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X2-D2Zo23 ll 14 oBorer 1 of 167 BRANDON/& JOHNSTON EST.1945 PROJECT Hoag James Leadership Center ; SHEET NO. PROJECT NO. S21-0031 DATE 10/21/2021 REN Cover ENGLIEER DM off Project For: Ware Malcomb 10 Edelman Irvine, CA 92618 Structural Calculations For Hoag James Leadership Center 11 Hoag Dr. Newport Beach, CA 92663 City Submittal 10/21/2021 BRANOOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS I LOS ANGEi.ES NEWPORT BEACH 111% BRANDOW & JOHNSTON EST.1W5 PROJECT PROJECT NO. Hoag James Leadership Center S21-0031 Table of Contents SHEET NO. 2ofi67 DATE 07/30/2021 I 11 ENGINEER DM Title Page 1 Table of Contents 2 Site Specific Values 3 Gravity Framing Design Lateral Framing Design Trash Enclosure Mechanical Unit Anchorage Appendix A: Ref. Tables 6 65 148 159 164 BRANDOW & JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 7/20/2021 eirCHazards by Location ATC Hazards by Location 3 of 167 Search Information Address: 11 Hoag Dr, Newport Beach, CA 92663, USA Coordinates: 33.6255425, -117.9300719 Elevation: 83 ft Timestamp: 2021-07-20T19:00:10.619Z Hazard Type: Wind ASCE 7-16 ASCE 7-10 MRI 10-Year ... ......_66 mph MRI 10-Year ._ .. - _. 72 mph ASCE 7-05 Wind Speed __.. 85 mph MRI 25-Year ._. .... 71 mph MRI 25-Year .,.......... 79 mph MRI 50-Year 76 mph MRI 50-Year 85 mph MRI 100-Year 81 mph MRI 100-Year ....... _......... 91 mph Risk Category I ... ._ _ __. 89 mph Risk Categoryi 100 mph Risk Category II ................... 95 mph Risk Category II ............ 110 mph Risk Category III . .............. 102 mph Risk Category III -IV 115 mph Risk Category IV 106 mph u-- Natii ap data OO 2021 Google, INEGI ASCE 7-05 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area -- in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this websile is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wehsite does not imnlv annrnval by the onveminn hnilrlinn code bodies resnnnsihle for hnildina cnde annrnval and intemretatinn for the https:l/hazards.atcouncil.orgmfwind?tat=33.6255425&Ing=-117.9300719&address=11 Hoag Dr%2C Newport Beach%2C CA 92663%2C USA 1/2 7/30/2021 C Hazards by Location ATC Hazards by Location 4of1B7 Search Information Address: 11 Hoag Drive, Newport Beach, CA Coordinates: 33.6255425, -117.9300719 Elevation: 83 ft Timestamp: 2021-07-30T18:49:35.004Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D Basic Parameters Name Ss Si SMS SM1 SDS SD Value Description 1.383 MCER ground motion (period=0.2s) 0.494 MCER ground motion (period=1.0s) 1.383 Site -modified spectral acceleration value * null Site -modified spectral acceleration value 0.922 Numeric seismic design value at 0.2s SA * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 'Additional Information Name SDC Fa Fv CRs CR1 PGA FPGA PGAM Value * null 1 * null 0.907 0.919 0.604 1.1 0.664 Description Seismic design category Site amplification factor at 0.2s Site amplification factor at 1.0s Coefficient of risk (0.2i) Coefficient of risk (1.0s) MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration FROM ,.;#'S REPQ;f,, Project Site ffU �b¢1r�<t8+ } 1 vim. as i t "' ' • ana tta� `NaTh P ,1,14 Map data 02021 Boogie, INEGI L38 * 0.49* D 1.0* .q..._._.- ..............1.7* ._............_. .1 M. second period) . +...--- — 1-38 -- ......... I LSrn1.. =.` ;:-' 1.0 second period)........_.... -- - 0.84g' - - Soa = 2/3 x Sns (0.2 second period) ; 0 92g* 1_Soi = 2/3 x Snii (1.0 second period) 0.56g* *See note in text below By: LT 4/7/2021 Checked: JF 4/20/2021 https://hazards.atcouncil.org/#/seismic?Iat=33.6255425&Ing=117.9300719&address=11 Hoag Drive%2C Newport Beach%2C CA 1/2 7/30/2021 ATC Hazards by Location TJ- 8 Long -period transition period (s) SsRT 1.383 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.524 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.596 Factored deterministic acceleration value (0.2s) S1 RT 0.494 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.537 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.827 Factored deterministic acceleration value (1.0s) PGAd 1.051 Factored deterministic acceleration value (PGA) * See Section 11.4.8 5 of 167 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained frorn this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume ail liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and Interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#iseismic?tat=33.6255425&Ing=-117.9300719&address=11 Hoag Drive%2C Newport Beach%2C CA 2/2 6 of 167 GRAVITY FRAMING DESIGN BRANDOWN ••JOHNSTON ESL 18A5 PROJECT . PROJECT NO...�-r�i�'C.1�'�-.r ITEM .14§ ..`_ clo_ L w .1 P‘: ir- fit21 6," r� a� /': fJ > :..r.t x OPSF ExT .1411.14t, 4 .E.1..-' •. y_ / & z e„- a'Ai.e,0_,64.4,.. �. i,5 psf s 5F ZieR . 13c7 3.0 P S r t44. /lam, I©rjF SHEET NO. . 7 of 167. . DATE ..07.//.Z.Q'. ...I....... ENGINEER &ite......... .... r BRANDOW&JONNSTON STRUCTURAL + CIVIL ENGINEERS • LOS ANGELES NEWPORT BEACH IL BRANDOW.& 'JOHNSTON PROJEC.e M7A J s TAI•?l.,S L&4O (:.47P . wC PROJECT NO$..L I . .. ... IrEPA L f(A\/.may ,PM..M ..H..( ESL I805 r I r 5/fj a g 1 F� �y I6PsF 2OPSF L 20✓• f'QAx s" =jf) l.LJ,-a..r *See. F'_`±' Po it's- ,+•ors ..y<r oc- y 20 ) i= (ny rr €'-^�s�'•8jr i +�� t ;fir 32.i„J/tfmAY, Gi�}tl�\'� �.P.= �.? �� Z.:: I(QP)C I r " 2OPSF r Mt\ W, ..�` ; t.-'1t-2 6.7 F x-3 , , = 12.,25 1 trt nit* as (t. Z8 I SHEET NO. .. . 86f187' •— '- DATE.? �a2/...._. ENGINEER . ,, . . IvV (� 1 rVY.Atj BRANDOW& JOHNSTON STRUCTURAL 4. CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH PROJECT .1•YiA.4-".. 1i,P'4 `:. i..,ar s..s'..i•.::..i r,Y._ ,.. /476,! SHEET NO. PROJECT NO. ITEM ..&r6AYrre. 1e11•11 M 71 i is '9'of 1'67' DATE l' •3a; •' :' ECS1P EER EST.1995 1-jti. "rA '1;:P-ai�� a , T .E.° .&7.CI- itrti j4%. 1 o'( a � lk At t4') '1.3�9. 1,`: .G?'}� .'•y;1-,,c-":/••�: 2i' 5' 12 #�, 1' /j ,. W 4.e. = J OL .s v, ii, . "� 241 3s+1 1 L APO I 0 A. D ei(PKii�0 - )'4t_-1iwY11,.P —aLJ2ixSo n (r)i1(13) evr,e,a7,rt(f INr>rAg'•L: 50 0707),"•(2re'.41.:* .7))/ =t;x "y- TA r SO 4 3.5 • : '•, f 7 -5 'T SE.E ShL.E.L_ Fa Ft,,,p LNI a:5. T.fa :2151 — k 5,5)T. .:�P5 J a =r2o.5'f ::a 7-26.54' (f 5. = 5C5) ll � 1 1 NI ijX 22 ; L= .214.751 r = 0.2571 : 22.l25' 117/.4 I` ., 1 • - i t'L=z14ar .Rl,. f RI ' P•.'0.001(5 j T.&FTCS w•• 0(052! , K4.: k1.0, L 0 : eti:, P4,i.'.:F k 'N L.=2DPe,ter-41,0, ,5.241g— :1S.0'3 tL I(PS= j ! f,I.(Y) 14 l•r%5 I 4,407 ' (%' 151 ') ).i),q- : y,',2'sa(r7.,5; /L. BRANDOW&JOHNSTON STRUCTURAL CIVIL ENGINEERS LOS ANQELES NEY/POAT BEACH • BRANDOW & ...JOHNSTON EST. 1946 PHOJECT f.:7012;;•1"..i OJECT .112.P.A.P: )41 g".4.i. Le-ArY4. 6-eri TCA, SHEET A3 0. ...10.of 167 '— BATE ITEM . . ENEilkEER RA, 1.0 to' 1.- Jo' /a. ;•• ) -c P•7>r,..'r ."c.) it. As f.1,1:41„,y Lr: 20FF 77At 2 LI'S! 26, T. (20.- 23.% 1"-A 17 or A L:\I 2c2 t 1Z, Rt., o.0 0 lz S 17 Pr): 0.9 I fz.-2., iio Le Pwelo. v:.)(1,o) .:18.3Psr OL Ro 8 t7i o' 2.0. toi r 000*1" e. 441. A-r 2.4 12% ikot•O',2•5Isk?..) 41, ect (Ls/ I 2. ps F 72- -r-A. 0.5 Piz > (poi, pr BRANDOW & JOHNSTON EX.: 14 P'›tz. i.S")•K 41' di 17 • STRUCTURAL + CMLElGINEERS LOS ANGELES NEWPORT SEAM iV BRANOOW &' JOHNSTON ESF.11145 PROJECT NO. PROJECT ., u �a L,=.,f�.+�?? ,tE2 . S1-cao3_) . .... jjS 5' 2 /� �� �v �n)Ia �-,.. C. .a �'.J ,f )�j S. t/ .Zi i'Z l f iily 0, 1. To. C o WAt. - 2S' i... Y 1 1 1F".::. F (Vic) A S7" SHEET NO, DATE .. a J.;f V.:? 2/ a r�.r .._ ENGINEER.; '. .. Pa: l4‹,F.F*25' ){,)/2/ -534/-t !.)p t i�F- L 2 xCE C� ^>: -t, �.£ E:e.3.r:r 1st4u &Poi ro `au{�j�L`1�'£' 1-z 37, 5 Le . ai Q5F Pi A t Xo F,S n- (p.) I .p f z• ,ram (.'.tip- )ex P5F-*20= 32O F.JL.I^�)hP>F TO, :20'4 20.V 20.Z ryt.. is r. {va }'w L j,.1 .{Z : 244 aty,, yi Y ' ( Po') c .04. 37..z-1So : a.t'4 12 P F .2A4..5' 243 /s o �= z`I37 * "3v/.�,(0,r1s. 114 V R. 7 )''3 —.�a.�. �a � to c ` er r\, = 2 � W1'7 = 1- 414 i �7i�Or t_ons�' .r 1,.,hr,1 -.PSFy )o,7 `2-- S G C.44 E i". C, ii L 12, ::'. . j... "1— A `'TA a L) - 0)11.: ' , ) BNANDOW 6.JOHNSTON STRUCTURAL t CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 12 of 167 : Douglas Fir - Larch No.2 Description : (E) 2x14 Q 24` o.c. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + 900.0 psi E : Modulus of Elasticity Fb - 900.0 psi Ebend- xx 1,600.0 ksi Fc - PM 1,350.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi Fv 180.0 psi Ft 575.0psi Density 31.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Repetitive Member Stress Increase D(0.032tLr(0.04) 2x14 Span = 20.50 ft ppiteii Loal$s i, + 4' fry y t is Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, ((E) 8/, .0.0: 0044.ArNO.VVAi5an;:x..lJY.Ag'��iiikri.. ,Maximum Bending Stress Ratio = 0.799 1 Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2x14 1,034.09psi 1,293.75 psi +D+Lr+H 10.250ft Span # 1 0.344 in 0.000 in 0.619 in 0.000 in Roof Loading) Maximum Shear Stress Ratio Section used for this span fv : Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 715 >=360 0 <360 397 >=180 0 <180 Dc sic{n OK 0.222 : 1 2x14 50.01 psi 225.00 psi +D+Lr+H 0.000ft Span#1 Load Combination Max Stress Ratios Segment length Span # M V Cd C FN C i Cr Moment Values Shear Values Cm Ct CL M fb +O+H Length = 20.50It +D+L+H Length = 20.50 ft +D+Lr+H Length = 20.50 ft +D+S+H Length = 20.50 ft +D+0.750Lr+0.750L+H Longth = 20.50 ft +D+0.750L+0.750S+H Length = 20.50 ft 1 0.493 0.137 0.90 0.900 0.900 1 0.444 0.123 1.00 0.900 0.900 1 0.799 0.222 1.25 0.900 0.900 1 0.386 0.107 1.15 0.900 0.900 1 0.688 0.191 1.25 0.900 0.900 1 0.386 0.107 1.15 0.900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.68 459.60 1.68 459.60 3.78 1,034.09 1.68 459.60 3.26 890.47 1.68 459.60 Fb V fv F'v 0.00 931.50 0.00 1035.00 0.00 1293.75 0.00 1190.25 0.00 1293.75 0.00 1190.25 0.00 029 0.00 0.29 0.00 0.66 0.00 0.29 0.00 0.57 0.00 0.29 0.00 22.23 0.00 22.23 0.00 50.01 0.00 22.23 0.00 43.06 0.00 22.23 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 13 of 167 t.• A P, Lic. # : Kw-06008805 Description : (E) 2x14 @ 24' o.c. Load Combination Segment Length Span # +D+0.60W+H Length = 20.50 ft 1 +D+0.750Lr+0.450W+H Length = 20.50 ft 1 +0+0.750S+0.450W+H Length = 20.50 ft 1 +0.60D+0.60W+0.60H Length = 20.50 ft 1 +0+0.70E+0.60H Length = 20.50 ft 1 +D+0.750L+0.7505+0.5250E+H Length = 20.50 ft 1 +0.60D+0.70E+H Length = 20.50 ft 1 Max Stress Ratios M V Cd CFn/ 0.900 0.278 0.077 1.60 0.900 0.900 0.538 0.150 1.60 0.900 0.900 0.278 0.077 1.60 0.900 0.900 0.167 0.046 1.60 0.900 0.900 0.278 9.077 1.60 0.900 0.900 0.278 0.077 1.60 0.900 0.900 0.167 0.046 1.60 0.900 Moment Values Ci Cr Cm C t CL M fb F'b 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 1.00 1.15 1.00 1.00 :0:4 .,yyam� C � 1^lx�1XUA�4�x a4en Load Combination Span Max.:".De8 Location in Span 1 0.6186 10.325 Support notation : Far left is #1 +D+Lr+H Load Combination 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Support 1 Support 2 1.68 459.60 3.26 890.47 1.68 459.60 1.01 275.76 1.68 459.60 1.68 459.60 1.01 275.76 Licensee : B&J HBK, INC. 0.00 1656.00 0.00 1656.00 0.00 1656.00 0.00 1656.00 0.00 1656.00 0.00 1656.00 0.00 1656.00 Shear Values V fv Fv 0.00 0.29 0.00 0.57 0.00 0.29 0.00 0.18 0.00 0.29 0.00 0.29 0.00 0.18 0.00 22.23 0.00 43.06 0.00 22.23 0.00 13.34 0.00 22.23 0.00 22.23 0.00 13.34 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 Max. '+" Defl Location in Span 0.0000 Values in KIPS 0.000 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr-H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.6DH +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 0.738 0.410 0.328 0.328 0.738 0.328 0.636 0.328 0.328 0.636 0.328 0.197 0.328 0.328 0.197 0.328 0.410 0.738 0.410 0.328 0.328 0.738 0.328 0.636 0.328 0.328 0.636 0.328 0.197 0.328 0.328 0.197 0.328 0.410 14 of 167 : Douglas Fir - Larch : KW-06008805 . Description : (E) 2x8 @ 24" o.c. 'r:::0.00010000.$00C Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Fb + Fb - Fc - Pdl Fe - Perp : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.032t Lr(0.04) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Licensee 6&J I- K, INC. E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210pcf Repetitive Member Stress Increase 1 2x8 Span = 12.0 ft Service loads entered. Load Factors wiii be applied for calculations. Uniform Load : D = 0.0160, Lr 0.020 ksf, Tributary Width = 2.0 ft, ((E) Roof Loading) 'Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward 'transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.762 1 Maximum Shear Stress Ratio 2x8 1,183.51 psi 1,552.50psi +D+Lr+ti 6.000ft Span # 1 Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.246 in Ratio = 584 >=360 0.000 in Ratio = 0 <360 0.443 in Ratio = 324 >=180 0.000 in Ratio = 0 <180 , 0Y P .q Y [S` ..{'TYJS .Pi I'SWW)%1 Y•'e• • load Combination Max Stress Ratios Segment Length Span # M v C d Length =12.0 ft 1 0.471 0.148 0.90 +D+L+H Length = 12.0 ft 1 0.424 0.133 1.00 +D+Lr+H Length = 12.0 ft 1 0.762 0.240 1.25 +D+S+H Length = 12.0 ft 1 0.368 0.116 1.15 +D+0.7501.r+0.750L+H Length =12.0 ft 1 0.656 0206 1.25 +0,0.750L-0.750S+H Length =12.0 ft 1 0.368 0.116 1.15 Moment Values CFN Ci Cr Cm C t CL M Po 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 9.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.58 526.00 0.58 526.00 1.30 1,183.51 0.58 526.00 1.12 1,019.13 0.58 526.00 Design OK 0.240 : 1 2x8 53.93 psi 225.00 psi +D+Lr+H 0.000 ft Span#1 Shear Values Fb V fv F'v 0.00 0.00 0.00 0.00 1117.80 0.17 23.97 162.00 0.00 0.00 0.00 0.00 1242.00 0.17 23.97 180.00 0.00 0.00 0.00 0.00 155250 0.39 53.93 225.00 0.00 0.00 0.00 0.0a 1428.30 0.17 23.97 207.00 0.00 0.00 0.00 0.00 1552.50 0.34 46.44 225.00 0.00 0.00 0.00 0.00 1428.30 0.17 7.3.97 207.00 15 of 167 Lic. # : KW-06008805 Description : Load Combination Segment Length Span # M V Cd C p v C i Cr Cm C t C L M tb F'b V Tv FV +D+0.60W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0265 0.083 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 + 0+0.7501..r+0.450W+H 1.200 1.00 1.15 1.00 1.03 1.00 0.00 0.00 0.00 0.00 Length =12.0 0 1 0.513 0.161 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.12 1,019.13 1987.20 0.34 46.44 288.00 +13+0.7505+0.450W+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.2135 0.083 1.60 1200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 +0.60D+0.60W+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.159 0.050 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.35 315.60 1987.20 0.10 14.38 288.00 +0+0.70E+0.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.265 0.083 1.60 1200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 + 6+0.750L+0.7503+0.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.265 0.083 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 +0.60D+0.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.159 0.050 1.60 1200 1.00 1.15 1.00 1.00 1.00 0.35 315.60 1987.20 0.10 14.38 288.00 Load Combination Spat Max. °= Defl Location in Span Load Combination Max. Defl Location in Span (E) 2x8 @ 24' o.c. Max Stress Ratios r0l F}' ''ba Moment Values Licensee : B&.1 HBK, $NC. Shear Values +D+U+H 1 0.4433 6.044 0.0000 0.000 a F .Y Support notation : Far left is #1 Values In KIPS Load Combination Support 1 Support 2 Overall MAXrmum 0.432 0.432 Overall MINimum 0240 0.240 +D+H 0.192 0.192 +D+L+H 0.192 0.192 +D+Lr+H 0.432 0.432 +D+S+H 0.192 0.192 +D+0.750Lr+0.750L+H 0.372 0.372 +0+0.7501+0.750S+H 0.192 0.192 +D+0.60W+H 0.192 0.192 +D+0.750Lr+0.450W+H 0.372 0.372 +D+0.750S+0.450W+H 0.192 0.192 +0.600+0.80W+0.60H 0.115 0.115 +D+0.70E+0.60H 0.192 0.192 +D+0.750L+0.750S+0.5250E+H 0.192 0.192 +0.600+0.70E+H 0.115 0.115 D Only 0.192 0.192 LrOnly 0240 0.240 L Only S Only W Only E Only H Only 1111 BRANDOW & JOHNS.). ON ES i.1946 16 of 167 PROJECT Hoag James Leadership Center JOB # S21-0031 CLIENT Ware Malcomb DATE 07/23/2021 LOCARION Newport Beach, CA ITEM Cover ENGINEER DM SHEET Tapered Steel Girder per AlSC 360-10 LRFD Demand L = 50 ft Length of beam = 2 ft Maximum unbraced length = 300 in Distance to first stiffener a = 300 in Clear distance between stiffeners D L w1 324 243 pif from x = 0 ft to x = 50 ft w2 0 0 pif from x = 0 ft to x = 0 ft w3 0 0 pif from x = 0 ft to x = 0 ft P1 0 0 Ib atx..-- 0 ft P2 0 0 Ib at x = 0 ft P3 0 0 Ib at x = 0 ft Tapered Girder Properties bf = 6 in If = 0.5 in t= 0.25 in Fy = 36 ksi diet = 14 in clm3x = 42.5 in at x = 25 ft dfight = 14 in BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS 1 LOS ANGELES IRVINE �V BRANDOt'J & .IQHN STON G,ST.1946 PROJECT Hoag James Leadership Center CLIENT Ware Malcomb LOCATION Newport Beach, CA ............................ rrau Cover Joe# S21-0031 DATE 07/23/2021 ...................... ENGINEER DM SHEET 17o1 167 Flexural Check 500 r-- 400 [--------- c 300 I---•----- c eu 200 2 i 100 0 �! 10 -100 --• Flexural Strength 20 30 40 50 60 Beam Length (ft) Demand Capacity 0.70 0.60 0.50 0.40 0,30 0.20 0.10 0.00 -0.10 0 Flexural DCR 10 20 3o 40 Beam Length (ft) 50 60 BRANDOW & JOHNSTON, INC STRUCTURAL & GMVII. ENGINEERS i LOS ANGELES IRVINE 111 B R.01000./ & JOHNS1 ON E.S1.1946 PROJECT Hoag James Leadership Center CLIENT Ware Malcomb Lomat Newport Beach, CA trim Cover 18 of 167 JOD# S21-0031 DATE 07/23/2021 ENGINEER DM SHEET I Shear Check 90 80 70 60 7: 50 3 40 30 20 10 0 Shear Strength 10 20 30 40 Beam Length (ft) 50 60 Demand Capacity 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 10 20 30 40 Beam Length (ft) 50 60 ERANDOW 8, JOHNSTON, INC STRUCTURAL R CIVIL ENGINEERS 1 LOS ANGELES IRVINE 19 of 167 o `�,o^W N( y�a1�Mb+sFyli w �W Lic. # : KW-06008305 Description : W2Ix62 © (E)/(N) Balding Interface Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Atiti) 040et'ties. Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional budding Bending Axis : Major Axis Bending 1• Span = 50.0 ft Fy : Steel Yield : E: Modulus : +4 ro ✓ Cn"-; j' j�sy�sia ���r. ,:yy,�'r 2�`tYv Beam self weight calculated and added to loading Load for Span Number 1 Unitonn Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 0.0 -» 15.50 ft, Tributary Width = 23.50 ft, (TW (1)) 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 15.50 -» 50.0 ft, Trlulary Width = 26.340 ft, (TW (2)) Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn ` Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.616: 1 Maxim W21x62 332.810 k-ft 540.000 k-ft +1.20D+1.60Lr+L+1.60H 25.286ft Span # 1 1.130 in 0.000 in 2.865 in 0.000 in Ratio = Ratio = Ratio = Ratio = i)xtlnu1 Wn i2rc stgyStiebsettrir Lotrorl Load Combination Segment Length Max Stress Ratios Span# M V um Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 530 >=360 0 <360 209 <240 0 <240 Summary of Moment Values BEAM TO BE CAMBERED 1.875" SO DEFLECTION OKAY W Design N.G. 0.107 : 1 W21x62 26.884 k 252.0 k +1.20D+1.60Lr+L+1.6OH 50.000 ft Span # 1 max Mu + max Mu - Mu Max Max Phi*Mnx Cb Rm Summary of Shear Values VuMax Vnx Phi`Vnx +1.40D+1.60H Dsgn. L = 50.00 ft +1.20D+0.50Lr+i.60L+1.60H Dsgn. L = 50.00 ft + 1.20D+1.60L+0.50S+1.S0H Dsgn. L = 50.00 ft +1.20D+1.60Lr+L+1.60H Dsgn. L = 50.00 ft +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 50.001t +1.20D+L+1.60S+1.60H Dsgn. L = 50.00 ft +120D+1.605+0.50'N+1.6011 Dsgn. L = 50.00 ft + 120D+0.50Lr+L+W+1.60H Dsgn. L = 50.00 ft +1200+L+0.50S+W+1.60H Dsgn. L = 50.00 ft + 6.90D+W+1.60H Dsgn. L = 50.00 ft 1 0.385 0.067 207.70 1 0.419 0.073 226.40 1 0.330 0.057 178.03 1 0.616 0.107 332.81 1 0.616 0.107 332.81 1 0.330 0.057 178.03 1 0.330 0.057 178.03 1 0.419 0.073 226.40 1 0.330 0.057 178.03 1 0.247 0.043 133.52 207.70 600.00 540.00 1.00 1.00 16.77 252.00 252.00 226.40 600.00 543.00 1.00 1.00 18.28 252.00 252.00 178.03 600.00 543.00 1.00 1.00 14.37 252.00 252.00 332.81 600.00 540.00 1.00 1.00 26.88 252.00 252.00 332.81 603.00 540.00 1.00 1.00 26.88 252.00 252.00 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 226.40 600.00 540.00 1.00 1.00 18.28 252.00 252.00 178.03 600.00 543.00 1.00 1.00 14.37 252.00 252.00 133.52 600.00 540.00 1.00 1.00 10.78 252.00 252.00 20 of 167 dais a� Gr<�+*i".4XM Jae Lic. # : KW-06008805 Description : W21x62 (E)f(N) Building Interface Load Combination Max Stress Ratios Summary of Moment Values ro� Licensee ::B8,J HBK, INC. Summary of Shear Values Segment Length Span* M V max Mu + max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vnx Phi'Vnx +1.20D+1+0.20S+E+1.90H Dsgn. L = 50.00 ft 1 0.330 0.057 178.03 +0.90D+E+0.90H Dsgn. L = 50.00 ft 1 0.247 0.043 Load Combination Span Max. "-" Def 133.52 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 133.52 600.00 540.00 1.00 1.00 10.78 252.00 252.00 Location in Span Load Combine:ion Max. "+" Deft Location in Span +D+Lr+H 1 Load Combinalion Support 1 18.946 6.895 11.491 11.491 18.946 11.491 17.083 11.491 11.491 17.083 11.491 6.895 11.491 11.491 8.895 11.491 7.456 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750SH1 +D+0.60W+H +D+0.750L00.450W+H +D+0.7505+0.456W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 2.8655 Support 2 19.797 7.186 11.977 11.977 19.797 11.977 17.842 11.977 11.977 17.842 11.977 7.186 11.977 11.977 7.186 11.977 7.820 25.143 Support notation : Far lee is #1 0.0000 0.000 Values in KIPS 21 of 167 :gym a y M1. W."