 1111 egn 11.151 SPAN . 2 LOP.. • 74.32 ft 5.0.0201flam 75 10 25.25 ft 1 2 5 T 2 f 7 x 35.1. 1-50 11 • 1 7 s 12], 1.20 1 2 3 7 E. 3 * 77 151E0 2 1 E 2 $ 70 17.1- 1,20 .04 1.15. 2 4 9 T # a 11, 2.40 2.90 4 11 7 4 0 x 4.0. ;AO .01 540 1 11 B 2 7 x 24.0. 1.50 .25 4.00 4 11 . 1 2 7 x 11.2- 1.20 . # 15 9.11 Not.. .40 10)40 5210 location - 7 . Top, -El . 72 2011 - No.., of bars. .50 11.00 13.21to ate. 31.2..11.. 177•15 ,ephIcal fo.r .51 12.20 peminicaLeg of bar, .10 10.00 ..5 15.1. 11.4.. STEEL DISPOSITION - gaas 1E51 22-90 TOP 6-111170. 21.15 1012. 1 ID LOCBTIOM 1 MAI 2220 Lamm 01c71 .20 ••1 I 2 1 10.2 717500021 5.AC9IONB 117.3 7077050111 COLUMN MOMENTS it-ftl 1 1 I RIGHT 1 1 1 7 x 1,24' 1 1..0 (1) 1 1 2 321119 1 / . 7 . 4.11- 212.7 mu min eAd min Pax man 1 4 8 i 1 0.11 - 2 UMW, - 21.00 ft (Net ace. from .75 to 37.25 fE 1 4551 1514 -1,13 .19.11 91..05 95)55 .1..01 .00 1 d N. 1 143.51 141.52 24.15 21.15 05 MIL 51 0 1 Ma PATIO Av * 42. Cid, .ft VufiVa 1.0.3#11 In 10 Av MOM.. 4 121.9. 111.1. -12.13 -15..1 .D0 1 2 1 5 5 1174.75 101.75 .00 Ed .00 34.01 -4,57 -15..29 page 5 713...#1_01-4._kanmj.) ADA10-11 1- 1.50 AC1. .05 1.95 31.06 -44-70 .251.51 17,0 01 . .11 11 04. -41.74 • I.. A 2 .24 27 o 11 -MILD .75E2 7-60 14.06 -31.0. .91 27.0 22.40 24.70 16.00 14 Ka 14.10 Av 40 MSC. 14-11 112/101 1n.3710 111 VC AV 1.141025 4 5 45.57 .1. 50 iy 411.17 -14.37 117.15 -/7.30 141,4 -10.23 11/-13 9.40 171 46 20.9/ 161.19 11.21 1415 25.10 113.21 17.13 79.57 11.14 41.31 31.11 4.14 13.21 .3/.72 35.24 -11.19 19.1. .179.0. 42.11 .231.4. -2.1.51 15.1. -T44.11 .4D -31 .27 26 .e5 .19 .39 _45 .65 .59 .62 IC _5 11 DEANS ONLY 2 11 2 11 1 01 2 0 11 LI 11 11 2 2]. 2 1] 1] 11 2 11 2 21 01.221 ONLY 2 27 BEAMS ONLY 2 31 .15.11. ONLY 21 REAMS ONLY 1) MOW ONLY 17.7] 3152 .10111110. b.sped regoirad 12.10 135 Holten 1514: agUmmlum 1.7.7.73.1 uhnce 118717.4 ..... /2.00 21 11.1 -MILO 00E22 TCTAL .51.1 P 111.1-1 TOP SIM 3113471100LT MID-Sidal ROMER STN. 27. 21011.0.1 411-12 MECUM --a 112"31 e-- SELECTION 4 ETTA 2 MT 001.1 NO 11415 2.139092 4 02-7 MIN, he 110E 2.5017711 1 1. 9-12 11-- 1 ( 10 .001 1 .911 )011) 2 ( -09 AM] 2.115 5.211 5 0 20.. 1 ( .00 -001 1 .20 .131 _Cl) ( 2.. 3.613 5 # 39• -O. 11.1.1 401 EITEL 21251CTI52 At SUPPOR7S5271.1351 0706.1 07 SUPPORTS (SCSI 020179100e-- SELECTION 0011P4 1 ELT KINel 00 0002 MITTS 3 01,1 MIN. NO SIM LEROY. 1 1 .00 .001 ( 1.1. 1.14) 317151-50 2 1 2.11 1.731 5 01 7 x 11.-17. 1 .01 .00/ 1 1 1.09 2.711 5 4 / 14(-0. 1 AD 001 O ( 2.21 1.741 5 1 7 x 16.-0. 1 AC .001 5 4.5. 2.721 . 4 7 A 1 00 .011 11.1.2 YOU. 1410617 MBAS - 15.4.2 lb AVIA200 - 1.7 gef Page 1 ACI -01 512029d_571da....,111 ADAPT.. V- 4 AC 1 LEFT 5 RIG. 3 741, 16 RIDER 5 2172.7 11311-7 5 LEFT • RIGHT 6 LEFT 10 PIGA, sii901 1 7 x .77 # 7 g 4.11- . 1 7 x 6.1.- 11 11 2./If 2 4 7 x 25(Of 3 1 / .4 417. 1 71 2101 21 70S'7. 07702 10000192111 • 11107000110.11 1101112311 1111113. ID 20.2171011 3 1.41.f 4 LOTT COVER 11 TENTER CENT. 000000 10 111l 4 A 15,1 1 7 5 24,0. 2 1 9 2 1,1. 2 1 7 5 30'l' X 7 it 11.55005 DESIGN FD. 11.010 AND 011-10.0 SLAB 2151.112, 1.1111.111 ( cone.. . WORNAL emight (full dd. allowed furl • 11.25. 2101,1...100 flb. to ...old of ennalon rah. 420 - apacing. of 100 -110004 11 (17- 617000 50.11 mom no ..... 002 tegnited Ma , factored .moomem med. Mama. -- Vs - 2 AO1 sip 11-6 Rover. Min. • 210 50.220 11.04 Undst rokome J 004 I 11 02110121.12 051.2 2 ola .126 25 2110]1/2 go... eqn 21-11 Pape 11 02 2 21 REAMS oNLY 2 21 BMW ONLY 21 15.15 ONLY 2 21 IMAMS ORLY 2 21 111111 002,0 11 1000.d_grod. 1,111 .12.7-2.0 V- 4.50 ACI. .35 12.10 12.5. 11,69 . ... 15.1. 32.56 -21.25 1.1.03 .00 .45 17.19 31..6 009-71 .00 .50 11.00 13.51 217,1 .00 .5s 21.90 .1.11 .92.22 .011 AO 22.00 12.51 2.11 317,91 A5 14,1 11.. 12.94 11.1.22 .11 AD 12..i 23.1. 247.71. . .75 . So 12 11.62 193,1 .14 2..5 .05 12.217 12.54 52.17 26.13 LS .11 11.5 An 34.2. 14.. 6,42 OL,21 .9. A. .FS 16.1. 24.. 74.19 -311.71 1.11 .24 11.0 1.o. 14.0. 14-16 15.1. -170 91 SPAN - x#2, IL X 1 2 1 5 -511-14 1 17 -11.21 •371.61 3760 .44 • 1. •1 AS 2 •156 5.30 14.1 -111.22 450 .4.06 7C 10.0. ▪ 11 le 24.. AA .411 1.75 111 .65 .4 11.70 34..6 .51 94.0. 11.19 .55 14.3C 1,06 •61.90 54.0. 11.44 2 11 1 11 2 11 2 11 2 11 2 1 11 2 11 1 1] 570117 ONLY 2 21 11,4013 ONLy 1 21 042715 ONLY 2 21 BEM. ONLY 1 11 14.10 ft IN. so. Tram -75 to 30.11 ft 1 15) RATIO Au V 44 CASES ie.fft 11011011182152 9.1. 11 .55 .11 .02 -1. .21 .24 .31 .24 . . _05 .11 .00 .01. .11 17.0 17, 17.1 ..... .70 11 Lio 15.16 20.50 -120.05 .31 S1 1 .75 19,5o 34.01 33.51 .151.PG .34 .00 33 1 .10 20.10 15.06 24.54 -25..97 .27 12 1 .45 23.10 34.06 20,51 -221.11 .14 .00 {2 1 24,40 34.02 21.11 -257.41 .41 {2 1 .95 24-10 15.14 10.44 -295.20 .16 12 1 1,45 21.00 34.0.5 32,57 -137,11 2520 • 1 0,0111710 • 11.0. 11 1514 .000 from .15 20 35.35 ft 1 X 1n( 1/1 54 15 P•ge. 12 1,1-02 4741 232'12,1110 11.• V'rnA: =Mara 1.555.6eLg5-01.5_1305,_011 MAP,. Y. 1.50 1 3 6 7 5 9 10 .00 21.06 -..95 -133.15 .25 1.90 19.06 .221.16 2.17 .24 19.2 (1 17 .22 .22 30 '0029 -99,13 0.21 .33 )) 72 37 .15 5.40 12.56 -49.20 ,27.00 .01 .14. Li .12 61 HEMS 2NLY 424.0 7.30 13,55 .6.06 .71 -24 34.5 11 31 31.31.6 .25 9.40 12.04 -50.02 2+7.31 .52 .24 14.5 11 1/ E14,. Cada .10 20.,. 22.56 270.44 11 11 .19 12.50 32.5. •211.15 3..17 .31 AD 12 1/ .40 ..40 22.55 -1.11.67 CO 12 I) .45 16.20 11,52 -.IC 354.41 .01 .00 (1 17 .01 24,0 11.54 I .543 347.26 .14 .00 11 11 .51 09.91 12.41 20.15 022,51 .07 12 1) 23.10 33.55 21.57 30,00 .11 .70 1) .i5 13.40 33.56 31.35 219.514 .00 .14 155 13 1) 115-15112 le 24.20 32.56 41.14 14.2.2T .75 .34 145 (1 21 15131313 0515 .70 27.00 32.51 57.12 46,99 24 15.5 (1 21 25250 0111, ./10 2E.. 51.61 1.01 .24 17.0 12 01 ,04 10,0 11.22 11.11 -.2A1 1 15 .24 17.11 12 7) 13.40 34 ”.1.1. -344 ,52 1.39 .24 27.0 11 11 .95 34.15 ..04 95.55 • 5..35 1.44 .25 17.5 11 31 1.00 35.02 31..4 104.75 -6. AI Dupe 33 A.-12 3•05,52_50,6,1302.2.1.1 20607.24 V- 4.10 - 941.2.115.14 5 C r 7 . 5 C50154502". 40631. ots1.001011y Ec • 3122.22 01 .51.11 1501.5 . 2.50 p0-405.150..5 654 10,510.2 2a010.1.041.2-6145. orrucTroar AMC ALL IP 605150, 1101415122.0 110517155 . 90.243 01, 113,171.51111 1.0 004,16.161E6 2 5 1 .471 43417 .504 .477 43041 3 .411 1311 / .411 21211 .01 .091 9111) .441 .031 .311 .22 .591 1111 -001 1 511 7251 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT-RC Version 4.50 Date: 3/2/2006 Time: 10:27:27 AM Fife: CMU support double Cant. 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP CMU wall support 2 - MEMBER ELEVAT1OIh [ft] 4.00 g 24.00 4.00 I I I 3 - TOP REBAR T - 3.1 User selected 3.2 User selected � � : 3.3 ADAPT selected 3.4 ADAPT selected Q1 orx6'8 _ aor e' 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected � � , 5.3 ADAPT selected iCD2#7X26's• 5.4 ADAPT selected 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.07 0.13 0.07 $: 1 ' I.. I required 1 i I o. provided ! 1 1 1 6.2 Bottom Bars 0.00 2.35 0.00 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] I i .. i 10 , - , la X - .r. 7.2 User-selected Bar Size # Legs: : 0.24 .10- 7.3 Required area 0.10- 0.1 0.1ROM O. ROM 0.00 0 .24 0 8-LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fc = 3 ksi f = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Coven Top = 1.5 In Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 01070 1402016 010111 12 100. I. 000,0 532.4x/ 10 5010 JOINT t0 !t 10 1.0 20P17 . 5.3 1.13.2752.30 111 • - s 1/.. -ft: !1 I4 f52 --•a 6.. [91:= N.T Us -• --1 2 1 4 5 i l 8 9___.19--- --I 1_ _____________10200 cafe---vpPee 0o1�m:e ew0af120 1 12.02 27.00 [11 50.61 -39,x 6TRLCROAAL COWIN010 02p1WFY 579701[ 3 22,00 10.22 20-00 .02 111 _e0 .00 111 1 00.!! 11.00 .70 1311 Seo..dde *3.-2. suite 920, 0.61,.4 010y. C01110x010 02221 00200.90 ro0 001111•00® 17x0.{10 Ir•./awe 00022.4 vara/cm 0.70 APIPRIC00 1203.113-l2/I0C-O3( Marl 01211142.1.1. Conc ea 360.00 sy.km 1 1111 11•2611•211•26.1. 00.4, SuLla -structural 504.222 City, 001111.19.10 9.061 PhOp., 12501102-2200. Tea: 10501020 001t 1 00.11. 00:ppu1L00daprw11.04aa. 0.43 .122. hctp:/300e.142412101,. re. I w7g Allo TINS Or P2D®I0 010LVfi0 , Mar 0,2004 Ac rise: le:21 09.03317 PILE, 1310.7122-2 T x I T L e: SC pryeE CMM 0111 1+4p -art I 21DX.RAL 002110 0402107025 'TNR 5012001 000110112 700DITIO0 CODES ;MCI 7.77 ] 000lL0,4105240 400130 E5 10.07-05 V- 1.50 4.51- ure t double 0.014. 01 021.0145. 9212g20112 at 2. 4071, for Re22s/SwM0 ............. 1000.00 p.1 for CCU.. ................ 1002.00 Pel (W123.03 01 EIA121s171 ivr 02626151.010 ..., 1122.00 901 for CDssrv6 ....... 1625.00 .1 10007 !atter fat 4071.0[151. for 040100/01.59 2.0e 500(006-10 01.1451 - 7201402, P RIX 0(1057 152.00 p50 FIDISPUSCSNXICT: YIELD 1[000101 00.20 1.1 O 101100 cover . A 1.50 1 ens.12 Cover .e fl 1.22 10 1 IL7su 0 St.ot ral nue. was 10000102. 0241. 2945 111112.9 1 .... ....� 014012251 O u lam.. 02 �co fau! 00ppor2 100 �• etiV. 71.4. 04601 eevld.o.1100YES 012.02-1.94 flange 01411 S.P1mesGcroo 00100! 271.11! P ay. mr-2] 1Mfm_.,@port daubl6 EI MAST 7C V. 4.50 piped .t scab 060. .., (0,11211161 9107.4 •0.00 and. firma t 717,1 at Naar.otl, ..Aged aa02 . 1 Fla.. at veer evd, roller .icR�eua10v.1 f.1ry Ac far 3 -INPUT 110 LIED 1.01610(1 DEAD !11x0 L- LI. 124D TY% U - 10310.0 P• PARTIAL 12121719191 2921C0312.1110 M . 1521.100 1.462411.46241LS• L+0401Xk 1.045 Intensity (Yr5 ... To I 1 07 111 Tota] 00 Tr. sem 514201 k/ft'1 1 ft ft 1 Ik-fl or k ...1L1 k/11 1 _2- 5-- T 5 51/4 sX b if ee 1.100 • e 20.13 19.00 1 5S v 11.22 1.200 CART 5X U •.00 1,102 1.1 - 0,110120 AS APPEARS 114 11614'1 1425171 450190 26100 79 1:100.610020 1121119. Ik/fr-21, 1 COI. 1r 9217. 1 I R o 0 0 N T I seam 147155 TITS it er LIRAI• 4 tifel I ke- ] 1 t ft I 5 itet ifc a R 1 D C 10.22 19.00 10011: .1112EIl612 11.1.3.1201.0111.4.13 f- LIVE LOAD 0ONEMTs, 5 . .6.6x1 05 c.a. LIVE LOAD SPAR 3[x®11. 112.2t1 Rua 10021 FORCES I0] left• ... •- aid... --.. •---_ a191t• SSW. FORCE--- SPTR .101 tax win Sax 40 101, rrgb0 3 ] 4 s 6 7 CL .p0 .07 0 ,00 ,00 CR e2 ,00 Paye s i0A!_auppert_double 71 1:407 -Ac .'- 2 50 AC1- Mace. •. C.nt.rlih. .- 2.2 010aIPMS 1k] -• 6.1 00121(0 3x6401175 I1 -f01 y011rt ti00201 w% Eula 00.01 lain t ,00 .00 9 .e2. ,00 .22 Ree., Siert 6.1 1621 6.1 -.look ere sari. 01..1] .xlpp.d lead 240•• 7- 1141002.0 MOIEDTs 7,1 1 5 0 0 C S D CUM LOAD 1121133171 111-.001 51x0 Se=- ____-..--1 [4900 CANT 6.s] -11.91 19..25 _ Id017 91,31 ----- Noce: face of alwa.r= 2- C 1 0 E U L A T a 0 s E c T 15 N 91102,41•119 7.2 R S D U C 5 0 LIVE 40x9 101®171 fk-f tl 1.70•. e- - .ldepan0191[• 2 • r R P 0 7 21.0143110 v 4.1 For ellu..•.02 m spa501101.0.re Only 4100( P.. .57 aln• S. PIA c1. 1.1.1 PIIIMCIPAL SPAN DATA PF 1041112034 AWNS .00 -00 .09 .00 .00 CR P • PI 4 I 7(.x1[06. 1 4Lh0�4 w1 lc. 1 401007.001 • 01 (.030121! Mears Marla) 01121 0161024.1 .0211 chick./1010.71 1.ft right • 071 ft 1 In In 1 11 1p 1 in ID j in 1 0.96 1 F e 10 11 21 ]6.00 110.. 6.00 'P9 .02 150 2 2 24.011 12 Am 00 4,0 5 1 4.20 14.00 36,00 130.00 4.Oe }001 .,pyort 0000le rl ADOPT -RC 0 4,51 0C1 NCL¢: fare of ..port 071N APFA 1'0 19 10 - 7.401•0111. 14042011-2•0 4 R SACT 1005 10002]0 1.0'2 11-4 10. ln 1 sill 1 - [DAII D . Ca.[ilrv.r .2000, a1.3 013.0 -1 ANS. 144 .101 _.001 1 06 1.100 3 . T 2r 1ert-ed L serif/11serif.6.00 .1011.+0L 20091 15.09 ction 00001, 161.20 .93311.09 1..00 11.00 1 - 8,0,6514 T or L .000210 Nate: - .101. . Spell Cantllenr re 9e00431.22ra. .ee block a 2 pyo 2 1011._sysp.rt_chouDl. CI ADA.. V •.50 101. I; - 2241 .001122 [2 5.ferev0. 1100 0 EITSCi3V6 Mtatu 13251.. Cr WIMPS .1105 6011 04170741100 219001 to SUPmRT CL tl 22.00 0- DEAD 1.500 001402.11, 9015006 . 1004101004 . 5.1 0 0 1. M 0 0 E 0 T 5 10-713 . . 6,2 2210 10212.0 Ikl . 0711.11 01111 xida000 01110 69111 60101 JET atrao 5.30 49.92 3...21 -.6_26 10.7 12.10 5,22 - - X] 0 7 0 ash C D L U M R b A T l Pot, • . bnterllpe foto[. LOS. 1112911 00007 COLON 0.102lated e0 1 1.220 • 1.4041 10.1 701-10010 05510 4010145S 1k-fc1 lel,• 2.2.. • r190c• 9210 .az oto xx ata rk mar., -11.36 133.10 213.10 -11.06 12.02 el Var.: • • 200. of 077 , 10.2 FIL-nalED ERA-crIDEN 10.1 75.7[02211) 0511.21025 100.210213 )(0-1.1.1 Ikl 27151T sax 101.. ors sun 2 ..... 4 5 60,7 .,97 -26•55 50.05 40..5 46.41 41.51 11 -MILD STEEL Top P....43.11.4. b.yond 010.00 rrouirsol 10 .00 1.02 Bo.= bar extobaion beyond 214.0 007.20.0 1,00. . a 1 • CAPE 1 10_2,0 770070, DISpOSITIce. - 5101.1,4 mous SP. 1-. 80711111 00*EI. 20 220600. 1.11.1 E. WORTH 10111 516140 1 2 1 T I 21-01fr 1 2 1 T 5 0- 1 FULL 20 70 25'0- 1 3 LEFT .1 2 s 21'5- 1 1 00070 /0 ICIEU_Nupport_doubla 01 272120.71 0- 4.50 1.00 24.00 34.95 54.71 -55.12 R1011-0 CASTILEMS 2100078 . 4.00 ft Was ap. fro. Al to 4_00 E5 1 216 11.1 •14 7 7..,0 DTI" - TaTAL ET 0 1 0 .. 12 - 2 0 8 2 R o• E .0 1 0 11 Fos HEWS A. 2521-00A0 SIAN 8182124/3 .05 20 .10 .60 11.7.1 T70 02722SE,-E,ETOP 07717-0017 2oTE014 STEEL ET 113D-133221 2*01*0 :. .10 00 1115'1/ ..•- EELECTIan --• 0.'01 1.- 1,21.11001011 •-. C.o.s. • leraMalsol(0et 10711 .12.7= 411.10.2 for) .15 1.5) ED. 1 ULT 0133001 000 7000 Lainrar { MT 140*.1 220 1110 3.3E111771 .2 . 22.147,1. of sompre..ion 143.0 Lo 7u0t$4,12. of .10 2.30 7 m 9 la 22 ten.a. rsbar 1 ! .00 .041 , 1.77 2.25) 4 * 7 b 1,-,::: I::: 000 .. .. .07001000 of c.o.lemped 03m[irropa, ffy. 00000. poll Mc.. 015 011.021.102 are r•quirsd .45 2.11 MU , 713 .. . fhuturadveMeht. .01 .4.542.- .50 2 .05 11.1.2 TOP STEE5.145CT1OVILTEDPOOSTS DO•rol. STEEL 27 0100007* .55 1.10 ueo ,-. SELEL-ylcai --. ,22.1505 .. 00 - 1 00: ego 11-4 sworn. .60 2.40 soINT I r.11.0 71101 WHIZ* LE01TI1 I 1.11.7 251071 900101 52012011. 2 or. por01t...1. 1001uo of 21401.1/1 goo... 0001070011-01 .25 2.70 00 2 k''' 1111 RATIO Ay 11 43 21.83.902 in 1.ft 00/10r fr.-2E0r 3.2 Ife Ay R2002111r4 2 3 2 5 7 I 1710 11 3 mu parox••ible Value of 0.0) !o0'0/0 Two.. .70 2.20 .70 2.33o AV • 1 no 00210fa0e....nt .00 2.12 mln r..foorrocat eq)412.2 1/01 .31 02-14). 000 .4000. only stIrrap 0•741.ired by analy.i• 1111 .40 11-151 .90 0.10 .95 2.mo 1.00 4.Do 11.201_114ppor1_d0ub0e 01 ADAPT -RC V. 4.50 LE07 E101120010 LEMOTE 3_00 Et Dkt rp. fro. .03 to 400 IL 1 2 01 so 11730 Ay $ 40 00.011 12/1. 02 in lc 10-20 10/210 1.2.2,if1 in llo Ay 01095M0 1 1 .10 .131 1 0 7 5 0.-0. 1 _no .001 1 2 . 5 1 a 9.10 12 1 .131 I 0 7 1 a• -o- 1 .00 .121 11.1.0 2912.1., WEI= 01 E.. • 021.9 lb AMUSE . 1.4 p.f Mt.] Mile • 05Lol000 13mtari mar bolus= abd 1 rslculaced Page 9 on sic... r04o *'.s -..')Or l0'0.2001*.. 01 r41180010.Ma3t fed- 02 rli•Lod ond.r caws.1 .041 71. fumu Etpgart_doubl. 03 AnaPT-82 V- 4.50 1.2.1 - nom. 00bars 1150.2 0.000 4 in has., 33 .1012e0 qr00 of bar 111133140 column a or column 0, 015104r8o1 17 Lang.. .00 11.51 .00 .20 .00 .00 Nan.0 ef tor. listed tisrlor .0101 9 1. 102.1d 21 .5..r .rre of b. Leder -OS .20 34.04 .40 T or redo40 a, shirlow, 4. larger. .10 .40 14.01 .01 .00 .15 14.01 34.06 -.so OP 06 00 34.. .00 11.• - 621,13b21051 4,9 RED" .313 1.30 .00 11., 1 .571:$6, yalarmso .45 1.10 IA.. .14 DO 2.00 14.06 -3.12 .05 .a0 ,55 5.15 1,41 2.71 .00 MN, ED 1.17 -11 -TION /024 ERR LEMMA 1511 ARPA 10221 .60 2.42 06 .65 4 10 34.04 5,77 ,00 a 1 T 1 / s Go, 4,00 .70 0,00 04 06 -0.37 -6.13 .07 .06 0 4 0 017000,0" 1.20 .75 1. 31.62 .00 3 3 $ x 35.6. 1.20 1.20 24.66 -7.99 ,e5 3.40 14 131 ,•' 4 0 2.1 z 0.50 1.20 14,5 .5.53 -10.11 .95 1.111 24 11.25 Est., ). .00 ADD 04 -6, 21 • 11 m 11. 100211.2.. • T . Ton, 1.021100. MEI - Ilusber E.for to mt./ dLopomitio) 1111.12.02 PT.= 7x0p12ie.1 Aar SPAN - 70010100.1359 of b.,. 11.2.1 STEEL OTEPOS-ITION 70*0520 1 TOE EITEL Sp. I ID LOCAllow 1- MI MR WORMS 0001 0 1 2 7/65522 1 A 1 4'0' 2 1 1 LEFT 10 2•2 - 0280-1.0Pro02_do1411. 71 ALAPT, 1. 4.50 4 1101M 1 10 18 2.0. 1 1 12./L EL .05 21.51 .10 .40 25.56 ./5 1,13 25.54 2C -1.113 21,6 .15 f .55 21..15 .10 7.10 11.56 I,4D 19.56 .10 2.100 29.515 .50 12.00 39.5f .15 11.20 29.56 44.40 29.54 .65 11..0 21.51 .70 1,40 21 11 .75 ,1.00 211.52 11 10 ay.. .85 20.40 29.51 21.10 29... 45 22.. 01.56 3 1 311 00 01 3 1- 2 1 3 1 1 1 40 2 2 1 2 5 1 3 1 Pogo 11 03 -12.41 -11,26 .10.11 -7.02 .67 .0o DO -4.22 „. .02 -1.71 .05 .00 -2.12 05 .3.00 .04 00 • 1 .53 01. -1.12 .01 • .50 .01 .01 „ 00 I201-0000p1r0_double 2) 1 1 1 1 2 1 2 1 11:18,01702040020 0800,00731 000 toor.t.,.• 213. 10 .1.0.1e11y Ec . 3122.00 kmi L•rosp 6..2 V.Ine• 10 114002012.040 ars 1.0../7/121. 4.3.050020 rail. LIPREEK - 24.00 05 12.0 sp. from .13 Le 23./7 ft 1 DEF22117//84 APE ALL IS 1041,... 0*07010.1210 0*E/TIVE.. ..... 62. DI. 053,33.SEP LL DL.L.L.CESEP .07a . 1 .0 CA5ES -1 4 1-21511 in. -210t In -Yu . $158,5.23 OWL .04 .15 '.00) 2141 .0201 - .041 0141 0.10 11 .151 19001 .00 1 .2.2/ 10003 15-1.5 5 -59.43 5 11 61.44 111.90 .5.33 .4.15 215.03 131.00 121.51 321.01 212.05 111.55 22,50 221.0C 215.15 265,06 215.01 122 ./3 5_42 .11 01 15.0 2 1 AO 21 15.0 a 0 .14 11 15.1 2 3 .11 .31 11.9 .11 ,00 3 .13 .00 2 I .01 .09 3 1 .CO 1 .05 01 .00 CO 3 1 00 2 .06 .o6 L .01 .10 .00 s .12 .00 1 16 .01 a .1 .m. 21.0 2 .34 25.0 2 1 .10 11 25.2 156.4.46 OMIT SIL1255 DOLT 5•22512 DOELT 513514.0 DefLT 102/12 150.275$ 315.1.34.5 01ELf SEAM coax 0.5111 '*01 2111 .1014 .... 1 5111 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 312!2006 Time: 10:28:25 AM File: Corner_grade_beam 1- PROJECT TITLE SC garage A 1.1 DESIGN STRIP Gr;`. 14,G Ga.r A 2 - MEMBER ELEVATION [ftl 30.00 +' 24.00 Q 2600 O X i i i i i i i 3 - TOP REBAR 3.1 User selected 3.2 User selected I ; 3.3 ADAPT selected Q2#7x11'0- Q2#7X11'0' • 3.4 ADAPT selected Q2#7X180' 1,;)2#7X113'8"• ®1 5 - BOTTOM REBAR 5.1 User selected ., 5.2 User selected 5.3 ADAPT selected Q7 2#7X15'0` ,a 1#7x17'0' 5.4 ADAPT selected �J1#7X130 1�3#7xi8D• c)1#7Xza'o• f 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 1.76 2.01 1.62 required oo.. 1 111111 r II i 1 i ,,,, J , I r'r 1 f I 6.2 Bottom Bars Rt3.0 aX 0.36 2.47 0.74 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing lin) r' _ a - a " tx 1 7.2 User -selected Bar Size # Legs: 024 X X X X X A'A'X a 7.3 Required area 0.18- 12- I ll 0.8- b.008- 0.00 0 24 24 8 - LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fe = 3 kst fy a 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 In Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES B-23 VIET. UOMME IMAM 9 CEC- 1.91140511 7600111 1907 .30 14./9 -115.61 -2.91 14.09 TOUR In Et in"ft in 20 .196.24 152.11 -211.40 -54.75 55,23 5 6 1 2. 3 4 7 -160.20 16•59 -19 m4 ID 16 ADAPT 01510107I114 1 26.00 10.00 ..... .01 0.1 .03 „ea A. 111 ellraCTUnAL Cor1001lmE0rI042.3 1707111 2 23.33 14.10 20.04 .04 Y1) 02 .65 .50 Ill Note; 57040.110 Road. suite 220, 2.41.506 City., 1.10(0101a 94061 2 20.53 10.10 20.00 ,50 25! .00 .00 .00 111 • • 1015.1.srl154• popentli 1 31.20 10.60 20.00 An] [11 ... AO -DO 111 ADAPT-AC.2 PAIIVFORCED 104401111158313/8...11 0E6112 0e1m155 4.53 014221913 1110.451-02/136-41! ADAPT CORPORATIoN Structoray /23121552 0100,50. 1733 112021124/ Ro.C. SySkk 120, 0.2.3,2 City. CAllfornift 05341 Phone, 11551266.2190, 151. 1650,164.4171 SupportanidaptSoft.cr, web 2.2: lakes./Isss AdentSoft..... PAM 119113 TIME OF MORA. 0505*1091. Ms 2,20.1 AL Mr: 10:21 3675 0 pRarECT FILE: COrner_gredo_kleam 02 pROJECT TITL 19, SC oRragm ,OEFEMAL DERIOC PARAMETE910 ,..rDergreem_beaml A109.6-20 V- 4.50 211- 13112 earls, FOUNDARD CCEDDITION Cnnyc (CSC! FE...el et- both eorl• -..5-511/1111.1 1 B inged at near mid, fixed Rt far 512:1 • si re.. cad, hipped ut 1mr End 71220 KG o.a1 end, roller oith 1.0t2010.91 fiAlty mt fOr Ond 4 Po .7 e 5.2 111331111111 141 Lower 00lmon.----c0Per 5.91 .IF .051 71.04 -90.55 .00 79.9.6 12.20 10.16 15,00 - LI9E LoAn MEADE. sh222,22 315 ACTIoNd C001C*045. 1170120.231 et 15 day, fnr HEAMSISkks$ 3000.16 poi for COLu1916 46.„00 poi 2.6. 5 1cor1er_950de 6-44.11 500100-0C 9- 4.50 ACE - 12 mow.. 67 VASYICITIf tor DEA.43/ELADS 2122.00 kml fei coLIDIES 3605 . DO kei 1 - IKE DT APPLY.. LOADIND .-- 4.1 LIVE LOAD STAN 122141021T1 fk-ftl and 2.81441 FORCES 101 --4 C19025 factor for Crfloctionm for 8E0149/512723 2.00 TYPE .-- 4.-- 1•141mp55 ,. ... rprht- -0-107002106360-. 22011570 14EI8E1 04151401 yi, - nEAZ Lain y - 1111176524 p . pARTIAL 001F0.14 SPAN max sae W.. nin -on20 win left 249D1 L.1151 140.527 C • CONCEMIVATED PI . APPLIED MICE., 7 1 5 6 7 4 0 04127 974155 .................... . „. ...... 110.00 pot Li- LINE 1.000 AD .00 .50 2.01.16114808007: Intonmity I From ... To 1 I M .r c . Atl To1.1 05 1015 .00 ec AD 7333.5 110e57ch 40.40 knl SFAX claps TYPE kif1.2 1 ft ft 1 [10 -ft Or 0 - .iti. Rift Maim. Corer nt TOP 3.10 25 1 A 7 A 9 Note. Minima cover .6 Morro. 6.00 an • . eenEtrlin. ...cot. ANALY.I5 OPTIONA 0.DE: a ow U 24.00 1.000 101043451.41 cyst.= RT.. 0- 6.2 REACTION. 121 r .- ... 1.2 6011263 MIMS /5 .10! Moo.. 0SInerki. over ....port im 15171111610 2 p LE 14 .00 3.250 Momenta RepIXED to 5.72 of .oppnrt FFE 2 910 U 20.40 1.000 2101117 vex cdn 400 •2212 5012 mAn E tter...1 flange 11801coneEderetion TED 1 2 4 0 0 E ftective 5156. .1211. 1.61...crcktion ...that AC7-721 n Li 00 30.00 .244 ae 02 SW U .06 30 mg 1.000 a .02 4 OD AID . AO .6. P., 1 ADI.o. lUornor_grele_bramf ADAPT -RC V- 1.5D 2 • 501707 ODOMETAX 1.1.1 0043601111. 54119 DATA 9./ 11111128. 100240 1.1 - LO101540 ks APPEARE 11 LILA'S IMPUE 205609 15101 TO smacessiss Nock. nook 6.3 moC 6.3 1.10c. cf. ...ism of .11 Capped 1,9223.2 UNDFOD. C3i1t.21. I COD. Or PART. I (MOMENT) 53927 CLAP. rrPE 11211116fft) kafc or Ot-et ) 0-91 ft 1 0. "LUCID .021ENTE 7.1 EtnuCEn nEAD LOAD 146119,115 51-10 I n L mom _Loa 10.18.¢ 2 D L 3.210 ,or 14.00 BERN 1 n L .000 _00 20.no 1 2 4 2001: SELYMEIMI 01101.1610. REWIRED 1 4.24 12.11 -132.04 .152 01 151,94 -153..1 1 .142.91 36.9. s 61 i 1 Tu. 1.05101475011031,20 1 p el 1 FLAMM. 1 FLAN.. 1 810 1 MU0.1I04.I12 A 01 LENCITRi 511371 nEDIVI 401401 0E203.1 Ildtli 75lek.111311nnol lefc riche N .1 ft 1 to In 1 12 in 1 to an 1 in 1 PmEm 4 1 1 24.60 0.1.720 10.0 120.90 4.99 1 3 26 D. 24.00 24-00 128.0.1 4..9 .1. .011 1 2 10.00 24.40 24.00 120.00 4.00 .D. .12 .90 Note, • . face of mmpport 1Corn45_srmdm_he50l 21151.03 v- 4.10 ACI 7.2 SEDUCED 5,17E 0430002794055 110,70! 0 Left. olslop44 right• SPAM max mln NI. MIL eln 1 2 3 71' s .00 .00 .00 .00 .00 .00 1 • SPIN 2 - EOM 4 -CALCUL/913n sECTIou PROP.ST/24 c - Cantilemar 1 • Rocts.polar gentler. -.............---. 1 - 1 1.1 Par 111,12515 Sy.. nod 14101.1.7.., Only 1. Ection6.11 T or $ 4..05on / . Polot tiEAR AREA I YE 70 4 • 16.101. 15-.2 1o.4 in in P. 9 (Corner_yr.dmnokal 555,1.4.5 V- 4.50 ACI. ly - Top sorinto 500.72r,85. 1i51e102 3 4 5 . 704.00 A.401... 1312 10,29 2.1.3 EFFECTIVE PIOT. 113151 01 291710121 8022/1 1 701,00 .10100o1 13.12 le,. . 104..0 . 3.2 Miro. 13.12 16.11 3 .00 SPAS 001E1I102 01137EI 3 00 on OP 11 Rot.. 1 3 --- . SpanoTan[ilever Is No.unlfore. ••• Elook 2.0 14.201 1 01.0D , ,- f... al onnyort 2 64..S9 15,10 2.1 -SUPPO PT 41574 1450 COL0141 1115 PUPPORT 4 L9:11121 CD1.1211 717555542292 5. DEAD LO An FromENTE, SEEIRF 1121CTI04E . 5,y 891,4 0211M02T6 I1-2011 2 e 5.1 EP4M EDDA.. I3] 4 0510 5I114 1011.9.11 1114/1- 611111 111/1/ 1 2 3 4 5 6 10 -FACTORED ...ENT. REAcTIONS Wool/Med 04 1 1.200 4 1.60/1 10.1 FACTORED 020105 112510474 14-111 4 E 39721110' 1.91 left. right. . I h 2 0 7 X 1510' 1.20 S PAN ImaX Woo max 0473 MAN Yin 1 5.95 S.P5 11_12 17.12 -117.29 -157.311 1 9 B 1 0 7 A 2039 0,10 2 -112.50 .112.50 112.70 111.72 .119.41 .149.41 , 10 B 1 1 7 x 17.0. 9.10 1 •112.71 .112.79 2).91 41.91 hut!! f•re of support 12.2 PACK*. 11143201020 10.1 2511.01101 MLITT MUT= 31-111 111 ALIT 0.70 s...7 -4450 ...1.1 1 7.12 7.10 AC ..46 .00 AO 2 07.41 1,41 .1.0 3 90.01 10.17 59.71 10.14. On EL . 12.19 11.19 11.21 11 10 .00 .00 11 •M1LD STEEL Top bar exten.106 beE62410419r. raquir•El 12.00 La O 011.00 bar ext.....1on bey.. 211.04 r#11oRr1,1 72.24 in 11.1 -NILO STEEL 70711. $PR1P -Page I ACI.01 ADAPT -RC v. 4,50 Wore.. Page ID Icornex_arno._ta...2 ADAPT -RC V. 1.50 ACI - 221 10021102 - 7 . Tap, a . motto.. 01 PP. . /lumber of Para. Refer tn mtecl 123poaitio.9 1.00.. and PIT00 graphical di•play for po•LCioning of bar.. .15 10,0 21.43 17,19 104 41 .40 ..1.2 12 11 .90 11.6* 22.26 11.02 .123.19 .21 .27 I.. 21 .95 22.10 23.11 20.26 -142.61 41 .00 11 11 11.4.2 STEEL DISPOSITION . TUP BARS 1,041 34 00 22.06 21.11 .174.12 sPkw ..1 Tole STEEL 210 LISCATI. 1.4 BAR 0..11or0 t] 012131 1 A 7 A 11,4 2521117 2 x /114 LPL, 01077 LEFT 5 1129117 4 LEFT 2 13.7 5 LYTT t 7 x 4111. 2 * 1 x 4.11' 2 * / x 27 * 7 x 2 * 7 X 710- 11.4 3 DTEEL DISPOSITION • BoTtC2 BAAS SPOT 11.1.1 7919 strata. 111LECTICIN AT 11110-91021 021113311 17021 27 01E -S210 az:morrow S PAN 4 ILLT 2114.1 110 /12.2 1.11592 I OLT NTH.) 20 9110 MATT Il - 1 4 .42 .021 1 .02 .001 21 .20 .401 1 2.47 1.411 1972 11 •6" 3 I .42 _201 3 .11 .741 2 .11 7 x 21..0- Page 9 02 11.1.1 ROP 97511L SELECTION AT STIPP011113 301,91 STILEL AT SUPPoRTS 1145.21 1-• SELECFloN -•. 11.011 BELECTION --a 7711/T I ULT 1112.1 20 SIRS 1229770 UST 14111•) NO 2192 1.1023711 1 2 7 I s. 10- 12•. 131-1. 2 I 1.111 1.711 4 V 7 X 221-0' 1 .101 1 4 2.01 1.71) 4 11 A 24.