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2525 EL CAMINO REAL; STRUCT; CBC2017-0040; Permit
Thornton Tomasett! Building Solutions Project The Shoppes at Carlsbad Phase 3.5 Structural Calculations Project No. S16012.00 Prepared For LDA Design Group 3500 West Burbank Blvd. Burbank, CA 91505 T: 818.972.5080 Prepared By Thornton Tomasetti Inc. 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 T: 619.550.5900 January 19, 2017 ROUSEPROPERTIES AC o7OaFO € Thornton Tomasetti TABLE OF CONTENTS Calculations Design Criteria GravityLoading ....................................................................................................................Al-I LateralLoading ..................................................................................................................... A2-I Lateral Design Shear Walls and Foundations ..............................................................................................BI -1 Collectors.............................................................................................................................. B2-1 Miscellaneous Entry#2 Tower .................................................................................................................... Cl-I Appendices Canopy Design (Phase II Calculation) ..............................................................................AAI-I Phase 3.5 Structural Calculations January 19, 2017 1 Project # S16012.00 Thornton Tomasetti Building Solutions Section A Deseign' Criteria Thornton Tbmasefti Building Solutions Al - Gravity Loading Al-1 C Thornton Tomasetti Project The Shoppes at Carlsbad Subject Building Loads Minimum Design Loads CBC 2013 /!BC 2012/ASCE 7-10 I - Level 2- (E) Lease Area Gravity Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. © 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL=ll5psf 125 psf Retail LL = 75 psf 3 - Level 2 - (E) Exterior Entry Gravity Mass 3" NWT Topping Slab 40.0 psf 40.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Cohc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 150psf 160 psf Public LL = 100 psf 5 - Roof - (E) Lease Area Gravity Mass Composite Roof 4.0 psf 4.0 psf 1/2" Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @ 24" oc 5.0 psf 5.0 psf Sti. Beam & Col Framing 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf DL=25psf 30 psf Roof LL = 20 psf Project No. S16012 Date 10/25/2016 By AB Sheet - of Checked By U Drawing No. 2 - Level 2 - (E) Concourse Gravity Mass 2" NWT Topping 25.0 psf 25.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 145 psf 155 psf Public LL = 100 psf 4- Level 2 - (E) Exterior Road Gravity Mass 6" NWT Topping Slab 75.0 psf 75.0 psf 4 1/2" NWT Conc. Slab 56.0 psf 56.0 psf 10"x18" NWT Conc. Jst. @ 40"oc 56.0 psf 56.0 psf NWT Conc. Beams 30.0 psf 30.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 232 psf 242 psf Sidewalk LL = 250 psf 6- Roof - (E) Concourse Gravity Mass Composite Roof 4.0 psf 4.0 psf 1/2' Plywood Sheathing 3.0 psf 3.0 psf 3x14 Rafters @ 24" oc 5.0 psf 5.0 psf StI. Beam & Col Framing 4.0 psf 4.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 13.0 psf 13.0 psf Partition 0.0 psf 5.0 psf Misc. 2.0 psf 2.0 psf DL = 35 psf 40 psf Roof LL = 20 psf AI-2 C Thornton Tomasetti Project The Shoppes at Carlsbad Subject Building Loads Minimum Design Loads CBC 2013/IBC2012/ASCE 7-10 7- Level 2- (N) In-fill Gravity Mass Finish 5.0 psf 5.0 psf 3-1/2" NWC Fill 54.5 psf 54.5 psf 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 82 psf 92 psf Retail LL = 100 psf 9- Level 2- (N) Loading Dock Gravity Mass 7-1/2" (avg) NWC Topping 95.0 psf 95.0 psf 4-1/2" NWC Fill 72.5 psf 72.5 psf 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 190 psf 200 psf Loading Dock LL = 250 psf 11 -Canopy - (N) Typical Gravity Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL = 20 psf 20 psf Roof LL = 20 psf Project No. S16012 Date 10/25/2016 By AB Sheet - of Checked By U Drawing No. 8 - Level 2 - (N) Restaurant Gravity Mass Finish 5.0 psf 5.0 psf 2 1/2" NWT Conc. Slab 32.0 psf 32.0 psf 6"x18" NWT Conc. Jst. @ 36"oc 38.0 psf 38.0 psf NWT Conc. Beams 25.0 psf 25.0 psf NWT Conc. Col's 5.0 psf 5.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 10.0 psf Misc. 3.0 psf 3.0 psf DL= 115 psf 125 psf Dining IL = 100 psf 10 - Roof - (N) Typical Gravity Mass Composite Roof 5.0 psf 5.0 psf 1-1/2", 18 Ga Metal Deck 1.5 psf 1.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Partition 0.0 psf 5.0 psf Misc. 3.0 psf 3.0 psf DL = 27 psf 32 psf Roof LL = 20 psf 12 - Mezzanine Gravity Mass 2-1/2" LWC Fill 32.1 psf 32.1 psf 2", 18 Ga Metal Deck 2.5 psf 2.5 psf Steel Framing 10.0 psf 10.0 psf M.E.P. 4.0 psf 4.0 psf Ceiling 3.0 psf 3.0 psf Misc. 3.0 psf 3.0 psf DL = 55 psf 55 psf Mezzanine LL= 125 psf A1-3 Thornton Tomasetti Building Solutions A2 - Lateral Loading A2-1 Seismic Parameters Seismic Inportance Factor, 1E 1.0 Occupancy Category II Site Class D Seismic Design Category D S5 1.11lg S 0.428g 5D5 0.782g 5D1 0.448g Response Modification Factor, R 5 Lateral System Description Special Reinforced Masonry Shear Wall A2-2 Thornton Tomasetti PROJECT PROJECT NO. S[6 C I Z DATE, ET SAN SHEET of SUBJECT CHECKED BIS DRAWING NO. Ac 1 53q-1 3J?__ 3T2' xTLL 4:4 ,Q. 3?' 5 <2 -'4$ Ve4c1 .. . * oJer4cc 1Ze$' Sc'-'- 1Zr. (n .( •I/3 L 10, . - .Cvrre-'.4 ve,r4 6f c' -4" 0 1< - - — - T - - CF .. C,+f4.3zcoccc __ QO !.. .. .,4 .- .. .................-. - ....................... •,,, ,... _4_kW4 . ~cc , ;q•T, Q)c - .......... °• e..Ie.I J.4 ac,ir.j Le41Ir tiJA(I TYP MASONRY SW REINFORCING Thornton Tomasetti Building Solutions Section B Lateral Design Thornton Tomasetti Building Solutions Bi— Shear Walls and Foundations The ETABS model from Phase 3 was modified to include the full height opening at entry #2. The loading remained the same and the resulting pier forces in the shear wall were compared to those in the original building model. Per CBC chapter 34, where gravity OCR or seismic DCR increased by more than 5% or 10%, respectively, the element required evaluation for the current loading. Where DCR changes did not meet this threshold, no retrofit is required. If a DCR was found to increase beyond what was found in Phase 3 and exceed the limits laid out in chapter 34 of the CBC, the walls were evaluated in this phase. Comparison of Loads on Shear Walls - Renovation vs. Cheesecake Factory Renovation - Model Version: VO.13 and V1.22w/ Spectral Loads and D4 Increase - STORY: Level (Base tou) Rigid - WALL PIER Main Direction Index 0 (KIPS) - (SIPS) Notes NEW MAX Primary % Increase G1.PX-C G1-PX-L3-01 - - Level 2_61•PX-C 1.356 317 30% 10 change from previous phases. - - Level 2_GI-PX-i.3-01 W290 313 23 G1-PY-23-012 G1-PY-2302 8% Gl-PX-J.3-02 veal 2_G1-PX-i.3-02 334 - 26 8% G1-PY-23-01.1 Level 2GZ-PY-23-01.1 702 18 3% Shortened Above 1.2 evel 2_G1-PY-2301;2 356 18 - 5% Y -. Level 2_G1-PY-23-02 283 285 2 1% G2-01A001 G2-DIAG02 G2-DIAG03 G2-DIAG-04 G2.PX-A1 - Level 2_G2-DIAG01 359 335 -24 OK ., evel2_G2-DIAG-02 132 208 76 57% 1 I ,f X Level 2_G2-DIAG-03 97 148 51 53% ? i £.p Y Level 2_G2-OIAG-04 44 48 4 8% (5 K Level 2_02-PX-A.1 451 384 -66 OK 2-PX-A.2-01 X Level 2_02-PX4A.2-01 669 711 42 6% 12-PX-A.2-06 K Level 2_02-PX-A.2-06 352 308 -44 OK ;2-Px-c X Level 2_024X-C 74 76 2 3% G2-PX-N Level 2G2-PX-N 422 409 -13 08 - X - G2-PY-01-01 62-PY01-01_NEW G2-PY01-02 (32-PY-02.5 _Y_ Level G2-PY-01-01 1,202 888 -314 OR - Y_ Level G2-PY-01-01_NEW ((N/A 293 ((N/A ((N/A ONE In Existing Building - V - Level G2PY-01-02 21 35 -6 OK NE Corner Wing Will - V - Level G2-PY-02.S 22 18 -4 OK 62-PY-043 - Y - Level 2_02-PY04.5 - 138 94 -44 OK 62-PY-04-01 62-PV-06 _V Level 2_G2-PY-04-01 192 155 -37 OR - V - Level 2L02-PY-06 366 314 -52 OK - 02-PY-06.7 62-PY-09 G2-PY-13 G2-PY-14.1 - Y - Level Z,.G2-PY06.7 236 272 36 15% No change from previous phases. _Y_ Level2G2-PY.09 157 180 23 15% No change from previous phases. - _Y - Level 2_G2-PY-13 899 1,020 121 13% ro change from precious phases, V Level 202-PY-14.1 301 1 338 1 37 1 12% jNo change from previous phases. S.. Thornton Tomasetti PROJECT SUBJECT CF ''JcJI /-ce..As PROJECT NO. S( (O I Z DATE I I /i 1i BY 'GAhl SHEET J of CHECKED BY DRAWING NO. 114 3 — Up cceS ci :tIAC—O .:. . .................................. ........ .... 1 I j: .IwirenrIL . . x ..: ......... ILA T . . ...................:................. n..,..... . _I38L;,j .1 . .....T S . c 'Ic . .4 kr.. . 04. q re4e - E-TAT35 Li i.i , • ). •1 ' .............. ........... .- (_ ....4..T L '..' .yr.... ,..( . 4o5 . cs.z. I— I • •jt I.' :... C.'. . ........ . E , - Ces ps) :.................................4310 .1114.....I .l.C.1.!S, ....... () — ooc'3 -4......> ,O .... BI-3 fl Concrete Secon S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2- .3lIO,1I .lIUI lcIbU23.6O.Ot*I irn.OJ UI Wc.151144 W1100 III bl13.l71I, 1..31010UI £a312IUI . - 0. 1314 UI -- OullUfl I*PML) 5In1.I3.IUIII PI14IC14mr-O.flr .J. _-H H HEEl IAG-02 . Ibr4II Mr W. 1110 ICI I0V.0.211 RD- RM U43t11.0rn 0IUs.5rII w homton Tomasetti, Inc. . Thornton Tomasetti SN . . . . . . . December 21 • 2016 925 Fort Stockton Drive, Suite 200 442 PM San Diego, CA 92103 Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. • • G2-DIAG02 • - - • • • - Go. IMAM Ca-24Wbrn -( :1l 0 -s. 6 Thornton Tomasetti, Inc. • - • • Thornton Tomasettj- SN January 11 2017 925 Fort Stockton Drive ,'Suite 200 1:28 PM • San Diego, CA .92103 • The Shoppes as Carlsbad ,.-•. Column Footing - Concentric Loading ( Footing F-Il Determine Maximum Soil Values Allowable psf 4500 psf EQ/wind increase 1.333 With EQ/Wind 6000 psf Depth Incr. 0 psf/ft over 1.5 ft Width Incr. 0 psf/ft over 2 ft Max Press. 4500 psf Max with EQ/Wind 6000 psf q arrAftam• •. Tomaetft. PROJECT: 816012 PAGE: BY: SAN DATE: 12/21/2016 ,. Footing Capacity Based on Soil Footing Size B= 6.00 ft 0= 6.00 ft t=.'' 18.00 in Aftg 36.00 ft' equiv square 6.00 ft Add'l embed of TOF 0.5 ft Allow pressure 4500 psf Allow p w/ EQIWind 6000 psf Footing Type Wind/Seismic = 216.00 k Increase to LRFD 1.7 q, 1.7q0.L = 10.20 ksf dr cover = 3.00 in db= 0.75 in d= 13.88 in Check two-way/punching shear VU 312.16k c1 = column width = 14.00 in C2 = column depth = • 14.00 In b0 = • 111.50 in = • 3000 psi OCR = 1.08 = 0.85(4fc05)bod = 288.10 k <Vu N.G. Check one-way shear 77.14k b = 6.00 ft DCR = 0.83 Wn = 0.85(2?0 )b.d = 93.02 k >Vu O.K. Check flexure: 6 -#6 bars at bottom E.W: As = 2.64 In a= 0.86 in MU = 178.71 k-ft OCR = 159.71 k-ft fl. Mn <Mu . P= 0.0026 . 0.0018 I Rectangular footing with concentric axial load 2.F=60ksi • • • . • . . 3. Punching shear capacity V = 4f °5b0d per UBC section 1911.12.2.1. floe' L.es.#e_ (_.c L Z. -3zakr Footing Concentric Load.xls Printed on 1212112015. Thornton Tomasetti PROJECT PROJECT NO. DATE C SUBJECT BY SHEET of CHECKED BY DRAWING NO. BI-7 Thornton Tomasetti PROJECT (J SUBJECT ('Fr IJJ4R .(po);4 LoJ. PROJECT NO. S (GO I Z DATE 11113-11r.,- BY AN SHEET of CHECKED BY DRAWING NO. 0 J Li Shear Moment 1 100+30 0 L SpedC-Em Spe-Eor SpecX-Ecc SpeCY-Ecc V M 46.108 12.591 266.3995 72.3177 50 288 46 12 67.7921 22.825 399.2581 225.7864 75 437 65 13 W1111 6.495 70.4431 32.5235 16 80 19 3 (1.240.2Sca)D (0.90.2S)D 0.51 62.4 34.2 6 88.2 48.3 6.5 25.8 14.1 1.5 PierA Pier B Pier C 62.DiAG.03 Pier Forces V_Old = Model v243 (Pre-Cheesecake Retrofit) V_New = Model vl.18 (Cheesecake Retrofit) c__.= I 11-\ 3 Ac o Lcec $ n [V_Oid V_New AV M--Old I M_New I AM v_o!dl V_New IN M_91d I M_New J AM VOId IV New I AV I M_Oid I M_NewT AM I AV [ AM 17.7 -1 33.3 -156 .97.7 2962 . 98.5 I 163 31174-14.4 89.9 181.0 [91.1 14.9128.1 23.3 82.1 165.8 83.7 13.6 98.5 24.8 J 52.3 27.4 . 141.0 307.9 168.9 j 22.8 1 482 1 - 25.3 1 129.6 1 283.8 1 254.2 1 208 44.1 1 23.3 1 118.3 1 259.6 1 141.3 I 27.4 156.9 • 6.1 26.0 1 56.9-.30.9J 4.7 1 10.4 I 5.7 23.8 1 52.3 1 28.5 1 43 1_ 5.2 I 21.7 1 47.7 1 26.0 1 6.1 1 30.9 iotY I Cn..V IN M_Old M_New AM V.Old V_New AV M_d M_NeW AM VOld VNew AV MOid MNew) AM lay AM M2.5 2L2 -0.2. 23.5 17.2 2.7 3.6 4.3 0.7 21.7 29.3 7.6 4.7 6.3 1.6 41.4 ) 23.5 1.6 23.5 2.3 30.7 45.0 14.3 7.1 2.1.1 4.0 39.7 64.2 24.5 8.7 14.4 S.L 48.8 83.3 34.5 1 5.7 34.5 1.4 7.0 23.9 1 6.9 I 1.8 3.5 I 1.7 8.7 1 17.6 8.9 1 2.1 1 4.2 1 2.2 10.4 22.2 ) 10.8 J 2.2 20.8 DI.r Cnrr. frnm MII 1I ( Shear Moment jSpecX-Ecc SpecY-Ecc lsPe-Ecc SpecY-Ecc [ 30.529 10.9971 167.9416 58.8647 [40.364 17.1221 232.3651 91.2629 7.84 4.3j 39.5288 22.7176 0.782 Pta. frnm MndI ..I5 LA Pier A Pier B Pier C Pier A Pier B Pier 8 Pier A Pier B Pier C Shear Moment 100+30 0 Spe SpecY-Ecc V M 49.521 14.807 288.9109 85.9655 54 315 46 E 71.207 rOW=SpecY-Ecc 25.59P 428.0733 145.0895 79 472 65 12.868 6.346 65.1647 31.9382 15 75 19 (1.240.2'Sm)D (0.90.2Sm)D 0.51. 62.4 34.2 6 88.2 48.3 6.5 25.8 14.1 1.5 Pier A Pier B Pier C 624HAG.03 Pier Farces V_Old c Model vl.13 (Pre-Cheesecake Retrofit) V_New = Model vl.22 (Entry 82 Retrofit) c....v I .5 Aro-# Loc. Cn...V2 AVJi MOId MNew.'. V?Old .V!..AV.....M_0ld.::MNew:[ _AM .VOld. .VNew. AV .M_old MNew AM. AV AM W1036 . 7 18.0fii 97.7i' 218.7. .121.0i .i16.31 33.8. 201.6 '.L111.7 . 82.1.. .830.83t? 1410 336.7.- 195.7 22.8 '5•3.' :28.5. 184.5 129.6,J2 310.2 180.5 .:20.8 .: i4.9....31.0;.:16.1.: 46.9. :26:1. .118.3 2B3.6 165.3 I 30.8 1 195.7 ti5.0 516: 25.6' ;94 . 23.8 (•-•474 23.6 . 4.3 8.5 . 4.2. 21.7. 43.2 U.S.25.6 c.ry Cn.V I V_New AV I M_Old M_New AM V_Old I V_New J AV I M_Old I M_New I AM I %L-Old I V_New I AV I M_01d I M_New I AM I - AV I AM 2.5 4.0 1.5 15.5 27.9 12.4 3.6 6.3 ] 2.7 21.7 41.5 19.7 4.7 8.5 3.8 I 27.5 1 55.0 27.1 3.8 27.1 5.5 10.2 4.7 30.7 60.4 29.7 7.1. 13.7 J 6.6 39.7 81.51 41.8 8.7 17.2 8.5 T 488 102.6 53.8 8.5 53.8 1.4 2.8 1.4 1 7.0 13.9 1 6.9 1.8 3.4J 1.6 1 8.7 1 17.3 1 8.6 2.1 4.1 2.0 J 30.4 ] 20.6 10.2 2.0 10.2 Shear I Moment SpecX-Ecc Spe-Ecc SpedC-Ecc SpecY-Ecc 30.529 10.9971 167.9416 58.8647 40.364 17.122 232.3651 91.2629 7.84 4.335 39.5188 21.7176 S'. 0.782 Plc, rrc frcm Mncl vI4 A Pier A Pier B Pier C Pier A Pier B Pier B Pier A Pier B Pier C 17'fsi OI' 'M Y w 0 Concrete Section S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014by S-FRAME Software Inc. G2-DIAG-03 Pier A b'(p1UIv.ItlO UI 'UIMIbI.fl.IO UI ,lZIMvm$3-WU1 W.-I51.cI WI-II.plt PmUPItC.O2 MO -0.731. Ia O! 1 3321 UI 51 211 UI c4II.IUbfl SIId.231UI11 z,1.c.va,-ojsr Pu.lC.vI..oj3r hISS 10.rv.i, ISO tLItE7. II wmr Ybir. 0.0 Ii A@- 151.01gM. fl" 11" .I26I6Th4 AIICI7(Y)-051.7IgM. A).01&TIqM. E_wnQ .II 5421614 512111 J511A133A5 11.51351gM. ACISII-Il 55fl4211 I b'-y .4060.714 I z) 06111114 1ImIl0IiIlI.UW.II AUO).212T,qM. 574 All 3.11&7Iq11. JI.21246114 Tomasetti, Inc. Thornton Tomasetti November 16, 2016 925 Fort Stockton Drive, Suite 200 6:23 PM San Diego, CA 92103 Concrete Section S-CONCRETE Version 11.1 Job #A123 45 © Copyright 1995-2014 by S-FRAME Software Inc. . . . G2-DIAG-03 Pier A (PH 351 ol13 . e,iz.WOtV - . - . . 2 FA PWtmll (:.2Its1 . . . . . au 1 • • . . . - - . IC,-O.75' • . . . . . W21 OiO Y&t.00iI Ag•eLOi,. • . . . . . - - - 1Vy.54J OVAZ.0283 wi.ee&vi; . S J.?4C64 • ______________ ADOI$II. CIIMlSruCa - S tcs Is (34) -29W ka ~Tml~mtx no 9001FM U9 - 3110 rn - Js.21&14 _________ S ________ NThomton Tomaselli, Inc. Thornton Tomaselli • SN • January 11, 2017 925 Fort Stockton Drive, Suite 200 .- S • .....• 2:43 PM - :- • • San Diego, CA 92103 Concrete ,,suJOfl S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2-DIAG-03 Pier B Ii,o,wu,. l.S,$0 0,0Ml,n 'Sir-un A1535.OIVI. V .50550 iii V 04).WSSOI'4 .50O.0002l. g. 5350304 .0,1*132.15 At.%00,31L Aa316.1153ardi05 ).5l55nn4 , Cr4 Sim TVGDUMlblnlMIAL A,i(r).150.01521. Oil LII 60.&0i ISA 41. 3501904 Tomasetti, Inc. Thornton Tomasetti November 16, 2016 925 Fort Stockton Drive, Suite 200 6:25 PM San Diego, CA 92103 VZ•OD - V,y.7I jCVr.OJO SCV .0321. O BDTtI,-- Lit Dun. to33jrfl Concrete Section S-CONCRETE Version 111 Job #A123 45 © Copyright 1995-2014 by S-FRAME Software Inc G-2DIAG-03 Pier B- (PH 3.5 F(ZIITfZ) £aOUi VII•5OIIf - - .7Ifl - - . UQ I wJ L. I - --- - - ---- - --- - - -. -. APMPSWL 372il ADum AS1Ier).O!t1. 1xI - Iccir.c ibSAl15- AI I.c'3I8.ue .Y15OJM I I z-05Iecwrl I mama zI!gtIn A&hII. 1511 L AUm&o.o.k CP January 11, 2017 2:44 PM Thornton Tomasetti 925 Fort Stockton Drive, Suite 200'. San Diego, CA 92103 = V2ZI0VtiZ -0341 059.0 olql). Asy00r1001). 10010 I0I..I41 1100091130 lOt, .213.055 0119.43(059 Al 91W00131115.5I. RhOMWO.12%aima Ybir. 00 0 22055001. ç 03.21910Ii4 01 t34)•22300114 ASNWM-VON&b. AIIIelfP.2Th.OIQ5. - ME Jg. 0030.101 IU015CUOII J101A123.43 Al. 320.015* AC1315412lourd I 01.0.5191004 I 1042.3150.001 11.I10ol1buI.U4I AU Ce). 310.015.21. OIl Au 9.27A5IQ2L E0.r.3&r1 I1..ZII% ( fl Concrete ..ii0fl S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2-DIAG-03 Column IC 200 509 5030.213903 lrc17af. ISO Tomasetti, Inc. Thornton Tomasetti November 16.2016 925 Fort Stockton Drive, Suite 200 8:52 PM San Diego, CA 92103 34313 38373141 - R14.ai5 -3' wD0 Vliy AD 3313 .3lZIOVI73.#32D - I Avza593o37.orn23ln1 - 31935 0t397 wa I. 91r313110.03 - RJ1373t1% 823737. 37 - Y3i?.Dfl 37)42394314 A$lw(Y). 275.03331. - - 3133737tZ). U5.D37l. I-I• DI igM4fli. DI*IU10 3132O.D15.fl. *37318113711949 31(3432720.0114 TW194lT3ff2U3L IML Ale (97.2 Diqii 573 A3IZ).275.*l5.lt 33838334011 S-CONCRETE Version 11.1 © Copyright 1995-2014.by S-FRAME Software Inc. .3737311 I9M1).37oW 373.12331? 37314113 341002 WO.75fl - £. 4237W 03.1737W G2-DIAGr03Colurnn (PH 3.5 .- S11l.52.3tI3 C21?V1Y.L50 Thornton Tomasettl January 11, 2017 925 Fort Stockton Drive, Suite 200 2:45 PM San Diego, CA 92103 n Columns at Cheesecake Factory Retrofit • 0.65 c_u. 60 ksl 60 ksi ar 1.5 In Reinforcing lies Loca Loci Floors Strength p h in x b JAS pA, Bar Sh]010 Ino. lArea/IQuant A p P.. >Agfc/10? Tie Size Die Area/Bar hx jSpadng A. Bars Rapid A.je Bars Reqd Spacing lin ksi In lire if? In In2 In in2 % kip no. In in2 in In In2 Nln n In2 n Col I 512%E58 x lot 580 11.61 8]_92 0.79 18 2.45% 1694 See 21.13.4.3 5 063 0.31 5.4 4 385 2.79 9 0.35 2 6 Col J 5%[!0 x pJ__300 6 71 0.88 0.60 12 7.? 2.40l 87? See 21.13.4.3 5 0.63 0.31 7.5 4 189 1.59 6 0.41 2 5.25 Col B J 5 2% 3 iC' 330 6.61_71 0.88 0.60 12 7.212.18% 938 See 21.13.4.3 5 0.63 0.31 73 4 210 1.71 6 0.40 _2 5.25 'S2-DiAG03 5 2%130 x 10 300 6 I 0.88 0.60 12 7.2 2.40% 872 See 21.13.4.3 5 0.63 0.31 83 4 189 iSP 6 0.41 2 5.25 11 - - on •astc ounuadon ENERCALC, 01111983-21115, Build-.&1&7.30, Ver6.16.17-311 I IqrfijS Ih!'II'I'I'IsIW iI1[*llI*K5fliTiTJiannIOI.lMl(fllTh, Description: Cont Wall Ftg at Wall G2.DIAG.03 CODE REFERENES: Calculations perACl 31841, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Materill Propèrtiei : ft 112 = 4.0 ksi Phi Values Flexure: .0.90 fr= fc 750 = 474.142 PSI Shear: 0.750 41 Density = 150.0 pd p., = 0.850 I • XLtWtFactor 1.0 Elastic Modulus = 3,605.0ksl Soil Subgrade Modulus = 130.0 psl/(lnch deflection) Load Combination ASCE 7-10 fy Main Rebar = 600 ksi Fy Stirrups = 400 ksi E - Main Reber = 29,090.0 ksi E - Stirrups 29,000.0 ksl Stirrup Bar Size # = # 4 Numberof Resisting Legs Per Stirrup Bean Is supported on an elastic fóuñdatlôn. 0(6 .42A2.4-52) D(8-1125 125,L(1 625 1:25) F25 4425)F-00-10) Cross:Sc(Ion&RelnforclngDetalls.. Rectangular Section, Width =36.0 in, Height = 24.0 in .. S Span #1 ReinforcIng.... 445 at 3.0 In from Bottom, from 0.0 to 33.0 ft in this span 445 at 3.0 in from Top, from 0.0 to 33.0 It in this span ApIled LâilI - - I Service loads entered Load Factors will be applied for calculations Beam self weight calculated and added to loads' Load for Span Number I Varying Uniform Load: D(S,E) = 6.90-4.90, L(S,E) = 1.80->1.80, E(S,E) = -42.520->42.520 lc!ft, Extent = 0.0—>> 6.670 ft.. TO Width =1.0 ft. (Pier A) VaryingUniform Load: D(S,E) = 8.125-8.125, L(S,E) = 1.625->1.625, E(S,E) = •44.250->44.250 kilt, Extent = 13.0 ->' 21.0 ft. Trib Width = 1.0 ft, (Pier B) Varying Uniform Load: D(S,E) = 6.330-4330, L(S,E) = 1.0->1.0, E(S,E) = -50.0->50.0 kilt, Extent = 30.0—>> 33.0 ft, 1db Width = 1.0ft, (Pier Clcolumn) 'DESIGN SUMMARY - F''1Li11 Maximum Bending Stress Ratio • 0.532:1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu: Applied -67.581 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi: Allowable 127.136 k-ft Max Downward Total Deflection 0.153 in Load Combination +1.356D.0.50L.20S-1.0E Max Upward Total Deflection 0.000 in Location of maximum on span 8.541 ft Span 8 where maximum occurs Span #1' Maximum Soil PreSsure = 2.857 ksf at 0.00 ft "7fl ( ) Entire Beam Span Length: Vu <PhiV2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Comlblnidony"~ . . . Load Combination Locadon (ft) Bending Stress Results (k-fl) Segment Length Span 8 In Span Mu: Max PhiMna Stress Ratio MAXimum BENDING Envelope . . . .Span#1 1 . 32.812 -1.82. 