`.,"r_ yst',i •..mw ateli:<s:a:. 'YSv £ _`..4uac le • Lic, # : KW-06008805 rY Licensee : 8&.1 HBK. INC. Description : W14x22 fi�0n1y� e�r�n}., :.a .6.. >� Y t. .,<. N'�✓A?�.....t7wF ;y.SR.YS'. 8 s.-.£s;'���ita�.'"i Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 ...04,q0.. _ ...-. iiiieA{pj 6. iay 3:.`.9.J {3,ew."Y'(.r: M Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Span=24.750ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations, Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 0.0 --» 15.50 ft, Tributary Width = 24.875 ft, (TW (1)) Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent =15.50 -» 24.750 ft, Tributary Width = 23.625 ft, (1W (2)) ■,R{{//�/► :RFC?:�:aa�.-,: '.'iif 4":^r�", Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn ' Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.595 : 1 Maximum Shear Stress Ratio = W14x22 Section used for this span 74.138k-ft Vu : Applied 124.500 k-ft Vn • Phi : Allowable +120D+1.60Lr+L+1.60H Load Combination 12.304ft Location of maximum on span Span # 1 Span # where maximum occurs Load Combination Max Stress Ratios Segment Length Span # M +1.40+1.60H Dsgn. L = 24.75 ft 1 0.357 +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 24.75 ft 1 0.396 +1.20D+1.601+0.505+1.60H Dsgn. L = 24.75 ft 1 0.306 +1.20D+1.60Lr+L+1.60H Dsgn. I. = 24.75 It 1 0.595 +1.20D+1.60 Lr+3.50W+1.60 H Dsgn. L = 24.75 ft 1 0.595 +1.20D+L+1.60S+1.60H Dsgn. L = 24.75 ft 1 0.306 +1.20D+1.60S+0.50W+1.60H Dsgn. L = 24.75 ft 1 0.306 +1200+0.50Lr+L+W+1.60H Dsgn. L = 24.75 f1 1 0.396 +1.20D+L+0.50S+W+1.60H Dsgn. L = 24.75 fi 1 0.306 +0.90D+W+1.60H Dsgn. L = 24.75 II 1 0.229 0.432 in Ratio = 687>=360 0.000 in Ratio = 0 <360 1.040 in Ratio = 285 >=240 0.000 in Ratio = 0 <240 coin wi attaiita ; Summary of Moment Values Design OK 0.128 : 1 W14x22 12.064 k 94.530 k +1.200+1.60Lr+L+1.60H 0.000 ft Span # 1 Summary of Shear Values V max Mu + max Mu- Mu Max Mnx Pni'Mnx Cb Rm VuMax Vnx Phi'Vnx 0.076 44.43 44.43 138.33 124.50 1.00 1.00 7.23 94.53 94.53 0.085 49.35 49.35 138.33 124.50 1.00 1.00 8.03 94.53 94.53 0.066 38.08 38.08 138.33 124.50 1.00 1.00 6.20 94.53 94.53 0.128 74.14 74.14 138.33 124.50 1.00 1.00 12.06 94.53 94.53 0.128 74.14 74.14 138.33 124.50 1.00 1.00 12.06 94.53 94.53 0.066 38.08 38.08 138.33 124.50 1.00 1.00 6.20 94.53 94.53 0.066 38.08 38.08 138.33 124.50 1.00 1.00 6.20 94.53 94.53 0.085 49.35 49.35 138.33 124.50 1.00 1.00 8.03 94.53 94.53 0.066 38.08 38.08 138.33 124.50 1.00 1.00 6.20 94.53 94.53 0.049 28.56 28.56 138.33 124.50 1.00 1.00 4.65 94.53 94.53 22 of 167 Description: W14x22 Load Combination Max Stress Ratios Segment Length Span # +1.20D+L+0.20S+E+1.90H Dsgn. L = 24.75 ft 1 +0.90D+E+0.90H Dsgn. L = 24.75 ft 1 0.229 0.049 28.56 31004WOOM4414006WWWWW2 Summary of Moment Values M V max Mu + max Mu - Mu Max Mnx PhrMnx Cb Pm VuMax Vnx PhrVnx 0.306 0.066 38.08 38.08 138.33 124.50 1.00 1.00 6.20 94.53 94.53 28.56 138.33 124.50 1.00 1.00 4.65 94.53 94.53 Summary; of Shear Values Load Combination Span Max. 4-" DO Location in Span Load Combination +D+Lr+H 1 1 0403 12.375 '..".'Ntailitill1041t444‘;44m-zs-......'' • "4' Load Combination Support 1 Support 2 Support notation : Far left is #1 Max. °+" Dell Location in Span 0.0000 0.000 Values in KIPS Overall MAXunum 8.831 8.628 Overall MINimum 3.098 3.028 +D+H 5.163 5.047 +D+L+H 5.163 5.047 +D+Lr+H 8.831 8.628 +17ktS+H 5.163 5.047 +D+0.750Lrril.750L+H 7.914 7.733 +D+0.750L+0.750S+H 5.163 5.047 +D+0.60W+H 5.163 5.047 +D+0.7501r+0A50W+H 7.914 7.733 +040.750S+0.450W+H 5.163 5.047 +0.60D+0.60V4+0.60H 3.098 3.028 +D+0.70E+0.60H 5.163 5.047 +1340.750L+0350S+0.5250E+H 5.163 5.047 +0.60D+0.70E+H 3.098 3.028 D Only 5.163 5.047 Lr Only 3.668 3.581 L Only S Only W Only E Only H Only 23 of 167 MLra a at ven",d3�`i°St Lic. # : KW-06008805 Description :v/n. 4x110� %Jl�y}� $' } q Ro, . ,K,';% .#01�>�wi�� 0.01`6°^YYi a�9i '!Rti3j'<ntif �;;M1%'t�w, I Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE.7-16 Wood Species Wood Grade Beam Bradng : Douglas Fir - Larch : No.1 Fb + Fb - Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 9 D(0.16) Lr(0.2) 9 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi Density a Licensee .:-.B&J HBK. INC:; E: Modulus of Elasticity Ebend- >cc 1700ksi Eminbend-xx 620ksi 31.21 pcf 4x10 Span = 10.0 ft Service loads entered. Load Factors will be applied for calculations. Beam sell weight calculated and added to loads Y�}Uniform Load : D=A0..0160, Lr = 0.020 ksf, Tributary Width = 10.0 (t, (Roof Loading) ,ifie i 0,20. Itii[ :Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.735 1 Maximum Shear Stress Ratio = 4x10 1,103.00 psi 1,500.00psi +D+Lr4H 5.000ft Span # 1 0.115 in Ratio = 0.000 in Ratio = 0.212 in Ratio = 0.000 in Ratio = kwirs' l<ti; Otii t folthad Op' K ..N>r #cam;.: Loan Combination Segment Length +D+H Length =10.0 ft +D+L+H Length = 10.0 ft +D+Lr'H Length =10.0 ft +D+S+H Length =10.0 ft +D+0.750Lr+0.750L+H Length =10.0 ft +D+0.750L+0.750S+H Max Stress Ratios Spat 11 M V Cd C FN Ci Cr 1 0.465 0.202 0.90 1.200 1.200 1 0.418 0.182 1.00 1.200 1.200 1 0.735 0.320 1.25 1.200 1.200 1 0.364 0.158 1.15 1.200 1.200 1 0.635 0276 1.25 1.200 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1040 >=360 0 <360 566 >=180 0 <160 Moment Values Cm C CL M Ib Fb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Design OK 0.320 : 1 4x10 71.99 psi 225.00 psi +D+Lr+H 0.000f1 Span#1 Shear Values V ry __... Fv 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 2.09 501.94 1080.00 1.00 0.00 1.00 2.09 501.94 1200.00 1.00 0.00 1.00 4.59 1,103.00 1500.00 1.00 0.00 1.00 2.09 501.94 1380.00 1.00 0.00 1.00 3.96 952.74 1500.00 1.00 0.00 0.0c• 0.71 0.00 0.71 0.00 1.55 0.00 0.71 0.00 1.34 0.00 0.00 32.76 0.00 32.76 0.00 71.99 0.00 32.76 0.00 62.18 0.00 0.00 182.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 • 24 of 167 • 3'A Y'„2:..1 q . :�irq`2�3,`�jc Lic. # r KW-06008805 Description : Lead Combination 4x10 Max Stress Ratios Moment Values Licensee : B&J HBK. INC. Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm C CL M tb Fb V fv F'v Length =10.0 ft 1 0.364 0.158 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1380.00 0.71 32.76 207.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +13+0.750Lr+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.496 0.216 1.60 1.200 1.00 1.00 1.00 1.00 1.00 3.96 952.74 1920.00 1.34 62.18 288.00 +D+0.7505+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.261 0.114 1.60 1200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +0.60D+0.BOW+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.157 0.068 1.60 1200 1.00 1.00 1.00 1.00 1.00 1.25 301.16 1920.00 0.42 19.66 288.00 +D+0.70E+0.60H 1200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +0.60D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.0G 0.00 Length =10.0 ft 1 0.157 0.068 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.25 301.16 1920.00 0.42 19.66 288.00 Lead Combination Span Max. "= Deft Location in Span Load Combination Max. °+° Deft Location in Span +D+Lr+H 1 0.2117 5.036 Support natation: Far left is#1• Lead Combination Support 1 Support 2 0.0000 0.000 Values in KIPS Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L++1 +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60W+0.60H +0+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only 1.835 1.000 0.835 0.835 1.835 0.635 1.585 0.835 0.836 1.585 0.835 0.501 0.835 0.835 0.501 0.835 1.000 1.835 1.000 0.835 0.835 1.835 0.835 1.585 0.835 0.835 1.585 0.835 0.501 0.835 0.835 0.501 0.835 1.000 25 of 167 Lic. # : KW-06008805 Description : W18x35 (1) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Licensee : B&J HBK, INC. Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.021328) Lr(0.0243939) v s v Span a 42.0 ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Applied Loads I Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0160, Lr = 0.01830 ksf, Extent = 0.0 -» 20.0 ft, Tnbutary Width = 1.333 ft, (IW (1)) Uniform Load : D = 0.0160, Lr = 0.01830 ksf, Extent = 20.0 -» 42.0 ft, Tributary Width =11.750 ft, (TW (2)) Point Load: D=0.840, Lr=1.0k@20.0ft, (4x10RXN) 'DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.447 : 1 W18x35 111.550 k-ft 249.375 k-ft +1.20D+1.60Lr+L+1.60H 22.920ft Span # 1 Max 0.785 in Ratio = 0.000 in Ratio = 1.633 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Design OK imum Shear Stress Ratio = 0.073 : 1 Section used for this span W18x35 Vu : Applied 11.682 k Vn * Phi : Allowable 159.30 k Load Combination +1.20D+1.60Lr+L+1.60H Location of maximum on span 42.000 ft Span # where maximum occurs Span # 1 641 >=360 0 <360 309 >=240 0 <240 Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Summary of Shear Values Cb Rm VuMax Vnx Phi'Vnx +1.400+1.60H Dsgn. L = 42.00 ft 1 +1.200+0.50Lr+1.601+1.60H Dsgn. L = 42.00 ft 1 +1.200+1.601+0.503+1.60H Dsgn. L = 42.00 ft 1 +1.200+1.60Lr+L+1.60H Dsgn. L = 42.00 ft 1 +1.200+1.601r+0.50W+1.60H Dsgn. L = 42.00 ft 1 +1.20D+L+1.60S+1.60H Dsgn. L = 42.00 ft 1 +1.200+1.605+0.50W+1.60H Dsgn. L = 42.00 ft 1 +1200+0.50Lr+L+W+1.60H Dsgn. L = 42.00 ft 1 +1.20D+L+0.50S+W+1.60H 0.232 0.038 57.75 0.276 0.045 68.89 0.199 0.032 49.50 0.447 0.073 111.55 0.447 0.073 111.55 0.199 0.032 49.50 0.199 0.032 49.50 0.276 0.045 68.89 57.75 277.08 249.38 1.00 1.00 6.01 159.30 159.30 68.89 277.08 249.38 1.00 1.00 7.19 159.30 159.30 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 111.55 277.08 249.38 1.00 1.00 11.68 159.30 159.30 111.55 277.08 249.38 1.00 1.00 11.68 159.30 159.30 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 68.89 277.08 249.38 1.00 1.00 7.19 159.30 159.30 26 of 167 Lic. # : KW-06008805 Description : W18x35 (1) Load Combination Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx Max Stress Ratios Summary of Moment Values Summary of Shear Values Dsgn. L = 42.00 ft 1 0.199 0.032 49.50 +0.900+W+1.60H Dsgn. L = 42.00 ft 1 0.149 0.024 37.13 +120D+L+0.20S+E+1.90H Dsgn. L = 42.00 ft 1 0.199 0.032 49.50 +0.90D+E+0.90H Dsgn. L = 42.00 ft 1 0.149 0.024 37.13 \�^ °... A<. .<� ii� Y r F% A' �Y:., 93!a f ,p}:�w< Y(� ::• :<•.f.4�^ 11• fY�Xitn ",,yy a "� c- " , ��� . Di . .... f.Jt1'sw, _ ls`:% )5Y{:CLi.!i3�i. .. F•4=,xHo'��i�. 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 37.13 277.08 249.38 1.00 1.00 3.86 159.30 159.30 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 37.13 277.08 249.38 1.00 1.00 3.86 159.30 159.30 Load Combination Span Max. -" Dell Location in Span Load Combination Max. "+" Dell Location in Span +D+LrrH 1 1.6326 Load Combination Support 1 Support 2 21.840 Support rotation : Far left is #1 0.0000 0.000 Values in KIPS Overall MAXimum 4.718 8.373 Overall MINimum 1.550 2.574 +D+H 2.583 4289 +D+L+H 2.583 4.289 +D+Lr+H 4.718 8.373 +D+S+H 2.583 4.289 +D+0.750Lr 0.750L+H 4.184 7.352 +040.750L+0.750S+H 2.583 4.289 +D+0.60W+H 2.583 4.289 +0+0.7501r+0.450W+H 4.184 7.352 +0+0.7508+0.450W+H 2.583 4.289 +0.600+0.60W+0.69H 1.550 2.574 +D+0.70E+0.60H 2.583 4.289 +0+0.7501..+0.750S+0.5250E+H 2.583 4.289 +0.60D+0.70E+H 1.550 2.574 D Only 2.583 4.289 Lr Only 2.134 4.084 L Only S Only W Only E Only H Only 27 of 167 Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection s^, :ia'40jv 411. Lic KW-06008805 Description : W18x35 (2) Licensee : 13&J HI3K. INC. Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending span = 34.o rt Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi 001,"1".14'AVII'M Beam self weight calculated and added to loading Uniform Load: D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 23.250 ft, fNV) Point Load: D = 2.583, Lr = 1.370 k 23.50 ft, (W18x35 RXN) . , A;,••• • %. wr emisw.tarrin -.. • ;••:‘,:ii-E tt• Wi ': 1) 4 . • ....#4.f. . - : ..-...: '2..*LZ:14:66-tWit. t".-91j1%':?? 1- Maximum Bending Stress Ratio = 0.659: 1 i Section used for this span W18x35 ! Mu : Applied 164.288 k-ft Mn • Phi : Allowable 249.375 k-ft +1.20D+1.60LoL+1t6H 18.749ft Span # 1 Service loads entered. Load Factors will be ap_plied for calculations. BEAM TO BE CAMBERED 0.875" SO DEFLECTION OKAY Design N.G. Maximum Shear Stress Ratio = 0123:1 Section used for this span W18x35 Vu : Applied 19.549 k Vn * Phi : Allowable 159.30 k Load Combination +1.20D+1.60L0L+1.60H Location of maximum on span 34.000 ft Span # where maximum occurs Span # 1 0.676 in Ratio = 603 >=360 0.000 in Ratio = 0 <360 1.709 in Ratio = 239 <240 0.000 in Ratio = 0 <240 14460iWolimiests06042WWidooW4Obrii: Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx Phildnx Summary of Shear Values Cb Rm VuMax Vnx Phi*Vnx +1.40D+1.60H Dsgn. L = 34.00 ft +1.20D+0.50Lr+1.60L+1.60H Dsgn. L = 34.00 ft +1.20D+1.60L+0.505+1.60H Dsgn. L = 34.00 ft +1.20D+1.60Lr+L+1.60H Dsgn. L = 34.00 ft +1.20D+1.60Lr+0.50W+1.60H Dsgn. L 34.00 ft +1.20D+L+1.605+1.60H Dsgn. L = 3L.00 fl +1.200+1.60S+0.50W+1.60H Dsgn. L = 34.00 ft +1.201140.50Lr+L+W+1.60H Dsgn. L = 34.00 ft +1.20D+L+0.50S+W+1.80H Dsgn. L = 34.00 ft +0.90D+W+1.60H Dsgn. L = 34.00 ft +1.20D+L+0.20S+E+1.90H 0.411 0.076 0.448 0.083 0.352 0.066 0.659 0.123 0.659 0.123 0.352 0.066 0.352 0.066 0.448 0.083 0.352 0.066 0284 0.049 102.42 102.42 277.08 249.38 1.00 111.69 111.69 277.08 249.38 1.00 87.78 87.78 277.08 249.38 1.00 164.29 164.29 277.08 249.38 1.00 164.29 164.29 277.08 249.38 1.00 87.78 87.78 277.08 249.38 1.00 87.78 87.78 277.08 249.38 1.00 111.69 111.69 277.08 249.38 1.00 87.78 87.78 277.08 249.38 1.00 65.84 65.84 277.08 249.38 1.00 1.00 12.19 1.00 13.29 1.00 10.45 1.00 19.55 1.00 19.55 1.00 10.45 1.00 10.45 1.00 13.29 1.00 10.45 1.00 7.83 159.30 159.30 159,30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 159.30 28 of 167 Lic. # : KW-06008805 Description : W18x35 (2) Load Combination Segment Length )te: gik Span # Max Stress Ratios M V Dsgn. L = 34.00 ft 1 +0.90D+E+0.90H Dsgn. L = 34.00 ft 1 0.352 0.066 Summary of Moment Values &.I34131C'1NG'.`: Summary of Shear Values max Mu + max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi`Vnx 87.78 0.264 0.049 65.84 .. Wfc `f.�F��yca. W. .ea< iWgi'fOL" S4 Fitii,�Fj`gJ i:')•. 87.78 277.08 65.84 277.08 Load Combination Span Max. °= Dell L0caton in Span Load Combination 249.38 1.00 1.00 10.45 159.30 159.30 249.38 1.00 1.00 7.83 159.30 159.30 Max. "+° Del Location in Span +O+Lr+H 1 1.7087 17.389 Support notation : Far lef: is #1 Load Combination Supporl 1 Support 2 14.394 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +0+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Ony H Only 12.883 4.630 7.717 7.717 12.883 7.717 11.591 7.717 7.717 11.591 7.717 4.630 7.717 7.717 4.630 7.717 6.166 5.223 8.704 8.704 14.394 8.704 12.972 8.704 8.704 12.972 8.704 5.223 8.704 8.704 5.223 8.704 5.690 0.0000 Values in KIPS 0.000 29 of 167 To. • Lic. : KW-66008805 (re ig? licensee : B&J I-IBK, INC. Description: Worst Case Stud -Interior Bearing Wall Calculations per NDS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 Analysis Method : Load Resistance Factor Design End Fixities Top & Bottom Pinned Overall Column Height 13.50 ft for non -slander c:Alcoietiros ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 1,000.0 psi Fv 180.0 psi Fb - 1,000.0 psi Ft 675.0 psi Fc-Pi1I 1,500.0 psi Density 31.210 pci Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Basic 1,700.0 1,700.0 1,700. Minimum 620.0 620.0 Apolfitioids'„ • Column self weight included : 24.139 Ibs * Dead Load Factor AXIAL LOADS ... Roof Loading: Axial Load at 13.50 ft, D = 0.5340, Lr = 0.6670 k Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly 0 ksi 2x8 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in Cf or cv for Bending 1.30 8.250 inn Cf or Cv for Compression 1.10 20.797 inkl Cf or Cv for Tension 1.30 1.547 in^4 Cm:: Wet Use Factor 1.0 Ct : Temperature Factor CFu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive? 1.0 1.0 1.0 NDS 1.5.a2 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling =4ft, K 7- 1.0 Y-Y (depth) axis : Fully braced against budding about Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio Load Combination Governing NDS Forumla Location of max.above base At max.mum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max:above base Applied Design Shear Allowable Shear Load Combination 0.2961 :1 +1.20D+1.60L0L+1.6011 Comp Only, fo/Fe 0.0 ft 1.737 k 0.0 k-tt 0.0 k-ft 711.09 psi 0.0 : 1 +0.90D+E+0.90H 0.0 ft 0.0 psi 0.0 Psi Maximum SERVICE Lateral Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at for load combination: Ida Along X-X 0.0 in at for load combination : n/a Other Factors used to calculate allowable stresses Bending LRFD - Format Conversion factor 2.541 LRFD - Resistance factor 0.850 0.0 ft above base 0.0 ft above base Compression 2.400 0.900 0.0 k 0.0 k Tension 2.700 D.800 Lambda +1.40D+1.60H +1.20D+0.50Lr+1.60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+L+1.60H +1.20D+1.60Lr+0.50W+1.60H +1.20D+L+1.60S+1.6011 +1.200+1.60S+0.50W+1.6011 +1.20D+0.50Lr+L+W+1.60H +1.20D+L+0.50S+W+1.60H +0.90D+W+1.60H +1.20D+L+0.20S+E+1.90H +0.90D+E+0.90H 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 C p Maximum Axial + Bendino Stress Ratios Stress Ratio Status Location 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.200 0.1332 0.1710 0.1142 0.2961 0.2961 0.1142 0.1142 0.1710 0.1142 0.08563 0.1142 0.08563 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS Maximum Shear Ratios Stress Ratio Status Location 0.0 ft 0.0 PASS 0.0 ft 0.0 ft 0.0 PASS 0.0 ft 0.0 ft 0.0 PASS 0.0 ft 0.0ft 0.0 PASS 0.0 ft 0.011 0.0 PASS 0.0 ft 0.0ft 0.0 PASS 0.0 ft 0.0 ft 0.0 PASS 0.0 ft 0.0 ft 0.0 PASS 0.0ft 0.0ft 0.0 PASS 0.0ft 0.0ft 0.0 PASS 0.0 ft 0.0 ft 0.0 PASS 0-0 ft 0.0 ft 0.0 PASS 0.0 ft 30 of 167 Wood Column Lic. # : KW-06008805 Licensee : B&J HBK, INC. Description: Worst Case Stud - Interior Bearing Wall Maximum Reactions Load Combination Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base My - End Moments k•ft Mt - End Moments @Base @ToP @Base @Top +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.6013+0.60W+0.60H +13+0.70E+0.60H +13+0.75000.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Q11t'.f0C UNK COI (I* is ; . 0.558 0.558 1.225 0.558 1.058 0.558 0.558 1.058 0.558 0.335 0.558 0.558 0.335 0.558 0.667 -x Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750S+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L ONy 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 It 0.000 in 0.000 ft • 31of167 Description : r Worst Case Stud - Interior Bearing Wall • 'v1:50'in Licensee . B&J HBK. INC. Igor • 32 of 167 Lic. # : KW-06008805 Description : New Beam to Support (E) TSG CODE REFERENCES. Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties ;,tiy', Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral-lor;ional budding Bending Axis : Major Axis Bending Span= 37.50ft Licensee : B&J HBK, INC. Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi D(9.2)Lre.1) Applied Loads <. Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 0.0 -» 37.50 ft, Tributary Width = 5.375 ft, (Roof Loading) Point Load : D = 9.10, Lr = 6.0 k 11.50 ft, (TSG (P1) + Self Weight 1.1 K) Point Load : D = 9.20, Lr = 6.10 k (t 31.50 ft, (TSG (P2) + Self Weight 1.1 K) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn • Phi : Allowable 0.586: 1 W21x50 241.637 k-ft 412.500 k-ft Load Combination +1.20D+1.60Lr+L+1.60H Location of maximum on span 11.571 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 Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.612 in Ratio = 734>=360 0.000 in Ratio = 0 <360 1.601 in Ratio = 281 >=240 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Design OK 0.121:1 W21x50 28.760 k 237.120 k +120D+1.60Lr+L+1.60H 37.500 ft Span # 1 Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Length Span # M V max Mu + max Mu - Mu Max Mnx Pt 'Minx Cb Rm VuMax Vnx Phii•Vnx +1.400+1.60H Dsgn.L= 37.50ft 1 +120D+0.501r+1.60L+1.60H Dsgn. L = 37.50 ft 1 +1200+1.601+0.50S+1.60H Dsgn. L = 37.50 ft 1 +1200+1.60Lr+L+1.60H Dsgn. L = 37.50 ft 1 +1.20D+1.60Lr+0.50W+1.60H Dsgn. L = 37.50 ft 1 +120D+L+1.60S+1.60H Dsgn. L = 3750 ft 1 +1200+1.605+050W+1.60H Dsgn. L = 3750 ft 1 +1200+0.501r+L+W+1.60H Dsgn. L = 37.50 ft 1 +1200+L+0.50S+W+1.60H 0.373 0.403 0.319 0.586 0.586 0.319 0.319 0.403 0.077 0.083 0.066 0.121 0.121 0.066 0.066 0.083 153.71 166.09 131.75 241.64 241.64 131.75 131.75 166.09 153.71 166.09 131.75 241.64 241.64 131.75 131.75 166.09 458.33 458.33 458.33 458.33 458.33 458.33 458.33 458.33 412.50 1.00 1.00 18.30 237.12 237.12 412.50 1.00 1.00 19.77 237.12 237.12 412.50 1.00 1.00 15.68 237.12 237.12 412.50 1.00 1.00 28.76 237.12 237.12 41250 1.00 1.00 28.76 237.12 237.12 412.50 1.00 1.00 15.68 237.12 237.12 412.50 1.00 1.00 15.68 237.12 237.12 412.50 1.00 1.00 19.77 237.12 237.12 • 33 01 167 Lip. #:: KW06008805 Description : New Beam to Support (E) TSG Load Combination Segment Length Max Stress Ratios Span # M V Dsgn. L = 37.50 ft i 0.319 +0.900+W+1.60H Dsgn. L = 37.50 ft +1.20D+L+0.20S+E+1.90H Dsgn. L = 37.50 ft +0.90D+E+0.90H Dsgn. L = 37.50 ft Summary of Moment Values • Lic811See.: B&J i$K, INC. Summary of Shear Values max Mu+ max Mu - Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi°Vnx 0.086 131.75 1 0.240 0.050 98.81 1 0.319 0.086 131.75 1 0.240 0.050 98.81 Load Combination 5�1°aa�i`8�r'ikar:i5"Xa'.a"'::Ee-:.;:.