-9. I .21 .201 1 3 .09 .12/ 1 I x i .00 .001 NOTTON STENI. i.ocassna /n21 OAP WM. f if 2 5 I LEST 11 /a 1.91.1. c ODESSA 17113.411111. 1 11.102, 19 RIGHT $ 1 2 1 1 x 15.0. 10 70 2100. 10 x 17.11. A211T-EC V- 4.12 401- 11 •13,241 9.$10 FOR 11029.0 ONE.24-9 9E221 111.72142 7Plar - 2 LIINOTE - 26.20 ft 114a0 mpan frm. A] 10 25.17 11 ) 11.1 11.1 MIL It 12 2. 2.01 1 2 4 5 .00 22.94 -60,74 -211.12 .95 1.10 12.01 .59.14 -154.1/ 2.c2 21.1S -51.11 -111,11 .15 1.90 22.21 -45.91 1.12 11.1. 375 6.92 1/.5S -,2.11 11.1X 7..10 17.5i 122.59 .15 9.10 11.56 .19.51 152.14 .40 10.4E 11.56 -13,11 172.12 .45 21.70 17.15 1.5..2 13 AA 17.5. 00 la ...14 .11 11.30 11.56 CAI 115,1 SE 15_44 11.56 15,41 171.04 .10 11.50 11.16 20.o. 220.02 TO 14.10 I1.51 1.1.11 111,13 .71 11.5o ,7,51 12_21 .2.61 .10 31.10 27.51 99.11 15.11 ..S 32.12 12.01 AB 0. -71_02 .90 11.40 21.26 51.07 21.06 59.17 .141,11 2,00 10.00 22.20 23,27 .242.11 RATIO Av # 20 CA1ES 29/22r 16.10f1Vc Av 9 10 1.39 14 11,11 1-21 .14 1,0 11.0 1.14 .24 .24 9,1 .56 _24 9_1 .17 .11 .01 .29 .99 .51 .21 1.4 9 in .P4 .22 9.2 1.15 1 07 74 11.6 1.12 .24 11.0 1.37 11 3 2 3 3 3 2 3 2 1 3 1 3 1 2 1 2 2 I 2 a 2 2 1 5 1 I BEANS 011LE SHAMS ..517,4 BEANS 011LT SPAM algoirra • 22.00 2c 1441 .201. from .13 to 29.17 ft 1 X ! Va AIL 20 1 1 2 .00 .00 12.11 -112.12 „29 1.5.5 22.06 -12.00 .157 76 .51 .10 1.01 21.01 -21.10 .114 11 .25 4.50 21.11 .10 40 -97_15 .42 21 .20 6.10 11.06 .11.60 .71 19 .29 7.90 23.01 1 .20 1.00 21.. •13.2o .35 13.12 2i 24 -21,22 12 .16 .00 .40 12.09 17.50 1.11 .00 Nu PATIO Av g 42 CASES k -It 2./19e 11132/f1LE 0c A. RENARIT 11.1.1 ITTAL 171707 02 ALTAR - 711.0 lb 47111122* . 1.0 pmf COnere. - NORMAL weighs 0E211 RAMS 1110292 1071 1490 11 41100710E V- 1,11 ACI• . 41a1ealua of 307137-4a11045 9141Er to e10tr413 of 02 t..6.1nn rtt4r 0012. 112 . apay129m .1 two-Iegg.6 23 mtirropm, 0fy. C00411. 01L1 Dln" - 90101.02,0.3.0 lIated 662er column,. 1 and 1 1. ear/110,1d 1a0001 be no m1117 -72m are re.994red 1/.01 19.19 .11 (2 11 en eiAlaer 'rho WA 6 120/!)4. Or 11.11'Ara., of rainforcsamnr. for No , 26 a faCtored weemnsa and ...am .50 15.00 17,50 -4,2! 29,1 .11 _00 :2' mt 202209311 ILied uer ndcolumn 3 and 71' .55 12.50 17.56 27.32 .22 2 0] 2920e1 of harm 112524 dadar oolLueo, 4 19 hamm4 on .11530,13. ef bar under CASTS .. Vo . 1 ACI ava 11.6 Never.). .00 19.99 27.51 41.91 .06 42 1] 0151147as 141 cel.rau 3, .41101.041, 0.. larger. 2 mi, 720o1..11219v4109 of 210c11.11 govarna IAEL eqn 11-11 .6.5 151.10 17_11 -13 41.21 .21 .00 12 11 21141.11 Of bar. listad undsr column 1 im boded on 4110.1 I100 of bar andAr 1 max peraSsalble value el 3.24021'102 9779109 .70 21.09 17.56 1.41 14.17 .04 11 11 collo= 7 or colfse 5, 2.1114he0er lb 1.rger. .70 22.50 17.51 0.12 19.71 .09 ,00 11 I/ A, - 12! ralnforramenE required AO 24.00 17.56 1.0e 71.59 .14 12 1/ 3 al, relaforceAdat 4e07111.41. IACI .gn 11-142. 100 beam only .15 25.32 27.53 6.14 11.71 .20 02 11 1 etirr2p raguared by analymis. 0210 agn 11 -is) .9.2 11.00 17.55 310 12.23 .21 (2 11 21.4 -SELECTION DP 1E229 .99 21.50 22.16 10.49 .24 (1 li ;2,ef 12.10 .11.60 10.4.1 .672810 114100111012 SPAN ID 1332199. 2140 MR EWE, 120! Ran 111'21 1 1 64- 5 7 1 2 2 7 11'0. 1.22 I 2 T 1f7x11 e- 1.10 1 A 1/7/411•11• 2aDe 401.02 12007-11 V- 0.50 4 7 2 1 7 A 1211" 1.10 11729701777"1.1l ISNISTE . 70.22 ft 1201 1191131. from .15 to 13.11 ft X/t ft 12 k 3 1 4 .00 17.91 -1_10 AG .05 1.2U 17 51 1.11 2.40 17.11 14.13 .17 .12 3.60 17.96 1_71 11.27 .10 4.10 17,56 20./0 1.90 17.11 .19 21.44 AO 1.11 17.11 1.54 20 4, .04 A5 1.41 17 91 2_21 17.11 .01 .02 40 0.60 17 51 2.41 11.19 12 .45 12.41 17.11 9.16 7,12 13 no 22 11 7.39 .17 31. BE 11.74 .41 AD 70.42 21.24 10.11 .11.11 .22 .20 .cs 15.61 21.16 11.51 14,5 27 .IU If 10 11.01 13.01 .75 11.01 31_11 14.50 -41.20 .13 .D0 AD 20 -22 21,16 11.94 Nu 25910 Av 4 14 OADES 0.71 11/410 12.42/032 in 71 AV 11.10101522 6 7 9-10- 11 Corner_ge[Ee_6us0 AWPT.AC V. 4.59 IMM EVAN D cmcxe[e• modulu a el 41.01041.0101.1yr Y . 1111..2P keV Creep Lector .. ..,...... x. 1.00 velum/ So peranrbe9e• [re 19pen/rx dellec[luul rMEEoe DEFLEI-(Irp APE ALL 12. /achy, 00WAn11 POSITIVE.,. P P LL ➢Lr SEWDEPL•, LL6B6P 021 45101 00( 1 oil [ 10 .11 901 191) 021•••••1 05 14111 91 1 .01 .051 0.0 .021 1 ..2511 99.291 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 31212006 Time:10:33:10 AM File: tnterior_CMU_gradebeam 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP 20' grade beam 2 - MEMBER ELEVATION [ft] MOO O 3 - TOP REBAR 3.1 User selected 3.2 User selected ; 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected . 5.2 User selected 5.3 ADAPT selected Omura' 5.4 ADAPT selected 02#7 B - REQUIRED & PROVIDED BARS 6.1 Top Bars max moo ri equired ° If Lill I f + II provided 1.o- -..�. 1.5 - 8.2 Bottom Bars max 1.48 7 - SHEAR STIRRUPS • 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing (in] -' - ' u X 9 /- 7.2 User -selected • 7.2 Bar Size # Legs: 0.12- 7.3 Requked area 0.09- n2/f1] o o3- o.oai - .12 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI f = 3 ks1 fy = 60 ksl (longitudinal) fy = 60 ksl (shear) 9.2 Rebar Coven Top = 1.5 in Bottom = B in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 3-27 ADAPT CRISPGATIOM STASCIMAL COMMILSE 6101t20105 5IY1)T133 1739 MoodRide IRO., SiLft• 229, 99.1.0492 City, Ca119410.1.0 04091 17047.90 POE 2.178007CED COINCLIrrE 931711/01.1.0 41170.3 Varaion 4.50 1.692115121 1.1-119-03/9901-02 10:2127 CarnaRATTOM 2t07e1ara1 Caner.. Saftvaye oy•cao 1733 9020.170 4040 suit.. 210, Robletal CIty, 001190352.9 94011 954.. 15591304-2490, 1)90. 1459)121-4621 19a11, 2uppar044dap14000.501., 010 http.ifwv.Apaotsoft.c. 11950 330 TIM OP ARCM. 9a9001111, Mar 2.9994 AL TIme: 12,33 PROJECT lac•tior_CHU_Errade_bean PROJECT TI/L ET EC m.rao. 20. prod. 0..19 3 -IBPUT AMPLLED LOADIVO TYPE ........... -•------e {023er0e01_CM7_9014401 ADA97.20 V. 1.50 4011- D - DEAD LoAD L . LIVE Saan MoVel • • C.20.1.9 o- 4.2 Ill-ACTCoMS 4,1 6.1 0713043 00949950 10-031 donn max kan eak elm ema oda _00 .09 00 seta! block 2L2 and 1.3 .111.. 900 nftxima of alL maloped 101009.9 I - "MOOED MOMENTS 1113170111 P PA1T1AL 0401545 c OcRICESTRATED m 24..c/IT 7.1 REDUCE= allar La. 19019DITS lk-itl 41, LTHE Lam 1 . AENE .11 029704 PARAMETER. liaten•lty I nr.sa . 91 )10 or C ...At) Toral on Tr. SPAS MASS TYPY 1/202 I ft ft I (1 -ft or 0 ...ft) k/ft 2 3 5 Frxmcnm at 2. day. for .92261/s1nns 1900.00 poi 1 5 3.1 90 15.04 0,704 ler 441114210 6095.90 p01 1 47 0 .00 20.00 .493 PA. 1 Ilacer.pir_Cral grade_b1 ADAPT -RC V 4.50 404- 7301900014 Op 1305110171 for 044396)112.111 1122.00 kei far COLUMNS 1105.00 khi NM, Lcvf 401011.10 1.1001000 0100 • akin faetor cf 1.00 CREEP factor for clefleotion• tOrILEARLS/SLASS 2.03 spior , 1.10. -, ,. 4104pan -9 .- 5.59111. -a 1 3 4 44012300 NEIUMT 1102141L 1.1 - LoAnims Ad AVITAIRS IM 04006 IMP, SOM. on,. TO P1000113340 1 15 41 49.97 15.37 .L9 19319.61. 150-00 pie Mote. UVITOPM ' • [ace or asonort 0EI01M03101607797. NJ fc-31 • 1 10,9. or PRET. ) 'MOMENT/ TIELD Strength 60.00 1.1 se. CLASS TYPE LIVEN/ft) I 4200 or 65.95 i 1 -90 • 0 I Minimum Cover 49 TOE 1.50 0132015009100 91 90110/4 1.99 . 7.2 REDUCED LIVE L.. mommT6 10,11 1 n L 1.715 , CO 25,99 13.42,0999 0470350 USED, WA, 993,07003307 INCLUSION 0517910011af0. T % wallop. right. 919'0911091.720115 Bak. LiVE WADI. 19 SKIPPED via • snip 9.016501 00 1.00 SPAS .1 min le. mx. 1520 1:111 !ft...40 of 04.311.. 9010 9101790)0 1. .,.,,, ..... , , • • • ISCREASID a 5 0 s 9 7 MO:Ant. woo= 10 2.0a Of Eyfror2 Yes et 120.0011. 21.49 via. 033.121r151421 9(0 Fate.1 4 . CAL C OLATEE aTOTrom pp onEnyrar • . fame of movverG 2'10707 stony T p Y Il01.rier_790C_ar9d9_14 ADIpT-21 V. 4.50 POr 111701. 90a0 Rad E.talena. Only SP. AIL. lb VT 10 in 1 2 0 I 0 1 2.11.9.0 .11.3,01. 12, 12,9 E mel • Evaa/C211111ay.r 1. Novaln1lorm, aro .10519 4.2 IQ . PAC, 419E0NOXyNTE pACTIoms CalcuIaLe4 ma 1.20U • 1.4514 10.1 PACS5400 DEMOS W/DMIDITs 101-101 SP. 1.1t.. R . 5.19190 m.a min ma. ama 9(99 min 2 3 • - ... 4 5 6 7 18.11 11.10 107.42 127.62 12. 44 12.44 2,1,1 211442505 1710 DATA 07 110070337 SIMMS Mote. • fa.. ef oupporr O 011 1 TO, 100700/904010I P 0) 1 1 PUS. 1 rumz 1 0001 1 MOLTIPLI. X HI LEOEITTI 111.1237 VEPTEI width 012516.1 111211 Lbit4,.114416112; 1921 019=0 It Hi, ft ; 101 te. ,i in ya, 1 in la 1 La I. 14,4 917(9040 EXECTIOME 10.2 914703370 4413441 3994357e 11171l 1 /4-5 4 - 7 I -. 10 11 12 23 MI 1 20. Do 13.00 34.99 Pega I. 7l1cer10r_cmo_R..419_1] 1019T -14C V- 4.00 AC1- Juarr bar 19.112 Ma suil Y. min LIMEMo• 23,3 22.71 1 ' SPAN 9 - POEM 2 29.97 15.07 .00 90 C . Godley.. 1 . 11.05a5,4191- nautiee 5 - DE. p LOAD MOMISTE. 211114491 5 NE .CTI 040 2 • T or lover.. L ...Rion 1 - 1 9.0111433 9 . 1.5ended T or L weaLroo .S1 EARN MOMENTS (5.000 r 9 5.2 SEW 011.11.6 !.) 7 . -uniat SPAM 2111). m100900 11r101 MEM 011!r7 1 -baffle 1 4 s 6 19 - TED •1109919 09 0909.09 11.• 1 40.61 .19.94 12.56 3.2 .9029017 WIDTH 102 COLUMN DATA SUPPORT I..= Cot.. 9 007E31 MM. MICTS LESS. illpial D CORY LIS.. &MIA/ . GC• MINT in fc in 10 ft in 19 I 20 99 „ea .00 .99 10 _9.1 ,p9 ..00 n5 2 20, .99 Lee .. 123 a. .09 ,9 111 790 01057443 011435027 ocaDITIOM 00040 loncl aimed nc lookb eals ....[STILmoa2.1 aeAr ond, 11.4 at far *ad 0114.0 at a.. .2, Li,. 01 far end 73112.019.l01l02. rallar vita roteata..1 fixity 10 far end • 4 • Getarline masabt. 3:01117 . 5.1 .AcTioNS 110 0 0- 0.4 0400153 lC909070,0-21) 14090 oodunek• - 49er 111amaa 12.S. - LIVE Loan HOMSSTS, 5114015 REACTIONS 211.,r1000075ra8a.y. ApAPT-UO V. 4.59 0010' 11 .M11. V ATEEL 509 bar ....Lon Imyped wh.r9 required ...... Sotto. har .4591.10n b.yond ens. required laree 1. .-- 4.1 LIVE LOAD 2PAR 10 -ft, End 25952E FORCES 111 --a 11.1 -MILD STEEL - TOTAL 52214 ,.f,. . ._. mid.. --.- ..... i90c. ... . ."'."'"' '''''--, S PM: .../0 min imam min .1), min. 1.01 011.240 1 2- ] 4 5 9 / 9 9 11.1.1 TOP 17211/ SELECTIon 10 001.4091 1103.190 EITEL AT 010 00. 0, .00 010 -00 1.-2] ... .511.210134 .-. lin', ..... syLicrrcm --. CP SPAM 1 ULT E ULT wan L uui POI1P14 STEEL AT nrirOMPTS Nino) No size lamig • no MOTET et sew lined weer vol! a i• Piped on LLwee uw al lama Oder vaso ♦ laotsraor_a gr _ ANl,ec ..se emir m incai.ex M. w LENTS lett w:s laoal PUN - inacl,er Of bars. lefeer •00.1 w ratlw maul P.M. graphical ...lav for mae letll ID ms u iaaiatx MUX BAP • -a a _e .-s • I SPAM I ID levre It1l • I..a 1 I a Plain LIMNS Might (full PLIAtano. or d of u. 0000. to.loa p.n.s o saga ••••® [Thor m veogged 43 otirrUpLa"a•m000. 0.11 rw. so .tt:t.o..ro raTairt. Pan p•rols•tbto value Of 2 tort/2 g epn 11-31 1 ra wnteetnao wake et LS iz=1-1/2 sowrve 000.0, .wr.up sequin. .,.w1,.t. M11.w to ael a Yu 110 PATIO Poe # As cAsES Vu/IVC in -lift ma Po AP PIMP. VD 12 2 BEANS OWY WAS ORLY KEANS MILS BEANS OM, DEANS OWL? BEANS DIMS BEANS °FLY v.lon an wrute.....ro Imuly e.electaool ratio. 1.391 17,1 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 10:53:22 AM File: Grid M_intior CMU wall support 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP E -W grade beam 2 - MEMBER ELEVATIOiy- [ft] y22.00 ,. 8.00 1 3 - TOP REBAR 3.1 User selected 3.2 User selected _ . 3.3 ADAPT selected O1*�� Ommr 3.4 ADAPT selected 1Q1 s• - Oisr irmsf' 5 - BOTTOM REBAR 5.1 User selected ' 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected 01#7x1r8' 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars max 0.ss 0.81 0. required o. provided o. I 1'111117-1 1 . o. ll yy}} yy {{ 6.2 Bottom Bars max 0.58 0.00 7 - SHEAR STIRRUPS ' ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] - 11- llx-�, 11 ; 7.2 User -selected Bar Size # Legs: 0.12 7.3 Required area 0.09- o.oe- [In2tft] 0.03- 0.0D .12 12 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fe = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover: Top = 1.5 in Bottom = 6 in Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES 111410,31/11111. 52.102-111 s01,42.01 SWINE 1703 160.66. 00.2. 2,000.0 000, 20042 001,. 1.11t0010191011 ADAPT -RD FOR RIDINFORCP30010000 DEAN/0L10 DENTIN version 4.50 AMERICA. 1241-ILI 021 Tao -021 ADAPT coliNDRATION • sty...oral Do.... Eoft50rm Syrtos 1737 weeds.. 2022. soAke 230, Nada 11101. D.1110.1.1 ....2 PE0.0.: 14501306.2400. Pax, 16501164-4614 itooportaAdaptSolt.o...., 012 mi.. Am, /boos Adapt5ott.a0.1 DATE AD. TINE OF PRo60,2P1 EXECUTION. 0042.2000 112. Timm: 10,01 p231710,1 FILE. 2102 1I_101100 DPW 2.11 mown. Pk. . ECT T1TL E. 10 garage 1.0301t3511&. 1 .DENIAAL 001I510PAIIAKETE.S .2007 1, ft 0, ft 10 ip 1 1 0 4 20.00 .00 .111 .00 .00 .00 111 20.110 10.01 10,00 .00 110 .00 .00 OD 110 3 20 30.120 Le on .1:10 113 .00 on .11/ 10.10 20 20 14.13 a20IE201220I100115225C0N11011341 CODES 100C1 6 • 41211 LOAD ND, 5NT1, ENE A.. 4 REACTIONS 0510 1 0011 /4_4atios 0201 v.; 001PT-111 V- 4,50 Arr- Fisad at both en. ..-157ANDAND1 1 123011 At poop ono. fliterl as tar can 00 PiNad at ns.r .nd. hanged at far ..04 ............. L. , 3 50,1102 50 near end. [011.11.0,1: .1.110.011 012112 .1 fur end . 4 .-- 6.1 LrFE L.A. sp. moNMETS 10-111 and 00034 MRCSS 100 2.51. 012l.. efoh, 001001 20101-- 1238 Yam 1330 mai son .20 left right 1 2 5 4 5 5 7 9 00 40 .00 .00 00 . Dente... .maants coacENTE 1.,.200010 .1 03 g.y., [CR REAM/SLADE 3000.00 0.4 for 106.1•000 4501,00 pal. 007. 5 16250 14324200 Call, v./ ARNDT-WC V. 4.50 001. 1 • 1UPITT APPLIAD LoAD1Mo 02 5100111S 01° ELASTICITY for 1101•16Ibt.16$ • .122.10 1.1 for =UMW 2405.00 kel TYPE 10501 r10101. [0. 2.0lee1l0.• 107 152.141/11.13645 2,00 n + DEAD L.50 V • touP.DEPI P . PARTIAL 2*0F13014 r- 1,2 REACTIONS 111 6.1 C01.1,141113441171 11.011 L - LI2E LOAD C - coNDEDINAIED 21 .APPL1111314.06EY CONDNETENEInFT ,„ ............ , ...... 110001. La. 0.130 LOAD JOINT IPA. -win ..... N25 =KM oln EEO 000200 150.02 prt Intensity 1 Pram .. Im 1 1 21 or [ „Atl TOtal op trib 1002 CLL. TYPE k)0021 t ft ft 5 11-11- Or k . .ftl k/ft 2 .00 00 ,00 MI 40 312333F.C53.163i, .1 . 3 4 4 . 2 5 3 .0.0 .00 0101.15 Etrsusch 00.00 0.1 0101.5100 COO., it TOP 1,50 in 1 0 r 40,00 20.00 Note, Dlock 1.2 and 1.1 0110em or. 10032120a of .11.01,700 1oad 0... Minium Cover at porn. 0.40 In 1 . Li 00 12.01 .110 2202340I0 OPTIONS DEED: 2 EN It .03 SAO .100 Isms 0. SEDUCED NONEMTS Roman, of Inart. ca.er muppeet la 730252.103 N ow... IMAM= to far. of purport 1116111v. 31.030. •6015 0013.12...21.s. 1E15 3.1 - 1.1121112 2.2 APPEARS 010 UNEA'S SEPIT SCREW 005.101 20 PPOCESSINO 7.1 0.00000 0502 1010 000010 04-001 AffoOtiow flange o121,2 17*lorn0.0030aae1A00 Art 111 6P41.1 p.o.o 1 cox. or PART. 0 tRoNEET, 1 -41.46 27.211 WAN CUSS rrrei L71111112c1 1 kink or 01-50 I . ft -45.54 .0115 1 c 40.00 20,00 MOTE, 0ELFVEI2*r INCLUSION 00011I0ED P .g. 2 torid NA.Ntinir CND 101117-00 2- 4.A. ACI..112 A -CALCULATED SECT! CR PRO0ERTIE5 2 -I•puT 2.14012ETAIr 2.1.1 ...DTP., SPAN DATA OF 111111,E14 100100 1,1 Par Dokter.. Sp.n. and cantilevers ooly Rot, • . Lao. of .112121120 1.2 0E010021 Ian LOAD OC.InSTS 1k-511 1.114 . a ...pan - S PAN 01.0 010 MAX 1 2 4 .D0 Nate. • . 0200 of .Opport 5-5-915• CA% 5534 s 6! 1 1 200 I200T014/111012341 1 P 41 1 1 FLANGE 1 FLAX°. 1 REP 1 NOLTIPLIER 2 MI LENOIR! P.O. D.P.! ...ALL th1.00.1 aidth 00100, 13001001 5100 2140, a E/ ft 1 is is 1 10 . 1 in in 1 lo 1 0590 4 12r1d MOntlor EMU sal ADAPT -AC V. 4.50 ATI - 1 2 4 5 6 / . .. 11 13 t3 .0 10 -PACToAND NONER TS 4 REACTION. 1 2 11.00 12.00 26 „O. 120.00 4.00 Ann -50 .50 2 2 .-.00 12.00 TA.00 120,011 4.00 .00 .50 .50 Calculatad au , 5 .2Sn 5 1-4:112 TEE EVE 001001010AT LEFT 1E NOTATIN21143.22 FUEL SPAN MA 1 Ili rt in'2 in,. in1.1,13 10.1 112.2100ED DENIM FDRENTE 0,60 ,. 2 3 4 1 1 . SPAN 1 • P0.4 504.D0 .26452.05 15_19 7,11 V . C.001/.,r 1 . Rectangular ...sloe. 2 212.00 .1602E105 12.21 11.23 2 - T or r000rtad L aontino . I Mitetina Not, 4 • 00101.0.2 T or 0.8,01.3 •-- . Spaa/Dancilmmar is Neounitorm„ a.. 11010. 4.2 7 1 001.7 . . Waffle Peg. 6 00110*100101 Diu 2.3 ADAPT -RC V• 4.10 AD, 12 - Tog .240000 to rattrap,. 11.e 12 EFFECTIVE KM DATA OF 00/700 EPARE . right. s - SAD 00101 NONEET .. SEE ARE E A 5 501,1•0 050030010 21111211 .5.0 1020 N :011. . 11 s 5.. sp.. 5-11£10... 01 .. midapan in EPA, 5•X Nin Nor 510 5.355. 5/..14 gS 4.6.00 .40 SPALI 1211, • sidapa 1 53-20 n SEM/ 000,0 1- 6 -1 3 -42 7s -2.756 .66,5 2. 72 -133.2:!-: -13.00.10.11 45,0 ▪ taco Of •205102 001:1. Cvnterline ...any. '13,4, ..2 SUPD ORT 14/132111 AND [MusD DATA 10.1 7I1173RIIE ARAcrION. 11.1 22.2-201100 2501.301)010201 12.001 lialpPOST Loma 100)150 VP.. =LUPO .311I1T - 5,1 1442701Mis 110 . .- 5 1 000.1044 PONDINTE 1,111 -0 061 00070 3.0000 010101 0 ow. 042000214 11100.40 n cmc• 1 2 Lover colt.... ..On,., r0000.. 400107 max olo Ma a nit an. 047 1 4 5 4 7 12.96 12.. .09 .02 .20 71.. /O. 113 16.1. 16.96 Oh •10,6 -10.-76 OR .00 11 -MILE STIEL DM b. 50511131100 bcpend ykars redeired 04 .170 ig Bottom bar exten•aon belmod Mrs rmpalrad . , 42.09 in 11,2 -MILD 11712114 • 70711L STR 1 A • MITER 1 11 7 X 1.14- 12.4_1 XIELL DINPOSITIon 4014 42304 1 11-02-31311 5116EL 1 EMS ID 10CA17ION 6.4 EAR LENOTE. 1001 Peg. ID --1 1 2 I 1- -4•- 5 1 02 1 1 4 RIM. l 1 11 1 4 17.5e larid 1.1_tatior CPU K0AET-1CV- 6.50 ACI - 13 SPAM DEFLECTIONS 12 •51112A4. DESI ON FOR 402100221221 137E-017 EC. SYSTEMS Oancrata, modulus 00 .11.21101127 10 -41221.02 1.1 cre. 10000r 11.1.1 TOP 41II1 SELECTICW AT 14013-511131 DOW. STEEL 43.1410-17.. LEMDED I VAluiss In par...Damns are Ispenimix d.21.ctlon1 roClos 11."1/ r-- SELECTION ---e lif'31 m-. 0027.1120020.-. Concrete • M.RMAG eeight {full .13m .11.1.61 1.1 .39100 I ULT M114.1 POSTER 700050 I 131.7 M1901 1412 2112 LEW. 12 - dastonom of compresaion fbbar no cencroid of .02402.017104 210 1).). 700 2.0.01.. 002)000010 400107410 2 4- 0 4 7 1 2 --ID 11-.. tension reeltr 05.614 M. DE•EMEEP LL DbeLL.onEEP I l Me .001 I .41 .501 1 8 7 0 20.-0. 110 wpacings uf Urn Ieggsd *1 401.1111.4. ffy. 50011.0. 4.110 I.1 5 .6 2 I .00 .011 _00 .001 wern. no stirrup. are Nev.-ad .021 4357) _Col 1 .041 43571 Mu . Yu .. - factored en... and ,mbears 0 -.011 74401 .411 1 ..001 10401 11.1.2 1154- sTEEL SELECTION 17 SUPPORTS 3077441 STEEL AT P.P.. CASTS . De - 1 AC1 ago 11.4 gover. 1 tun permiimab1. v011• of 2 Ife1.16, gem.. 1101 451 11.31 JOINT f 271, XT..) Ha 0000 1004122.12 I ULM M1N.1 NO 0177 0,000070 3 max parmimmIble 101.. 1.5E501/2 governs 1 { .52 611 IS 1 7 x 7.-e- 1 .24 .00] 10 • 1 no 021.2400020a02. 000114,24 I { MI .111 3 8 1 x 6.-0- I .ao .1101 2 2111 raintorommont regsured 1400 cela 11.141. for hem. only 1 stir.10p requvrad be anald•L• 1401 ago 11-15 16121.11 • 1 1M11.14 • 2000 41 0041 xpan from .13 0001.07 00 1. Page 7 lOrid 14_121010r 15.03 wal 0212125.02 V. 4.50 Ma ft tA k k -ft Vo/i. 1112/11 in lre Av RIM.. .22 12,01 -14.54 -60.24 1.10 22 ,115 -66.50 .12 11.0 12 21 =MS MILT 1 { . 0 2 .071 1 . 7 i 1...0. i .00 .401 3.30 22.40 -00,0) .12 12 .0 12 21 RENDS ONLY 3.10 77-04 -4.95 .20 12 11 11.1.3 707410. FEIMET OF RM.. 101.2 12 AV0212, 1 pei Nnte, Mln. . Minima. amber 11.ed under cam= 3 and 1 1m calculated 15411 04 eithrr •rho min • 220/2y. Or .1.151r•-• of reinforcement for strength [11.1e3 and. 001.02 2 and 71m Pao. 4 NUbbet of born limterl under vole. 4 1. bs•arl On eitber 4014 01 bat und. 02 rearron 2 00 cal.= 1, 011001.0.0 1. 1.0140. 00043 ,_4.±04,20 241 11107-1/0 V- 4.50 Dn.020 of b.. 11..0 under coluam 9 la bonne nn 710100mrsm of bar under ram= 7 Or 10.1321 2, ebielmmir 1. 120)er. .24 4.41 12.02 .1S 1.1. 17,06 -11.23 -2,55 .10 1.12 17.54 -1.32 2.74 11.4 •66LECTION OP 22 NAM 1.. 17 36 -S.. 11 T.12 17 56 11.20 1,56 -3.01 27,1 11.4,1 STEEL PROVIDED 12.10 17,14 -2.07 12.12 .42 13.211 17.56 17.56 53.12 60114 ID LOUATIoll PUY MX 113.10711 01122 11a-11 11.54 .40 13.21 75 11.51 17.51 1.. 41,14 1 ; T 1 21 7 X 2.2. 17.40 11 2-21 11.52 1 2 1 1 7 4.1• 0 .ia 16.70 17 S. 1., 34 .12 1 3 7 1 0 7 311" 0.44 ,511 12.10 1,54 4 .46 10,20 1 4 1 1 1 11.44 20.10 12.. 73,15 -24.07 1.22 72.20 12.06 54.. -11.114 3 5 7 7 10 1 00 411m 0.40 1 It / 410f 0.60 Wate4T ear Imention T Top, la 6 beeCoM. NUM - Manb.. of bum. Refer 0. ....1 dimpo•ation 14121. and 2511.1e graphical elimpiny for po•itioning of bare. SPAN - -1 Page 1 .61.1-112 STEEL DISP111117.11 - TOP WS TOP STEEL TD 1340075012 1 ertal 020 LENOTIS 1111 2 3 1 1157 1 10 77 7.4. 3 1131.7 1 1 . x 3•, 2 LEFT 1 1 1 7 414. lOrld itlutior OW nal kallPT•DC 1 METER 1 II ix 6.1. 1 "WM .02 .00 .00 .20 _DO .00 .22 .00 1.) 2 11 2 11 I 11 2 11 2 11 1) 11 11 2 1) 11 3 11 3 11 2 11 11 UM.. . 1.00 ft 1001 .14.11 free .13 to 5.17 ft 1 X.It ft in 1 4 .00 13.06 .16.16 -152 -42-35 .1-5 32.06 -57./1 .71 .12 11.0 .24 1.22 41.06 -55,15 .29 .11 1.2.11 1.72 21.04 .14.11 .61 /1 32.06 -44,0 .67 .12 11.0 .35 3.12 27,16 .14.57 -12.14 .12 11.0 3.40 12,6 -14.00 .44 11.2 2.71 22.. -11,54 .41 .12 11.2 3.02 21.1. .11.64 -21.46 .62 .12 11.2 .65 1.10 21.. .61 11 0 11.16 -12,56 MY .11 11.2 1,0 32.26 . 12 _CS -15.. 13.0 4.20 27.01 •12.31 .51 .12 11 C .75 4.51 21.26 .S6 .11 11.0 4.00 12.06 -11_44 .6,0 .54, 11,0 15 5.12 23.26 .13 11,4 5.. 37.56 3.34 .75 11.56 .11 113 5.59 1.00 4.00 17 SE .10.3. 0.04 RU RATIO AV 4f C.. 21-70 7.-1/1162 1102750 ix '17 24 002112110 5 11 3 1 2 2 2 1 3 2 2 1 2 2 2 ! 2 1 2 2 2 2 2 2 2 2 2 3 2 2 elaMS ONLY MUMS ONLY BMW ONLY E LMS ONLY PERMS ONLY • .2.1.7 B EMS ONLY RUMS ONLY HUMS ONLY MIMS ONLY MAN= ONLY MAMMA REAMS ONLY MINN ONLY DEMes CM336 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 3/2/2006 Time: 12:58:23 PM File: Interior CMU_grade_beam_elevatorpit 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP Grade Beam at Elevator Pit 2 - MEMBER ELEVATIONO [�tl �1 18.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 0t#7X33 ®1#7X4'0" 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 0IRX1 5.4 ADAPT selected ®24 X17'r 6 - REQUIRED & PROVIDED BARS 6.1 Top Bars o 0aX .37 .60 [ Ind 00.00 ,I required provided o.5 -- 1.0- 1.- 6.2 Bottom Bars max° 1.40 7 - SHEAR STIRRUPS ' 7.1 ADAPT selected. Bar Size #4 Legs: 2 Spacing [in] x' x" x u x - x w x- x" 7.2 User -selected Bar Size # Legs: 0.24 7.3 Required area 0.10- .100.1 0.1 M2] o. 0.00 - - i 24 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI re = 3 ksi fy = 60 ksi (longitudinal) fy = 60 ksi (shear) 9.2 Rebar Cover Top = 1.5 in Bottom = 6 In Rebar Table: ASTM - US Customary bars (Non -redistributed Moments) 10 - DESIGNER'S NOTES cobwoRaTION 2Tn1el0TAL CD.CRS70 WFIYARC 373741 1711 aide 0171. suite 331. seMwd City. 081114rnla 14141 PPE 0EP3FO5CED CCS1CIEETE .010/2111 DEED. 77.120 4.10 AaERI[.4 4AC1-I1e-0]/1157-901 r m • 4y.t 1733 Naad.iaa .mad. 04110. 120. Radom. City.C3llfmrnla 92061 7201.: 10511316-2140, pay. 14501314.411e math wmpert1ld.p1SOf t..m, web .41,440 Lic13*//1.7r.Ad.Pt0ert.mvm 3 •ixPUT APPLIED L.DADIUn DAI1 END TIMM 00028242727042: Mar 6At 12357 1 72u0815 VIA1, Iar.rlvr_OW 9 dmEe1m_tl¢•20 0orsat 42 • .770T TITL1: SC garage urada Boob. ...tor pit l-aExaEAL DESIGN PARAMETERS & TARavl9 et 157 day.,vt166/05102 _3022.24 pal [ns 50LU916 1203-ee psi f4PT•rs VP ELA0TInTT fur 6ilf52/819,0s 1110 Pt k.1 for POLUv. ]425,22 k.i CREEP factor for d.fl.0tluv. for 208[7/2800 2.00 MRCRETE n1000 oonul P ELF WIG. 150,20 Po! 7 e 9 1 -•650 .38 15.74 ,00 -3630 Cm0201107, emvnto 6.2 811114420 100 6.0 mum 117100070 I2-111 .73111a ;x ala 00 3 2.17 x wan 5 i .00 [Iot.r1-8r 002 grade b- l ADAPT -21 Y. 6.51 AC0- Note: Heck 4.3 .0d 4.0 values are mattma of all mtipped load ea. ▪ . DYAD LOAD • 0NIFDOn P PARTIAL UNIFORM L . Li. ;IAP c CoNCEPTRATED X - APPLIED ME... Lt. LIOD IPAD rma•ity 1 prm. su 1 t ry ,.,411 Total w Trip 02 SPAN CLASS TYPE 1/10.3 f ft ft 1 Ik-ft Cr k ,..ftl k/157 • REDUCED MOMENTS L L[20 4.00 D LI ,Oa 15 02 1P.p.5 ] SW 11 .44 13.20 ,622 07 4112, 1.rvE L033U8 1. SKIPPED .0th . . p Tartar of 1,20 1-1 - La2010 3 AS 00141210 IM USER'S 11PVT 11 11)2 PRIOR TO PED¢ast20 REORPORCEMENTA -.3.312.4 e k./11.41. 1 CON. n . 1 n T I 01 M O M1.42 020.r0, 1 .111/4),as SVP 4 10, 57 0.3ND4k/!t) 4 0r IPE 1 1 4 -ft 2 ft 1 141.3144 Covar at 30715741 4,04 av 1----2 1 6 5 r 6 T 3 100137 2O0_gradc b] 10200 -NV v 2-52 000- 5.10200012 0900 LOAD 003ME1,02 1k-11] -SPAN .- left• -. . utl.220 -. .- -15,70 63.11 -17,10 Nes. • • fere 04 support ANALYSIS OPTI0I U060, 1 L L 1.000.20 2.01 7.2 REDUCRD LIMB Well � 0Ir2 11.1.) axuctd2.nti. ........................ ...... CRAM 1 D L 1,744 .00 75..Nf IurCl t over 341 .8 t. INCREASED ROI. 00 .11EO Svft• . --- a.daPAn right. 2112• 047 .B12.55 [P lac. o[ • YES LIVE LOADING 1. SEIPP. with • .kip [34[17 04 1.04 mad 2!leceiv. rl.a9• width tau lderaLiu............, RO 8lµ 2 4 Sn 1 7 3-18152 OEPfJTRY Page I Interlmr_4W_vr a da_la1 10117 sc v 4.50 2..1.3 PR.CIPAL SPAN WITI4 Or UNIFORM .AMIT 6,Ie 15,26 ,02 late. 1-111.100.0740 SECTION P a o PERT I£ S - face of auppott O ,1 Fos '20.1010. 51ana and se21521727 22554 SPAN 1.5 I YU yt 10•3 2-4 is 10 10 FACT ORRD MOMENTS 6 RSA[T1PN2 1 572.01 .21252.04 11-0e 12,00 0a10,1a2.2 a. 0.200 0 1.4011 Note. 12,1 FACTORED DESIGN 204447E 11.41/ --- . 