121.14 0.01 . B1-18 +1.40D+1.60K Span #1 1 32.612 -0.37 127.14 0.00 Bu Beam on Elastic Foundation File= IABS_-1.SQIJ%.ELASTH.Ec5 ENER L INC. I I983 015, iid&15.7.30.Vec6.1&1231 Description: Cant Wall Fig at Wall Load Combination Location Bending Stress Results (k-It) Segment Length Span # in Span Mu: Max PhrMnx Stress Ratio +1.20D.O.5QLr+1.60L+1.60H Span #1 1 32.612 -0.39 127.14 0.00 +1.20D+1.60L.0.509+1.60H Span #1 1 32.612 -0.39 127.14 0.00 +1.20D+1.6OLr40.501,+1.60H Span #1 1 32.612 .0.34 127.14 0.00 +1.20D+1.6QLr4O.50W+1.6QH Span #1 1 32.612 -0.32 127.14 0.00 +1.2QD40.50L+1.605+1.60H Span #1 1 32.612 -0.34 127.14 0.00 +1.2OD+1.505.50W+1.60H Span #1 1 32.612 .0.32 127.14 0.00 +1.20.5OLr4O.50L-.W+1.6OH Span #1 1 32.612 -0.34 127.14 0.00 +1.20D().50L4.5OS4W+1.6OH Span #1 1 32.612 -0.34 127.14 0.00 +1.3561340.501_-.0.205.E+1.60H Span #1 1 32.612 -1.62 127.14 0.01 +1.3560.0.50L40.205-1.OE+1.60H Span #1 1 32.224 0.89 127.14 0.01 90.90D4W40.90H Span #1 1 32.612 -0.24 127.14 0.00 40.743604E40.90H Span #1 1 32.612 -1.43 127.14 0.01 40.74360-1.OE40.90H Span #1 1 17.082 24.03 127.14 0.19 Overall Maximum Deflections. Unfactored Loads '-' Load Combination Span Max. - Dell Location in Span Load Combination Il. Dell Location In Span Span 1 1 0.1526 0.000 0.0000 0.000 Detailed Shear information Span Distance d' Vu (k) Mu dVWMu PhiVc Comment PhrVs Spacing (in) Load Combination Number (It) (In) Actual Design (k-It) (k) (k) Reqd Suggest +1.20D+1.60L40.50S+1.60H 1 0.00 21.00 2.08 2.08 0.00 1.00 72.78 Vu' PhiVcl2 Not Reqd 0.00 0.00 +1.356D4ft5OL4020Si.OE+1 1 0.39 21.00 1.63 1.63 1.13 1.00 72.78 Vu' PhIVd2 NotReqd 0.00 0.00 +1.356040.501.40.2084.0E+1 1 0.78 21.00 1.19 1.19 2.41 1.00 72.78 Vu <PhiVd2 Not Reqd 0.00 0.00 40.7436D-t0E40.901l 1 1.16 21.00 0.71 071 3.39 1.00 72.78 VucPhiVeJ2 NotReqd 0.00 0.00 +1.356D0.50L40.2OS.E+1.64 1 1.55 21.00 424 124 2.04 1.00 72.78 Vu' PhiVc/2 NotReqd 0.00 0.00 +1.356D0.50L40.20S4E+1.61 1 1.94 21.00 -2.10 2.10 1.79 1.00 72.78 Vu' PhlVcs'2 NotReqd 0.00 0.00 +1.35613.501,40.2054E+1.61 1 2.33 21.00 -3.00 3.00 1.20 1.00 72.78 Vu 'PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L-'0.20S.E+1.61 1 2.72 21.00 -3.93 3.93 0.26 1.00 72.78 Vu' PhiVcI2 Not Reqd 0.00 0.00 -'-1.356D.50L40.2054E+1.6i 1 3.11 21.00 4.91 4.91 1.04 1.00 72.78 Vu<RIM NotReqd 0.00 0.00 +1.358D.0.50L.0.20S.E+1.61 1 3.49 21.00 -5.92 592 2.71 1.00 72.78 Vu'PhlVcI2 NotReqd 0.00 0.00 +1.356040.501,40.205.E+1.61 1 3.88 21.00 -6.97 6.97 4.78 1.00 72.78 Vu' PhiVc!2 NotReqd 0.00 0.00 +1.356D40.50L-.0.205.E+1.61 1 427 21.00 406 8.06 7.26 1.00 72.78 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D.0.50L-0.2OS.E+1.61 1 4.66 21.00 -9.18 9.18 10.16 1.00 72.78 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356040.501,40.205-.E+1.61 1 5.05 21.00 -10.34 10.34 13.50 1.00 72.78 VucPhIVc12 NotReqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 5.44 21.00 41.54 11.54 17.29 1.00 72.78 Vu' PhiVd2 Not Reqd 0.00 0.00 .i-t356D.0.50L..0.208-.E+t61 1 5.82 21.00 42.78 12.78 21.54 1.00 72.78 Vu' PhlVcI2 Not Reqd 0.00 0.00 +1.356040.50L40.2054E+1.61 1 621 21.00 -14.05 14.05 2828 1.00 72.78 Vu'Ph1Vd2 NotReqd 0.00 0.00 +1.356D40.50L-.0.20S#i-1.61 1 6.60 21.00 45.35 15.35 31.50 1.00 72.78 Vu' PhiVcsf2 NotReqd 0.00 0.00 +1.3561340.50L40.2054E+1.61 1 6.99 21.00 -13.42 13.42 37.75 1.00 72.78 Vu 'Phi Vd2 NotReqd 0.00 0.00 +1.356D.iO.50L.0.205..E+1.61 1 7.38 21.00 40.81 10.31 43.03 1.00 72.78 Vu< PhlVc!2 NotReqd 0.00 0.00 ç- 1.356D.0.50L-'0.20S-.E+1.6u 1 7.76 21.00 -8.22 822 47.29 1.00 72.78 Vu' PhiVcI2 NotReqd 0.00 0.00 )'i.3560-.o.5oL.o.2oS..E+1.61 +1.356D40.501.40.2054E+1.61 1 8.15 21.00 -5.66 5.66 50.55 1.00 72.78 Vu 'PhIVcI2 Not Reqd 0.00 0.00 1 8.54 21.00 -3.13 3.13 52.82 1.00 72.78 Vu' PtiIVcI2 Not Reqd 0.00 0.00 +1.35'0.50L.0.205-1.0E+1 1 8.93 21.00 3.43 3.43 67.31 1.00 72.78 Vu'PhiVcI2 NotReqd 0.00 0.00 +1.356D40.501.40.205-1.0E+1 1 9.32 21.00 5.96 5.96 66.05 1.00 72.78 Vu cPhiVd2 NotReqd 0.00 0.00 -i-1.356D4O.5OL..0.2OS1.OE+1 1 9.71 21.00 8.47 8.47 63.80 1.00 72.78 Vu' PhlVd2 NotReqd 4g 0.00 +1.356D40.50L.0.20S--1.OE+1 1 10.09 21.00 10.95 10.95 60.58 1.00 72.78 Vu' PhIVcI2 NotReqd 0.00 0.00 f-S (.Beam on Elastic Foundation Ver.6.16. Description: Cont Wall Fig at Wall G2-DIAG-03 Detailed Shear Information -- - Span Distance d Vu (k) Mu d*VufMu PhiVc Comment PhrVs Spacing (in) Load Combination Number (ft) (In) Actual Design (k-ft) (k) (k) Reqd Suggest +1.356D40.5OL40.20S-1.0E+1 1 10.48 21.00 13.42 13.42 56.40 1.00 72.78 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1.356D40.50L40.208-1.OE+1 1 10.87 21.00 15.87 15.87 51.26 1.00 72.78 Vu <PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 11.26 21.00 18.30 18.30 45.16 1.00 72.78 VucPhiVcI2 NotReqd 0.00 0.00 .i-1.356D.0.50L..0.20S-1.OE+1 1 11.65 21.00 20.72 20.72 38.13 1.00 72.78 Vu <PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.205-1.QE+1 1 12.04 21.00 23.12 23.12 30.15 1.00 72.78 Vu'PhlVc!2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 12.42 21.00 25.52 25.52 21.24 1.00 72.78 Vu cPhlVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 12.81 21.00 27.90 27.90 11.40 1.00 72.78 VucPhiVci2 NotReqd 0.00 0.00 +1.356D.0.501..0.20S-1.OE+1 1 13.20 21.00 27.91 27.91 1.17 1.00 72.78 Vu < PhIVd2 NotReqd 0.00 0.00 +1.3561340.501-40.20S-1.OE+1 1 13.59 21.00 25.67 25.67 7.59 1.00 72.78 Vu <PhiVcI2 NotReqd 0.00 0.00 +1.356D.0.50L40.20S4.OE+1 1 13.98 21.00 23.43 23.43 15.49 1.00 72.78 Vu<PhiVd2 NotReqd 0.00 0.00 +1.3560.0.50L.0.205-1.OE+1 1 14.36 21.00 21.18 21.18 22.51 1.00 72.78 VucPhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 14.75 21.00 18.91 18.91 28.66 1.00 72.78 Vu' PhiVd2 NotReqd 0.00 0.00 +1.3561340.501,40.205-1.0E+1 1 15.14 21.00 16.63 16.63 33.94 1.00 72.78 Vu 'PhiVcI2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1.OE+1 1 15.53 21.00 14.34 14.34 38.32 1.00 72.78 Vu'PhiVc!2 NotReqd 0.00 0.00 +1.356D.0.50L40.20S-1.OE+1 1 15.92 21.00 12.03 12.03 41.82 1.00 72.78 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D.0.501.40.205-1.OE+1 1 16.31 21.00 9.70 6.70 44.41 1.00 72.78 Vu <PhiVe12 NotReqd 0.00 0.00 +1.356D40.50L40.20S.i.OE+1 1 16.69 21.00 7.35 7.35 46.11 1.00 72.78 Vu' PhlVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20&1.OE+1 1 17.08 21.00 4.99 4.99 46.89 1.00 72.78 Vu' PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 17.47 21.00 2.59 2.59 46.76 1.00 72.78 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.208+E+1.61 1 17.86 21.00 -3.96 3.96 48.08 1.00 72.78 Vu' PhiVd2 Not Reqd 0.00 0.00 )+1.356D40.50L40.20S.E+1.61 1 18.25 21.00 .6.36 6.36 46.69 1.00 72.78 Vu <PhiVd2 Not Reqd 0.00 0.00 - +1.356D.0.50L40.20S4E+1.61 1 18.64 21.00 .8.78 8.78 44.37 1.00 72.78 Vu 'PhiVd2 Not Reqd 0.00 0.00 +1.356D.0.50L.0.2064E+1.61 1 19.02 21.00 -11.22 11.22 41.12 1.00 72.78 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.3561>40.501.40.20S4E+1.61 1 19.41 21.00 43.70 13.70 36.91 1.00 72.78 Vu < PhiVc!2 NotReqd 0.00 0.00 +1.356D.0.50L40.20S+E+1.61 1 19.80 21.00 -16.20 16.20 31.75 1.00 72.78 Vu <PhiVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S4E+1.6I 1 20.19 21.00 48.73 18.73 25.61 1.00 72.78 Vu'PhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.208.E+1.61 1 20.58 21.00 -21.29 21.29 18.49 1.00 72.78 Vu' PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 20.96 21.00 -23.89 23.89 10.37 1.00 72.78 Vu cPhlVc/2 NotReqd 0.00 0.00 +1.56D..0.50L40.20S.E+1.61 1 21.35 21.00 -22.34 22.34 0.89 1.00 72.78 Vu c PhIVcl2 Not Reqd 0.00 0.00 +1.356D0.50L*0.208.E+1.61 1 21.74 21.00 -20.40 20.40 7.85 1.00 72.78 Vu<PhiVeJ2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S.E+1.61 1 22.13 21.00 -18.49 18.49 15.84 1.00 72.78 Vu' PhiVc!2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S4E+1.6I 1 22.52 21.00 -16.62 16.62 23.09 1.00 72.78 Vu 'PhiVc!2 Not Reqd 0.00 0.00 +1.356040.50L40.2054E+1.61 1 22.91 21.00 44.78 14.78 29.61 1.00 72.78 Vu 'PhiVcl2 Not Reqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 23.29 21.00 -12.96 12.96 35.41 1.00 72.78 Vu <PhiVcI2 Not Reqd 0.00 0.00 +1.356040.50L40.20S9E+1.61 1 23.68 21.00 -11.17 11.17 40.51 1.00 72.78 VucPhlVrJ2 NotReqd 0.00 0.00 +1.356D+0.5OL40.20S.E+1.6I 1 24.07 21.00 -9.41 9.41 44.92 1.00 72.78 Vu' PhlVc/2 Not Reqd 0.00 0.00 +1.356040.50L.0.2054E+1.61 1 24.46 21.00 -7.68 7.68 48.64 1.00 72.78 Vu < PhiVd2 NotReqd 0.00 0.00 +1.356D40.50LI0.2034€+1.61 1 24.85 21.00 -5.96 6.96 51.69 1.00 72.78 Vu < PhIV2 Not Reqd 0.00 0.00 +1.356D.0.50L.0.20S.E+1.6I 1 25.24 21.00 -4.27 4.27 54.07 1.00 72.78 Vu' PhiVd2 Not Reqd 0.00 0.00 +1.35600.50L40.20S4€+1.61 1 25.62 21.00 -2.60 2.60 55.80 1.00 72.78 Vu' PhiVd2 NotReqd 0.00 0.00 +1.356D40.5OL40.20Si.0E+1 1 26.01 21.00 1.66 1.66 48.57 0.82 71.95 Vu' PhiVcI2 NotReqd 0.00 0.00 +1.356DIO.50L40.208-1.QE+1 1 26.40 21.00 3.21 3.21 47.99 1.00 72.78 Vu' PhiVrJ2 NotReqd 0.00 0.00 +1.356040.50L40.203-1.OE+1 1 26.79 21.00 4.73 4.73 46.82 1.00 72.78 Vu' PhiVc12 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 27.18 21.00 6.25 6.25 45.05 1.00 72.78 Vu' PhlVcl2 Not Reqd 0.00 0.00 +1.356D.*0.50L*0.20S.1.OE+1 1 27.56 21.00 7.75 7.75 42.69 1.00 72.78 Vu cPhlVcI2 Not Reqd 0.00 0.00 +1.356D.0.50L40.20S-1.OE+1 1 27.95 21.00 9.24 6.24 39.75 1.00 72.78 Vu 'PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.206-1.OE+1 1 28.34 21.00 10.73 10.73 36.22 1.00 72.78 Vu' PhiVd2 Not Reqd 0.00 0.00 +1.356D40.501,40.2081.0E+1 1 28.73 21.00 12.20 12.20 32.13 1.00 72.78 Vu' PhiVd2 Not Reqd 0.00 0.00 +1.356D.0.50L4.20S4.0E+1 1 29.12 21.00 13.67 13.67 27.46 1.00 72.78 Vu' PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.205-1.QE+1 1 29.51 21.00 15.14 15.14 22.22 1.00 72.78 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D4.50L40.20S-1.OE+1 1 29.89 21.00 16.60 16.60 16.41 1.00 72.78 Vu( PhP/d2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S4.OE+1 1 30.28 21.00 15.49 15.49 11.06 1.00 72.78 Vu< PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L10.20S-1.OE+1 1 30.67 21.00 13.41 13.41 7.06 1.00 72.78 Vu < PhlVd2 Not Reqd WO 0.00 +1.356D40.50L40.206-1.OE+1 1 31.06 21.00 11.33 1133 3.86 1.00 72.78 Vu' PhiVc/2 Not Reqd 0.00 0.00 C Beam on Elastic Foundation INC. 1983-2015, Build:6.15.7.30. Var.6.16.12.31 Description: Cont Wall Ftg at Wall G2-DIAG-03 Detailed Shear information Span Distance d' Vu (k) Mu d'VWMu PhiVc Comment Phi*Vs Spacing (In) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.356DI0.50L40.205-1.OE+1 1 31.45 21.00 9.25 9.25 1.47 1.00 72.78 Vu<PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50Le0.20S-1.OE+1 1 31.84 21.00 7.16 7.16 0.11 1.00 72.78 Vu<PhiVd2 Not Reqd 0.00 0.00 +1.35040.501.40.208-1.0E+1 1 32.22 21.00 5.08 5.08 0.89 1.00 72.78 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.356D.0.50L*0.205-1.OE+1 I 32.61 21.00 2.99 2.99 0.85 1.00 72.78 Vu <PhiVc!2 Not Reqd 0.00 0.00 B 1-21 Thornton Tomasefti PROJECT PROJECT NO. DATE I /11 1(7 BY SHEET / of SUBJECT (Aj.II CHECKED BY DRAWING NO. WAIl *Z L0. W.Vel. L,vo..-. - Lô, -Jo e j>;. cIeCr.c 5 j.i -6 .reCI(ICtC:.l -••-•- .- - I ........'V -. - _ V-f. 1- -- . - . -. - I * UPc L10 4' - .: R: ................. . -. 4(4 - A lc'•-G ,. 3•• —, p.* -. IZO Iy.1 -. - - V eA . (4(_V 11_)ur 4ll ; (OL (1 L€ ( . *. .._.4....J..... i... /T.(V)3(r _ T:3 Q.C.j •.•.- - i----'--'------4- : . . -..:- , xLL.z A (io. ) =.....z . V LtAe. . 7 ' - I . • - . .1 '. -. • -. ,. - I, .................-, .1 L . - BI-22 Thornton Tomasefti PROJECT 'r r- ( r (. L SUBJECT PROJECT NO. Sir . DATE 111)11-4 BY'SAN SHEET of CHECKED BY DRAWING NO. - - •-1 1 k - : -•1-- . - •• -t vv 1,78 4,11,.. . .1 gu .• 4 -333 I (I I - e_ 1?e f • -- c .U, - . U,jI: • •..:., . I ••. I. •• I. ___j_ I .•,l•. -b Aip1•-• .-... •.. - I - - .. .... . ..•.. • -. -. -I ...........• I .4 V,, cCtf1L) L_' r-N• - - ( r)4') )(' -- ..J..... i.i... .. . I • I I . . 4 I 1- H.... I l ........ ii j... t± I LL..tt:H :Llit ELI:I ±i:iiiti BI-23 Thornton Tomasetti in-plane earthquake loads (strength level), VE 9.O1kips ME =. 150.0 kip-ft Project No. S16012 Date 11/16/2016 By SN Sheet of Checked By Drawing No. f'm =[iiópsi f = 60,000 psi SDS =L9 782] The gravity loads are, PD =r 37.57 kips PL & 0.0 jkiPs Pir1.5 kips C Project Shoppes at Carlsbad Cheesecake Renovation Subject G2-PX-L.2 Pier B Roof properties, 6.33 ft d= 6.00 ft D stress design loads (shear per ACI 530-08, 1.17.3.2.6.1.2) V= 1.5V/1.4 M= ME/1.4 = 9.6 kips = 107.1 kip-ft reinforcement provided, # at LJo,c. (center for 81n, each face for 12in cmu) ling uncracked properties, check for flexural tension for the load combination 0.9D+E/1.4, A1 = 580 in S = 6,588 in P = (0.9 -.14 SDS) P0 M = 107.1 kip-ft = 29.6 kips P/A,1- M/S -144.0 psi stress in the masonry, per ACI 530-08, 2.3.5.2.1 Shear span ratio, MNd, f=V/bd MNd= 2.78 >1.00 = 17.6 psi tension exists, allowable shear (masonry alone) per ACI 530-08 2.3.5.2.2, MNd > 1.00 therefore, Fv = 1.33 4(fm) but shall not exceed (1.33) 35 psi Fv = 1.33 J (fm) = 51.5 psi = 1.33 (35) = 46.6 psi <- Governs Fv = 46.6 psi > fv, therefore masonry along is adequate for shear stress allowable shear stress using masonry alone is greater than the demand, therefore adequate for shear 1) B1-24 k-ft c-.- therefore adequate In bending Fs C M (psi) (kips) (kip-in) 49.07 1548.9 -39085.8 -11.99 407.7 0.0 0.00 0.0 -24250.6 -7.44 104.2 Thornton Toinasetti C, Project Shoppes at Carlsbad Cheesecake Renovation Subject G2-PX-L.2 Pier B Q Roof Project No. S16012 Date 11/16/2016 By SN Sheet of Checked By Drawing No. 'm = 1,500 psi Em = 1,350. ksi = 60,000 psi E. = 29,000 ksi action Properties Check minimum vertical reinforcement L = 76.00 in A.= 0.077 in/ft t = 7.625 in per ACI 530-08, 2.3.5.3.2, reinforcing, # I] at ii]o.c. (center -8" cmu, ea face - 12" cmu) As(mlfl) = (1/3) A, A,, = 0.074 in'/ft I j # at each end of wall = 0.025 in2lft <As, OK ow compressive masonry stress, F. = 1.33 (1/3) t'm = PS sumed neutral axis depth, kd = 19. in P = 29.64 kips (use excel solver to iterate "W" so that I C = P) C= 29.64 k M = 2,061 k-in Maiiow = 1.71.7 A d £ (In2) (In) (inhin) Masonry 6.44 0.000494 Rebar 0.31 72 -0.001348 0.31 4 0.000392 0.31 52 -0.000836 fl 1 ( Beam on Elastic Foundation ENERCALC, INC. 1983.2015, Buiid:6.15.7.3Q,V6.I6.12.31 Description: (E) FTG at Entry Wall, Pier A CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 Material Properties tc = 3.0 ksi 4 Phi Values Flexure: 0.90 fr fc 7.50 = . = 410.792 psi Shear: 0.750 'V Density = 150.0 pcf = 0.850 X It Wt Factor = 1.0 Elastic Modulus = 3,122.02 ksi Soil Subgrade Modulus = 130.0 psi /(inch deflection) Load Combination ASCE 7-10 fy Man Reber = 600 ksi Fy Stirrups = 400 ksl E Main Reber 290000 ksi E Stirrups = 290000 ksi I' Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup 2 Beam is suorted on an elastic foundation I I0' w x 24" h Span=15.250 ft Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 10.0 in, Total Height = 24.0 in, Top Flange Width = 25.50 in, Flange Thickness = 12.0 in Span #1 Reinforcing ... , 245 at 3.0 in from Bottom, from 0.0(015.250 It in this span 245 at 3.0 in from Top, from 0.0 to 15.250 It in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Varying Uniform Load: D(S,E) = 4.920.4.920, L(S,E) = 0J50->0.750, E(S,E) = 412,0.>112.0 kilt, Extent = 10.0->> 15.250 if, TO Width = 1.0 if, (PierA) D5111N SUMMARY Section used for this span Mu: Applied Mn Phi: Allowable Load Combination Location of maximum on span Span # where maximum occurs = 0.453: 1 Typical Section - -27.586 k-ft 63.768 k-ft +1.356D.5QL.20S+1. 8.253 ft Span #1 Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in 0.000 in 0.194 in -0.113 in Maximum Soil Pressure = 3.624 ksf at 15.25 It Shear Stirrup Requirements - Entire Beam Span Length: Vu c PhlVd2, Rod Vs = Not Reqd, use stirrups spaced at 0.000 In Maximum Forces & Stresses for Load Combinations Location (if) ,'=U,t IVII) Segment Length Span #- in span Mu: Max PhrMnx Stress Ratio - --- - - - Span# 1 1 13.635 4.72 57.90 0.08 .u4.40D+1.60H +1.09.5OLr+1.60L+1.90H Span #1 1 13.994 - 0.09 57.90 0.00 BI-26 Span# 1 1 13.994 0.10 57.90 0.00 Beam on Elastic Foundation FiIe= ENERCALC. INC 19O2Ol15.7.3Q.Vec6.11a31 I Description: (E) FIG at Entry Wall, Pier A Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in span Mu: Max PhiMnx Stress Ratio +1.20D+1.60L-..5O5+1.6OH Span #1 1 13.994 0.10 57.90 0.00 +1.200+1.601r..0.50L+1.60H Span #1 1 13.994 0.08 57.90 0.00 +1.20D-s-1.6QLr4.50W+1.6OH Span #1 1 13.994 0.08 57.90 0.00 .1.201340.50L+1.605+1.60H Span #1 1 13.994 0.08 57.90 0.00 +1.200+1.60540.50W+1.60H Span #1 I 13.994 0.08 57.90 0.00 +1.20D40.5OLr40.50L4W+1.60H Span #1 1 13.994 0.08 57.90 0.00 +1.20D50L40.50S4W+1.90H Span#1 1 13.994 0.08 57.90 0.00 +1.36D.I0.50L40.20S-eE+1.60H Span #1 1 15.071 -0.58 63.77 0.01 +1.356D40.50L-'0.205-1OE+1.60H Span #1 1 12.200 6.47 57.90 0.11 40.90D4W40.90H Span #1 1 13.994 0.06 57.90 0.00 40.7436D4E40.90H Span #1 1 15.071 -0.59 63.77 0.01 40.7436D-1.OE40.90H Span# 1 1 11.482 7.50 57.90 0.13 Overall Maximum Dellections Unfactored Loads '\ Load Combination Span Max. -• Deft Location In Span Load Combination Max. + Dell Location in Span Span 1 1 0.1936 15.250 Span 1 -0.1131 0.000 Detailed Shear Information Span Distance d Vu (k) Mu dVu!Mu PhrVc comment PhPVs Spacing (in) Load Combination Number (ft) (In) Actual Design (k-It) (k) (k) Req'd Suggest +1.356130.50L40.204E+1.6l 1 0.00 21.00 .0.17 0.17 0.00 1.00 18.72 VucPhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205*E+1.61 1 0.18 21.00 -0.58 0.58 0.04 1.00 18.72 Vu<PhiVcJ2 NotReqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 0.36 21.00 -0.97 0.97 0.15 1.00 18.72 VucPhlVcI2 NotReqd 0.00 0.00 +1.356040.50L40.2054E+1.61 1 0.54 21.00 4.35 1.35 0.33 1.00 18.72 Vu <PhIVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 0.72 21.00 4.70 1.70 0.58 1.00 18.72 Vu' PhIVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.208-.E+1.61 1 0.90 21.00 -2.04 2.04 0.89 1.00 18.72 Vu 'PhiVc/2 Not Reqd 0.00 0.00 +1.356040.50L.0.20S.E+1.61 1 1.08 21.00 -2.36 2.36 1.26 1.00 18.72 Vu 'PhlVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S+E+1.61 1 1.26 21.00 -2.66 2.66 1.69 1.00 18.72 Vu'PhiVeJ2 NotReqd 0.00 0.00 +1.356D40.50L40.205iE+1.61 1 1.44 21.00 -2.94 2.94 2.18 1.00 18.72 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.20SE+1.6I 1 1.61 21.00 -3.20 3.20 2.71 1.00 18.72 Vu < PhlVd2 NotReqd 0.00 0.00 +1.3561340.501,40.2054E+1.61 1 1.79 21.00 -3.45 3.45 3.29 1.00 18.72 Vu < PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 - - 1 1.97 21.00 -3.68 3.68 3.92 1.00 18.72 Vu < PhuVc/2 NotReqd 0.00 0.00 +1.356040.501,.0.208€+1.61 1 2.15 21.00 -3.89 3.89 4.59 1.00 18.72 Vu c PhIVd2 Not Reqd 0.00 0.00 +1.3561340.501.40.205+E+1.9 1 2.33 21.00 -4.08 4.08 5.29 1.00 18.72 Vu < PhuVcI2 NotReqd 0.00 0.00 +11.3561340.50L40.20$4€+1.61 1 2.51 21.00 -4.25 4.25 6.03 1.00 18.72 Vu 'PhiVcI2 NotReqd 0.00 0.00 +1.356Di0.50L4020S-E+1.9 1 2.69 21.00 4.41 4.41 6.80 1.00 18.72 Vu 'PhlVd2 Not Reqd 0.00 0.00 +1.356D40.501.40.20S.E+1.6 1 2.87 21.00 4.54 4.54 7.60 1.00 18.72 VucPhiVd2 NotReqd 0.00 0.00 +1.3561340.501.40.20S4E+1.9 1 3.05 21.00 4.66 4.66 8.42 1.00 18.72 Vu <PhiVd2 NotReqd 0.00 0.00 +1.356D.050L40.20S4E+1.e 1 3.23 21.00 4.76 4.76 9.26 1.00 18.72 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.3561340.50L40.2084E+1.6i 1 3.41 21.00 4.84 4.84 10.13 tOO 18.72 Vu< PhlVd2 Not Reqd -0.00 0.00 +1.356D40.50L40.2084E+1.61 1 359 21.00 -4.91 4.91 11.00 100 18.72 Vu' PhiVd2 NotReqd 0.00 0.00 +1.356040.50L-i0.205-*E.1iI ( 1 3.77 21.00 495 495 11.89 tOO 18.72 Vu' PhuVcI2 NotReqd 0.00 0.00 çl.356D40.50L40.20S4E+1.61 1 395 21.00 4.98 4.98 1278 1.00 18.72 Vu< PhIVcI2 Not Reqd 000 0.00 .0+1.356D40.50L40.2054E+1.61 1 4.13 21.00 4.58 4.98 13.68 1.00 18.72 Vu cPhiVd2 NotReqd 0.00 0.00 +1.356D40.50L4020S4E+1.61 1 4.31 21.00 -4.97 4.97 14.59 1.00 18.72 Vu' PhiVc!2 Not Reqd 0.00 0.00 +1.356D40.50L402054E+1.61 1 4.49 2100 .4.94 4.94 15.48 1.00 1872 Vu 'PbIVd2 NotReqd 0.00 0.00 +1.356D40.50L4020S4E+1.61 1 4.66 21.00 4.89 4.59 16.38 1.00 18.72 Vuc PhiVd2 Not Reqd 0.00 0.00 +1356D*0.50L40.205'E+1.61 1 4.54 21.00 -482 4.82 17.26 1.00 1872 Vu' PhIVcI2 Not Reqd Ib 7 0.00 -i-1.356D40.50L402OS4E+1.61 1 5.02 21.00 4.73 4.73 18.13 1.00 18.72 Vu' PhIVc12 Not Reqd 0.00 0.00 C Beam on Elastic Foundation Description: (E) FTG at Entiy Wall, Pier A Detailed Shear Information Span Distance d Vu (k) Mu dVu/Mu PhiVc Comment PhitVs Spacing (in) Load Combination Number (ft) (In) Actual Design (k-It) (k) (k) Reqd Suggest +1.356D40.50L.0.205.E+1.61 1 5.20 21.00 .4.62 462 18.99 1.00 18.72 Vu<PhIVrJ2 NotReqd 0.00 0.00 +1.356D0.50L40.205.E+1.61 1 5.38 21.00 -4.49 4.49 19.83 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 1.356D40.5OL40.20S.E+1.81 1 5.58 21.00 -4.34 4:34 20.64 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.205'E+1.61 1 5.74 21.00 -4.18 4:18 21.43 1.00 18.72 Vu <PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S*E+1.61 1 5.92 21.00 -3.99 3.99 22.18 1.00 18.72 Vu < PhiVcl2 NotReqd 0.00 0.00 +1.356D.0.50L0.208.E+1.61 1 6.10 21.00 -3.78 3.78 22.90 1.00 18.72 Vu < PhiVcl2 NotReqd 0.00 0.00 +1.3581340.501-90.20S+E+1.61 1 6.28 21.00 -3.55 3.55 23.59 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356040.50L40.20S+E+1.61 1 6.46 21.00 -3.30 3.30 24.23 1.00 18.72 Vu <PhiVc!2 Not Reqd 0.00 0.00 +1.356D40.50L40.205+E+1.61 1 6.64 21.00 -3.03 3.03 24.83 1.00 18.72 Vu cPhiVd2 Not Reqd 0.00 0.00 +1.358D.0.50L40.2054E+161 1 6.82 21.00 .2.74 2.74 25.38 1.00 18.72 Vu <PhIVeJ2 NotReqd 0.00 0.00 -i-1.356D.50L40.205..E+1.61 1 7.00 21.00 -2.43 2.43 25.88 1.00 18.72 Vu <PhlVcl2 . NotReqd 0.00 0.00 +1.35600.50L.0.205.E+1.61 1 7.18 21.00 -2.09 2.09 26.33 1.00 18.72 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.356D40.50L90.2054E+1.61 1 7.36 21.00 4.74 1.74 26.71 1.00 18.72 Vu<PhuVcI2 NotReqd 0.00 0.00 +1.356D.0.50L.0.20S.1.0E+t 1 7.54 21.00 2.00 2.00 12.27 1.00 18.72 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.356D.0.501-'0.20S-1.OE+1 1 7.71 21.00 2.43 2.43 11.92 1.00 18.72 Vu < PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 7.89 21.00 2.88 2.88 11.49 1.00 18.72 Vu <PhiVc!2 Not Reqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 8.07 21.00 3.35 3.35 10.98 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 1.356D'0.5QL40.20S-1.0E+1 1 8.25 21.00 3.83 3.83 10.38 1.00 18.72 Vu <PhiVd2 NotReqd 0.00 0.00 +1.3561340.501.40.205-1.0E+1 1 8.43 21.00 4.33 4.33 9.70 1.00 18.72 Vu < PhiVcJ2 NotReqd 0.00 0.00 +1.3560*0.501.40.20S-1.OE+1 1 8.61 21.00 4.86 4.86 8.93 1.00 18.72 Vu <PhlVcJ2 NotReqd 0.00 0.00 +1.356D.0.5OL.0.20S1.OE+1 1 8.79 21.00 5.40 5.40 8.07 1.00 18.72 Vu < PhiVd2 NotReqd 0.00 0.00 '..