>.e 1: 131.75 458.33 412.50 1.00 1.00 15.68 237.12 237.12 98.81 458.33 412.50 1.00 1.00 11.76 237.12 237.12 131.75 458.33 412.50 1.00 1.00 15.68 237.12 237.12 98.81 458.33 412.50 1.00 1.00 11.76 237.12 237.12 Span Max."-` Den Location in Span Load Coni nation Max. Dell Location in Span +D+Lr+H 1 1.6005 18.536 0.0000 MC �aC1 �pllS " ` Support notation : Far left is #1 Values in KIPS Load Combnation Support 1 Support 2 0.000 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+O.60W+H +D+0.75OLr+0.450W+H +D+0.750S-0.450W+H +0.60D+0.60W+O.60H +D+0.70E+0.60H +D+0.750L+0.759S+0.5250E+H +0.60D+0.70E+H D Onty Lr Only L Onty S Only W Only E Only H Only 16.677 6.199 10.331 10.331 16.677 10.331 15.090 10.331 10.331 15.090 10.331 6.199 10.331 10.331 6.199 10.331 6.345 21.242 7.841 13.069 13.069 21.242 13.069 19.199 13.069 13.069 19.199 13.069 7.841 13.069 13.089 7.841 13.069 8.173 111 BRANDOW h JOHNSTON EST.1&t5 PROJECT IDAG— :TAMES 1-44PE-TP P GSM°TGR PROJECT NO. S21-0L> Z.I . . 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Ft, (LSI): , , :.4.1,b544•040.04: ,1 E(k.si):'•4k.,. • Ft 0.675 t mo.d • • • fli..41114.0'5*'97;711's . • :.• :!.. 0,19 Load Combination: Envelope WARNING: Detail Report Based On Less Than 10 Sections! €777.75"-'d4INT7' ,ign .”31fft .11-yRCid k9,.$1.111t, ) :4•11.11,A#.0.46WW1.1044?c1,10$14R .14 70104 444 04j..f:t•",k4..`z .03vi sti , prixostiWA: Ithza•;:.;;;;, 10, 00010Yi5.,1. IrinfiVo "7'•••":". to4; ..1.'rehObsto § 6arlth1a N°4:.,:::,.•;:;,A; Coitsmn tt1,411i1, .111:: 1. tkoh6,4: .. Wood i R448/4174 " Intenal S'vt14:(t4ett14?li"...'611L.:A*. '''')--5".1'..'11A141141100*10411841.iiii;fibiQtallhit:11 • =IT r",11171.1=r7: • • • -,...,-,;:.,46,10.1mitfK,kwopmfoolliko#0461141#1 00 t$4441144i .8y151711.1 1.4 ARtiy` -iclit.7-171!"7"1: • f f/C-51) OW1-'44 '$•'"-<'• , • • Fe : '/1140:14.01.";?103°M.qe*P44444.314,k1;''. • ts . • . • : .•::..;0244.4t:......0a3zikk.92..iw`,$).,:•.:51,ap•:. • • . " • • • Agg's •- • gn : r 2 (ft r•4 tfoe.k, •S. e•;: ."•••. •2411411;2161rar*" UNIMPOr .400•VOlgiq 011.011110111' otpitrifarioWr011oima • ,ttrtooliii.osfoigfiot§zoimkt,togie*.taik , ,r;zagatRiaatAt.wogf: •14 • av4 • i 771m1W7 4.re.F1.9 .?i01*0151;,ir§436.,i .:14.1kkopitti54.4.omroi:: ,704400411"140• • . r :r.ICAkt100,:;$. Aniftlintilt=imiutA • ,10vitifuttr Obilita*Ain, • •6 7*.411101.1Alba 1 : • ."4./%84008.#14 i'fft 6 .. •••• • ..., N. : .: : : : ... )) ; hp ;;.0-0:,,,,... /4061.14, .:;3: . , , 0. ...ifoi #I#L410101 „Or- gr- 0.1.4 .10.1 Via"— , . NI Diagrams: I M1 • N3 • .: ;0.354 at 9 ft 1 ; . • . • , • . • : • . ; • . • - • ' • ••• -1-1)16 at 18 ft • Y Deflection (in) 1 Z Deflection (.11). 808 at Oft 0.153 at 13.5 ft s • -0.132 at Oft . Axial Force (k) Y Sheer Force (k) . + • Zanier Force ( k) RISA-3D Version 18 [ Wall Stud Typ..r3d 1 Page 1 Company S21 Designer DM Job Number : S21-0031 ANEAu,SUI KCOMPANY Model Name : Hoag James Leadership Center 7/30/2021 39 of 167 11:28:47 AM Checked By : 038at4.5it -0.141ot13.Sft Tahoe (k-ft) z-z Moment (k-ft) -- — i 0.098at0ft j 0.604at4.5ft Oat18ft i Atda Sue. ( kg' ) I _ AWC NDS-18: ASD Code Check Limft State -0.604 at 4.5ft. Biaxial Compression lending Sews (ksi) _ Applied Loading - Bending/Axial Applied Loading Shear Axial Compression Analysis Axial Tension Analysis Flexural Analysis, Fb1' Flexural Analysis, Fb2' Bending & Axial Compression Analysis Bending & Axial Tension Analysis Shear Analysis y-y Moment (k-ft Biaxial Tension Bending Stria!, (kit) - Gov. LC Required Available Unity Check Result 8 11 n--r?xt 0.06 ksi 0.322 ksi 0.000 ksi 1.404 ksi 0.655 ksi 1.302 ksi 0.000 ksi 2.392 ksi 0.648 Pass 0.503 Pass 0.031 ksi 0.288 ksi 0.109 Pass RISA-3D Version 18 ( Wall Stud Typ..r3d ] Page 2 40 of 167 Description : Typ. Parapet Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb + Fb - Fc - Ptil Fc - Perp Fv Ft W(0.0830) 1,000.0 psi 1,000.0 psi 1,500.0 psi 625.0 psi 180.0 psi 675.0 psi • Licensee : B&J HBK, INC. E : Modulus of Elasticity Ebend-xx 1,700.0 ksi Eminbend - xx 620.0 ksi Density 2x6 Span = 4.60 ft Loads on all spans... Uniform Load on ALL spans : W = 0.0830 kilt • : D• SIGN.tate ` tY ;' Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Detection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Segment Length Span # M V +D+H Length =4.60 ft Length = 2.50 ft +D+0.67W+H Length = 4.60 ft Length = 2.50 ft +D+0.750Lr+0.450W+H Length = 4.60 ft Length = 2.50 ft +D+0.750S+0.450W+H Length = 4.60 ft 31.210 pcf 2x6 Span = 2.50.1t Service loads entered. Load Factors will be applied for calculations. 0.13a 1 Maximum Shear Stress Ratio 2x6 246.94 psi 1,894.03 psi +D+0.60W+H 4.60011 Span # 1 Max Stress Ratios Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.027 in Ratio= 2204 >=258 0.000 in Ratio = 0 <258 0.016 in Ratio = 3676 >=180 -0.000 in Ratio = 312429 >=180 0.080 : 1 2x6 23.02 psi 288.00 psi +D+0.60W+H 4.163ft Span#1 Moment Values Shear Values Cd CFA, C Cr Cm C t CL M lb Fb V fv F'v 0.00 0.00 0.00 0.00 1 0.90 1.300 1.00 1.00 1.00 1.00 0.97 1132.82 0.00 0.00 162.00 2 0.90 1.300 1.00 1.00 1.00 1.00 0.98 1152.40 0.00 0.00 162.00 1.300 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 1 0.130 0.080 1.60 1.300 1.00 1.00 1.00 1.00 0.91 0.16 246.94 1894.03 0.13 23.02 288.00 2 0.123 0.080 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.16 246.94 2010.64 0.10 23.02 288.00 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 1 0.096 0.060 1.60 1.300 1.00 1.00 1.00 1.00 0.91 0.12 185.21 1894.03 0.09 17.27 288.00 2 0.092 0.060 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.12 185.21 2010.64 0.08 17.27 288.00 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 1 0.098 0.060 1.60 1.300 1.00 1.00 1.00 1.00 0.91 0.12 185.21 1894.03 0.09 17.27 288.00 41 of 167 Description : Tye. Parapet Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN C i Cr Cm C t C L M lb Pb V fv Fs/ Length = 2.50 ft 2 0.092 0.060 1.60 1.300 1.00 1.00 1.00 1.00 0.97 0.12 185.21 2010.64 0.08 17.27 288.00 +0.600+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 4.60 ft 1 0.130 0.080 1.60 1.300 1.00 1.00 1.90 1.00 0.91 0.16 246.94 1894.03 0.13 23.02 288.00 Length = 2.50 ft 2 0.123 0.080 1.60 1300 1.00 1.00 1.00 1.00 0.97 0.16 246.94 2010.64 0.10 23.02 288.00 Moment Values aDo$e�f's�wA." x b: (; Licensee : 6&J HBK., INC. Shear Values Load Combination Span Max. "-` Defl Location in Span Load Combination Max. "+" Dell W Only 1 0.0076 1.825 W Only -0.0003 W Only 2 0.0272 2.500 O v'. ''�,yr,'F,a 'is :"p, . :,,: y Support notation :Far left is #1 Values m KIPS i' . Q 9 ka,:. w, _� .... . �iduk3`,r'�cai�"F�^t.�f ��!i*.nfars�t�as..s Load Combination Support 1 Support 2 Support 3 0.135 0.455 0.135 0.455 Overall MAXimum Overall MINimum +D+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60W+0.60H D Only W Only H Only IN NEMBEk-a, -9,16 9.63 0.081 0.273 0.061 0.205 0.061 0.205 0.081 0.273 0.135 0.455 1A1 2,13 2k3 3,60 0.0000 Location in Span 4.343 4.343 4 2 , Deft {ft) . +D+H I+D+6,66W+H 1+D+6:I''6tI+Ddib +6 I+D+6,7565+6:4SDW+61.+6.66D+6;66kr+6664 42 of 167 �y�(�r➢,� �d,� ,,.• o,on` ",�}y�sy'� yyo "`ty � ���k+',T.r. # :.KW-06008805 Description : Worst Case Stud - Exterior Stud NeVU. ` 2MfF•` ?J.s HOT. 41e^-it4.~,9 Licensee: B&J HBK. iNC. Calculations per NDS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 �ef�ilIitnttlon , „ .: . Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height i used for non -slender calculations Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 14.5 ft 1,000.0 psi Fv 180.0 psi Fb - 1,000.0 psi Ft 675.0 psi Fc - Pill 1,500.0 psi Density 31.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity... x-x Bending y-y Bending Basic 1,700.0 1,700.0 Minimum 620.0 620.0 Wood Section Name Wood Grading1Manuf. Wood Member Type Exact Width Exact Depth Area hx Axial 1,700.0 ksi 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in 8.25 in^2 20.797 in^E 1.547 in^ '- Cf or Cv for Bending 1.30 Cf or Cv for Compression 1.10 Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? 1.30 1.0 1.0 1.0 1.0 nos ra3.z No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis budding = 4 ft, K =1.0 Y-Y (depth) axis : Fully braced against buckling about Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included : 25.927 Ibs' Dead Load Factor AXIAL LOADS ... Roof Loading: Axial Load at 14.50 ft, D = 0.2533, Lr = 0.3170, W = 0.3350 k BENDING LOADS ... Wind Load: Lat. Uniform Load creating Mx-x, W = 0.03520 k/ft Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Forumla Comp + Mxx, Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.4703 :1 +D+0.60W+H NDS Eq. 3.9-3 7.201 ft 0.4802 k 0.5550 k-ft 0.0 k-ft 476.688 psi 0.09667:1 +0+0.60W+H 0.0 ft 27.840 psi 288.0 Psi 'W,4, 11�'i'll tii:>'tP r`}!iti"�fs''�934$BtQR':+r Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H CD Cp 0.900 0.308 1.000 0.280 1.250 0.228 1.150 0.246 1.250 0.228 1.150 0.246 1.600 0.181 1.600 0.181 1.600 0.181 Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.2552 k Bottom along Y-Y 0.2552 k Top along X-X 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 1.001 in a: 7.299 ft above base for Toad combiratior.: W Only Along X-X 0.0 in at 0.0 ft above base for load combinatior : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.07405 PASS 0.0 ft 0.0 PASS 14.50 ft 0.07329 PASS 0.0 ft 0.0 PASS 14.50 ft 0.1538 PASS 0.0 ft 0.0 PASS 14.50 ft 0.07245 PASS 0.0 ft 0.0 PASS 14.50 ft 0.1333 PASS 0.0 ft 0.0 PASS 14.50 ft 0.07245 PASS 0.0 ft 0.0 PASS 14.50 ft 0.4703 PASS 7.201 ft 0.09667 PASS 0.0 ft 0.3704 PASS 7.299ft 0.07250 PASS 0.0 ft 0.3535 PASS 7.299ft 0.07250 PASS 0.0 ft 43 of 167 Lic. # : KW-06008805 �ia.sEt?^i�t 4°.,rteia -_.. =MAW Licensee : B&J Hl3K' INC.' Description : Worst Casa Stud - Exterior Stud Load Combination CD Cp Maximum Axial + 8endina Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.181 0.4642 PASS 7.201 ft 0.09667 PASS 0.0 ft +D+0.70E+O.60H 1.600 0.181 0.0710 PASS 0.0ft 0.0 PASS 14.50 ft + D+0.750L+0.750S+0.5250E+H 1.600 0.181 0.0710 PASS 0.0 ft 0.0 PASS 14.50 ft +0.60D+0.70E+H 1.600 0.181 0.04260 PASS 0.0 ft 0.0 PASS 14.50 ft `,�akubll�3 33c h`•z = ? .<e.a. r ,;,{ s13 Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Ax;s Reaction Axial Reaction My - End Moments kdt Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base Top +D+H 0.279 +D+L+H 0.279 +D+Lr+H 0.596 + D+S+N 0.279 + 0+0.750Lr+0.750L+H 0.517 + D+0.750L+0.750S+H 0.279 +D+0.60W+1-I 0.153 0.153 0.480 +D+0.750Lr+0.450W+H 0.115 0.115 0.668 +0+0.750S+0.450W+H 0.415 0.115 0.430 +0.600+0.60W+0.60H 0.153 0.153 0.369 +D+0.70E+0.60H 0.279 + 61+0.750L+0.7505+0.5250E+H 0.279 + 6.60D+0.70E+H 0.168 D Only 0.279 Lr Only 0.317 L Only S Only W On y 0.255 0.255 0.335 E Only H Only $itrttty1911�1111R`:>7100f i'p�1a ys�v.X^ iit.)nM, u Load Combination +D+H +D+L +H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.7506+H +D+0.60W+H +D+0.750Lr+0.450W+H +13+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Onty H Only Max. X-X Deflection Distance Max. Y-Y Deflection Distance 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 0 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.601 in 7299 ft 0.450 in 7.299 ft 0.450 in 7299 ft 0.601 in 7299 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 0.000 in 0.000 ft 1.001 in 7.299 ft 0.000 in 0.000 ft 0.000 in 0.000 ft • 44 of 167 Description : . SkEdallei Worst Case Stud - Exterior Stud .Xls'oetA540., • ' • • ' • 45 of 167 • t .-Avy Lic. # : KW-06008805 Description : Worst Case Loading to HDR :WinifinugilksMAZ04,VVRAY7i,V.W.k. Calculations per NOS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 13 ft Used fo' non -slender calculations ) Wood Species DF/DF Wood Grade 24F - V4 Fb + 2400 psi Fv 265 psi Fb - 1850 psi Ft 1100 psi Fc - Pill 1650 psi Density 31.21 pcf Fc Pap 650 psi E : Modulus of Elasticity ... Basic Minimum x-x Bending 1800 950 Wood Section Name Wood GradinglManuf. Wood Member Type Exact With Exact Depth Area Ix ly y-y Bending Axial 1600 1800 ksi 850 ':..)Vii4WfWtiiiREOKMWAIVgBEOV Column self weight included : 278.939 lbs* Dead Load Factor BENDING LOADS ... Wind Load (Parapet): Lat. Uniform Load creating Mx-x, W = 0.2513 k/ft Roof Loading: Lat. Uniform Load creating Mx-x, D = 0.20, LR = 0.250 ktft Cripple Wall Above: Lat. Uniform Load creating Mx-x, D = 0.0450 k/ft Wind Load (Wall): Lot Uniform Load creating My-y, W = 0.05940 ktft 5.5x18 Western GLB 5.50 in Allow Stress Modification Factors 18.0 in Cf or Cv for Bending 99.0 in^2 Cf or Cv for Compression 2,673.0 inA4 Cf or Cv for Tension 249.563 inkt Cm : Wet Use Factor Cl : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive? Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraced Length for X-X Axis buckling =13 fL K=1.0 Y-Y (depth) axis: Unbraced Length for Y-Y Axis budding =13 ft, K=1.0 Service loads entered. Load Factors will be applied for calculations. 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NO,S 1532 No Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.1519:1 Loa c Combination +D+0.750Lr+0A50W+H Governing NOS Forumimp + Mxx + Myy, NDS Eq. 3.9- Location of max.above base 6.544 ft At maximum location values are ... Applied Axial 0.2789 k Applied Mx 11.524 k-ft Applied My 0.5646 k-ft Fe:Allowable 921.29 psi PASS Maximum Shear Stress Ratio = 0.1472 :I Load Combination +D+Lr+H Location of max.above base 13.0 ft Applied Design Shear 48.750 Psi Allowable Shear 331.250 psi Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0A50W+H Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 3.546 k Bottom along Y-Y Top along X-X 0.3861 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.07365 in at 6.544 ft for load combination : +D+0.7511r+0.450W+H Along X-X 0.09663 in at 6.544 ft for load combination : W Only Other Factors used to calculate allowable stresses ... Bending 3.546 k 0.3861 k above base above base Compression Tension CD Cp 0.900 0.576 1.000 0.529 1.250 0.437 1.150 0.470 1.250 0.437 1.150 0.470 1.600 0.349 1.600 0.349 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.09858 PASS 6.456 ft 0.08896 PASS 6.456 ft 0.1449 PASS 6.544 ft 0.07769 PASS 6.456 ft 0.1266 PASS 0.07769 PASS 0.1255 PASS 0.1519 PASS 6.456 ft 6.456 ft 6.456 ft 6.544 ft Maximum Shear Ratios Stress Ratio Status Location 0.1012 PASS 13.0 ft 0.09105 PASS 13.0 ft 0.1472 PASS 13.0 ft 0.07918 PASS 13.0 ft 0.1286 PASS 13.0 ft 0.07918 PASS 13.0 ft 0.09192 PASS 0.0 ft 0.1267 PASS 13.0 ft 46 01 167 Wood Column Lic. # : KW-06008805 Licensee : B&J HBK,.INC. Description : Worst Case Loading 10 HDR Load Combination Results Load Combination +D+0.750S+0.450W+H +0.600+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H Maximum Reactions CD Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 1.600 0.349 0.1083 PASS 6.456 ft 0.08317 PASS 0.0 ft 1.600 0.349 0.1027 PASS 6.456 ft 0.06916 PASS 0.0 ft 1.600 0.349 0.05677 PASS 6.456 ft 0.05691 PASS 13.0 ft 1.600 0.349 0.05677 PASS 6.456 ft 0.05691 PASS 13.0 ft 1.600 0.349 0.03406 PASS 6.456 ft 0.03415 PASS 0.0 ft Note: Only non -zero reactions are listed. Load Combination X-X Axis Reaction k Y-Y Ax s Reaction Axial Reaction My - End Moments k-ft Mx - End Moments E3ase C^o, Top a Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 1.593 1.593 0.279 +0+L+H 1.593 1.593 0279 +D+Lr+H 3.218 3.218 0.279 +D+S+H 1.593 1.593 0279 +D+0.750Lr+0.7501+H 2.811 2.811 0279 +D+0.750L+0.750S+H 1.593 1.593 0.279 +D+0.60W+H 0232 0.232 2.572 2.572 0279 +0+0.750Lr+0.450W+H 0.174 0.174 3.546 3.546 0.279 +D+0.750S+0.450W+H 0.174 0.174 2.327 2.327 0.279 +0.600+0.60W+0.60H 0232 0.232 1.935 1.935 0.167 +D+0.70E+0.60H 1.593 1.593 0.279 +0+0.750L+0.7503+0.5250E+H 1.593 1.593 0.279 +0.600+0.70E+H 0.956 0.956 0.167 D Only 1.593 1.593 0279 Lr only 1.625 1.625 L Only S Only W Only 0.386 0.386 1.633 1.633 E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.033 in 6.544 ft +D+L+H 0.0000 in 0.000 ft 0.033 in 6.544 ft +D+Lr+H 0.0000 in 0.000 ft 0.067 in 6.544 ft +D+S+H 0.0000 in 0.000 ft 0.033 in 6.544 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.058 in 6.544 ft +0+0.750L+0.750S+H 0.0000 in 0.000 ft 0.033 in 6.544 ft +D+0.60W+H 0.0580 in 6.544 ft 0.053 in 6.544 ft +D+0.750Lr+0.450W+H 0.0435 in 6.544 ft 0.074 in 6.544 ft +0+0.750S+0.450W+H 0.0435 in 6.544 ft 0.048 in 6.544 ft +0.60D+0.60W+0.60H 0.0580 in 6.544 ft 0.040 in 6.544 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.033 in 6.544 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.033 in 6.544 ft +0.600+0.70E+H 0.0000 in 0.000 ft 0.020 in 6.544 ft D Only 0.0000 in 0.000 ft 0.033 in 6.544 ft Lr Only 0.0000 in 0.000 ft 0.034 in 6.544 ft L Only 0.0000 in 0.000 ft 0.000 n 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0966 in 6.544 ft 0.034 in 6.544 ft E Only 0.0000 In 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft 47 of 167 Description: Worst Case Loading lo HDR Y14,'Z'kWAiglisVnOglicaffSWI‘'.. 5.5x18 3.-50Iiij. 4-X. Licensee : HBK. INC. 48 of 167 -imasd Ga'.. ".v.a♦ioYki+r' Lie. #: KW-06008805 316 ', ,.ire°�4 fi`vxCAK• WAWA Licensee : B&,1 HBK, INC.. Description : Load To Joist w/ Parapet (Parretlel Condition) YWf/.f+Vfi.lG".YYQ:.,:✓�r R'_ 5�,'�(s�s{'•stet^<i241'r?5_� Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing a- : DF/DF :24F-V4 Fb + Fb - Fc-Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend-yy Eminbend - yy Density 1800ksi 950ksi 1600 ksi 850ksi 31.21 pcf W 0.34 b- altC Y 1 ice" C i 5.5x16 Span = 32.250 ft DESIGN OK WHEN WIND LOAD IS Service toads entered. Load Factors wil-Ir4 ti6tl foY datEtrTa�� Uniform Load D = 00160, Lr = 0 020 kst, Tributary Width =1.333 ft, (Roof Loading) F DEFLECTION Uniform Load : W = 0.340 , Tributary Width =1.0 ft, (Parapet Wind Loading) DESIGN�Stt1J 1..1 `V a' Maximum Bending Stress Ratio Section used for this span tb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 2.463 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 1.632 in Max Upward Total Deflection 0.000 in 0.422 1 5.5x16 1,498.01 psi 3,549.27 psi +D+0.60W+H 16.125ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 157 <360 0 <360 237 >=180 0 <180 Design N.G. 0.134 : 1 5.5x16 = 56.96 psi 424.00 psi +D+0.60W+H 30.955ft Span # 1 Load Combination Max Stress Ratios Segment Length Span# M v Cd C FN Ci Cr Cm +D+H Length = 32.250 ft 1 0.071 0.023 +D+L+H Length = 32.250 ft 1 0.064 0.020 +D+Lr+H Length = 32.250 ft 1 0.115 0.037 4D+S+H Length = 32.250 ft 1 0.056 0.018 +D+0.750Lr+0.750L+H Length = 32.250 fl 1 0.099 0.032 +D+0.750L+0.750S+H 0.90 0.924 0.924 1.00 0.924 0.924 125 0.924 0.924 1.15 0.924 0.924 125 0.924 0.924 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values Ct CL M fb 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.0C 1.00 1.00 Shear Values F'b V fv Fv 2.77 141.79 2.77 141.79 6.24 319.03 2.77 141.79 5.37 274.72 0.00 1996.47 0.00 2218.30 0.00 2772.87 0.00 2551.04 0.00 2772.87 0.00 0.00 0.32 0.00 0.32 0.00 0.71 0.00 0.32 0.00 0.61 0.00 0.00 5.39 0.00 5.39 0.00 12.13 0.00 5.39 0.00 10.45 0.00 0.00 238.50 0.00 265.00 0.00 33125 0.00 304.75 0.00 33125 0.00 49 of 167 Description : Load Combination Segment Length Load To Joist w/ Parapet (Parrellet Condition) Length = 32.250 ft +D+0.60W+H Length = 32.250 ft +0+0.750 Lr+0.450W+H Length = 32.250 ft +0+0.7505+0.450W+H Length = 32.250 ft +0.60D+0.60W+0.60H Length = 32.250 ft 1 +D+0.70E+0.60H Length = 32.250 ft 1 +0+0.750L+0.750S+0.5250E+H Length = 32.250 ft 1 +0.60D+0.70E+H Length = 32.250 ft O�Te�iN M�iasii Load Combination Max Stress Ratios Span# M V Cd CFN 1 0.056 0.018 1.15 0.924 0.924 1 0.422 0.134 1.60 0.924 0.924 1 0.364 0.116 1.60 0.924 0.924 1 0.327 0.104 1.60 0.924 0.924 0.406 0.129 1.60 0.924 0.924 0.040 0.013 1.60 0.924 0.924 0.040 0.013 1.60 0.924 0.924 1 0.024 0.008 1.60 0.924 Moment Values Ci Cr Cm C t CL M ib 1.00 1.00 1.00 1.00 1.00 2.77 141.