2p.m/[apt5leser f. Noeanlf2rm. •a. Lisa 4-7 edd.Pan ----. a rash. MAN mem mine min 1 94.23 49,17 -11`41 -74.91 N PI 1 I 704 1411'11=/4150081 x • 01 1 1 PLANNE 1 FLANGE 1 81 1 MULTIPLIER . - fare e! .uppntt A 111 463027E1 RID. 771l 1 v 0,111.1 width th1Pk.1m 1 1.10 g 0 71 ft 1 in 1 im l0 1 la En 1 In 1 ----4 5 f 0 a 9 12 1 1 14,21 24.00 34 AP 22 .5D _50 2 llorerrer_duyradr b- l ADAPT -RC v 4.59 ACS 10,1 TA CT0 ED mLtT9] M,wRM6 Ik-Is) eia3e PASTOR= osz • T1n1•mm -- --- We1x column --. JOINT maw bud May. nit 'x 1 - SPM ] C . 12wt1lmvee 2 • 9.ste.Alnl2t 330,2522 1 17.41 26.62 -43.24 -52.15 .00 2 - T or Inverted L .ec020n 2 22.54 19,14 65.05 ]4.52 24 ,20 S- DEAD LOAD MOMENTS. 908AEE 5 REACTIONS 4 - EOtanded T w L mermen T. JoAkt •• .5.2. 3 A N MOMENTS N T S Os- f1) ••• 5.3 SPAN 6e�nc11 1 11 - Tap edrfac.to reference line 0/11.mld.pu x101• .1111 4101r1 61 1 3 4 S Not. .251. N P PPE T WIDTH ASP COLUMN DATA • • naterlide moment. SUPPORT L➢KP COU.91 ..• - ---- 1NPEF COLLMO u3D111 LE110303 CSC. I.P11LUD1A] FPC 11 P OINT in ft 1IL1 En En ] 4 5 6 2 6 - - 11 20,00 Ili 111 2 22,10 10,00 22.02 ,02 111 ,00 ,20 4e III .30167 575714510 !kl - 5.1 L1.22 14098270 0k-1571 -- --1 • ,i • 4e..4 011142,3 ----Upper column. 10.14 15,95 3D E1 .02 15,55 108*. 4 02 l Interlor Ov 5 n) ADAPT -PC V- 4.50 ACF ll -MILD STEEL • T1E MUM. BOUNDARY 2410173/34 CDO.s IC1110I Top bar 0 < fm Lorena 8120. required ............. "_30 24 Itm. 110.2 et e both Tae. .10 [30 1 1.] 1 f- LIVE L O A D n D M E P T e. 234122&0510T1088 1 rm . .:3313120 b. tuna 8120° a fired • 13.30 .... .. .12 n .12.43 Ie .enc .4. 4.20 at f.r •ad .... ....... ..'- - 2 1.12.4 at ar end. 6322.1 .t far ..a P lzen s near end. 00[137 .1th ra[a Lima] flxitY •t Car .ad .. 4 . e.1 0.11010001018 x'03176 [k-!tl 1oa seQAR P011Q5 /10 . 11.1 - M I L ➢ 62124 - TOTAL 10 2 0 20 ]aft. . . ...pa. .... . r19ht• .=EAR P. enm1412DN1x-- SPAN max ufn c mon z Ola left rig. 11.1.1 001 STEEL SELECTOR, AT 210-6FAR gmTTOM 70291 1? MID -SPAN AR7.E87702 .-- 1E1E17.1061 SPAN 1 PLT 1411161 MO 0221 LENIOTIS ( 66,1. 211104/ 20 RILE LENOTE 2 2 1 a V- -121 El - 1 ( .211 1 1.20 1,42) 3 A 7 A 16.-6. 11.1.2 ToP OREL 061.23C7I80 ET .611020117 207140 15080. 2? suppoRya 1in'21 46- 1E0E3810* .70204 ( OTT 921247 NO 2002 212¢115 1 OLT KIV.) VC Sit. Laderra 2 s 7 1 1 .24 .12/ 775 74 2,00 I _nn 401 .271 4/1 ft TNTAL 2412117 OF 10114 - 211.4 lh Awagede . 7.4 p.f _De .00 .90 1.10 Rot., .15 1.70 K u. .1111.1i1111 1.1.15.4 115254 nndsa- melco05. 5 eon 0 as 2411,15145 ba•1251 .21 1.40 .dth.r -rho wde 200yfy. ed. .1.22618.. of red0f047....2 for .20 6.5.2 01rvogth (lusted under column 3 and 7i .12 5.40 Mum42.8 00 1 -AVE 1122.ed under 1110511 4 ix bemad an 1111.8.,.. 07 Aer uodcr 0-20 columo . 21 Cell1. .16111.445 le larger. 7.20 gumber of bars limted adder column 4 11 b.med on .1:1.821.. of bar vet.= .45 0.10 • , op2woo s, whichever 2. larger. .56 9.00 -55 9.90 1,50 .45 11.70 1,4 - SELErTTON OF 0E2A5 1.2.40 .15 1).50 11.4.1 .,,ra PROVIDED .15 15.1D WES .. Re . 1 ACT eqn 11.6 90421854 1010 permimaiNl. value 04 111,1'1/2 govern. (AC1 .225. 11•24 3 mmx game...sib]. 761o. of 1.5(101/2 govern., Av . 1 eo 8.daf00ee11nt 2.4.2746).61 2 min redoforo.... reqed.r. (2.21 ego 11-141. 7211.00. only 2 stirrup r.quared by e8e1ys2m (AC1 eqn 11.151 12424 . 1 19990r0 - 15.70 IT (Pet 1211 7870 -.11 to 17.17 57.7 16.21 11,0 1.02 14.40 - Peg. 7 ACI -02 (Interldr_CNU_greda_bl ADMPT-PC V. 4.02 SPAR rp WWI. Rum MR LER. 4711 1.719.9 11421 1171171 020" 2.28 1 T 1 * 1 X 4'1. 2.60 2 2 4 /X 17.5/ 1.20 1 A. 5 141015, 1.65 Foca.. Page 9 Bar leca.21425 • 7 . Tep. 5 . Bettam. 12 5122 - 012.41.58 of hart. Refer to .teel dispoeicion tables .14 .1309grapbe5.1 dimpl.y 701 oe.lcionlwg ef h.r. 11.4,1 x-rna, 9155.197. - TOP MRS ISO 575335 spAR 1 70 1.0817009 1 MX 541 LEN.. 1781 1 i 0 Lwr 1 1 f 7 1'11. 1 1 2 RPM 1 11 7 a 2,0. 1 1 11.4.3 67076 07590.51711:91 - SairON NEER 1 00707 07927. SP. 1 ID 7.92118ION I NUM PAX LINevrli 1711 1 11 7.427 I 1170174. 1 T. 14777 1.47411,2- 12 - 0 . EAR DES INN Fox REENa 2.14O ora-maY 1049 1714071 MEAD 1 concrete Volaw, weigbt (full .bear elle.48 for) dle2810. of co2prefisioo ty959 to rentro1d Of ralaar 4011 . of 770.1.74.2 41 12124442. 7fy. 40000. ppi] ...se de stirtup. 411 required peg. . AC1-121 rioterior_C227_2r.de_o, 14.47 -Re V. 4.21 14.7 , . 0.1847740 224703125 .16e.15 a V. mu ERTIO. a. V 42 GA. le 7. 1-10 ',Mr 1n-2/ft an Vc A. 95755021 23_06 -15.46 -51.14 23.06 .11-52 .72 24 21-2 2 2 ESA. OUTT 17.52 4.22 24 2 2 1.AMS ONLY 17.50 -21.45 74.00 .24 0,0 2 4 552145 0111.7 1/.56 .11./6 47.55 .5, 2 2 32312142 ONLY 1/.66 61.51 A6 AO 2 1 17.50 75,1,4 _on 2 1 11.46 65. 02 .21 2 1 14.42 90.24 AO AD 2 1 17.56 92 )4 oi on 2 1 27.66 1.76 11.71 .11 2 1 17_56 16.11 .11 AO 1 1,56 1.75 72.21 1 11.56 11.29 71.41 Al 17.50 13.72 59.20 AO AO 4 1/.54 16.20 45.14 .17 .00 2 1 17.56 111.69 10.14 -24 11 17,54 20.54 12_44 ... -44 1 12.06 21-21 1 12.06 31.55 11.1 2 12.64 21,56 -65.96 .6-6.1.1. ONLY REAMS ONLY 4028*017.1 1142.612o5_2/112_54•54_121 28217.10 2.• 4.50 177. 11 - 'WINN% SPAN DEFLECTION. C000r.t., model.. 40 :105110177 ..... R. . 2122.7. 1.1 Creep Fictar . 3,D 5.10745 18 p.reothe.ed are repeoimea 4.1910112,11 8.210. ✓ UnwoECTIOU UP ELL to inrhee, Mfg.= 01117741. SPAN OD 017801049 51 0.161.L.C2IEEP l 5 6 .11.1] 20711 .410269211 .111 11311 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Seismic Pile Design Criteria PILE PROFILE & SOIL CONDITIONS c o eg111111s111I111111111111111111111111111i1y11111111111111111111 V�� N m ao m m m WC7N n N i SOIL. PROPERTIES PILE PROPERTIES 0 m C I r I AC Of / 00 0 C C t ▪ C YN ▪ HU) U 0 0 °0 i 0 10 M N ea 7 O 0 RECEIVED DEC 2 0 2005 m O 0 0 0 K1 0 0 0 0 0 el0 is C ON m R tEgIL1J111i1111111I 11111111111111111111111Ji1111111111111111111 0 go Dr 1 m 8 y N N wU) d7 03 iCI a Cn cy 4 {ti c° a dV c� d a 0 coo (pile diem eter not ta scale) Batter Angle=0 Ml-PIE2CM CHar.eh Odl.n iwnw4MF,Nksan Um1 MIOWY7Uw PenOEC Lateral Load, P -kip 40 38 32 28 24 20 18 12 8 4 0 0.00 1.11 1 ri 1 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 111 Lateral Load, P -kip TV 36 32 _1111 1111 1111 Illi 1111 1111 1111 1111 lir! I1 28 Eta-- 24 20 18 12 8_ n _ 1- • _ �1 r i t- I i 1 I 1 1 1 1 1 1 1 j 1-1 1 1 1 1 1Si 1 1'1 1 1 1 1 1 1 1 1 1 1 1 1 1- 0.09 0.18 0.27 0.36 0.45 0.54 0.63 0.72 0.81 0.90 0 20 40 60 80 100 Pb 120 140 160 Max. Moment In Single Pile, Mmax-kip-ft Head Deflection, yt -hi Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head Figure 1 180 200 ALL -PILE 2000 CMTseh aenr• varnalallaalunan LkMw.d Whirl l40 PanpEO frroemth (_) Pile Top -ft —0 --- 25 — - 50 — - 75 — - 100 -0.50 DEFLECTION, yt -in 0 +0.50 — - 125 - Pile Tip ._. - Yt=0.000 St=0.000000 yta0 at 11.141 St -O et 16.6 -ft Head Yt=0.312 Max Yt=0.312 Head St= -0.000090 — - 150 v -100 PILE DEFLECTION 8L FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 +100 Head Moment=0.0 Max. Moment=79.5 -50 SHEAR -kip 0 +50 —Head—Shear—"Z20—.4 Max. Shear=20.4 Southcener Parking Parages (2) Area C -18" Steel Piles, Free Head, P=20kips y -1b/R3 4 C-kip/f12 k-Ibhn3 e50-% f levation 120 33 0 SO Pile Top -ft Sand 23 — 57.6 33 0 60 Sand 37.6 29 ...,. 0 10 Sand 62.6 35 0 Sand E-kiplin2=29000 I -In4=1053 Figure 1 -2 — -27 — -52 — -77 — -102 — -127 — LL-PLE 2003 ChNredh sears .iweMllscn mn Ller+ee le Wolin! Um PenCe0 Depth ( Pile Top -ft -- - - 25 — 50 — 75 —- 100 —125 -1.00 DEFLECTION, yt-In 0 +1.00 - Pile Tip - Yt=0.000 - stx0.000000 —150 S yt=0 et 11.7 -ft St=0 at 17.6 -ft Head Yt=0.587 Max Yt 0.587 Head St= -0.000179 v -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip -ft 0 +200 -50 SHEAR -kip 0 +50 Head Moment=0.0 Max. Moment=131.7 Head Shear -30.6 Max. Shear -30.6 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P=3Okips r -Ib/t3 • C-kip/R2 k4bfin3 e50-% frEomlevation 120 33 0 90 Pile Top -ft Sand 23 — 57.6 33 0 60 Sand 37.6 29 0 10 Sand 62.6 35 0 Sand E-kiplin2=29000 I -144=1053 Figure -2 — -27 — -52 -77 -102 — -127 — ALL -POE 7003 Ch!t. Sefton i ilehilydr.owt 1lnendle Ylard %um PMr3E0 ffrom�(2){ Pile Top -ft — 0 —- 25 — 50 r - r — 75 — 100 — 125 - Pile Tip _.. .. _ Y1=0.000 Head Yt=0.894 - Ste^ ^^-^-- Max. Yt=0.894 Head S$-0.000288 -1.0 0 DEFLECTION, yt -In 0 +1.00 -200 yt=0 at 122-11 St'0 at 18.0-1t — - 150 • v PILE DEFLECTION & FORCE vs DEPTH Pile below wGround MOMENT -kip -ft 0 +200 Head Moment=0.0 Max Moment=188.3 -50 SHEAR -kip 0 +50 Head Shear=40.9 Max. Shear=40.9 Southcener Parking Parages (2) Area C - 18" Steel Piles, Free Head, P=40kips y -Ibft3 $ C-kiplft2 k-IbAn3 e50-% 120 33 0 90 Sand 57.6 33 0 60 Sand 37.6 29 0 10 Sand -2 -- E-kipin2•29000 1-1n4=1053 Elevation from Pile Top -ft 23 — Sand Figure -27 J -52 — -77 — -102 -- -127 — ALL-PILE2003 CaArdt Software wwrttcFlWratta n LFeanaadlo MWINO Xua PanGEO Cr• 40 36 32 28 o. 24 4 j T i ilial LATERAL LOAD vs DEFLECTION & MAX. MOMENT 1111 1111 111 J C 8 4 0 1 1U_1 1111 1111 —1 1 1 1 1 1 1 1 1111 1U1 1111 1 111- Lateral Load, P -kip 40 36 32 28 24 20 16 12 8 4 0 J 1 1 I ti FI 11 r rr11 I I L 1111 1111 1111 1111 _1 1 ! I 1111 1111 1 ! 1 1 1 J 1 L 0.00 0.03 0.06 0.09 0.12 0.15 0.16 0.21 0.24 0.27 0.30 0 20 40 60 80 100 120 140 160 Head Detection, yt4n Mex. Moment In Single Pile, Mmax •kip -ft Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P=40kips Figure I I r 180 200 ALL -PILE 2003 Chfroh Bad rr►e1Mrokmn 1lerped• Michas, PinGEC ffromth (z) Pile Top -ft —0 — - 25 x-50 L. — 75 W — 100 -0.10 DEFLECTION, yt .in 0 +0.10 —- 125 Pile Tip --- - Yt=0.000 St --0.000000 —- 150 yt=0 M13.0-11 S1=0 at 19.0 -ft Head Yt=0.086 Max. Yt=0.086 Head St= -0.000038 -100 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 +100 Head Moment= -79.4 Max. Moment=79.4 -20 SHEAR -kip 0 +20 Head Shear=20.0 Max. Shear=20.0 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P=20kips y -Ibi t3 $ C-kipl82 k-Ibhn3 e50-% Elevation from 120 33 0 90 Pile Top -ft Sand 23 — – 1 57.6 33 0 60 Sand 37.8 29 0 10 Sand -2 — -27 — -52 — -77 82.6 35 0 80 — Sand – E-klplin2=29000 1-In4=1053 Figure -102 — -127 — ALL-PLE 7003 CPJ1 di Sari rweehYLek4111 Lkwsd► Y►1reDVis P=,OEO Tfrroomth (i Pile Top -ft —0 —25 1--50 —75 100 -0.20 DEFLECTION, yt-4n 0 +0.20 —125 — Pile Tip Yr=0.000 — st=0.000000 —- 150 ylr0 at 13.5 -It St=0 at 19.5 -ft Hvia d Yt■0.159 Max Yt=0. 59 Head St= -0.000073 9 -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -idp- t 0 +200 Head Moment=130.0 Max Moment=130.0 -50 SHEAR -kip 0 +50 Head 5hear=30.0 Max Shear=30.0 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P=30kips y -lb/113 C-kipmR2 k-Ibfin3 e50-% from 120 33 090 Pile Top -ft Sand 23 57.6 33 _._.0 60 Sand 37.6 29 0 10 Sand 62.6 35 0 Sand E -I iprn2=29000 1-i 4 1053 Figure -2 .- -27 — -52 — -77 — -102 -127 — AWPtE20D3 Chlffseh Wars rwadWhrkmn lI s sdY Ykhrl Thr PraEO Depth (>) Pi e Top -ft —0 — - 25 — 50 — 100 —- 125 -0.50 DEFLECTION, yt -In 0 +0.50 yt=0 et 13.9 -ft St=0 at 19.5 -ft Yt=0.000 Head Yt=0.244 - St=0.000000 Max Yt=0244 - Head St= -0.000115 —- 16o —34 -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 +200 Head Moment= -183.3 Max Moment=183.3 -50 SHEAR -kip 0 +50 Head Shear -40.0 Max Shear=40.0 Southcener Parking Parages (2) Area C - 18" Steel Piles, Fixed Head, P=40kips --1 y -Ib183 $ C-kip1R2 k-Ib/m3 e50-% 120 33 0 90 Sand 57.6 33 0 60 Sand 37.6 29 0 10 Sand Sand Elevation from Pile Top -ft 23 -2 — -27 -52 -- -77 -77 -102 — E -I ip/n2=29000 I -kN=1053 Figure -127 — ALL -PILE 2008 ChaTedtamRre viocddhee. Liesr.d to Michael %r Pr,OEO Depth (z) Ground -ft 0 —- 15 —30 —45 —- 60 PILE PROPERTIES Depth Width -in Area -int Per. -in 1-in4 PILE PROFILE & SOIL CONDITIONS E -kip Int W -klpRt 0.0 20 314.2 62.83 7854 3000 0.33 75 70.0 SOIL PROPERTIES Depth v-lbft3 4 C-kiplft2 k-Ihfin3 e50-13 Nspt 0.0 120 33 0 90 15 Sand 10.0 57.6 33 0 60 15 Sand — Elevation from Ground -ft 27 — 15.0 37.8 29 0 10 4 _ Sand 50.0 62.6 35 0 80 Sand RECEIVED DEC 2 0 2005 Coughlin Porter Lundeen, Inc. 25 J J -3 -18 — -33 — -48 — L-- 90 — -63 — Satter Angie=0 (Pile diameter not to scale) Surface Mgte=0 Southcener Parking Parages (2) Area D - 20" Augercast Piles Figure AWPLE201117 cherdral 8erws swoutieh.ern - Wonsan, Uk$ 1 Xu. Pw4E0 40 38 32 28 a 24 0. 20 3 12 8 4 0 00 4 1 1 1 1 1 1 1 111-1 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 111 1111 1 —1111 1111 1111 1111 1 1 1 1 f 1 4 1 1111 1 1 1 1 1111 1111- v 0 2 02 04 08 08 10 12 14 Head Deflection, yt-In 40 38 32 28 a 24 4 a. 20 18 3 12 8 4 0 I I I 1114 1- —111 1 1111 I 1 1 1 1 1 1 1 1111 1111 1111 1 1 1 1 1 1i1I1 1 1 1 4 1 6 1 8 2 0 0 20 40 60 80 100 120 140 160 180 Max. Moment In Single Pile, Mmex-kip-ft Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P-40kips Figure 200 M.L-PLE X03 CUM.*6eIere ^49141Ydiese Lfownad Uimp Mr FinGE0 Depth (z) from Pilo Top -ft 0 — 15 — 30 C. - r — 45 —60 —75 — 90 47 — -0.50 DEFLECTION, yt do 0 +0.50 • -100 Yt=0.000 Head Yt=0.345 st=0.000000 Max Yt=0.345 Head S1=0.000167 v PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip -ft 0 +100 -50 SHEAR -kip 0 +50 Head Moment=0.0 Max Moment=73.5 Head Shear=20.4 Max. Shear=20.4 7 -Ibm3 • C-kipit2 k-lbAn3 e50-% 120 33 0 90 Sand Elevation from Pile Top -ft 23 --- 57.6 33 0 60 — Sand _ 37.6 29 0 10 Sand 82.8 35 0 80 Sand E-kip/1,2=3000 1 -in4=7854 e— _7 J -22 — -37 .J -52 - -. Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P=20kips Figure w.PLE 2 O3 CMIr..h & . w..dWIYdt... Llc..ad MIeM I PanGEO from • (z) P IIe Top -ft — 0 — - 15 r- — - 30 — - 45 60 Pile Tip _ Yt.0.000 Head Yt-0.672 - St=0.000000 Max Yt=0.872 — 75 Head St=0.000524 -1.00 DEFLECTION, yt-in 0 +1.00 —- 90 9 -200 PILE DEFLECTION & FORCE vs DEPTH _..,._ Pile below Ground MOMENT -kip-ft 0 +200 Head Moment=0.0 Max. Moment=122.5 -50 SHEAR -kip 0 +50 Head Shear=30.8 Max. Shear=30.8 y -Ibfl3 C-kip/112 k-Ibhn3 e50-% Elevation from Pile Top -ft 120 33 0 90 Sand 57.6 33 0 60 Sand 37.6 29 0 10 Sand . 82.6 95 0 Sand E -k /ln2-3000 1-r4.7854 W Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P=30k-Ips Figure 23 8 -7 -22 -37 -52 -67 AL -PILE 2061 CMT.ah saran wraal,illaokaw WerwMN M4laa11 . PanGEO ffroemth (z) Pi a Top -ft — 0 — - 15 —30 — 45 — 60 -2.00 Pile Tip - Yf=0.000 - st=0.000000 — 75 DEFLECTION, yt 4n 0 +2.00 — - 90 Head 11=1.050 Max Y1=1.050 Head St=0.001048 v -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 +200 Head Moment=0.0 Max. Moment=175.0 -50 SHEAR -kip 0 +50 Head Shear=41.2 Max Shear=41.2 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Free Head, P=40kips y-Ib/I13 $ C-kipft2 k-Ib/in3 e50-% 120 33 0 90 Sand 57.6 33 0 60 Sand 37.5 29 0 10 Sand 62.6 35 0 Sand E-kiptin2=3000 I 414=7854 Figure Elevation from Pile Top -It 23--• 8- -7 — -22 -52 — -67 — ALI.PIE2C01 CIJrT.ahfuer. wwtlMrdimn Llare.lIs Michel Me PaK1E0 40 38 32 28 J 1 1 1 1111 LATERAL LOAD vs DEFLECTION & MAX. MOMENT 1 i 1 111 r 1111 111r . 24 4 0. 20 18 12 8 4 0 — I - 1 1 1 1111 1111 U I 1111 11 I 1111 1 1 I 1 1111 1 1 1 1- 0.00 0.00 0.03 0.06 0.09 0.12 0.15 0.18 021 0.24 0.27 Hud Deflection, yt-In Lateral Load, P -klp 40 38 _ 32 28 24 20 18 12 8 4 0 1 1 1 I f1 1 IFI! F — I - 1 1 L 1111 II11 1111 1111 1111 I 1 1 I 111! 1111 —1 3 ILLI 0.30 0 20 40 60 BO 100 120 140 160 180 Max. Moment In Single Pile, Mmax -kip-ft Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P=40kips Figure 200 .14L -PILE 2047 ChitT,ch aelh-s iiimei polux n IiwsN b YkhsI Xl$ P.nGEO ffrroemUh (z) Pile Top -ft 0 r- -15 —30 — - 45 --80 -0.10 DEFLECTION, yt-in 0 +0.10 Pile Tip - Yt=0.000 Head Yt=0.095 St=0.000000 Mex. Yt-0.095 —- 75 Head St -0.000174 — - 90 V_ -100 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 +100 Head Moment= -75.0 Max Mament=75.0 -20 SHEAR -kip 0 +20 Head Shear=20.0 Max Shear=20.0 1 Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P=20kips y -Iblft3 ; C-kipf112 k-IbAn3 e50-% Elevation 120 33 0 90 Sand 57.8 33 0 80 Sand 37.6 29 0 10 Sand 82.6 35 0 Sand E-Idp/iin2;3000 1-In4.7854 Figure from Pile Top -ft 23 — 8- -7- -22 — -37 — -52 — -87 — ALL-PLE 2003 CMT ech Ilafirre wAritolilliodum 1.101010141. MIIX. POCIEO Depth (z) from Pile Top -ft - —- 15 —30 — - 45 —- 60 Pile Tip - Yt=0.000 Head Yt=0.175 - St=0.000000 Max. Y1=0.175 — 75 Head St=0.000362 -0.20 DEFLECTION, yt 4n 0 +0.20 -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -kip-ft 0 +200 yt=0 a113.0 -ft St=0 at 18.4-11 — 90 Head Moment -121.7 Max_ Moment=121.7 -50 SHEAR -kip 0 +50 Head Shear=30.0 Max. Shear=30.0 Southcener Parking Parages (2) Area D 20" Augercast Piles, Fixed Head, P=30kips y -lb/113 4 C-Itiptft2 k-lbAn3 e50-% 120 33 0 90 Sand 57.6 33 0 60 Elevation from Pile Top -ft 23 — Sand 37.6 29 0 10 Sand 62.6 35 0 80 Sand E-k0An2.3000 1-in4.7654 Figure — -7 — -22 — -37 -52 — -87 — ALL -PILE Cwrr.ee Whirs twit d or■ uc.,ssd Yaw P.R2E0 Depth (r) from Pile Top -ft —0 —- 15 — 30 —- 45 ti 80 Pile Tip - Yt=0.000 — St=0.000000 -0.50 DEFLECTION, yt -In 0 +0.50 -200 PILE DEFLECTION & FORCE vs DEPTH Pile below Ground MOMENT -klp-ft 0 +200 Head 11=0.280 Max Yt=0.280 —75 Head St=0.000663 -80 -87 — Head Moment= -174.2 Max Moment=174.2 -50 SHEAR -kip 0 +50 Head Shear=40.0 Max. Shear=40.0 y -lb1R3 + C-kiplit2 k-Ibin3 e50-96 120 33 0 90 Send Elevation from Pile Top -ft 23-- 57.6 33 0 60 Sand 37.8 29 0 10 Sand 62.6 35 0 80 Sand E-kipRn2=3000 1-In4-7854 8- -7 — -37 — -52 -- Southcener Parking Parages (2) Area D - 20" Augercast Piles, Fixed Head, P=40kips Figure COUGHLI NPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Seismic Criteria Page 1 of 3 , Seth Stapleton From: Pau! Grant [pgrant@pangeoinc.com] Sent: Wednesday, December 14, 2005 12:46 PM To: Seth Stapleton Cc: Jim Coughlin; Tim Mealy Subject: RE: Southcenter Garages Attachments: oledata.mso; image001.emz Seth, We are working on the lateral pile Info and hope to get you results by tomorrow. The following recommended s site class Spectral Acceleration at 0.2 SCC. SSS Spectral Acceleriion at l:41 SCC (g� Si Site Cae cleats Design Spectral _ Response Parameters ' Control Periods . fsec ) ( Design PGA (Sg5!2.5) Fik ..F; Bre Di To T5, -E 1.42 0.49 0.9 2.4 0.85 0.78 0.18 0.92 0.34 Thanks, W. Paul Grant, P.E. Principal PanGEO, INC. 3414 NE 55th Street Seattle, WA 98105 pgrantepangeoinc.com Direct / Cell 206-406-4036 Office: 206-262-0370 Fax: 206-262-0374 From: Seth Stapleton [mailto:SethS©cplinc.com] Sent: Friday, December 09, 2005 1:02 PM To: Paul Grant Cc: 31m Coughlin; lim Mealy Subject: RE: Southcenter Garages Paul, In our plans dated 11-01-05, there are a total of 114 augercast piles at Garage A, and 112 driven steel piles at Garage B. Concerning your question about the pile lengths, l think JTM should be able to address your question. Let me know if you need a copy of our plans. �-1 12/14/2005 COUGHLINPORTERLUNDEEN ACONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.4.1) GROUND MOTION PARAMETERS Ss- si- oI 4t9 (9.4.1.2.1) SITE CLASS DEFINITION Fig. 9.4.1.1(a) pg. 110-111 Larger map distributed for Puget Sound or use USGS website zip code lookup as check. Fig. 9.4.1.1(b) pg. 112-113 Vs = Geotech. Rpt (Shear Wave Velocity) N - NIA Geotech. Rpt (Standard Penetration Resistance) Su - N Geotech. Rpt (Un -drained Shear Strength) Site Class - E Table 9.4.1.2 pg. 108 or per Geotech. Report (9.4.1.2.4) SITE COEFFICIENTS F. - F„ - SMI - 6.90 211-0 28 Table 9.4.124(a) pg. 129 Table 9.4.1.2.4(b) pg.130 Eq. 9.4.124-1 pg. 129 Eq. 9.4.1.2.4-2 pg. 129 (9.4.1.2.5) DESIGN SPECTRAL RESPONSE ACCELERATION Sos - 043'5 Eq. 9.4.1.25-1 pg. 129 Sor - (1,-7S Eq. 9.4.1.25-2 pg,. 129 (IBC 1616.2) SEISMIC USE GROUP & OCCUPANCY IMPORTANCE FACTORS (IBC Table 1604.5 pg. 272) Nature of Occupancy PARKI k1 GrA 0-44E, Category Seismic Factor IE * %• D Snow Factor Is - • 4 Wind Factor Iw - (9.t2) SEISMIC DESIGN CATEGORY Seismic Use Group Table 9.1.3 pg. 96 (Occupancy Category per IBC Table 1604.5) SDC - _ _ Table 9.4.2.1(a) pg.131 SDC Table 9.4.2.1(b) pg.132 (Choose most severe. See exception of IBC 1616.3 pg. 326) 'project: SOUTH CEAriett reptu. ME A'+ 8 Project No: Designed By: kgES Date 12-29-05 Client: Checked By: Sheet of S --L. 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL. AND CML ENGINEERING CORPORATION 1 INTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force Procedure (9.5.2.3) BUILDING CONFIGURATION Plan Irregularity (Table 9.5.2.3.2 pg. 137) Type la (y/6, Type lb (y/C:j Type 2 0'0 Type3 (yen Type 4 Or TYPe 5 c Y 4 Vertical Irregularity (Table 9.5.2.3.3 pg. 138) Type la (yn Type lb Type 2 (y4, Type 3 (Y Type 4 (Y TYPe 5 { Y 'roject: SC- CiARAGIC Ark B Project No: Designed By: 7e5 Date 12-29-05 Client: Checked By: Sheet of ,"-.23 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTUftALAND CML ENGINEERING CORPORATION IINTERNATIONAL BUILDING CODE 2003 ASCE 7-02 Chapter 9 with modifications per IBC Chapter 16 Equivalent Lateral Force procedure (9.525.1) ANALYSIS PROCEDURES (Table 9.5.2.5.1 pg. 140) NODAL ANAOSAS PRoaDuR. sec,. 91,5.6 ASc. 7-62 (9.5.2.4) REDUNDANCY P— 50 (9.528) DEFLECTION & DRIFT LIMITS Allowable Story Drift t1. = ©r of h 1� 9.5.2.4 pg. 138. See modification of 113C1617.2.1 Table 9.5.28 pg. 145 (9.5.5) EQUIVALENT LATERAL FORCE PROCEDURE Basic Seismic Force Resisting System • OtAiumet .t, sysism = SP,G1AL j len . cox, sl-leikkwALLS Response Modification Coefficient R = Overstrength Factor _ * ' 5 Deflection Amplification Factor Cd '• Height Limitation = (See modifications of IBC 1617.6.1.1 pg. 332) 5 Approximate Fundamental period Seismic Response C.oefficient Design Base Shear Torsional Amplification Factor Ta _ V= Ax = 3.5 I (0 0.26 secs 0,1-7O SEE Maw Aotycis Table 9.5.2.2 pg. 133 -135 Table 9.522 pg.133 -135 Table 9.5.22 pg. 133 -135 Table 9.5.22 pg. 133 -135 Eq. 9.5.5.3.2-1 pg. 147 Eq. 9.55.21-1 through 4 pg.146 Eq. 9.5.5.2-1 pg. 146 Eq. 9.5.53.2 pg. 148 'roject.: &G C, AIIIGtt A-4- 3 Project No C#Lent: Designed,$y: 565 Date 12_-29-65 Checked By: Sheet of 413 Pine Street • Suite 300 • Seattle, WA • Phone (206) 343-0460 • Fax (206) 343-5691 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Lateral Analysis Building Weight Take -off South Center Garage A 2nd Level Item Concrete Shear walls: Corstfvc% iC sip.'" cc 4-3itrc a� St,.ec&,r Wa11f.. (=Afro, ckcCoukkr t s C. Date: 1/9/2006 Weight Concrete Columns: Perimeter 8" CMU Wails: Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Total Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Concrete Columns: 3 klf 9 kips 1.3 klf 0.5 kif 2692 kips Designer: SES Quantity 283 ft 84 565 ft 505 ft Zs aci-+.olly 4 v let�F use-i514-i514f look' CoJAturi es „`-pip Arf i3LAI kB Sub Total 849 kips 756 kips 735 kips 253 kips 100 kips 72312 sq ft 71240 sq ft ETABS input floor weight: 144 psf 37 psf 105 psf (including 10 psf misc.) 142psf 10285 kips Weight Perimeter 8" CMU Walls: R-41 SreakusAta) Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: 3 klf 5 kips 1.4 kif 0.5 kif 2413 kips Quantity Sub Total 283 ft 849 kips 84 565 ft 505 ft 420 kips 791 kips 253 kips 100 kips 72312 sq ft 71240 sq ft ETABS input floor weight 140 psf 33 psf 105 psf (including 10 psf misc.) Total: 138 psf 10005 kips South Center Garage A Date: 1/12/2006 Designer: SES Weight height w*h Cvx Story Force Story Shear (kips) (ft) (kip -ft) (kips) (kips) 3rd 10005 �� ;; `°,,E.