- +1.356D40.50L.0.205-1.OE+1 1 8.97 21.00 5.96 5.96 7.11 1.00 18.72 Vu <PhlVd2 Not Reqd 0.00 0.00 +1.356D40.501.40.205-1.0E+1 1 9.15 21.00 6.54 6.54 6.04 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 I 9.33t 21.00 7.14 7.14 4.88 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1.OE+1 1 9.51 21.00 7.76 7.76 3.60 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D.0.50140.205-1.OE+1 1 9.69 21.00 8.40 8.40 2.22 1.00 18.72 Vu <PhlVd2 Not Reqd 0.00 0.00 +1.356D40.501.40.20S..I0E+1 1 9.87 21.00 9.06 9.06 0.72 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L.0.20S4.OE+1 1 10.05 21.00 9.40 9.40 0.85 1.00 18.72 PhiVcI2 <Vu <= Not Reqd 1 0.00 0.00 +1.356D40.50L90.2054.OE+1 1 10.23 21.00 8.83 8.83 1.81 1.00 18.72 VucPhiVc!2 NotReqd 0.00 0.00 +1.356D.O.50L40.2034.OE+1 1 10.41 21.00 8.28 8.28 2.68 1.00 18.72 Vu <PhlVcI2 Not Reqd 0.00 0.00 +1.356D.O.50L40.203-1.OE+1 1 10.59 21.00 7.75 7.75 3.44 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 10.76 21.00 7.24 7.24 4.11 1.00 18.72 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D.0.50L.0.203-1.OE+I 1 10.94 21.00 6.75 6.76 4.69 1.00 18.72 Vu <PhiVcI2 NotReqd 0.00 0.00 +1.356D*0.50L40.205-1.OE+1 1 11.12 21.00 6.28 6.28 5.18 1.00 18.72 VucPhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OEI-1 1 11.30 21.00 5.83 5.83 5.59 1.00 18.72 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.356D40.50L.0.205.1.OE+1 1 11.48 21.00 5.40 5.40 5.91 1.00 18.72 Vu< PhiVc!2 Not Reqd 0.00 0.00 +1.356D*0.50L40.208-1.OE+1 1 11.66 21.00 4.98 4.98 6.16 1.00 18.72 VucPhiVeJ2 NotReqd 0.00 0.00 +1.356D40.50L40.209-1.OE+1 1 11.84 21.00 4.59 4.59 6.33 1.00 18.72 Vu cPhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.0Ep1 1 12.02 21.00 4.21 4.21 6.43 1.00 18.72 Vu<PhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4.OE+1 1 12.20 21.00 3.86 3.86 6.47 1.00 18.72 Vu < PhiVc!2 NotReqd 0.00 0.00 +1.356D.0.501.40.208-1.0E+1 1 12.38 21.00 3.52 3.52 6.44 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.35600.50L0.2054.OE+1 1 12.56 21.00 3.20 3.20 6.35 1.00 18.72 Vu<PhiVcJ2 NotReqd 0.00 0.00 +I.3560.0.50L.0.208-1.OE+1 1 12.74 21.00 2.90 2.90 6.20 1.00 18.72 Vu < PhlVd2 Not Reqd 0.00 0.00 +I.356040.501.40.205-1.0E+1 1 12.92 21.00 2.62 2.62 6.00 1.00 18.72 Vu < PhlVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 13.10 21.00 2.35 2.35 5.74 1.00 18.72 Vu <PhiVc!2 NotReqd 0.00 0.00 +1.356D0.50140.2054.0E+1 1 13.28 21.00 2.11 2.11 5.45 1.00 18.72 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D.*0.50L40.205.i.OE+1 1 13.46 21.00 1.88 1.88 5.10 1.00 18.72 VucPhiVd2 NotReqd 0.00 0.00 ( +1.356D40.501.40.20S-1.0E+1 1 13.64 21.00 1.68 1.68 4.72 1.00 18.72 Vu < PhlVc!2 NotReqd 0.00 0.00 +1.356D40.5OL.+0.208-1.0E+1 1 13.81 21.00 1.49 1.49 4.30 1.00 18.72 Vu <PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S.1.OE+1 1 13.99 21.00 1.32 1.32 3.84 1.00 18.72 Vu <PhiVd2 NotReqd 0.00 0.00 +1.356D.0.50L-'0.208-1.OE+1 1 14.17 21.00 1.17 1.17 3.36 1.00 18.72 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D.0.50140.205.1.OE+1 1 14.35 21.00 1.04 1.04 2.85 1.00 18.72 Vu < PhiVc12 Not Reqd 0.00 0.00 +1.356D*.5OL40.205-1.OE+1 1 14.53 21.00 0.92 0.92 2.31 1.00 18.72 Vu <PhiVcI2 Not Reqd %b 8 0.00 +1.356D40.50L40.209.1.OE+1 1 14.71 21.00 0.83 0.83 1.76 1.00 18.72 VuPhiVd2 NotReqd 0.00 0.00 C', Beam on Elastic Foundation File = Buildi15.7.3o.V&1&1Z31 Description: (E) FIG at Entiy Wall, PierA Detailed Shear Information Span Distance d Vu (k) Mu dVuIMu PhiVc Comment Phi9/s Spacing (In) Load Combination Number (tt) (in) Actual Design (k-ft) (k) (k) Reqd Suggest +1.3560'O.50L40.20S-1.OE+1 1 14.89 21.00 0.75 0.75 1.18 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D90.50L40.20S-1.OE+1 1 15.07 21.00 0.69 0.69 0.60 1.00 18.72 Vu <PhiVcI2 Not Reqd 0.00 0.00 B1-29 ( ( ( 1 Beam on Elastic Foundation File= CiLWnUOW-IWNMWhWN*TMS-:-I.SQLAELASTI-I.gC-6 ENERCALC. INC,1983015, Bulld:11.15J.30. Ver.616.12.31 Description: (E) FTG at Reduced Entry Wall, Pier B CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CRC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 material Pronerties ft U2 3.0: ksl dj Phi Values Flexure: 0.90 fr= fc * 7.50 410.792 psi Shear: 0.750 V Density = 150.0 pd Pi = 0.850 ?. U Wt Factor = 1.0: Elastic Modulus = 3,122.02ksi Soil Subgrade Modulus = 130.0 I (inch deflection) Load Combination ASCE 7-10 fy - Main Rebar = 60.0 ksi Fy - Stirrups = 40.0 ksi E - Main Rebar = 29,000.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # = # 4 Number of Resisting Legs Per Stirrup 2 Beam Is su000rted on an elastic foundation. 4 10"w x 24 h Span=16.0 ft Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 10.0 in, Total Height = 24.0 in, Top Flange Width = 25.50 in, Range Thickness = 12.0 in Span #1 Reinforcing.... 2.45 at 3.0 in from Bottom, from 0.0 to 16.0 ft in this span 245 at 3.0 in from Top, from 0.0 to 16.0 it in this span Applied Loads - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number I Varying Uniform Load: D(S,E) = 4.920->4.920, L(S,E) = 0.750->0.750, E(S,E) = -13.310->13.310 k/ft. Extent =10.0->> 116.011, Trib Width = 1.0 ft. (Pier A) UtJ(iN aximum bending stress Ratio = 0.312:1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Mu : Applied -19.871 k-ft Max Upward L+Lr+S Deflection 0.000 in Mn * Phi: Allowable 63.768 k-ft Max Downward Total Deflection 0.179 in Load Combination Max Upward Total Deflection -0.060 in Location of maximum on span 7.529 it Span # where maximum occurs Span#1 Maximum Soil Pressure = 3.348 ksf at 16.00 it Shear Stirrup Requirements Entire Beam Span Length: Vu <PhiVd2, Req'd Vs = Not Reqd. use stirrups spaced at 0.000 In Maximum Forces & Stresses for Load Combinations jLoad Combination Segment Length Span U Location (8) In Span Bending Stress Results (k-ft) Mu: Max PhiMnx Stress Ratio MAXimum BENDING Envelope Span #1 1 13.365 1.53 57.90 0.03 +1.400+1.60H Span# 1 1 13.741 0.70 57.90 0.01 +1.200.45gjj*1.601,+1.601-1 BI-30 Span #1 1 13.741 0.72 57.90 0.01 Description: (E) FIG at Reduced Entiy Wall, Pier B Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Spai# in Span Mu: Max Phi'Mnx Stress Ratio Span #1 1 13,741 0.72 57.90 0.01 +1.20D+1.6OL.50L+1.60H Span #1 1 13.741 0.64 57.90 0.01 +1.20D+1.6Ol.50W+1.60H Span #1 1 13.741 0.60 57.90 0.01 +1.20D40.50L+1.603+1.60H Span #1 1 13341 0.64 57.90 0.01 +1.20D+1.60540.50W+1.60H Span #1 1 13.741 0.60 57.90 0.01 +1.2OD40.5QLr4O.5OL.W+1.60H Span #1 1 13.741 0.64 57.90 0.01 +1.2013.501-40.50S4W+1.60H Span #1 1 13.741 0.64 57.90 0.01 +1.356D40.5OL40.2S'E+1.90H Span #1 1 15.812 .0.06 63.77 0.00 +1.356D.0.50140.20S-1.OE+1.60H Span# 1 1 13.365 1.53 57.90 0.03 40.90D4W40.90H Span #1 1 13.741 0.45 57.90 0.01 40.7436D4E*0.90H Span #1 1 15;812 .0.07 63.77 0.00 40.7436D-1.OEI0.9011 Span #1 1 13.176 1.21 57.90 0.02 Overall Maximum Deflections - Unfactored Loads ' Load Combination Span Max. V Deft Location In Span Load Combination Max. + Dell Location in Span Span 1 1 0.1787 16.000 Span 1 .0.0604 0.000 Detailed Shear Information Span Distance Vu (k) Mu dVu!Mu PhrVc Comment Phi'Vs Spacing (In) Load Combination Number (ft) (In) Actual Design (k.ft) (k) (k) Req'd Suggest +1.356D40.50L40.20S4E+1.61 1 0.00 21.00 -0.15 0.15 0.00 1.00 18.72 VucPhIVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20SE+1.61 1 0.19 21.00 .0.52 0.52 0.04 1.00 18.72 Vu< PhiVcI2 NotReqd 0.00 0.00 +1.356D40.501,40.20.E+1.61 1 0.38 21.00 .0.87 0.87 0.14 1.00 18.72 Vu < PhIVrJ2 Not Reqd 0.00 0.00 +1.356D.50L40.2OS4E+1.61 1 0.56 21.00 -1.19 1.19 0.31 1.00 18.72 Vu<PhiVcs'2 Not Reqd 0.00 0.00 +1.356D0.501.*0.20S4+1.61 1 0.75 21.00 .1.51 1.51 0.55 1.00 18.72 Vu < PhiVcI2 Not Reqd 0.00 0.00 +1.35613.0.501,.0.206.E+1.6I 1 0.94 21.00 4.80 1.80 0.84 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 1.13 21.00 -2.07 2.07 1.18 1.00 1832 Vu < PhlVd2 Not Reqd 0.00 0.00 +1.356D40.501.40.208.E+1.61 1 1.32 21.00 -2.32 2.32 1.58 1.00 18.72 Vu cPhiVd2 NotReqd 0.00 0.00 +1.356D.501..0.64E+1.61 1 1.51 21.00 -2.56 2.56 2.03 1.00 18.72 Vu c PhlVd2 Not Reqd 0.00 0.00 +1.356D0.50L40.2054E+1.61 1 1.69 21.00 -2.77 2.77 2.51 1.00 18.72 Vu c PhiVcl2 NotReqd 0.00 0.00 +1.356D0.5OL40.20S4E+1.9 1 1.88 21.00 -2.97 2.97 3.04 1.00 18.72 Vu < PhIVcl2 Not Reqd 0.00 0.00 +1.3561340.50L90.2054E+1.61 1 2.07 21.00 -3.15 3.15 3.61 1.00 18.72 Vu < Ph1Vd2 Not Reqd 0.00 0.00 +1.356D40.5OL0.2084€+1.9 1 2.26 21.00 -3.31 3.31 4.21 1.00 18.72 Vu <PhlVd2 NotReqd 0.00 0.00 +1.356D.50L40.2054E+1.61 1 2.45 21.00 445 3.45 4.84 1.00 18.72 Vu < PhiVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S4E+1.81 1 2.64 21.00 -3.57 3.57 5.50 1.00 18.72 Vu < PhlVd2 Not Reqd 0.00 0.00 +1.356D.0.50L40.20S4E+1.61 1 2.82 21.00 -3.67 3.67 6.18 1.00 18.72 Vu < PhIVc!2 Not Reqd on 0.00 +1.356D40.501.40.2064€+1.61 1 3.0111 21.00 -3.76 3.76 6.88 IS 18.72 Vu < PhiVcI2 NotReqd 0.00 0.00 +1.356D0.5OL40.20SeE+1.61 1 3.20 21.00 -3.82 3.62 7.60 1.00 18.72 Vu< PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.2054E+1.61 1 3.39 21.00 -3.87 3.87 8.32 1.00 18.72 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.20S.E+1.61 1 3.58 21.00 -3.89 3.89 9.06 1.00 18.72 Vu c PhlVd2 NotReqd on 0.00 +1.356D40.5OL40.2OS4E+1.6t 1 3.76 21.00 -3.90 3.90 9.80 1.00 18.72 Vu c PhIVc!2 Not Reqd 0.00 0.00 +1.356D.50140.20S4E+1.61 1 3.95 21.00 -3.89 3.89 10.54 1.00 18.72 VucPhiVeJ2 NotReqd 0.00 0.00 ( i1.356D40.50L40.20S4E+1.61 1 4.14 21.00 -3.85 3.85 11.28 1.00 18.72 Vu c P1dVcI2 NotReqd 0.00 0.00 .J1.356D40.50L40.20S'E+1.6I 1 4.33 21.00 -3.80 3.80 12.02 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.5OL40.20S4E+1.61 1 4.52 21.00 -3.73 3.73 12.74 IS 18.72 Vu <PhIVC!2 Not Reqd 0.00 0.00 +1.3561D40.50L90.2034E+1.61 1 4.71 21.00 -3.64 3.64 13.45 1.00 18.72 Vu < PhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 4.89 21.00 -3.53 3.53 14.14 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D450L40.20SeE+1.9 1 5.08 21.00 -3.39 3.39 14.81 1.00 18.72 Vu < PhlVeJ2 Not Reqd 0.01 0.00 +1.356040.501-40.208E+1.61 1 5.27 21.00 -3.24 3.24 15.46 1.00 18.72 Vu<PhIVc!2 NotReqd 0.00 0.00 C Description at teaucea tnuy was, iiar ts Detailed Shear Information Span Distance Id' Vu (k) Mu dVWMu Phi'Vc Comment PhI'Vs SpaCing (in) Load Combination Number (ft) (in) Actual Design (k-It) (k) (k) Reqd Suggest +1.356D40.50L40.20S4E.i-1.61 1 5.46 21.00 -3.01 3.07 16.08 1.00 18.72 Vu ( PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S...E-s.1.61 1 5.65 21.00 -2.88 2:88 16.66 1.00 18.72 Vu <PhIVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S.,E+1.61 1 5.84 21.00 -2.66 2.66 17.21 1.00 18.72 Vu < PhlVd2 NotReqd 0.00 0.00 +1.356D40.50L40.205-iE+1.61 1 6.02 21.00 -2.43 243 17.72 1.00 18.72 Vu cPhiVcI2 Not Reqd 0.00 0.00 +1.356D'0.50140.20S.E+1.61 1 6.21 21.00 -2.17 2.17 18.19 1.00 18.72 VuCPhlVd2 NotReqd 0.00 0.00 +1.356D40.50L-10.2054E+1.61 1 6.40 21.00 -1.90 1.90 18.60 1.00 18.72 VucPhiVrJ2 NotReqd 0.00 0.00 +1.356D40.50L.0.2084E+1.61 1 6.59 21.00 -1.60 1.60 18.97 1.00 18.72 Vu<PhiVci2 NotReqd 0.00 0.00 +1.356D40.50L40.20S4E+1.61 1 6.78 21.00 -1.28 1.28 19.28 1.00 18.72 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D40.50L*0.20SIE+1.6I 1 6.96 21.00 -0.94 0.94 19.53 1.00 18.72 Vu c PhuVcl2 NotReqd 0.00 0.00 +1.356D4O.50L40.203-*E+1.61 1 7.15 21.00 -0.58 058 19.71 0.70 18.03 Vu<PhIVcI2 NotReqd 0.00 0.00 40.74360-1.OE40.90H 1 7.34 21.00 0.25 0.25 8.92 0.69 17.98 VuCPhP1d2 NotReqd 0.00 0.00 +1.35010.501,40.208-1.OE+1 1 7.53 21.00 0.66 0.66 17.98 0.88 18.44 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L.0.20S-1.OE+1 1 7.72 21.00 1.09 1.09 17.86 1.00 18.72 Vu <PhIVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S.1.OE+1 1 7.91 21.00 1.55 1.55 17.67 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 0.00 +1.356040.50L.0.20S-1.OE+1 1 8.09 21.00 2.03 2:03 17.38 1.00 18.72 Vu<PhuVc/2 NotReqd 0.00 0.00 +1.356D40.50L40.2081.OE+1 1 8.28 21.00 2.53 2:53 17.01 1.00 18.72 Vu < PhiVcI2 NotReqd 0.00 0.00 +1.356040.50L.0.2084.OE+1 1 8.47 21.00 3.05 3.05 16.54 1.00 18.72 Vu c PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L90.205-1.OE+1 1 8.66 21.00 3.59 3:59 15.98 1.00 18.72 Vu <PhiVc!2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-.10E+1 1 8.85 21.00 4.16 4.16 15.31 1.00 18.72 Vu<PhlVd2 NotReqd 0.00 0.00 -'-1.3560.0.50L-.0.20S-1.OE+1 1 9.04 21.00 4.75 4.75 14.53 1.00 18.72 Vu <PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L.0.20S.1.OE+1 1 9.22 21.00 5.36 5.36 13.65 1.00 18.72 Vu <PhiVd2 NotReqd 0.00 0.00 - +1.356D40.501,40.205-1.0E+1 1 9.41 21.00 6.00 6.00 12.64 1.00 18.72 Vu < PhlVd2 NotReqd 0.00 0.00 +1.356D40.50L.0.20S-1.OE+1 1 9.60 21.00 6.66 6.66 11.52 1.00 18.72 Vu <PhiVcI2 Not Reqd 0.00 0.00 +1.356040.50L-.0.205-1.OE+1 1 9.79 21.00 7.34 7:34 10.28 1.00 18.72 Vu cPhlVcI2 NotReqd 0.00 0.00 +1.356D40.50L40.208-1.OE+1 1 9.98 21.00 8.05 8.05 8.90 1.00 18.72 Vu < PhiVc!2 NotReqd 0.00 0.00 +1.356D.0.50L-.0.20S-1.OE+1 1 10.16 21.00 7.61 7:61 7.55 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 +1.356D40.50L-.0.205-1.OE+1 1 10.35 21.00 7.04 7.04 6.33 1.00 18.72 Vu<PhiVcl2 NotReqd 0.00 0.00 +1.356D40.50L-'0.20S-1.OE+1 1 10.54 21.00 6.49 6A9 5.22 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.20S-1.QE+1 1 10.73 21.00 5.96 5:96 4.21 1.00 18.72 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356040.50L40.2081.OE+1 1 10.92 21.00 5.46 5.46 3.30 1.00 18.72 Vu <PhlVc/2 Not Reqd 0.00 0.00 +1.356D40.50L40.20S-1.OE+1 1 11.11 21.00 4.98 4.98 2.48 1.00 18.72 Vu PhlVcJ2 Not Reqd 0.00 0.00 -i-1.356D.0.50L..0.20S1.OE+1 1 11.29 21.00 4.52 452 1.76 1.00 18.72 Vu < PhuV2 NotReqd 0.00 0.00 +1.356D40.50L40.208-1.OE-i-1 1 11.48 21.00 4.09 4.,09 1.12 1.00 18.72 Vu<PhlVd2 NotReqd 0.00 0.00 +1.356D*0.5OL40.20S-1.OE+1 1 11.67 21.00 3.68 3:68 0.56 1.00 18.72 Vu < PhiVcJ2 Not Reqd 0.00 0.00 +1.356D0.50L40.2034.OE+1 i 11.86 21.00 3.29 3:29 0.08 1.00 18.72 VucPhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.206..1.OE+1 1 12.05 21.00 2.93 2.93 0.33 1.00 18.72 Vu < PhlVd2 Not Reqd 0.00 0.00 +1.356D40.50L40.208..1.OE+1 1 12.24 21.00 2.59 2:59 0.67 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.20S.1.OE+1 1 12.42 21.00 2.28 2.28 0.95 1.00 18.72 Vu cPhiVeJ2 Not Reqd 0.00 0.00 +1.356D40.50L+0.20S..1.OE+1 1 12.61 21.00 1.99 1:99 1.16 1.00 18.72 Vu c PhiVcI2 Not Reqd 0.00 0.00 +1.356D40.50L40.208-1.OE+1 1 12.80 21.00 1.72 1.72 1.33 1.00 18.72 Vu < PhlVd2 NotReqd 0.00 0.00 -'-1.356D40.50140.20S-1.OE+1 1 12.99 21.00 1.47 147 1.44 1.00 18.72 Vu <PhlVcl2 NotReqd 0.00 0.00 +1.356D40.50L.0.206-1.OE+1 1 13.18 21.00 1.25 1.25 1.50 1.00 18.72 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.356D40.50L0.20S-1.OE+1 1 13.36 21.00 1.06 106 1.53 1.00 18.72 VuPhiVd2 NotReqd 0.00 0.00 +1.356D40.50L40.205-1.OE+1 1 13.55 21.00 0.88 0:88 1.52 1.00 18.72 Vu c PhiVeJ2 NotReqd 0.00 0.00 +1.356D90.50L0.208-1.OE+1 1 13.74 21.00 0.73 0:73 1.47 1.00 18.72 Vu < PhiVd2 Not Reqd 0.00 0.00 +1.356D90.50L40.20S-1.OE+1 1 13.93 21.00 0.61 061 1.40 1.00 18.72 Vu cPhiVd2 NotReqd 0.00 0.00 +1.356D-'0.50L40.203-1.OE+1 1 14.12 21.00 0.51 0:51 1.30 1.00 1832 Vu<PhlVd2 NotReqd 0.00 0.00 ( +1.356D40.50L.0.205-1.OE+1 1 14.31 21.00 0.43 0:43 1.19 1.00 18.72 Vu < PhlVd2 Not Reqd 0.00 0.00 .' +1.356D*0.50L40.205_1.OE+1 1 14.49 21.00 0.37 0:37 1.05 1.00 18.72 Vu <PhiVcI2 Not Reqd 0.00 0.00 +1.356D*0.50L-,0208-1.OE-i.1 1 14.68 21.00 0.34 0:34 0.91 1.00 18.72 Vu < PhiV02 Not Reqd 0.00 0.00 +1.356D.50L.0.20S-1.0E+1 1 14.87 21.00 0.33 0:33 0.77 1.00 18.72 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.356040.50L40.20S-1.OE+1 1 15.06 21.00 0.34 0.34 0.62 1.00 18.72 Vu<PhlVcI2 NotReqd 0.00 0.00 +1.356D*.5OL...30-1.0E+1 1 15.25 21.00 0.38 0.38 0.47 1.00 18.72 Vu <PhiVd2 Not Reqd 0.00 +1.356D().50L90.209-1.OE+1 1 15.44 21.00 0.44 0.44 0.33 1.00 18.72 Vu<PhiVd2 NotReqd 0.00 0.00 (T Beam on Elastic Foundation FIle Description: (E) FTG at Reduced Entiy, Wall, Pier B Detailed Shear Information Span Distance Id, Vu (k) Mu dVuIMu Phi*Vc Comment PhiVs Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Reqd Suggest +1.35613.0.501.e0.20S-1.0E+1 1 15.62 21.00 0.53 053 020 1.00 18.72 Vu <PhiVcI2 Not Reqd 0.00 0.00 +1.3560.0.501..0.205-1.0E+1 1 15.81 21.00 0.64 0:64 0.09 1.00 18.72 Vu<PhiVcI2 NotReqd 0.00 0.00 B 1-33 Thornton Tomasetti PROJECT ( (,f g J PROJECT NO. t DATE /iclic BY SHEET of SUBJECT (( £ Z CHECKED BY DRAWING NO. \'Jc.11 WeeI- oc C4j Z Ls Leec 5Lo,1.,eJ ch ... p... SeCY . LOO .. ..41't.. __ . - 3+ 3 45 3 (O =65 . ! . . 11oTII EvA 1 u0..I . . :7 c, 7:L-cL Pi-ear ; JJZ~ej'J_ . B1-34 fl 24 at I I.--- 231841 Z1. ______ .•Sue Ban Shear, Moment, G2=PX=L.2 Thornton Tomasetti C Project Shoppes at Carlsbad Cheesecake Renovation Subject G2-PX-L.2 iM Roof Project No. S16012 Date 11/16/2016 By SN Sheet of Checked By Drawing No. properties, - - l= 41.1:7!ft fm 1,500 psi d= 49.83• ft f= 60,000 psi t= 7.625 in SOS =.O.782 in-plane earthquake loads (strength level), The gravity loads are, VIE= 94.0 kips PD = 750 kips ME=1551.0!kip-ft PL .0.0 jkips PLr = 3.0 kips stress design loads (shear per ACI 530-08, 1.17.3.2.6.1.2) V= 1.5V/1.4 M= M5 /1.4 = 100.7 kips = 1,107.9 kip-ft Shear reinforcement provided, # - 4 at 32o.c. (center for Bin, each face for 121n cmu) Assuming uncracked properties, check for flexural tension for the load combination 0.9D+EII.4, = 3,767 in S = 11111111111! ins P = (0.9- .14 SDS) P0 M = 1,107.9 kip-ft = 59.3 kips P/A-M/S= -27.8 psi Shear stress in the masonry, per ACI 530-08, 2.3.5.2.1 Shear span ratio, MNd, = V/ bd MNd = 0.40 <1.00 = 27.0 psi Flexural tension exists, allowable shear (masonry alone) per ACI 530-08 2.3.5.2.2, I MNd <1.00 therefore, Fv = 1.33 (1/3)[4-(MNd)]4(?m) but shall not exceed (1.33)(80-45(MIVc Fv = 1.33 (1/3)[4-(MNd)]4(fm) = 61.7 psi <- Governs = 1.33 (80-45(MNd) = 82.2 psi Fv = 61.7 pal > fv, therefore masonry along Is adequate for shear stress IThe allowable shear stress using masonry alone is greater than the demand, therefore adequate for shear B1-36 Thornton Toinasetti C' Project Shoppes at Carlsbad Cheesecake Renovation Subject G2-PX-L.2 Q Roof Project No. 816012 Date 11/16/2016 By SN Sheet of Checked By Drawing No. f'm = 1,500 psi Em = 1,350 ksi V = 1.5 V = 60,000 psi E8 = 29,000 ksi 100. action Properties L= 494.00 in t= 7.625 in reinforcing, # 5 1 at 48 jo.c. (center -8" cmu, ea face - 12" cmu) I # 5 at each end of wall Check minimum vertical reinforcement A.= 0.077 in'/ft per ACI 530-08, 2.3.5.3.2, As(mln) = (1/3) A, A, = 0.074 in2lft = 0.025 in/ft <As, OK w compressive masonry stress, Fa = 1.33 (1/3) t'm = ## psi umed neutral axis depth, kd = 76.5 in P = 59.29 kips (use excel solver to iterate "kd" so thatJ C = P) C= 59.29 k M = 61,791 k-in Maitow = 5,149.2 k-ft <--- therefore adequate In bending A d Fs C M on) (In) (in!in) (psi) (kips) (kip-in) Masonry 25.50 0.000494 194.43 43067.1 Rebar 0.31 490 -0.002669 -77410.1 -23.75 5771.0 0.31 4 0.000468 0.0 0.00 0.0 0.31 52 0.000158 0.0 0.00 0.0 0.31 100 .0.000152 -4399.6 -1.35 -198.4 0.31 148 -0.000462 -13385.5 .4.11 -406.6 0.31 196 -0.000771 -22371.4 -6.88 -350.0 0.31 244 -0.001081 -31357.3 -9.62 -28.9 0.31 292 -0.001391 -40343.2 -12.38 557.0 0.31 340 -0.001701 -49329.2 -15.13 1407.5 0.31 388 -0.002011 -58315.1 -17.89 2522.6 0.31 436 -0.002321 -67301.0 -20.65 3902.4 0.31 484 -0.002631 -76286.9 -23.40 5546.9 Ii fl Concrete aection S-CONCRETE Version 11.1 Job #A123.45 © Copyright 1995-2014 by S-FRAME Software Inc. G2-PX-L.2 Pier A ROM bPlaslbVlO.DUl I lISvld)IOImI I LE _uI HRi1C-O2 -. MIu1LItIfl Pa.IC.,e,-L78r 7183UsgIL t ibSA1flA A031841 SMIM ,Ie673I4 I14.357Ift3fll ThIIIIOflThIIIILIT Au(Y),I.O,q.r. IN Tmton Tomasétti, Inc SN v. y. MJii VIg'fg.OjO am 1r Thornton Tomasetti 925 Fort Stockton Drive, Suite 200 San Diego, CA 92103 Concrete aecudn -I.ouI .W4,s1WIz3-IOO UI iiU.W.oI.I WI-IIOIIt We- Mod PIUIIINat-02 bIp.O.flbl Ea. WOUI £C.IUI c. I34UI rL1. Wi.I.a5Wft ZcnuC..-DI, S-CONCRETE Version 11.1 © Copyright 1995-2014 by S-FRAME Software Inc. G2-PX-L.2 Pier B 0 Job #A123.45 I2.$5Q1&OV.LP asiritu. .f.WI IIIWIdIIid irE YbITOJil Ap760.O.q* 11 "1 36M131M rtY-eW3,q. ___________ MWItcZ)O13WiL Jp3b4 JIbpA A,.76ftOIM. 