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2929 1,498.01 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 25.26 1,291.88 1.00 1.00 1.0-0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 22.66 1,158.95 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 28.19 1,441.29 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.77 141.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.77 141.79 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.66 85.07 Span Max. -' Dell Location in Span Load Combination W Only 1 2.4632 16.243 yteg. rw> r upw Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +0+0.750Lr+0.450W+H +0+0.750S+0.450W+H +0.60D+0.60W+0.60H +D0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H co Only Lr Only L Only S Only W Only E Only H Only 5.483 5.483 5.483 5.483 0.344 0.344 0.344 0.344 0.774 0.774 0.344 0.344 0.666 0.666 0.344 0.344 3.633 3.633 3.133 3.133 2.811 2.811 3.496 3.496 0.344 0.344 0.344 0.344 0.206 0.206 0.344 0.344 0.430 0.430 5.483 5.483 y>..1L?F1t!B3k5t'f''+Y61 Licensee 28.J HBK. INC. Shear Values F'b V fv Fv 2551.04 0.00 3549.27 0.00 3549.27 0.00 3549.27 0.00 3549.27 0.00 3549.27 0.00 3549.27 0.00 3549.27 0.32 5.39 304.75 0.00 0.00 0.00 3.34 56.96 424.00 0.00 0.00 0.00 2.88 49.12 424.00 0.00 0.00 0.00 2.59 44.07 424.00 0.00 0.00 0.00 3.22 54.80 424.00 0.00 0.00 0.00 0.32 5.39 424.00 0.00 0.00 0.00 0.32 5.39 424.00 0.00 0.00 0.00 0.19 3.23 424.00 Max. `+` Deft Location in Span 0.0000 0.000 Values in KIPS 50 of 167 Description : Load To Joist wl Parapet (Perpendicular Condition) r Gen�i�tB;P•rgGlertla� ". Elastic Modulus 29,000.0 ksi Span #1 Span Length = 32.250 ft v IvoigiOWIEM Area = 10.0 in"2 Q63.021328t Lr(0.02666) Licensee : C&J HBK. INC. Moment of Inertia = 100.0 in"4 W(Q.68) Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160, Lr= 0.020 ksf, Tributary Width =1.333 ft, (Roof Loading) Point Load : W = 0.680 k @ 27.750 ft, (Parapet Wind Loading) hOraZg1M/riTl ��ry �eY .e Abi }M` ; ��� ~9'l `4Y4 M��,���CCC i9 a �Ix. zF-�i%. Maximum Bending 6.239 k-ft Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection +D+Lr+H Span# 1 16.125ft 0.226 in 0.002 in 0.406 in 0.002 in �u�ih9f �tifcea8t Stt>, 1?t . . Load Combination Segment Length Span ft Overall MAXimum Envelope Dsgn. L = 32.25 ft +D+H Osgn. L = 32.25 ft +D+L+H Dsgn. L = 3225 ft +D+Lr+H Dsgn. L = 32.25 ft +D+S+H Dsgn. L = 32.25 ft +D+0.750Lr+0.750L+H Dsgn. L = 32.25 It +D+0.750L+0-750S+H Dsgn. L = 3225 ft +D+0.60W+H Dsgn. L = 32.25 fl +D+0.7501r+0.450W+H Dsgn. L = 32.25 it +D+0.750S+0.450W+H Dsgn. L = 32.25 ft +0.60D+0.60W+0.60H Dsgn. L = 32.25 ft +D+0-70E+0.60H Dsgn. L = 32.25 fl +D+0.750L+0.750S+0.5250E+H Dsgn. L = 32.25 0 +0.60D+0.70E+H Dsgn. L = 32.25 ft Max Stress Ratios M V Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1715 249749 953 225209 Summary of Moment Values (k-ft) 0.9296 k +D+0.750Lr+0.450W+H Span # 1 32.250 ft Mmax + 6.24 2.77 2.77 6.24 2.77 5.37 2.77 3.77 6.08 3.50 2.71 2.77 2.77 1.66 Shear Values (k) Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 6.24 0.93 2.77 0.34 2.77 0.34 6.24 0.77 2.77 0.34 5.37 0.67 2.77 0.34 3.77 0.69 6.08 0.93 3.50 0.61 2.71 0.56 2.77 0.34 2.77 0.34 1.66 0.21 51 of 167 ,@e+`i�e: rpnr • e•4 qn K6. < ., . u `,41•a Lic. # : M.06008805 Description : Load To Joist w/ Parapet (Perpendicular Condition) 3/$1 t.04 Cfl_(lt 4; load Combination Support 1 Support 2 Support notation : Far left is 41 r np .3ar!m{. rf; Licensee : 88;J HBK. INC. Values in KIPS Overall MAXimum Overall MINimum +D+H +D+L+H 0.774 0.930 0.344 0.344 0.344 0.344 +D+Lr+H 0.774 0.774 +D+S+H 0.344 0.344 +0+0.750Lr+0.750L+H 0.666 0.666 +0+0.750L+0.750S+H 0.344 0.344 +D+0.60W+H 0.401 0.695 +D+0.750Lr+0.450W+H 0.709 0.930 +D+0.750S+0.450W+H 0.387 0.607 +0.600+0.80W+0.60H 0.263 0.557 +D+0.70E+0.80H 0.344 0.344 +D+0.750L+0.7505+0.5250E+H 0.344 0.344 40.60D+0.70E+H 0.206 0.206 ❑ Only 0.344 0.344 Lr Only 0.430 0.430 L Only S Only W Only E Only H Only 6.4 4. OBER-» 0.095 0.585 I +D+H I 0+6,66W+11 1+6.600.76E+11 3.06 Ito 2241 1 +D+L+fl . 1:+D+Lr+H ~ 1 +D+S+H 1 +DtD.1S61i+6.7S6L+H <I+D+6H 7S6L+6.156S+ `I+D+6.IS61'+D.4S6M+H 1+D+D1S6S+6:4S6W+H ` .; 1+6.6606.60+6,6611 I.+D+6.046.6614 `" ''1+Dt6,1S41+6;7SDS+6;SME+t 52 of 167 Lic. # . KW-06008805 Description : (E) 2x14 @ 24° o.c. w/ Parapet (Parallel Condition) 000E; 00.4 Nf" . I t' '+s"'d;°:�:' Or. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Licensee : 68.J HSK. INC. r Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade Beam Bracing Fb + Fb - Fc - Pdl Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling : Douglas Fir - Larch : No.2 a W(0.34)) D(0.0327 Lr(0.04) v 900.0 psi 900.0 psi 1,350.0 psi 626.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.210pcf Repetitive Member Stress Increase A#11[ec4 Loads : 3-2x14 Span = 20.50 ft Service Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, ((E) Roof Loading) Uniform Load : W = 0.340 , Tributary Width = 1.0 ft, (Parapet Loading) Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Load Combination Max Stress Ratios Segment Length Span# M V Ce 0.682 1 3-2x14 1,129.84 psi 1,656.00 psi +D+0.60W+H 10.250ft Span# 1 DES GN-014-W -IENI WIND LOAD IS loads entered. Load Factors will b ,j 1bC ION TA k Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.974 in Ratio = 252 <360 0.000 in Ratio = 0360 0.676 in Ratio = 363 >=180 0.000 in Ratio = 0 <180 C FN Ci Cr Cm C t CL W Design N.G. 0.190 : 1 3-2x14 54.64 psi 288.00 psi +D+0.60W+H 0.000ft = Span#1 Moment Values M Ib Shear Values Fb V fv Fb +D+H Length = 20.50 ft +D+L+H Length = 20.50 ft +D+Lr-H Length = 20.50 ft +D+S+H Longth = 20.50 ft +D+0.750Lr+0.754L+H Length = 20.50 ft 1 0.164 0.046 0.90 0.900 1.00 1.15 0.900 1.00 1.15 1 0.148 0.041 1.00 0.900 1.00 1.15 0.900 1.00 1.15 1 0.266 0.074 1.25 0.900 1.00 1.15 0.900 1.00 1.15 1 0.129 0.036 1.15 0.900 1.00 1.15 0.900 1.00 1.15 1 0.229 0.064 1.25 0.900 1.00 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.68 153.20 1.68 153.20 3.78 344.70 1.68 153.20 3.26 298.82 0.00 931.50 0.00 1035.00 0.00 1293.75 6.00 1190.25 0.00 1293.75 0.00 0.29 0.00 0.29 0.00 0.66 0.00 0.29 0.00 0.57 0.00 7.41 0.00 7.41 6.0a 16.67 0.00 7.41 0.00 14.35 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 53 of 167 Lic. # : KW-06008805 Description : (E) 2x14 24" o.c. w/ Parapet (Parallel Condition) Load Combination Segment Length Max Stress Ratios Moment Values Licensee B&J HBK. INC: Shear Values Spas# M V Cd CgN Ci Cr Cm C 1 CL M lb F'b V fv F'v +D+0.750L+0.750S+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.129 0.036 1.15 0.900 1.00 1.15 1.00 1.00 1.00 1.68 153.20 1190.25 0.29 7.41 207.00 +D+0.60W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.682 0.190 1.60 0.900 1.00 1.15 1.00 1.00 1.00 12.40 1,129.84 1656.00 2.17 54.64 288.00 +D+0.750Lr+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.622 0.173 1.60 0.900 1.00 1.15 1.00 1.00 1.00 11.29 1,029.31 1656.00 1.98 49.77 288.00 +D+0.750S+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.535 0.149 1.60 0.900 1.00 1.15 1.00 1.00 1.00 9.72 885.68 1656.00 1.70 42.83 288.00 +0.60D+0.60W+0.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.645 0.179 1.60 0.900 1.00 1.15 1.00 1.00 1.00 11.72 1,068.56 1656.00 2.05 51.87 288.00 +D+0.70E+0.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.093 0.026 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 15320 1656.00 0.29 7.41 288.00 +D+0.750L+0.750S+0.5250E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.093 0.026 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 153.20 1656.00 0.29 7.41 288.00 +0.60D+0.70E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.056 0.015 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.01 91.92 1656.00 0.18 4.45 288.00 q•i.' Mai0 0 2iYy a :: y w: J Y.C.// _, �1 �. ... ., _ ,..agYie� e''44drJtS .AA ;'8etY..,LN ji load Combination Span Max =' Defl Location in Span Load Combination Max'+' Deft Location in Span W Only 1 0.9737 10.325 0.0000 0.000 ▪ r• ,::?e,,W l./1 t . .,v,� y Support notation :Far left is #1 Values in KIPS Load Combination Support 1 Suppod 2 •Overall MA mum 374-lf 3.485 Overall MlNimum 3.485 3.485 + D+H 0.328 0.328 +D+L+H 0.328 0.328 +D+Lr+H 0.738 0.738 +D+S+H 0.328 0.328 +D+0.750Lr+0.750L+H 0.636 0.636 +D+0.750L+0.750S+H 0.328 0.328 +D+0.80W+H 2.419 2.419 +D+0.750LrW.450W+H 2.204 2.204 +D+0.750S+0.450W+H 1.896 1.896 + 0.60D+0.60W+0.60H 2.288 2.288 +0+0.70E+0.60H 0.328 0.328 +D+0.750L+0.7503+0.5250E+H 0.328 0.328 +0.60D+0.70E+H 0.197 0.197 D Only 0.328 0.328 Lr Only 0A10 0.410 L Only s Only W Only 3.485 3.485 E Ony H Only 54 of 167 J 8:PW ytAjo : Av. 4S4tix, tvOgitiar tinna Lic. # : KW-06008805 Description : (5) 2x14 24' o.c. wl Parapet (Perpendicular Condition) Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade . .14V d X X7 Licensee .13&J HBK. Fb + Fb - Fc - Pill Fe Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling [Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection F Douglas Fir : No.2 Larch 0(0.034 Lr(0.04) 2x14 Span = 20.50 ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend xx 580.0 ksi Density 31.210 pcf Repetitive Member Stress Increase Service loads entered. Load Factors will be applied for calculations Uniform Load: D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, ((E) Roof Loading) Point Load: W = 0.680 k qi) 4.50 ft, (Parapet Loading) 0.799 1 Maximum Shear Stress Ratio 2x14 Section used for this span 1,034.09 psi N:Adual 1,293.75 psi +D+Lr+H 10.250ft Span #1 0,344 in Ratio = 0.000 in Ratio = 0.660 in Ratio = 0.000 in Ratio = Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 715,460 0 <360 372 >=180 0 <180 Design OK Load Combination Segment Length Span # M Max Stress Ratios V Cd C FA( C +D+H Length = 20.50 It 1 0.493 0.137 0.90 +D4L+H Length = 20.50 ft 1 0.444 0.123 1.00 +D+Lr+H Length = 20.50 ft 1 0.799 0.222 1.25 +D+S+H Length = 20.50 It 1 0.386 0.107 1.15 +D+0.7501..r+0.750L+H Length = 20.50 ft 1 0.688 0.191 1.25 0.900 0.900 0.900 0.900 0.900 0.903 0.900 0.900 0.900 Cr Crn Moment Values C t CL Mto 1.00 1.00 1.0G 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 9.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.222 : 1 2x14 50.01 psi 225.00 psi +D+Lr+H 0.000ft Span #1 Shear Values F'b V fvF'v 1.68 459.60 1.68 459.60 3.78 1,034.09 1.68 459.60 3.26 890.47 0.00 931.50 0.00 1035.00 0.00 1293.75 0.00 1190.25 0.00 1293.75 0.00 0.29 0.00 0.29 0.00 0.66 0.00 0.29 0.00 0.57 0.00 2223 0.00 22.23 0.00 50.01 13.00 22.23 0.00 43 06 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 55 o1167 Description : (E) 2x14 @ 24" o.c. w/ Parapet (Perpendicular Condition) Load Combination Max Stress Ratios C4 EMyex„ Licensee. . B&J HEW, INC. Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C I C L M Po F'b V (v FN + 0+0.750L+0.750S+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.386 0.107 1.15 0.900 1.00 1.15 1.00 1.00 1.00 1.68 459.60 1190.25 0.29 22.23 207.00 +D+0,60W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.450 0.161 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.72 744.85 1656.00 0.81 46.26 288.00 +0+0.750Lr+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50 ft 1 0.657 0.212 1.60 0.900 1.00 1.15 1.00 1.00 1.00 3.98 1,088.65 1656.00 0.81 61.09 288.00 +D+0.750S+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.403 0.140 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.44 667.11 1656.00 0.53 40.25 288.00 + 0.6013+0.60W+0.6011 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.353 0.130 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.14 583.85 1656.00 0.50 37.37 288.00 40+0.70E+0.60H 0900 1.00 1.15 4.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2050 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.88 459.60 1656.00 0.29 22.23 288.00 +0+0.750L+0.750S+0.5250E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =20.50 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 459.60 1656.00 0.29 2223 288.00 +0.60D+0.70E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.167 0.046 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.01 275.76 1656.00 0.18 13.34 288.00 Load Combination Span Max. ".. Defl Location in Span Load Combination Max. "+" Dell Location in Span +D++00..7``500Lr+0.450W+H 1 0.6597 10.026 110.01 '; u�i4' . s. ?'£, ,.s' .tea e•,zt?1} )'. S+z Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 0.0000 0.000 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750540.450W+H +0.60D+0.60W+0.60H +0+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only Lr Ony L Only S Only W Only E Only H Only 0.874 0.738 0.531 0.149 0.328 0.328 0.328 0.328 0.738 0.738 0.328 0.328 0.636 0.636 0.328 0.328 0.646 0.418 0.874 0.703 0.587 0.395 0.515 0.286 0.328 0.328 0.328 0.328 0.197 0.197 0.328 0.328 0.410 0.410 0.531 0.149 PROJECT. OA.e �^ h"rv' , yy.tA .. r..r fi..nf i•% fit. SHEET NO. .. 56 of 167 EIRANDOW 8' JOHNSTON ET.1 5 PROJECT NO...,; 4 .G?{ _..... ITEM. 6._:l?, El? ...: S_:•".+,?A..!.. ::?,+,':e ... P ,? s W1 L..L FoO xit - (x Y-t1'. tea nt c rrot4 ) ,h,s+Fjf" j ;": - 1'1C7073 n 's..400F` 2.7 :.r*25 . Soo.'t k) A LL tC,LF L)6.1.6•-1T- .�()PSf' je 14,5 .1,45t Ty p. ofrNi1,7 ,A Lt. re*7 4 it r x.'. fr39n? T 7"7,04 Fk ` r"wHT _ ? r•;'j^ 14 1 _i. s' j -7)",( , SE & =..x t t. FOR Fa rX4 Se - DATE .07/29 f' ENfi1NEER • BRANDOW & JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT•BEACH 1,11 BRANOCW 8. JOHNSTON OT.l.$45 PROJECT Hoag James Leadership Center SHEET NO. 57 of 167 PROJECT NO. S21.0031 DATE 07/30/2021 rtEm Footing Analysis - Int. Condition ENGINEER DM Continuous Wall Footing Per 2016 CBC Design Criteria Soil Wmn = 24 in Da*, = 24 in gmax = 2500 psf q = 2500 psf Reinforced Concrete Minimum Footing Width Minimum Footing depth Maximum Allowable Soil Bearing Pressure Allowable Soil Bearing Pressure Ref. 2016 CBC §1809.4 Ref 2016 CBC §1809.4 Ref. 2016 CBC Table 1806.2 Ref. 2016 CBC Table 1806.2 4O„ = 0.75 itb = 0.90 f� = 4000 psi Fy = 60 ksi dcover = 3.0 in X = 1.0 Design Shear Resistance Factor Bending Resistance Factor Concrete Compressive Strength Rebar Yield Strength Concrete Cover Lightweight -concrete Factor, 1.0 for Ref. ACI 318-14 §9.2.4.2 Normalweight, .75 for Lightweight Column Loading (k) Combination P (k) V (k) M (k ft) Soil Design (ASD - CBC Alternate) 1 1.5 0.0 0.0 Concrete/Rebar Design (LRFD) 1 2.723 0 0 Soil Bearing Pressure OK q, = 2500 psf Allowable sail pressure Pa = 1.512 k Maximum axial force Ma = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity q,,,ax = 755.8 psf Maximum soil pressure DCR = 0.302 Demand/capacity ratio BRANDOW & JOHNSTON: INC STRUC1 URAL & MN ENGINEERS LOS ANGELES NEWPORT BEACH PROJECT Hoag James Leadership Center SHEET NO. 58 of 167 BRANDOW & JOHNSTON Ettr.194E PRaJEcrNa S21-0031 DATE 07/30/2021 ITEM Footing Analysis - Int. Condition ENGINEER DM Concrete Design OK Pu = 2.7 k Maximum axial force Mu = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity qu = 1362 psf Maximum ultimate soil pressure Va (k) 4V„ (k) Beam Shear -1.3 23.6 Rebar Design OK Transverse Direction Try # 5 Bars @ 12" O.C. Peril. 4,M„ (k ft) rt 9 tdh 1:1`¢Reyq$ ,IfTwerantrispir 0.00 amosorom 18.00 y 51574151.0111 28.5 • 11.86 Summary Ref. AC1318-14 §9.6 Ref. AC1318-14 §24.4.3.2 Ref. AC1318.14 §24.4.3.3 Ref. AC1318-14 §25.4.2 Ref. AC/318-14 §25.4.3 Footing Caflout Footing Width (ft) Footing Thickness (in) Reinforcing Bars Perp. to Wall 33 rr re .le O O x N Parallel to Wall A 2.0 24 #5 Bars @ 12" O.C. T&B No 2 - #5 Bars T&B BRANDOW & JOHNSTON, INC STRUCTURAI. & CIVII. ENGINEERS I LOS ANGELES NEWPORT BEACH gib BRANDCW & JOHNSTON EST. 1945 PROJECT Hoag James Leadership Center PROJECT No. S21-0031 rrE61 Ext. Condition Footing 59 of 167 SHEET NO. DATE 07/30/2021 ENGINEER DM Continuous Wall Footing Per 2016 CBC Design Criteria Soil Wmtn = 24 in Dmin = 24 in clam = 2500 psf q = 2500 psf Reinforced Concrete Minimum Footing Width Minimum Footing depth Maximum Allowable Soil Bearing Pressure Allowable Soil Bearing Pressure Ref. 2016 CBC §1809.4 Ref. 2016 CBC §1809.4 Ref. 2016 CBC Table 1806.2 Ref. 2016 CBC Table 1806.2 = 0.75 c14r = 0.90 fa = 4000 psi Fy = 60 ksi dower = 3.0 in k= 1.0 Design Shear Resistance Factor Bending Resistance Factor Concrete Compressive Strength Reber Yield Strength Concrete Cover Lightweight -concrete Factor, 1.0 for Normalweight, .75 for Lightweight Column Loading (k) Soil Design (ASD - CBC Alternate) Concrete/Rebar Design (LRFD) Combination 1 3 Ref. ACI 318-14 §9.2.4.2 P (k) V (k) M (k ft) 1.0 0.0 0.0 2.468 0.083 0 Soii Bearing Pressure qa = 2500 psf Allowable soil pressure Pa = 1.044 k Ma= 0.0 kft e = 0.00 ft Maximum axial force Maximum moment Eccentricity gmax = 521.8 psf Maximum soil pressure DCR = 0.209 Demand/capacity ratio OK BRANDOW 8 JOHNSTON. INC SI RUCI ORAL 8 CIVIL ENGINGCRS I LOS ANGELES NEWPORT REACH alb BRANDOW 8. JOHNSTON EST. 19.45 PROJECT Hoag James Leadership Center SHEET NO. PROJECT NO. 621-0031 DATE 07/30/2021 rrEM Ext. Condition Footing ENGINEER DM 60 of 167 Concrete Design OK Pu = 2.5 k Maximum axial force M„ = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity qu = 1234 psf Maximum ultimate soil pressure Vu (k) 4Vn (k) Beam Shear -1.2 23.6 Rebar Design OK Transverse Direction Try # 5 Bars @ 12" O.C. Summary Perp. As Rey (in`) INVILIDEESIM 0.00 Sb Max (in) 18.00 _ t _ '_ �S <' 9<'I !Y; Lf�t�6V5,i�}fajSsjcS fi 'r' /tg;'fgf"."'NE l.(y �6,y 8 O > a w l.MPAI �i�Yt73•`t i3i�{'�i �:.. ,A�.a,>; E3 O, %FAtiT1 "'NE (k ft) 28.5 v4,7 a Yfrae. otBAtAirli af$1$$}t8 $rvi 1dn Req lflRANIFAMAMMISIMINW Ref. AC1318-14 §9.6 Ref. AC1318-14 §24.4.3.2 Ref AC1318-14 §24.4.3.3 Ref. AC1318-14§25.4.2 11.86 Ref. AC1318-14 §25.4.3 .0tjtl't1t;AMY% z Footing Callout Footing Width (ft) Footing Thickness (in) Reinforcing Bars Peril. to Wall Std. Hook Req'd Parallel to Wall A 2.0 24 #5 Bars @ 12" O.C. T&B No 2 - #5 Bars T&B BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS 1 LOS ANGELES NEWPORT BEACH I BRANDCW & JOHNSTON EST.IB15 PROJECT Hoag Leadership Cntr PROJECT NO. S21-0031 ITEM Worst Case "F2" Footing SHEETNO. DATE 10/21/2021 ENGINEER DM 61of167 Spread Footing Per 2019 CBC Design Criteria Soil Wm„ = 24 in Dmin = 18 in clmax = 2500 psf q = 2500 psf Reinforced Concrete Minimum Footing Width Minimum Footing depth Maximum Allowable Soil Bearing Pressure Allowable Soil Bearing Pressure Ref. 2019 CBC §1809.4 Ref. 2019 CBC §1809.4 Ref. 2019 CBC Table 1806.2 Ref. 2019 CBC Table 1806.2 = 0.75 Shear Resistance Factor = 0.90 Bending Resistance Factor fa = 4000 psi Fy = 60 ksi dower = 3.0 in X = 1.0 Design Concrete Compressive Strength Rebar Yield Strength Concrete Cover Lightweight -concrete Factor, 1.0 for Normalweight, .75 for Lightweight Column Loading (k) Soil Design (ASD - CBC Alternate) Concrete/Rebar Design (LRFD) Soil Bearing Pressure Combination 1 3 Ref. ACf 318-14 §19.2.4.2 P (k) V (k) fM (k ft) 16.8 0.0 0.0 28.19 0 0 OK qa = 2500 psf Pa = 16.8 k Ma= 0.0 kft e = 0.00 ft gmax = 1050 psf DCR = 0.42 Allowable soil pressure Maximum axial force Maximum moment Eccentricity Maximum soil pressure Demand/capacity ratio BRANDOW & JOHNSTON, INC STRUCTURAL & CIVSL ENGINEERS I LOS ANGEI.FS NEWPORT BEACH BRANDOW 8 JOHNSTON EST. 1915 NtaEcr Hoag Leadership Cntr SHEET NO. PROJECT NO. S21-0031 DAIE 10/21/2021 rrar Worst Case 'F2' Footing worm DM 62 of 167 Concrete Design OK Pu = 28.2 k Maximum axial force Mu = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity qu = 1762 psf Maximum ultimate soil pressure Vu (k) (k) Punching Shear Beam Shear 20.5 270 2.5 64.9 Rebar Design OK X Direction Y Direction Try 6 # 4 Bars OK Try 6 :i 4 Bars OK X Dir. Y Dir. M� (k ft) As k, (in`) As Temp (in`) (On) As (in) 4Mn (k ft) IC Reg (in) idn Req (in) I,,, (in) 10 10 0.16 0.16 0.78 0.78 18.00 18.00 8.40 8.40 1.20 1.20 78.5 75.8 24.67 24.67 9.49 9.49 17.50 17.50 Summary Ref. ACI 318-14 §9.6 Ref. ACI 318-14 §24.4.3.2 Ref. ACI 318-14 §24.4.3.3 Ref. ACI 318-14 §25.4.2 Ref. ACI 318-14 §25.4.3 Footing Callout Footing Width (ft) Footing Length (ft) Footing Thickness (In) Reinforcing Bars Direction 1 Direction 2 Std. Hook Direction 1 Direction 2 A 4.0 4.0 18 6 #4 Bars T&B 6 #4 Bars T&B No No BRANDOW & JOHNSTON. NC STRUCTURAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH ll BRANDOW & JOHNSTON EST.1845 PROJECT Hoag Leadership Cntr PROJECT NO. S21-0031 MEM Worst Case F3° Footing SHEET NO. DATE 10/21/2021 EPIGINEER DM 63 of 167 Spread Footing Per 2019 CBC Design Criteria Soil Wmin = 24 in Dmin = 18 in gmax = 2500 psf q = 2500 psf Reinforced Concrete Minimum Footing Width Minimum Footing depth Maximum Allowable Soil Bearing Pressure Allowable Soil Bearing Pressure Ref. 2019 CBC §1809.4 Ref. 2019 CBC §1809.4 Ref. 2019 CBC Table 1806.2 Ref. 2019 CBC Table 1806.2 = 0.75 4b = 0.90 = 4000 psi Fy = 60 ksi drover = 3.0 in X = 1.0 Design Shear Resistance Factor Bending Resistance Factor Concrete Compressive Strength Rebar Yield Strength Concrete Cover Lightweight -concrete Factor, 1.0 for Normalweight, .75 for Lightweight Ref. AC1318-14 §19.2.4.2 Column Loading (k) Soil Design (ASD - CBC Alternate) Concrete/Rebar Design (LRFD) Soil Bearing Pressure qa = 2500 psf pa = 25.0 k Ma = 0.0 k ft e = 0.00 ft gmax = 1000 psf DCR = 0.4 Combination 1 3 Allowable soil pressure Maximum axial force Maximum moment Eccentricity Maximum soil pressure Demand/capacity ratio P (k) V (k) M (k ft) 25.0 0.0 0.0 42.26 0 0 OK BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS I LOS APIGELES NEWPORT BEACH 1111111 E3RANDOW & JOHNSTON ESL 1945 PROJECT Hoag Leadership Cntr SHEET ND. PROJECT NO. 821-0031 DATE 10/21/2021 64 of 167 ma Worst Case "F3- Footing BONER DM Concrete Design OK Pu = 42.3 k Maximum axial force Mu = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity qu = 1690 psf Maximum ultimate soil pressure Vu (k) 4VH (k) Punching Shear Beam Shear 35.0 265 7.3 80.0 Reber Design X Direction Y Direction A+..ea, a ea u As Req (in ) Six (in) Try 6 # 5 Bars OK Try 6 # 5 Bars OK X Dir. Y Dir. 0.32 0.33 d y ve et,� ggppyy v 8 t . :�I;' ,i73j :A'w. `.S iji;ix£ eif� �v S d • '.iS�d` 18.00 18.00 in.. 