``._:�: 300157.8 0.619 2133 2133 2nd 10285 =;1,8; a„` 3 185125.7 0.381 1316 3449 Sum = 20290 485283.5 Static Base Shear Sds Sd1 Ta = R= 1= Cs = 0.170 Vbase = 3449 kips 0.85*Vbase = 2932 kips (Sds/R)*I = 0.170 (Sd1/ R)*1 = 0.600 0.044Sds*1 = 0.037 \16a5e = Vx = 31 6 o r-�2.a+tit \Iy =31$v Mop -, ANA ViStS ETABS P7 Coughlin Porter Lundeen, Inc. PC, IG" P5 P} K{." GPO-P'G6 A P,cg.s P2 P�} f3 12" 2-- `3 ETABS v8.5.0 - File: Grg_A_1-12-06 - January 12,2006 13:33 Plan View - ROOF - Elevation 360 - Kip -in Units Building Weight Take -off South Center Garage B 2nd Level Item Concrete Shear walls: Date: 1/12/2006 Concrete Columns: Perimeter 8" CMU Walls: Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Total Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: Total: Roof Level Item Concrete Shear walls: Weight 3 kif 9 kips 1.3 kif 0.5 kif 2674 kips Designer: SES Quantity Sub Total 283 ft 849 kips 84 570 ft 455 ft 756 kips 741 kips 228 kips 100 kips 68060 sq ft 67975 sq ft ETABS input floor weight: 144 psf 39 psf 105 psf (including 10 psf misc.) 144 psf 9820 kips We ght Concrete Columns: Perimeter 8" CMU Walls: Perimeter 6" Precast Panels Ramp Walls and Stair/Elevator Walls Total Additional Weight: Floor Area: ETABS floor area: Additional Dead Load: Floor Dead Load: 3 kif 5 kips 1.A kif 0.5 klf 2395 kips Quantity Sub Total 283 ft 849 kips 84 570 ft 455 ft 420 kips 798 kips 228 kips 100 kips 68060 sq ft 67975 sq ft ETABS input floor weight: 140 psf 35 psf 105 psf (including 10 psf misc.) Total: 140 psf 9541 kips South Center Garage B Date: 1/12/2006 Designer: SES Weight height w*h Cvx Story Force Story Shear (kips) (ft) (kip -ft) (kips) (kips) 3rd 9541 ����i:'s 286224 0.618 2035 2035 2nd 9820 ": �$:«' `. :, 176756.4 0.382 1257 3291 Surra = 19361 462980.4 Static Base Shear Sds = Sd 1 = Ta R= 1= Cs = 0.170 Vbase = 3291 kips 0.85*Vbase = 2798 kips (Sds/R)*I = 0.170 (Sd1/TR)*I = 0.600 0.044Sds*I = 0.037 �X — 3D(5 lc>5 3o9�7 k:r5 ��, 0, ZS" See c ETABS -- ---f -. - pg P7 Coughlin Porter Lundeen, Inc. 6.1A -06)e prefLS P3 (2" PA- ETABS 4 ETABS v8.5.0 - File: Grg_13_12-29-05 - January 12,2006 13:33 Plan View - STORYI - Elevation 216 - Kip -in Units ETABS Coughlin Porter Lundeen, Inc. ETABS v8.5.0 - File: Grg_A_1-12-06 - February 7,2006 7:58 3-D View - Kip -in Units L-7 Program ETABS Version 8.4.1.0 File:Grg A 1- 12-05.LOG B EGIN ANALYSIS 2006/01/12 15:31:30 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 15:31:30 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED NUMBER OF SHELL ELEMENTS FORMED NUMBER OF CONSTRAINTS FORMED 15.938 MB 2 0 32 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT/RESTRAINT MASTER DOF 0 CONSTRAINT MASTER DOF AFTER REDUCTION = 6 EQUATION SOLUTION 15:31:31 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS APPROXIMATE "EFFECTIVE" BAND WIDTH NUMBER OF EQUATION STORAGE BLOCKS MAXIMUM BLOCK SIZE (8 -BYTE TERMS) SIZE OF STIFFNESS FILE(S) (BYTES) NUMBER OF EQUATIONS TO SOLVE NUMBER OF STATIC LOAD CASES NUMBER OF ACCELERATION LOADS NUMBER OF NONLINEAR DEFORMATION LOADS EIGEN ANALYSIS 15:31:32 NUMBER OF STIFFNESS DEGREES OF FREEDOM NUMBER OF MASS DEGREES OF FREEDOM NUMBER OF EIGEN MODES SOUGHT NUMBER OF RESIDUAL -MASS MODES SOUGHT NUMBER OF SUBSPACE VECTORS USED RELATIVE CONVERGENCE TOLERANCE FREQUENCY SHIFT (CENTER) (CYC/TIME) FREQUENCY CUTOFF (RADIUS) (CYC/TIME) NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED = 222 = 15 = 1 3351 27.063 KB 222 4 6 0 = 222 = 6 = 6 0 = 6 = 1.00E-07 .000000 .000000 6 = 1 RESPONSE -SPECTRUM ANALYSIS L- 15:31:32 NUMBER OF SPEC ANALYSES PERFORMED J OINT OUTPUT 15:31:32 2 G LOBAL FORCE BALANCE RELATIVE ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 3.04E-14 1.08E-14 5.80E-15 1.20E-14 1.46E-14 2.36E-14 YSPEC 3.04E-14 1.08E-14 5.80E-15 1.20E-14 1.46E-14 2.36E-14 MODE FX FY FZ MX MY MZ 1 4.94E-19 3.13E-14 2.25E-15 3.10E-16 2.96E-15 2.51E-14 2 2.97E-14 5.41E-18 1.92E-14 1.72E-14 2.02E-14 1.16E-14 3 1.44E-14 8.05E-15 5.18E-15 1.98E-14 1.84E-14 1.73E-14 4 1.24E-18 5.33E-14 8.17E-15 8.99E-15 8.09E-15 4.58E-14 5 1.38E-14 1.21E-16 1.03E-15 2.73E-15 8.25E-15 1.01E-14 6 1.40E-14 6.52E-15 4.25E-15 6.57E-15 9.91E-15 4.31E-14 SPEC FX FY FZ MX MY MZ XSPEC 2.96E-14 2.25E-17 1.91E-14 1.72E-14 2.01E-14 1.16E-14 YSPEC 1.65E-18 3.14E-14 2.29E-15 5.54E-16 2.99E-15 2.52E-14 E LEMENT J O INT - FORCE OUTPUT 15:31:32 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 15:31:33 a 2 32 ANALYSIS COMPLETE 2006/01/12 15:31:33 L-01 Program ETABS Version 8.4.1.0 12-06.LOG CENTERS OF RIGIDITY 15:31:33 File:Grg A 1 - Program STABS Version 8.4.1.0 File:Grg_A 1- 12-06.LOG B EGIN A NAL Y S I S 2006/01/12 15:31:34 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 15:31:34 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED L OAD RE -SOLUTION 15:31:34 NUMBER OF STATIC LOAD CASES 15.938 MB E LEMENT J O INT - FORCE OUTPUT 15:31:35 NUMBER OF JOINT ELEMENTS SAVED = NUMBER OF SHELL ELEMENTS SAVED 2 0 4 2 32 ANALYSIS COMPLETE 2006/01/12 15:31:35 a MD!2EEEEE Eggggg g t2'.222 op o p o c22 o p o 222222 ...q5yyy F V ry ry m n V K W U AES v0.5.0 Fila: 4 P B R Y O D S y44pp o n a F = VI 0 0 9 9 0 0 WW I F i s x 2 I a o wk o>• ut N !ab E411.' a .;21,m a U m U C "„ YoY ow A !M y -06 Unita:Kip.in February 7, 2006 ETABS v0.5.0 Fal 0 z 2 EMI" oma Z1-4`,°,4' a Y t41 o ?• [w5 -in Pebruary 7, 2555 I =ADS v9,5,0 Pi1e:GR 4 gi ay 222 2,12222 06 Unite:Kip-i0 February 7, 2006 7:59 PAGE 6 '101 n V ry U n U w V + U w V u• U m V ry V m U � N U a m M1 !!dd m y Ay 1 al� cr� a 0.n n� a 4 f"v 0. 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ETABS v8.5.0 - File: Grg_B_1-12-06 - February 7.2006 7:54 3-D View - Kip -in Units Program ETABS Version 8.4.1.0 Fi1e:Grg_B_1- 12-06.LOG BEGIN ANALYSIS 2006/01/12 14:36:11 MAXIMUM MEMORY BLOCK SIZE (BYTES) ELEMENT FORMATION 14:36:11 = 15.938 MB NUMBER OF JOINT ELEMENTS FORMED = 2 NUMBER OF SPRING ELEMENTS FORMED = 0 NUMBER OF SHELL ELEMENTS FORMED = 16 NUMBER OF CONSTRAINTS FORMED = 2 REDUCTION OF CONSTRAINTS AND RESTRAINTS: NUMBER OF CONSTRAINT MASTER DOF BEFORE REDUCTION = 6 COUPLED CONSTRAINT/RESTRAINT MASTER DOF = 0 CONSTRAINT MASTER DOF AFTER REDUCTION = 6 EQUATION SOLUTION 14:36:11 TOTAL NUMBER OF EQUILIBRIUM EQUATIONS APPROXIMATE "EFFECTIVE" BAND WIDTH NUMBER OF EQUATION STORAGE BLOCKS MAXIMUM BLOCK SIZE (8 -BYTE TERMS) SIZE OF STIFFNESS FILE(S) (BYTES) NUMBER OF EQUATIONS TO SOLVE NUMBER OF STATIC LOAD CASES NUMBER OF ACCELERATION LOADS NUMBER OF NONLINEAR DEFORMATION LOADS EIGEN ANALYSIS 14:36:12 NUMBER OF STIFFNESS DEGREES OF FREEDOM NUMBER OF MASS DEGREES OF FREEDOM NUMBER OF EIGEN MODES SOUGHT NUMBER OF RESIDUAL -MASS MODES SOUGHT NUMBER OF SUBSPACE VECTORS USED RELATIVE CONVERGENCE TOLERANCE FREQUENCY SHIFT (CENTER) (CYC/TIME) FREQUENCY CUTOFF (RADIUS) (CYC/TIME) NUMBER OF EIGEN MODES FOUND NUMBER OF ITERATIONS PERFORMED = 150 12 = 1 1929 15.672 KB 150 4 6 = 0 150 6 6 = 0 6 = 1.00E-07 .000000 .000000 a 6 RESPONSE -SPECTRUM ANALYSIS 1 L-11 14:36:12 NUMBER OF SPEC ANALYSES PERFORMED J OINT OUTPUT 14:36:12 2 G LOBAL FORCE BALANCE RELATIVE ERRORS PERCENT FORCE AND MOMENT ERROR AT THE ORIGIN, IN GLOBAL COORDINATES LOAD FX FY FZ MX MY MZ DEAD .000000 .000000 .000000 .000000 .000000 .000000 TRIBUTAR .000000 .000000 .000000 .000000 .000000 .000000 XSPEC 1.14E-14 1.86E-14 2.90E-14 1.32E-14 5.51E-15 7.69E-15 YSPEC 1.14E-14 1.86E-14 2.90E-14 1.32E-14 5.51E-15 7.69E-15 MODE FX FY FZ MX MY MZ 1 7.04E-15 8.21E-16 8.21E-16 2.80E-15 9.59E-15 2.80E-14 2 3.67E-16 2.22E-14 2.32E-14 1.16E-14 3.64E-15 1.40E-14 3 7.89E-15 2.47E-14 9.23E-15 4.45E-15 9.32E-15 2.31E-15 4 1.05E-14 7.55E-17 2.21E-14 1.54E-14 2.38E-14 1.91E-15 5 4.05E-18 1.33E-14 1.52E-14 8.23E-15 7.30E-15 2.35E-14 6 2.46E-15 5.92E-15 2.19E-14 1.14E-14 3.50E-15 3.09E-14 SPEC MZ XSPEC 2.80E-14 YSPEC 1.41E-14 FX FY FZ MX MY 7.04E-15 8.64E-16 1.46E-15 2.95E-15 9.69E-15 3.98E-16 2.22E-14 2.32E-14 1.15E-14 3.63E-15 E LEMENT JOINT - FORCE OUTPUT 14:36:12 NUMBER OF JOINT ELEMENTS SAVED NUMBER OF SHELL ELEMENTS SAVED E LEMENT OUTPUT 14:36:12 a 2 = 16 ANALYSIS COMPLETE 2006/01/12 14:36:12 L-1 Program ETABS Version 8.4.1.0 Fi1e:Grg B_1- 12-06.LOG CENTERS OF RIGIDITY 14:36:13 Program ETABS Version 8.4.1.0 File:Grg�B 1- 12-06.LOG B EGIN ANALYSI S 2006/01/12 14:36:14 MAXIMUM MEMORY BLOCK SIZE (BYTES) E LEMENT FORMATION 14:36:14 NUMBER OF JOINT ELEMENTS FORMED NUMBER OF SPRING ELEMENTS FORMED L OAD RE -SOLUTION 14:36:14 NUMBER OF STATIC LOAD CASES 15.938 MB E LEMENT JOINT -FORCE OUTPUT 14:36:14 NUMBER OF JOINT ELEMENTS SAVED 2 0 4 2 NUMBER OF SHELL ELEMENTS SAVED 16 ANALYSIS COMPLETE 2006/01/12 14:36:14 Fu 222.22 222222 r % u2'4'...12 wwiawa 222222 a m g m a m '2 V v v v V y y S a o h D i o b d 222222 p p o A a o v v v V v r g p o o P o P o p aN( 2',12222 p P Sa. 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IAS L-14/3 COUGHL1NPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Pile Seismic Design Foundation Design Forces Garage A Garage B Level Pier No. V M Level Pier No. V M (kips) (k-ln) (kips) (k -in) 2ND P1 833 256420 2ND P1 1186 389326 ROOF P1 535 77047 ROOF P1 929 133803 2ND P2 833 256420 2ND P2 401 95968 ROOF P2 535 77047 ROOF P2 72 10347 2ND P3 654 187751 2ND P3 847 263264 ROOF P3 327 47045 ROOF P3 561 80796 2ND P4 1019 326242 2ND P4 847 263264 ROOF P4 742 106824 ROOF P4 561 80796 2ND P5 1016 326794 2ND P5 806 248989 ROOF P5 749 107875 ROOF P5 524 75446 2ND P6 642 183637 2ND P6 806 248989 ROOF P6 316 45490 ROOF P6 524 75446 2ND P7 654 187751 2ND P7 1170 379717 ROOF P7 327 47049 ROOF P7 886 127604 2ND P8 1019 326243 2ND P8 419 101522 ROOF P8 742 106830 ROOF P8 82 11804 Sf5 }-tit- o6 P-1 ETABS P7 Sw-3 Coughlin Porter Lundeen, Inc. D >~SIC�t.16RL�S G�riZCnG Q6 r'4 5w-5 P5 5w-4 i SW -2. PI SW- ETABS v8.5.0 - File: Grg A_1-12-06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units P2. Sw-1 _L -I2 —06 - Tz ETABS SW -7 eau Coughlin Porter Lundeen, Inc. Oknot.i Des s wN), Gee {.o Q9 SEL p cy ►S S Ste_ G PG 5N-1 P3 SIN -2 Pet Sw-Z 5e5l2-Q4 f.3 ETABS v8.5,0 - File: Grg_8_1-12-06 - January 12,2006 15:55 Plan View - 2ND - Elevation 216 - Kip -in Units COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERINI SLAB fl4wE_vs A`r S1k R (M- r 5t B -ons -C, *4X) sGArt,2. tAALS rfAAX GrZAM SEA± e_GC, A/ Qi %5 (L);oae 0") (r_I/rr*) = 3.91- kIc4_ (cor[reAe- 6.4) T \iS g Q1 -11i5) (0,3 1) Ce),,s--) (Coo) O. D) r 9, 3 '.-/ (S7lee/ der., ) i2, M las-km Lz NA'T4 .: 4c)' 4 37 2 (c a+'k pr e sr:0 A q rale iea..4-j 1VWL CIO OS ,ackviA, -164 sick, : (e3 - Z-5 5` {-e„f)v•, 7r d<' t `MP 9,rt11 tA- L = G 3 / 14' /42 / S1i e cir t•tic.4. / / Case 1 S vv -fig Q Gq-riiG € g r g c cI eewe1/ Con,1, :5 s /al, 539" k o� nrfer 3f5' LHtck. Svs- Co P_ Gla -c” e L -> 04, ,d2,11,1 c 1v,. = ifs, a k (6cc ? ) VZIC,+4o1 fS$7*' ,fla,c ra-o! c- 6cao•1 4e c e = 6$3i` ti; `_r"sZd") CIO 0-7 SN* r L- wMk- oma.. *3 r 94 VY, re d St 20,9 k/e.t• 7 Vh : 2 6,91`-c44 k - +V„ ria �.f .2:' 'k- 4- - •oject: Project No. Client Designed By: 5-6,5 Date: 2-6,-06I Checked By: Sheet pp'. of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 2061343-0460 • F. 206/343-5691 Shear Wall Vertical Loads Floor/Roof DL Roof LL Typ. Floor LL 4" veneer Garage A 105 psf 85 psf 40 psf 45 psf Pier SW Laval Floor Ht Wall Length Trlb Area Wan Thk Dead Load Veneer Self wt Total DL LL Total IX Total LL (ft) (8) (sq ft) (In) (ldps) (kips) (kips) (ldps) (kips) (kills) (kips) 1 1 Roof 12 34 620 18 85 18 52 147 40 147 40 2nd 18 34 820 16 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Tdb Area Wall Thi Dead Load Veneer Self wl. Total DL LL Total 01_ Total LL (R) (ft) (sq ft) (n) (kips) (kips) (kips) (kips) Gips) (kips) (kips) 2 1 Roof 12 34 820 18 65 18 82 147 40 147 40 2nd 18 34 620 16 65 28 122 188 25 334 85 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (8) (ft) (sq ft) (in) (kips) fides) (kips) (kips) (ldpa) (kips) (kips) 3 3 Roof 12 31 775 12 81 17 56 137 50 137 80 2nd 18 31 775 12 81 25 84 185 31 302 81 Pier SW Level Floor Ht Wan Length Trib Area Wall Thi Deed Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (8) (e4 ft) fin) pips) (kips) (dPs) (kips) (kips) PdPs) (Ides) 4 2 Roof 12 42 1550 12 163 23 76 238 101 238 101 2nd 18 42 1550 12 183 34 113 278 82 515 183 Pier SW Level Floor Ht Wall Length Trib Area Wall Thi Dead Load Veneer &NM. Total DL LL Total 01- Total LL (ft) (8) (sq ft) On) paps) (kips) (kips) (kips) (Ides) (kips) (kips) 5 4 Roof 12 38 820 18 65 21 91 158 40 156 40 2nd 18 38 620 18 85 31 137 202 25 358 65 Pier SW Level Floor Ht Wall Length Trlb Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (8) (ft) Psq ft) M) (Ides) (kills) (kips) (rips) (tips) (kelps) (kips) 5 5 Roof 12 29 820 18 85 18 70 135 40 135 40 2nd 18 29 820 18 85 23 104 170 25 304 85 Pier SW Level Floor 11t Wall Length Trib Area Watt Thi Dead Load Veneer Self wt Total DL LL Total DL Total LL 01) Pt) (sq ft) (in) (ips) (des) (lips) (kips) (des) (dPs) (kips) 7 3 Roof 12 31 775 12 81 17 58 137 50 137 50 2nd 16 31 775 12 81 25 84 185 31 302 81 Pier SW Level Floor Ht Wall Length Trtd Area Wall Thk Dead Load Veneer Self wt. Total DL 1.L Total DL Total LL (8) Pt) (sq ft) M) Sips) (lips) {kips) (kips) (kips) (kips) (ips) 8 2 Roof 12 42 1550 12 183 23 78 238 101 238 101 2nd 18 42 1550 12 183 34 113 276 82 515 163 P-5 Shear Wall Vertical Loads Floor/Roof DL 105 psf Roof LL 85 psf Typ. Floor LL 40 psf 4' veneer 45 psf Garage B Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sq ft) On) (kips) (kips) (kips) (kips) (kips) (kips) Odes) 1 8 Roof 12 38 300 18 32 21 91 123 20 123 20 2nd 18 38 300 18 32 31 137 168 12 291 32 Pier SW Level Floor Ht Wall Length Trlb Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (It) (0) (sq ft) On) (lips) (ldps) (kips) (kips) (kips) (hips) (Ides) 2 6 Roof 12 20 250 18 26 11 48 74 18 74 18 2nd 18 20 250 16 26 18 72 98 10 173 28 Pier SW Levet Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (sq ft) (In) (Ides) (kips) (Ides) (kips) (kips) (Ides) (kips) 3 2 Roof 12 42 1812 12 169 23 78 245 105 245 105 2nd 18 42 1812 12 189 34 113 283 64 628 169 Pier SW Level Floor 111 Wall Length Trlb Area Well Thk. Dead Load Veneer Self wt. Total 01. LL Total DL Total' LL (8) (8) (sq ft) lin) (kips) (IVPs) (Ides) (lips) (tips) (kips) (kips) 4 2 Roof 12 42 1612 12 189 23 78 245 105 245 105 2nd 18 42 1812 12 169 34 113 283 64 628 169 Pier SW Level Floor Ht Wail Length Trlb Area Wall Thk. Dead Load Veneer Self wt Total OL LL Total DL Total LL (8) (8) (sq ft) (In) (kips) {Ides) (kips) (kips) (Ides) Pips) (kips) 5 1 Roof 12 34 820 16 65 18 82 147 40 147 40 2nd 18 34 620 16 85 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length TrIb Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (8) (sq ft) M) (Idea) (Ides) (Ides) (des) (kips) (kips) (IVPs) 8 1 Roof 12 34 620 16 85 18 82 147 40 147 40 2nd 18 34 620 16 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trib Area Well Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LI. (8) (8) (sq ft) (In) (kips) OdPs) (kips) PdPs) (Ides) (kips) Odea) 7 8 Roof 12 42 1550 16 163 23 101 284 101 264 101 2nd 18 42 1550 16 163 34 151 314 82 578 163 Pier SW Levet Floor Ht Wall Length TrIb Area morn* Dead Load Veneer Self wt Total DL LL Total DL Total LL (8) (R) (eq 8) (41) (Rips) (Ides) (Ides) (Idpe) (kips) (kips) (Ides) 8 7 Roof 12 22 920 18 97 12 53 149 60 148 80 2nd 15 22 920 16 97 18 79 178 37 328 97 P4 (cn x0 eL N N co t(? co W to 2Y w N CJ + U N tiNtic1NCO(D(Y) J x .Q- CO (D N O N N * . (*)0')0,crd0)M'1▪ ' (UY (O(DN(!)O00')▪ N (f) (D N ([) 0 (() N t(7 CO O) IO N O) O) L() (�) N CO CO N N Cr) CO J Q W Y Shear Wall Footing Pile Design Forces o 5 g e v co 0 r o N Eo � v M CO CO r {` oo CO N O V' to ti CO d r r N N r n- N L N CO M CO d 010,CO 1 d J CO - r CO N .f' CO N CO Q CO N CO "4' LO (D I� CO AsCf 7-o2.. Cec. c ga• co ti rn N to co co to r CO co r- (D CO T ti co co m co N 0.9D + 0.7E x a N N 2v`�r U x 0 .-a 7 0 COCO to to (D t0 to 00 (D CO O O CO CO cO CO CO CO 'It Q) CO CO ~ O7 0) CO CO C 1- N • Ntrm CO VN N N N r r CO I... M IC) (D I.• CO COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Ib" 5'CCE L PILES. 7a r4 c_ A4-(6 X'-/6412, _ 309?'` AV RMcg.PILE LATERAL Lb = 2€6, 7./` (14.tr-rwkt"0 wficu. AAW &R.AV ty PILES eisCukAS0 re, VMS 54 iv16 577FFA/ess (FIX D. 11/A o) TIM CAL 471LE i 4D A -r CeLU/4uS 4/2 SW /max Cr„opp5SJ6ivx -1.37 OVA.oWl1/4-zie) MAX - n1S) a .= / 25 x (A'I-lo vvAstk'] (SIt i o.,11 tA.1. -inlAT 7EA/S/oA✓' 17 5 K rA, U L 77,V44 re Gom~SS fast , 6124 _ 'P..,,, (�tLT)MArTE MoM5N.1T = /21 'I`' 1✓C If )c-0, 5 1, Rout -lath PILE Iv/ Fy y42ks� L'Rm..-0_1 vul,,es -fie SSS lb -A ohs - (.77) n 9111 " ./Mt, : 450k2 t51L440J 9/# (1) 'cit‘4A( TL--; = (i)(t) 4 a (cow.p ress r'or) Cern sidr", y a.42 <Ito a_ broject Designed 8y: 7�5 *project No. Client: Checked By. 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F. 2061343-5691 Date: /-24—% Sheet P - s of i COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING —1� �' SSEL I�'�/L GoNAf l7c,z/ 11/114X w 1,1 FT = 15 k el ec,r welt ar,l% Ft44( she4 2$,2" (w1.17,k4k) C� DZL' s s CAA 6C 1 - dJ t-) b lft g;5747,-5- 0 i ),5 (L°) 0/t (.0 34" 3,2-4 ;nom' pZC $34.11 `4 D2 L's �r iyfru i ?ivt5 (5€ 45f -At retf O'7s-('.7)(6d) • use S = -t-r'` - 2_54 ; n V,•, NA ,_= 0i So 1q/A CavtkQ1 N En SS L= 56,5" 7F L &1.96R I/1 1- (3) a D/L's uLS6 7/14 viE4-? (MIt AkLot9 'rolect ?roject No. Designed By: 7e S Client Checked By: 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 206(343-0460 • F. 2061343-S69I Date: /.-244)--06 Sheet P -1 of 0 0 0 0 0 O 0 y o —�- x 0 O 0 O O 0 0 0 20 x 20 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered ..olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 13:54:43 P (kip) 1200 (Pmax) -400 -400 (Pmin) 400 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: llServer5lstructural\Southcenter Design -Build GarageslENGlAnalysis1Foundation1PCAlSteel_Pile_at SW.coI Project: SC Garage Column: Pile @ SW Engineer: SES fc = 4 ksi fy = 60 ksi Ag = 400102 16 #6 bars Ec = 3605 kst Es = 29000 ksi As = 7.04 InA2 Rho =1.76% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 13333.3 in"4 e u = 0.003 in/In Yo = 0.00 in ly = 13333.3 in"4 Betel = 0.85 Clear spacing = 3.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 5r - PitCoM S C fl0 iv (e s'/ joist) p_ i o O O 0 y O O O O 20 x 20 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered ..olumn type: Structural Bars: ASTM A615 Date: 02/02/06 Time: 14:02:34 f -350 P (kip) 1200 — (Pmax) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1lServer51structurallSouthcenter Design -Build Garages\ENG\Analysis\Foundat...1 Project: SC Garage Column: Pile © SW Engineer: SES f"c = 4 ksi fy = 60 ksi Ag = 4001n"2 Ec = 3605 ksi Es = 29000 ksi As = 3.52 in"2 fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in e u = 0.003 In/in Yo = 0.00 In 'Beta1 = 0.85 Clear spacing = 7.50 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 S PI1,Ec,40 Steei_Pile at_gravitycolumn.col 8#6 bars Rho = 0.88% Ix =13333.3 inA4 ly = 13333.3 inA4 Clear cover = 1.38 in u4/U2/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. Steel_Pile_a 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) _-___--___s s------_____==_ Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. U4/U2/Ub pcaLoiumn V3.63 - PORTLAND CEMENT ASSOCIATION - 14:02:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 Steel Pile a File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile 0 SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties; =*==s=============== f' c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: ======== Rectangular: Width = 20 in Gross Ix = Xo = section area, 13333.3 inA4 0 in Reinforcement: =_======s=__== Ag = 400 inA2 Depth = 20 in Iy = 13333.3 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (1nA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 6 0.75 0.44 # 9 1.13 1.00 # 14 1.69 2.25 # 4 0.50 0.20 # 5 # 7 0.88 0.60 ## 8 # 10 1.27 1.27 # 11 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 phi(a) = 0.8, phi(b) = 0.9, phi(c) Layout: Rectangular Pattern: All Sides Equal (Cover to Total steel area, As = 3.52 inA2 at 8 #6 Cover = 1 in bars, #4 with larger bars. = 0.65 transverse reinforcement) 0.88* 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ======= ======= Pu Mux fMnx No. kip k -ft k -ft fMn/Mu 1 470.0 121.0 243.8 2.015 2 100.0 121.0 204.2 1.688 Program completed as requested! COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 20 AwAtkcAST ru,s ReiNfra2c Mv41 i4€ St-IEAr4.: 31.7i53 737 q -L No, co Pfe-C s ; /zo AY6a-A C P!LS tAire.AL to = 2615 J` —5064-2. kat t- P jt- t' SIC„N t41QL LOAD : 3g k (N. LT IMMO MAX CaloWss/v6 fosecse e sit/ = 331 150 ak/_ �a.11awc t) x r,/ IGIT, AoRce e S 12-5 3oo O k C 0.\!a Aic- 4) /t%M Ct.4 T @ Sri P i L -e co (f t ItAA Nrke6a c,,,(4 \4.-..,) \4.-.,., 6.4AC ) 4 Pi es s - a ccf Q re efefijh e 1J ‘r a P7 /r7 Cr.e a .1'4'1 4e -c e C�w e_ rar9e t rc/4iniVe AFP.F4 ffj fC 0-1 pH IeS v.v1 ra+rsf'y Co�kw.ns. 5 1PIc11-t.. POEA. Cebl.t�n&Ns; rnax Garh®/a s:5'/ ✓E Lc4O : 39014 G 450 k 0 I (�1 4.140 M.4X Mo•wc--trS = 115 !` NA e) (Greg a r Ci -keg 01 'roject SC, CA a.r actF. Project No. Designed By: SES Date: J ,1+ - 0 Client Checked By: Sheet j— i Ea of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P:206/343-0460. F. 206(343-5591 COUGHLUNPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING f ir...S ir/p /Ea Z/. 4.4 0,1z (4000)40 es _ SF ` (0, 0 D 2 , S S„ 1,÷ (14- te.1 s_ -,I aG, frA'L. S'Pi4L►h!4 !.J/fel/nJ (1) Fite J 4, of Trop 111-► = 30 3 11,E " ("*)(3°) • 91-7 k pgki ?US) ( ?til Men_ = 2_5a/4-1 ' f� = c'2o: GU 4 ((6iA/f) 15 I ,r C!,1-"� 4.6 k ' yt #ye my , es7s'(.)4"f¢Go i“ (go P) 0410 ((o kr)( /6) ' s.� ,7k s + ULC S///L C. P1TC.Ia s �" aG -77 'roject: 5.-C V AAA Project No. Client Designed By:5e S Checked By 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F. 2061343-5691 Date: l --23-o.0 Sheet P -17 of COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING S PlgAt. iRfc INE Forte 2p" A Gt s"- P1 VES i►� �en-1-, pe 21.1 ,1 ret 9 Over 5 x p;lt_ Ctiq. r 51-4" BGG Qe;n r. per 2.l,. -2J.443 f aver 7x � I� 44‘,'' 11+_$u fr-60.1 Top o ?'l€. .,... roject Sc, GtAILA-GIC Designed By: SE S Date: 3-2-0,G Pr ject No. Client Checked By: Sheet (- /1 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343.0460 • F. 206/343-5691 ShurfAt 1.1oW s 0 00 o X o 0 0 20 in diam. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 01/14/06 Time: 09:34:02 P (kip) 1200 T (Pmax) 1 I 1 1 -250 fs=0 fs=0.5fy 1 1 1 1 I 250 x (k -ft) -600 — (Penin) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 11 Server5lstructurallSouthcenter Design -Build Garages\ENGIAnalysislFoundation\PCAlPile at SW.coI Project: SC Garage Column: Pile © SW Engineer. SES Pc =14 ksi fy = 60 ksi Ag = 314.159 InA2 9 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 9.00 inA2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 In Ix = 7853.98 in"4 e_u = 0.003 inM Yo = 0.00 in ly = 7853.98 inA4 Betal = 0.85 Clear spacing = 3.02 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 1 01/14/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 09:33:59 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ======================a===:==___=====s======_=====a=====___== _ Computer program for the Strength Design of Reinforced Concrete Sections 1============ =====..= ===s====i= ==-==-===== 5 Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 P i l e---at_SW -2a 01/14/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2 09:33:59 Licensed to: Coughlin Porter Lundeen, Inc. Pile at SW General Information: File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: ===__=========ansa=== f'c =4ksi Ec s 3605 ksi Ultimate strain = 0.003 in/in Betal a 0.85 Section: ======== Circular: Diameter = 20 in fy = 60 ksi Es - 29000 ksi. Gross section area, Ag = 314.159 inA2 Ix qm 7853.98 in"4 Iy - 7853.98 in''4 Xo a 0 in Yo = 0 in Reinforcement: ==_==========an Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 7.4 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. = 0.9, phi (c) a: 0.65 phi (a) = 0.8, phi (b) Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 inA2 at 2.86% 9 #9 Cover = 3 in 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Mux No. kip k -ft _====m:======a===a fMnx k -ft fMn/Mu 1 470.0 158.0 180.9 1.145 2 -175.0 158.0 160.3 1.014 Program completed as requested! 20 in diam. Code: ACJ 318-02 Units: English Run axis: About X-axis Run option: Investigation Slendemess: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:14:29 P (kip) 1800 (Pmax) ,303 fs=0 f fs=0.5fy 711111 -350 350 Mx (k -ft) -800 (Penin) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:11Server5lstructurallSouthcenter Design -Build GarageslENGlAnalysislFoundation1PCAAPile at SW Mpr.col Project: SC Garage Column: Pile © SW Engineer SES fc =4 ksi fy = 75 ksi Ag = 314.159 in"2 9 #9 bars Ec = 3605 ksi Es - • % . 0 ksi As = 9.00 inA2 Rho = 2.86% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 7853.98104 e_u = 0.003 in/in _ Yo = 0.00 in ly = 7853.98 in"4 Beta 1 = 0.85 - Clea sr pacing = 3.02 in Clear cover = 3.38 in Confinement: Other phi(a) = 1, phi(b) = 1, phi(c) =1 P-'Z,Z 01/23/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ====== _ Computer program for the Strength Design of Reinforced Concrete Sections = ===_==== ===== Licensee stated above acknowledges that Portland Cement Association (PcA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 Pile at_ SW N 01/23/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 10:14:25 Licensed to: Coughlin Porter Lundeen, Inc. General Information: =__==== Page 2 Pile at SW M File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: _ =____= f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Circular: Diameter = 20 in Gross section area, Ag = 314.159 inA2 Ix = 7853.98 inf4 Xo = 0 in Reinforcement: =============_ Rebar Database: ASTM A615 Size Diam (in) Area (inA2) fy = 75 ksi Es = 29000 ksi Iy = 7853.98 inA4 Yo = 0 in Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: User -defined; #3 ties with #10 bars, #4 with larger bars. phi (a) = 1, phi (b) = 1, phi (c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 9.00 inA2 at 2.86% 9 #9 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) ==__========_===_==========_=__=============== Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 295.5 10.39 *** Program completed as requested! * * * 0.31 0.79 1.56 7yo P:1,e C61www, 20 in diam. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered Jolumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:07:21 P (kip) 900 (Pmax) -180 -300 (Pmin) 180 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server5lstructural\Southcenter Design -Build GarageslENG\Analysis\Foundation\PCAIPile_at gravitycolumn.col Project: SC Garage Column: Pile t SW Engineer: SES fc=4ksi fy =60ksi Ag=314.159in"2 8#7 bars Ec = 3605 ksi Es = 29000 ksi As = 4.80 in"2 Rho = 1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 7853.98 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 7853.98 inA4 Betel = 0.85 Clear spacing = 3.86 in Clear cover = 3.