31I.1IWIrdIrd __________ zoWIInI 1W1WIlThtmIIt.& Au(y).6n,r. 511 Tmton Tomasetti, Inc. SN December 21, 2016 5:27 PM 11151.o5ilpl Vi&p6Tfl113 5ICVnI.00O IU. WI W.SIT.015 - Thornton Tomasetti 925 Fort Stockton Drive, Suite 200 Son Diego, CA 92103 SHEAR WALL OVERTURNING C Sm 0.782 Orr Considering IC (0.9.0.2SJD4V Qo 2.5 60ks1 Line Wail Length ft High Roof tip Seismic Force Roof Moment tip kip-ft DL tip DL Resisting Resisting Moment klp'ft 01? Net Moment Tension Force Ast Reqd kipeft kip In' 62-OiAG-02 20 52 159 4340 145.25 1080 Yes 3259 163 302 62.PX-L2_A 15.25 - - 4333 85 482 Yes 3851 253 4.68 62-PX-L.2_A (12) 15.25 - - 1403 0 0 Yes 1403 92 170 G2-PX-L.2_B 6.33 - - 568 75 177 Yes 391 62 1.14 62-0IAG-03_A 6.67 - - 288 46 114 Yes 174 26 0.48 62-DiAG-03_8 8.0 - - 437 65 193 Yes 244 30 0.56 P4%3 (4z-PI4-O7, CG)G ct - () #G - A, a 0.98 T4v;4 (6)g r's I A, - N - - A .eee I ('4) C1 - r-c.e_t - ()6 , A,. o.ea ' BI-40 () Thornton Tomasett! Building Solutions B2 - Collectors B2-1 Thornton Tomasetti PROJECT SUBJECT L . 40 L.A I It LeeI t PROJECT NO. (root• DATE J /, 11 -4 BY A N1 SHEET I of Z CHECKED BY DRAWING NO. ;4t., ç-z- •p '- c .._ V • Pc.-LL -A-;ce.( ie4;C 4 48..ç.'..c (o.o ..f.Ltz V •V V1 . V AG C1.. I ' - 4I L - , I - - - V V • . I.-__ . 4 V I -• - . * . V 4. . V ce F— -. -, . . ..............V -, V V 41 •'r- Z7-5A.r. — i. 1. ... .1.Cc L(e-44L . V e. :p H--4 I .PH4 .VL VV J B2-2 Thornton Tomasefti PROJECT F21 C lc_Le.t PROJECT NO. t&:) DATE i fr /f V BY SHEET X of Z SUBJECT T' ; L vc..c ., c' Ut II CHECKED BY DRAWING NO. P 1 . -4.- I i -' f •.i--i -• . ..-, . ... 140 V. (?.c vu'> cfy • -e. ç I . . . •- I I . PLAc9I.'5 I .,.. -I 1 • ., . .. ._, , .. 4 .•_•. ., . . . -i ,. I .. I.. •• I 4. ....... . ........ .. • .... __.__ 1 .... ''•i ................... I T14 htLrTt If I H H 14 B2-3 PLW2TM or W2 FORMLOKTM 41/2 in. TOTAL SLAB DEPTH a Normal Weight Concrete Maximum Unshored Clear Span (ft-in.) Deck Number of Deck Spans Gage 1 2 3 22 7'-5" 87" 8-9" 21 8'-11 9-3" 20 81-9" 9'-10" 10'-2" 19 9-7" 1O'-11" 114" 18 10-0" 11'-9" 17.0" 16 10'-8 13'-6" 12'-8" Concrete Properties Density Uniform Weight Uniform Volume Compressive (pcf) (psf) (ydSlloo ft2) Strength, f (psi) 145 42.3 1.080 3000 - Notes: Volumes and weights do not include allowance for deflection. Weights are for concrete only and do not include weight of steel deck. Total slab depth is nominal depth from top of concrete to bottom of steel deck. Shoring Is required for spans greater than those shown above. See Footnote I on page 51 for required bearing. Allowable Superimposed Loads (psf) Deck Number of Span (Win.) Gage Deck Spans 6'..0 7'." 7'.6" 81-0" 81-6" 9'-0" 9".6" 1O'4" 1O'-6" ll'.O'• 11'-6" 12'-0" 12'4' 13'.O" 14-0" 1 380 2941 220 194 171 152 135 121 108 97 87 78 70 63 51 22 2 380 294 262 235 213 152 135 121 108 97 87 78 70 63 51 3 380 294 262 235 213 152 135 121 108 97 87 78 70 63 51 1 400 329 293 263 I 196 174 156 140 125 113 102 92 83 75 62 21 2 400 329 293 263 238 216 I 156 140 125 113 102 92 83 75 62 - 3 400 329 293 263 238 216 10671 140 125 113 102 92 83 75 62 1 400 364 324 291 263 1 198 177 159 143 130 117 106 97 88 73 20 2 400 364 324 291 263 239 219 1 159 143 130 117 106 97 88 73 3 400 364 324 291 263 239 219 201 J 143 130 117 106 97 88 73 1 400 400 389 349 316 287 262 I 199 180 163 149 136 124 113 95 19 2 400 400 389 349 316 287 262 241 222 1 163 149 136 124 113 95 3 400 400 389 349 316 287 262 241 222 206 149 136 124 113 95 1 400 400 400 399 361 328 300 275 I 211 192 176 161 147 135 115 18 2 400 400 400 399 381 328 300 275 254 235 210 I 161 147 135 115 3 400 400 400 399 361 328 300 275 254 235 210 185 I 147 135 115 1 400 400 400 397 359 327 298 274 253 I 191 174 159 146 134 114 16 2 400 400 400 397 359 327 298 274 253 234 217 197 179 160 J 114 3 400 400 400 397 359 327 298 274 253 234 217 197 179 1 134 114 See footnotes on page 51. I Shoring required in shaded areas to right of heavy line. Allowable Diaphragm Shear Strengths, q (pie and Flexibility Factors, F (lnJlb. x 106) Attachment Deck - Span (ft-in.) Pattern Gage 6'-O" 7'-O"' 7'-6" 8'-O' 84" 9'-0" 91- io'-O" 10'-6" 1114' 111-6" 12'-O" 12'4" 131-0" 14'-O" 22 q 1913 1874 1858 1845 1833 1822 1812 1804 1796 1789 1782 1777 1771 1766 1757 21 q 1919 1876 1859 1844 1831 1819 1809 1799 1791 1783 1776 1769 1763 1758 1748 20 q 1928 1882 1863 1847 1832 1819 1808 1798 1788 1780 1772 1765 1758 1752 1742 3613 19 q 1953 1898 1877 1857 1841 1826 1812 1800 1789 1779 1770 1762 1754 1747 1735 18 q 1978 1917 1892 1871 1852 1835 1820 1807 1795 1784 1774 1764 1756 1748 1734 - 16 q 2048 1972 1941 1914 1891 1870 1851 1834 1819 1805 1792 1781 1770 1760 1742 22 q 2073 - 2001 1973 1947 1925 1906 1888 1872 1858 1845 1833 1822 1812 1802 1786 21 q 2106 2027 1995 1968 1943 1922 1902 1885 1869 1855 1842 1829 1818 1808 1790 ( 20 q 2141 2055 2020 1990 1964 194G 1919 1900 1882 1867 1853 1839 1827 1816 1796 19 q 2216 2116 2075 2040 2009 1982 1957 1935 1915 1896 1880 1864 1850 1837 1814 18) q 2283' 2170 2125 2086 2051 2020 1992 1968 1945 1925 1906 1889 1873 1859 1833 16 q 2451 2310 2254 2204 2161 2122 2087 2056 2028 2002 1979 1957 1937 1919 1887 See footnotes on page 51. 132-4 www.vercodeck.com Iffl %'VIM IM#' - - Thornton Tomasetti PROJECT S r ;) / PROJECT NO. ( DATE i lls/ I BY SHEET of SUBJECT T7 r Lv 4. L" fl, . CHECKED BY DRAWING NO. c. ;.LC..r-ipc-t. - iic-e. l;....u.o 4 (_ : •l1%.C, .cc;JkeJc.i, = : ' .çLte.c •. Cc V" c'.C. -r. Lsp/.P4 (vm. 0IL4 O.Cfri F 4 4 4.-. A - Z5l..r ........ o.c(kY . . I I . I 10 v e- - -, 5 • I -• . .. .4 _ ._ .. -. -I -- ----H - ?-.--- - I - •. . 3.. Lp_._. . V r ---- .. 4 - 1 ............ L ..., .,. 1 •, -, - . _ I .. 1- .L; ... 1 i!ck4. I. ,... ,....j_,._..4...1..4 ........ ..f........L.._t.___..__4_-.._..___4 B2-5 Thornton Tomasetti Building Solutions Section C Miscellaneous Thornton Tomasett! Building Solutions Cl— Entry #2 Tower cl-i Thornton Tomasetti PROJECT 3.5 PROJECTNO. S(C017. DATE IO/zc (Ic BY SA T4 SHEET I of z SUBJECT t — L ç CHECKED BY DRAWING NO. 2 IIli1!11II IIIIIIIIILII 1111111111 71 — IT - - Is I sss =4 sss Z: — — ;:——:—:sss —:;:-:--*J— — —® T. P101—qL Ac_rc—t4 I7'iy — - .- -. I - •. 1— — - T3 pq I • t ..• . - ..--..-. .—r- , -- _...., ......... L+.... ----t- -4--r—l---r-- p...,(3z ir i...00r vu) Jip — -, - . .•' •• -• 1 :•- - 1.4. LJ .j. _•j .. ;. 4 1 1 - + -. — — -•-- --4 0 U se- W18 x 3sH .... L.J..~!1j t•.T i LL .1 ..iH .Lj....L.. . LI C1-2 C" Thornton Tornasetti PROJECT 3Lcv.F N' 3.*5 SUBJECT c, 1. - e - F; - DATE 101r5- hc BY A W SHEET of CHECKED BY - DRAWING NO. 13 IA4 BM.. 41>0 4 C, L lid s 4L J-;o +L.t L 2Zhp. tZ. q L .. . ZA .. I.-., - L . t2 -I-- $5 1• -I.......-. .,..____!_ .i.._._f r -:--5-- -'- --.-.-------1..-...--. -...... .L. L..J I • 4 ...... -r--- ...j...4_i.5-..l.4._.SL_.+5 r . L !. . . ., i J• L 1.... L C1-3 0 Steel Beam INC. 1983.2015. Budd:6. DescriptIon: 12 BM I - W18x35 @ Entry 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Proaerties Analysis Method: Load Resistance Factor Design • Fy: Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 GPM .I7.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D = 0.180, L = 0.250 kilt, Tributary Width = LO ft. (Si In-Fill) aximum Bending Stress Ratio 0.101: 1 Maximum Shear Stress Ratio = 0.036: Section used for this span W18x35 Section used for this span W18x35 Mu: Applied 25.192k-ft Vu: Applied 5.758 k Mn • Phi: Allowable 249.375k-ft Vn * Phi: Allowable 159.30 k Load Combination +1.20D40.5OLs+1.60L+1.60H Location of maximum on span 8.1500 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.036 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.067 in Ratio = Max Upward Total Deflection 0.000 In Ratio = Maximum Load Combination +1.2QD40.5OLr+1.60L+1.60H Location of maximum on span 0.000 ft Span #wheie maximum occurs Span #1 5,840: 0 <360 3140 0 (240 Segment Length Span # M V Max Mu + Max Mu - Mu Max Max PhrMnx Cb Rm VuMax Vnx PhiVnx +1.400+1.50H Dsgn.L= 17.50 It 1 0.046 0.017 11.53 11.53 27708 249.38 1.00 1.00 2.63 159.30 159.30 +1.0D40.50Lr+1.601.0.60H Degn. L = 17.50 It 1 0.101 0.038 25.19 25.19 277.08 249.38 1.00 1.00 5.76 159.30 159.30 +1.200+1.60140.505+1.60H Dsgn.L= 17.50 it 1 0.101 0.036 25.19 25.19 277.08 249.38 1.00 1.00 5.76 159.30 159.30 +1.30+1.50501,+1.60H Dsgn.L= 17.50 It 1 0.059 0.021 14.66 14.66 277.08 249.38 1.00 1.00 3.35 159.30 159.30 +1.200+1.6OLr40.50W+I.60H Dsgn. I = 17.50 It 1 0.040 0.014 9.88 9.88 277.08 249.38 1.00 1.00 2.26 159.30 159.30 +12O0.50L+1.608+1.60H Dsgn.L= 17.50 ft 1 0.059 0.021 14.66 14.66 277.08 249.38 1.00 1.00 3.35 159.30 159.30 +1.QD+1.6OS40.50W+1.50H Dsgn.L= 17.50 111 1 0.040 0.014 9.88 9.88 277.08 249.38 1.00 1.00 2.26 159.30 159.30 +1.2OD.50Lr4O.5OLiW+1.60H ,- Dsgn.L= 17.50 ft 1 0.059 0.021 14.66 14.66 277.08 249.38 1.00 1.00 3.35 159.30 159.30 +120040.50L40.50S4W+1.60H ..J Dsgn.L= 17.50ft 1 0.059 0.021 14.66 14.66 277.08 249.38 1.00 1.00 3.35 159.30 159.30 +12OD40.5OL4.2OS+1.60H Dsgn.L= 17.50 It 1 0.059 0.021 14.66 14.66 277.08 249.38 1.00 1.00 3.35 159.30 159.30 40.90D4W40.90H Dsgn.L= 17.50 ft 1 0.030 0.011 7.41 7.41 277.08 249.38 1.00 1.00 1.69 159.30 159.30 40.9004E40.90H C1-4 Dsgn.L= 17.50 ft 1 0.030 0.011 7.41 7.41 277.08 249.38 1.00 1.00 1.69 159.30 159.30 C Steel Beam File = SN0RVl-10eskhoppestPH3-1.5DDlSHQppE-1.EC6 ENERCALC INC. 1902015, Build:6.15.7.30, Ven6.I5.7.30 Description: L2 BM 1 - W18x35 @ Entry 2 Overall Maximum Deflections Load Combination Span Max. - DaD Location in Span Load Combination Max. "+ Defi Location in Span 4D4L4H 1 0.0669 8.838 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 4.069 4.069 Overall MiNimum 1.129 1.129 404H 1.882 1.882 404L4H 4.069 4.069 4O4Lr9H 1.882 1.882 40+84H 1.882 1.882 .D40.75OLr4O.750L4H 3.522 3.522 4040.750L40.75054H 3.522 3.522 4090.60W+1-1 1.882 1.882 4040J0E4H 1.882 1.882 4040.750Lf40.750L40.450W4H 3.522 3.522 4D40.750L40.750540.450W41 3.522 3.522 +040.750L90.750540.5250E41 3.522 3.522- .0.60D.0.60W40.60H 1.129 1.129 40.60D90.70E40.601-1 1.129 1.129 DOnly 1.882 1.882 LrOnly L Only 2.188 2.188 S Only WOnly EOnly \_ HOnly C1-5 C. Steel Beam Description: 12 BM 2- W18x35 @ EnVy 2 CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing Is defined as a set spacing overall spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 3.420 ft from Left-Most support Regular spacing of lateral supports on length of beam = 21.160 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number I Point Load: 0 = 6.90, L = 4.30k A 3.420 ft. (Reaction 1) Point Load: D = 6.90, L = 4.30k 0) 24.580 ft, (Reaction 2) Section used for this span Mu: Applied Mn * Phi: Allowable 0.131:1 Maximum Shear Stress Ratio W18x76 Section used for this span 60.774 k-ft Vu Applied 463.798 k-ft Vn • Phi: Allowable W18x76 16.435 k 232.050 k Load Combination +1.2D4.5()Lj+1.50L+1.50H Location of maximum on span 14.000ft Span #where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.064 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.194 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Forces & Stresses for Load Load Combination +1.20045OLr+1.00L+1.6()H Location of maximum on span 28.000 It Span # where maximum occurs Span #1 5,262 0 <360 1734 0<240 Segment Length Span # M V max Mu + max Mu - Mu Max Misc PhrMnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn.L= 336 It 1 0.060 0.048 36.88 36.86 679.17 611.25 1.66 1.00 11.15 232.05 232.05 Dsgn. I = 21.14 ft 1 0.093 0.047 43.45 36.86 43.45 518.90 467.01 1.02 1.00 10.79 232.05 232.05 Dsgn. L= 3.50 ft 1 0.062 0.048 37.59 37.59 679.17 611.25 1.59 1.00 11.15 232.05 232.05 +1.20D40.501r+1.60L+1.60H Dsgn. L= 3.36 it 1 0.090 0.071 54.71 54.71 679.17 611.25 1.66 1.00 16.44 232.05 232.05 Dsgn.L= 21.14 it 1 0.131 0.070 60.77 54.71 60.77 515.33 483.80 1.01 1.00 16.13 232.05 232.05 Dsgn. I = 3.50 It 1 0.091 0.071 55.75 55.75 679.17 611.25 1.60 1.00 16.44 232.05 232.05 +1.200+1.59L40.505+1.60H Dsgn. I = 3.38 it 1 0.090 0.071 54.71 54.71 679.17 611.25 1.66 1.00 16.44 232.05 232.05 Dsgn- L= 21.14 It 1 0.131 0.070 60.77 54.71 60.77 515.33 463.80 1.01 1.00 16.13 232.05 232.05 .1 Dsgn. L= 3.50 It 1 0.091 0.071 55.75 55.75 679.17 611.25 1.60 1.00 16.44 232.05 232.05 +1.20D+1.60Lr40.50L+1.59H Dsgn. L = 3.36 ft 1 0.064 0.050 38.82 38.82 679.17 811.25 1.66 1.00 11.71 232.05 232.05 Dsgn. L= 21.14 it 1 0.096 0.049 44.60 38.82 44.60 517.37 465.63 1.01 1.00 11.40 232.05 232.05 Dsgn. L= 3.50 it 1 0.065 0.050 39.58 39.58 679.17 61125 1.59 1.00 11.71 232.05 232.05 +1.20D+1.60Lp450W+1.60H C16 Dsgn. L = 3.36 ft 1 0.052 0.041 31.59 31.59 679.17 611.25 1.66 1.00 9.56 232.05 232.05 Dsgn. I = 21.14 it 1 0.080 0.040 37.24 31.59 37.24 518.90 467.01 1.02 1.00 9.25 232.05 232.05 Steel Beam Description: 12 BM 2- W1845 @ Erty 2 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu. Max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx Dsgn. L = 3.50 It 1 0.053 0.041 32.22 32.22 679.17 611.25 1.59 1.00 9.56 232.05 232.05 +1.20D40.50L+1.603+1.60H Dsgn. L= 3.36 It 1 0.064 0.050 38.82 38.82 679.17 611.25 1.66 1.00 11.71 232.05 232.05 Dsgn. L= 21.14 It 1 0.096 0.049 44.60 38.82 44.60 517.37 465.63 1.01 1.00 11.40 232.05 232.05 Dsgn. L= 3.50 ft 1 0.065 0.050 39.58 39.58 679.17 611.25 1.59 1.00 11.71 232.05 232.05 +1.20D+1.60840.50W+1.60H Dsgn. L= 3.36 ft 1 0.052 0.041 31.59 31.59 679.17 611.25 1.66 1.00 9.56 232.05 232.05 Dsgn. L= 21.14 It 1 0.080 0.040 37.24 31.59 37.24 518.90 467.01 1.02 1.00 9.25 232.05 232.05 Dsgn. L= 3.50 ft 1 0.053 0.041 32.22 32.22 679.17 611.25 1.59 1.00 9.56 232.05 232.05 +1.20D.0.50Lr.0.501.W+1.60H Dsgn. L= &36 It 1 0.064 0.050 38.82 38.82 679.17 611.25 1.66 1.00 11.71 232.05 232.05 Dsgn. L= 21.14 ft 1 0.096 0.049 44.60 38.82 44.60 517.37 465.63 1.01 1.00 11.40 232.05 232.05 Dsgn. L= 3.50 It 1 0.065 0.050 39.58 39.58 679.17 611.25 1.59 1.00 11.71 232.05 232.05 +1.20D.0.50L40.50S.W+1.60H Dsgn. L= 3.36 It 1 0.064 0.050 38.82 38.82 679.17 611.25 1.66 1.00 11.71 232.05 232.05 Dsgn. L= 21.14 It 1 0.096 0.049 44.60 38.82 44.60 517.37 465.63 1.01 1.00 11.40 232.05 232.05 Dsgn. L= 3.50 ft 1 0.065 0.050 39.58 39.58 679.17 611.25 1.59 1.00 11.71 232.05 232.05 +1.20040.50140.20S.€+1.60H Dsgn. L= 3.36 It 1 0.064 0.050 38.82 38.82 679.17 611.25 1.66 1.00 11.71 232.05 232.05 Dsgn. L= 21.14 ft 1 0.096 0.049 44.60 38.82 44.60 517.37 465.63 1.01 1.00 11.40 232.05 232.05 Dsgn. L = 3.50 It 1 0.065 0.050 39.58 39.58 679.17 611.25 1.59 1.00 11.71 232.05 232.05 .0.90D+W.0.90H Dsgn. L= 3.36 ft 1 0.039 0.031 23.69 23.69 679.17 611.25 1.66 1.00 7.17 232.05 232.05 Dsgn. L = 21.14 It 1 0.060 0.030 27.93 23.69 27.93 518.90 467.01 1.02 1.00 6.94 232.05 232.05 Dsgn. 1= 3.50 It 1 0.040 0.031 24.17 24.17 679.17 811.25 1.59 1.00 7.17 232.05 232.05 .0.90D.E.0.90K Dsgn. I = 3.36 ft 1 0.039 0.031 23.69 23.69 679.17 611.25 1.66 1.00 7.17 232.05 232.05 Dsgn. L= 21.14 ft 1 0.060 0.030 27.93 23.69 27.93 518.90 467.01 1.02 1.00 6.94 232.05 232.05 Dsgn.L= 3.50 It 1 0.040 0.031 24.17 24.17 679.17 611.25 1.59 1.00 7.17 232.05 232.05 Overall Maximum Deflections Load Combination Span Max.- Deft LocatiOn in Span Load Combination Max. +" Deft Location in Span +D.L.H 1 0.1938 14.140 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values in lOPS Load Combination Support 1 Support 2 Overall MAXimum 12.263 12.263 Overall MiNimum 4.300 4.300 .01+1 7.963 7.963 .04L4H 12.263 12.263 904LJ4H 7.963 7.963 .D.S.H 7.963 7.963 4040.750Lr40.750L4H 11.188 11.188 4D40.750140.750S4H 11.188 11.188 4D40.60W4H 7.963 7.963 +D40.70E.H 7.963 7.963 .040.750Lr40.750L40.450W4H 11.188 11.188 4040.750L40.750S40.450W4H 11.188 11.188 4040.750140.750S40.5250E4H 11.188 11.188 .0.60D40.60W40.60H 4.778 4.778 40.60D40.70E40.60H 4.778 4.778 D Only 7.963 7.963 LrOnly I Only 4.300 4.300 S Only WOnly E Only H Only CI-7 Thornton Tomasetti PROJECT fs Lt. SUB JECT 13M i)M c24 PROJECT NO. Z, IO IZ DATE i /iz- Ii BY ¶>A 11 SHEET , of f CHECKED BY - DRAWING NO. I 1 4o cr - 1 :1 T' ....,. . ....... i ..4.............. . ,. . .... :r:T •- I.-..-.I._-'. ...4 1 • •_$. ... •1 ..... . i ... ., ,..... •_..4 ._f. .•.. hiH-y-•H •.. L 4tJ I --4 '. .............L1. iJ t.±U .tb LuL±JLiL±: it.il: - CI-8 0 () www.hiltlus Profis Anchor 2.7.1 Company: TT Page: 1 Specifier Project: TSC - PH 3.5 Address: Sub-Project I Pos. No.: 51S3.01 Phone I Fax: I Date: 1/12I2017 E-Mail: Specifier's comments: I Input data Anchor type and diameter: Kwik Belt TZ . CS 314(4314) fljflhILJ$J Effective embedment depth: hefAm = 4.750 in., h, = 5.563 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 61112016151112017 Proof: Design method ACI 318-111 Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 In. Anchor plate: & x I,,x t = 20.000 in. x 12.000 In. x 0.500 in.; (Recommended plate thickness: not calculated Profile: Rectangular plates and bars (AISC); (Lx W x T) = 12.000 in. x 0.375 in. x 0.000 in. Base material: cracked concrete, 3000, f' = 3000 psi; h = 24.000 In. Installation: hammer drilled hole, Installation condition: Dry Reinforcement tension: condition B, shear: condition 8; no supplemental splitting reinforcement present edge reinforcement: none or < No.4 bar Geometry (lnj & Loading Pb, ln.lbj Input data and wsuls must be thedied for agreement with the exisSeg condftlans and for plausth5tyl PR0F15 Anchor (c) 2003.2009 141111 AG. FL-9494 Sdwan Hill Use registered Trademaik of Hilti AG, 5chaan www.hiltLus ( Company: TT Profis Anchor 2.7.1 .Page: 2 \. Specifier Project: TSC - PH 3.5 Address: Sub-Project I P05. No.: 5/53.01 Phone I Fax: I Date: 111212017 E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tenslon, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 4100 4100 0 2 0 4100 4100 0 3 0 4100 4100 0 4 0 4100 4100 0 max. concrete compressive strain: -06]. max. concrete compressive stress: - Ipsfl resulting tension force in (xly)=(0.000/0.000): 0 bJ resulting compression force In (xfy)=(0.000/0.000): 0 (Jb] 3 Tension load Load Nan [I] Capacity Nn [Ib] Utilization PN = NJ+ N5 Status Steel Strength' NIA NIA NIA NIA Pullout Strength' N/A NIA N/A N/A Concrete Breakout Strength" N/A N/A N/A N/A * anchor having the highest loading "anchor group (anchors in tension) Input data and results nwat be thaxiced for agreement with the existing condtilens and for plausthiRyt PROFIS Anchor (c) 2003.2009 HIttIAG FL-9494 Schaan KIlO Is a registered Tradsme,k of 14111 AO Sthaan () www.hllti.us Profis Anchor 2.7.1 (1 Company: TT Page: 3 Specifier: Project TSC - PH 3.5 Address: Sub-Project I Poe. No.: 5/S3.01 Phone I Fax: I Date: 1/12/2017 E-Mail: 4 Shear load Load V 1 PbJ Capacity$ V [lbj Utilization py = VI,J$ V Status Steel Strength 4100 8888 47 01< Steel failure (with lever arm) N/A N/A N/A N/A Pryout Strength 16400 32901 50 OK Concrete edge failure in direction x+" 16400 18028 91 OK anchor having the highest loading"anchor group (relevant anchors) 4.1 Steel Strength V. = ESR value refer to ICC-ES ESR-1917 $ vaea L, V 1 ACI 318-11 Table D.4.1.1 Variables A.v [In.2] f,,.. [psi] 0.24 106000 Calculations V [lb] 13674 Results Ve, [Ib] 4' . • V Pb) Vol (Ib 36 174 0.650 8888 4100 \._ 4.2 Pryout Strength V. =lccp[()AN.VeciiVetNVcIVcpNNb] ACI 318-11 Eq. (D.41) 4' V V9 2! Vua ACI 318-11 Table D.4.1.1 Aft see ACI 318-11, Part D.5.2.1, Fig. RD.5.2.1(b) ANO =94 ACI 318-11 Eq. (D-5) V.N =(+29~)9 .o ACI 318-11 Eq. (D-8) 'VId.N =0.7 +0.3(fb.)S 1.0 ACI 318-11 Eq. (D-10) 5h.1 , MAX (!si!!s!)10 C&C Coe ACI 318-11 Eq. (D.12) Nb = Ito X 5 fl.hj ACI 318-11 Eq. (D.6) Variables Ne h01 [In.) [In.J [m.][In.]2 4.750 0.000 0.000 9.500 Wc.N ca, on.) lc 4[psl] 1.000 9.000 17 1.000 3000 Calculations ANc [hi.2] Aw [lii.2] V ec2.N V .d.N Nb [Ib] 495.08 203.06 1.000 10, OM 1.000 1.000 1.000 9639 Results Vq (Ib] $ $ V. [llJ V. Pb] () 47001 0.700 32901 16400 Input date and results must be checked thragmement etth the existing conditions and for plauslbtlltyl PROFISMGhO, (02003-2= HIS AG. FL.994 5thn Huh is a regTalezed Trademark 09115 AG. 5chaan Cl-Il www.hiltLus Profis Anchor 2.7.1 Company: TT Page: 4 Specifier: Project: TSC - PH 3.5 Address: Sub-Project I P08. No.: 51S3.01 Phone I Fax: Date: 1112(2017 E-Mail: 4.3 Concrete edge failure In direction x+ Vft = ( Avc A) 'V ev,V 11 ed.V 41 c.V W h,V q, PNMW.V Vb ACI 318-11 Eq. (0-31) $ V" V,,, ACI 318-11 Table D.4.1.1 Ave see ACI 318-11, Part 0.6.2.1, Fig. RD.6.2.1(b) Av = 4.5 C ; ACI 318-11 Eq. (D-32) 41 .v = ( + eu ) s1.0 ACI 318-11 Eq. (0-36) 3c1 q, @AV = 0.7 + 0.3() 1.0 ACI 318-11 Eq. (0-38) 0 J,i.o 'I'liv h. ACI 318-11 Eq. (D-39) V0 = (7 (t) i) A 1i c,f ACI 318-11 Eq. (0-33) Variables ii on.] c [In.] edv [in.] u,, c.'J h5 [in.] 12.500 - 0.000 1.000 24.000 l [in.] A • d1 [in.] t [psi] W pmuietv 4.750 1.000 0.750 3000 1.000 ' Calculations [In.2] Avw [itt2] 41 SGV V .v V 'iv Vb Pb] 853.13 703.13 1.000 1.000 1.000 21227 Results VCbg [Ibj 4 axxmm 0 V Pb] V. [Ibj 25755 0.700 18028 16400 5 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered. The anchor plate Is assumed to be sufficiently stiff, in order not to be deformed when subjected to the loadingl Input data and results must be checked for agreement with the existing conditions and for plausibilityl Condition A applies when supplementary reinforcement Is used. The Q factor is Increased for non-steel Design Strengths except Pullout Strength and P,yout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation Instructions. Checking the transfer of loads into the base material and the shear resistance are required In accordance with ACI 318 or the relevant standardl Hull post-installed anchors shall be installed In accordance with the Hilti Manufacturer's Printed Installation Instructions (MPh). Reference ACI 318-11. Part D.9.1 Fastening meets the design criteria! () Input data and mift must be thexhed for agmeniunt with the existing conditions exd for plauslbllllyl PR0Fl5Mchor(c ) 2003-2009 Hid AG, FL-9494 Sd,aan Mild Is a registered Tmdsma,k of Hill AG, 5thaxn CI-12 0 www.hllti.us Company: TT Profis Anchor 2.7.1 Page: Specifier: Project 5 TSC - PH 3.5 Address: Sub-Project I Pos. No.: 51S3.01 Phone I Fax: I Date: 1/12/2017 E-Mail: 6 Installation data Anchor plate, steel:. Anchor type and diameter Kwik Bolt TZ- CS 3/4(43/4) Profile: Rectangular plates and bars (AISC); 12.000 x 0.375 x 0.000 in. Installation torque: 1320.002 inib Hole diameter in the fixture: d1= 0.813 in. Hole diameter In the base material: 0.750 In. Plate thickness (Input): 0.500 in. Hole depth in the base material: 5.750 in. Recommended plate thickness: not calculated Minimum thickness of the base material: 8.000 in. Drilling method: Hammer drilled Cleaning: Manual cleaning of the drilled hole according to instructions for use is required. 