'Irk ler a vv AS (in) XPAn•• ,bCo¢7<>Yvib'!t?2f Si 3klskil #efAJ ; 'e£il afib ' Id Req (In) Id (in) 23.50 23.50 1.86 1.86 Summary OK Ref. AC1318-14 §9.6 Ref. AC1318-14 §24.4.3.2 Ref. AC1318-14 §24.4.3.3 30.83 30.83 Ref AC1318-14 §25.4.2 Ref. AC1318-14 §25.4.3 S' 0 W r) l) C i + O li Footing Width (ft) Footing Length (ft) Footing Thickness (in) Reinforcing Bars Direction 1 Direction 2 Std. Hook Direction 1 Direction 2 A 5.0 5.0 18 6 #5 Bars T&B 6 #5 Bars T&B No No BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH 65 of 167 LATERAL DESIGN BRANDOW 8 JOHNSTON; INC F RANOOW t1. JOHNSTON ESL 19i6 PROJECT Hoag James Irvine PROJECT NO. S21-0031 nE7,1 MWFR Wind Leading 66 of 167 SNEETNO. DATE 07/20/2021 ENGINEER DM Wind Load Per 2019 CBC (Enclosed Buildings Analytical Method) Hurricane Prone Regionst Yes (`✓ No ] Wind Exposure : C Bldg. Occupancy Category: Basic Wind Speed, V: 11 (ASCE 7-16 Table 1.5-1) 95 mph Wind Pressure, q = 0.00256 KZ Kn Kd KeV2 (psf) Importance Factor, Topograhic Factor, Directionality Factor, Ground Elevation Factor, I = = Kd = KQ = 1.00 1.00 0.85 1.00 (No wind speed-up effects) (Typically .85 for Buildings) (Conservatively taken as 1) Wind velocity pressure. qs = 0.00256 KZ K- Kd V2 I = Avg. Bldg. Ht, h : 15 ft Bldg. Width, B : 50 ft Bldg. Length, L : 240 ft D Direction 1: L/B = H/L = Direction 2: B/L = H/B = 4.80 0.06 0.21 0.30 Direction 1 wee ftp s _Gei Direction .1 1 Direction 2 Velocity Pressure Exposure Coeffients: Direction 2 hGCp i KZ=2.01(Z/7)va fwQC, ELEVATION (ASCE 7-16 EQ. 26.10-1) (ASCE 7-16 Table 1.5-2) (ASCE 7-16 Section 26.8.2) (ASCE 7-16 Table 26.6-1) (ASCE 7-16 Table 26.11-1) 19.6 * K, psf GABLE, HIP ROOF MONOSLOPE ROOF ParE 4) z (ft) K. 92 (Psf) 15 20 a = 9.5 25 " Min. Z = 15 ft. 7,J = 900 30 35 40 Pressure at Avg. Roof Height, qh, : 16.67 psf 45 50 55 60 STRUCTURAL & CIVIL ENGINEERS IOS ANGEL ES 0.849 0.902 0.945 0.982 1.015 1.044 1.070 1.094 1.116 1.137 16.67 17.71 18.56 19.29 19.93 20.49 21.01 21.48 21.92 22.32 NEWI''ORT BEACH ELIVA110N Ei.EVM1CN z (ft) K: q (psf) 65 1.156 22.70 70 1.174 23.06 75 1.191 23.39 80 1.208 23.71 85 1.223 24.02 90 1.238 24.31 95 1.252 24.59 100 1.266 24.85 67 of 167 111 BRANDOW & JOHNSTON EST.1945 PROJECT Hoag James Irvine sHEEf NO PROJECT No. S21-0031 ..............._..._........................---------.....__.........: DOTE 07/20/2021 run MWFR Wind Loading ENGINEER DM Wind Load for Main Wind -Force -Resisting Systems Wind Toads on Walls/Roofs (Horizontal Toad) P = ql, G Co- gh(GCp1) (MWFRS Lateral Load) "Note GC pi cancels for lateral load Roof Slope: 0.5 : 12 0 = 2.39 Degrees G = 0.85 ASCE 7-16 Sect 26.9.1 GCpJ = 0.18 ASCE 7-16 Table 26.11-1 DIRECTION 1 LOADING: Roof Pressures, For Lateral Loads: Direction 1 Loading + or -.18 for enclosed bldgs. Windward Leeward NET PRESSURE q„ (psf) Co P *Component Co P Component *TOTAL 16.67 -0.18 -2.55 -0.11 PSF -0.30 -4.25 -0.18 PSF 0.18 PSF Item A Item 8 *Calculation uses 0 if this component is negative Wall Pressures, For Lateral Loads: Direction 1 Loading Windward qZ (psf) Co P - Item C h (ft) Leeward (In (psf) Cp P - Item D NET PRESSURE TOTAL 15 16.67 0.8 11.3 PSF 16.67 -0.20 -2.8 PSF 14.17 Pressures listed in tables, above and below, under the "Net Pressure Total" column, are the total horizontal pressures on the projected area as shown at right. The pressures fisted by item number are the pressures perpindicular to the surfaces shown at right and labeled by item number. Note: A minimum load of 10 psf over the entire projected area is used in analysis. Diagram is not an exact representation of subject bldg. PSF BRANDOW & JOHNSTON, INC STRUCTURAL & CNIL ENGINEERS I LOS ANGELES NEWPORT BEACH 68 of 167 BRANDOW 3 JUHN`'i'ON EST.1995 PROJECT Hoag James Irvine PROJECT NO, 821-0031 RBA MWFR Wind Loading Wind Load for Main Wind -Force -Resisting Systems SHEET NO. DATE 07/20/2021 ENGINEER DM DIRECTION 2 LOADING: Roof Pressures, For Lateral Loads: Direction 2 Loading Windward Leeward NET PRESSURE qh (psf) Cp P *Component Cp P Component *TOTAL 16.67 -0.18 -2.55 -0.11 PSF -0.30 -4.25 -0.18 PSF 0.18 PSF Item A Item B "Calculation uses 0 if this component is negative Wall Pressures, For Lateral Loads: Direction 2 Loading Windward Leeward qZ (psf) Cp P- Item C qh (psf) Cp P- Item D h (ft) NET PRESSURE TOTAL 15 16.67 0.8 11.3 PSF 16.67 -0.50 -7.1 PSF 18.42 PARAPET WIND LOADING (IF ANY): Pp = qp GCp„ Equ. 27.4-4 ASCE 7-16 Avg. Ht. of parapet (above roof), hp: 6 Ft Z: 21 Ft Item E: Pp = 26.84 PSF Windward Item F: Pp = -17.89 PSF Leeward Item G: Pp = 44.74 PSF Net Pressure on Parapet's Projected Area ITEM G Pressure on parapet, qp: 17.89 PSF GCp„: 1.50 Windward -1.00 Leeward PSF BRANDOW & JOHNSTON, INC STRUCTURAL & CPAI. ENGINEERS I LOS ANGELES NEWPORT BEACH BRANOOVJ & JOHNSTON EST. 1945 PROJECT Hoag James PROJECTNO. S21-0031 mat Load Sheet 6S of 167 SHEET NO. DATE 07/20/2021 ENGINEER DM 2019 CSC Lateral Loads Equivalent Lateral Force Per ASCE 7-16 §12.8 Period of Structure Ta = 0.152 s ASCE 7-16 Eq. 12.8-7 Ct = 0.02 X = 0.75 hn = 15.0 Seismic Coefficient ASCE 7-16 Table 12.8-2 ASCE 7-16 Table 12.8-2 Avg. Bldg. fit (ft) To = 0.129 ASCE 7-16 § 11.4.6 Ts = 0.643 ASCE 7-16 §11.4.6 TL = 8 ASCE 7-16 Fig. 22-14 to -17 Cs = 0.142 Exception Taken per 11.4.8 ASCE 7-16 Eq. 12.8-2 Site Class: D - Stiff Soil R = 6.5 p = 1.3 Ie = 1.00 Fa = 1.0 F� = 1.8 Base Shear Risk Category: 11 ASCE 7-16 Table 1.5-1 Seismic Design Category: D ASCE 7-16 Table 11.6-1$2 ASCE 7-16 Table 12.2-1 ASCE 7-16 §12.3.4 ASCE 7-16 Table 1.5-2 ASCE 7-16 Table 11.4-1 ASCE 7-16 Table 11.4-2 V = 68.4 k Cs MAX = 0.597 ASCE 7-16 Eq. 12.8-3 or-4 Cs MIN = 0.040 ASCE 7-16 Eq. 12.8-5 or-6 SE = 1.380 St = 0.490 Sps = 0.920 Sol = 0.591 ASCE 7-16 Eq. 12.8-1 1 2 3 4 5 6 7 8 9 10 Story Story Story Height Area Weight Level (ft) h,l (ft) (sf) (psf) Roof 16.0 16.0 12000 21.0 wXhx k wx (k) (k ft) C,,., FI (k) 372 5952 1.00 68 Total: 372 5952 1.0 68.4 BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH �V 6RANGOV!& JOHNSTON EST 1345 PROJECT Hoag James pRoJEcrNo. S21-0031 NE7! Load Sheet SHEET NO. BATE 07/20/2021 BOMBER DM 70 of 167 Diaphragm Loads ASCE 7-16 Eq. 12.10-1 Fpx min = 0.184 *wpx Fpx mux = 0.368 *wpx IF; wpx NS wpx EEW Fpx NS Fpx EW Level IF; (k) iW (k) EW; (k) (k) (k) (k) 1 Roof 53 372 0.184 356 328 65.5 60.4 2 3 4 5 6 7 8 9 10 *Note: p = 1.0 for diaphragm loads per ASCE 7-16 §12.3.4.1 BRANDOW & JOHNSTON STRUCTURAL & CIVIL ENGINEERS 1 LOS ANGELES NEWPORT BEACH • BRANDOW E. JOHNSTON EST.1845 PROJECT._:I'1Q•_l .. A1.``_'�.�`�.:.5...��C i�x F^ �^ . �. 4CCr'T�� .. �SHEET NO. � i o1187 PROJECT NO.._ua� ..".. .€ ... DATE ?. r 9., .2,i ITEM ...hATe Is. c. _ rr-..STC� i�. ENGINEEN ... SEE. Mt.sPRS c�l:'..� c.&T ac.r Pp rPS� ,0p 1,oh)tT74):14A_-F/ 5 Y fr {U, 6>ct. 1-P1,1. = 10q • PM\Ti.-rm 014 ) P'S F.* 11 ) ] i [,1 t(tA.14s-NI/Si f--P�a.Tior; Sr � � �r 1 V. r �.y of •. '� 1 ''J Y P-".ft. "f• !� i. 1 ,) * Jv '�' (� lL� {3 'v F'�" 5 ?01* .ice 1 c›, 'F ,(j,, f ii jjJ f trap = 3554047 - 3561( 4T-01'A.w ;" 3712.LiC.,5 =372' Lo►Yi VT OXHA L.- F/.4) _ :.9C).�:{' y F G�^^ ti PC !II N' f �i (p, �,SyiyC f (T� �1.7 r...+ 1..1 ;5. �, - I r f•[ � � 7' J �.- ]'� �� � � • � � j � Y:t •••• - : 50..k, � l i I�LJfrr',p,f1.sv6.g.s!G-T ;sJ ( !I P. LIfl''X' .1`IeS/ vtizi5psF*2q,.or:*--2') leerIC NRANOOW&JONNSTON STRUCTURAL t CIVIL ENGINEERS LO8 ANGELES NEWPORT BEACH )AIPHRAGM LOADING DIAGRAM CO U o W 0 - N N / / / / / W5 L. / N in n oi t) N M rl YYV W7 I W8 24' 13.25' 12.5' 11' V10 ► V11 V13 0 N 72 of 167 11111. BRANDOW & JOHNSTON'' EST. 1945 Q k Fe k f ' s 4, r'S 3 So r 1 ifw (y P S i 'F �4r A 7 `> 4 s (s y, 5 °/, W Ll (mis) _W 2 `"')5). PROJECT ft '(3PA/7.. 5.. c: Stir!-., PROJECT NO.! MpI"i. ......... . ITEM i.G'�t"J� _._1�.:Z4:_^► SHEET 00. // 73 of '167 OklE ti.?j.2 ./A . . ENGINEEO ..z' _ . ... 5.'13. }?a ' y.ZS r ,: / 23.75, f 1 o.75' 41 / FQ_c"5• a'- jj FP(N/S) =65,5 1 o785F� (� S Fp ((,4.9 60,41 y 1 c� � • � ` � ' 5.5 P :1 " U.334J 7 CyO V E.' - h cz. T 1�` 1.: �: i`4 - C'.'C2"0,•I E,•:L Si i'i,r' Y - 3. ©' Fp'>:� � i � tc,,54 3. 0 q ,. 5 K 3 rl)te:,,1 t%.t1 4A ?.o z. 1.2 wt(Vs):. 10P`F 8.7 ,(3 . 1,4 (W� = \ ` 1 (0/ ). 3 ° P�]] i" p 0' s !�; =f fpt'ma-*23./ yS'='. BRAND OW&JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH PROJECT HQ, r.2,411.41_.6fi,Al,?.6f3=N7(> GENTc$NEETNO. . 7441167 - -- PROJECT NO. . NATEb7/.2-91 .1 ITEM LAT *s ,4P1.. Ca4: 7:1-N...._.. „..... _ .. ..... ENi1NEER EIT. NI !s/J (E/w) = 5.5 ►'c__, r It 4401 - ) ?, 2 0 IX w) t 5.5Pst- MS' &logy/, 1/37(E/LI) = 5SQsF*18t.51 oveVi. W8 (EA:,) ' 5 5 PSl- 3>.7 7 ': zo0'/ R.x►a&WS)-Wt(IJA)ot 11 75/=382''* ru2141-1 s I4.7=229•" (sErSr.�c Rxa©("/S) L(N/s 54217 =7a50- (L-NTu �} 2_:�jiQ'1 C�EIsr^Zc.\. 11, 7• ViVSj : SEE. t. c ra Lc Fort R. /•) T1A X' 2z- 730' (UIN&) M1�=13L�H� (se. M_c.) RxNOiN,�a' (vJ/S)*553A.: 1'334"(t. r ) 80011 (sc./srxs✓� jt)co®("%s_ L1(►/)). 12./S : ySG21;' 27 S7.51 (se,.zs z = 3q oo* (sE ysm -c) •, = a9c.�2.s��:�xsM=L, (N/)) z (.y('%s)+ its/ =1312.' (u LH A, �z Rx (PS) , 1,37(e*/5 4-a"..5 - Lig 5"t1 (Lin 0 ) /�(072 (s6=SM=<-) NNANDOW&JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 75 of 167 Desolation : RXN (3) WS -Wnd Elastic Modulus 29,000.0 ksi Span #1 Span Length = 76.750 ft Load for Span Number 1 Uniform Load: D = 0.6075 kill, Extent = 0.0 -->> 37.750 ft, Tributary Width = 1.0 ft, (Wind Load) .4,1 . • AU '4itv.,_cs Licensee :B&J HBK. INC. Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 11047;;';17' Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.50 kftt, Extent = 37.750 -->> 78.750 ft, Tributary Width = 1.0 ft, (Wind Load) • ...... • -• • , • • Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection 426 .8 3 6 k-ft Maximum Shear = 22.773 k +D+H Span# 1 37.406 ft 0.000 in 0.000 in 165.522 in Max Upward Total Deflection 1.585 in 596 Load Combination Span # where maximum occurs Location of maximum on span . , - • . .,„ 0 Load Combina5on Max Stress Ratios 0 0 5 +D+H Span # 1 0.000 ft Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mu/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 78.75 ft +D+H Dsgn. L = 78.75 ft +0+1+H Dsgn. L = 78.75 ft +0+1.r+H Dsgn. L = 78.75 fl +0+s+H Dsgn. L = 78.75 ft +D+0.750Lr+0.750L+H Dsgn. L = 78.75 ft 40+0.750L+0.750S+H Dsgn. L = 78.75 ft +D+0.60W+H Dsgn. L = 78.75 ft +D+0.750Lr+0.450W+H Dsgn. L = 78.75 ft 40+0.7506+0.450k/0H Dsgn. L = 78.75 ft +0.60D+0.60W+0.60H Dsgn. L = 78.75 ft 4D+0.70E+0.60I-1 Dsgn. L = 78.75 ft +D+0.750L+0.750S+6.5250E,H Dsgn.1. 78.75 ft +0.60D+0.70E+H risgn. L = 78.75 ft 426.84 426.84 426.84 426.84 426.84 426.84 426.84 426.84 426.84 426.84 256.10 426.84 426.84 256.10 426.84 426.84 426.84 426.84 426.84 426.84 426.84 426.84 426.84 426.84 256.10 426.84 426.84 256.10 22.77 22.77 22.77 22.77 22.77 22.77 22.77 22.77 22.77 22.77 13.66 22.77 22.77 13.66 76 of 167 Ai`;!ne »yYA412Abiv.y"'V'a�'a °i'.'Sfp tr.. Lic. #: KW-06008805 LicenseeB&J HBK. INC. Description : RXN (3) NIS - Wind Vertical gea*oy>01!aVMs 4 3s'K Load Combination Support 1 Support 2 Support notation : Far left is #1 Values in KIPS Overall MAXlmum Overa6 MINimurn +D+H 22.773 20.660 +D+L+H 22.773 20.660 +D+Lr+H 22.773 20.860 +D+S+H 22.773 20.660 +D+0.750Lr+0,7501+H 22.773 20.660 +D+0.750L+0.750S+H 22.773 20.660 +0+0.60W+1-1 22.773 20.660 +D+0.7501.r+0.450W+H 22.773 20.660 +D+0.750S+0.450W+H 22.773 20.660 +0.600+0.60W+0.60H 13.664 12.396 +0+0.70E+0.60H 22.773 20.660 +D+0.750L+0.7505+0.5250E+H 22.773 20.660 +0.60D+0.70E+H 13.664 12.396 D Only 22.773 20.660 Lr Only L Only SOny W Only E Only H Only 435 327 VEMBER•-» 22.773 20.660 1 +D+H H +D+6.664+H 14010D+DJDE+H 7,41 S36 2323 31;11 o:(R) 1 +D+1 +N I +D+S+N 1 +D+D.7501.46.750L4 I +D+6,1SU1+D.75D5+H I+D+D.7S0L+6.4SDif+H I+D+6.1565+6.456Y'+H I'+6.6DD+D.6641+6.66l 14D+6.16E+D.66H f4+D+6.75D1+DJSDS+6.S2SDE+t +D+L+H 77 of 167 t an aV.+y��r x•' Lic.#: KW-06008305 Description : RXN (3) NIS - Seismic ...:G:ei t':!! PiW abtr sstca,k'MV Elastic Modulus 29,000.0 ksi Span #1 Span Length = 78.750 ft Dt0.3645) Area = Span = 78.750 ft 10.0 inA2 Moment of Inertia = 0.3) 100.0 in°4 Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.3645 kfft, Extent = 0.0 -» 37.750 ft, Tributary Width =1.0 fi, (Wind Load) Uniform Load : D = 0.30 kfft, Extent = 37.750 -» 78.750 ft, Tributary Width =1.0 ft, (Wind Load) VON, WOO, Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on scan Maximum Deflection Max Downward Transient Deflection 0.000 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 99.313 in Max Upward Total Deflection 0.951 in wlY�lll�i��{(����Y.�r�1�W'�.��T.. .+T*'•�h Y{c �'V��4L...� �R�rm��. 256.101 k-ft +D+H Span#1 37.406 ft Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 0 0 9 993 Load Combination Max Stress Rados Summary of Moment Values (k-it) Segment Length Span # M V Mmax + Mmax - Ma - Max Mix Overall MAXimum Envelope Dsgn. L = 78.75 ft 1 +D+H Dsgn. L = 78.75 fl 1 +D+L+H Dsgn. L = 78.75 ft 1 +D+Lr+H Dsgn. L = 78.75 ft 1 +D+S+H Dsgn. L = 78.75 ft 1 +D+0.750Lr+0.750L+H Dsgn. L = 78.75 ft 1 +D+0.750L+0.750S+H Dsgn. L = 78.7511 +D+0.60W+H Dsgn. L = 78.75 ft 1 +D+0.750Lr+0.450W+H Dsgn. L = 78.75 ft 1 +D+0.750S+0.450W+H Dsgn. L = 78.75 ft 1 +0.600+0.60W+0.60H Dsgn. L = 78.75 ft 1 +D+0.70E+0.80H Dsgn. L = 78.75 ft 1 +D+0.750L+0.750S+C.5250 E+H Dsgn. L = 78.75 ft i +0.600+0.70E+H Dsgn. L = 78.75 ft 1 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 153.66 256.10 256.10 153.66 13.664 k I +D+H Span # 1 0.000 ft SIwarValues (k) MnxlOmega Cb Rm Va Max Vnx Vnx/Omega 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 153.66 256.10 256.10 153.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 8.20 13.66 13.66 8.20 78 of 167 Lic. tt : KW-06008805 Description : Vitt. 0 R a' tazS'�'.x�'.,say.` ,1 "•' .: 4$`'�$ r, Support notation : Far lett is #1 Vabes in KIPS Load Combination Licensee : 8&J HBK. INC. RXN (3) N!S - Seismic Support 1 Support 2 1 Overall MAXirrxmr 13.664 12.3961 Overall MINimrm 4D+H 13.664 12.398 +D+L+H 13.664 12.396 +D+LrtH 13.664 12.396 4D+S+H 13.664 12.396 +D+0.7501r+0.7501+H 13.664 12.396 +D+0,7501.+0.7503+H 13.664 12.396 +0+0.60W+H 13.664 12.396 +D+0.7501j+0.450W+H 13.664 12.396 +D+0.7505+0.450W+H 13.664 12.396 +0.60D+0.60W+6.60H 8.198 7.438 +D+0.70E+0.60H 13.684 12.396 +D+0.750L+0.7505.0.5250E+H 13.664 12.396 +0.60D+0.70E+H 8.198 7.438 D Only 13.664 12.396 Lr Only L Only S Ony W Ony E Only H Only 1% 131 G 0 I 1+D+H .1+D+1+11 :1.+Dt1++H, - • - 1+D+5+111+D+67SDL'4.7S6L+R ,. 1+Dt0.15D1t6150StH • 1 +D+6.66W+H 0.75D 1,+D+1r+0.450F 411 1 +DtD 1S6S}6..4i01+H i+6.66D+D,60N+6.6fit+ 1+040.71141,600 : ' 'I+D+4:1501+D Jibs+6,S156E+1 1+6.66D.6.10E+H 151 BRANOON & JOHNSTON EST 1s4$ PROJECT _ HDA016If1L•S PROJECT NO...S2.i -A.p%I I SHEET NO. .......... I 79 of 167 DATE .0/7 /.I.. ITEM .4.ATE.R:AL...00 °>2lrM ......................_................................. 1 ENGINEER .. % ._... RkN..Q (E/") =.wp(4/0)14:24t//,Z= 1504Q L (se, ss..ric Nx44C°(9W)= �3 (,3* S•rwxSt�i L - 5GE. EE, t.cAL. •2.eAo42�.Y R1 i {tx°0(6/I..3 = L1S(e/y) .III = 4 1 `4 4 ¶ :(5s )®(`/s) ik)-1 tis'}J/875. =1q.PLF (uxµ�a� :�-� 1.0.G. lop ...(Aso) `"15) � rz.x 0 (i4/) - � � it s PL.I= (1.1 bk �) .7�*o,4 = a7 PLF. � /bra'. =. � ... . 0® ets) n: (N/s)/ = 37.S PLF (Ls tM5) y .o.G . = 01.2.,5 (ASF)} Rx+4.0 ("lsj/so, : F (twg 0) •:11- (, :16,2 PL.F (+4s0} . . VeDe4/s) �x u.®('YS)/ , = `(Z:PL (w171•ti) : ): It 0,(0 . _ :55.2:nzr. (Asn . '&("7s}' (Lx3e/5V,- I-s0.pi.p (1,zzials) ? ,78.:PI_r .(Asb) (73),,e,y t V /50, q9 .t'L F (wxa�,�} -7. a(o := Go P� (oksi) 1J t6("'/s Rx j (`'/.,r = 2 7 P:l : w.2" n — -©. Cm = I G.Z pt.. r : yg:(''/.s R)(NIA ("/s�f 5 egg i' t,+�r�f) ::�A-c) I t) PLF :(A.` ).) ✓.lo (��►) g.xa';C��(6/w/2. ,= (ece PLF . (s6:.T.srlr`.570,7-.`Mb) G_ J. 5 fl .+.._ (�f`T��'S�L� "_.� 'Oe� J$ PL� (A.S.•r) - • Pax'. � rsr�zc�_� �0,7:-.1-1,21'L (Asl�}• }UoRt>T. Ls b6- 1-t2A6..• Pt:F �tsl') . II se. 15 " A PA -0-A7c.0 I4/ to eJ.. in" Bo 004)Aray :1 e DU€ BRANDOW L JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH a 80 of 167 97:34 Lic. # : KW-06008805 Description : 'R11" (E 1)-W6 & W7 4 o y�f/e OAN•'Y(Q 400440$ tl(`0af oiiiit:8iitl troiVAgri ‘'« , Elastic Modulus 29,000.0 ksi span #1 Span Length = 25.750 ft Area = i+Si9(�ATiVi 10.0 in"2 Moment of !nerds = 100.0 EN Span = 25.750 ft Load for Span Number 1 Uniform Load : D = 1.089 kat, Extent = 0.0 •->> 13.250 ft, Tributary Width = 1.0 ft, ("W6"} D 04) t'`s Service loads entered. Load Factors wr7I be applied for calculations. Uniform Load : D = 1.004 kill, Extent =13.250 -» 25.750 ft, Tributary Width = 1.0 ft, (W7") Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection ILL 86.969 k-ft iAaximum Shear = +D+H Load Combination Span # 1 Span # where maximum occurs 12.618ft Location of maldmum on span 0.000 in 0.000 in 3.605 ir. Max Upward Total Deflection 0.035 in f�8ltilliU1l11bFt Y:bklltiR+iu >.,r Load Combination Max Stress Ratios 0 0 85 8955 13.763 k +D+H Span # 1 0.000 ft Summary of Moment Values (k•ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx MnxlOmega Cb Rrn Va Max Vnx Vnx/Ornega Overall MAXimum Envelope Dsgn. L = 25.75 Il +D+H Dsgn. L = 25.75 ft +D+L+H Dsgn. L = 25.75 ft +D+Lr+H Dsgn. L = 25.75 ft +D+S+H Dsgn. L = 25.75 ft +D+0.750Lr+0.750L+H Dsgn. L = 25.75 ft +0+0.750L+0.750S+H Dsgn. L = 25.75 ft +D+0.69W+H Dsgn. L = 25.75 ft +D+0.750Lr+0.450W+H Dsgn. L = 25.75 ft +D+0.750S+0.450W=H Dsgn. L = 25.75 ft +0.600+0.60W+0.60H Dsgn. L = 25.75 It +D+0.70E+O.6C.H Dsgn. L = 25.75 ft +D+0.750L+0.750S+0.5250E+H Dsgn. 1. = 25.75 ft +0.60D+0.70E+H Dsgn. L = 25.75 ft 86.97 86.97 86.97 86.97 85.97 86.97 86.97 86.97 86.97 86.97 52.18 86.97 86.97 52.18 86.97 86.97 86.97 86.97 86.97 86.97 86.97 86.97 86.97 86.97 52.18 86.97 86.97 52.18 13.76 13.76 13.76 13.76 13.76 13.76 13.76 13.76 13.76 13.76 8.26 13.76 13.76 8.26 j 111 BRRNDO'W & JOHNS ION PROJECT.t7P:Gf!�.%{RrrNP.-1tH.d'2 PROJECT NO. 5.2.1.-sx.*..r-_........... ITEM P- Afil erAirP 1.....[..1 f MAW "4'oP) 6*: i)E:iAt s„ I SHEET NO.......... 81cif 167 I DATE 1ot21/.Z./ .....I I ENGDEEER _. L t .................1 j Jl _ (vS✓'' \ i c.>anmo 0/ ►A) ; 11014ie.% :2'00% 2eVt/8=fir52s x› T = 3 i 5"3'1��, goa it • . Doi. zit& `sor: .Ri> rtai5 sx. : : ti. F..Ci �d 1 L r t � Le 64:tt : . fj Z,4„r err.4,) 1 i.o f : 4%7:5 Psr.* 1 pSo r t 4k.7- �A�s,�„ ,AtA40.L.4= L (1.5...Z.N* V45M/4) -: I4.5xJiZ =i�{¢c911.1flt,*,S�rla �. ...(5..i sx OpepPsr, off: v.s/ 1Gd I 2254,27 ` i 1 :> N Soo VAT"t• v z `4-2P..'9t*S.P. : ; 04Of2..D 6e.Tt-4.6s "14 : (ov7.5-% *0.10 - 3iiw.5/t (k4)=7.75.' 51o04/1 O,L 13 ' /i VSb) '' 4) rya.. -25‘;1 ok-y 51 ).„2.1s. �t.151zz /1(0,5r,-tL = 1.0 j Psi { 10Sopcz �. (00.254 h= Toy A PNE- b F. plAoparzAcvm MoR.C> 11 A-v&. 1_6(5S L.OA �'. D% 6V OHsP r a4 BRANDOWI,JOHNSTON STRUCIURAL t CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 1116111.1111. BRANDOW &:• -JOHNSTON EST.1945 PROJECT_1.10/7 Utfrl;.ca PROJECT NO.12..2 . ......._. ...... .............. ITEM J476gP_;.,,...k.Z.. i274..4.... SHe R 71767(1A.