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/23/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 10:07:07 Licensed to: Coughlin Porter Lundeen, Inc. Pile_at_grav 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) = sc==s = = ==_=========_======== _ Computer program for the Strength Design of Reinforced Concrete Sections 0==========s=====_= =_= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 01/23/06 pcaCoiumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2 10:07:07 Licensed to: Coughlin Porter Lundeen, Inc. Pile at gra' General Information: ===x$=xx==x File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: -====sxx----= __ f' c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Circular: Diameter = 20 in Gross section area, Ag = 314.159 inA2 Ix = 7853.98 inA4 ly = 7853.98 inA4 Xo. = 0 in Yo = 0 in Reinforcement: xa =__== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Liam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) a 0.8, phi(b) a 0.9, phi(c) = 0.65 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4.80 inA2 at 1.53% 8 #7 Cover = 3 in 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ==x====a===x== Pu Mux fMnx No. kip k -ft k -ft fMn/Mu 1 546.0 115.0 *** Program completed as requested! 136.4 1.186 0 0 0 y 0 - x 0 20 in diam. Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/23/06 Time: 10:13:07 pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:11Server5lstructurallSouthcenter Design -Build Garages\ENG\AnalysislFoundati...lPile at_gravitycolumn_Mpr.col Project: SC Garage Column: Pile Q SW Engineer: SES fc=4ksi fy =75ksi Ag = 314.159 inA2 8#7 bars Ec = 3605 ksi = • ! 00 ksi As = 4.80 in"2 Rho =1.53% fc = 3.4 ksi fc = 3.4 ksi Xo = 0.00 in Ix = 7853.98 inA4 e_u = 0.003 Inhn Yo = 0.00 in ly = 7853.98 in^4 Betel = 0.85 spacing = 3.86 in Clear cover = 3.38 in Confinement: Other phi(a) = 1, phi(b) = 1, phi(c) =1 01/23/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. Pile at grav 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) a s=cis=======. = =-====s======a$ Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. 01/23/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2 10:12:24 Licensed to: Coughlin Porter Lundeen, Inc. Pile_at_grav General Information: 5 = File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Foundation\P Project: SC Garage Column: Pile @ SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: -___==---______ f'c = 4 ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: Circular: Diameter = 20 in fy = 75 ksi Es = 29000 ksi Gross section area, Ag = 314.159 in"2 Ix = 7853.98 in"4 ly = 7853 98 in"4 Xo = 0 in Yo == 0 in Reinforcement: =5==5 =s== Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (inA2) Size Diam (in) Area (in~2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 ## 11 1.41 4.00 Confinement: User -defined; #3 ties with #10 bars, #4 with larger bars. phi (a) = 1, phi (b) = 1, phi (c) = 1 Layout: Circular Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area, As = 4.80 in"2 at 1.53% 8 #7 Cover = 3 in Axial Load and Corresponding Moment Capacities: (see user's manual for notation) ==.55=555======.55 .--a 5555555.555=55.55.5=====. Load fPn fMnx N.A. depth No. kip k -ft in 1 470.0 246.5 10.49 Program completed as requested! 0.31 0.79 1.56 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING St -40 CA/ 0n4o611S IBC.. Sec. 006 23.! NikX Cot„ nn ry PPP- t P- D+L = 53c)" Sbs- D.$5 c . (o )U o,90 (cl.ts) L1% () , As= S ince 45 k 0.533 ,n2 /. Z in a > at 33,,, 5 = ogpsa L D.2f se f\'.e re 11.4-1/s ' of 2/- z1,4.4. /YI ay 17e517 a re_ caF cm•,�'�e- .by col,,�w.v� spa cs:r<.q Sita c€ e l� d, 7 Project: 0 (&flCoom Project No. Designed By: S Date: 2- 15- 06 Client Checked By: Sheet F-•31 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F. 206!343-5691 COUGHLINPORTERLUNDEEN A CONSULTJNG STRUCTURAL AND CML ENGINEERING CORPORATION Pile Cap Seismic Design COUGHLUNPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING s�� Abel Pie,6 SPS Stlec.r Watj 13414 MA% 2 cno,1 3G/ (40t.AADit) 514i v- W.r.,&.41) 'roject 9C G ARAcc E Project No. Designed B 4E$ Date: /--13-06 Client Checked By: Sheet - f of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P:206/343-0460 • F 2061343-5691 COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING SUEp12 WA -u- P I LE c kPS 4' 4 , Pr i e co, etYc n75 (z)(4i'eo) ((0r')(1-0") r 197' Vsd-5)4--19-7- 3111` Vs DI 7S !'F 1 / f • ct a 7 I!!a/�S� rrs- (a; Es) ( X00) /440 s 5 5 AY =a (() tgcs 3247 f sre te/ _ /4" • ¢ /zif = f97 5ZU = Sri Nic - 5)4 v`� = 0,99 L I 0 _ _ n c n = 133 } �` > 3 1n 5 -, aR ((o) #4 L6GrS °' 6 °ac Lon) i hit 41_ck,l site/ _ (7) 9 BSS ok .11)P ft 3QT. Project 5(, &Alt kCt f Project No. Client Designed By: SES Date: /0 iI Q Checked By: Sheet J - 2 of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F:2061343-5691 Y x 60 x 48 in Code: ACI 318-02 Units: English Run axis: About X-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/13/06 Time: 15:09:42 P (kip) 6000 T ---- (Pmax) 1 1 1 1 1 f l 1 -4000 -1000 — (Pmin) 1 1 1 1 1 4000 Mx (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: untitied.col Project: SC garage Column: Pile Cap Engineer: SES fc = 3 ksi fy = 60 ksi Ag = 2880 inA2 14 #9 bars Ec = 3122 ksi Es = 29000 ksi As =14.00 InA2 Rho = 0.49% fc = 2.55 ksi fc = 2.55 ksi Xo = 0.00 in Ix = 552960 in^4 e u = 0.003 in/in Yo = 0.00 in ly = 864000 in"4 Betal = 0.85 Clear spacing = 7.23 in Clear cover = 4.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 g -3 01/13/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 15:09:26 Licensed to: Coughlin Porter Lundeen, Inc. General Information: __=====r======a===== File Name: untitled.col Project: SC garage Column: Pile Cap Code: ACI 318-02 Run Option: Investigation Run Axis: X-axis Material Properties: ==== a5 a====== 5$5 ===== f'c =3ksi Ec = 3122.02 ksi Ultimate strain 0.003 Betal = 0.85 Section: =:s ==a=== in/in Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es ¢ 29000 ksi Rectangular: Width = 60 in Depth = 48 in Gross section area, Ag = 2880 inA2 Ix = 552960 in"4 Xo = 0 in Reinforcement: =Ra=an=___==== Iy = 864000 inA4 Yo = 0 in Page 2 untitled Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 # 5 # # 11 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As + 14.00 inA2 at 0.49% Top Bottom Left Right Bars 7 # 9 7 # 9 0 # 3 0 # 3 Coves' (in) 4 4 4 4 0.63 1.00 1.41 Axial Load and Corresponding Moment Capacities: (see user's manual for notation) Load No. fPn kip fMnx N.A. depth k --ft in 1 1.0 1330.8 4.14 *** Program completed as requested! *** 0.31 0.79 1.56 COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Shear Wall Design Shear Wall Design Forces Garage A p=l.90 Garage B Level Pier No. rho * V rho * M Level Pier No. rho * V rho * M (kips) (k -in) (kips) (k -in) 2ND P1 1250 384630 2ND P1 1779 583989 ROOF P1 803 115570 ROOF P1 1394 200705 2ND P2 1250 384630 2ND P2 601 143952 ROOF P2 803 115570 ROOF P2 108 15520 2ND P3 981 281626 2ND P3 1271 394896 ROOF P3 490 70568 ROOF P3 842 121194 2ND P4 1528 489363 2ND P4 1271 394896 ROOF P4 1113 160236 ROOF P4 842 121194 2ND P5 1525 490191 2ND P5 1209 373483 ROOF P5 1124 161812 ROOF P5 786 113169 2ND P6 964 275455 2ND P6 1209 373483 ROOF P6 474 68235 ROOF ' P6 786 113169 2ND P7 981 281626 2ND P7 1755 569575 ROOF P7 490 70574 ROOF P7 1329 191407 2ND P8 1528 489365 2ND P8 628 152282 ROOF P8 1113 160246 ROOF P8 123 17705 W - l Shear Wail Vertical Loads Floor/Roof DL 105 pet Roof LL 65 psf Typ. Floor LL 40 psf 4" veneer 45 psf Garage A Pier SW Level Floor Ht Wall Length Trib Area Wall 71*. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (al ft) On) (kips) (kips) (kips) OdPs) (kips) (kips) pups) 1 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 620 18 85 28 122 188 25 334 85 Pier SW Level Floor hit Wall Length Trib Area Wall Thk. Dead Load Veneer Self wL Total DL LL Total DL Total LL (ft) (5) (e4 ft) On) Odes) OdPs) (kip$) (kips) (kips) (kips) (kips) 2 1 Roof 12 34 620 18 65 18 82 147 40 147 40 2nd 18 34 620 18 85 26 122 188 25 334 65 PIK SW Level Floor Ht Wall Length Trip Area Watt 11*. Dead Load Veneer Self wt Total DL 11 Total DL Total LL (ft) (ft) (eq ft) (m) (kips) (kips) OdPs) Odin) (kips) (kips) (kips) 3 3 Roof 12 31 775 12 81 17 56 137 50 137 60 2nd 18 31 775 12 81 25 84 165 31 302 81 Pier SW Level Floor Ht Wap Length Trib Area Wall TIAs. Dead Load Veneer Self wt Total DL U. Total DL Total LL (ft) (5) (sq ft) On) (kips) (kips) Odps) (idpe) (kips) (NPM) (kips) 4 2 Roof 12 42 1550 12 163 23 76 238 101 238 101 grid 18 42 1550 12 163 34 113 278 62 515 163 Pier SW Level Floor Ht Wall Length Trite Area Wall Thk. Dead Lad Veneer Self wt. Total DL LL Total DL Total U. (ft) 01) (84 ft) (lo) Odin) (kips) (kips) (kips) OdPs) (kiis) (kips) 5 4 Roof 12 38 620 16 66 21 91 156 40 156 40 2nd 18 38 620 16 65 31 137 202 25 358 65 Pier SW Level Floor Ht Wan Lenglh Tdb Area Wall Thk. Dead Load Veneer Self wt Total DL 11 Total DL Total LL (11) (5) (34 ft) (lo) (kips) (kips) (kips) (kid) (dps) (kips) (kips) 6 5 Roof 12 29 820 18 65 18 70 135 40 135 40 2nd 18 29 820 '16 85 23 104 170 25 304 65 Pler SW Levet Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (e9 ft) (in) Odea) {kips) (kips) OdP3) (kips) (kips) (kips) 7 - 3 Roof 12 31 775 12 81 17 58 137 50 137 50 2nd 18 31 775 12 81 25 84 165 31 302 81 Pler SW Level Floor Ht Wall Length Trlb Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL On (ft) (s4 ft) (lo) (kips) Off) (kips) (kip$) (kips) (kips) (We) 8 2 Roof 12 42 1650 12 163 23 76 238 101 233 101 2nd 18 42 1550 12 183 34 113 278 62 615 163 k �Z Shear Wall Vertical Loads Floor/Roof DL 105 psf Roof LL 55 psf Typ, floor LL 40 psi 4" veneer 45 psf Garage B Pier SW Level Floor Ht Wall Length Trib Area Wad Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sq 5) (in) (kips) (lops) (lops) (kips) (kips) (lops) ides) 1 8 Roof 12 38 300 18 32 21 91 123 20 123 20 2nd 18 38 300 18 32 31 137 188 12 291 32 Pier SW Level Moor Ht Wad Length Trib Area Wall Thk Dead Load Veneer Self wL Total DL LL Total DL Total LL (8) (ft) (sq ft) On) OdPs) OdPs) (MPG) (Ides) OdPs) Odes) (kips) 2 8 Roof 12 20 250 18 28 11 48 74 18 74 16 2nd 18 20 250 16 26 18 72 98 10 173 26 Per SW Level Floor Ht Wall Length Trib Area We Tltk Dead Load Veneer Sed wt Total DL LL Total DL Tolal U. (11) (11) (sq 11) M) Odes) OdPs) (kips) (kips) (kips) OdPs) OdPs) 3 2 Roof 12 42 1812 12 189 23 78 245 105 245 105 2nd 18 42 1612 12 109 34 113 283 64 528 169 Pier SW Level Floor Ht Wall Length Trib Area Wad Thk. Dead Load Veneer Self wt Total DL LL Total OL Total LL (0) (8) (sq ft) On) OdPs) (kips) (kips) OdPs) (kips) OdPs) (kips) 4 2 Roof 12 42 1812 12 189 23 78 245 105 245 106 2nd 18 42 1812 12 189 34 113 283 64 528 169 Pier SW Levet Floor lit Watt Length Trib Area Well Thk. Dead Load Veneer Sed wL Total DL Lt.- Total DL Total LL (ft) . (8) (sq ft) On) (kips) (kips) (des) (kips) (Idps) (kips) (dPs) 5 1 Roof 12 34 820 18 65 18 82 147 40 147 40 2nd 18 34 620 16 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trite Area Wall Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (8) (f1) (sq 0) On) OdPs) (Ides) (kips) (kips) (kips) (kips) Odes) 6 1 Roof 12 34 620 16 85 18 82 147 40 147 40 2nd 18 34 620 18 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trib Area Wad Thk Dead Load Veneer Self wL Total DL LL Total DL Total LL (ft) (ft) OA ft) (in) Qdps) OdPs) (Ws) (kips) (des) (des) OdPs) 7 8 Roof 12 42 1550 18 163 23 101 264 101 264 101 2nd 18 42 1550 18 183 34 151 314 62 578 163 Pier SW Level Floor Ht Wall Length Trib Area Wad Thk Dead Load Veneer Self wt Total DL LL Total DL Total LL (11) 01) IN ft) On) Odps) (dps) (dPs) OdPs) (kips) Odpe) OdPs) 8 7 Roof 12 22 920 16 97 12 63 149 80 149 e0 2nd 18 22 920 18 97 18 79 176 37 325 07 ETABS Coughlin Porter Lundeen, Inc. 51 -AFAR GA. cle A P5 5W-4 Pt S+J-I �f = 12.5O1`. Mme, 3z7t53'� a -TD = 234' (.2tk 651.= 433"` P2- OTD6. 327653/' _ 433"` P4 sw-Z 3 Sw -3 S l -Z 5�- xU� w-11 ETABS v8.5.0 - File: Grg_A_1-9-06 - January 24,2006 9:55 Plan View - STORY1 - Elevation 216 - Kip -in Units ETABS 5A(--Ac(?--w kuk- PEST crt..l c Q( S Coughlin Porter Lundeen, Inc. Ge412.14(1 S. \S °C -Pc LS 0.14 234 l.2-94-0.51.13433/` Pco SW -I 0,-19 = 234 f.ao+ 0.S-1= 433 135 P3 514-2- 14-2- P4- 514 -2- p4- SW-2- Sc. St 5 /- 24 -a � Lk -5 ETABS v8.5.0 - File: Grg_8_1-12-06 - January 24,2006 9:56 Pian View - 2ND - Elevation 216 - Kip -in Units Shear Wall Horizontal Reinforcement Date: 1/24/2006 Eng: rg'$ fc =� _;�� Ea psi psi fy = 60 ksi Av =_ .: ;.: �.x in^2 ac Ice Story Pier Shear Wall ROOF Grg A P1, P2, Grg B P5, P6 SW -1 2ND Grg A P1, P2, Grg B P5, P6 SW -1 thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) 16 34 1250 554 13.1 16 34 803 554 36.6 2ND Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1528 513 11.1 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 18.8 2ND Grg A P3, P7 SW -3 12 32 981 391 14.5 ROOF Grg A P3, P7 SW -3 12 32 490 391 86.6 2ND Grg A P5 SW -4 16 38 1525 619 11.2 ROOF Grg A P5 SW -4 16 38 1124 619 202 2ND Grg A P6 SW -5 16 29 964 472 15.8 ROOF Grg A P6 SW -5 16 29 474 472 2ND Grg B P1 SW -6 16 39 1779 635 9.1 ROOF Grg B P1 SW -6 16 39 1394 635 13.8 2ND Grg B P2 SW -6 16 20 601 326 19.5 ROOF Grg B P2 SW -6 16 20 108 326 -- 2ND Grg B P8 SW -7 16 22 628 358 21.9 ROOF Grg B P8 SW -7 16 22 123 358 2ND Grg B P7 SW -8 16 42 1755 684 10.5 ROOF Grg B P7 SW -8 16 42 1329 684 17.4 MINI R . WF t' = 4,002.5 I fbu +raw 4P5 @ Ix" oc Tv12- � « w&w e io"oc Erb Shear Wall Horizontal Reinforcement Date: 1/24/2006 Eng: mom fc = ,1-'4',",.:SVT50o ,4',194,4:,,,,',4',:,'4' ,.4- q''' 6' -0 psi psi fy = 60 ksi Av -= A in"2 RifeTadagEESTA StoryPier Shear Mil thk Length rho Vx phi Vcx req'd spacing (in) (ft) (kips) (kips) (in) ROOF Grg A P1, P2, Grg B P5, P6 SW -1 16 34 1250 554 18.6 2ND Grg A P1, P2, Grg B P5, P6 SW -1 16 34 803 554 51.9 2ND Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1528 513 15.7 ROOF Grg A P4, P8, Grg B P4, P3 SW -2 12 42 1113 513 26.6 2ND Grg A P3, P7 SW -3 12 32 981 391 20.6 ROOF Grg A P3, P7 SW -3 12 32 490 391 122.9 2ND Grg A P5 SW -4 16 38 1525 619 15.9 ROOF Grg A P5 SW -4 16 38 1124 619 28.6 2ND Grg A P6 SW -5 16 29 964 472 22.4 ROOF Grg A P6 SW -5 16 29 474 472 — 2ND Grg 8 P1 $W-6 16 39 1779 635 13.0 ROOF Grg B P1 $W-6 16 39 1394 635 19.5 2ND Grg B P2 SW -6 16 20 601 326 27.6 ROOF Grg B P2 SW -6 16 20 108 326 2ND Grg B P8 SW -7 16 22 628 358 31.0 ROOF Grg B P8 SW -7 16 22 123 358 — 2ND Grg B P7 SW -8 16 42 1755 684 14.9 ROOF Grg 13 P7 SW -8 16 42 1329 684 24.8 y L x J II e 408 x 16 in Erg Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .. olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:50:18 P (kip) 20000 -'- (Pmax) -120000 -4000 — (Penin) 120000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:l\Server5lstructurailSouthcenter Design -Build Garages\ENGAAnalysislShear WaIIsIPC4SW-1.col J Project: SC Garage Column: SW Engineer: SES t'c = 5 ksi fy = 60 ksi Ag = 6528 inA2 68 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 40.80 in^2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 139264104 e_u = 0.003 inlin Yo = 0.00 in ly = 9.05564e+007 In^4 Beta1 = 0.8 Clear spacing = 11.38 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 W-4 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. = 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) = === = = == == = == == = == 9 Page 1 SW -1 Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. W�� 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:50:13 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: \\Server5\stru Project: SC Garage Column: SW Cotte: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: Page 2 SW -1 ctural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ======_= Rectangular: Width = 408 Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi in Depth = 16 in Gross section area, Ag = 6528 in^2 Ix = 139264 inA4 Iy = 9.05564e+007 in~4 xo = 0 in Yo = 0 in Reinforcement: ===========_== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 Size Diam (in) Area (inA2) 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Size Diam (in) Area (inA2) bars. Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 40.80 inA2 at 0.62% Top Bottom Left Right Bars Cover(in) 34 # 7 34 # 7 1 1 0 # 6 0 # 6 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) =======s====s1==================================s==== No. Pu kip Muy k -ft fMny k -ft fMn/Mu 1 234.0 32053.0 *** Program completed as requested! 37953.4 1.184 *** u3 -10 Y x #s- e /2' a E 408 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .;olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:02:42 P (kip) 20000 — (Pmax) -r -100000 -2000 (Pmin) 100000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server51structurailSouthcenter Design -Build Garages\ENGlAnaiysis\Shear WalIs1PCA SW-1_top.col Project: SC Garage Column: SW Engineer: SES f'c » 5 ksi fy = 60 ksi Ag = 6528 in"2 68 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 21.08 in"2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 139264 In"4 e u = 0.003 in/in Yo = 0.00 in ly = 9.05564e+007 in"4 , Beta1 = 0.8 Clear spacing = 11.63 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 1.4.1- 11 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ======,_, �. ---_ Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-1_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:02:37 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW-1_top File Name:\\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Material Properties: _=____ f ' c = 5 ks i Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ==s===== Column Type: Structural fy = 60 ksi Es = 29000 ksi Rectangular: Width = 408 in Depth = 16 in Gross section area, Ag Ix = 139264 in"4 Xo = 0 in Reinforcement: __============ 6528 inA2 Iy = 9.05564e+007 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) = 0.8, phi (b) = 0.9, phi (c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 21.08 in"2 at 0.32% Top Bottom Left Right Bars 34 # 5 34 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ========s======================s===== = Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 103.0 10000.0 20153.3 2.015 *** Program completed as requested! *** IA.) y i 09 504 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .;oiumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:09:58 -120000 P (kip) 20000 — -2000- T (Pmin) 120000 My (k -ft) pcaCoiumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:11Server5lstructurallSouthcenter Design -Build Garages\ENGlAnalysislShear WaPIsIPCA Project: SC Garage Column: SW Engineer: SES lac = 5 ksi fy = 60 ksi Ag = 6048 InA2 Ec = 4031 ksi Es = 29000 ksi As = 36.96 in"2 fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in e u = 0.003 in/in Yo = 0.00 in Betel = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, ptii(b) = 0.9, phi(c) = 0.65 Ix = 72576 inA4 ly=1.28024e+008 in"4 • • 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TT4) a aa= ==--tea a========a===== Computer program for the Strength Design of Reinforced Concrete Sections ========----=----s ===_========s=== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -2 u.1424/Ub pcacolumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 2 12:09:48 Licensed to: Coughlin Porter Lundeen, Inc. SW -2 General Information: File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ________====== f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 inA2 Ix = 72576 in"4 Xo = 0 in Reinforcement: ===555======== Iy = 1.28024e+008 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 ## 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 36.96 inA2 at 0.61% Top Bottom Left Right Bars 42 # 6 42 # 6 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) __=________= = =______=================lase====^^__ Pu Muy No. kip k -ft fMny k -ft fMn/Mu 1 361.0 40780.0 45112.7 1.106 *** Program completed as requested! *** f Y 504 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:10:52 P (kip) 18000 — (Pmax) -120000 -2000 — (Pmin) 120000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 11Server51structurallSouthcenter Design -Build Garages\ENGWAnalysis\Shear WalIs1PCA Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 6048 inA2 Ec = 4031 ksi Es = 29000 ksi As = 26.04102 fc = 4.25 ksi fc = 4.25 ksi Xo 0.00 in e_u = 0.003 in/in Yo = 0.00 In ly = 1.28024e+008 in"4 Betal = 0.8 Clear spacing = 8.00 in Clear cover = 1.37 in SW -2 top.col Rho = 0.43% Ix = 72576 inA4 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/4q/Ub pcacolumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ===============================-5=--- _ =__ __ = _ = _ - -- 5 Computer program for the Strength Design of Reinforced Concrete Sections =======s===== _========= = Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-2_top ui/4't/u0 pcauolumn V..63 - PORTLAND CEMENT ASSOCIATION - 12:10:48 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW-2_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness; Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: ======== Rectangular: Width = 504 in Depth = 12 in Gross section area, Ag = 6048 inA2 Ix = 72576 inA4 Xo = 0 in Reinforcement: === Iy = 1.28024e+008 inA4 Yo = 0 in Rebar Database: AST!! A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.20 # 5 0.63 0.88 0.60 # 8 1.00 1.27 1.27 # 11 1.41 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 inA2 at 0.43% Top Bottom Left Right Bars 42 # 5 42 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 'actored Loads and Moments with Corresponding Capacities: (see user's manual for notation) 1================5======.========== Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 * * * 0.0 13400.0 27924.0 2.084 Program completed as requested! *** y �a eiz 384 x 12 in Code: AC! 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:16:05 P (kip) 14000 — (Pmax) -2000 — (Pmin) 70000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:11Server5lstructurallSouthcenter Design -Build GarageslENG\Analysis\Shear WaIIs1PC Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 4608 in"2 Ec = 4031 ksl Es = 29000 ksi As = 28.16 In^2 fc = 4.25 ksi fc = 4.25 ksl Xo = 0.00 in Ix = 55296 in"4 e_u = 0.003 irt/in Yo = 0.00 In ly = 5.66231e+007 inA4 Beta1 = 0.8 Clear spacing = 7.75 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 64 #6 bars Rho = 0.61% W-12, 4.)1/44/ub pcauoiumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. SW -3 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 Oo 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) == Computer program for the Strength Design of Reinforced Concrete Sections ___=__= Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. ! ul/L4/ub pcaeolumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:15:59 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW -3 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: _______ f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 384 in Depth = 12 in Gross section area, Ag = 4608 inA2 Ix = 55296 inA4 Xo s 0 in Reinforcement: s=====__ Iy = 5.66231e+007 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 28.16 inA2 at 0.61% Top Bottom Left Right Bars 32 # 6 32 # 6 0# 6 0# 6 Cover (in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ================= == Pu Muy No. kip k -ft ====s=============__=__ fMny k -ft fMn/Mu 1 211.0 23469.0 25363.7 1.081 Program completed as requested! *** y 4.5 e iz"oc 384 x 12 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:42:42 P (kip) 14000 — (Pmax) 1- 1 1 1 1 -70000 fs=0 /fs=9 .5fy -20001 (Pmin) I I I 70000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. 4 File:11Server5lstructurallSouthcenter Design -Build Garages\ENGlAnalysislShear WaIIs1PCA Project: SC Garage Column: SW fc=5ksi Ec = 4031 ksi fc = 4.25 ksi e u = 0.003 in/in ,. Beta1 = 0.8 Confinement: Tied fy = 60 ksi Es = 29000 ksi fc = 4.25 ksi Engineer: SES Ag = 4608 in^2 As =19.84 IO2 Xo = 0.00 in Yo 0.00in Clear spacing = 8.00 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 {SWC top.col 1 64 #5 bars Rho = 0.43% Ix = 55296 in^4 ly = 5.66231e+007 in^4 Clear cover = 1.37 in uiiz*ivo ped4Olumn V3.b3 - PORTLAND CEMENT ASSOCIATION 12:42:39' Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ============================================...-= Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-3_top W -24 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:42:39 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW-3_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ====== _===== f'c =5ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 384 in Gross section area, Ag = 4608 inA2 Ix = 55296 in"4 Xo = 0 in Reinforcement: fy = 60 ksi Es = 29000 ksi Depth = 12 in Iy = 5.66231e+007 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 19.84 inA2 at 0.43% Top Bottom Left Right Bars 32 # 5 32 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) =================== ==========a=== Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 0.0 6000.0 16219.2 2.703 Program completed as requested! *** -25 y 956 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:53:28 P (kip) 25000 — (Pmax) -5000 — (Penin) 1 140000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: I1Server5lstructurallSouthcenter Design -Build Garages\ENGlAnalysislShear Walls\PC SW-4.col Project: SC Garage Column: SW Engineer: SES t'c = 5 ksi fy = 60 ksi Ag = 7296102 76 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 45.60 i"nA2 Rho = 0.62% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 155648 104 e u = 0.003 in/in Yo = 0.00 in ly = 1.26425e+008 in^4 'Beta1 = 0.8 Clear spacing = 11.35 in Clear cover = 1.38 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 —'2b 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) �a =_= --==o aa==3= == x Computer program for the Strength Design of Reinforced Concrete Sections Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -4 7-7 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:53:24 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW -4 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: _____ f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ___ Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 inA2 Ix = 155648 in~4 Xo = 0 in Reinforcement: Iy = 1.26425e+008 in~4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 45.60 inA2 at 0.62% Top Bottom Left Right Bars 38 # 7 38 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 251.0 40850.0 47235.7 1.156 *** Program completed as requested! *** y x e btloc, 956 x 16 in Code: ACi 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 12:55:03 P (kip) 25000 — (Pmax) -5000 — fs=0 I fs=0.5fy (Pmin) 120000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:11Server5lstructurailSouthcenter Design -Build Garages\ENG\Analysis1Shear WaIIs1PCA1SW-4_top.col Project: SC Garage Column: SW Engineer: SES f c = 5 ksi fy = 60 ksi Ag = 7296 in"2 76 #5 bars Ec = 4031 ksl Es = 29000 ksi As = 23.56 In"2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix : 155648 in"4 e u = 0.003 inln Yo = 0.00 in ly = 1.26425e+008 in"4 Beta1 = 0.8 Clear spacing = 11.60 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections == ==== ==== Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-4_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:54:59 Licensed to: Coughlin Porter Lundeen, Inc. General Information: = = = Page 2 SW-4_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Material Properties: =======-_____ Column Type: Structural f' c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: _ Es = 29000 ksi Rectangular: Width = 456 in Depth = 16 in Gross section area, Ag = 7296 inA2 Ix = 155648 in~4 Xo = 0 in Reinforcement: =-_ Iy = 1.26425e+008 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 23.56 inA2 at 0.32% Top Bottom Left Right Bars 38 # 5 38 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ============= == = ========== == =f,3==. == =L= Pu Muy No. kip k -ft fMny k -ft fMn/Mu 1 0.0 14000.0 23174.4 1.655 Program completed as requested! *** y x *-1 er2"oc 348 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Oolumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:01:35 P (kip) 18000 — (Pmax) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 11Server5lstructurallSouthcenter Design -Build GarageslENGlAnalysis\Shear WalIs1PC4SW o1 Project: SC Garage Column: SW Engineer: SES f'c = 5 ksi fy = 60 ksi Ag = 5568 in"2 58 #7 bars Ec = 4031 ksi Es = 29000 ksi As = 34.80 in"2 Rho = 0.63% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 118784 inA4 e u = 0.003 in/in Yo = 0.00 in ly = 5.61923e1-007 inA4 Beta1 = 0.8 Clear spacing =11.43 in Clear cover = 1.38 in Confinement: Tied phi(a)0.6, phi(b) = 0.9, phi(c) = 0.65 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) =-==== === =========== s = Computer program for the Strength Design of Reinforced Concrete Sections === Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW -5 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:01:31 Licensed to: Coughlin Porter Lundeen, Inc. General Information: s == Page 2 SW -5 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 5 ksi Ec - 4030.51 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 inA2 Ix = 118784 inA4 Xo = 0 in Reinforcement: ======= Iy = 5.61923e+007 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diem (in) Area (inA2) 0.38 0.75 1.13 1.69 0.11 # 4 0.44 # 7 1.00 # 10 2.25 # 18 0.50 0.88 1.27 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 34.80 inA2 at 0.63% Top Bottom Left Right Bars 29 # 7 29 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) _===_----= ===========mea===== ==_===========__= Pu Muy No. kip k -ft fMny k -ft fMn/Mu 1 *** 213.0 22955.0 Program completed as requested! 27785.4 1.210 y 348 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:02:33 P (kip) 18000 — (Pmax) -2000 - fs=0 fs=0.5fy (Pmin) 70000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: VSServer5lstructurallSouthcenter Design -Build Garages\ENG\Analysis\Shear WaIIs1PCA W-5 top.col Project: SC Garage Column: SW Engineer: SES Fc = 5 ksi fy = 60 ksi Ag = 5568 in"2 58 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 17.98 InA2 Rho . = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix =118784 InA4 e_u = 0.003 in/in Yo = 0.00 in ly = 5.61923e+007 in"4 Beta1 = 0.8 Clear spacing = 11.68 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ___=_====_= = == _ Computer program for the Strength Design of Reinforced Concrete Sections ==== _ _-----_ == ___ = =---- Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-5_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:02:30 Licensed to: Coughlin Porter Lundeen, Inc. General Information: __ Page 2 SW-5_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betel = 0.8 Section: _ fy = 60 ksi Es = 29000 ksi Rectangular: Width = 348 in Depth = 16 in Gross section area, Ag = 5568 inA2 Ix = 118784 inA4 Xo = 0 in Reinforcement: Iy = 5.61923e+007 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 17.98 inA2 at 0.32% Top Bottom Left Right Bars 29 # 5 29 # 5 0 # 6 0 # 6 Cover (in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ==== == _....____=___ __________ __=__ Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 0.0 5700.0 13502.4 2.369 *** Program completed as requested! *** W-37 y 1-X tiut 41- e 468 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered jolumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:10:42 -140000 (Pmin) 140000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File:ltServer5lstructurallSouthcenter Design -Build Garages\ENG'Analysis\Shear WaIIs1PC Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 7488 inA2 Ec = 4031 ksi Es = 29000 ksi As = 46.80 inA2 fc = 4.25 ksl fc r44.25 ksi Xo = 0.00 in e u = 0.003 infin Yo = 0.00 in ly = 1.36671e+008 InA4 Betel = 0.8 Clear spacing = 11.35 in Clear cover =1.38 in A SW -6 long.coli 78 #7 bars Rho = 0.62% lx =159744 inA4 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 y 1 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:20:54 P (kip) 14000 — (Pmax) • 1 1 1 1 1 1 1 1 1 I11 1 1 1 1 1 1 1 -45000 45000 -2000 — (Pmin) My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server5lstructurallSouthcenter Design -Build Garages\ENGlAnalysis\Shear Walls1PC4SW-7_top.col 1 Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 4224102 44 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 13.64 1n"2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 90112104 e_u = 0.003 in/in Yo = 0.00 in ly = 2.4533e+007 in"4 Betel = 0.8 Clear spacing =11.78 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 01/24/06 pcaColumn V3.61 - PORTLAND CEMENT ASSOCIATION - 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ___________======== =_=_== F---==_5 = Computer program for the Strength Design of Reinforced Concrete Sections s Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-7_top W =LIO 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:20:51 Licensed to: Coughlin Porter Lundeen, Inc. General Information: _ Page 2 SW-7_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: ======__ fy = 60 ksi Es = 29000 ksi Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 inA2 Ix = 90112 in"4 Xo = 0 in Reinforcement: Iy = 2.4533e+007 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.60 # 8 1.27 # 11 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 13.64 inA2 at 0.32% Top Bottom Left Right Bars 22 # 5 22 # 5 0# 6 0# 6 Cover(in) 1 1 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) Pu Muy No. kip k -ft fMny k -ft fMn/Mu 1 0.0 1500.0 7777.3 5.185 Program completed as requested! *** y 264 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:19:56 P (kip) 14000 - - (Pmax) • -2000 — (Pmin) 45000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server5lstructurallSouthcenter Design -Build GarageslENGIAnalysis\Shear WaIIs1PC,W-7.col 1 Project: SC Garage Column: SW fc=5ksi Ec = 4031 ksi fc = 4.25 ksi e u = 0.003 in/in Beta1 = 0.8 Confinement: Tied Engineer: SES fy = 60 ksi Ag = 4224 in"2 Es = 29000 ksi As = 26.40 in"2 fc = 4.25 ksi Xo = 0.00 in Yo=0.00in Clear spacing = 11.50 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 44 #7 bars Rho = 0.63% Ix=90112 in"4 ly = 2.4533e+007 in"4 Clear cover = 1.38 in 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections == Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 Sw-7 t -A) 113 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION 13:19:53 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW -7 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 264 in Depth = 16 in Gross section area, Ag = 4224 inA2 Ix = 90112 inA4 Xo = 0 in Reinforcement: == Iy = 2.4533e+007 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.36 0.11 # 4 0.50 # 6 0.75 0.44 # 7 0.88 # 9 1.13 1.00 # 10 1.27 # 14 1.69 2.25 # 18 2.26 0.20 # 5 0.63 0.60 # 8 1.00 1.27 # 11 1.41 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.40 inA2 at 0.63% Top Bottom Left Right Bars 22 # 7 22 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) == ======== ==-================================== Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 228.0 12691.0 *** Program completed as requested! 16612.1 1.309 y 504 x 16 in 1 Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .:olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:25:22 P (kip) 25000 — (Pmax) -5000 — (Pmin) f I ! ! 160000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: l\Server5lstructurallSouthcenter Design -Build GarageslENGAAnalysislShear WaIls1PC Project: SC Garage Column: SW 1'c =5 ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 In/in Beta1 = 0.8 Confinement: Tied fy = 60 ksi Es = 29000 ksi fc = 4.25 ksi Engineer: SES Ag = 8064 inA2 As = 50.40 in"2 Xo = 0.00 in Yo = 0.00 in Clear spacing = 11.33 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 SW-8.col 84 #7 bars Rho = 0.62% Ix = 172032 inA4 ly = 1.70699e+008 inA4 Clear cover = 1.38 in -y5- 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 1 :25:18 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ====== Computer program for the Strength Design of Reinforced Concrete Sections =-^=_ ==========a Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 7. SW -8 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:25:18 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW -8 File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: _ f'c = 5 ksi Ec = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: fy = 60 ksi Es = 29000 ksi Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 inA2 Ix = 172032 in"4 Xo = 0 in Reinforcement: _ Iy = 1.70699e+008 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) = 0.8, phi (b) = 0.9, phi (c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 50.40 inA2 at 0.62% Top Bottom Left Right Bars 42 # 7 42 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ________ ______ ========__ __ Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 405.0 47465.0 59895.6 1.262 *** Program completed as requested: *** W-9 7 Y 504 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: investigation Slenderness: Not considered .;olumn type: Structural Bars: ASTM A615 Date: 01/24/06 Time: 13:26:18 P (kip) 25000 — (Pmax) -5000 — (Pmin) 160000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: 1\Server51structurallSouthcenter Design -Build Garages\ENG\Analysis\Shear WaIIs1PCA SW -8 top.col Project: SC Garage Column: SW Engineer: SES fc = 5 ksi fy = 60 ksi Ag = 8064102 84 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 26.04102 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 In Ix = 172032 inA4 e_u = 0.003 in/in Yo = 0.00 in ly=1.70699e+008 104 - Betel = 0.8 Clear spacing =11.58 in Clear cover =1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) : 0.65 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections _= == =_ == =_. r s Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-8_top 01/24/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 13:26:15 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW-8_top File Name: \\Server5\structural\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\ Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Column Type: Structural Material Properties: ftc = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Beta1 = 0.8 Section: ________ Rectangular: Width = 504 in Depth = 16 in Gross section area, Ag = 8064 inA2 Ix = 172032 inA4 Xo = 0 in Reinforcement: Iy = 1.70699e+008 in"4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 26.04 inA2 at 0.32% Top Bottom Left Right Bars Cover(in) Factored Loads _______ No. 42 # 5 42 # 5 1 1 0 # 6 0 # 6 1 1 0.63 1.00 1.41 0.31 0.79 1.56 and Moments with Corresponding Capacities: (see user's manual for notation) s --as=======_______ == Pu kip Muy fMny k -ft k -ft fMn/Mu 1 0.0 15951.0 28300.9 *** Program completed as requested *** 1.774 1,0 -Sb COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Shear Wall 6 Revised Calcs COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING R6VI %D $w-6 tai§ L 2.3to e Qin "Awe 15o2_14 G gc)e... F 50' 10, - 11' Weill Se;SIM :( i_o6 JJ 3 Ac fxC Si.k A-12 1 tilG�.uOI�+/6r 1502.x" r�= 18,600k) 15o2k 0I(eiA vp‘-L 23&5 * gTg' M= 61,000k► r LJ L F-0/2, ofor, .5‘G. g4 M z 40, 67&`' 12' 51 'roject: $ - 6 arca e Designed By: 5e S Date: 2-2;7-0 6 Project No. Client Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206543-0460 • F. 206/343-5691 Shear Wall Vertical Loads Floor/Roof DL 105 psf Roof LL 65 psf Typ. Floor LL 40 psf 4" veneer 45 psf Garage B f2GV1 s.tcf W 0.l A1tiaA Leads Pier SW Level Floor Ht Waft Length Trib Area Wall Thk. Dead Load Veneer Self wt Total DL U. Total DL Total LL (ft) (ft) (sq ft) (n) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 1 6 Roof 12 50 300 16 32 27 120 152 20 152 20 2nd 18 50 300 16 32 41 180 212 12 363 32 Pier SW Level Floor Ht Wall Length Trlb Area Wall Thk. Dead Load Veneer Self wt Total DL 2 8 Roof 12 11 2 Pier SW Level Floor Ht Wall Length (ft) (ft) 3 2 Roof 12 42 2nd 18 42 ft (1n) (kips) (kips) leo 16 26 x Trib Area Wall /hit Dead Load Veneer Self wL Total DL (sq ft) (in) (kips) (kips) (kips) (kips) 1612 12 189 23 78 245 1812 12 .169 34 113 283 LL Total DL TattL Ps (kips) 16 53 16 26 (kips) 105 64 otel DL o (kips) 245 528 (kips) 105 169 L Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sq ft) (In) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 4 2 Roof 12 42 1812 12 169 23 78 245 105 245 105 2nd 18 42 1612 12 189 34 113 283 64 528 169 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt Total DL LL Total DL Total LL (ft) (ft) (sq ft) (In) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 5 1 Roof 12 34 820 18 85 18 82 147 40 147 40 2nd 18 34 820 16 65 28 122 188 25 334 65 Pier SW Levet Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (sq ft) (in) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 6 1 Roof 12 34 620 16 65 18 82 147 40 147 40 2nd 18 34 820 16 65 28 122 188 25 334 65 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer Self wt. Total DL LL Total DL Total LL (ft) (ft) (sq ft) (in) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 7 8 Roof 12 42 1550 16 163 23 101 264 101 264 101 2nd 18 42 1550 16 163 34 151 314 82 578 183 Pier SW Level Floor Ht Wall Length Trib Area Wall Thk. Dead Load Veneer SeI wt Total DL LL Total DL Total LL (ft) (ft) (sq (1) (In) (kips) (kips) (kips) (kips) (kips) (kips) (kips) 8 7 Roof 12 22 920 16 97 12 53 149 80 149 60 2nd 18 22 920 16 97 18 79 176 37 325 97 Shear Wall Footing Pile Design Forces 1-o X co co O) cN N w 1•- + V W I�I"-OD CDCOCI X 9- CD CDN T'ONNr + r) M � - C7 CTr Tr Ch co et H X p O O P o r N. CO M CU (0 CO N 1C) CO C) N U, w N CV m CD CDN1C001fiN(0 + X 9- 01 1Ot- a) ) 10 C ) CI N Cr) (0 CV N C7 co 2 0 C6o a. o SC J 0 0 0 rn Cs1 co op cate.) ^CO oa CO ODD- CO OD NO 0I�O r)TN 4' Cr lC]'�c0 N'.00 =a N O^ e� r N CD CO r N CO OD 00 et 07NC0 et J co r T- Ch N st 1C! PO N a) L < C%) En 15 rNC7�1DCCt~GO m a c7 X N CO CO Ch �Y CO�� NNNC? w ti X . . + .. 10ti(.0ti 0 g •. � C+0 C0 COCD(Q N N co+ N •�_I CA •. r 10 10 CO ""' w 1~ O U N + X LCI 0) 0 OD 0 CD OD OD T- r Cr) M CO M C'4 07 Cq 07 07 N R `3 - Shear Wall Horizontal Reinforcement Pc = Av = Story ROOF 2ND 2ND ROOF 2ND ROOF 2ND ROOF 2ND ROOF 2ND ROOF 2 ROOF 2ND ROOF 2ND ROOF Date: 2/28/2006 Pier Grg A P1, P2, Grg B P5, P6 Grg A P1, P2, Grg B P5, P6 Grg A P4, P8, Grg B P4, P3 Grg A P4, P8, Grg B P4, P3 Grg A P3, P7 Grg A P3, P7 GrgAP5 GrgAP5 GrgAP6 Grg A P6 Grg B P1 Grg B P1 Vii, psi in"2 Eng:tr '.s psi fy = 60 ksi NoL. each face Shear Wall thk Length rho Vx phi Vcx (in) (ft) (kips) (kips) SW -1 16 34 1250 554 SW -1 16 34 803 554 SW -2 12 42 1528 513 SW -2 12 42 1113 513 SW -3 SW -3 12 32 981 391 12 32 490 391 SW -4 16 38 1525 619 SW -4 16 38 1124 619 SW -5 16 29 964 472 S -5 16 29 474 472 SW -6 16 50 2380 815 SW -6 16 50 1502 815 req'd spacing (in) 18.6 51.9 15.7 26.6 20.6 122.9 15.9 28.6 22.4 12.1 27.7 Grg B P8 Grg B P8 GrgBP7 Grg P7 SW -7 SW -7 SW -8 SW -8 16 22 628 358 16 22 123 358 16 42 1755 684 16 42 1329 684 kEY 1st.a Vv W sfirAR LaAD s 31.0 14.9 24.8 R-9 y 600 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered .ilumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:34:36 P (kip) 30000 — (Pmax) -5000 — I I I (Pmin) 250000 My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: P:ISouthcenter Design Project: SC Garage Column: SW fc=5ksi Ec = 4031 ksi fc = 4.25 ksi e_u = 0.003 inrn .etal = 0.8 Confinement: Tied -Build GarageslENG\Analysis\Shear WaiisIPCA SW-6_Iong.col Engineer: SES fy Is 60 ksi Ag = 9600 in"2 Es = 29000 ksi As = 60.001111'2 fc = 4.25 ksi Xo = 0.00 in Yo =0.00 in Clear spacing = 11.30 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 100 #7 bars Rho = 0.62% ix = 204800 in"4 ly = 2.88e+008 in"4 Clear cover =1.38 in R-5 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) ===_____==__= ========== Computer program for the Strength Design of Reinforced Concrete Sections =___= ==---_ = Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. Page 1 SW-6_long 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:34:27 Licensed to: Coughlin Porter Lundeen, Inc. General Information: Page 2 SW-6_long File Name: P:\Southcenter Design -Build Garages\ENG\Analysis\Shear Walls\PCA\SW-6_1ong.col Project: SC Garage Column: SW Engineer: SES Code: ACI 318-02 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: Y-axis Material Properties: Column Type: Structural f'c = 5 ksi fy = 60 ksi Ec = 4030.51 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Ketal = 0.8 Section: Rectangular: Width = 600 in Depth = 16 in Gross section area, Ag = 9600 inA2 Ix = 204800 in"4 Xo = 0 in Reinforcement: Iy = 2.88e+008 inA4 Yo = 0 in Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 # 6 0.75 0.44 # 7 0.88 0.60 # 8 1.00 # 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 # 14 1.69 2.25 # 18 2.26 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 60.00 inA2 at 0.62% Top Bottom Left Right Bars 50 # 7 50 # 7 0# 6 0# 6 Cover(in) 1 1 1 1 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) ====n==== ====--=====-=======--== Pu Muy fMny No. kip k -ft k -ft fMn/Mu 1 254.0 61000.0 80126.7 1.314 *** Program completed as requested) *** y 600 x 16 in Code: ACI 318-02 Units: English Run axis: About Y-axis Run option: Investigation Slenderness: Not considered Aumn type: Structural Bars: ASTM A615 Date: 02/28/06 Time: 12:35:57 -250000 P (kip) 30000 — (Pmax) -5000 — fs=0 /fs=O.5fy 250000 (Pmin) My (k -ft) pcaColumn v3.63 - Licensed to: Coughlin Porter Lundeen, Inc. File: P:ISouthcenter Design -Build GarageslENGlAnalysis\Shear WaIIs1PCApW-6_Iong_top.col Project: SC Garage Column: SW Engineer: SES flc = 5 ksi fy = 60 ksi Ag = 9600 inA2 100 #5 bars Ec = 4031 ksi Es = 29000 ksi As = 31.00 inA2 Rho = 0.32% fc = 4.25 ksi fc = 4.25 ksi Xo = 0.00 in Ix = 204800 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 2.88e+008 in^4 .ieta1 = 0.8 Clear spacing = 11.55 in Clear cover = 1.37 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - Page 1 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. SW -6 long to 0000000 00000 00000 00000 00000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 0000000 00 00 00 00 0000000 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00 00000 00 00 00000 00000 00000 (TM) Computer program for the Strength Design of Reinforced Concrete Sections = s fl====== _= _ Licensee stated above acknowledges that Portland Cement Association (PCA) is not and cannot be responsible for either the accuracy or adequacy of the material supplied as input for processing by the pcaColumn(tm) computer program. Furthermore, PCA neither makes any warranty expressed nor implied with respect to the correctness of the output prepared by the pcaColumn(tm) program.Although PCA has endeavored to produce pcaColumn(tm) error free, the program is not and can't be certified infallible. The final and only responsibility for analysis, design and engineering documents is the licensees. Accordingly, PCA disclaims all responsibility in contract, negligence or other tort for any analysis, design or engineering documents prepared in connection with the use of the pcaColumn(tm) program. R- 02/28/06 pcaColumn V3.63 - PORTLAND CEMENT ASSOCIATION - 12:35:54 Licensed to: Coughlin Porter Lundeen, Inc. General Information: File Name: P:\Southcenter Design -Build Project: SC Garage Column: SW Code: ACI 318-02 Run Option: Investigation Run Axis: Y-axis Material Properties: ===== ========== f ' c = 5 ksi EC = 4030.51 ksi Ultimate strain = 0.003 in/in Betal = 0.8 Section: Rectangular: Width = 600 in Gross Ix = Xo = section area, Ag = 9600 inA2 204800 inA4 0 in Page 2 SW -6 long to Garages\ENG\Analysis\Shear Walls\PCA\SW-6_long_top. Engineer: SES Units: English Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 16 in Iy = 2.B8e+008 inA4 Yo = 0 in Reinforcement: =__=========== Rebar Database: ASTM A615 Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) Size Diam (in) Area (inA2) # 3 # 6 # 9 # 14 0.38 0.75 1.13 1.69 0.11 0.44 1.00 2.25 0.50 0.88 1.27 2.26 0.20 0.60 1.27 4.00 Confinement: Tied; #3 ties with #10 bars, #4 with larger bars. phi (a) = 0.8, phi (b) = 0.9, phi (c) = 0.65 Layout: Rectangular Pattern: Sides Different (Cover to transverse reinforcement) Total steel area, As = 31.00 inA2 at 0.32% Top Bottom Left Right Bars Cover (in) 50 # 5 50 # 5 1 1 0 # 6 0 # 6 1 1 0.63 1.00 1.41 0.31 0.79 1.56 Factored Loads and Moments with Corresponding Capacities: (see user's manual for notation) No. Pu kip Muy fMny k -ft k -ft fMn/Mu 1 0.0 18000.0 40103.9 2.228 *** Program completed as requested! *** COUGHLINPORTERLUNDEEN A CONSULTING STRUCTURAL AND CML ENGINEERING CORPORATION Miscellaneous Calculations COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING $rhoc,E e-srM) T $v+t.v0a4 .Q. Skits is..) A 8 k!t 2i- 24'` s#pJ es' A - zo 40 Or?' ,u r k -e -inn foseiq LAS l.tae Swow ZS 1:1F -AV S WtI9rte sPwa 361 A = z7 -4S -2 Si 2-e p8tic. %.4 c oac, T.; • "Stab ` Sb ps L wyG4025-tS=7OrtL ✓ M/"?4 S( 4 ti -O'' S G ‘4 -754 af- W� = 7.5` (46 rLS� = t4 et et t- I i G = •7 ? I • %Air = 7,S (5+.5z,4-La}=51o3pfi-- 1,Z: 05 fa - we 14ssrIf- iv„. $ 645s)(2&)g. 14Z "r 'ro`�ect SoQ-n- c /vC 'ro�ect No. Client: Designed By: fl Date: Z -243-0C. Checked By: 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 206/343-0460 • F: 2061343-5691 Sheet M -I of COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING Fat. WIZ$ let sun.E ZOO err- Tii eS r5' Le► }I ~75'- 5 'f'- fop � N ®`144-0/26��f9 `- 0,2,5(4()(Ro) z 0,41 •t. Fat --(e-;4 2.11E' 7 ti -f' 271 y ce-4 z22'511)05 USE I 2, `s paiC rot s T r,� l.Fia,o x (•4o rA ` 1 `175 p IC 1u� t5 (s +5U } 3) = 070 T20c0 /010 rt - V` 20-45-r( I;1.045Vl.le Ipso 10650/ca o: (� A3Zw3 W41< IeTa Sic 7o t5 ro e-ct So a•r*Yr.nn-_ Designed By: T— Date: 2-2-8 - o Co rroject No. Client Checked By: Sheet M -Z of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P: 2061343-0460 • F. 2061343-569I COUGHLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING M �S� : •50%PAtt--- VJE (4r 1 22 -c- ?