6.1 Recommended accessories Drilling Cleaning Setting Suitable Rotary Hammer • Manual blow-out pump • Torque wrench Properly sized drill bit ,. • Hammer Coordinates Anchor In. Anchor 1 x y c. c C, c -8.000 -4.000 9.500 20.500 - - 2 0.000 -4.000 17.500 12.500 - - 3 -8.000 4.000 9.500 20.500 - - 4 0.000 4.000 17.500 12.500 - - Input data and results must be chocked far agreement with the existing conditions and for ptau5lbllityt PROPIS Mcho,( 0)2003-2009 HiS AG. FL9494 Sdaan IMU Is a registered TIWIITISIIC c(HIWAO, Sdiaan Cl-13 www.hiitl,us (' Company: TT Profis Anchor 2.7.1 Page: 6 Specifier: Project TSC - PH 3.5 Address: Sub-Project I Pos. No.: 51S3.01 Phone I Fax: I Date: 111212017 E-Mail: 7 Remarks; Your Cooperation Duties Any and all InfOrmation and data contained in the Software concern solely the use of Huh products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user.. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using Die relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put In by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent:or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, If applicable, carry out the updates of the Software offered by HiltI on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. j Input data and result, must be checked for agreement with the existing conditions and ImpIausibIltyI PROMS Anchor (c)2003.2009 HIM AG. FL-9494Schaan Hilti Isa steredTr dematkotllltlAG,Schaan 1-14 Ci X PH 3.5 Steel to Conc BM PL r Bearing Pressure Maximum Bearing .019 ksi Max/Allowable Ratio .008 1.2D+1.6L (ABIF = 1.000) I.019 (ksl) .019 20 in Plain Base Plate Connection Base Plate Thickness :.6 In Base Plate Fy : 36. ksi Bearing Surface Fp : 2.486 ksi Anchor Bolt Diameter :.75 In Anchor Bolt Material : FI554-36 Anchor Bolt Fu : 60. ksi Column Shape : W18x76 Steel Code : AISC 14th:LRFD Concrete Code : ACI 318-11 Base Plate Stress Maximum Stress 11.798 ksl Max/Allowable Ratio .243 1.2D+1.6L I (ASIF=1.000) 11.798 (ksi) .007 U Anchor Bolts Rnit X fin) 711n1 Tn 1k %/v /L-% ti. iI,'t Cnf fkail OIL-1% 1 4 0 0 6482 1 -2005 1 N.A. N.A. N.A- N A N A 1 20+1 6L to 2 -4. 1 0. 0. 1 -6.482 1 2.005 N.A. I N.A. N.A. N.A. N.A. 1.2D+1.6L (1) 3 4. 8. 0. -1.733 .1.462 N.A. N.A. N.A. N.A. N.A. 1.20+1.8L (1) 4 .4. 8. 0. -1.733 1.462 N.A. N.A. N.A. N.A. N.A. 1.20+1.6L. (1) Note: Hit and Fnv shown above Include phi factors. Loads P Vz (k) Mx (k-ft) Mz DL LL CI-15 () C' Thornton Tomasetti PROJECT S( —. TfA 3 S SUBJECT .e.. — PROJECTNO. (GOiz- DATE 10/2-5114 BY SHEET / of CHECKED BY DRAWING NO. Iv-1 t't 13 ('t%.Lv*-s41fL,,e-4%,fdh i) Up ,cL4;.L.., ?,-cceJ (ij F-. . j . L • . ..i. . .............. *. ..; I .....................r V. çi..o. ... ..... . - - - .F;..._.._ . . V ._.. •. .... 4 1 .. .4 4 L . , *, ... ... . =f 0.1 t DStpV )Jt - -V .. V •. .......+ _.,L __.j V. V ----•t• CC ----i------H -.---- : --i--. VT;... i7 L_H'1'•' i " I.TT. L ......... ................................................. CI-16 01 n CI-17 .1 ... - . .. 1- -- - C Thornton Tomasetti PROJECT SUBJECT PROJECT NO. ( GO I DATE IC) /?5 f,. BY SA N SHEET I of I CHECKED BY DRAWING NO. . + * TS K __ ..1. . T-;! I' , VJi4Zt r 1• . "- i..- ...... a. C_L. - iJ k)I( etc ............:c ... . +tt r+Thtui :. 71. ' . --i-..- __• +-.--. -, L ----H----- ........ 1-Lb HfH fl C1-18 File= 1'Steel Beam ENERCALC. INC. 1983.15. Build 15.7. Vec6.15.7.30 I ImwL'EsI.-rIIIIsII1p Description: Roof BM 1 - W1206 @ Pop-Up CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam bracing is defined Beam-by-Beam E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths Span #1, Defined Brace Locations, First Brace at ft. Second Brace at ft. Third Brace at It Span #2. Fully Braced 00,231 O.28a V. Span '5.Oft Spa '17.5Oft W129t8 wII. Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans: 0 = 0.01650, Lr = 0.020 ksf, Tributary Width = 14.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.354:1 Maximum Shear Stress Ratio = 0.089:1 Section used for this span WI2x16 Section used for this span WI 2x16 Mu: Applied 26.675 k-ft Vu : Applied 7.046 k Mn' Phi: Allowable 75.375 k-ft Vn 'Phi: Allowable 79.20 k Load Combinatiofhl.200+1.60Lr4O.501+1.60H, LL Comb Run ('1) Load Combinallo.20D+1.60Lr40.50L+1.60H, LL Comb Run (Ii) Location of maximum on span 9.019ft Location of maximum on span 5.000 It Span # where maximum occurs Span #2 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.200 In Ratio = 1,048 Max Upward Transient Deflection -0.181 in Ratio = 663 Max Downward Total Deflection 0.342 in Ratio = 614 Max Upward Total Deflection -0.277 in Ratio = 433 Maximum Forces & Segment Length Span # M V max Liu + max Mu- Mu Max Mnx PhrMnx Cb Rm VuMax Vnx PhiVra +1.40D+1.60H Dsgn. 1 = 5.00 it 1 0.069 0.041 4.32 4.32 69.28 62.35 1.00 3.27 19.20 79.20 osgn.L= 17.50 it 2 0.148 0.041 11.17 4.32 11.17 83.75 75.38 1.00 1.00 3.27 79.20 79.20 +12O.5OLr+1.60L+1.50H. LL Comb Dsgn. L = 5.00 it 1 0.059 0.051 -3.71 3.71 69.28 62.35 1.00 4.03 79.20 79.20 Dsgn. I = 17.50 it 2 0.198 0.051 14.91 -3.71 14.91 83.75 75.38 1.00 1.00 4.03 79.20 79.20 +1.20040.50Lr+1.601+1.60H. LL Comb Dsgn. L = 5.00 ft 1 0.087 0.037 -5.46 5.46 69.28 62.35 1.00 2.91 79.20 79.20 Dsgn. L = 17.50 it 2 0.117 0.037 8.78 -5.46 8.78 83.75 75.38 1.00 1.00 2.91 79.20 79.20 .i4.20D..O.50Lr+1.601+1.60H, LL Comb Dsgn.1 5.00 it 1 0.087 0.052 -5.46 5.46 69.28 62.35 1.00 4.13 79.20 79.20 I' Dsgn. I = 17.50 it 2 0.187 0.052 14.09 -5.46 14.09 83.75 75.38 1.00 1.00 4.13 79.20 79.20 ,+1.20D+1.601.40.508+1.60H. IL Comb F Dsgn. 1 = 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. I = 17.50 it 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20D+1.51,40.50S+1.60H. IL Comb F Dsgn. L = 5.00 it 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L= 17.50 it 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.1-19 79.20 +1.200+1.501,.0.50S+1.601-1 LL Comb F Dsgn. I = 5.00 it 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 C. Steel Beam Vec6.15.7.30 Description: Roof BM I - W12x16 @ Pop-tip Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi*Vnx Dsgn. L= 17.50 It 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20D+1.6OLr4O.50L+1.60H, IL Comb Dsgn. I = 5.00 ft 1 0.059 0.085 -3.71 3.71 69.28 62.35 1.00 6.73 79.20 79.20 Dsgn. L = 17.50 It 2 0.354 0.085 26.68 -3.71 26.68 83.75 75.38 1.00 1.00 6.73 79.20 79.20 +1.20D+1.601j4O.50L+1.60H, LL Comb Dsgn. L= 5.00 ft 1 0.149 0.047 -9.31 9.31 69.28 62.35 1.00 3.72 79.20 79.20 Dsgn. L = 17.50 ft 2 0.123 0.039 7.17 -9.31 9.31 83.75 75.38 1.00 1.00 3.13 79.20 79.20 +1.20D+1.60Lr4O.501+1.60H, LL Comb Dsgn. L = 5.00 ft 1 0.149 0.089 -9.31 9.31 69.28 62.35 1.00 7.05 79.20 79.20 Dsgn. L = 17.50 ft 2 0.319 0.089 24.03 -9.31 24.03 83.75 75.38 1.00 1.00 7.05 79.20 79.20 +1.20D+1.60Lr4O.50W+1.60H, IL Comb Dsgn. L = 5.00 ft 1 0.059 0.085 -3.71 3.71 69.28 62.35 1.00 6.73 79.20 79.20 Dsgn. L = 17.50 ft 2 0.354 0.085 26.68 -3.71 26.68 83.75 75.38 1.00 1.00 6.73 79.20 79.20 +1.20D+1.60Lr4O.50W+1.60H. LL Comb Dsgn. L= 5.00 It 1 0.149 0.047 -9.31 9.31 69.28 62.35 1.00 3.72 79.20 79.20 Dsgn. L = 17.50 It 2 0.123 0.039 7.17 -9.31 9.31 83.75 75.38 1.00 1.00 3.13 79.20 79.20 +1.200+1.6OLr4O.50W+1.60H, IL Comb Dsgn. L = 5.00 ft 1 0.149 0.089 -9.31 9.31 69.28 62.35 1.00 7.05 79.20 79.20 Dsgn. I = 17.50 It 2 0.319 0.089 24.03 -9.31 24.03 83.75 75.38 1.00 1.00 7.05 79.20 79.20 +1.20D40.50L+1.60S+1.60H, IL Comb F Dsgn. L = 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L = 17.50 It 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.2OD40.501+1.69S+1.60H, LL Comb F Dsgn. L= 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L = 17.50 It 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20D40.50L+1.60S+1.60H. LL Comb F Dsgn. L = 5.00 It 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L = 17.50 It 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20D+1.608.0.50W+1.60H Dsgn. L = 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L= 17.50 It 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20040.50Lr4O.50L.W+1.60H, LL Cor Dsgn. L = 5.00 ft 1 0.059 0.051 -3.71 3.71 69.28 62.35 1.00 4.03 79.20 79.20 Dsgn. L= 17.50 ft 2 0.198 0.051 . 14.91 -3.71 14.91 83.75 75.38 1.00 1.00 4.03 79.20 79.20 +1.20D40.50Lr9O.50L.W+1.60H, LL Cor Dsgn. L = 5.00 ft 1 0.087 0.037 -5.46 5.46 69.28 62.35 1.00 2.91 79.20 79.20 Dsgn.L= 17.50 ft 2 0.117 0.037 8.78 -5.46 8.78 83.75 75.38 1.00 1.00 2.91 79.20 79.20 IL Cor Dsgn. L= 5.00 ft 1 0.087 0.052 -5.46 5.46 69.28 62.35 1.00 4.13 79.20 79.20 Dsgn. L = 17.50 ft 2 0.187 0.052 14.09 -5.46 14.09 83.75 75.38 1.00 1.00 4.13 79.20 79.20 +1.20D.0.50L'0.505+W+1.60H, LL Con Dsgn. L = 5.00 It 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn.L= 17.50ft 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20D'0.5OL.0.50S.W+1.60H, LI. Con Dsgn. L = 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L= 17.50 It 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.20D.O.5OL40.50SeW+1.60H. LL Con Dsgn. L= 5.00 It 1 0.059 0.035 -3.71 3.71 6928 62.35 1.00 2.81 79.20 79.20 Dsgn. L= 17.50 ft 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.2OD.0.5OL.0.20Si+1.60H, IL Corn Dsgn. L= 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L = 17.50 ft 2 0127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +1.2OD4.50L.20S*+1.60H. LL Com Dsgn. I = 5.00 It 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 79.20 Dsgn. L= 17.50 ft 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 +120D40.50140.2054E+1.60H, LL Corn Dsgn. L = 5.00 ft 1 0.059 0.035 -3.71 3.71 69.28 62.35 1.00 2.81 79.20 7920 Dsgn. L= 17.50 ft 2 0.127 0.035 9.57 -3.71 9.57 83.75 75.38 1.00 1.00 2.81 79.20 79.20 0.9013+W40.90H Dsgn. I = 5.00 It 1 0.045 0.027 -2.78 2.78 6928 62.35 1.00 2.10 79.20 79.20 ' Dsgn. I = 17.50 It 2 0.095 0.027 7.18 -2.78 7.18 83.75 75.38 1.00 1.00 2.10 79.20 79.20 .40.90D4E40.90H ' Dsgn. L = 5.00 ft 1 0.045 0.027 -2.78 2.78 69.28 62.35 1.00 2.10 79.20 79.20 Dsgn. L = 17.50 ft 2 0.095 0.027 7.18 -2.78 7.18 83.75 75.38 1.00 1.00 2.10 79.20 79.20 Overall Maximum Deflections Load Combination Span Max. - Dell Location in Span Load Combination Max. + Dell Locn.pan 1 0.0000 0.000 4D4Lr4H .0.2771 0.000 .0i4.r#1 2 0.3421 8.885 0.0000 0.000 C. Steel Beam INC. Description: Roof BM 1 - W12x16 @ Pop-Up Vertical Reactions Support notation: Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXImum 7.623 4.435 Overall MiNimum 1.600 .0:200 90411 3.573 1985 4041.1+1, LL Comb Run (*L) 3.573 1.985 .D*L+H, LL Comb Run (I.) 3.573 1.985 40-.LIH, LL Comb Run (LL) 3.573 1985 4041.1411, 11 Comb Run (IL) 6.023 4.435 .D4Lr4H, LL Comb Run (L') 5.173 1.785 404Lr4H. LL Comb Run (LL) 7.623 4.235 .048411 3.573 1.985 4040.750Lr40.75014H, IL Comb Run C 5.411 3.823 9040.7501140.7501.H, IL Comb Run (L 4.773 1.835 4040.750Lr90.7501911, IL Comb Run (1 8.611 3.873 .010.750190.750S411, IL Comb Run (1. 3.573 1.985 4040.750L90.750841, IL Comb Run (1' 3.573 1.985 4040.750L40.7505.H, LL Comb Run (LI 3.573 1.985 4o.0.60W*H 3.573 1.985 4040.70E#1 3.573 1.985 4D90.7501190.750140.450W#l, LL Corr 5.411 3.823 -.04075OLr90.750140.450-.H, IL Con 4.773 1.835 4040.750Lr40.750L.O.450W.H, IL Con 6.611 3.673 9D.0.750L90.7505-.0.450W.M, LL Corn 3.573 1.985 9040750L40.750S40.450W411, IL Corn 3.573 1.985 4090.750L40.750S40.450W4H, IL Corn 3.573 1.985 .D.0.750L.0.750540.5250E.H. LL Con 3.573 1.985 9040.750140.7508-.05250E411, IL Con 3.573 1.985 4040.750140.750S90.5250E4H, LL Con 3.573 1.985 40.60D40.60W40.60H 2.144 1.191 .0.60D.0.70E40.60H 2.144 1.191 D Only 3.573 1.985 LrOnIy, LL CombRun ('1) 2.450 2.450 LrOnly, LL Comb Run (1) 1.600 -0.200 LrOnly, IL Comb Run (LL) 4.050 2.250 I Only, IL Comb Run (14 I Only, LL Comb Run (Li LOnly, IL Comb Run (IL) S Only W Only E Only H Only f C1-21 Steel Beam Description: Roof BM 2- W14x22 @ Pop-Up CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0 Its! Beam Bracing: Beam bracing is defined as a set spacing over all spans E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Unbraced Lengths First Brace starts at 7.0 It from Left-Most support Regular spacing of lateral supports on length of beam = 7.0 ft Spin -21.0 ft W14x22 Applied Loads Service loads entered. Load Factors will be applied for calculations. \ Beam self weight calculated and added to loading Load(s) for Span Number I Point Load : D=3.20, Lr=3.90kØ7.0 ft. (BM Above 1) Point Load: D=3.20, L3.90k14.0 ft, (BM Above 2) Section used for this span W14x22 Section used for this span W14x22 Mu: Applied 61.802k-ft Vu : Applied 8.928 k Mn Phi: Allowable 106.904 k-ft Vn • Phi: Allowable 94.530 k Load Combination +1.200+1.601r.0.50L.i-1.50H Load Combination +1.20D+1.50(j40.50L+1.50H Location of maximum on span 7.03511 Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.195 in Ratio= 1,289 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.624 in Ratio= 404 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span if M V max Mu + max Mu- Mu Max Mnx PhrMnx Cb Rm VuMax Vnx PhrVnx +1.40D+1$0H Dsgn. L = 6.93 ft 1 0.261 0.051 32.55 32.55 138.33 124.50 1.61 1.00 4.80 94.53 94.53 Dsgn.L= 7.04 ft 1 0.329 0.049 33.06 32.55 33.06 111.75 100.57 1.00 1.00 4.59 94.53 94.53 Dsgn. 1= 7.04 ft 1 0.264 0.051 32.88 32.88 138.33 124.50 1.63 1.00 4.80 94.53 94.53 +1.2Q.5OLr+1.60L+1.60H Dsgn. L = 6.93 ft 1 0.412 0.079 51.33 51.33 138.33 124.50 1.67 1.00 7.50 94.53 94.53 Dsgn. L= 7.04 ft 1 0.575 0.077 61.80 51.33 61.80 119.34 107.41 1.07 1.00 7.31 94.53 94.53 Dsgn. L= 7.04 ft 1 0.496 0.094 61.80 61.80 138.33 124.50 1.64 1.00 8.93 94.53 94.53 +1.2013+1.601,.0.50S+1.60H - Dsgn.L= 6.93 ft 1 0.340 0.066 42.32 42.32 138.33 124.50 1.67 1.00 6.20 94.53 94.53 Dsgn. L= 7.04 ft 1 0.511 0.064 57.23 42.32 57.23 124.36 111.93 1.11 1.00 6.01 94.53 94.53 ) Dsgn. L= 7.04 ft 1 0.460 0.088 57.23 57.23 138.33 124.50 1.64 1.00 8.28 94.53 94.53 +1.20D+1.6Olj,0.50L+1.60H Dsgn.L= 6.93 ft 1 0.492 0.094 61.24 61.24 138.33 124.50 1.67 1.00 8.93 94.53 94.53 Dsgn. L= 7.04 ft 1 0.578 0.093 61.80 51.89 61.80 118.78 106.90 1.06 1.00 8.74 94.53 94.53 Ds9n.L= 7.04 ft 1 0.417 0.079 51.89 51.89 138.33 124.50 1.64 1.00 7.50 94.53 94.53 +1.20D+1.50Lr0.50W+1.60H C1-22 Dsgn. L = 6.93 ft 1 0.456 0.088 56.73 56.73 138.33 124.50 1.67 1.00 8.28 94.53 94.53 Dsgn.L= 7.04 ft 1 0.515 0.086 57.23 42.82 57.23 123.47 111.12 1.11 1.00 8.09 94.53 94.53 C:Steel Beam File = INC. 15.7.30 Description: Roof BM 2- W1422 @ POP-Up Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn. L= 7.04 ft 1 0.344 0.066 42.82 42.82 138.33 124.50 1164 1.00 6.20 94.53 94.53 +1.200.0.50L+1.605+1.60H Ds9n. L = 6.93 ft 1 0.260 0.050 32.41 32.41 138.33 124.50 1.67 1.00 4.77 94.53 94.53 Dsgn. L= 7.04 ft 1 0.354 0.048 37.26 32.41 37.26 117.11 105.40 1.05 1.00 4.58 94.53 94.53 Dsgn. L= 7.04 ft 1 0.299 0.057 37.26 37.26 138.33 124.50 1.64 1.00 5.42 94.53 94.53 +1.20D+1.605.0.5OW+1.60H Dsgn. L = 6.93 ft 1 0.224 0.044 27.90 27.90 138.33 124.50 1.67 1.00 4.12 94.53 94.53 Dsgn. L = 7.04 It 1 0.282 0.042 28.34 27.90 28.34 111.75 100.57 1.00 1.00 3.93 94.53 94.53 Dsgn. L= 7.04 ft 1 0.226 0.044 28.18 28.18 138.33 124.50 1.63 1.00 4.12 94.53 94.53 +1.20D4.50Lr*0.50L+W+1.60H Dsgn. L= 6.93 It 1 0.333 0.064 41.42 41.42 138.33 124.50 1.67 1.00 6.07 94.53 94.53 Dsgn. L= 7.04 ft 1 0.418 0.062 41.99 41.42 41.99 111.64 100.47 1.00 1.00 5.88 94.53 94.53 Dsgn. L= 7.04 It 1 0.336 0.064 41.83 41.83 138.33 124.50 1.64 1.00 6.07 94.53 94.53 +1.20D.50L40.505.VV+1.60H Dsgn. L = 6.93 ft 1 0.260 0.050 32.41 32.41 138.33 124.50 1.67 1.00 4.77 94.53 94.53 Dsgn. L= 7.04 It 1 0.354 0.048 37.26 32.41 37.26 117.11 105.40 1.05 1.00 4.58 94.53 94.53 Dsgn. L = 7.04 ft 1 0.299 0.057 37.26 37.26 138.33 124.50 1.64 1.00 5.42 94.53 94.53 +1.20D450L.0.2054E+1j0H Dsgn. L = 6.93 It I 0.260 0.050 32.41 32.41 138.33 124.50 1.67 1.00 4.77 94.53 94.53 Dsgn. L= 7.04 ft 1 0.354 0.048 37.26 32.41 37.26 117.11 105.40 1.05 1.00 4.58 94.53 94.53 Dsgn. I = 7.04 It 1 0.299 0.057 37.26 37.26 138.33 124.50 1.64 1.00 5.42 94.53 94.53 40.90D4W40.9011 Dsgn. L= 6.93 It 1 0.168 0.033 20.93 20.93 138.33 124.50 1.67 1.00 3.09 94.53 94.53 Dsgn. L = 7.04 ft 1 0.211 0.031 21.26 20.93 21.26 111.75 100.57 1.00 1.00 2.95 94.53 94.53 Dsgn. L= 7.04 It 1 0,170 0.033 21.14 21.14 138.33 124.50 1.63 1.00 3.09 94.53 94.53 40.90D4E40.90H Dsgn.L= 6.93 ft 1 Dsgn. L= 7.04 It 1 0168 0.211 0.033 0.031 20.93 21.26 20.93 20.93 21.26 138.33 111.75 124.50 100.57 1.67 1.00 3.09 94.53 94.53 Dsgn. L= 7.04 It 1 0.170 0.033 21.14 21.14 138.33 124.50 1.00 1.00 1.63 1.00 2.95 3.09 94.53 94.53 94.53 94.53 Overall Maximum Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. + Deft Location in Span 9040.750Lr40.750L40.450W4H 1 0.6244 10.605 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.357 6.357 Overall MiNimum 1.300 1.300 4041 3.432 3.432 404L4H 4.732 6.032 40sLr4H 6.032 4.732 404641 3.432 3.432 '040.750Lr40.7501-41 6.357 6.357 040.750L90.750S#I 4.407 5.382 4040.60W#1 3.432 3.432 4040.70E4H 3.432 3.432 4040.750Lr40.750L40.450W#1 6.357 6.357 4040.750L40.750S40.450W4H 4.407 5.382 4040.7501-40.750S45250E#1 4.407 5.382 90.60D40.60W40.60H 2.059 2.059 40.60D40.70E.0.60H 2.059 2.059 D Only 3.432 3.432 Li Only 2.600 1.300 I Only 1.300 2.600 S Only W Only E Only H Only CI-23 Thornton Tomasefti PROJECT c I SUBJECT PROJECT NO. 51Gc I r DATE BY SHEET I of Z CHECKED BY DRAWING NO. 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I 4 * .4 t .• .t._..... ...I ....—• •.i..s — ...•. ------------1 - I .4 f...t -. 4 .. ,--..- - -.4_s..- •.••...•,j ----I-----.-1---4 __._s ___f_4. t--$•.-..+-..---. ,_..___1_.__•i.•_._.._.__ ..............'.-i-.-, -i-i- ..4 .....1 .• • I •- 1 -- ! - '• L- ..................................................... • I I I •• - . -- . . - ._ . L. L.. - • • - - s._._ ... CI-28 I (T Steel Column FfletUsersSNORVI-1Deskk ENERCALC INC. Description: Cot Cl- Col From 12 to Pop-Up Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10. General Information Steel Section Name: HSS8x8x1I2 Overall Column Height 27.375 it Analysis Method: Load Resistance Factor Top & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksi Unbasoed Length for X-X Axis buckling = 27.375 it K = 1.0 Load Combination: ASCE 7-10 V-V (depth' axis: Unracod'Length for V-V Axis buckling = 27.375 it K = 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included: 1,333.73 lbs * Dead Load Factor AXIAL LOADS. . - Pop-Up Roof.