\; Oat To T. A L. Q, .y r L. a 77r1 AR wJa 1 0-7 s; SHEET NO...... 82 ofi 167 DATE O.?/ 2! 2 / . ENGINEER • G.S'T.riG 1.o Asp k.'S\ tC? s..ON oeiist,f 1oc0%`. ,] p' a .3 taii'N �. f5,�Z..6 CL C. rt o = (2,1 A- loo&/k }= i. °r`c'Ca-*octss1;311 .` a I v 7 6 u r ..'. Sar,e;1 Me lt4 >f +IZ.,1 e, a 4 '"J( Cr - _...�2N'E !�. 1:1).7 0=35/2: ci..851. V"HE (,psF - q,8)s" = 5'61.25r! �- T.1,.=6 ` ,7S't21 5 ! _ .s. `1,1'7 > S }a E. F k, '/ `/� p �`7 pjp'.Y 5-q s .} �'-' (vv.r l.'`a d rUC,A(L LsRLL t.%).f f ,. • Try.=672.7 5 ' 4, �' � //2 r Yl..xrac q2' = 252P' - (t vr4hkj p33 At...l= tSsxs cc., BRANDOW& JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT REACH 111 U.. BRANOOW &^ ..JOHNSTON • ESL 19A5 PROJECT 1il..i:....�_._....�.> ._,./ ��_._:>:.�,.%��.....<..�h,l�_Q^-:...... SNE£'t fEO...... .. 8� of 167 PROJECT NO...v.e2...J,7.1:V.2.......................................... OATE.:��%r.K._'! .. ITEMS... iJ� c.24:14. ..... . ems- a Pr ! , 1P5F II,8F7-" 7tP! ;;>14FAQ_ E 1714, rI I \ 2v rrG ENGINEER Vg.Tme,=(0 PS, F+.?:.II ��-i32,75pc.ct)) 617PLJ �i p4Z Gay 6.4/rNi) ) oo Pi- r(s GIST"1 c ) r^n VL3r+L =(a PSro-12r='r% : 1 6vorric>) tl PLF sW �'-,A€L.. LzP T►�• ?7.5;% 3^�,7��� ' BRANDOW&JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT EACH 111 BRANDOW S JOHNSTON ESL 3.1346 PROJECT-.I.4.O.. Cs.. %tT"Er\.G.6ADERSNt.iP GtN76(2 PROJECT JO,..rr. ITEM ..L 7'U.RZ.Af,... 1k:476 Tt ' .. —`7SPG PcR.- t,x•J &r 2.a,` • V35P.5P*.p2,' .5 et-r 3 st4E,Ae....:C..%\I E T.0 , ?�J'+ Z,.�S� � z,` aq,¢7' FT. Vc.irl&-:I%,3 4xaF 2-14.G75"FI -.. z '• 10g PL:F H E A( c!.r :fit vo=lvt, „ 5-10,375PT (s. r5 t'1.7" rj S14GAR-py2)-z 6, 5 fr I SHEET NO. 84 of-187 DATE 07/24l?+i .........; 1 ENGINEER • BNANDOW & JOHNSTON STRUCTURAL + CIVIL ENGINEERS WS ANGELES NEWPORT BEACH 1111 BRANDOW JOHNS -ON ST.1945 PROJECT Hoag James Leadership Center CLIENT WM LOCATION Newport Beach, Califomia REu (N/S) Walls JOB% S21-0031 85 of 167 DATE 10/19/2021 ENGINEER OM SHEETS Transverse Seismic Demand F_w_roof = 65.40 k Wmax = 0.0059 KSF Fe_roof= Wmax = (ASD) 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 1 Multiple Walls? N Tributary Width: 9.88 ft Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: 230.00 38.50 14.5 3.5 10 16 Gravity Tiib.: 9.875 Additional Walls in Line: Total Length of Wall: ft ft ft psf psf psf ft Chord Member: b = 3.0 in d = 5.5in Cmax=Vh/d= 1050Ibs le=4ft PDT = 5239 Ibs le/d = 16 Net Compression = 6289 Ibs Fc = 1000 PSI FcE = 1990.8 PSI Fc* =1600PSI c=0.8 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR Pc = 1217.1 PSI = 20082 Ibs 0,31 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.47 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 2.244 K V (Seismic) = 1.646 K [Wind Governs] Wall Length = 31.00 ft V_Wall (Wind) = 72.4 PLF V_Wall (Seismic) = 53 PLF Schedule No. 1 Schedule No. 1 V all = 475 PLF V all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 5239 Ibs Tmax = Vh/d = 1050 Ibs Net Uplift = 0.6 x P_DL - Tmax = 2094 Ibs No Uplift ACI Anchor Loads (LRFD) Tall - 4565-lbs OTIC [No O.T.] [Wind] [No O.T.] [Seismic - 00] Sill Bolts Try 5/8" 0 Anchor Bolts @ 24 in O.C. wl 3x sill Vmax = 145 Ibs VaII = 1888 Ibs O.K. (NDS 2015 Table 11 E) Wall 2 Multiple Walls? Y Tributary Width : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 24.38 230.00 50.00 14.5 3.5 10 16 10.25 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Wall: 36.25 ft Chord Member: b = 3.0 in d = 5.5in Cmax = Vh/d = 2878 Ibs le = 4 ft PDT = 1935 Ibs le/d = 16 Net Compression = 4813 Ibs Fc = 1000 PSI FcE = 1990.8 PSI Fc* = 1600 PSI c = 0.8 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR Pc = 1217.1 PSI = 20082 Ibs 0.24 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.29 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 7.195 K V (Seismic) = 5.275 K [Wind Governs] Wall Length = 11.25 ft V_Wall (Wind) = 198.5 PLF V Wall (Seismic) = 146 PLF Schedule No. 2 Schedule No. 2 V all=715PLF V a11=510PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = Tmax = Vh/d = 2878 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU4 Holdown Tall = 4565 Ibs O.K. 1935 Ibs -1717 Ibs Holdown RE4'd ACI Anchor Loads _(LRFD) -3055 Ibs [Wind] -5795 Ibs [Seismic - 00] Sill Bolts Try 5/8" o Anchor Bolts @ 16 in O.C. wl 3x sill Vmax = 265 Ibs Vall = 1888 Ibs O.K. (NDS 2015 Table 11 E) 1116 V.HANDOW 3 JOHNSTON EST.1845 PROJECT Hoag James Leadership Center CLIENT Ware Malcomb LocanoL Newport Beach, California IEN SW FTG Wall 1 Trans 86 of 167 Joe* S21-0031 DATE 08/26/2021 ENGINEER DM SHEETS SHEAR WALL FOOTINGS WALL LABEL = Wall 1 Trans. D+0.6W M applied = 33 k-ft D.L. Shearwall = 0.303 klf f'c (ksi) = 4 P min = 0.0018 SHEARWALL GEOMETRY FOOTING A = 6.33 ft. Width (ft) j 2.0- 1 L = 31 ft. Depth, d (in) B = 0.5 ft. Length, Li (ft) =LI 37.8 P1 (kips) = 0.00 @ 5.83 ft Base Soil Pressure: 2500 P2 (kips) = 0.00 @ 20.83 ft Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soil Pressure : 3325 psf Max Soil Pressure: 3325 psf Footing Weight (k) = 22.7 Wall Weight (k) = 9.4 RsoIL = 32.1 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: psf NI = 602 = RSOIL * XR XR = S'M / RSoIL (ft) = 18.8 grim (Psf)= 435 O.K. e (ft) = 0.2 Left of Center q,a;n (psf)= 413 O.K. Load to the Right: ?'M = 667 = Rso1L * XR XR = EM / RsoIL (ft) = 20.8 gmax (psf)= 550 O.K. e (ft) = 1.9 Right of Center gunk, (psf)= 299 O.K. Bending Reinforcement Bar Sizl Fy (ksi) Spacing (in.; As (sq.in) dMn (k-ft) Steel Strain, Es Mu+ Max = 8.7 5 v 60 12 0.614 589 Bending OK 0.0987 M, Max = 12.0 5 v 60 12 0.614 589 Bending OK 0.0987 Transverse Steel Width of Ftg. Past Wall X-.r X(ft.)= 0.5 M max = Mmax= Total As = 1.2 pact = 0.0028 Steel OK Mu k-ft/ft Bar Size Fy Spacing (in) (I)Mn (k-ft/ft) 0.1 4 40 18 84.5 OK 0.0 4 40 18 84.5 OK ILE rsRANUOW & JOHNSTON ESL 1946 PROJECT Hoag James Leadership Center cum Ware Macomb LOCATION Newport Beach, Califomia ow SW FTG Wall Trans Jos a S21-0031 me 08/26/2021 ENGINEER DM SKEET 87 of 167 SHEAR WALL FOOTINGS WALL LABEL = Wall 2 Trans. D+0.6W M applied = 32 k-ft D.L. Shearwall = 0.309 klf SHEARWALL GEOMETRY A = 0.5 ft. L = 11.25 ft. B = 3 ft. fc (ksi) = 4 P min = 0.0018 FOOTING Width (ft) =. 20 Depth, d (in) _ 240i Length, L (ft) = r---T P1 (kips) = 0.00 @ 7.75 ft Base Soil Pressure: 2500 P2 (kips) = 0.00 @ 20.83 ft Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soil Pressure : 3325 psf Max Soil Pressure: 3325 psf Footing Weight (k) = 10.0 Wall Weight (k) = 3.5 RSOIL = 13.5 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: Load to the Right: psf EM = 62 = Rsoil. u XR XR = ?'M / RsolL (ft) = 4.6 gmax (psi= 965 O.K. e (ft) = 2.7 Left of Center groin (psf)= 0 O.K. �M = 127 = RSOIL k XR XR = )•.,'M / RSOIL (ft) = 9.5 gmax (psf)= 843 O.K. e (ft) = 2.1 Right of Center gmin (psf)= 69 O.K. Bending Reinforcement M„. Max = 0.4 MG" Max = 2.7 Transverse Steel Bar Sizi Fy(ksi) Spacing (in.) As (sq.in) 43Mn (k-ft) Steel Strain, Ea 5 V 60 12 0.614 589 Bending OK 0.0987 5 • 60 12 0.614 589 Bending OK 0.0987 Width of Ftg. Past Wall )( -r X (ft.) = 0.5 [17 M max Mmax = Total AS = 1.2 pad = 0.0028 Steel OK MG k-ft/ft Bar Size Fy Spacing (in) (1)Mn (k-ft/ft) 0.1 4 40 16 95.0 OK 0.0 4 40 16 95.0 OK BRANOOW & JO 1N$TUN ESL ].94ri PROJECT Hoag Leadership Cntr. CLIENT Ware Malcomb LocATI N Newport Beach, CA Iral Transverse Walls (2) Joe o S21-0031 SS of 167 PATE 10/20/2021 ENGINEER DM SKEET iC Transverse Seismic Demand (ASD) F_w_roof = 65.40 k F_e_roof = Wmax = 0.0059 KSF Wmax = 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 3 Multiple Walls? Y Tributary Width : 24.38 ft Building Length : 230.00 ft Building Width : 50.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL : 16 psf Gravity Trib.: 10.25 ft Additional Walls in Line: Total Length of Shear Wall: 36.25 ft Chord Member: b = 3.0 in C,rox = Vh/d = 2879 Ibs Poi = 1806 Ibs Net Compression = 4685 Ibs Fc = 1000 PSI Fc* = 1600 PSI Emin = 620000 PSI E'min = 620000 PSI d = 5.5in le=4ft le/d = 16 FcE = 1990.8 PSI c = 0.80 Cp=0.76 DCR F'c = 1217.1 PSI = 20082 Ibs 0.23 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.38 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 7.196 K V (Seismic) = 5.276 K [Wind Governs] Wall Length = 10.50 ft V_Wall (Wind) = 198.5 PLF V Wall (Seismic) = 146 PLF Schedule No. 2 Schedule No. 2 V_al=715PLF V_all =510PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = Tmax = Vh/d = 2879 Ibs Net Uplift = 0.6 x P_DL - Tmax Try Simpson HDU4 Holdown 1806 Ibs -1795 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) Tall = 4565 Ibs O.K. -3172 Ibs [Wind] -5912 Ibs [Seismic - fro] Sill Bolts Try 5/8" a Anchor Bolts @ 16 in O.C. wl 3x sill Vmax = 265 Ibs Vall = 1888 Ibs O.K. (NDS 2015 Table 11 E) Wall 4 Multiple Walls? Y Tributary Width : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 24.38 230.00 50.00 14.50 3.50 10.00 16.00 10.25 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 36.25 ft Chord Member: b = 5.5 in C",ax = Vh/d = 2879 Ibs PDT = 2494 Ibs Net Compression = 5373 Ibs Fc = 1000 PSI FcE = 6259.5 PSI Fc* = 1600 PSI c = 0.80 Emin = 580000 PSI Cp = 0.94 Emin = 580000 PSI DCR F'c = 1504.8 PSI = 45519 Ibs 0.12 O.K. d = 5.5in le = 4 ft le/d = 9 Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.00 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 7.196 K V (Seismic) = 5.276 K [Wind Governs] Wall Length = 14.50 ft V_Wall (Wind) = 198.5 PLF V_Wall (Seismic) = 146 PLF Schedule No. 2 Schedule No. 2 V_aB=715PLF V_ail =510PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 2494 Ibs Tmax = Vh/d = 2879 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU4 Holdown Tall = 4565 Ibs O.K. -1382 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) -2553 lbs [Wind] -5293 Ibs [Seismic - O"] Sill Bolts Try 5/8" o Anchor Bolts @ 16 in O.C. w/ 3x sill Vmax = 265 Ibs Vall = 1888 Ibs O.K. (NDS 2015 Table 11 E) I BRAN )O'!e' JOHNSTON ESE 1945 PROJECT Hoag Leadership Cntr cuENT Ware Malcomb LOCATION Newport Beach, Califomia nEm SW FTG Wall 3 Trans JOB S21-0031 DATE 10/20/2021 ENp1NEER DM SHEET* 89 of 167 SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = 30 k-ft D.L. Shearwall = 0.309 klf Wall 3 Trans. SHEARWALL GEOMETRY L= B= 2 10.5 2 P1 (kips) = P2 (kips) = P3 (kips) = ft. ft. ft. fc (ksi) = 4 P min = 0.0018 FOOTING Width (ft) =1 2.0 Depth, d (in) = j 24.0 I Length, Lr (ft) = �14.5 0.00 @ 0.00 @ 0.00 @ X 0 0 ft ft ft Allowable Soil Pressure : 3325 psf Footing Weight (k) = 10.3 Sum Moments About Pt. 0 Load to the Left: EM = XR = Load to the Right: EM = XR = Bending Reinforcement Wall Weight (k) = 3.2 68 = RSOIL .A. XR EM / RSOIL (ft) = 5.0 e (ft) = 2.2 128 = RSOIL'' XR EM / RSOIL (ft) = 9.5 e (ft) = 2.2 Bar Sizt Ma. Max = 1.7 5 Mu' Max = 1.2 5 Transverse Steel Width of Fig. Past Wall X—' X(ft.)= 0.5 rl:L_ 1• v Base Soil Pressure: Increase for Depth: Increase for Width: Increase For SeismiclWind: Max Soil Pressure: RSOIL = 13.5 kips Soil Pressure 2500 0.00% 0.00% 1.33 3325 psf gmax (Psf)= 897 Left of Center q,,,;, (psf)= 35 gmax (psf)= 897 Right of Center groin (psf)= 35 Fy(ksi) Spacing (in.; A, (sq.in) 60 12 0.614 60 12 0.614 R = max Mmax= psf O.K. O.K. O.K. O.K. �Mn (k-ft) Steel Strain, Es 589 Bending OK 0.0987 589 Bending OK 0.0987 Total A, = Ma k-ft/ft 0.1 0.0 1.2 pact = 0.0028 Steel OK Bar Size 4 4 Fy 40 40 Spacing (in) 16 16 cti,M„ (k-ft/ft) 95.0 OK 95.0 OK 90 of 167 BRAN /OW tC JOHNSTON EST.1945 PROJECT Hoag Leaderhsip Cntr CLIENT Ware. Malcomb LOCATION Newport Beach, California nEN SW FTG Wall 4 Trans Joe a S21-0031 DATE 10/20/2021 ENGINEER DM • SHEETM SHEAR WALL FOOTINGS WALL LABEL = Wall 4 Trans. D+0.6W M applied = 42 k-ft O.L. Shearwall = 0.309 kif SHEARWALL GEOMETRY A= 2 ft. L = 14.5 ft. B = 2 ft. f'c (ksi) = 4 P min = 0.0018 FOOTING Width (ft) =II 2.0 Depth, d (in) _;L . 24.0 Length, Lf (ft) =! 18.5 )l X P1 (kips) = 0.00 @ 0 ft Base Soil Pressure: 2500 P2 (kips) = 0.00 @ 0 ft . Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soil Pressure : 3325 psf Max Soil Pressure: 3325 psf Footing Weight (k) = 13.3 Wall Weight (k) = 4.5 RSOIL = 17.8 kips Sum Moments About Pt. 0 Load to the Left: Soil Pressure psf LJM = 122 = RSOIL } XR XR = 2;M / RsoIL (ft) = 6.9 gmax (psf)= 846 O.K. e (ft) = 2.4 Left of Center q,„In (psf)= 114 O.K. Load to the Right: 1M = 206 = RsoIL * XR XR = EM / RsoIL (ft) = 11.6 gmax (Psf)= 846 O.K. e (ft) = 2.4 Right of Center groin (psf)= 114 O.K. Bending Reinforcement Bar Sizl Fy (ksi) Spacing (in.) As (sq.in) cl)M„ (k-ft) Steel Strain, ES MG' Max = 1.6 5 60 11 0.669 642 Bending OK 0.0903 M Max = 1.2 5 60 11 0.669 642 Bending OK 0.0903 Transverse Steel Total AS = 1.3 Pact = 0.0031 Steel OK Width of Ftg. Past Wall M„ k-ft/ft Bar Size Fy Spacing (in) OM, (k-ft/ft)x --.t X (ft.) = 0.5 M*max = 0.1 4 40 16 95.0 OK M max = 0.0 4 40 16 95.0 OK i BRANDOW .1OI INSTOM EST.1845 PROJECT Hoag Loadership Cnlr cum Ware Malcomb JOB S21-0031 DATE 10/20/2021 91 of 167 LOCATION Newport Beach, Califomia ENGINEER DM ITEM Transverse Walls (3) SHEET Transverse Seismic Demand (ASD) F_w_roof= 65.40 k F_e_roof= Wmax = 0.0059 KSF Wmax = 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 5 Multiple Walls? N Tributary Width : 54.00 ft Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 230.00 60.25 14.5 3.5 10 16 1.333 Additional Walls In Line: Total Length of Shear Wall: ft ft ft psf psf psf ft Chord Member: b = 5.5 in d = 5.5in Cmax = Vh/d = 25319 Ibs le = 4 ft Poi = 1107 Ibs le/d = 9 Net Compression = 26426 Ibs Fc = 1000 PSI FcE = 6259.5 PSI Fc* = 1600 PSI c = 0.80 Emin = 580000 PSI Cp = 0.94 Emin = 580000 PSI DCR Pc = 1504.8 PSI = 45519 Ibs 0.58 O.K. Shear Wall Sheathing: 2 Sided Aspect Ratio= 1.32 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 19.207 K V (Seismic) = 14.082 K [Wind Governs] Wall Length = 11.00 ft V_Wall (Wind) = 1746 PLF V_Wall (Seismic) = 1280 PLF Schedule No. 3 Schedule No. 3 V af1= 1860 PLF Vall = 1330 PLF USE: 15/32" Plywood Sheathing w/ 10d, 3"/12" O.K. Holdowns: P_DL = (DL x Trib + WaII-Wt x HT) x Width / 2 = 1107 Ibs Tniaz = Vh/d = 25319 Ibs Net Uplift = 0.6 x P_DL - Tmax = -24654 Ibs Holdown REQ'd Try Simpson HD19 Holdown ACI Anchor Loads (LRFD) Tall = 19070 Ibs N.G. -41201 Ibs [Wind] ** USE HSS TUBE -65301 Ibs [Seismic - 0,1 Sill Bolts Try 5/8"o Anchor Bolts @ Vmax = 1164 Ibs Vall = 1888 Ibs 8 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11 E) Wall 6 Multiple Walls? N Tributary Width : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 42.00 230.00 50.00 14.50 3.50 10.00 16.00 25.00 Additional Walls In Line: Total Length of Shear Wall: ft ft ft ft psf psf psf ft Chord Member: b = 3.5 in d = 5.5in Cmax = Vh/d = 112351bs le = 4ft = 4640 Ibs Ie/d = 14 Net Compression = 15875 Ibs Fc = 1000 PSI FcE = 2709.7 PSI Fc*=1600PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 Emin = 620000 PSI DCR F'c = 1338.6 PSI = 25768 Ibs 0.62 O.K. Shear Wall Sheathing: Aspect Ratio= 0.91 : 1 V (Wind) = 12.398 K Wall Length = 16.00 ft V Wall (Wind) = 775 PLF Schedule No. 3 V all = 930 PLF 1 Sided < 2.0 O.K. [No Adjustment] V (Seismic) = 9.090 K [Wind Governs] V_Wall (Seismic) = 568 PLF Schedule No. 3 V aU = 665 PLF USE: 15/32" Plywood Sheathing w/ 10d, 3"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 4640 Ibs Tmax = Vh/d = 11235 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU11 Holdown Tall = 9535 Ibs O.K. Sill Bolts Try 5/8"o Anchor Bolts @ Vmax = 1033 Ibs Vall = 1888 Ibs -8451 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) -14549 Ibs [Wind] -25244 Ibs [Seismic - Oo] 16 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11 E) LEI !MANUUW d JOHNSTON EST.1946 PROJECT Hoag Leadership Cntr JO6A S21-0031 CLIENT Ware Malcomb DATE 10/20/2021 LOCATON Newport Beach. Califomia ENGINEER DM REM SW FTG Wall 5 Trans SHEET* 92 of 167 SHEAR WALL FOOTINGS WALL LABEL = Wall 5 Trans. D+0.6W M applied = 279 k-ft fc (ksi) = 4 D.L. Shearwall = 0.2 klf p mt, = 0.0018 SHEARWALL GEOMETRY A = 2.5 ft. L= 11 ft. B = 5 ft. FOOTING c-Pt. 0 Width (ft) = 5.0 Depth, d (in) = 30.0 Length, Lr (ft) =IL 18.5 x P1 (kips) = 10.33 @ 3 ft P2 (kips) = 0.00 @ 0 ft P3 (kips) = 0.00 @ 11 ft Allowable Soll Pressure : 3333 psf Footing Weight (k) = 34.7 Wall Weight (k) = 1.9 E 4 X1 4 A 14 1 B X2 X3 P1 1 P2 T Xr RSOiI Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RSOIL = 47.0 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: Bending Reinforcement Ma; Max = 8.1 M,; Max = 23.4 Transverse Steel L 01 2500 psf 0.00% 0.00% 1.33 3333 psf L;M = 89 = RSOIL * XR XR = ?-',M / RsoIL (ft) = 1.9 gmax (Psf)= 3307 O.K. e (ft) = 7.4 Left of Center gmin (Psf)= 0 O.K. Load to the Right: >;M = 646 = RsoIL * XR XR = �M / RsoIL (ft) = 13.8 gmax (psf)= 1319 O.K. e (ft) = 4.5 Right of Center %min (psf)= 0 O.K. Bar Sizi Fy(ksi) Spacing (in.) A8 (sq.in) mMn (k-ft) Steel Strain, Ea 5 v 60 12 1.534 1969 Bending OK 0.1326 5 60 12 1.534 1969 Bending OK 0.1326 Total Ae = 3.1 pact = 0.0021 Steel OK Width of Ftg. Past Wall M„ k-ft/ft Bar Size Fy Spacing (in) (1)M, (k-ft/ft) X -. X (ft.) = 0.5 M'max = 0.4 4 40 16 126.9 OK FiL_I 4 M max = 0.0 4 40 16 126.9 OK I I E:RANDOW a JOHNSTON ESL 1945 93 of 167 PROJECT Hoag Leadership Cntr joa# S21-0031 cuerr Ware Malcomb DATE 10/20/2021 LOCATION NWpot1 Beach, California i ENG4NEER DM urni SW FTG Wall 6 Trans sHEET/I SHEAR WALL FOOTINGS WALL LABEL = Wall 6 Trans. D+0.6W M applied = 180 k-ft fc (ksi) = 4 D.L. Shearwall = 0.6 kif P min = 0.0018 SHEARWALL GEOMETRY FOOTING A = 0.75 ft. Width (ft) _; L = 16 ft. Depth, d (in) .L.... _ 24.0_ B = 1 ft. Length, Lr (ft) =f? 17.8 x P1 (kips) = 0.00 @ 1 ft Base Soil Pressure: 2500 psf P2 (kips) = 0.00 @ 7 ft Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soil Pressure : 3325 psf Max Soil Pressure: 3325 psf Footing Weight (k) = 16.0 Wall Weight (k) = 10.1 RSOIL = 26.1 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: E M = 50 = RsoIL * XR XR = 13M / RsoIL (ft) = 1.9 gmax (psf)= 2995 O.K. e (ft) = 6.9 Left of Center groin (psf)= 0 O.K. LM = 410 = RSOIL * XR XR = ZM / RSOIL (ft) = 15.7 gmax (Psf)= 2852 O.K. e (ft) = 6.8 Right of Center qm;, (psf)= 0 O.K. Bending Reinforcement Bar Sizi Fy (ksi) Spacing (in.) As (sq.in) OW (k-ft) Steel Strain, Es Mu' Max = 0.8 4 v 60 12 0.589 568 Bending OK 0.1560 M,; Max = 0.5 4 v 60 12 0.589 568 Bending OK 0.1560 Transverse Steel Total As = 1.2 pan = 0.0018 Steel OK Width of Ftg. Past Wall MD k-ft/ft Bar Size Fy Spacing (in) (I)Mn (k-ftlft) il___ X —.r X (ft.) = 1.0 M+max = 1.5 4 40 16 95.0 OK M'n,ax = 0.2 4 40 16 95.0 OK Load to the Right: A IFx2 X3 P9 4R P2 Xr � Rsoil L II all iIANDOW JOHNS roN ESL 190 PROJECT Hoag Leadership Cntr croon WM LOCATION Newport Beach, California nui Transverse Walls (4) Joe i S21-0031 DATE 09/21/2021 small DM SHEET. 94 of 167 Transverse Seismic Demand (ASD) F w roof = Wmax = 65.40 k F e_roof = 47.95 k Total Building Area: 11078 SF 0.0059 KSF Wmax = 0.0043 KSF Wall 7 Multiple Walls? N Tributary Width : 11.80 ft Building Length : 230.00 Building Width : 50.00 Wall Height : 14.5 Parapet Height : 3.5 Wall Weight : 10 DL: 16 Gravity Trib.: 25 ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: Chord Member: b = 3.5 in C. = Vh/d = 2928 Ibs PoL = 5003 Ibs Net Compression = 7930 Ibs Fc = 1000 PSI Fc* = 1600 PSI Emin = 620000 PSI E'min = 620000 PSI d = 5.5in le=4ft le/d = 14 FcE = 2709.7 PSI c = 0.80 Cp = 0.84 DCR Pc = 1338.6 PSI = 25768 Ibs 0.31 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.84 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 3.483 K V (Seismic) = 2.554 K [Wind Governs] Wall Length = 17.25 ft V_Wall (Wind) = 202 PLF V_Wall (Seismic) = 148 PLF Schedule No. 2 Schedule No. 2 V_a/1= 715 PLF V_a/l = 510 PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 5003 Ibs Tmax = Vh/d = 2928 Ibs Net Uplift = 0.6 x P_DL - Tmax = 74 Ibs No Uplift ACI Anchor Loads (LRFD) Tall-= 4665 Ibs O.K, [No O.T.] [Wind] [No O.T.] [Seismic - f2oJ Sill Bolts Try 5/8" o Anchor Bolts @ Vmax = 269 Ibs Vall = 1888 Ibs 16 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11E) Wall 8 Multiple Walls? N Tributary Width : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 22.13 230.00 50.00 14.50 3.50 10.00 16.00 22.00 Additional Walls in Line: Total Length of Shear Wall: ft ft ft ft psf psf psf ft Chord Member: Cmax = Vh/d = Poi = b=3.5in 4354 Ibs 5786 Ibs d = 5.5in le=4ft Ie/d = 14 Net Compression = 10139 Ibs Fc = 1000 PSI FcE = 2709.7 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 Emin = 620000 PSI DCR F'c = 1338.6 PSI = 25768 Ibs 0.39 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.67 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 6.531 K V (Seismic) = 4.788 K [Wind Governs] Wall Length = 21.75 ft V_Wall (Wind) = 300 PLF V_Wall (Seismic) = 220 PLF Schedule No. 2 Schedule No. 2 V all = 715 PLF V a11=510PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 5786 Ibs Tmax = Vh/d = 4354 Ibs Net Uplift = 0.6 x P_DL - Tmax = -883 Ibs Holdown REQ'd Try Simpson HDU4 Holdown ACI Anchor Loads (LRFD) Tall = 4565 Ibs O.K. -2050 Ibs [Wind] -6194 Ibs [Seismic - f)o] Sill Bolts Try 5/8"o Anchor Bolts @ 16 in O.C. w/ 3x sill Vmax = 400 Ibs Vall = 1888 Ibs O.K. (NDS 2012 Table 11E) 111E LIRANIAJW JOHNSTON EST. S945 PROJECT Hoag Leadship Cntr cum Ware Malcomb ux:ATION Newport Beach, Califomia ITEM SW FTG Wall 7 Trans Joao S21-0031 DATE 10/20/2021 ENOINEER DM SHEET' 95 of 167 SHEAR WALL FOOTINGS WALL LABEL = Wall 5 Trans. D+0.6W M applied = 51 k-ft Pc (ksi) = 4 D.L. Shearwall = 0.5 klf p min = 0.0018 SHEARWALL GEOMETRY A= 1 ft. L = 17.25 ft. B = 7 ft. FOOTING Width (ft) = Depth, d (in) = Length, Lf (ft) = 2.0 24.0 25.3 X P1 (kips) = 0.00 @ 0 ft P2 (kips) = 0.00 @ 0 ft P3 (kips) = 0.00 @ 0 ft Allowable Soli Pressure : 3333 psf Base Soil Pressure: 2500 Increase for Depth: 0.00% Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Max Soil Pressure: 3333 psf Footing Weight (k) = 15.2 Wall Weight (k) = 9.4 RsolL = 24.6 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: psf EM = 231 = RSo1L * XR XR = /AA / Rso1L (ft) = 9.4 gmax (psf)= 857 O.K. e (ft) = 3.2 Left of Center qmi„ (psf)= 116 O.K. Load to the Right: EM = 332 = Rsoli * XR XR = Rso1L (ft) = 13.5 e (ft) = 0.9 Bending Reinforcement M„+ Max = 5.4 M,; Max = 14.7 Transverse Steel Bar Sizl max (psf)= 591 O.K. Right of Center qm,„ (psf)= 381 O.K. Fy(ksi) Spacing (in.; AS (sq.in) ctM„ (k-ft) Steel Strain, E8 5 w 60 12 0.614 589 Bending OK 0.0987 s v 60 12 0.614 589 Bending OK 0.0987 Width of Ftg. Past Wall X-•r X(ft.)