(7{'5 r 1440 V'-- o"\= gh_ Lx0440 try 1,0E4c, r c W !sc.s 3o S` - 44 of ,,es - 2av-- V u �'Y'-' �l.�`K ` ' •ADW r« z 17 -� pc�w� Axa f 'roj cC Designed Br Date: :-se -0 4 Project No. Client Checked By: Sheet M _2, of 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P. 206/343-0460 • F: 206/343-5691 April 21, 2006 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Martin O'Leary 1730 Minor Av, Ste 1120 Seattle, WA 98101 RE: Letter of Incomplete Application # 1 to Correction Letter #1 Development Permit Applications D06-072 & 073 Westfield, Parking Garage A (Foundation Only) — 633 Southcenter Mall Westfield, Parking Garage B (Foundation Only) — 633 Southcenter Mall Dear Mr. O'Leary: This letter is to inform you that your resubmittal received at the City of Tukwila Permit Center on April 14, 2006 is determined to be incomplete. Before your application can continue the plan review process the following items from the following department(s) needs to be addressed: Buildine Department: Ken Nelsen, at 206 431-3677, if you have any questions concerning the attached comments. 1. Items 2 and 3 from the previous Correction Letter #1 dated March 22, 2006 are incomplete, not addressed. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted throaeh the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433-7165. Sincerely, Enclosures 44 File: Permit D06-072 & 073 P:Venniferlincomplete Letters120061D06-072 & 073 Inc Ltr #1 to Corr #1.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 FSI ARCHITECTS A DIVISION OF Fl4ritii SONS. INC City Correction Comments Date: 04.10.06 Project: Southcenter Parking Garage 'A' Permit Application Number: D06-072 Please find the responses to the questions and corrections as outlined in your Correction Letter #1, dated March 22, 2006. Building Division: 1. Completed as Stipulated. Please see cover sheet 2. Completed as Stipulated. Please see Architectural Site Plan 3. Completed as Stipulated. Please see Main Floor Plans Planning Division: 1. Completed as Stipulated. Please see cover sheet. Also full site plans, landscape plans, and pedestrian walkway plans are part of the Civil Set previously submitted and beyond this team's scope of work. 2. Completed as Stipulated. Please see Main Floor Plan. Public Works Department: 1. Completed as Stipulated. Please see Architectural Site Plan. Also full site plans, landscape plans, and pedestrian walkway plans are part of the Civil Set previously submitted and beyond this team's scope of work. If you have any questions, please do not hesitate to contact me. Sincerely, Troy Adam McOmber, AIA NCARB Principal Architect RECEIVED APR 14 2006 PERMIT CENTER CORRECTION LTR#J___ 625 Fisher Lane, Burlington, WA 98233 www.fishersons. m Ph: 360-757-4094 Fax: 360-757-7944 04 •0011- Jm COUGHLIN PORTER LUNDEEN April 11, 2006 Philip Brazil Reid Middleton, Inc. 728 134th Street SW Everett, WA 98204 RE: Westfield Southcenter Garage A Building Permit Plan Review - Foundation Submittal (D06-072) Dear Mr. Brazil: We have the following responses to the structural plan check review comments for this project. Structural General 1. See General Structural Note 13 on sheet S1.1 for special inspection requirements. 2. See General Structural Note 2 on sheet S1.1 of full permit documents. 3. See General Structural Note 2 on sheet S1.1 of full permit documents. 4. See General Structural Note 2 on sheet S1.1 of full permit documents. Foundation RECEIVED APR 14 2006 PERMIT CENTER 5. The shear walls have been designed for a conservative redundancy factor of 1.5. The redundancy factor is not included in the foundation design. The IBC 2003 contains no language to suggest that the redundancy factor should be applied to foundation design. Although this building is redundant, the redundancy factor is greater than 1.0 due to the large floor area of the building, which is not the intent of the building code. In fact, this problem has been addressed in the newest version of the ASCE Minimum Design Loads for Buildings and Other Structures. Per ASCE 7-05 Section 12.3.4.2.b the redundancy factor equals 1.0 for this building (see additional calculations, Page A-1). Also note that the calculated design base shear for this building is the same whether determined by ASCE 7-02 or ASCE 7-05. 6. All T beam analyses have been performed using an effective flange width per ACI 318-02 Section 8.10. For example, see calculations on page B-2, section 2.1.3 where the effective flange width is determined. 7. See additional calculations on page A-2, which includes the vertical component of the seismic load per ASCE 7-02 section 9.5.2.7. These calculations also include the extra pile(s) provided at the mid -span of each shear wall (except SW -7 at Garage B). These new calculated maximum compressive and tensile pile forces are less than the forces previously used in CORRECTION LTR# Duo • 017- 413 PINE STREET • SUITE 300 • SEATTLE. WA 98101 • P: 2061343-0460 • F 2061343-5691 Philip Brazil 2 April 11, 2006 calculations dated 3-2-06 to design piles. In calculations dated 3-2-06 on page P-7 the computed maximum pile forces had been determined assuming only (4) piles under each shear wall. No changes to drawings are required. 8. The slab on grade has been designed as a rigid structural diaphragm to distribute the base shear to all piles. Slab an grade reinforcement has been revised to meet the requirements of ACI 318-02 Section 21.9.5. See plan note 1 on S2.0A of full permit documents. 9. All piles are assumed to be fixed to grade beams or pile caps, and the slab -on -grade has been designed as a rigid diaphragm. Since all piles have the same load -displacement relationship based on the referenced geotechnical report load is distributed evenly to all piles. However, since piles under shear walls will be subject to combined tension and bending, these piles have more longitudinal reinforcement and the ultimate moment capacity will be approximately 33% higher than the ultimate moment capacity of piles under columns (see pages P-21 and P-27). Therefore, the average pile lateral load has been increased 33% for pile design at shear walls only. The statement on page P-16 of calculations dated 3-2-2006 should actually read, "Piles under shear walls are designed for an increased force do to larger relative strength than piles under gravity columns." The fie beams and grade beams act as drag struts to transfer the load through the diaphragm and into the pile. 10. For ramp wall design, see additional calculations, pages A-3 thru A-6. 11. See notes 1 and 2 on S3.6 for information regarding footing dowels for shear walls. Vertical 12. No comments. Lateral 13. Column loads are provided for the design of piles only. Column design will be included in the full permit submittal. 14. See column design calculations included in full permit submittal. Section 21.4.4.5 applies to columns supporting reactions from discontinued stiff members, such as walls. Columns in shear walls are not used as boundary elements and are ignored in shear wall design calculations. There is no requirement to extend transverse reinforcement of the gravity columns into footings or pile caps. Sincerely, COUGHLIN PORTER LUNDEEN, INC. Wad, Tim Mealy, P.E. EXPIRES 7/25/07 April 11, 2006 File No. 05-200 Mr. John Hayduk JTM Construction 1730 Minor Avenue #1120 Seattle, Washington 98101 Re: Response to Plan Review Comments Southcenter Parking Garages Tukwila, Washington Dear Mr. Hayduk, This letter responds to the April 4, 2006, comments from Reid Middleton, acting on behalf of the City of Tukwila Building Department, regarding their review of the geotechnical aspects of the plans for the Westfield Southcenter Parking Garages A and B. The following responds to the comments from Reid Middleton that are applicable to both garages: 1. Geotechnical Special inspection — No comment 2. Factors of Safety for Passive Resistance on Grade Beams and Pile Caps — We believe that the foundation piles have been designed to resist all lateral loads from the parking structures and that passive resistance of the grade beams and pile caps is not relied upon. However, the passive resistance values provided in Section 4.4 of the February 9, 2006, Geotechnical Report are displacement compatible values. The ultimate passive resistance values for compacted structural fill and nominally compacted existing site soils are 1,000 and 500 pcf, respectively. We recommend use of a factor of safety of 2 be used for these values in Allowable Stress Design (ASD). We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, W. Paul Grant, P.E. Principal 3414 N.E. -Street Seattle, WA 98105 (206) 262-0370 FAX (206) 262-0374 COUGHLINruK fERLUNDEEN A CONSULTING STRUCTURAL AND MIL ENGINEER NG CORPORATION Additional Structural Calculations -Submitted with Foundation Permit PIan Review Responses - for the Westfield Southcenter Parking Structures FSI Architects 4-11-06 S05-1622-01 EXPIRES 7/25/07 Prepared by: Tim Mealy Seth Stapleton 123.4.1 Conditions Where Value of p Is 1.0. The value of p permitted to equal 1.0 for the following: 1. Structures assigned to Seismic Design Category B or C. 2. Drift calculation and F -delta effects. 3. Design of nonstructural components. 4. Design of nonbuilding structures that are not similar to buildings. 5. Design of collector elements, splices, and their connections • for which the load combinations with overstrength factor of Section 12.43.2 are used. 6. Design of members or connections where the load combi- nations with overstrength of Section 12.4.3.2 are required for design. 7. Diaphragm loads determined using Eq. 12.10-1. 8. Structures with damping systems designed in accordance with Section 18. • • 12.3.4.2 Redundancy Factor, p, for Seismic Design Categories D through F For structures assigned to Seismic Design Category D, E, or F, p shall equal 1.3 unless one of the following two •conditions is met, whereby p is permitted to be taken as 1,0: a. Each story resisting more than 35 percent of the base shear ' the direction of interest shall comply with Thble 12.3-3. b. Structures that are regular in plan at all evels provided that the seismic force -resisting systems consist of at least two bays of seismic force -resisting perimeter framing on each side of the structure in each orthogonal direction at each story resisting snore than 35 percent of the base sheat The number of bays for a shear wall shall be calculated as the length of shear wall divided by the story height or two times the length of shear wall divided by the story height for light - framed construction. ' TABLE 12.3-3 REQUIREMENTS FOR EACH STORY RESISTING . MORE THAN 35% OF THE BASE SHEAR ' tatelamorceassiatkro Element ' Requirement Braced Frames - - Removal of an individual brace, or connection thereto, would not result in more than a 3395 reduction fn story strength, nordoes the resulting system have an extreme torsional irregularity (horizontal structural irregularity 'lie Ib). Moment Frames - Loa of moment resistance at the beam-to-olumn connections at both ends of a single beam would not result In more than a 33% reduction in story strength, nor does the resulting system have an extreme torsional irregularity (horizontal structural irregularity Type lb). Shear walls or Wall Pier with a height -to- length ratio of greater than 1.0 . - - - -- - - - -. - - - .- Removal of a shear wall or wall pier with a beight-to-length ratio greater than 1.0 within any story, or collector connections thereto, would not result in more than a 33% 'eduction in story strength• nor does the resulting system have an extrema torsional Ineeaiarity ---• ---- (horizontal structural irregularity Type lb). Cantilever Columns • Loss of moment resistance at the base - connections of any single cantilever column would not result in more than a 33% reduction in story strength, nor does the resulting system have an extreme torsional irregularity (horizontal structural irregularity Type Ib). Other No require ' 128 12.4 SEISMIC LOAD EFFECTS AND COMBINATIONS 12.4.1 Applicability. All Members of the structure, including those, not part of the seismic force -resisting system, shall be designed using the seismic load effects of Section 12.4 unless otherwise exempted by this standard. Seismic load effects are the axial, shear, and flexural member forces resulting from ap- plication of horizontal and vertical seismic forces as set forth in Section 12.4.2. Where specifically required, seismic load effects. shall be modified to account for system overstrength, as set forth in Section 12.4.3. 12.4.2 Seismic Load Effect. The seismic load effect, E, shall be determined in accordance with the following: 1. For use in Load combination 5 in Section 2.3.2 or load com- - bination 5 and 6 in Section 2.4.1, E shall be determined in accordance with Eq. I2.4-1 as follows: E=Ehi-E. (12.4-1) 2. For use in load combination 7 in Section 2.3.2 or load com- bination 8 in Section 2.4.1, E shall be determined in accor- dance with Eq. 12.4-2 as follows: E = Eh �- E„ (12.4-2) where E = seismic Load effect Eh = effect of horizontal seismic forces as defined in Sec- tion 12.4.2.1 En = effect of vertical• seismic forces as defined in Section 12.4.2.2 12.42.1 Horizontal Seismic Load Effect. The horizontal seis- mic load effect, Eh, shall be determined in accordance with Eq. 12.4-3 as follows: Eh = pQr (12.4-3) where - OE = effects of horizontal seismic forces from V or Fp. Where' required in Sections 12.5.3 and 12.5.4, such effects shall. resultfrom application of horizontal forces simultaneously in two directions at right angles to each other. p = redundancy factor, as defined in Section 123.4 12.4.2.2 Vertical Seismic Load Effect. The vertical seismic: load effect, Eo, shall be determined in accordance with Eq. 12.4-4 as follows: Ee = 0.2SDsD (12.4-4). where SDS = design spectral response acceleration parameter at shore, periods obtained from Section 11.4.4 - D = effect of dead load EXCEPTIONS: The vertical seismic load effect, Ee, is permitted to kg taken as zero for either of the following conditions: 1. 1nEgs.12.4-1,12.4-2,12.4-5, and 12.4-6 where SDs is equal to or len than 0.125. - 2. -In Eq. 12;44 where determining demands on the soil -structure interfaa • of foundations. 12.4.2.3 Seismic Load Combinations. Where the prescnibe4 seismic load effect, E, defined in Section 12.4.2 is combined w1 ' the effects of other loads as set forth in Chapter 2, the followiii& seismic Ioad combinations for structures not subject to flood rot atmospheric ice loads shill be used in lien of the seismic 1010, combinations in either Section 2.3.2 or 2.4.1: ASCE 74,A, A -I Shear Wall Footing Pile Design Forces InWcLuo+ 5 0,25v5 D (auu;. aL Sys (.0 ) Garage A Pier Shear Wall Length (ft) 1 1 34 2 1 34 3 3 31 4 2 42 5 4 38 6 5 29 7 3 31 8 2 42 Garage B Pier Shear Wall Length (ft) 1 6 50 2 6 3 2 4 2 5 1 6 1 7 8 8 7 42 42 34 34 42 22 Moment (k -in) Moment (k -in) 90%ofM (k -ft) 19232 19232 14089 24468 24510 13773 14081 24468 90% of M (k -ft) 36600 7197.6 19745 19745 18674 18674 28479 7614 Dead Load (kips) Live Load (kips) 0.90 + 0.7E Max C Max T (kips) (kips) Dead Load (kips) Live Load (kips) 244 60 244 60 203 27 254 53 274 81 209 37 203 26 254 53 0.9D + 0.7E Max C Max T (kips) (kips) 311 92 46379465 11.9955 215 13 215 13 238 55 238 55 288 86 238 4 V156D Pil.S tow ilecs tV /'!'C-e.fSI1 F]RcEs 4C.CaufJT rat A Mit%) . of (5) ?\ S /.11)S S1•1t11/4a- \r4 11A1- ‹i-kov,PU , — Ewcc w P T SIJ --7 (4 r') D+L+ 0.7E 1.2D L + 0.7E Max C Max T ax C Max T (kips) (kips) (kips) (kips) 254 29 265 -2 254 29 265 -2 215 -8 225 -38 273 -5 285 -38 285 49 295 17 219 6 229 -22 215 -9 225 -38 273 -5 285 -38 D+L+0.7E Max C Max (kips) (kips) 320 170.333 235 235 249 249 307 276 4-C-06 SEs 65 7.167 -46 -46 23 23 29 -33 L+0.7E ax C Max T (kips) (kips) 332 29 448 246 246 259 259 318 302 ta-) ” Vq.r1 S\ of, -.1 Pi 5 cti0--Taft- Pl L E ('/3) of Gro v' l -Y Low" �t7 (7-) p;te C'+-) COmP fSrow f p1(.G5 ���]� o Carafe f` vl/YI#4ruhr 2t onse(vr,.14vt', 4 -79 -79 -7 -7 -5 -60 COU HLINPORTERLUNDEEN STRUCTURAL • CIVIL • SEISMIC ENGINEERING 4 / Ian g e G R.cL)e A Cr 1@ Darav t� 4"f1401 r 4 1 )7eff 72„ (Loft" sC DL psi LL 7r SteAA 4S - 45re31 .- b 05 4 7— lir' $ hear i k cam, A, rev., _ 22-4 14 ct s } s 017s' 015 (6°)(1.0) �n - 14r f cipt di 502-111%7' lkft- If1ti ;'1, a (2) 5 Dow4A.s Pro ect Pro ect No. Client Designed By: j.ES Date: 4-) -46 Checked By: Sheet of 413 PINE STREET • SUITE 300 • SEATTLE, WA 98101 • P. 206/343-0460 • R 2061343-5691 A-3 ADAPT - STRUCTURAL CONCRETE SOFTWARE SYSTEM ADAPT -RC Version 4.50 Date: 4/10/2006 Time: 2:38:41 PM File: rampwall 1- PROJECT TITLE SC garage 1.1 DESIGN STRIP ramp wall 2 - MEMBER ELEVATIOI ti? [1 28.00 3 - TOP REBAR 3.1 User selected 3.2 User selected 3.3 ADAPT selected 3.4 ADAPT selected 5 - BOTTOM REBAR 5.1 User selected 5.2 User selected 5.3 ADAPT selected 5.4 ADAPT selected ti B - REQUIRED & PROVIDED BARS 8.1 Top Bars max required provided • 6.2 Bottom Bars 1.8 MEV 0.00 1.05 7 - SHEAR STIRRUPS 7.1 ADAPT selected. Bar Size #3 Legs: 2 Spacing [In] 7.2 User -selected ' Bar Size # Legs: 7.3 Required area 1in2fft) As f` 41 4f L. .08 8 -LEGEND 9 - DESIGN PARAMETERS 9.1 Code: ACI fc = 3 ksl fy = 6.0 9.2 Rebar Cover. 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SPAM 30 LAMTIpf 1 11104 MA =MU 10111 01.1 00000571/1 . 201.511 024 mrrrfein271211.. 2500 1 12 510417111 1 0511 11.0 2131012 17711 112. 7 1151..111 04117-07 7- 4.12 1 1 0100? 1 2,1 5 1 25'5• 1 1 mum 1 4'0 51 141 1 I f 1 30 -551211. 1012 0 00 000mw m g10-MT600127134 Conc,rry 50744 ..11041 411111 .5..c .112..4 0941 a et O7WO0.lm 124.0 to 2.011.0/.2 •2 1.0.011 mbar � 130 + •p0021g. of 7...151406 43 .11or60. its. . 1.11 041 210.7770. •7. 1.7512.4 552 . 1a .. . 1.7170.4 P07..04 .1501. 1 11 s • t i 3 2i 2211®1 bat s • al 2212149074.7 Wil k i W. '�'V� 3 11 VMS 101 race o Sufor{I' 1142. 4 1[..0405117 10017-05 0- 4.00 211- .1 2 W p.7.4..101. 2112. 01 11/41'1/1 7747002 4213 0011 11-11 1 ma p.7v25711.0 R1w 071.1{!21'1/1 vamps. 13 -11.013400 2000 00 02217 4 0111 A. 1 m ..2atmv.0.2c 0.1117.4 1 .21 r.i.0lm.wen7 rogulr2d 1124 12. 11-141. t 1.412 only 1 .11.=4 ..5.12.5 by .2.14.2. 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Aer 1 41 4 l 1 1.15 .90 44.01 -24.51. .04 .11 21.1 EMT 1.30 21.11 -20.41! 37.03 .71 -44 21.0 2.40 01.11 -10.11, 02.01 .00 .00 01.0 1rt.T 340 41.42 -15.13' 74. . .52 -0. 11.0 COLT .39 5.10 41.25 -11.571 14.10 .51 .00 1.11 41.41 110.21 30 7.55 .40 -410 111.50.11.04 .30 0.. -44.12 11-75 .35 4 1.55 -e. 42.20 41.151x51115.14 .10 .50 12 11.53 117.53 .90 11.2011.52 4.120 .50 11.00 41.12 4.121 141.71 .17 .0 10.50 41.0 G. i 1]].95 .15 .300 1 27 11311 0 57 4=40 21 m11 April 13, 2006 Ent CONSTRUCTION Southcenter Parking Garages — Tukwila, WA Mr. Ken Nelsen City of Tukwila Department of Community Development 6300 Southcenter Blvd.; Suite #100 Tukwila, WA 98188-2544 PROJECT: Westfield — Parking Garages A & B (Foundation Only) RE: Phase I Permit Correction Comments PERMIT #D06-072 (Garage A) PERMIT #D06-073 (Garage B) Dear Ken, This letter responds to the City of Tukwila Correction Letters #1 dated March 22, 2006 and Reid Middleton letters dated April 4`h, 2006 for the Westfield Garage A & B (Foundation Only) Phase I Permit Submittals. • The attached FSI Architects memos dated April 10, 2006 address the City of Tukwila Correction Letters dated March 22, 2006. Note that the under slab plumbing drawings will be submitted for permit through King County on or about April 26, 2006 but all slab -on -grade floor drain locations and underground wet utility locations and stub -outs have been coordinated with the Architectural and Structural Design and locations of such are correctly shown on the Architectural Drawings. • The attached CPL letters dated April 11, 2006 address the Reid Middleton correction letters dated April 4'", 2006. Copies of the CPL letter, revised drawings and structural calculations have been transmitted directly to Reid Middleton with copies included with this transmittal. • Regarding required geotechnical inspections, Westfield has hired Shannon & Wilson to perform these services. • Regarding structural special inspections, Westfield has hired Mayes Testing to perform these services. We apologize for the tardy response to the Phase I Permit submittal correction comments but we needed to fully coordinate slab -on -grade elevations with the Westfield Mall expansion Civil Engineer to ensure we were submitting a coordinated and accurate set of revised permit drawings for the entire redevelopment project. This process took longer than originally anticipated. RECEIVED APR 14 2006 PERMIT CENTER CORRECTION LTR#A___ STM CONSTRucT1ON METROPOLITAN PARK EAST 1730 MINOR AVENUE, SUITE 1120 fEATTIE, WASHINGTON 98101 TEL 206.587.4000 FAX 206.587.4003 W W W.iTM-CON STRUCTION.COM ¶7o(.. an. April 13, 2006 Mr. Ken Nelsen City of Tukwila Page Two PROJECT: RE: CONSTRUCTION Westfield — Parking Garages A & B (Foundation Only) Phase I Permit City of Tukwila Correction Comments PERMIT #D06-072 (Garage A) PERMIT #D06-073 (Garage B) As we move forward, I thought I would list below some schedule milestones that we are tracking towards, with your cooperation, with respect to the permitting and construction schedules for the Parking Garages: • We are hoping to receive a Phase 1 Permit for Garage A & B Foundations and Slab -On -Grade work by 4/28/06 and no later than May 5, 2006. • We are hoping to receive the Temporary Sears Loading Dock permit on or about April 28, 2006 (Ref. Permit #D06-112). • We are planning on submitting Phase 11 Permit Documents on April 18, 2006 with a (6) week turn- around on permit issuance, as based on JTM and our design team responding to any correction comments within (1) week of receipt. If you have any questions, please do not hesitate to contact me at 206-587-4000 or Larry Allen of Allen & Associates at 206-914-5820. Sincerely, Martin O'Leary Project Manger Cc: John Hayduk/JTM Larry Allen/Allen & Associates Pat Burns/Westfield Corporation File: J6001/Pennits JTM CONSTRUCTION METROPOLITAN PARK EAST 1730 MINOR AVENUE, SUITE 1120 SEATTLE, WASHINGTON 98101 TEL 206.587.4000 PAX 206.587.4003 W W w. JTM-CONITRUCTION.COM March 22, 2006 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Martin O'Leary 1730 Minor Av, Ste 1120 Seattle, WA 98101 RE: CORRECTION LETTER #1 Development Permit Application Number D06-072 Westfield Parking Garage A (Foundation Only) — 633 Southcenter Mall Dear Mr. O'Leary This Ietter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building, Planning, and Public Works Departments. At this time the Fire Department has no comments. Building Department: Ken Nelsen, at 206 431-3677, if you have questions regarding the attached memo. Plannine Department: Moira Bradshaw, at 206 431-3651, if you have questions regarding the attached memo. Public Works Department: L. Jill Mosqueda, at 206 431-2449, if you have questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433-7165. Sincerely VIS encl arshall it clinician xc: File No. D06-072 P:1Tennife, Correction Letters12006'D06-072 Correction Ltr #I.DOC jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 Tukwila Building Division Ken Nelsen, Sr. Pian Examiner Building Division Review Memo Date: March 20, 2006 Project Name: Westfield parking garage foundations, permit applications Application #: D06-072 and D06-0073 Plan Reviewer. Ken Nelsen, Senior Plans Examiner An initial architectural Building Division plan review has been conducted on the subject permit application. Please address the following comments with revised plans and/or other applicable documentation. 1. On the plan Cover Sheet A-0, general notes must be added regarding the specific Building Code used in the structures design and other building data construction information. The Code references must list the Code editions year and applicable amendments. Additionally, the general building data must show the type of construction, sprinkler systems or not, allowable building areas, etc. 2. The plans must identify the parking structures /foundations physical location and setback in dimensional measurement from the existing Mali buildings, property lines (induded privately own anchor stores) and easements. 