- Axial Load at 27.375 ft; .0 = 2.90, LR = 2.10k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial-.Bending Stress Ratio = 0.03313 :1 Maximum SERVICE Load Reactions - - Load Combination +1.20D+1.60Lr+0.50L+1.60H Top along X-X 0.0 k Location of max.above base 0.0 it Bottom along X-X 0.0 k At maximum location values are.. ............. , n i Pu 8.440 k II41GIUII Bottom along V-V 00 k ) 09 • Pn 254.805 k Mx 0.0 k4 Maximum SERVICE Load Deflectlons 0.9 * Mn-x: 129.375 k-ft Along V-V 0.0 in at 0.011 above base Mu-Y 0.0 k-ft for load combination: 09 * Mn-y: 129.375 k-ft Along X-X 0.0 in at 0.0ft above base for load combination: PASS Maximum Shear Stress Ratio 0.0 :1 Load Combination Location of max.above base 0.0 It At maximum location values am... Vu:Applied 0.0 It Vn Rd: Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.40D+160H 0.023 PASS. 0.00 ft 0.000 PASS 0.00 ft +120D.5+1.L+1H 0.024 PASS 000 it 0.000 PASS 0.00 It +120D+160L40.505+1.60H 0.020 PASS 0.00 it 0.000 PASS 0.00 It +1.20D+1.6OLr4050L+1.60H 0.033 PASS 0.00 ft 0.000 PASS 0.00 It +1200+1.60Lx.050W+1.60H 0.033 PASS 0.00 It 0.000 PASS 0.00 It +1.20D40.50L+1.6S+1.60H 0.020 PASS 0.00 it 0.000 PASS 0.00 It +1.20D+1.60S40.50W+1.60H 0.020 PASS 0.00 ft 0.000 PASS 0.00 It +1.2OD.0.5OLse0.50L+W+1.60H 0.024 PASS 0.00 It 0.000 PASS 0.00 It +1.20D40.50L.50S+W+1.0H 0.020 PASS 0.00 it 0.000 PASS 0.00 It +120D40.50140.205*E+1.60H 0.020 PASS 0.00 ft 0.000 PASS 0.00 it 40.90D+W40.90H 0.015 PASS 000 ft - 0.000 PASS 0.00 it +0.90D4E40.90H 0.015 PASS 0.00 It 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. xx AXIS Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @Top @ Base 4D4H k It 4.234k 4D4L#t It K 4.234k CI-29 I 1 Steel Column FiIe=WserstSN0RV-1DpShoppeslPH3-1.5DDt9H0ppE-1.EC6 I. ENERCALC, INC. 1983-2015. Build:6.15.7.30,Vec&15.7.30 I Lic. KW-06000037 Licensee sIiTiUi1ea11(s1IItI*lUu inc. T Descripon: Cal Cl - Cal fiam 12 to Pop-Up Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction Y-Y Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base .O4Lr4H . k k 6.334k 404S4H k It 4.234k 4040.750LN0.75014H k k 5.809 K 4D90.750140.750S+H k It 4.234k +040.60W4H K k 4.234k 4D40.70E4H k k 4.234k 4040.750Lr40.750190.450W41 K K 5.809k 4040.750140.750S40.450W4H k k 4.234k +040.750L40.750S40.5250E4H k It 4.234 k 460D40.60W4601-1 It k 2.540k .0.6OD.0.70E40.60H k k 2.540k DOnly k It 4.234k LrOnly k k 2.100k LOfty k k It SOnly It k k WOnly It k It EOnIy k k K HOnly K k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance 4D4H 0.0000 In 0.000 it 0.000 in 0.000 it 40914H 0.0000 in 0.000 It 0.000 in 0.000 it 4D41r4H 0.0000 in 0.000 it 0.000 In 0.000 It 40+5*1 0.0000 in 0.000 ft 0.000 in 0.000 ft +0'0.75QLr4O.75014H 0.0000 in 0.000 it 0.000 in 0.000 it 4040.750L40.750S411 0.0000 In 0.000 it 0.000 In 0.000 It 4040.60W4H 0.0000 in 0.000 it 0.000 In 0.000 it .D.0.7OE*$ 0.0000 In 0.000 it 0.000 In 0.000 it '090.750Lr40.750L40.450W#1 0.0000 in 0.000 it 0.000 in 0.000 it '040.750L40.750840.450W*l 0.0000 in 0.000 it 0.000 in 0.000 it 4040.750L40.750S40.5250E4H 0.0000 in 0.000 it 0.000 In 0.000 it .0.6013460W.0.601-11 0.0000 In 0.000 it 0.000 in 0.000 it .0.60D.0.70E40.60H 0.0000 in 0.000 it 0.000 In 0.000 it D Only 0.0000 in 0.000 it 0.000 in 0.000 it LrOnly 0.0000 in 0.000 it 0.000 in 0.000 it I Only 0.0000 In 0.000 it 0.000 in 0.000 it S Only 0.0000 in 0.000 It 0.000 in 0.000 it W Only 0.0000 in 0.000 it 0.000 in 0.000 it E Only 0.0000 in 0.000 it 0.000 In 0.000 it H Only 0.0000 in 0.000 it 0.000 in 0.000 it Steel Section Properties : H888x8x1I2 Depth = 8.000 in lxx = 125.00 mM J 204.000 104 Sxx = 31.20 jA3 Width 8.000 in R xx = 3.040 In Wall Thick 0.500 In Zx = 37.500 lnA3 Area = 13.500 inA2 I yy 125.000 inA4 C = 52.400 lnA3 Weight = 48.721 pIt Syy 31.200 InA3 Ryy 3.040 in Ycg 0.000 in C1-30 Descripion: Cal Cl- Col from 12 to Pop-Up -- Loads are total entered value. Arrows do not reflect absolute direction. Cl-31 Description: CoICI -Pop-UpFp CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 46.0 'ksl Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 E(3.2) Spin e.ais it Spin = 20.50 ft - - HSS8x8x112 HSSBxftx1I2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: E 3.20k ) 0.0 ft, (Pop-Up Fp) axumum uenaing stress Ratio = 0.170: 1 Section used for this span HSS8x8x1I2 Mu : Applied 22.000 k-ft Mn * Phi: Allowable 129.375k-ft Load Combination +1.356D4O.50L40.205+E+1.60H Location of maximum on span 6.875ft Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.659 in Ratio = Max Upward Transient Deflection -0.288 in Ratio = Max Downward Total Deflection 0.461 in Ratio = Max Upward Total Deflection -0.202 in Ratio Maximum Forces & Stresses for Load Combinations Section used for this span HSS8x8x1I2 Vu : Applied 3.20 k Vn * Phi: Allowable 152.583 k Load Combination +1.356DL.20S+1.6H Location of maximum on span 0.000 it Span # where maximum occurs Span #1 250 853 358 1219 Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx PhrVnx +1.400+1.50H Dsgn.L = 6.88 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn.L = 2D.50 it 2 0.000 143.75 129.38 1.00 1.00 .0.00 169.54 152.58 +1.200.50Lr+1.50L+1.60H Dsgn.L= 6.8811 1 0.000 143.75 129.38 1.00 1.00 .0.00 169.54 152.58 Dsgn. L = 20.50 it 2 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.20D+1.60140.50S+1.60H Dsgn.L= 6,118 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn.L= 20.50 It 2 0.000 143.75 129.38 1.00 1.00 0.00 169.54 152.58 +1.20D+1.60l50L+1.60H Dsgn.L= 6.88 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn. L= 20.50 it 2 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.200+1.60Lr450W+1.60H Dsgn.L= 6.88 it 1 0.000 143.75 129.38 1.00 1.00 .0.00 169.54 152.58 ( Dsgn.L= 20.50 it 2 0.000 143.75 .129.38 1.00 1.00 -0.00 169.54 152.58 +1.20040.50L+1.60S+1.60H Dsgn.L= 6.88ft 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn.L= 20.50 It 2 . .0.000 143.15 129.36 1.00 1.00 0.00 169.54 152.58 +1.20D+1.60540.50W+1.60H Dsgn. L = 6.88 It 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn.L= 20.50 it 2 0.000 143.75 129.38 1.00 1.00 -0.00 169.4 152.56 +1.20D40.5OLr0.5QL4W+1.60H 1-32 Dsgn.L= 6.88 it 1 0.000 143.75 129.38 1.00 1.00 .0.00 169.54 152.58 (71 Steel File =C:WNORVI-ltDesktr ENERCALc. INC Description: Col Cl - Pop-Up Fp Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phl*Mnx Cb Rm VuMax Vnx PhIVnx Dsgn. L = 20.50 ft 2 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.201340.501.40.50S+W+1.501-1 Dsgn. 1 6.88 ft 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn. L= 20.50 ft 2 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.35040.501-.0.205.E+1.601-1 Dsgn. L= 6.88 It 1 0.170 0.021 -22.00 22.00 143.75 129.38 1.00 1.00 3.20 169.54 152.58 Dsgn. L= 20.50 ft 2 0.170 0.007 -22.00 22.00 143.75 129.38 1.66 1.00 1.07 169.54 152.58 40.90D'W40.90H Dsgn. I = 6.88 It 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Dsgn. L= 20.50 It 2 0.000 143.75 129.38 1.00 1.00 -0.00 189.54 152.58 40.74360+E40.90H Dsgn. L = 6.88 ft 1 0.170 0.021 -22.00 22.00 143.75 129.38 1.00 1.00 3.20 169.54 152.58 Dsgn. L= 20.50 ft 2 0.170 0.007 -22.00 22.00 143.75 129.38 1.66 1.00 1.07 169.54 152.58 Overall Maximum Deflections Load Combination Span Max. - Defi Location In Span Load Combination Max. + Dell Location in Span E Only 1 0.6589 0.000 0.0000 0.000 2 0.0000 0.000 E Only -0.2884 8.673 Vertical Reactions Support notation: Far left Is #1 Values In KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 4.273 -1.073 Overall MiNimum 2.243 -0.563 4DIH 404L4H 4D4Lr.H J 40454H '040.750Lr40.75014H 4040.750L40.750S4H 4040.60W4H 4040.70E4H 2.991 -0.751 4040.750Lr40.750L40.450W4H 4040.750L40.750840.450W4H 4010.750L40.750840.5250E4H 2.243 -0.563 40.60D40.60W40.601-1 40.601340.70E40.60H 2.991 -0.751 0 Only Lr Only L Only S Only Wanly E Only 4.273 -1.073 H Only CI-33 33.594 It ivy viii,1 Bottom along v-v 369.323 It 0.0 k-ft Maximum SERVICE Load Defections - - - 309.120 k-ft Along v-v 0.0 in at 0.0 k-ft for load combination: 9.120 k-ft Along X-X 0.0 in at for load combination: Pu 0.9 'Pn Mu-x 0.9' Mn-x: Mu-y 0.9 'Mn-y: 0.0k 0.0ft above base 0.0ft above base Steel Column Description: Col C2 Cot from Base to Pop4Jp Code References Calculations per AISC 360-10, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Steel Section Name: HSS12x12x1I2 Overall Column Height 43.875 ft Analysis Method: Load Resistance Factor lop & Bottom Fixity Top & Bottom Pinned Steel Stress Grade Brace condition for deflection (buckling) along columns: Fy: Steel Yield 46.0 ksi X-X (width) axis: E : Elastic Bending Modulus 29,000.0 ksl Unbraoed Length for X-X Axis buckling = 43.875 IL K = 1.0 Load Combination: ASCE 7-10 V-V=depth axis: ULength tory-V Axis buckling = 43.875 It K a 1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight Included: 3,331.99 lbs ' Dead Load Factor AXIAL LOADS... Pop-Up Roof: Axial Load at 43.875 ft. 0 = 4.320, LR = 3.20k Upper Canopy: Axial Load at 28.50 ft D= 2.310, W = -8.80k L2: Axial Load at 16.50 ft. D = 2.0, L = 2.20k Low Canopy: Axial Load at 10.670 ft. D = 3,20, W = -3.90k DESIGN SUMMARY Bending & Shear Check Results PASS Max. AxIal4Bending Stress Ratio = 0.09096 :1 Maximum SERVICE Load Reactions.. Load Combination +1.201)+0.50Lr+0.50L-1.0W+1.60H Top along X-X 0.0k Location of max.above base 0.0 ft Bottom along X-X 0.0k At maximum location values are... vv n n' PASS Maximum Shear Stress Ratio Load Combination Location of max.above base At maximum location values are... Vu: Applied Vn * Phi: Allowable Load Combination Results Maximum Axial + Bendina Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +1.400+1.60H 0.057 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D4O.5s+1.60L+1.60H 0.063 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60L.0.505+1.60H 0.059 PASS 0.00 ft 0.000 PASS 0.00 ft '-1.20D+1.60LrO.50L+1.60H 0.066 PASS 0.00 ft 0.000 PASS 0.00 ft .i-1,200+1.60Lr40.50W.I-1.60H 0.046 PASS 0.00 ft 0.000 PASS 0.00 ft +1,20D+1.,50W+1.5H 0.080 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D40.50L+1.0S+1.60H 0.052 PASS 0.00 ft 0.000 PASS 0.00 ft +1.200+1.60S40.50W+1.60H 0.032 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D+1.60S-0.50W+1.90H 0.066 PASS 0.00 ft 0.000 PASS 0.00 ft .i4,20D40.501.r4O.50L+W+1.60H 0.029 PASS 28.56 ft 0.000 PASS 0.00 ft ( +1.20D40.50l.r.50L-1.0W+1.90H 0.091 PASS 0.00 ft 0.000 PASS 0.00 ft ) +1.20D40.50L40.505+W+1.60H 0.025 PASS 2856 ft 0.000 PASS 0.00 ft +1.20D.50L4.50S-1.0W+1.60H 0.087 PASS 0.00 ft 0.000 PASS 0.00 ft +1.20D40.50L40.20S4E+1.60H 0.052 PASS 000 ft 0.000 PASS 0.00 ft CI-34 0.0 :1 0.0 ft 0.0 It 0.0 It ( Steel Column - ENERCALC, INC. 1983-2015, Build:6.15.7.30, Vec6.157.30 FIIe= C:1UseSNORMIDesktopShoppeslPH3-1.5DDSHopp&-1.Ec6 Description: Cal C2 - Cal from Base to Pop-Up Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location 40.90D+W40.90H 0.019 PASS 28.56 ft 0.000 PASS 0.00 ft 4090D10W4090H 0.071 PASS 0.00 ft 0.000 PASS 0.00 ft 40.90D4E40.90H 0.037 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions Note: Only non-zero reactions are listed. X-XAxIs Reaction V-V Axis Reaction Axial Reaction Load Combination @ Base @ Top @ Base @ Top @ Base 404H k k 15.162k 404L4H . k k 17.362k 4041r4H k k 18.362k +0454H k k 15.162k 4040.750Lr4O.750L4H k It 19.212k 4040.750L40.750S4H k It 16.812k 4040.60W4H k It 7.542 k 4040.70E4H k It 15.162k 4040.750Lr40.750L40.450W4H k k 13.497 K 4040.750L40.750S40.450W4H It k 11.097k 4040.750L40.750S40.5250E4H k It 16.812k 40.60D40.60W40.60H k k 1.477 K 40.60D40.70E40.60H It k 9.097 It DOnly k k 15.162k Lronly It k 3.200k LOnly k k 2.200k ' SOnly k k k WOnly It k 12.700k E0nIy k k K HOnly It k k Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. V-V Deflection Distance 404H 0.0000 in 0.000 It 0.000 in 0.000 It 40414H 0.0000 In 0000 it 0.000 In 0.000 It '0+Lr4H 0.0000 in 0.000 It 0.000 in 0.000 It 404641 0.0000 In 0.000 It 0.000 in 0.000 ft 4040.750Lr40.750L4H 0.0000 In 01000 it 0.000 in 0.000 it 4040.750L40.750S41 0.0000 in 0.000 It 0.000 in 0.000 It 4040.60W4H 0.0000 In 0000 It 0.000 in 0.000 It 4040.70E4H 0.0000 in 0.000 it 0.000 In 0.000 It 4D.O.750Lr40.750L40.450W4H 0.0000 In 0.000 it 0.000 in 0.000 It 4040.750L40.750S40.450W4H 0.0000 in 0.000 it 0.000 In 0.000 ft 4040.750L90.750840.5250E4H 0.0000 in 0.000 It 0.000 in 0.000 It 40.60D40.60W40.60H 0.0000 in 0.000 It 0.000 in 0.000 It .0.60D40.70E40.60H 0.0000 in 0.000 It 0.000 in 0.000 ft D Only 0.0000 in 0.000 it 0.000 In 0.000 It Lronly 0.0000 in 0.000 It 0.000 in 0.000 ft L Only 0.0000 in 0.000 It 0.000 In 0.000 It S Only 00000 in 0.000 it 0.000 in 0.000 it W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 In 0.000 It 0.000 in 0.000 It H Only 0.0000 in 0.000 ft 0.000 in 0.000 It Steel Section Properties : H8812x12x1I2 C1-35 Steel Column ENERLC. INC. Description: Col C2 - Col from Base to Pop-Up Steel Section Properties : HSS12x120I2 Depth = 12.000 In lxx = 457.00 mM J = 728.000 mM Sxx = 76.20 InA3 Width 12.000 in Rxx 4.680 in Wall Thick = 0.500 in Zx 89.600 inA3 Area = 20.900 inA2 I yy = 457.000 toM C 123.000 inA3 Weight = 75.943 p11 S yy = 76.200 lnA3 Ryy = 4.680 in Yog = 0.000 in C1-36 Steel Beam IVI Description Base to Pop-Up, Revised CODE REFERENCES Calculations per AISC 380-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooerties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number I Point Load: E = 4.80k 410.0 ft. (Pop-Up Fp) DESIGN SUMMARY Section used for this span HSS12x12x1I2 Section used for this span HSS12x12x112 Mu: Applied 117.600k-ft Vu : Applied 7.127 k Mn Phi: Allowable 309.120 k-ft Va * Phi: Allowable 244.988 k Load Combination +1.356D40.50L40,20S+E+1.50H Load Combination +1.350.50L40.2S*+1,50H Location of maximum on span 24.500ft Location of maximum on span 24.500 It Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Downward Transient DeflectIon 5.152 in Ratio = Max Upward Transient Deflection ç Max -0.273 In Ratio = C~724 Max Downward Total DeflectIon 3.608 in Ratio = ,/ Max Upward Total Deflection -0.191 in Ratio = Maximum Forces & Stresses for Load Combinations Segment Length Span # M V max Mu + max Mu - Mu Max Max Phi'Mnx Cb Rm VuMax Vax PhiVnx +1.40D+1.60H Dsgn. L= 24.50 ft 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn.L= WO it 2 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 +1.2OD40.5Ij+1.60L+1.60H Ds9n. 1 = 24.50 it 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn. L = 16.50 ft 2 0.000 343.47 309.12 1.00 1.00 .0.00 272.21 244.99 +1.20D+1.60140.50S+1.60H Dsgn. L = 24.50 It 1 0.000 34347 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn. L = 16.50 ft 2 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 +1.20D+1.60I.r40.5+1.50H Dsgn. L= 24.50 ft 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn. L= 16.50 it 2 0.000 343.47 309.12 1.00 1.00 -0.00 212.21 244.99 +1.20D+1.50Lr40.50W+1.60H Dsgn. L = 24.50 It 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn. L = 16.50 it 2 0.000 343.47 309.12 1.00 1.00 -0.00 212.21 244.99 +1.20D40.50L+1.605+1.60H Dsgn. L = 24.50 it 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn. L= 16.50 ft 2 0.000 343.47 309.12 1.00 1.00 -0.00 27221 244.99 +1.2O0+1.609.5OW+1.60H Dsgn. L = 24.50 ft 1 0.000 343.47 309.12 1.00 1.00 -0.00 27221 244.99 Dsgn. 1= 16.50 it 2 0.000 343.47 309.12 1.00 1.00 -0.00 272.2J 244.99 1-37 +1.20D40.501r-.O.501+W+1.60H Dsgn. 1= 24.50 It 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 (__" eam F=sSNORVHesNiSespH3-1.5omsHoppc-1.E( • IUT.t'fIB1IISIe1SIW ENERCALC INC. 1983-2015, BuMi15.7.30.Vec6.1I1J liii .11111 1(.1,u*I.Ji I Description: Cot C2 - Cot from Base to Pop-Up, Revised Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx PhiVnx Dsgn. L= 16.50 ft 2 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 +1.20D0.5OL40.50S4W+1.60H Dsgn. L = 24.50 ft 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Dsgn. L = 16.50 ft 2 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 +1.35604O.50L-.0.205'E+1.60H Dsgn. L= 24.50 ft 1 0.380 0.029 -117.60 117.60 343.47 309.12 1.00 1.00 7.13 272.21 244.99 Dsgn. L= 116.50 ft 2 0.380 0.029 417.60 117.60 343.47 309.12 1.66 1.00 7.13 272.21 244.99 40.90D+W40.90H Dsgn.L= 24.50 ft 1 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 Osgn. L = 16.50 ft 2 0.000 343.47 309.12 1.00 1.00 -0.00 272.21 244.99 40.7436D*E40.90H Dsgn- L= 24.50 It 1 0.380 0.029 -117.60 117.60 343.47 309.12 1.00 1.00 7.13 272.21 244.99 Dsgn. L= 16.50 ft 2 0.360 0.029 -117.60 117.60 343.47 309.12 1.66 1.00 7.13 272.21 244.99 Overall Maximum Deflections Load Combination Span Max. -' Deft Location in Span Load Combination Max. '9 Defi Location in Span E Only 1 5.1518 0.000 0.0000 6.981 2 0.0000 0.000 E Only .0.2732 6.981 Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support I Support 2 Support 3 Overall MAXimum 11.927 -7.127 Overall MINimum 6.262 -3.742 404H 40419H 4D4Lr4H )40464H 440.750Lr40.750L4H 4040.750L40.75054H 4040.60W4H 4040.70E4H 8.349 4.989 4040.750Lr40.750L40.450W4H 4040.750L40.750S40.450W4H Ov0.750L40.750S'0.5250E9H 6.262 -3.742 40.60D40.60W40.60H -.0.600-0.70E40.60H 8.349 4.989 O Only LrOnly L Only S Only W Only EOnly 11.927 -7.127 H Only I CI-38 Composite Column Study.sdb 1/17/2017 C AB L () c V'r Cal Co' Arc;.'s i c ,1,1ec4o.4s x C) SAP2000 18. 1.1 Joint Loads (Seismic) (As Defined) KF Composite Column Study.sdb 1/17/2017 n i-,, tab ge.-ur—A i7cv 14r— Or I to d' D 0 SAP2000 18.1.1 Deformed Shape (Seismic) Kiel , F PH 3.5 Col BP (7t Qn 15 in Plain Base Plate Connection Base Plate Thickness :.75 in Base Plate Fy : 36. ksi Bearing Surface Fp 2.763 ksl Anchor Bolt Diameter :.75 in Anchor Bolt Material : F1554-36 Anchor Bolt Fu : 60. ksl Column Shape : HSS12x12x8 Steel Code : AlSC 14th:LRFD AtbociStode : ACl 318.11 flnit X (in 7 (ins Tans fkl Vv 1k Bearing Pressure Maximum Bearing .582 ksi Max/Allowable Ratio .211 1.2D+1.OW+L (ABIF = 1.000) 582 M 10'. Base Plate Stress Maximum Stress 1.282 ksi Max/Allowable Ratio .026 1.2D+1.OW+L (ASIF=1.000) I 1.282 (ksi) .008 V7 1k Pnf lIt& ft IIv ns f.. II.fl I I...k. U 1 75 S. 0 0 0 N.A.N.A.NA NA NA 0904OW(6) 2 7.5 4. 1 .026 1 0. 1 0. 1 N.A. I N.A. I N.A. I N.A. N.A. 1.2D+1.OW+L (3) 3 -7.5 S. 0. 0. 0. N.A. N.A. N.A. NA. N.A. 0.9D.1.OW (6) 4 -7.5 -6. .026 1 0. 1 0. 1 N.A. I N.A. I N.A 1 NA. NA. 1.20+1.OW+L (3) Note: Fnt and Fnv snown above Include phi factors. Loads P (k) Vx (k) Vz (k) Mx (k-ft) Mz (k-It) 15.162 5.4 1 12.7 1 DL LL WL C1-41 C C Thornton Tomasetti PROJECT S(1 -. PH 3 PROJECT NO. DATE BY SA SHEET I of I SUBJECT r y ~ FI CHECKED BY DRAWING NO. - : - - "See -- -LL L A - '- - . c ------- -------------. I'---- -, . .- 4. . ;.. -T U () - ih A -'•1 ! - ..........- '----1- IH- .......... -- - _4 ..+- -- -----•-• . --•-I --. --•---t -'--- -_-- -•i--.-,-- • 1 4 I! ....... :...__.I_._ ............. ..... 1 r vLL.......... i i I H--Li H b -I T CI-42 ( C.. General Foot! INC 1983.2015, BiiiId615.730. Ver615.7.30 Description: FTG @ Entry 2.1/3 Increase for Wind Code References Calculations per ACI 318-I1. IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used: ASCE 7-10 General Information Material Properties Soil Design Values ft : Concrete 28 day strength = 4.0 list Allowable Soil Bearing = 3.50 ksf fy: Reber Yield = 60.0 ksl Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus 3.605.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = Analysis Settings Min Steel % Bending Reinf. = 0.750 increases based on footing Depth Footing base depth below soil surface = 0.0 it Allowable pressure increase per foot of deptl= 0.0 ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = 0.0 it Mm. Overturning Safety Factor = 1.0 : I. Mm. Sliding Safety Factor 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per That of depi = 0.0 ksf Use fig wt for stability, moments & shears : Yes when maximum length or width is greater4 0.0 it Add Pedestal Wt for Soil Pressure : No Use Pedestal wt for stability, mom & shear : No Dimensions Width parallel to X-X Axis 3.0 it Length parallel to Z-ZAxis = 3.0 it Footing Thicknes = 12.0 in Pedestal dimensions... px: parallel to X-XAxls = 12.0 in pz: parallel to Z-Z Axis 12.0 in Height - 0.0 in Reber Centerline to Edge of Concrete.. at Bottom of footing = 4.30 in Reinforcin z Direction Requiring Closer Separation n/a . # Bars required Within zone We Bars required on each side of zone Applied Loads a D Lr L S W E P: Column Load - - 11.830 3.20 220 - 0.0 0.0 b.o 12.70 0.0 0.0k OB : Overburden 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x 0.0 0.0 0.0 0.0 0.0 0.0 0.0k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0k C1-43 Bars parallel to X-X Axis - Number of Bars - 5 Reinforcing Bar Size = # 7 Bars parallel to Z-Z Axis Number of Bars = 5 Reinforcing Bar Sin = # 7 B - General Footing Description: FTG @ Entry 2.113 Increase for Wind DESIGN SUMMARY IIri•] Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5465 Soil Bearing 2.544 ksf 4.655 ksf 4040.750Lr40.750L40.450W#1 about Z PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 It 0.0 It No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS We Uplift 0.0 k ' 0.0 k No Uplift PASS 0.05246 Z Flexure (+X) 1.644 k-ft 31.341 k-ft +1.20D40.50Lr4050L+W+1.60H PASS 0.05246 Z Flexure (-X) 1.644 k-ft 31.341k-ft +1.20D.0.50Lr4O.50L+W+1.60H PASS 0.05246 X Flexure (+Z) 1.644 k-ft 31.341 k-ft +1.20D40.50Lr4O.50L+W+1.60H PASS 0.05246 X Flexure (-Z) 1.644 k-ft 31.341 k-ft +1.20D40.501r40.50L+W+1.60H PASS 0.1313 1-way Shear (+X) 12,456 psi 94.868 psi +1.20D40.50Lr4O.50L+W+1.60H PASS 0.1313 1-way Shear (-)) 12A56 psi 94.868 psi +1.20D"0.50Lr40.50L+W+1.60H PASS 0.1313 1-way Shoar(+Z) 12A56 psi 94.868 psi +1.20D40.50Lr4O.50L+W+1,60H PASS 0.1313 1-way Shear (-Z) 12456 psi 94.868 psi -i'1.20D'I0.50Lr4O.50L+W+1.60H PASS 0.1840 2-way Punching 34.103 psi 189.737 psi +1.20D90.50Lr40.50L+W+1.60H Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable Load Combination... Gross Allowable Xecc Zecc Bottom, -z Top, +Z Left, -X Right, +X Ratio X-X. 4041 3.50 n/a 0.0 1.459 1.459 n/a n/a 0.417 U. 40441 3.50 n/a 0.0 1.704 1.704 n/a n/a 0.487 - U. *0+Lr41 3.50 n/a 0.0 1.815 1.815 n/a n/a 0.519 X-X. 404641 3.50 n/a 0.0 1.459 1.459 n/a n/a 0.417 X-X. 4040.750Lr40.750L#I 3.50 n/a 0.0 1.909 1.909 We n/a 0.545 X-X. 4040.750L40.750S#I 3.50 n/a 0.0 1.643 1.643 n/a n/a 0.469 X-X, 40i0.60W41 4.655 n/a 0.0 2.306 2.306 n/a n/a 0.495 X-X, +0.0.60W#1 4.655 n/a 0.0 0.6128 0.6128 n/a n/a 0.132 X-X. ..O0.70E4I 3.50 n/a 0.0 1.459 1.459 n/a n/a 0.417 X-X. 4040.750Lr40.750L40.450W4( 4.655 n/a 0.0 2.544 2.544 n/a n/a 0.547 U. 4040.750Lr40.750L-0.450W#I 4.655 n/a 0.0 1.274 1.274 n/a n/a 0.274 X-X. 4040.750L40.750S.0.450W41 4.655 n/a 0.0 2.278 2.278 n/a We 0.489 X-X. 4040.750L40.750S-0.450W41 4.655 11/a 0.0 1.008 1.008 n/a n/a 0.217 X-X. +040.750L40.750S40.5250E41 3.50 n/a 0.0 1.643 1.643 n/a n/a 0.469 U. *0.60D.0.70E.0.60H 3.50 n/a 0.0 0.8757 0:8757 n/a n/a 0.250 Z-Z. 4041 3.50 0.0 n/a n/a n/a 1.459 1.459 0.417 Z-Z. 40t4l 3.50 0.0 n/a n/a n/a 1.704 1.704 0.487 Z-Z. *0+Ii*H 3.50 0.0 n/a n/a n/a 1.815 1.815 0.519 Z-Z. .046+H 3.50 0.0 n/a n/a n/a 1.459 1.459 0.417 Z-Z• 4040.75OLr4O.750L#I 3.50 0.0 n/a n/a nla 1.909 1.909 0.545 Z-Z.4'0.750L.0.750S#I 3.50 0.0 nla n/a n/a 1.643 1.643 0.469 Z-Z. +0i0.60WH 4.655 0.0 n/a n/a n/a 2.306 2.306 0.495 Z-Z. 40.0.60W'.H 4.655 0.0 n/a n/a n/a 0.6128 0.6128 0.132 Z-Z. '+O0.70EiH 3.50 0.0 n/a n/a n/a 1.459 1.459 0.417 Z-Z. +040.750Lr40.750L40.450W#I 4.655 0.0 n/a n/a n/a 2.544 2.544 0.547 Z-1 4040.750Lr40.750L-0.450W41 4.655 0.0 n/a n/a n/a 1.274 1.274 0.274 Z-Z. +040.750L40.750S40.450W41 4.655 0.0 We n/a n/a 2.278 2.278 0.489 Z-Z. '+040.750L40.750S-0.450W41 4.655 0.0 n/a n/a n/a 1.008 1.008 0.217 Z-Z. 4040.750L40.750S40.5250E#1 3.50 0.0 We n/a n/a 1.643 1.643 0.469 Z-Z. *0.60D0.70E0.60H 3.50 0.0 n/a We n/a 0.8757 0.8757 0.250 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning ( Sliding Stability All units It - Force Application Axis Load Combination... Sliding Force Resisting Force Sliding SafetyRatlo Status Footing Has NO Sliding q.. C1-44 ( General Footing File = C:U SN0RVI-1tDsktopShoppeslPH3-1.5DOtSHOpPE-1.EC6 ENERCALC, INC. 1983-2015, Build:6.15.730, Vec6.15.7.30 Lic. Licensee thornton tornasetti inc., Description: FIG @ Entry 2.113 Increase for Wind Footing Flexure Flexure Axis & Load Combination Mu Which Tension © As Reqd Gym. As Actual As PhrMn status k-ft Side? Bot or Top? in*2 lnA2 inA2 k4 X-X. 0.9201 +Z Bottom 0.2592 Min Temo % 1.0 31.341 01< X-X. -'-1.40D+1.60H 0.9201 -z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. +1.20DeO.5QLr+1.