= 0.5 M max= Mmax= Total As = 1.2 pact = 0.0028 Steel OK M„ k-ft/ft Bar Size Fy Spacing (in) 4 M„ (k-ft/ft) 0.1 4 40 16 95.0 OK 0.0 4 40 16 95.0 OK LEI EHANUOW d JOHNSTON ESL 1915 PROJECT Hoag Leadership Cntr cRENr Ware Malcomb LocAnow Newport Beach, Califomia nEw SW FTG Wall 8 Trans JOBE S21.0031 BATE 10/20/2021 ENGINEER DM SHEETS 96 of 167 SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = Wall 6 Trans. 95 k-ft Pc (ksi) = 4 0.5 klf P mn = 0.0018 SHEARWALL GEOMETRY A = 2 ft. L = 21.75 ft. B= 1 ft. P1 (kips) = P2 (kips) = P3 (kips) = FOOTING Width (ft) = Depth, d (in) = Length, Lr (ft) =1 3.0 24.0 0.00 @ 0.00 @ 0.00 @ X 0 0 24.8 ft ft ft Allowable Soil Pressure : 3333 psf Footing Weight (k) = 22.3 Wall Weight (k) = Sum Moments About Pt. 0 EM = 320 XR = Load to the Left: ?_;M I Load to the Right: EM = 510 XR = Bending Reinforcement EM/ = RSOIL XR RSOIL (ft) = 9.7 e (ft) = 2.7 = RsoIL * XR RsoIL (ft) = 15.4 e (ft) = 3.0 Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: 10.8 RSOIL = 33.1 kips Left of Center Soil Pressure 2500 0.00% 0.00% 1.33 3333 psf gmax (psf)= 737 gmin (psf)= 154 gmax (psf)= 772 Right of Center qmi, (psf)= 119 Bar Sim Fy (ksi) Spacing (in.) As (sq.in) cDM„ (k-ft) M: Max = 1.4 4 M,; Max = 1.8 Transverse Steel Width of Ftg. Past Wall X —.r X (ft.) = 1.0 [17 14 psf O.K. O.K. O.K. O.K. Steel Strain, Ea 60 12 0.589 568 Bending OK 0.1560 v 60 12 0.589 568 Bending OK 0.1560 M max Mmax= Total As = 1.2 pact = 0.0018 Steel OK M„ k-ft/ft Bar Size Fy Spacing (in) 0.4 4 40 16 0.2 4 40 16 0M„ (k-ft/ft) 95.0 OK 95.0 OK I BRANUOW & JOHNSTON ESL 1945 PROJECT Hoag Leadership Cntr cum- WM LOCATION Newport Beach, Califomia REM Transverse Walls (4) Boat 521-0031 GATE 09/21/2021 ENGINEER DM• SHEET# 97 of 167 Transverse Seismic Demand (ASD) F w roof = 65.40 k F e_roof = 47.95 k Wmax = 0.0059 KSF Wmax = 0.0043 KSF Total Building Area: 11078 SF Wall 9 Multiple Walls? N Tributary Width : 23.00 ft Building Length : 230.00 ft Building Width : 50.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL: 16 psf Gravity Trib.: 26 ft Additional Walls in Line: Total Length of Shear Wall: Chord Member: b = 3.0 in d = 5.5in Cmax = Vh/d = 6422 Ibs le = 4 ft POL = 4568 Ibs le/d = 16 Net Compression = 10990 Ibs Fc = 1000 PSI FcE = 1990.8 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR Pc = 1217.1 PSI = 20082 Ibs 0.55 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.95 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 6.789 K V (Seismic) = 4.978 K [Wind Governs] Wall Length = 15.33 ft V_Wall (Wind) = 443 PLF V_Wall (Seismic) = 325 PLF Schedule No. 2 Schedule No. 2 Vall = 715 PLF V all = 510 PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + WaII-Wt x HT) x Width / 2 = 4568 ibs Tmax = Vh/d = 6422 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU-8 Holdown -3681 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) Tall = 6765 Ibs O.K. -6591 Ibs [Wind] -12703 Ibs [Seismic - 0 ] Sill Bolts Try 5/8" a Anchor Bolts @ Vmax = 590 Ibs Vall = 1888 Ibs 16 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11E) Wall 10 Multiple Walls? N Tributary Width : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 12.50 230.00 50.00 14.50 3.50 10.00 16.00 31.00 Additional Walls In Line: Total Length of Shear Wall: ft ft ft ft psf psf psf ft Chord Member: b = 3.5 in d = 5.5in Cmex = Vh/d = 3822 Ibs le = 4 ft 1301 = 4732 Ibs le/d = 14 Net Compression = 8554 Ibs Fc = 1000 PSI FcE=2709.7 PSI Fc* = 1600 PSI Emin = 620000 PSI E'min = 620000 PSI c = 0.80 Cp = 0.84 DCR Pc = 1338.6 PSI = 25768 Ibs 0.33 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.04 : 1 <2.0 O.K. [No Adjustment] V (Wind) = 3.690 K V (Seismic) = 2.705 K [Wind Governs] Wall Length = 14.00 ft V_Wall (Wind) = 264 PLF V_Wall (Seismic) = 193 PLF Schedule No. 2 Schedule No. 2 Vall = 715 PLF V all = 510 PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + WaII-Wt x HT) x Width / 2 = Tmax = Vh/d = 3822 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU4 Holdown Tall = 4565 Ibs O.K. 4732 Ibs -982 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) -21101bs [Wind] -5748 Ibs [Seismic - Oo] Sill Bolts Try 5/8" o Anchor Bolts @ 16 in O.C. w/ 3x sill Vmax = 351 Ibs Vail = 1888 Ibs O.K. (NDS 2012 Table 11E) 98 of 167 f3RANDOW a JOHNSTON EST.1945 PROJECT Hoag Leadership Cntr ciENT Ware Malcomb LOCATTON Newport Beath, California nwN SW FTG Wall Trans Joe q S21-0031 GATE 10/20/2021 ENGINEER DM ......................... SHEET q SHEAR WALL FOOTINGS WALL LABEL = D+O.6W M applied = D.L. Shearwall = Wall 5 Trans. 98 k-ft fc (ksi) = 4 0.5 kif P min = 0.0018 SHEARWALL GEOMETRY A= B= 1 ft. 15.33 ft. 0.75 ft. P1 (kips) = P2 (kips) = P3 (kips) = FOOTING Width (ft) j1 2.0 Depth, d (in) =E[........ 24.0j1 Length, Lr (ft) _ i 0.00 @ 0.00 @ 0.00 @ x 0 ft 0 ft 0 ft Allowable Soil Pressure : 3333 psf Footing Weight (k) = 10.2 Wall Weight (k) = Sum Moments About Pt. 0 = 61 = RSou * XR XR = )2.M / RsolL (ft) = 3.3 e (ft) = 5.2 Load to the Left: Load to the Right: = XR = 258 = RSOIL 4 XR 5'M / Rsou (ft) = 13.9 e(ft)= 5.3 Bending Reinforcement Bar Sim MO+ Max = 0.9 Mu Max = 0.3 Transverse Steel A P1 X3 Xr JRsoiI P2 Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: 8.4 Rso1L = 18.6 kips Left of Center Right of Center Fy (ksi) Spacing (in.) AS (sq.in) 5 v 60 12 0.614 60 12 0.614 Total As = 1.2 Pact = M„ k-ft/ft Bar Size Fy 0.5 0.2 4 40 0.0 4 40 I5 v Width of Ftg. Past Wall X--1 X(ft.)= 1.17 M max Mmax = Soll Pressure gm.. (psf)= gmin (ps' /= gmax (PSfl= gmin (psfl= ctiM„ (k-ft) 589 589 0.0028 Spacing (in) 16 16 L 2500 psf 0.00% 0.00% 1.33 3333 psf 1877 O.K. 0 O.K. 1943 O.K. 0 O.K. Steel Strain, ES Bending OK 0.0987 Bending OK 0.0987 Steel OK 4�M (k-ft/ft) 95.0 OK 95.0 OK 99 of 167 111 ERANDOW . JOHNSTON EST. MS Raga Hoag Leadership Cntr cum Ware Malcomb LocAnoN Newport Beach, Califomia rat SW FTG Wall 10 Trans JOB 0S21-0031 DATE 10/20/2021 ENGINEER DM SHEAR WALL FOOTINGS WALL LABEL = Wall 6 Trans. D+0.6W M applied = 54 k-ft fc (ksi) = 4 D.L. Shearwall = 0.6 kif p min = 0.0018 SHEARWALL GEOMETRY A = 0.75 ft. L = 14 ft. B= 1 ft. FOOTING Width (ft) = Depth, d (in) = Length, LE (ft) = X P1 (kips) = 0.00 @ 0 ft Base Soil Pressure: 2500 P2 (kips) = 0.00 @ 0 ft Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soil Pressure : 3333 psf Max Soil Pressure: 3333 psf 2.0 I 24.0 I 15.8 II Footing Weight (k) = 9.5 Wall Weight (k) = 9.0 RSOIL = 18.4 kips Sum Moments About Pt. 0 Load to the Left: EM = 90 = RsoIL * XR XR = EM / RS011 (ft) = 4.9 max (Psfl= 1251 O.K. e (ft) = 3.0 Left of Center %min (psf)= 0 O.K. Load to the Right: EM = 197 = RsoIL * XR XR = EM / RSOIL (ft) = 10.7 gmax (psf)= 1220 O.K. e (ft) = 2.8 Right of Center groin (psf)= 0 O.K. psf Bending Reinforcement Bar SizE Ms« Max = Mu Max = Transverse Steel 0.3 0.3 Soil Pressure Fy(ksi) Spacing (in.; As (sq.in) bMn (k-ft) Steel Strain, Es 4 v 60 12 0.393 379 Bending OK 0.1560 4 V 60 12 0.393 379 Bending OK 0.1560 Width of Ftg. Past Wall X— [17 X(ft.)= 1.0 M max = M max = Total AS = 0.8 Pact = 0.0018 Steel OK M„ k-ft/ft Bar Size Fy Spacing (in) Ws (k-ft/ft) 0.6 4 40 16 95.0 OK 0.2 4 40 16 95.0 OK 1 ft FtANLOW .Y .101INS-ON ESL 1966 PROJECT Hoag Leadership Cntr CLIENT WM LOCATION Newport Beach, Califomia MI Transverse Walls (6) doer S21-0031 DATE 09/21/2021 ENGINEER DM SHEET 100 of 167 Transverse Seismic Demand (ASD) Fwroof = 65.40 k F_e_roof = Wmax = 0.0059 KSF Wmax = 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 11 Multiple Walls? N Tributary Width : 22.00 ft Building Length : 230.00 Building Width : 50.00 Wall Height : 14.5 Parapet Height : 3.5 Wall Weight : 10 DL: 16 Gravity Trib.: 12.33 ft ft ft psf psf psf ft Additional Walls In Line: Total Length of Shear Wall: Chord Member: b = 3.0 in C,,,rX = Vh/d = 7107 Ibs PDL = 2499 Ibs Net Compression = 9606 lbs Fc = 1000 PSI Fc" = 1600 PSI Emin = 620000 PSI E'min = 620000 PSI d = 5.5in le = 4 ft Ie/d = 16 FcE = 1990.8 PSI c = 0.80 Cp = 0.76 DCR F'c = 1217.1 PSI = 20082 Ibs 0.48 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.09 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 6.494 K V (Seismic) = 4.761 K [Wind Governs] Wall Length = 13.25 ft V_Wall (Wind) = 490 PLF V_Wall (Seismic) = 359 PLF Schedule No. 2 Schedule No. 2 V_a11=715PLF V_a11=510PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 2499 Ibs Tmax = Vh/d = 7107 Ibs Net Uplift = 0.6 x P_DL - Tmax = -5607 lbs Holdown REQ'd Try Simpson HDU8 Holdown ACI Anchor Loads (LRFD) Tall = 6765 Ibs O.K. -9595 Ibs [Wind] -16359 Ibs [Seismic - no] Sill Bolts Try 5/8" a Anchor Bolts @ Vmax = 653 Ibs Vall = 1888 Ibs 16 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11E) Wall 12 Multiple Walls? Y Tributary Width : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 18.75 230.00 24.00 14.50 3.50 10.00 16.00 1.00 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 11.75 ft Chord Member: b = 3.0 in d = 5.5in Cm"x = Vh/d = 3278 Ibs le = 4 ft PoL = 539 Ibs le/d = 16 Net Compression = 3817 Ibs Fc = 1000 PSI FcE = 1990.8 PSI Fc` = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR F'c = 1217.1 PSI = 20082 lbs 0.19 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 2.64 : 1 > 2.0 (WSP) = 0.920 V (Wind) = 2.657 K V (Seismic) = 1.948 K [Wind Governs] Wall Length = 5.50 ft V_Wall (Wind) = 226 PLF V_Wall (Seismic) = 166 PLF Schedule No. 2 Schedule No. 2 V_all = 658 PLF V_a/l = 469 PLF USE: 15/32" Plywood Sheathing w/ 10d, 4"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 539 lbs Tmax = Vh/d = 3278 Ibs Net Uplift = 0.6 x P_DL - Tmax = -2955 Ibs Holdown REQ'd Try Simpson HDU8 Holdown Tall = 6765 Ibs O.K. SIII Bolts Try 5/8" m Anchor Bolts @ Vmax = 301 Ibs Vall = 1888 Ibs ACI Anchor Loads (LRFD) -4979 Ibs [Wind] -8099 Ibs [Seismic - poi 16 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11E) 111% HAML'OW & JOHNSTON ESL 10i5 PROJECT Hoag Leadership Cntr I aoaa S21-0031 CLEW WM DATE 10/20/2021 LOCATION Newport Beach, California ENGINEER DM nFN SW FTG Wall 11 Trans SHEET* 101 of 167 1 SHEAR WALL FOOTINGS WALL LABEL = Wall 5 Trans. D+0.6W M applied = 94 k-ft f'c (ksi) = 4 D.L. Shearwall = 0.3 klf p m;n = 0.0018 SHEARWALL GEOMETRY A= 1 ft. L = 13.25 ft. B = 2 ft. FOOTING Width (ft) = i 2.0 Depth, d (in) =1 24.0 Length, Li (ft) _ 16.3 X P1 (kips) = 0.25 @ 8 ft P2 (kips) = 0.00 @ 0 ft P3 (kips) = 0.00 @ 0 ft Allowable Soil Pressure : 3333 psf Base Soil Pressure: 2500 Increase for Depth: 0.00% Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Max Soil Pressure: 3333 psf Footing Weight (k) = 9.8 Wall Weight (k) = 4.5 RSOIL = 14.5 kips Sum Moments About Pt. 0 Load to the Left: Bending Reinforcement Soil Pressure psf M = 22 = RSOIL * XR XR = )M / RSOIL (ft) = 1.5 gmax (psf)= 3255 O.K. e (ft) = 6.6 Left of Center %min (psf)= 0 O.K. Load to the Right: M = 210 = RSOIL * XR XR = 2;M / RSOIL (ft) = 14.4 gmax (psf)= 2684 O.K. e (ft) = 6.3 Right of Center groin (psf)= 0 O.K. Bar Sim Fy (ksi) Spacing (in.; As (sq.in) OMn (k-ft) Steel Strain, £s Mu` Max = 1.4 5 v 60 12 0.614 589 Bending OK 0.0987 M,- Max = 1.2 5 v 60 12 0.614 589 Bending OK 0.0987 Transverse Steel Width of Ftg. Past Wall X—,r X(ft.)= 0.5 [LL_ 1 M' = max msx= Total AS = 1.2 pad = 0.0028 Steel OK Ma k-ft/ft Bar Size Fy Spacing (in) OK, (k-ft/ft) 0.4 4 40 16 95.0 OK 0.0 4 40 16 95.0 OK I i bF:A d)O V ,5 I n HN S TCN EST. 2145 PROJECT Hoag Leadership Cntr cum WM roume Newport Beach, California nE1+ SW FTG Wall 12 Trans Joe a S21-0031 DATE 10/20/2021 sews DM 102 of 167 SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = 0.2 klf Wall 6 Trans. 18 k-ft Pc (ksi) = 4 Pmin = 0.0018 SHEARWALL GEOMETRY FOOTING A = 0.75 ft. Width (ft) =,j 2.0 i! L = 5.5 ft. Depth, d (in) =li 24.0 !I B = 6 ft. Length, Li (ft) =L 12.3 JI X P1 (kips) = 0.00 @ 0 ft Base Soil Pressure: 2500 P2 (kips) = 0.00 @ 0 ft Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soli Pressure : 3333 psf Max Soil Pressure: 3333 psf Footing Weight (k) = 7.4 Wall Weight (k) = 0.9 Rya = 8.2 kips Sum Moments About Pt. 0 Load to the Left: E M = 30 = Rsoa ' XR XR = 'M / RSOIL (ft) = 3.7 grnax (Ps0= 751 O.K. e (ft) = 2.5 Left of Center groin (psf)= 0 O.K. Load to the Right: EM = 66 = RsoiL ' XR XR = ?'M / RSO,L (ft) = 8.0 gmax (Psf)= 650 O.K. e (ft) = 1.9 Right of Center qmt, (psf)= 22 O.K. Soil Pressure psf Bendina Reinforcement M„' Max = 2.8 M,; Max = 10.8 Transverse Steel Bar Sizi Fy (ksi) Spacing (in.; As (sq.in) OM„ (k-ft) Steel Strain, ES 4 w 60 12 0.393 379 Bending OK 0.1560 4 w 60 12 0.393 379 Bending OK 0.1560 Total As = 0.8 Pact = 0.0018 Steel OK Liidth of Ftg. Past Wall M„ k-ft/ft Bar Size Fy Spacing (in) OK, (k-ft/ft) r[ —.r X (ft.) = 1.0 M*max = 0.4 4 40 16 95.0 OK M-max = 0.2 4 40 16 95.0 OK 1312AtsWOW Y. JOHNSTON EST.19Th PROJECT Hoag Leadership Cntr CLIENT WM LOCAT1ON Newport Beach, California RBA Transverse Walls (6) JOB# S21-0031 103 of 167 DATE 09/21/2021 ENGINEER DM SHEETS/ Transverse Seismic Demand (ASD) F_w_roof = 65.40 k F_e_roof = 47.95 k Wmax = 0.0059 KSF Wmax = 0.0043 KSF Total Building Area: 11078 SF Wall 13 Multiple Walls? Y Tributary Width : 18.75 ft Building Length : 230.00 ft Building Width : 24.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL : 16 psf Gravity Trib.: 1 ft Additional Walls in Line: Total Length of Shear Wall: 11.75 ft Chord Member: b = 3.5 In Cmax = Vh/d = 3278 Ibs Poi = 613 Ibs Net Compression = 3891 Ibs Fc = 1000 PSI Fc* = 1600 PSI Emin = 620000 PSI E'min = 620000 PSI d = 35.5in le=4ft Ie/d = 14 FcE = 2709.7 PSI c=0.80 Cp = 0.84 DCR F'c = 1338.6 PSI = 166323 Ibs 0.02 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 2.32 : 1 > 2.0 (WSP) = 0.960 V (Wind) = 2.657 K V (Seismic) = 1.948 K [Wind Governs] Wall Length = 6.25 ft V Wall (Wind) = 226 PLF V.. Wall (Seismic) = 166 PLF Schedule No. 2 Schedule No. 2 Vall = 686 PLF V all = 490 PLF USE: 15/32" Plywood Sheathing w/ 10d, 4'?12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 613 Ibs Tmax = Vh/d = 3278 Ibs Net Uplift = 0.6 x P_DL - Tmax = -2911 Ibs Holdown RE4'd Try Simpson HDUB Holdown ACI Anchor Loads (LRFD) Tall = 6765 Ibs O.K. -4913 Ibs [Wind] -8033 Ibs [Seismic - Do] Sill Bolts Try 5/8" o Anchor Bolts @ 16 in O.C. w/ 3x sill Vmax = 301 Ibs Vail = 1888 Ibs O.K. (NDS 2012 Table 11 E) 11111 BRANDOW h JOHNSTON ESL 1945 PROJECT Hoag Leadership Cntr cLIEHr WM LOCATION Newport Beach, California nEa SW FTG WaII 13 Trans aoe a S21-0031 mg 10/20/2021 ENGINEER DM SHEET N 104 of 167 SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = Wall 5 Trans. 20 k-ft fc (ksi) = 4 0.2 klf P mtn = 0.0018 SHEARWALL GEOMETRY FOOTING A= B= 6 6.25 3 P1 (kips) = P2 (kips) = P3 (kips) = ft. ft. ft. Width (ft) =[ 2.0 Is Depth, d (in)=i........_24.0_ . li Length, Lf (ft) =' .....15.3.......!i 0.00 @ 0.00 @ 0.00 @ x 0 ft 0 ft 0 ft Allowable Soli Pressure : 3333 psf Footing Weight (k) = 9.2 Wall Weight (k) = 1.0 Sum Moments About Pt. 0 Load to the Left: Load to the Right: EM = XR = EM XR Bending Reinforcement M„+ Max = M,; Max = Transverse Steel 8.7 10.8 58 = RSOIL * XR EM / Rsoll. (ft) = 5.8 e (ft) = 1.9 99 = RSOIL * XR EM / RsoIL (ft) = 9.8 e (ft) = 2.2 Bar Sim 5 5 Width of Ftg. Past Wall X -1' X (ft.) = 0.5 V 4X1 A ►e 1X2 4 t t. 0 P1 X3 P2 1 4 Xr Rsail Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RSOIL = 10.2 kips Soil Pressure L 2500 psf 0.00% 0.00% 1.33 3333 psf q,nax (psf)= 578 Left of Center gn,ln (psf)= 88 Right of Center Fy (ksi) Spacing (in.) AS (sq.in) 60 12 0.614 60 12 0.614 M' maz Mmax= max (psf)= 617 gmin (psf)= 49 4 M„ (k-ft) 589 589 O.K. O.K. O.K. O.K. Steel Strain, E, Bending OK 0.0987 Bending OK 0.0987 Total As= M„ k-ft/ft 0.1 0.0 1.2 pact = 0.0028 Steel OK Bar Size Fy Spacing (in) (1)M„ (k-ft/ft) 4 40 16 95.0 OK 4 40 16 95.0 OK ( HANI)O N JOHNSTON EST. 1945 PROJECT Hoag Leadership Center CLIENT WM LOCATION Newport Beach, California MN Long Wails Joe; S21-0031 me 09/22/2021 ENOINEER DM SHEET; • 105 of 167 Loniitudinal Seismic Demand (ASD) F_w_roof = 13.80 k F e_roof = Wmax = 0.0012 KSF Wmax = 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 14 Multiple Walls? Y Tributary Length : 12.00 ft Building Length : 240.00 ft Building Width : 50.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL : 16 psf Gravity Trib.: 12 ft Additional Walls in Line: Total Length of Shear Wall: 118.33 ft Chord Member: b = 3.0 in d = 5.5in C+max = Vh/d = 15281bs le = 4 ft PDL = 6993 Ibs le/d = 16 Net Compression = 8520 Ibs Fc = 1000 PSI FcE = 1990.8 PSI Fc" = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR Pc = 1217.1 PSI = 20082 Ibs 0.42 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.35 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 3.588 K V (Seismic) = 12.466 K [Seismic Govers] Wall Length = 41.50 ft V_Wall (Wind) = 30 PLF VWall (Seismic) = 105 PLF Schedule No. 1 Schedule No. 1 V all = 475 PLF Vail = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 6993 Ibs Tmax = Vh/d = 1528 Ibs Net Uplift = 0.6 x P_DL - Tmax = 2668 Ibs No Uplift Try Simpson HDU8 Holdown ACI Anchor Loads_(LRFD) Toll - 444451bs WC. Sill Bolts Try 5/8"o Anchor Bolts @ Vmax = 211 Ibs Vali = 1888 Ibs [No O.T.] [Wind] [No O.T.] [Seismic - 0.o] 24 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11E) Wall 15 Multiple Walls? Y Tributary Length : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 12.00 240.00 50.00 14.5 3.5 10 16 1 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 118.33 ft Chord Member: b = 3.0 in d = 5.5in Cmax = Vh/d = 1528 lbs le = 4 ft PDL = 912 Ibs le/d = 16 Net Compression = 2440 lbs Fc = 1000 PSI FcE = 1990.8 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR F'c = 1217.1 PSI = 200821bs 0.12 O.K. Shear Wall Sheathing: Aspect Ratio= 1.28 : 1 V (Wind) = 3.588 K Wall Length = 11.33 ft V_Wall (Wind) = 30 PLF Schedule No. 1 V aU=475PLF 1 Sided < 2.0 O.K. [No Adjustment] V (Seismic) = 12.466 K [Seismic Covers] V_Wall (Seismic) = 105 PLF Schedule No. 1 Vall = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 912 Ibs Tmax = Vh/d = 1528 Ibs Net Uplift = 0.6 x P_DL - Tmax = -980 Ibs Holdown RE4'd Try Simpson HDU4 Holdown ACI Anchor Loads (LRFD) Tall = 4565 Ibs O.K. 88 Ibs [Wind] -4635 lbs [Seismic - Q0] Sill Bolts Try 5/8"o Anchor Bolts @ 24 in O.C. w/ 3x sill Vmax = 211 lbs Vall = 1888 Ibs O.K. (NDS 2012 Table 11 E) 106 of 167 BRANDOW 2G. JOHNSTON EST.1845 PROJECT Hoag Leadership Cntr CUENT WM LOCATION Newport Beach, Catifomia nEN SW FTG Wall 14 Long Jos# S21-0031 DATE 09/22/2021 ENGINEER DM SHEET # SHEAR WALL FOOTINGS WALL LABEL = D+0.7E M applied = D.L. Shearwall = Wall 9 Long. 63 k-ft fc (ksi) = 4 0.3 klf P min = 0.0018 SHEARWALL GEOMETRY FOOTING 1 Width (ft) _I 1.5 41.5 Depth, d (in) =IL 240 4 Length, Lf (ft) _:' 46.5 L= B= ft. ft. ft. P1 (kips) = P2 (kips) = P3 (kips) = 0.00 @ 0.00 @ 0.00 @ X 0 ft 0 ft 0 ft Allowable Soil Pressure : 3225 psf Footing Weight (k) = 20.9 Sum Moments About Pt. 0 Load to the Left: EM = XR = Load to the Right: = XR = Bending Reinforcement M„' Max = 2.9 Mu- Max = 3.6 Transverse Steel Wall Weight (k) = 14.0 727 = RsoIl * XR RSOIL(ft)= 20.8 e (ft) = 2.4 854 = RsoIL " XR ?.'M / RSOIL (ft) = 24.5 e(ft)= 1.2 Bar Sim Fy (ksi) 4 v 60 4 60 Width of Ftg. Past Wall X-• X(ft.)