3. As with item number 2 above, the plans must also establish a benchmark elevation reference. The benchmark must accurately reflect any elevations shown in construction detail. No further comments at this time. DATE: CONTACT: RE: ADDRESS: PLANNING DIVISION COMMENTS March 16,2006 Moira Bradshaw D06-072 633 Southcenter Mall Planning Division of DCD has reviewed the application submitted. The application is incomplete and additional information needs to be submitted: 1. Provide a complete site plan with correct scale and/or dimensions. 2. The footprint on the site plan needs to be updated to show angled northeast comer of garage. CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS www.ci.tukwila.wa.us Development Guidelines and Design and Construction Standards Permit #: D06-072 Project Name: Westfield Garage A Review #: 1 Date: 03.16.2006 Reviewer: L. Jill Mosqueda, P.E. The City Of Tukwila Public Works Department (PW) has the following comments regarding your application for the above permit. Please contact me at 206.431.2449, if you have any questions. 1. The plans show the slab for the first level of the garage. Please provide the utilities associated with installation of the slab, particularly the sewer connection(s). Reid iddleton April 21, 2006 File No. 262006.005/00202 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — Final Submittal Westfield Southcenter Garage -A (D06-072) Dear Mr. Benedicto: RECEIVED APR 2 4 2006 PERMIT CENTER We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant has responded successfully to our comments. Individual revised sheets were submitted in response to our initial plan review and inserted into the original drawing set. The other sets of drawings should be reconciled in preparation for permit issuance. These revised sheets are: S1.1 and S2.0A. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, dated February 9, 2006. The following is a summary: 1. Site excavation and grading. 2. Installation of auger -cast concrete piles. 3. Verification of auger -cast concrete pile capacities. 4. Placement of structural fill and soil compaction at the slab -on -grade floors. 5. Placement and compaction of grade beam and pile cap backfill. Structural special inspections by qualified special inspectors should be provided. The following is a summary: 1. Construction of augered uncased (augercast) concrete piles: Continuous. 2. Concrete placement at concrete construction, including concrete slab -on -grade (see Plan Note #1, Sheet S2.0A): Continuous. 3. Reinforcement at concrete construction, including concrete slab -on -grade (see Plan Note #1, Sheet S2.0A): Periodic. 206•b°72. Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Benedicto, Building Official City of Tukwila April 21, 2006 File No. 262006.005/00202 Page 2 Enclosed are one set of the revised structural and architectural drawings, one set of the revised structural sheets, and correspondence from the geotechnical engineer and structural engineer for your records. We are retaining the structural calculations and geotechnical report for our use in reviewing the next phase of the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid Middleton, In r� �„2 Phil 9Brazil, P.E., S.E. Senior Engineer Enclosures cc: Martin O'Leary, JTM Construction (by surface mail) James Coughlin, CPL (by surface mail) dopadoc1261planrevwltukwila1061t002r2.doclprb Reid iddleton April 11, 2006 File No. 05-200 Mr. John Hayduk JTM Construction 1730 Minor Avenue #1120 Seattle, Washington 98101 Re: Response to Pian Review Comments Soathcenter Parking Garages Tukwila, Washington Dear Mr. Hayduk, This letter responds to the April 4, 2006, comments from Reid Middleton, acting on behalf of the City of Tukwila Building Department, regarding their review of the geotechnical aspects of the plans for the Westfield Southcenter Parking Garages A and B. The following responds to the comments from Reid Middleton that are applicable to both garages: 1. Geotechnical Special Inspection — No comment 2. Factors of Safety for Passive Resistance on Grade Beams and Pile Caps — We believe that the foundation piles have been designed to resist all lateral loads from the parking structures and that passive resistance of the grade beams and pile caps is not relied upon. However, the passive resistance values provided in Section 4.4 of the February 9, 2006, Geotechnical Report are displacement compatible values. The ultimate passive resistance values for compacted structural fill and nominally compacted existing site soils are 1,000 and 500 pcf, respectively. We recommend use of a factor of safety of 2 be used for these values in Allowable Stress Design (ASD). We appreciate the opportunity to work with you and your design team on this project. Please call if you have any questions. Sincerely, W. Paul Grant, P.E. Principal 10 2.13141 4 APR 2006 RECEIVED 1 A X ( 206) .26P?1�? gZy4. 3414 Nil. 55th 4d ivliDDLETON Scattic,, VA 0 105 {21 2.62-0370 1:112 COUGHLIN PORTER LUNDEEN Apri111, 2006 Philip Brazil Reid Middleton, Inc. 7281341 Street SW Everett, WA 98204 RE: Westfield Soutlicenter Garage A Building Permit Plan Review - Foundation Submittal (D06-072) Dear Mr. Brazil: We have the following responses to the structural plan check review comments for this project. Structural General 1. See General Structural Note 13 on sheet S1.1 for special inspection requirements. 2. See General Structural Note 2 on sheet S1.1 of full permit documents. 3. See General Structural Note 2 on sheet S1.1 of full permit documents. 4. See General Structural Note 2 on sheet S1.1 of full permit documents. Foundation 5. The shear walls have been designed for a conservative redundancy factor of 1.5. The redundancy factor is not included in the foundation design. The IBC 2003 contains no language to suggest that the redundancy factor should be applied to foundation design. Although this building is redundant, the redundancy factor is greater than 1.0 due to the large floor area of the building, which is not the intent of the building code. In fact, this problem has been addressed in the newest version of the ASCE Minimum Design Loads for Buildings and Other Structures. Per ASCE 7-05 Section 12.3.4.2.b the redundancy factor equals 1.0 for this building (see additional calculations, Page A-1). Also note that the calculated design base shear for this building is the same whether determined by ASCE 7-02 or ASCE 7-05. 6. All T beam analyses have been performed using an effective flange width per ACI 318-02 Section 8.10. For example, see calculations on page B-2, section 2.1.3where the effective flange width is determined.. 11314151, 7. See additional calculations on page A-2, which includes the vertical component of • liseismt load per ASCE 7-02 section 9.5.2.7. These calculations also include the extra pile : rovide&� at the mid -span of each shear wall (except SW -7 at Garage B). These new cal d Q maximum compressive and tensile pile forces are less than the forces previous . ed in " Ed 6•P 72• � LMooll 413 PINE STREET • SUITE 300. SEATTLE.WA 98101 • P. 0460,, • F. 2061 /, 1 Philip Brazil 2 April 11, 2006 calculations dated 3-2-06 to design piles. In calculations dated 3-2-06 on page P-7 the computed maximum pile forces had been determined assuming only (4) piles under each shear wall. No changes to drawings are required. 8. The slab on grade has been designed as a rigid structural diaphragm to distribute the base shear to all piles. Slab on grade reinforcement has been revised to meet the requirements of ACI 318-02 Section 21.9.5. See plan note 1 on S2.0A of full permit documents. 9. All piles are assumed to be fixed to grade beams or pile caps, and the slab -on -grade has been designed as a rigid diaphragm. Since all piles have the same load -displacement relationship based on the referenced geotechnical report, load is distributed evenly to all piles. However, since piles under shear walls will be subject to combined tension and bending, these piles have more longitudinal reinforcement and the ultimate moment capacity will be approximately 33% higher than the ultimate moment capacity of piles under columns (see pages P-21 and P-27). Therefore, the average pile lateral load has been increased 33% for pile design at shear walls only. The statement on page P-16 of calculations dated 3-2-2006 should actually read, "Piles under shear walls are designed for an increased force do to larger relative strength than piles under gravity columns." The tie beams and grade beams act as drag struts to transfer the load through the diaphragm and into the pile. 10. For ramp wall design, see additional calculations, pages A-3 thru A-6. 11. See notes 1 and 2 on S3.6 for information regarding footing dowels for shear walls. Vertical 12. No comments. Lateral 13. Column loads are provided for the design of piles only. Column design will be included in the full permit submittal 14. See column design calculations included in full permit submittaL Section 21.4.4.5 applies to columns supporting reactions from discontinued stiff members, such as walls. Columns in shear walls are not used as boundary elements and are ignored in shear wall design calculations. There is no requirement to extend transverse reinforcement of the gravity columns into footings or pile caps. Sincerely, COUGHLIN PORTER LUNDEEN, INC. Okoe,b' Tim Mealy, P.E. EXPIRES 7/25/07 Reid iddleton April 4, 2006 File No. 262006.005/00201 Mr. Bob Benedicto, Building Official City of Tukwila, Department of Community Development 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review — First Submittal Westfield Southcenter Garage -A (D06-072) Dear Mr. Benedicto: iejig 4-7-06 ReCeveo %PR_ o s zoos UNIry Mr We reviewed the proposed project for compliance with the structural provisions of the 2003 International Building Code (IBC) as amended and adopted by the state of Washington and the city of Tukwila. The permit applicant should address the comments below. Note that the "WSxx" code references are to Washington State Amendments of the applicable code. General Responses to the review comments below should be made in an itemized letter form. We recommend the permit applicant have the geotechnical engineer and structural engineer respond and resubmit two sets of the revised structural drawings and one copy of the supplemental structural calculations. All information should be submitted directly to Reid Middleton, Inc. Geotechnical 1. Special inspections by the geotechnical engineer should be provided as recommended in the geotechnical report by PanGEO, dated February 9, 2006. See IBC Sections 1704.7 and 1802. The following is a summary: a. Site excavation and grading. b. Installation of auger -cast concrete piles. c. Verification of auger -cast concrete pile capacities. d. Placement of structural fill and soil compaction at the slab -on -grade floors. e. Placement and compaction of grade beam and pile cap backfill. Engineers Planners Surveyors Washington Oregon Alaska Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741-3800 Fax: 425 741-3900 Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005/00201 Page 2 2. The geotechnical report recommends design values for passive lateral earth pressure grade beams and pile caps (see page 4). It is not clear from the report whether these values include a factor of safety. A letter should be submitted recommending factors of safety for their use in the structural design. See IBC Section 1806.1 Architectural 1. No comments. Structural General 1. Structural special inspections by qualified special inspectors should be provided. See IBC Sections 1704 and 1707. The following is a summary: a. Construction of augered uncased (augercast) concrete piles: Continuous, see also Section 1704.8. b. Concrete placement at concrete construction: Continuous, see also Section 1704.4. c. Reinforcement at concrete construction: Periodic, see also Section 1704.4. 2. The floor live load design data in Section #2 of the structural notes on design loading criteria, Sheet S1.1, should be revised by also specifying for each uniform design load whether it is reducible (or nonreducible). See IBC Sections 1603.1.1 and 1607.9 and Table 1607.1. 3. The snow load design data in Section #2 of the structural notes on design loading criteria, Sheet S1.1, should be revised by also specifying the ground snow load (P5), flat -roof snow load (Pf), snow exposure factor (Ce) and thermal factor (Ct). See IBC Section 1603.1.3. 4. The earthquake load design data in Section #2 of the structural notes on design loading criteria, Sheet S1.1, should be revised by also specifying the design base shear, seismic response coefficient (Cs), and analysis procedure used. See IBC Section 1603.1.5. Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005100201 Page 3 Foundation 5. On page S-4 of the calculations a redundancy factor of 1.5 is specified. It does not appear that a redundancy factor of 1.5 has been used in any of the foundation calculations. For example, on page P-7 of the calculations, it appears that no redundancy factor is applied when determining the pile loads. An additional example of this is on P-16 of the calculations when determining the pile shears. Please clarify the intended redundancy factor and provide substantiating data if a redundancy factor of less than 1.5 is used in the design. If the intent is to use a redundancy factor of 1.5, the foundation calculations should be revised to take this into account and resubmitted for review. The structural design may need to be changed. Please verify. 6. In the calculations for the design of the pile caps, the slab -on -grade appears to act as the top flange for the T -beam analysis. Typically a flange width of 120 inches is used. This exceeds the effective flange width as defined by ACI 318-02 Section 8.10. Please clarify the intended flange width, revise the calculations as needed and resubmit them for review. The structural design may need to be changed. Please verify. 7. On page P-7 of the calculations the maximum pile compressive loads do not appear to include the vertical component of the earthquake load as defined in ASCE 7-02 Section 9.5.2.7. The calculations should be revised to include the additional loading as defined in this section. The structural design may need to be changed. Please verify. 8. On page P-16 of the calculations, the total base shear of the building is divided by the total number of piles to attain an average pile load. On page P-4 of the calculation, it appears that some of the load is being transferred from the shear wall pile cap into the slab -on -grade. Is the design intent that the slab -on -grade will act as a structural diaphragm to transfer lateral load to the interior piles? If this is the case, the reinforcement ratio of the slab should be adjusted to comply with ACI 318-02 Section 21.9.5. Please clarify the intended load transfer mechanism and revise the drawings as needed. 9. The relative stiffness of the piles attached to the pile caps may be greater than the piles attached to the tie beams, which will result in additional load in the piles attached to the pile caps. On page P-16 of the calculations, some additional load is assigned to the piles under the shear walls, but it appears that the piles attached to the cap are designed for the average pile lateral load. It is unclear Reid iddleton Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005/00201 Page 4 how the additional load to the piles under the shear walls was determined. The distribution of lateral load to the foundation should be based on the relative stiffness of the piles. Substantiating data should be submitted determining the distribution of lateral loads based on relative stiffness and clarifying whether drag struts are required at these locations. The structural design may need to be changed. Please verify. 10. We are unable to find information pertaining to the design of the ramp walls shown in Detail 10/S3.5. Please provide substantiating data for the design of the wall elements. 11. On Sheet S3.6 at the elevation for shear wall #3, there is a note providing instruction for doweling at the column locations but no information is provided for the doweling associated with the wall. The required wall doweling should be specified for review. Vertical 12. No comments. Lateral 13. Transverse reinforcement complying with Section 21.11.3 of ACI 318-02 is required in the concrete columns unless moments induced in the columns due to design displacements are explicitly evaluated (checked). An evaluation does not appear to be included in the calculations. Based on the column elevations and details, Sheet S3.9, it does not appear that a design complying with Section 21.11.3 is specified. Substantiating data should be submitted determining the moments due to design displacements and their effects on the capacities of the columns. The design of the concrete columns should be revised as required. See IBC Sections 1901.2 and 1910.5.2, and Section 21.11.1 of ACI 318-02. 14. The concrete column elevations and details, Sheet 53.9, may need to be revised. The transverse reinforcement is required to continue at least 12 inches into the pile caps unless induced moments and shears under design displacements are evaluated and determined to be less than design strengths (see also comment above). It does not appear, however, that the transverse reinforcement extends into the pile caps. An alternative would be to extend the transverse reinforcement as noted above. See IBC Sections 1901.2 and 1910.5.2, and Sections 21.11.1, 21.11.3 and 21.4.4.5 of ACI 318-02. Note that Section 21.4.4.5 does not explicitly reference pile caps but the references to footings and Reid iddieton Mr. Bob Benedicto, Building Official City of Tukwila April 4, 2006 File No. 262006.005/00201 Page 5 mats are contained in what is effectively an exception to the requirement for extension of the transverse reinforcement for the development length of the largest Longitudinal bar in the column at the point of termination. Corrections and comments made during the review process do not relieve the permit applicant or the designers from compliance with code requirements, conditions of approval, and permit requirements; nor are the designers relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This review is for general compliance with the International Building Code as it relates to the project. If you have any questions or need additional clarification, please contact us. Sincerely, Reid •ddleton, In Phili.: razil, P.E., S.E. Senior Engineer cc: Corbin Hamme Design Engineer Martin O'Leary, JTM Construction (by surface mail) James Coughlin, CPL (by surface mail) dop adoc1261planrevwltukwila1061t002r I .doclprb Reid iddleton March 7, 2006 City of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 RE: Structural Review Westfield Shoppingtown Southcenter — Parking Garage `A'— D06-072 633 Southcenter Mall, Tukwila Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 2003 International Building Code. If you should have any questions, please feel free to contact me at (206)431-3672. Sinerely, Brenda Holt, Permit Coordinator encl xc: Permit File No. D06-072 Q:1Documents\Structural Consultant1D06-072 • structural rcview.DOC Page 1 of 1 bh 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP 1 ACTIVITY NUMBER: 006-072 DATE: 04-26-06 PROJECT NAME: WESTFIELD PKG GARAGE A (FOUNDATION) SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal X Response to Incomplete Letter # 1 X Response to Correction Letter # 1 Revision # After Permit Issued D ARTMENTS: #2,0 �iTdin'g ivision Fire Prevention Public W rks eit41 40 Structural Planning Division ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE: 04-27-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire ❑ Ping 0 PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: E APPROVALS OR CORRECTIONS: DUE DATE: 05-25-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW ❑ Staff Initials: Documents/routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D06-072 DATE: 04-14-06 PROJECT NAME: WESTFIELD - PKG GARAGE A (FOUNDATION ONLY) SITE ADDRESS: 633 SOUTHCENTER MALL Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works 4- tb-oco Fire Prevention Structural cA 15 AI 4- P anning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete I' Comments: DUE DATE: 04-18-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 0i4 CI, Departments determined incomplete: Bldg Fire 0 Ping l] PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUESITHURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05-16-06 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: Documenls/rouIin$ slip.doc 2-28-02 ?EMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D06-072 DATE: 03-06-06 PROJECT NAME: WESTFIELD - PKG GARAGE A (FOUNDATION ONLY) SITE ADDRESS: 633 SOUTHCENTER MALL X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DI��~QP�A/�RT��MjjE��{N��TS� *�uj� BG�Tdi`ng Division 115E Public Works i- f1&(' DETERMINATION OF COMPLETENESS: (Tues., Thurs.) 511 Fire Prevention Str�c ral � 4_24..00 Complete Comments: Incomplete El /1/16li dew ea(' «( Planning Division Permit Coordinator DUE DATE: 03-07-06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ LETTER OF COMPLETENESS MAILED: Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROU ING: Please Route REVIEWER'S INITIALS: Structural Review Required No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Approved with Conditions El DUE DATE: 04-04-0] Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: /2-'4N Departments issued corrections: Bldg Fire ❑ PIng, PW Staff Initials: Dotumentslrouting slip.doc 2-28-02 City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http:/lwww.ci.tukwila.wa.us Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc Date: -04(.24. -OCp Plan Check/Permit Number: D06-072 ® Response to Incomplete Letter # 1 to Correction Letter #1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner iCRY tirikiviro APR 2 6 2006 PERMIT CENTER Project Name: Westfield — Parking Garage A (Foundation Only) Project Address: Contact Person: 633 Southcenter Mall Martin O'Leary Phone Number: Z p • 5 Summary of Revision: �- SLEAktv4 �, Sheet Number(s): a* 1.01 1 "Cloud" or highlight all areas of revisioh including date of revision Received at the City of Tukwila Permit Center by: ‘4,,, Entered in Permits Plus on 0,1 -tic 60) lapplicationslforms-applications on linelrevision submittal Created: 8-13-2004 Revised: City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 'A1ekvAo Plan Check/Permit Number: D06-072 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner OtStiove CM op yvicwu APR i j' 2096 PERAa COMER Project Name: Westfield — Parking Garage A (Foundation Only) Project Address: 633 Southcenter Mall Contact Person: Martin O'Leary Phone Number: 1'Q J 42 Summary of Revision: S;�daG-� I/enve AA , isk 310 b Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center bylAibik Entered in Permits Plus on ( 4 I(t ' "Amp V .N.-44ret„ lapplicationslforms-applications on linelrevision submittal Created: 8-13-2004 Revised: DEPARTMENT OF LABOR AND IND' TSTRIES REGISTERED AS PROVIDED BYLAW AS CONST CONT GENERAL REGIST.: # .::DATE'::`'' C.01:' JTMCOC*9S IBC, .,0104/2007'- EN`FECTIVE DATE' .,:.w.;.,:.,,01/0°3/200'5" J T M CONSTRUCT ON METROPOLITAN PARK EAST 173.0, MINOR AVE -STE1120 SEATTLE 'WA 98101 Detach And Display Certificate tvtify_t =G'.3 009 `° :.1. 1.; Look Up a Contractor, Electrician or Plumber License Detail Page 1 of 2 Washington State Department of Labor and Industries GeneraUSpecialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. License Information License ITMCOC*95 IBC Licensee Name I T M CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 600170606 Ind. Ins. Account Id OWNER Business Type INDIVIDUAL Address 1 METROPOLITAN PARK EAST Address 2 1730 MINOR AVE STE 1120 City SEATTLE County KING State WA Zip 98101 Phone 2065874000 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 1/3/2005 Expiration Date 1/3/2007 Suspend Date Separation Date Parent Company FISHER & SONS INC Previous License Next License Associated License Business Owner Information Name Role Effective Date Expiration Date FISHER, CHAD OWNER. 01/03/2005 Bond Amount BERGLIN, BRUCE OWNER 01/03/2005 WOODMANSEE, MICHAEL OWNER 01/03/2005 Bond Information Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date TRAVELERS CAS & STY https://fortress.wa.gov/lni/bbip/printer.aspx?License=JTMCOC*951BC 05/12/2006