+1.6H 1.073 +Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. +1.20D.0.50Lr+1.60L-'-1.60H 1.073 -Z Bottom 0.2592 Min Temo % 1.0 31.341 01< X-X. -'-1.200i-1.60L+0.50S+1.60H 0.9842 +Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. +1.20D+1.60Li0.50S-'-1.60H 0.9842 -Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. +1.20Di-1.60Lr40.50L.i-1.601-1 1.134 +Z Bottom 0.2592 Min Temo % 1.0 31.341 01< X-X. -'-1.20D-.-1.60Lr-'0.50L+1.60H 1.134 -Z Bottom 0.2592 Min Temo % 1.0 31.341 OK U. +1.200+1.60Lr'0.50W+1.60H 1.426 +Z Bottom 0.2592 Min Two % 1.0 31.341 OK X-X. +1.20D+1.60Lr.0.50W+1.60H 1.426 -Z Bottom 0.2592 Min Temp % 1.0 31.341 OK X-X. -'-1.20D40.50L+1.60S+1.60H 0.8498 +Z Bottom 0.2592 Min Temp % 1.0 31.341 OK U. +1.20D.O.50L-'-1.60S-i-1.60H 0.8498 -Z Bottom 0.2592 Min Two % 1.0 31,341 OK X-X. +1.20D+1.603.0.50W-i-1.60H 1.141 +Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. +1.20D+1.60S-.50W+1.60H 1.141 -Z Bottom 0.2592 Min Temp % 1.0 31.341 OK X-X. +1.20D40.5OLr40.50L-i-W+1.60H 1.644 +Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X, +1.2QD.O.5OLj"O.5OL+W+1.6OH 1.644 -Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. +1.20D.0.50Le.50S+W+1.60H 1.555 +Z Bottom 0.2592 Min Temo % 1.0 31.341 OK U. +1.20D40.50L40.50S+W+1.60H 1.555 -Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. .i-1.20D40.50L40.20S+E+1.60H 0.8498 +Z Bottom 0.2592 Min Temp % 1.0 31.341 OK X-X. +1.20D40.50L40.20S4€+1.60H 0.8498 -Z Bottom 0.2592 Min Two % 1.0 31.341 OK X-X. 40.90D+W40.90H 1.297 +Z Bottom 0.2592 Min Temp % 1.0 31.341 OK X-X. -'0.90D+W.0.90H 1.297 -Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. -.0.90D4E40.90H 0.5915 +Z Bottom 0.2592 Min Temo % 1.0 31.341 OK X-X. -'0.90D+€40.90H 0.5915 -Z Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z. +1 .40D+1 .601-I 0.9201 -x Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z +1.40D+1.60H 0.9201 +X Bottom 0.2592 Min Two % 1.0 31.341 OK Z-Z. +1.20D4.50Lps-1.60L+1.60H 1.073 -X Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z. +1.20D..O.5OLr-i-1.601+1.60H 1.073 +X Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z. -'-1.20D+1.60L-.0.50S+1.60H 0.9842 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D+1.60L40.50S+1.60H 0.9842 +X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D+1.6QLr40.50L+1.60H 1.134 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D+1.6Ol..50L+1.60H 1.134 +X Bottom 0.2592 Min Two % 1.0 31.341 OK Z-Z. +1.20D+1.60jp.0.50W+1.80H 1.426 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D+1.60Lr44.50W+1.59H 1.426 +X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D-.0.50L+1.60S+1.60H 0.8498 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D.0.50L+1.80S+1.60H 0.8498 +X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.200+1.6()5-.0.50W+1.60H 1.141 X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D+1.60S.0.50W+1.60H 1.141 +X Bottom 0.2592 Min Temo % 1.0 31.341 01< Z-Z. +1.200-+0.50Lr-+0.50L+W-i-1.60H 1.644 -X Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z. .+1.20D-.O.50Lr-.O.50L-'-W+1.60H 1.644 +X Bottom 0.2592 Min TemP % 1.0 31.341 OK Z-Z. +1.20D-.().50L'0.50S+W+1.60H 1.555 -X Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z. +1.20D.50L.i.5.eJtJ+1.59H 1.555 +X Bottom 0.2592 Min Temp % 1.0 31.341 OK Z-Z. +1.20D-'0.50L40.20S-'€+1.60H 0.8498 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. +1.20D.0.50L..0.20S+E+1.60H 0.8498 +X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. 0.90D+W0.90H 1.297 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. 40.90D+W40.90H 1.297 +X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. 40.90D-'€40.90H 0.5915 -X Bottom 0.2592 Min Temo % 1.0 31.341 OK Z-Z. 40.90D4E40.90H 0.5915 +X Bottom 0.2592 Min Temo % 1.0 31.341 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vin Vu PhI*Vn Status -i-i .400+1 .60H 6.971 osm 6.971 psi 6.971 psi 6.971 psi 6.971 osi 94.868 psi 0.07348 OK +1.20D.'4J.501i+1.60L+1.60H 8.13 psi 8.13 psi 8.13 psi 8.13 psi 8.13 psi 94.868 psi 0.08569 OK .i-1.200+1.60L-.0.50S+1.60H 7.456 psi 7.456 psi 7.456 psi 7.456 psi 7.456 Ds! 94.868 psi 0.0786 OK +1.20D+1.60Lr4O.50L+1.60H 8.593 psi 8.593 psi 8.593 psi 8.593 osi 8.593 psi 94.868 psi 0.09057 OK +1.20D+1.6OLr4O.50W+1.60H 10.802 psi 10.802 psi 10.802 psi 10.802 psi 10.802 psi 94.868 Ds! 0.1139 OK .i-1.20D-.0.50L+1.60S+1.60H 6.438 psi 6.438 psi 6.438 psi 6.438 psi 6.438 psi 94.868 psi 0.06786 OK +1.200+1.6Q540.50W+1.60H 8.647 osl 8.647 osl 8.647 osl 8.647 osl 8.647 psI 94.868 psi 0.09115 OK ( +1.20D'0.50IJ40.50L4W+1.60H 12.456 psi 12.456 psi 12.456 psi 12.456 psj 12.456 psi 94.868 osl 0.1313 OK +1.20040.50L40.50S+W+1.60H 11.783 psi 11.783 psi 11.783 psi 11.783 psi 11.783 psi 94.868 psi 0.1242 OK +1.20D+0.50L.020S+E+1.60H 6.438 psi 6.438 psi 6.438 psi 6.438 psi 6.438 psi 94.868 psi 0.06786 OK 40.90D+W40.90H 9.826 psi 9.826 psi 9.826 psi 9.826 psi 9.826 psi 94.868 psi 0.1036 OK 40.90D+E40.90H 4.481 psi 4.481 psi 4.481 psi 4.481 psi 4.481 Ds! 94.868 psi 0.04724 OK C1-45 C Description: Punching Shear All units k Load Combination... Vu Phl*Vn Vu! PhI*Vn Status +1.40D+1.60H 19.532 Os) 189.737si 0.1029 OK +1.20D+0.501i+1.60L+1.60H 22.779 osi 189.737osi 0.1201 OK +1.20D+1.60L.50S+1.60H 20.893 OS) 189.737os1 0.1101 OK +1.20D+1.6OLr..0.50Li-1.60H 24.077 OS) 189.737osi 0.1269 OK +1.200+1.601(40.50W+1.60H 30.268 Osi 189.737osi 0.1595 OK +1.20D#0.50L+1.605+1.60H 18.039 051 189.737os1 0.09507 OK +1.D+1.60S.0.50W+1.60H 24.23 osi 189.737os1 0.1277 OK +1.20D40.5QLJ-+O.50L+W+1.60H 34.903 osi 189.737051 0.184 OK +1.20D+Q.50L-.O.50S+W+1.60H 33.016 osi 189.737os1 0.174 OK +1.20D.0.50L40.20S.€+1.60H 18.039 osl 189.737os1 0.09507 OK 40.90D+W40.90H 27.533 Os) 189.737si 0.1451 OK 40.90D-I&.0.90H 12.556 osi 189.737os1 0.06618 OK - C1-46 I/. WOOD FRAMING AT ROOF KEYPLAN L4X4X31 T/STL 5X5X318 161326 -ISS5X5X3I8 A. SIM 10 5.01 2X14@18"OC -I - 2X14@18"OC ' hA -S 161326 HSS5X5X3/8 10 S5.01 2X14@18"OC 14 0 18"OC 2X14@18"OC 1/DECKING 34'-6" (VIA (E)14822 '.., PROVIDE ROOF SHEATHING NAILED PER M ON/--,O--1 1) IN-FILL FRAMING 2) SUPPORTING BM C1-47 [N FILL FRAMING Wood Beam Ha = I2luse auMvI-luxtoplbflOppesltuwb_-1.buulaAbl Ii.b(b ENERCALC. INC. 1983-2015. Build:&15.7.30. Vec6.16.12.31 I Description: In-Fill South of Pop-Up CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASIDE 7-10 Load Combination Set: ASIDE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb - Tension 1,000.0 psi E: Modulus of Eiasticity Load Combination ASCE 7-10 Fb - Compr 1,000.0 psi Ebend- xx 1,700.0ksi Fc - Pill 1,500.0 psi Eminbend - xx 620.0ks1 Wood Species : Douglas Fir - Larch Fc - Peip 625.0 psi Wood Grade : NO Fv 180.0 psi Ft 675.0 psi Density 31.20pc1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling Repetitive Member Stress Increase O10.024 $ )Lr(0.03) "I" Span = 23.750 ft '.._- Applied Loads -Service loads entered. Load Factors will tie applied for calculations. Beam sell weight calculated and added to loads Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (Roof Dist Load) aximum Bending Stress Ratio = 0.8841 Maximum Shear Stress Ratio = 0.215:1 Section used for this span 204 Section used for this span 2x14 lb : Actual = 1,580.11 psi fir : Actual 67.03 psi FB : Allowable = 1,787.65psi Fv: Allowable = 311.04 psi Load Combination +1,200+1.501s.0.50L+1.50H Load Combination +1.20D+1.60Lr40.50L+1.50H Location of maximum on span = 11.875ft Location of maximum on span = 22.710ft Span #where maximum occurs = Span #1 Span #where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.437 in Ratio = 652 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.849 in Ratio = 335 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Làad Combinations Load Combination Max Stress RaSos Moment Values Shear Values Segment Length Span# M V ), C IN C1 Cr Cm C t C1 Mu lb Fb Vu IV Fv +t40D+1.60H 0.00 0.00 0.00 0.00 Length = 23.750 ft 1 0.570 0.139 0.60 0.900 1.00 1.15 1.00 1.00 1.00 2.79 763.94 1340.74 0.43 32.41 233.28 +1.20040.50Lr+1.501+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.750ft 1 0.528 0.129 0.80 0.900 1.00 1.15 1.00 1.00 1.00 3.45 943.96 1787.65 0.53 40.04 311.04 +1.200+1.60140.50S+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 23.750 ft 1 0.366 0.089 0.80 0.900 1.00 1.15 1.00 1.00 1.00 2.39 65480 1787.65 0.37 27.78 311.04 +1.200+1.60Lr40.5OL+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 04)0 I Length = 23.750 ft 1 0.884 0.215 0.80 0.900 1.00 1.15 1.00 1.00 1.00 5.78 1,580.11 1787.65 0.89 67.03 311.04 +1.20D+1.60Lr40.50Wi-160H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.750ft 1 0.884 0.215 0.80 0.900 1.00 1.15 1.00 1.00 1.00 5.78 1,580.11 1787.65 0.89 67.03 311.04 +1.200450L+1.60S+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 C1-48 C Description: 01 rap-up Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V ) C FN C1 Cr Cm C It CL Mu lb Fb Vu fv Fv Length = 23.750 ft 1 0.366 0.089 0.80 0.900 1.00 1.15 1.00 1.00 1.00 2.39 654.80 1787.65 0.37 27.78 311.04 +1.20Di-1.605.0.50W+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.750ft 1 0.366 0.089 0.80 0.900 1.00 1.15 1.00 1.00 1.00 2.39 654.80 1787.65 0.37 27.78 311.04 +1.20D.0.5OLr..0.50L.f%J+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.750ft I 0.422 0.103 1.00 0.900 1.00 1.15 1.00 1.00 1.00 3.45 943.96 2234.57 0.53 40.04 388.80 +1.20D40.50L40.505+W+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.750ft 1 0.293 0.071 1.00 0.900 1.00 1.15 1.00 1.00 1.00 2.39 654.80 2234.57 0.37 27.78 388.80 .u-1.20D..0.50L..0.203*E+1.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length 23.750ft 1 0.293 0.071 1.00 0.900 1.00 1.15 1.00 1.00 1.00 2.39 654.80 2234.57 0.37 27.78 388.80 +0.90D+W40.90H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.750ft 1 0.220 0.054 1.00 0.900 1.00 1.15 1.00 1.00 1.00 1.80 491.10 2234.57 0.28 20.83 388.80 40.90D4E40.90H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =23.750ft 1 .0.220 0.054 1.00 0.900 1.00 1.15 1.00 1.00 1.00 1.80 491.10 2234.57 0.28 20.83 388.80 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. "+ Dell Location in Span 4D4Lr4f1 1 0.8493 11.962 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXIMUM 0.692 0.692 Overall MiNimum 0.202 0.202 4041 0.336 0.336 '0414H 0.336 0.336 .+D.lr4l 0.692 0.692 +046411 0.336 0.336 '040.750Lr40.750L+H 0.603 0.603 '040.750L40.750S'H 0.336 0.336 40.0.60W41 0.336 0.336 +040.70E.H 0.336 0.336 +040.750Lr40.750140.450W41 0.603 0.603 4040.750L90.750840.450W4H 0.336 0.336 +D'0.750L40.750S40.5250E4H 0.336 0.336 40.60D.0.60W.0.60H 0.202 0.202 40.60040.70E40.60H 0.202 0.202 D Only 0.336 0.336 LrOnly 0.356 0.356 I Only S Only WOniy E Only HOnly C1-49 Span = 24.50 ft 2) SUPPORTING BM Description Roof Framing Beam CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor D Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1.350.0 psi Ebend- xx 1,600.Oksi Fc - Pill 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20pc1 Beam Bracing : Beam is Fully Braced against lateral-torsion buckling " Applied Loads Service loads entered. Load Factors will be applied for calculations. Beau self weight calculated and added to loads Loads on all spans... PolntLoad: D=0.3360, Lr=0.3560It, Starting at: 10.50ft and placed every 1.50 ft thereafter Uniform Load: D =0.0160, Li 0.020ksf, Tributary Width 0.670 ft, (1db Root Loading) aximum Bending Stress Ratio = 0.9301 MaxImum Shear Stress Ratio = 0.389:1 Section used for this span 6x16 Section used for this span 6x16 fb:Actual 2,107.48p5i fv:Actual = 114.33 psi FB : Allowable = 2,266.35 psi Fv: Allowable 293.76 psi Load Combination .11.20D+1.60Lr40.50L+1.60H Load Combination +1.2013+1.60Lr.0.501,+1.601-1 Location of maximum on span = 13.502ft Location of maximum on span = 23.248 ft Span # where maximum occurs = Span #1 Span #where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.510 in Ratio = 577 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 1.040 in Ratio = 282 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations i.oai cmwnation Max Shea Ratios Moment Values Shear Values Segment Length Span # M V C FN CI Cr Cm C t CL Mu lb Fl) Vu fy Fv +1.400+1.60H 0.00 0.00 o.00 o.00 Length = 24.50 it 1 0.632 0.263 0.60 0.972 1.00 1.00 1.00 1.00 1.00 19.71 1,013.94 1699.76 3.29 57.91 220.32 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.570 0.238 0.80 0.972 1.00 1.00 1.00 1.00 1.00 23.70 1291.45 2266.35 3.97 69.85 293.76 ( +1.20D+1.601.40.50S+1.50K 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 It 1 0.406 0.169 0.80 0.972 1.00 1.00 1.00 1.00 1.00 16.89 920.52 2266.35 2.82 49.63 293.76 +1.20D+1.601r40.50L+1.50H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.930 0.359 0.80 0.972 1.00 1.00 1.00 1.00 1.00 38.68 2,107.48 2266.35 6.50 114.33 293.76 +1.200+1.50Lr40.50W+1.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 CI-50 Wood Beam FI1e= caU NORV1-1DsskShoppeETABS_-1.5QIJtELAST,-l.Ec6 I ENERCALCI INC. 1983-2015 Build 6.15.7.30, Vec6.15.12.31 Descripon: Roof Framing Beam Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V ) C FN C I Cr Cm C t C1 Mu lb Fb Vu Iv Fv Length = 24.50 ft 1 0.930 0.389 0.80 0.972 1.00 1.00 1.00 1.00 1.00 38.68 2,107.48 2266.35 6.50 114.33 293.76 +1.20D*O.50L+1.605+1.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 It 1 0.406 0.169 0.80 0.972 1.00 1.00 1.00 1.00 1.00 16.89 920.52 2266.35 2.82 49.63 293.76 +1.20D+1.60S40.50W+1.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.406 0.169 0.80 0.972 1.00 1.00 1.00 1.00 1.00 16.89 920.52 2266.35 2.82 49.63 293.76 +1.20D40.501p40.50L+W+1.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 It 1 0.456 0.190 1.00 0.972 1.00 1.00 1.00 1.00 1.00 23.70 1,291.45 2832.93 3.97 69.85 367.20 +1.20D44.50L40.50S.W+1.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.325 0.135 1.00 0.972 1.00 1.00 1.00 1.00 1.00 16.89 920.52 2832.93 2.82 49.63 367.20 +1.20D'0.501..0.205*E+1.60H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.50ft 1 0.325 0.135 1.00 0.972 1.00 1.00 1.00 1.00 1.00 16.89 920.52 2832.93 2.82 49.63 367.20 40.90D+W40.90H 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =24.501t 1 0.244 0.101 1.00 0.972 1.00 1.00 1.00 1.00 1.00 12.67 690.39 2832.93 2.12 37.23 367.20 40.90D4E40.901-1 0.972 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 24.50 ft 1 0.244 0.101 1.00 0.972 1.00 1.00 1.00 1.00 1.00 12.67 690.39 2832.93 2.12 37.23 367.20 Overall Maximum Deflections Load Combination Span Max. - Deft Location in Span Load Combination Max. + Dell Location In Span 404U'.H 1 1.0397 12.876 0.0000 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 2.569 5.394 Overall MiNimum 0.811 1.634 4DIH 1.352 2.723 40414H 1.352 2.723 401tr41-1 2.569 5.394 40+841 1.352 2.723 +040.750Lr40.7501-4H 2.265 4.726 4040.750L40.750S4H 1.352 2.723 4040.60W4H 1.352 2.723 4040.70E#I 1.352 2.723 4D60.750Lr40.750L40.450W41 2.265 4.726 4040.750L40.750S40.450W411 1.352 2.723 4040.750L40.750540.5250E4H 1.352 2.723 40.60D40.60W40.601-1 0.811 1.634 40.60D40.70E40.60H 0.811 1.634 D Only 1.352 2.723 LrOnly 1.218 2.671 L Only S Only W Only E Only H Only CI-51 Thornton Tomasetti Building Solutions Section AA Appendices Thornton Tomasetti Building Solutions AAI - Canopy Design (Phase II Calculation) AAI-1 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. . - oC LI) --74194. F I ' L) Moat I it- - ., ••.-.--.. .. •. - T' eca-oôc I ------ - I_•_• . • • I 1H - - - fr_ ..• -- .........- -10 - . .-. -- - .. . - . . . • . . 5 F F i - -I- I .........4. .. . -+ • . . I ...- - .L. :. L .: •. . I I. .. - AAI-2 Thornton Tomasetti PROJECT !R0JE(1' NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 1 I A -r ~ Dyllz.~ . Cc UE .1... • I QA. tt: .. • . . I _•••, • .... - •. - - .• .• -• ,- ...•.-.- -. t f . +• t.I--..t- i I ••-• • i.•_.I -L- •' ........................I V.-- _I ._. __ .. .. ; I • - 4 •1. . -•- 1 ........... .1 . - . I .. -, - ....I. L L AA1-3 Steel Beam File - ENERCALC, INC. 1983-2015, Build:6.l51.30, Ver.6.157.30 Description: Entry - CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 Its! Bending Axis: Major Axis Bending Load Combination ASCE 7-10 V Sp2l,.3.250ft WTB,13 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Partial Length Uniform Load: D = 0.010, Lr= 0.020, W = .0.0740 ksf, Extent = 0.0 ->> 2.50 ft, Tributary Width = 6.0 ft Section used for this span WT8x13 Section used for this span WT8x13 Mu : Applied 2.962 k-ft Vu: Applied 1.491 k Mn * Phi : Allowable 14.832 k-ft Vn * Phi: Allowable 52.988 k Load Combination +1.20D45g.50L-1.OW+1.50H Load Combination +1.2OD40.50j.r).50L-1.OW+1.50H Location of maximum on span 3.250ft Location of maximum on span 3.250 It Span #where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.004 In Ratio = 18,608. Max Upward Transient Deflection -0.009 in Ratio = 8,382 Max Downward Total Deflection 0.007 in Ratio= 11558 Max Upward Total Deflection .0.008 in Ratio = 10037 wces & Stresses for Load Segment Length Span 4 M V max Mu + max Mu - Mu Max Max PhltMnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L= 3.25 it 1 0.035 0.005 .0.52 0.52 16.48 14.83 1.00 1.00 0.27 58.88 52.99 +1.20D40.50Lr+1.60L+1.60H Dsgn. L= 125 it 1 0.050 0.007 -0.74 0.74 16.48 14.83 1.00 1.00 0.38 58.88 52.99 +1.20D+1.60L40.505+1.60H Dsgn. L = 3.25 ft 1 0.030 0.004 .0.44 0.44 16.48 14.83 1.00 1.00 0.23 58.88 52.99 +1.20D+1.50l.O.50L+1.50K Dsgn. L= 3.25 it 1 0.095 0.013 -1.40 1.40 16.48 14.83 1.00 1.00 0.71 58.88 52.99 +1.20D+1.99Lr40.50W+1.60H Dsgn. L = 3.25 It 1 0.020 0.003 .0.29 0.29 16.48 14.83 1.00 1.00 0.16 58.88 52.99 +I20D+1.99Lr.0.50W+1.60H Dsgn.L= 3.25 it 1 0.169 0.024 -2.51 2.51 16.48 14.83 1.00 1.00 1.27 58.88 52.99 +1.20D40.50L+1.99S+1.60H Dsgn. L = 3.25 It 1 0.030 0.004 .0.44 0.44 16.48 14.83 1.00 1.00 0.23 58.88 52.99 +1.20D+1.6OS40.50W+1.60H Dsgn. L = 3.25 it 1 0.027 0.006 0.67 0.67 2727 24.54 1.00 1.00 0.34 58.88 52.99 +1200+1.605.0.50W+1.60H Dsgn. L= 3.25 It 1 0.105 0.015 4.55 1.55 16.48 14.83 1.00 1.00 0.79 58.88 52.99 +1.2O0.50Lr45()L4W+1j()H Dsgn. L= 3.25 it 1 0.060 0.014 1.48 1.48 27.27 24.54 1.00 1.00 0.74 58.88 52.99 +1.20D40.5QLreO.50L-1.QW+1.60H Dsgn. I = 3.25 ft 1 0.200 0.028 -2.96 2.96 16.48 14.83 1.00 1.00 1.49 5801-4 52.99 +1.20D40.5QL.0.50S.W+1.50p Steel Beam - cwseruesonuasktop1r1Kw-1THO-1THESH0-ZE(5 ENERCALC INC 1902015, 8u11d:6.153.30. Vec6.15.7.30 Description : Entry - Lower Outsigger Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx PhiMnx Gb Rm VuMax Vnx Phi'Vnx Ds9n. L = 3.25 ft 1 0.072 0.017 1.78 1.78 27.27 24.54 1.00 1.00 0.89 58.88 52.99 A201340.501,40.50S-1.0W+1.601-1 Dsgn. L= 3.25 It 1 0.180 0.025 -2.66 2.66 16.48 14.83 1.00 1.00 1.34 58.88 52.99 +1.20D40,5QL40.20S-.E+1.60H Dsgn. L= 3.25 ft 1 0.030 0.004 -0.44 0.44 16.48 14.83 1.00 1.00 0.23 58.88 52.99 +1.20D40.50L40.205-1.0E+1.60H Dsgn. L = 3.25 ft 1 0.030 0.004 -0.44 0.44 16.48 14.83 1.00 1.00 0.23 58.88 52.99 40.90D4W40.90H Dsgn. L = 3.25 ft 1 0.077 0.018 1.89 1.89 27.27 24.54 1.00 1.00 0.95 58.88 52.99 40.9013-1.0W40.90H Dsgn. L= 3.25 It 1 0.172 0.024 -2.55 2.55 16.48 14.83 1.00 1.00 1.28 58.88 52.99 40.90D+E40.90H Dsgn. L = 3.25 It 1 0.022 0.003 -0.33 0.33 16.48 14.83 1.00 1.00 0.17 58.88 52.99 40.90D-1.0E40.90H Dsgn. L= 3.25 It 1 0.022 0.003 -0.33 0.33 16.48 14.83 1.00 1.00 0.17 58.88 52.99 Overall Maximum Defections Load Combination Span Max. - Defl LocatiOn In Span Load Combination Max. +' Dell Location in Span 1 0.0000 0.000 40.60W -0.0093 0.000 Vertical Reactions Support notation: Far left Is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum -1.110 Overall MiNimum -0.082 4041 0.192 -.D4L4H 0.192 0.492 404641 0.192 ,0.0.750Lr40.750L41 0.417 4040.750L40.75054H 0.192 4040.60W41 -0.474 .D40.70E*H 0.192 4040.750Lr40.750L40.450W4H .0.082 4040.750L40.750S40.450W41 -0.307 -.0*0.750L40.750540.5250E41 0.192 40.60D40.60W40.60H -0.551 40.60D40.70E40.60H 0.115 DOnly 0.192 LrOnly 0.300 L Only S Only WOnty -1.110 E Only IlOnly AA1-5 kvbeMeo#%nWROJ-11THESHO-I%THESHO-2,ECS 11 Steel Beam File= ENERCAIC,INC, 1983-2015. Bulld:6.15J.30.Ver.6.15.7.3() ITiWtMIII1III1cP •r l..1. Description: Entry - Upper Outrigger CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooertles Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29.000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 * I, V OLOOB0 V W(-0444m * 1480)0(0.080) W(.0.1480)O(0.0eD) fl(-0.148O)0(O.Oe0) W(.0.1480) Span = 14.80 It WT8x44.S Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans. Partial Length Uniform Load: 0 = 0.010. W = -0.0740 ksf, Extent = 0.0->> 3.0 ft, Tributary Width = 6.0 ft Point Load: D=0.060, W = -0.1480k, Starting at: 4.50 it and placed every 1.50 it thereafter DESIGN SUMMARY Section used for this span WT8x44.5 Section used for this span Wr8x44.5 Mu : Applied 34.208 k-ft Vu: Applied 3.862 k Mn * Phi: Allowable 37.875 k-ft Vn * Phi: Allowable 118.787 k Load Combination +1.20D.0.50Lr4O.50L-1.OW+1.60H Load Combination +1.20D'0.5thJ4O.50L-1.OW+1.50H Location of maximum on span 14.500ft Location of maximum on span 14.500 ft Span #where maximum occurs Span #1 Span #where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 lh Ratio= 0<360 -0.740 In Ratio = 470 0.443 in Ratio = 785 -0.474 in Ratio= 735 Forces & Stresses for Load 0* Segment Length Span # M V max Mu + max Mu - Mu Max Max PbiMnx Cb Rm VuMax - Vnx Phi'Vnx +1.400+1.60H Dsgn.L= 14.50 ft I 0.345 0.015 43.06 13.06 42.08 37.88 1.00 1.00 1.74 131.99 118.79 +1.20D40.50L1*1.60L+1.60H Dsgn.L= 14.50 ft 1 0.298 0.013 -11.19 11.19 42.08 37.88 1.00 1.00 1.49 131.99 118.79 +1.20D+1.50l.50S+1.60H Dsgn.L= 14.50 ft 1 0.296 0.013 -11.19 11.19 42.08 37.88 1.00 1.00 1.49 131.99 118.79 +1.2OD+1.6OLj4.50L+1.60H Dsgn.L= 14.501t 1 0.296 0.013 41.19 11.19 42.08 37.88 1.00 1.00 1.49 131.99 118.79 +1.20D+1.6OLp40.50W+1.60H Dsgn.L= 14.50 ft 1 0.020 0.003 1.24 1.24 67.33 60.60 1.00 1.00 0.31 131.99 118.79 +1.20111+1.6010.50W+1.60H 0sgn. L = 14.50 ft 1 0.599 0.023 -22.70 22.70 42.08 37.88 1.00 1.00 2.68 131.99 118.79 +1.20D40.50L+1.50S+1.60H Dsgn.L= 14.50 ft 1 0.296 0.013 41.19 11.19 42.08 37.88 1.00 1.00 1.49 131.99 118.79 +1.200+1.90S45()W+1.60H Dsgn. 1= 14.50ft 1 0.020 0.003 1.24 1.24 67.33 60.60 1.00 1.00 0.31 131.99 118.79 +1.20D+1.6080.50W+1.60H Dsgn. I = 14.50 ft 1 0.599 0.023 -22.70 22.70 42.08 37.88 1.00 1.00 2.68 131.99 118.79 +1.20O.0.5OLr450L4W+1.90H 0sgn.L= 14.50 it 1 0.195 0.008 11.82 11.82 67.33 60.60 1.00 1.00 0.95 131. 118.79 +1.20D40.50Lr40.501-1.OW+1.60H Dsgn.L= 14.50 it 1 0.903 0.033 -34.21 34.21 42.08 37.88 1.00 1.00 3.88 131.99 118.79 Steel Beam Description: Entry - Upper Outrigger Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi*Vnx +1.20D40.50L40.505+W+1.60H Dsgn. L = 14.50 it 1 0.195 0.008 11.82 11.82 67.33 60.60 1.00 1.00 0.95 131.99 118.79 +1.20D40.50L40.50S-1.0W+1.60H Dsgn.L= 14.50 It 1 0.903 0.033 -34.21 34.21 42.08 37.88 1.00 1.00 3.86 131.99 118.79 +1.20D40.5OL.0.20SE+1.60H Dsgn.L= 14.50 it 1 0.296 0.013 -11.19 11.19 42.08 37.88 1.00 1.00 1.49 131.99 118.79 +1.20D40.50L40.20S-1.0E+1.60H Dsgn.L = 14.50 It 1 0.298 0.013 -11.19 11.19 42.08 37.88 1.00 1.00 1.49 131.99 118.79 40.90D.W40.90H Dsgn.L= 14.50 It 1 0.241 0.011 14.62 14.62 67.33 60.60 1.00 1.00 1.29 131.99 118.79 40.90D-1.0W40.90H Dsgn.L = 14.50 It 1 0.829 0.029 -31.41 31.41 42.08 37.88 1.00 1.00 3.49 131.99 118.79 40.90D4E40.90H Dsgn.L= 14.501t 1 0.222 0.009 -8.40 8.40 42.08 37.88 1.00 1.00 1.12 131.99 118.79 40.900-1.0E40.90H Dsgn.L = 14.50 It 1 0.222 0.009 -8.40 8.40 42.08 37.88 1.00 1.00 1.12 131.99 118.79 Overall Maximum Deflections Load Combination Span Max.- Dell Location in Span Load Combination Max. "+ Dell Location in Span 1 0.0000 0.000 40.60W .0.7397 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum -2.368 Overall MiNimum -0.176 4041 1.245 404141 1.245 4D4Lr#1 1.245 *0464H 1.245 .D40.750Lr.0.7501#I 1.245 9040.750L40.750S4H 1.245 4040.60W41 -0.176 - 4040.70E4H 1.245 4040.750Lr40.750L40.450W4H 0.180 4040.750L40.750S40.450W4H 0.180 .D40.750L40.750S40.5250E4I 1.245 40.60D40.60W40.60H 1.674 40.60040.70E40.601-1 0.747 DOnly 1.245 Li Only L Only S Only W Only -2.368 E Only H Only AA1-7 Steel Beam File ENERCAl.0 INC. 1983-2015, B:61573O.Ve6.15j.30 I Description: Enh,y -Header Support CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 46.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Spin3O.Oft HSS8xIx1I2 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Loads on all spans... Uniform Load on ALL spans: W = 0.0340 ksf, Tributary Width = 12.0 ft Section used for this span HSS8x8x1I2 Mu: Applied 45.900 k-ft Mn * Phi: Allowable 129.375 k-ft Load Combination +l.2.50.50L.yJ+H Locatiob of maximum on span 15.000f1 Span # where maximum occurs Span #1 Section used for this span HSS8x8x1I2 Vu : Applied 6.120 k Vn * Phi: Allowable 152.583 k Load Combination +1.20D40.501.p4O.50L+W+1.60H Location of maximum on span 0.000 ft Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & 1.238 in Ratio = 290 0.000 in Ratio = 0<180 1.241 in Ratio= 290 0.000 in Ratio= 0 (240 Luau rim Qum tWUQ5 uuminary or momeni vatues summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx PhrMnx Cb Rm VuMax Vnx PhrVnx +1.40D+1.60H Dsgn. L= 30.00 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.20D40.50Lr+1.60L+1.60H osgn.L= 30.00 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.20D+1.55L.0.5013+1.60H Dsgn. L= 30.00 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.20044.6OLNO.50L+1.60H Dsgn. L= 30.00 it 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.20D+1.901r.().50W+1.60H Ds9n.L= 30.00 it 1 0.177 0.020 22.95 22.95 143.75 129.38 1.14 1.00 3.06 169.54 152.58 +1.20D.1.901s.0.50W+1.60H Dsgn. L= 30.0011 1 0.177 0.020 -22.95 22.95 143.75 129.38 1.14 1.00 3.06 169.54 152.58 +1.20D().50L+1.60S+1.60H Dsgn. L= 30.00 it 1 0.000 143.75 129.38 1.00 1.00 .0.00 169.54 152.58 +1.20D+1.6340.50W+1.60H Dsgn. 1= 30.00 it 1 0.177 0.020 22.95 22.95 143.75 129.38 1.14 1.00 3.06 169.54 152.58 +1.2013+1.605-0.50W+160H Dsgn. L = 30.00 it 1 0.177 0.020 -22.95 22.95 143.75 129.38 1.14 1.00 3.06 169.54 152.58 +1.20D40.50Lr40.5OL.W+1.60H Dsgn.L= 30.00 it 1 . 0.355 0.040 45.90 4590 143.75 129.38 1.14 1.00 6.12 169.54 152.53 +1.2OD.50I.r.50L-1.QW+1.6OH Dsgn. L= 30.0011 1 0.355 0.040 -45.90 45.90 143.75 129.38 1.14 1.00 6.12 16901.0 152.58 +1.20090.501405084W+1.60M I Steel Beam ENERCALC. INC. 1983.2015. Build:6.15.7.30. Ver.6.15.7.30 I Description: Entry - Header Support Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx PhiVnx Dsgn.L= 30.00 ft 1 0.355 0.040 45.90 45.90 143.75 129.38 1.14 1.00 6.12 169.54 152.58 +1.200'O.50L'0.50S-1.0W+1.60H Dsgn.L = 30.00 ft 1 0.355 0.040 .45.90 45.90 143.75 129.38 1.14 1.00 6.12 169.54 152.58 +1.20D40.50L40.20S.E+1.60H Dsgn.L= 30.00 ft 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 +1.20D.0.50L.0.20S-1.0E+l.60H Dsgn.L= 30.00 It 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 40.90D4W40.90H Dsgn.L= 30.00 It 1 0.355 0.040 45.90 45.90 143.75 129.38 1.14 1.00 6.12 169.54 152.58 40.90D-1.0W.0.90H Dsgn.L= 30.00 ft 1 0.355 0.040 45.90 45.90 143.75 129.38 1.14 1.00 6.12 169.54 152.58 40.900+E40 .90H Dsgn.L= 30.00 ft 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 40.90D-1.0E90.90H Dsgn.L= 30.0011 1 0.000 143.75 129.38 1.00 1.00 -0.00 169.54 152.58 Overall Maximum Deflections Load Combination Span Max. -' Dali Location In Span Load Combination Max. "+ Deli Location in Span 40.60W 1 1.2406 15.150 0.0000 0.000 Vertical Reactions Support notation: Far left Is #1 Values in lOPS Load Combination Support I Support 2 Overall MAXimum 6.120 6.120 Overall MiNimum . 2.754 2.754 4D4H 404L#H 4D4Lr4H 40+S4H 4040.750Lr4O.750L#1 4040.750L40.750S4H +O*060W+H 3.672 3.672 4D40.7OE4H .040.7501-r40.7501-.0.450W4H 2.754 2.754 .O.0.750L40.750S.0.450W+H 2.754 2.754 4040750L40.750840.5250E4H .0.601340.60W40.601-1 3.672 3.672 40.601340.70E40.60H D Only Ir Only L Only S Only W Only 6.120 6.120 E Only H Only AAI-9 Steel Beam Vec6.15.7.0 Description: Tenent 1 -Outrigger CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material ProDerties Analysis Method: Load Resistance Factor Design Fy: Steel Yield: 50.0. ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 5pi -&ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Point Load: D 0.1450, W = .0.360k, Starting at: 0.0 ft and placed every 1.0 ft thereafter Section used for this span VVT8X25 Section used for this span VVT8x25 Mu : Applied 21.867k-ft Vu: Applied 5.056 k Mn • Phi : Allowable 25.425k-ft Vn * Phi : Allowable 83.414 k Load Combination. +1,20D.501j4,50L-1.0W+1.60H Load Combination +1.20D40.501j.eO.50L-1.OW+1.50H Location of maximum on span 8.3331t Location of maximum on span 8.333 ft Span # where maximum occurs Span #1 Span #where maximum occurs Span #1. Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for 0.000 in Ratio = 0<360 -0.214 In Ratio= 933 0.165 in Ratio= 1211 -0.115 in Ratio= 1736 Segment Length Span # M V Max Mu + Max Mu - Mu Max Max PhiMnx Cb Rm VuMax Vnx Phi'Vnx +1.40D+1.60H Dsgn. L = 8.33 it 1 0.359 0.025 -9.13 9.13 28.25 25.43 1.00 1.00 2.12 92.68 83.41 +1.20D40.501j+1.60L+1.60H Dsgn. L = 8.33 it 1 0.308 0.022 -7.83 7.83 28.25 25.43 1.00 1.00 1.82 92.68 83.41 +1.20D+1.60L40.508+1.60H Dsgn. L = 8.33 it 1 0.308 0.022 -7.83 7.83 28.25 25.43 1.00 1.00 1.82 92.68 83.41 +12+1$0Lr4O.50L+1.50H Dsgn. I = 8.33 It 1 0.308 0.022 -7.83 7.83 28.25 25.43 1.00 1.00 1.82 92.68 83.41 +1.20D+1.6Olr44).50W+1.60H Dsgn. I = 8.33 it 1 0.020 0.002 0.00 .0.81 0.81 45.20. 40.68 1.00 1.00 0.20 92.68 83.41 +1.200+1.4.50W+1.601-1 Dsgn.L= 8.33 It 1 0.584 0.041 44.85 14.85 28.25 25.43 1.00 1.00 3.44 92.68 83.41 +1.20D.50L+160S+1.60H Dsgn. I = 8.33 it 1 0.308 0.022 -7.83 7.83 28.25 25.43 1.00 1.00 1.82 92.68 83.41 1.20D+1.60S40.50W+1.60K Dsgn. I = 8.33 It 1 0.020 0.002 0.00 .0.81 0.81 45.20 40.68 1.00 1.00 0.20 92.68 83.41 +1.20D+1.60S.0.50W+1.60H Dsgn. I = 8.33 it I 0584 0.041 44.85 14.85 28.25 25.43 1.00 1.00 3.44 92.68 83.41 +1.20040.501.r40.5014W+1.60H Dsgn.L= 8.33 it 1 0153 0.017 6.21 6.21 45.20 40.68 1.00 1.00 1.43 92.68 83.41 +1.20D40.50Lr40.501-1.OW+1.60H Dsgn. L= 8.33 it 1 0.860 0.061 -21.87 21.87 28.25 25.43 1.00 1.00 5.06 9HtiJ10 83.41 +1.20940.501.0.5054W+1.60H Steel Beam -- FC:WSBPT113-PROJ1THESHO1ThESHOZEC6 ENERCALC, INC. 1983-2015, Bulld:6.15.7.30. Vec6.15.7.30 I Description: Tenant 1 - Outrigger Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V max Mu + max Mu - Mu Max Max Phi'Mnx Cb Rm VuMax Vnx PhIVnx Dsgn.L= 8.33 ft 1 0.153 0.017 6.21 6.21 45.20 40.68 1.00 1.00 1.43 92.68 83.41 +1.20D*0.50L40.50S4.0W+1.60H Dsgn.L= 833 It 1 0.860 0.061 -21.87 21.87 28.25 25.43 1.00 1.00 5.06 92.68 83.41 +1.20D40.50L*0.208*E+1.60H Dsgn.L= &33 It 1 0.308 0.022 -7.83 7.83 28.25 25.43 1.00 1.00 1.82 92.68 83.41 +1.20D*0.501*0.20S-1.OE+1.60H Dsgn.L= &33 ft 1 0.308 0.022 -7.83 7.83 28.25 25.43 1.00 1.00 1.82 92.68 83.41 40.900+W*0.90H Dsgn.L= 1133 ft 1 0.201 0.023 8.17 8.17 45.20 40.68 1.00 1.00 1.88 92.68 83.41 40.90D-1.OW*0.90H Dsgn.L= 8.331t 1 0.783 0.055 -19.91 19.91 28.25 25.43 1.00 1.00 4.60 92.68 83.41 40.90D*E40.90H Dsgn. L = 8.33 It 1 0.231 0.016 -5.87 5.87 28.25 25.43 1.00 1.00 1.36 92.68 83.41 *0.9013-1.0E*0.901-1 Dsgn.L= 8.33 It 1 0.231 0.016 -5.87 5.87 28.25 25.43 1.00 1.00 1.36 92.68 83.41 Overall Maximum Deflections Load Combination Span Max. •-' Dell Location in Span Load Combination Max. + Dell Location in Span 1 0.0000 0.000 90.60W -0.2144 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum -3240 Overall MiNimum 0.055 *0*1 1.513 +04141 1.513 1.513 DS*H 1.513 40+0.750Lr*0.750L#I 1.513 *0-+0.750L*0.750S4f 1.513 4D40.60W*H -0.431 4040.70E4H 1.513 *0*0.750Lr40.750L*0.450W41 0.055 4090.750L40.750S*0.450W*H 0.055 .040.750L*0.750S*0.5250E-*I 1.513 .0.6013*0.60W.0.601-1 -1.036 *0.60D*0.70E*0.60H 0.908 DOnly 1.513 LrOnly LOnly S Only W Only -3240 E Only H Only AAI-11 I Steel Beam 6 ENERCALW, INC. 1983-2015, Buitd6.15.7.30.Ver.&15.7.30 I II(lIijbUIiTThri1iI(eJ,,rljIIflT4 Description: Tenent3 - Outrigger CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooerties Analysis Method: Load Resistance Factor Design. Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely tinbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Partial Length Uniform Load: 0 = 0.010, Lr = 0.020, W = .0.0740 ksf, Extent = 0.0-" 7.0 ft. Tributary Width = 4.50 ft Maximum sending stress Ratio = 0.573:1 Maximum Shear Stress Ratio = 0.039: Section used for this span vlJr8x25 Section used for this span VIJI8x25 Mu: Applied 14.568k-ft Vu: Applied 3.264 Mn * Phi: Allowable 25.425 k-ft Vn * Phi: Allowable 83.414 Load Combination +1.2QD40.5OL.r.0.5OL-1.OW+1.60H Load Combination +1.201340.50Lr40.501,4.OW+1.50H Location of maximum on span 8.000ft Location of maximum on span 8.000 I Span # where maximum occurs • Span #1 Span # where madmum occurs . Span #1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio = 2,955 Max Upward Transient Deflection -0.144 In Ratio = 1,331 Max Downward Total Deflection 0.116 in Ratio = 1662 Max Upward Total Deflection .0114 In Ratio = 1686 Stresses for Load Segment Length Span # M V ,max Mu + max Mu - Mu Max Mnx PhlMnx Cb Rm VuMax Vnx Phl'Vra +1.400+1.60H Dsgn.L= 8.00ft 1 0.122 0.009 -3.10 3.10 28.25 25.43 1.00 1.00 0.72 92.68 83.41 +1.20040.50Lr+1.601+1.60H Dsgn.L= 8.00ft 1 0.160 0.011 4.08 4.08 28.25 25.43 1.00 1.00 0.93 92.68 83.41 +1.20D+1.60L40.50S+1.60H osgn. 1= 8.00 ft 1 0.105 0.007 -2.66 2.66 28.25 25.43 1.00 1.00 0.62 92.68 83.41 +1.2OD+1.60Lr050L+1.60H Dsgn. L= 8.00 ft 1 0.283 0.019 -7.20 7.20 28.25 25.43 1.00 1.00 1.63 92.68 83.41 +1.20D+1.60Lr44)50W+1.60H osgn. L= 8.00 It 1 0.077 0.006 4.95 1.95 28.25 .25.43 1.00 1.00 0.46 92.68 83.41 +1.20+1.60.50W+1.6OH Dsgn. I = 8.00 ft 1 0.489 0.033 42.44 12.44 28.25 25.43 1.00 1.00 2.79 92.68 83.41 +1.2D4.50L+1.60S+1.58H Dsgn. L = 8.00 ft 1 0.105 0.007 -2.66 2.66 28.25 25.43 1.00 1.00 0.62 92.68 83.41 +1.20D+1.66S.5OW+1.60H Dsgn. 1= 8.00 ft 1 0.064 0.007 2.58 2.58 45.20 40.68 1.00 1.00 0.58 92.68 83.41 +1.200+1.60S.0.50W+1.60H Dsgn. I = 8.00 ft 1 0.311 0.021 -7.91 7.91 28.25 25.43 1.00 1.00 1.78 9268 83.41 +1.2OD0.5OLr4O.5OL4W+1.6OH 0sgn. 1= 8.00 ft 1 0.158 0.017 6.41 6.41 45.20 40.68 1.00 1.00 1.43 92.68 83.41 +1.20D40.50Lr4O.501-1.OW+1.60H Dsgn. L= 8.00 ft 1 0.573 0.039 44.57 14.57 28.25 25.43 1.00 1.00 3.26 9#12 83.41 +1.20D'O.501.40.50S.W+1.60H Steel Beam ENERCALC, INC. 1983-2015, 8u9d:6.15.7.30.Ver.I15.7.30 I Description: Tenant - Outrigger Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Max PhiMnx Cb Rm VuMax Vnx PhiVnx Dsgn. L= 8.00 It 1 0.192 0.021 7.83 7.83 45.20 40.68 1.00 1.00 1.74 92.68 83.41 +1.20D40.50L40.505-1.OW+1.60H Dsgn. L= 8.00 ft 1 0.517 0.035 .13.15 13.15 28.25 25.43 1.00 1.00 2.95 92.68 83.41 +1.20D40.50L40.20S.E+1.60H Dsgn. I = 8.00 ft 1 0.105 0.007 -2.66 2.66 28.25 25.43 1.00 1.00 0.62 92.68 83.41 +1.20D+0.50L420S-1.OE+1.60H Dsgn.L= &00 It 1 0.105 0.007 -2.66 2.66 28.25 25.43 1.00 1.00 0.62 92.68 83.41 40.9009W40.90H Dsgn. L = 8.00 It 1 0.209 0.023 8.49 8.49 45.20 40.68 1.00 1.00 1.89 92.68 83.41 40.90D-1.0W40.90H Dsgn. L = 8.00 It 1 0.491 0.034 -12.49 12.49 28.25 25.43 1.00 1.00 2.79 92.68 83.41 40.90D4EI0.9011 Dsgn. L = 8.00 It 1 0.078 0.006 -2.00 2.00 28.25 25.43 1.00 1.00 0.46 92.68 83.41 .0.90D4.0E40.90H Dsgn. L = 8.00 ft 1 0.078 0.006 -2.00 2.00 28.25 25.43 1.00 1.00 0.46 92.68 83.41 Overall Maximum Deflections Load Combination Span Max. - Dell Location In Span Load Combination Max. V Dell Location in Span 1 0.0000 0.000 40.60W .0.1442 0.000 Vertical Reactions Support notation: Far left is #1 Values In KIPS Load Combination Suppod 1 Support 2 Overall MAXimum -2.331 Overall MiNimum -0.061 4041 0.515 .04L4H 0.515 40+I.r4H 1.145 40484H 0.515 4040.750Lr40.750L-IH 0.988 '040.750L40.750541 0.515 4040.60W4H -0.884 4040.70E#I 0.515 4040.750Lr4O.750L40.450W4H -0.061 4040.750L40.750S90.450W#I -0.534 4040.750L-.0.750S40.5250E41 0.515 40.60D90.60W40.60H 4.090 40.601340.70E-4601-1 0.309 D Only 0.515 LrOnly 0.630 L Only S Only W Only -2.331 E Only H Only AAI-13 Steel Beam INC. Description: Tenent4 Outrigger CODE REFERENCES Calculations per AISC 360-10, IBC 2012, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Proaerties Analysis Method: Load Resistance Factor Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-10 Spin • &Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loading Loads on all spans... Partial Lenqth Uniform Load: D = 0.010. It = 0.020,. W: -0.0740 ksf, Extent = 0.0->> 2.0 It, Tributary Width = 8.50 ft Point Load: 0 = 0.0850, W = .0.210k, Sterling at :3.0 ft and placed every 1.0 it thereafter SUMMARY Section used for this span WT8x25 Section used for this span WT8x25 Mu : Applied 17.064k-ft Vu : Applied 3.432 k Mn * Phi: Allowable 25.425k-ft Vn * Phi: Allowable 83.414 k Load Combination +1.20D.()5OIt-.0.50L-1.OW+1.60H Load Combination +1.201)*0.50Lr40.50L-1.QW+1.60H Location of maximum on span - 8.000ft Location of maximum on span 8.000 it Span # where maximum occurs Span #1 Span # where maximum occurs Span #1 Maximum Deflection Max Downward Transient Deflection 0.067 in Ratio = 2,873 Max Upward Transient Deflection -0.181 in Ratio= 1,061 Max Downward Total Deflection 0.140 in Ratio = 1369 Max Upward Total Deflection -0.137 In Ratio = 1404 for Load Combinations Segment Length Span # M V Max Mu + Max Mu - Mu Max Mnx PhI*Mnx. Cb Rm VuMax Vnx PhI'Vnx +1.400+1.60H Dsgn. L= 8.00 it 1 0.180 0.013 .4.57 4.57 28.25 25.43 1.00 1.00 1.11 92.68 83.41 +1.2D40.50Ij+1.L+1.60H Dsgn. L = 8.00 It 1 0201 0.013 -5.11 5.11 28.25 25.43 1.00 1.00 1.12 92.68 83.41 +1200+1.50L40.505+1.60H Dsgn. L= 8.00 it 1 0.154 0.011 492 3.92 28.25 25.43 1.00 1.00 0.95 92.68 83.41 +1.20D+1.60Lr40.50L+1.60H Dsgn. I = 8.00 ft 1 0304 0.018 -7.73 7.73 28.25 25.43 1.00 1.00 1.50 92.68 83.41 +1.2013+1.6OLp40.501N+1.60H Dsgn. 1 = 8.00 ft 1 0.069 0.004 -1.75 1.75 28.25 25.43 1.00 1.00 0.34. 92.68 83.41 +1.200+1.601.0.501V+1.60H Dsgn. L 8.00 ft 1 0.539 0.032 .13.70 13.70 28.25 25.43 1.00 1.00 2.65 92.68 83.41 +1.200+0.50L+1.905+1.60H Dsgn.L= 8.00 ft 1 0.154 0.011 -3.92 3.92 28.25 25.43 1.00 1.00 0.95 92.68 83.41 +1.200+1.60S40.50W+1.60H Dsgn.L= 8.00 It 1 0.051 0.004 2.06 2.06 45.20 40.68 1.00 1.00 0.37 92.68 83.41 +1.20D+1.605.0.50W+1.60H Dsgn. I = 8.00 it 1 0.389 0.025 -9.90 9.90 28.25 25.43 1.00 1.00 2.11 92.68 83.41 +1.2OD40.5OLr4O.5QL4W+1.60H Dsgn.L= 8.0011 1 0.168 0.015 6.85 6.85 45.20 40.68 1.00 1.00 1.21 83.41 +1.20040.5OLr4O.501-1.OW+1.90H -14 Dsgn.L= 8.00 it 1 0.671 0.041 .17.06 17.06 28.25 25.43 1.00 1.00 3.43 92.68 83.41 Steel Beam Description: Tenent4 - Outrigger Load Combination Max Slrass Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Max Mu + Max Mu - Mu Max Max PhiMnx Cb Rm VuMax Vnx PhiVnjc +1.200.0.50L40.50S+W+1.60H Dsgn.L = 8.00 It 1 0.198 0.017 8.04 8.04 45.20. 40.68 1.00 1.00 1.38 92.68 83.41 +1.20D.0.5OL..5054.0W+1.60H Dsgn. L = 8.00 it 1 0.624 0.039 45.87 15.87 28.25 25.43 1.00 1.00 3.26 92.68 83.41 +1.20D40.50L.0.20S.E+1.60H Dsgn. L= 8.00 It 1 0.154 0.011 -3.92 3.92 28.25 25.43 1.00 1.00 0.95 92.68 83.41 +1.2013.0.501..0.20S-1.0E+1j0H Dsgn.L= 8.00 it 1 0.154 0.011 -3.92 3.92 28.25 25.43 1.00 1.00 0.95 92.68 83.41 40.90D+W40.90H Dsgn. L = 8.00 it 1 0.222 0.019 9.02 9.02 45.20 40.68 1.00 1.00 1.61 92.68 83.41 40.90D-1.0W90.90H Dsgn. 1 = 8.00 it 1 0.586 0.036 -14.89 14.89 28.25 25.43 1.00 1.00 3.02 92.68 83.41 90.90D4E40.90H Dsgn. L= 8.00 It 1 0.116 0.009 -2.94 2.94 28.25 25.43 1.00 1.00 0.72 92.68 83.41 .0.90D-1.OE40.90H Dsgn. L= 8.00 it 1 0.116 0.009 -2.94 2.94 28.25 25.43 1.00 1.00 0.72 92.68 83.41 Overall Maximum Deflections Load Combination Span Max. "- Defi Location in Span Load Combination Max. "' Defi Location in Span - 1 0.0000 0.000 .0.60W -0.1808 0.000 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXIMUM -2.308 Overall MINimum 0.011 -.041 0.795 404L9H 0.795 4D4Lr4H 1.135 +0+541 0.795 -.0-.0.750Lr+0.7501,91-1 1.050 -.D40.750L40.750S4H 0.795 4D40.60W4H .0.590 +D+0.70E+H 0.795 +040.750Lr40.750L40.450W4H 0.011 -.040.750U.0.750S40.450W-41 .0.244 -.040.750L+0.750540.5250E+H 0.795 40.60D40.60W40.60H -0.908 .0.60D40.70E40.60H 0.477 D Only 0.795 LrOnly 0.340 LOnly S Only W Only -2.308 E Only H Only AA1-15