= 0.5 r[sh.7 kimax= Mmax = r A X2 t° 1 X3 P1 P2 r3 X Rsoil Base Soil Pressure: Increase for Depth: increase for Width: Increase For Seismic/Wind: Max Soil Pressure: R301L = Left of Center Right of Center Spacing (in.) k (sq.in) 0.295 0.295 0.6 12 12 Total AS = M k-ft/ft 0.1 0.0 Bar Size 4 4 34.9 kips Soil Pressure gmax(psf)= groin (psf)= gmax (psf)= groin (psf)= �Mn (k-ft) 284 284 Pact = 0.0018 Fy Spacing (in) 40 16 40 16 L 3225 psf 0.00% 0.00% 1 3225 psf 657 O.K. 344 O.K. 579 O.K. 422 O.K. Steel Strain, Es Bending OK Bending OK Steel OK 0.1560 0.1560 tDMn (k-ft/ft) 95.0 OK 95.0 OK ll s HAN0OW &, JOHNSTON EST.1145 PROJECT Hoag Leadership Cntr CLIENT WM LOCATION Newport Beach, California • REAL SW FTG Wall 15 Long 107 of 167 Joss S21-0031 DATE 09/22/2021 • ENGINEER DM SHEET R SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = Wall 10 Long. 17 k-ft fc (ksi) = 4 0.2 klf P moi = 0.0018 SHEARWALL GEOMETRY A = 6 ft. L = 11.33 ft. B = 4 ft. P1 (kips) = P2 (kips) = P3 (kips) = FOOTING Width (ft) ='i 1.5 Depth, d (in) =}j 24 0 { IT Length, Lf (ft)=ii......._21_..3I/ 6.21 @ 0.00 @ 0.00 @ x 8.5 ft 0 ft ft Allowable Soil Pressure : 3333 psf Footing Weight (k) = 9.6 Wall Weight (k) = 1.8 Sum Moments About Pt. 0 Load to the Left: Load to the Right: EM = 159 = Rsoa' XR XR = IAA / RsoIL (ft) = 9.0 e (ft) = 1.6 = XR = Bending Reinforcement M„' Max = 13.2 M, Max = 8.1 Transverse Steel 194 - RSOW * XR RsoiL (ft) = 11.0 e(ft)= 0.3 Bar Sizt v 4 • Width of Ftg. Past Wall X--.r X(ft.)= 0.5 117 X1 if A X: X3 P1 P2 t Xr 1,1 Rsoil L Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RSOIL = 17.6 kips Soil Pressure qmax (Psf)= Left of Center cm;, (psf)= 2500 psf 0.00% 0.00% 1.33 3333 psf 805 O.K. 297 O.K. qmax (Psf)= 601 Right of Center gnu (psf)= 501 Fy(ksi) Spacing (in.) As (sq.in) 60 60 t M max Mmax = cl)M,i (k-ft) Q.K. O.K. Steel Strain, £5 12 0.295 284 Bending OK 0.1560 12 0.295 284 Bending OK 0.1560 Total As = Ma k-ft/ft 0.1 0.0 0.6 Pact = Bar Size 4 4 0.0018 Steel OK Fy Spacing (in) OM„ (k-ft/ft) 40 16 95.0 OK 40 16 95.0 OK IKE lHANUOW JOHNSTON EST. 1945 PROJECT Hoag Leadership Cntr. CLENr WM WCAnoN Newport Beach, California ITEe Long Walls (2) Joe s S21-0031 108 of 167 DATE 09/22/2021 ENGINEER DM SHEET N Longitudinal Seismic Demand F_w_roof = 13.80 k F_e_roof = Wmax = 0.0012 KSF Wmax = (ASD) 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 16 Multiple Walls? Y Tributary Length : 12.00 ft Building Length : 240.00 ft Building Width : 50.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL : 16 psf Gravity Trib.: 1 ft Additional Walls in Line: Total Length of Shear Wall: 118.33 ft Chord Member: Cmax = Vh/d = PDL = b = 3.0 in 1528 lbs 4951 Ibs d = 5.5in le=4ft le/d = 16 Net Compression = 6478 Ibs Fc = 1000 PSI FcE= 1990.8 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR F'c = 1217.1 PSI = 20082 Ibs 0.32 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.24 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 3.588 K V (Seismic) = 12.466 K [Seismic Govers] Wall Length = 61.50 ft V_Wall (Wind) = 30 PLF V_Wall (Seismic) = 105 PLF Schedule No. 1 Schedule No. 1 V all = 475 PLF V all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = Tmax = Vh/d = 1528 Ibs Net Uplift = 0.6 x P_DL - Tmax = Tall - s O 4951 Ibs 1443 Ibs No Uplift ACI Anchor Loads (LRFD) [No O.T.] [Wind] [No O.T.] [Seismic - O,] Sill Bolts Try 5/8"o Anchor Bolts @ 24 in O.C. w/ 3x sill Vmax = 211 Ibs Vali = 1888 Ibs O.K. (NDS 2012 Table 11E) Wall 17 Multiple Walls? Tributary Length : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 24.88 240.00 50.00 14.5 3.5 10 16 12 N ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: Chord Member: b = 5.5 in Cmax = Vh/d = 18057 Ibs Pm. = 3496 Ibs Net Compression = 21554 Ibs Fc = 1000 PSI FcE = 6259.5 PSI Fc* = 1600 PSI c = 0.80 Emin = 580000 PSI Cp = 0.94 E'min = 580000 PSI DCR F'c = 1504.8 PSI = 45519 Ibs 0.47 O.K. d = 5.5in le=4ft le/d = 9 Shear Wall Sheathing: 2 Sided Aspect Ratio= 0.70 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 7.437 K V (Seismic) = 25.841 K [Seismic Govers] Wall Length = 20.75 ft V_WaH (Wind) = 358 PLF V_Wall (Seismic) = 1245 PLF Schedule No. 3 Schedule No. 3 V all = 1860 PLF Val! = 1330 PLF USE: 15/32" Plywood Sheathing w/ 10d, 3"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 3496 Ibs Tmax = Vh/d = 18057 Ibs Net Uplift = 0.6 x P_DL - Tmax = -15959 lbs Holdown REQ'd Try Simpson HD19 Holdown ACI Anchor Loads (LRFD) Tall = 19070 Ibs O.K. -5515 Ibs [Wind] -61343 Ibs [Seismic - Do] Sill Bolts Try 5/8"0 Anchor Bolts @ Vmax = 830 Ibs Vall = 1888 Ibs 8 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11 E) 109 of 167 (3RANDOW x JOHNSTON EST. 1945 PROJECT Haag Leadership Cntr. Jo94S21-0031 CLIENT WM I DATE 09/22/2021 LOCATION Newport, California 1 ENGINEER DM rise SW FTG Wa1116 Long SHEETS SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = Wall 11 Long. 94 k-ft 0.2 kif SHEARWALL GEOMETRY A = 2.5 ft. L = 61.5 ft. B = 3 ft. fc (ksi) = 4 P min = 0.0018 FOOTING c Pt 0 Width (ft) = Depth, d (in) = Length, Lf (ft) = 1.5 I 24.0 67.0 P1 (kips) = 0.00 @ 0 ft P2 (kips) = 0.00 @ 0 ft P3 (kips) = 0.00 @ 0 ft Allowable Soil Pressure : 3333 psf 4 X1 A ► I � R 1X2 4 4 X3 P1 P2 d3 1 Rsoil L Base Soil Pressure: 2500 psf Increase for Depth: 0.00% Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Max Soil Pressure: 3333 psf Footing Weight (k) = 30.2 Wall Weight (k) = 9.9 Rsori_ = 40.1 kips H Sum Moments About Pt. 0 Soil Pressure Load to the Left: `' M = 1275 = Rson. * XR XR = �M / RSOIL (ft) = 31.8 gmax (Psf)= 458 O.K. e (ft) = 1.7 Left of Center q,,,a, (psf)= 339 O.K. Load to the Right: 7,M = 1433 = RSOIL * XR XR = ?`M / RSOIL (ft) = 35.8 max (Psf)= 480 O.K. e (ft) = 2.3 Right of Center q,,,;n (psf)= 317 O.K. Bending Reinforcement Bar Sizr Fy (ksi) Spacing (in.; As (sq.in) d)Mn (k-ft) Steel Strain, E, M,r` Max = 1.5 4 V 60 12 0.295 284 Bending OK 0.1560 M1 Max = 2.0 5v 60 12 0.295 284 Bending OK 0.1560 Transverse Steel Total AG = 0.6 pact = 0.0018 Steel OK Width of Ftg. Past Wall M„ k-ft/ft Bar Size Fy Spacing (in) 'Mn (k-ft/ft) X - r X (ft.) = 0.5 Me„,„ = 0.1 4 40 16 95.0 OK ri:-L7 M max = 0.0 4 40 16 95.0 OK eRANUOW . JOHNSTON EST.1845 PROJECT Hoag Leadership Cntr CLIENT WM LOCATION Newport Beach, California rrEi SW FTG Wall 17 Long 110 of 167 .IOR a S21-0031 DATE 10/21/2021 ENGINEER DM SHEET II SHEAR WALL FOOTINGS WALL LABEL = Wall 12 Lonq. D+0.6W M applied = 375 k-ft fc (ksi) = 4 D.L. Shearwall = 0.3 klf P nu„ = 0.0018 SHEARWALL GEOMETRY A = 3 ft. L = 20.75 ft. B = 3 ft. FOOTING Width (ft) 3.5 Depth, d (in) =;4.__..... 24.0 Length, Lf (ft)=E26.8� x A IF X2 X3 P1 P2 P3 1:-- 1 Rsoil L P1 (kips) = 4.29 @ 3 ft Base Soil Pressure: 2500 psf P2 (kips) = 0.00 @ 20.83 ft Increase for Depth: 0.00% P3 (kips) = 0.00 @ ft Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Allowable Soil Pressure : 3333 psf Max Soil Pressure: 3333 psf Footing Weight (k) = 28.1 Wall Weight (k) = 7.0 RSOIL = 39.4 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: Load to the Right: EM = 107 = RsoIL * XR XR = 1.M / RSOIL (ft) = 2.7 gmax (psf)= 2749 O.K. e (ft) = 10.6 Left of Center qm;n (psf)= 0 O.K. �M = XR = Bending Reinforcement MG' Max = 10.1 M,; Max = 4.7 Transverse Steel 857 = RsoI . XR > M / Ram_ (ft) = 21.8 gm,,,, (psf)= 1503 O.K. e (ft) = 8.4 Right of Center qm;n (psf)= 0 O.K. Bar Sim Fy (ksi) Spacing (in.; k (sq.in) (I)Mn (k-ft) Steel Strain, C 4 v 60 12 0.687 663 Bending OK 0.1560 4 v 60 12 0.687 663 Bending OK 0.1560 [ILIh of Ftg. Past Wall r X (ft.) = 0.5 4 M max = Mmax= Total As = 1.4 put = 0.0018 Steel OK MG k-ft/ft Bar Size Fy Spacing (in) OM, (k-ft/ft) 0.3 4 40 16 95.0 OK 0.0 4 40 16 95.0 OK 111111 Li r2AN DOW 8, JOHVS'FON EST. MG PROJECT Hoag Leadership Crrtr. CLIENT WM LOCATION Newport Beach, Califomia ITEN Long Walls (4) Joe# S21-0031 OAT 09/22/2021 111 of 167 ENGINEER DM GHEE!# Longitudinal Seismic Demand F_w_roof = 13.80 k F_e_roof = Wmax = 0.0012 KSF Wmax = (ASD) 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 20 Multiple Walls? Y Tributary Length : 18.38 ft Building Length : 182.50 ft Building Width : 50.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL : 16 psf Gravity Trib.: 1 ft Additional Walls in Line: Total Length of Shear Wall: 48.67 ft Chord Member: b = 3.5 in d = 5.5in Cmex = Vh/d = 4324 lbs le = 4 ft Pr)! = 429 Ibs le/d = 14 Net Compression = 4753 lbs Fc = 1000 PSI FcE = 2709.7 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 E'min = 620000 PSI DCR F'c = 1338.6 PSI = 25768 Ibs 0.18 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 2.72 : 1 > 2.0 (WSP) = 0.910 V (Wind) = 4.177 K V (Seismic) = 14.515 K [Seismic Covers] Wall Length = 5.33 ft V_WaII (Wind) = 86 PLF V_Wall (Seismic) = 298 PLF Schedule No. 1 Schedule No. 1 V aU = 432 PLF Vall = 309 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 429 Ibs Tm = Vh/d = 4324 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU11 Holdown Tall = 9535 Ibs O.K. Sill Bolts Try 5/8"0 Anchor Bolts @ Vmax = 596 Ibs Vall = 1888 Ibs -4067 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) -1688 Ibs [Wind] -15058 Ibs [Seismic - 00] 24 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11 E) Wall 21 Multiple Walls? Y Tributary Length : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 18.38 182.50 50.00 14.5 3.5 10 16 1 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 48.67 ft Chord Member: b = 3.5 in d = 5.5in Cm„ = Vh/d = 4324 Ibs le = 4 ft POL = 832 Ibs le/d = 14 Net Compression = 5156 Ibs Fc = 1000 PSI FcE = 2709.7 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 E'min = 620000 PSI DCR F'c = 1338.6 PSI = 25768 Ibs 0.2 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.40 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 4.177 K V (Seismic) = 14.515 K [Seismic Govers] Wall Length = 10.33 ft V_Wail (Wind) = 86 PLF V_WaII (Seismic) = 298 PLF Schedule No. 1 Schedule No. 1 V all = 475 PLF Val = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6' /12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = Truax = Vh/d = 4324 Ibs Net Uplift = 0.6 x P_DL - Tmax = -3825 Ibs Try Simpson HDU11 Holdown Tall = 9535 Ibs O.K. 832 lbs Holdown REQ'd ACI Anchor Loads (LRFD) -1326 Ibs [Wind] -14696 Ibs [Seismic - i2o] Sill Bolts Try 5/8"o Anchor Bolts @ 24 in O.C. w/ 3x sill Vmax = 596 Ibs Vall = 1888 lbs O.K. (NDS 2012 Table 11 E) I 11 LHANUOW & JOHNSTON EST.1845 PROJECT Hoag Leadership Cntr. CLIENT FDA LocATaN Newport, Califomia 112 of 167 JOstt S2 i-0031 ems 09122/2021 ENGINEER DM rrsm SW FTG Wa1120 Long SHEETY SHEAR WALL FOOTINGS WALL LABEL = Wall 20 Long. D+0.6W M applied = 23 k-ft fc (ksi) = 4 D.L. Shearwall = 0.2 kif P min = 0.0018 SHEARWALL GEOMETRY FOOTING A = 2.33 ft. Width (ft) =1 4.0 4 L = 5.33 ft. Depth, d (in) =;44 B = 2.33 ft. Length, Lf (ft)=ir_..--10.0 X P1 (kips) = 0.00 @ 0 ft P2 (kips) = 0.00 @ 0 ft P3 (kips) = 0.00 @ 0 ft Allowable Soil Pressure : 3333 psf Base Soil Pressure: 2500 Increase for Depth: 0.00% Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Max Soil Pressure: 3333 psf Footing Weight (k) = 12.0 Wall Weight (k) = 0.9 RSOIL = 12.8 kips Sum Moments About Pt. 0 Load to the Left: Soil Pressure psf EM = 43 = RSOIL * XR XR = EM / RSOIL (ft) = 3.4 gmax (psf)= 638 O.K. e (ft) = 1.6 Left of Center %sin (psf)= 5 O.K. Load to the Right: s M = 87 = RSOIL * XR XR = EM / RsoN (ft) = 6.8 gmax (psf)= 669 O.K. e (ft) = 1.8 Right of Center q,,,m (psf)= 0 O.K. Bending Reinforcement Bar Sim Fv (ksi) Spacing (in.) A$ (sq.in) 4:)Mr. (k-ft) Steel Strain, £S M„` Max = 1.5 4 v 60 12 0.785 757 Bending OK 0.1560 M,; Max = 3.3 , 4 v 60 12 0.785 757 Bending OK 0.1560 Transverse Steel Total As = 1.6 pact = 0.0018 Steel OK Width of Ftg. Past Wall M„ k-ft/ft Bar Size Fy Spacing (in) �M„ (k-ft/ft) X-1 X(ft.)= 0.5 Mimax= 0.1 4 40 16 95.0 OK 717 M'mSx = 0.0 4 40 16 95.0 OK 1 gib B AN'DI:4"J & JOHNSTON EST.18A5 PROJECT Hoag Leadership Cntr CLIENT WM LOCATION Newport Beach, California ITEM SW FTG Wall 21 Long 113 of 167 jos S21-0031 DATE 10/21/2012 ENGINEER DM SHEET/ SHEAR WALL FOOTINGS WALL LABEL = Wall 12 Long. D+0.6W M applied = 45 k-ft fc (ksi) = 4 D.L. Shearwall = 0.3 kif p m;„ = 0.0018 SHEARWALL GEOMETRY A= B= 1.33 ft. 10.33 ft. 1.33 ft. P1 (kips) = P2 (kips) = P3 (kips) = FOOTING Width (ft) =11 4.0 Depth, d (in) =IL 24.0 Length, Lf (ft) _" 13.0 . 0.00 @ 0.00 @ 0.00 @ 2 ft 20.83 ft ft Allowable Soil Pressure : 3333 psf Footing Weight (k) = 15.6 Wall Weight (k) = Sum Moments About Pt. 0 Load to the Left: M = 79 = RSOIL * XR XR = EM / RSOIL (ft) = 4.2 e (ft) = 2.3 Load to the Right: �M = XR = Bending Reinforcement 169 =RsoIL * XR EM/RSOIL (ft)= 8.8 e(ft)= 2.3 Bar Sim Fy (ksi) M„` Max = 0.6 4 V 60 M.- Max = 1.1 14 V 60 Transverse Steel Width of Ftg. Past Wall X-•I' X(ft.)= 0.5 iLL7 M n,ax Mmax = 3.5 4 A X2 X3 P1 P2 T 4 Xr Rsoil Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RSOIL = Left of Center Right of Center Spacing (in.; As (sq.in) 0.785 0.785 1.6 12 12 Total As = Pact = 19.1 kips Soil Pressure (max (psf)= gn,ln (psf)= (max (psf)= (min (psf)= �Mn (k-ft) 757 757 0.0018 M. k-ft/ft Bar Size Fy Spacing (in) 0.1 4 40 16 0.0 4 40 16 L 2500 psf 0.00% 0.00% 1.33 3333 psf 765 O.K. 0 O.K. 765 O.K. 0 O.K. Steel Strain, £s Bending OK Bending OK Steel OK 0.1560 0.1560 mMn (k-ft/ft) 95.0 OK 95.0 OK 1111 EVAN COW & JOHNSTON ESL 1945 PROJECT Hoag Leadership Cntr. jog# S21-0031 costa WM DATE 09/22/2021 LOCATION Newport Beach, California ENGINEER DM ITBA Long Walls (4) SHEET if 114 of 167 Longitudinal Seismic Demand (ASD) F_w_roof = 13.80 k F_e_roof = Wmax = 0.0012 KSF Wmax = 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 22 Multiple Walls? Y Tributary Length : 18.38 ft Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 182.50 ft 50.00 ft 14.5 ft 3.5 psf 10 psf 16 psf 1 ft Additional Walls in Line: Total Length of Shear Wall: 48.67 ft Chord Member: b = 3.5 in d = 3.5in Cmax = Vh/d = 4324 Ibs le = 4 ft PDL = 1208 Ibs le/d = 14 Net Compression = 5532 Ibs Fc = 1000 PSI FcE = 2709.7 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 E'min = 620000 PSI DCR F'c = 1338.6 PSI = 16398 Ibs 0.34 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 0.97 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 4.177 K V (Seismic) = 14.515 K [Seismic Govers] Wall Length = 15.00 ft V_Wall (Wind) = 86 PLF V_WaII (Seismic) = 298 PLF Schedule No. 1 Schedule No. 1 V_all = 475 PLF V_all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 1208 Ibs Trnax = Vh/d = 4324 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU11 Holdown -3600 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) Tail = 9535 lbs O.K. -988 Ibs [Wind] -14357 Ibs [Seismic - Oa] Sill Bolts Try 5/8"o Anchor Bolts @ 24 in O.C. w/ 3x sill Vmax = 596 Ibs Vali = 1888 Ibs O.K. (NDS 2012 Table 11E) Wall 23 Multiple Walls? Y Tributary Length : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 18.38 182.50 50.00 14.5 3.5 10 16 1 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 48.67 ft Chord Member: C,ax= Vh/d = PCL = b=3.5in 4324 Ibs 845 Ibs d = 5.5in le=4ft Ie/d = 14 Net Compression = 5170 Ibs Fc = 1000 PSI FcE = 2709.7 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 E'min = 620000 PSI DCR Pc = 1338.6 PSI = 25768 Ibs 0.2 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.38 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 4.177 K V (Seismic) =14.515 K [Seismic Govers] Wall Length = 10.50 ft V WaII (Wind) = 86 PLF V Wall (Seismic) = 298 PLF Schedule No. 1 Schedule No. 1 V_all = 475 PLF V_all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + WaII-Wt x HT) x Width / 2 = 845 lbs Tmax = Vh/d = 4324 Ibs Net Uplift = 0.6 x P_DL - Tmax = -3817 Ibs Try Simpson HDU11 Holdown Tall = 9535 Ibs O.K. Holdown REQ'd ACI Anchor Loads1LRFD1 -1314 Ibs [Wind] -14683 Ibs [Seismic - Oo] Sill Bolts Try 5/8"o Anchor Bolts @ 24 in O.C. w/ 3x sill Vmax = 596 Ibs Vall = 1888 Ibs O.K. (NDS 2012 Table 11E) 115 of 167 r3 RANOOW 8 JOHNSTON EST.1846 PROJECT Hoag Leadership Cntr. CLIENT WM LocATION Newport, California nEAI SW FTG Wall 22 Long aoe#S21-0031 DATE 09/22/2021 ENGINEER DM SNEEra SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = 65 k-ft D.L. Shearwall = 0.2 klf SHEARWALL GEOMETRY A = 0.75 ft. L = 15 ft. B = 0.75 ft. P1 (kips) = P2 (kips) = P3 (kips) = Wall 22 Long. fc (ksi) = 4 p mm = 0.0018 FOOTING Width (ft) =i 1.5 11 Depth, d (in) 24.0 ! h, L ft a Length, t ( } =ii 16.5E 0.00 @ 0.00 @ 0.00 @ 0 ft 0 ft 0 ft Allowable Soil Pressure : 3333 psf Footing Weight (k) = 7.4 Wall Weight (k) = Sum Moments About Pt. 0 = 18 = RSOIL * XR XR= );M/RsoIL(ft)= 1.8 e (ft) = 6.4 Load to the Left: Load to the Right: rM = 146 = RsoIL * XR XR = EM / RsoIL (ft) = 14.8 e(ft)= 6.6 Bending Reinforcement M„+ Max = M,; Max = Transverse Steel 0.6 0.1 Bar Sim 5 5 rEL1idth of Ftg. Past Wall - X(ft.)= v 2.4 Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RsoIL = Left of Center Right of Center Fy (ksi) Spacing (in.) As (sq.in) 60 12 0.460 60 12 0.460 0.5 M+max = Mmax= 9.8 kips Soil Pressure gmax (psf)= gmin (Psn= 0 Clmax gmin (Psf)= 0 4:M„ (k-ft) 2500 0.00% 0.00% 1.33 3333 psf psf 2374 O.K. O.K. (psf)= 2638 O.K. O.K. Steel Strain, Es 442 Bending OK 0.0987 442 Bending OK 0.0987 Total As = M„ k-ft/ft 0.3 0.0 0.9 Bar Size 4 4 Pact = Fy 40 40 0.0028 Steel OK Spacing (in) 16 16 DM„ (k-ft/ft) 95.0 OK 95.0 OK 116 of 167 BHANDOW K J•OHNSTON EST.1945 PROJECT Zendejas CLIENT JDA LOCATION Beaumont, California NEAT SW FTG Wall 23 Long JOB it S21-0188 DATE 08/04/2021 ENGINEER DM SHEET/ SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = Wall 23 Lona. 45 k-ft Pc (ksi) = 4 0.3 klf p min = 0.0018 SHEARWALL GEOMETRY FOOTING L= B= 0.75 10.5 2.5 P1 (kips) = P2 (kips) = P3 (kips) = ft ft. ft. Width (ft) =3 1.5 Depth, d (in) _'[ 24.0 Length, Lf (ft) =i 13.8 ] 0.00 @ 0.00 @ 0.00 @ Allowable Soil Pressure : X 0 ft 0 ft ft 3333 psf Footing Weight (k) = 6.2 Wall Weight (k) = Sum Moments About Pt. 0 Load to the Left M XR = Load to the Right: EM = XR = Bending Reinforcement M: Max = Ms Max = Transverse Steel 0.9 1.4 18 =RSOIL* XR sM / RsoIL (ft) = 1.9 e (ft) = 5.0 109 = RsoIL " XR EM/RsoiL.(ft)= 11.2 e (ft) = 4.4 Bar Sizt 3.5 Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RSOIL = Left of Center 9.7 kips Soil Pressure gmax (psf)= groin (psf)= 2500 0.00% 0.00% 1.33 3333 psf psf 2289 O.K. 0 O.K. max (psf)= 1712 O.K. Right of Center tin* (psf)= 0 O.K. Fy(ksi) Spacing (in.) As (sq.in) 4 V 60 12 0.295 4 v 60 12 0.295 Width of Ftg. Past Wall X -r X (ft.) = 0.5 r_LL7 1 M max = M max = (I)M„ (k-ft) Steel Strain, Es 284 Bending OK 0.1560 284 Bending OK 0.1560 Total As = M k-ft/ft 0.3 0.0 0.6 Bar Size 4 4 Pact = 0.0018 Steel OK Fy Spacing (in) (t)M„ (k-ft/ft) 40 16 95.0 40 16 95.0 OK OK vaow Hoag Leadership Cnlr. CIErrr WM wCATrow Newport Beach, California rrai Long Walls (4) EST.]916 aos. S21-0031 DATE 09/22/2021 aromaa DM DEETS 117 of 167 Longitudinal Seismic Demand (ASD) F_w_roof = 13.80 k F_e_roof = Wmax = 0.0012 KSF Wmax = 47.95 k 0.0043 KSF Total Building Area: 11078 SF Wall 24 Multiple Walls? Y Tributary Length : 18.38 ft Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 182.50 50.00 14.5 3.5 10 16 1 ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 48.67 ft Chord Member: b = 3.5 in d = 5.5in C. = Vh/d = 4324 Ibs le = 4 ft Pc4. = 671 Ibs le/d = 14 Net Compression = 4995 Ibs Fc = 1000 PSI FcE = 2709.7 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.84 E'min = 620000 PSI DCR Pc = 1338.6 PSI = 25768 Ibs 0.19 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.74 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 4.177 K V (Seismic) = 14.515 K [Seismic Govers] Wall Length = 8.33 ft V Wall (Wind) = 86 PLF V WaII (Seismic) = 298 PLF Schedule No. 1 Schedule No. 1 V_all = 475 PLF V_all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 671 Ibs Tmax = Vh/d = 4324 Ibs Net Uplift = 0.6 x P_DL - Tmax = -3922 Ibs Holdown REQ'd Try Simpson HDU11 Holdown ACI Anchor Loads (LRFD) Tall = 9535 Ibs O.K. -1471 Ibs [Wind] -14841 Ibs [Seismic - Oo] Sill Bolts Try 5/8"e Anchor Bolts @ 24 in O.C. w/ 3x sill Vmax = 596 Ibs Vali = 1888 Ibs O.K. (NDS 2012 Table 11 E) Wall 25 Multiple Walls? Y Tributary Length : Building Length : Building Width : Wall Height : Parapet Height : Wall Weight : DL: Gravity Trib. : 5.50 38.00 50.00 14.5 3.5 10 16 1 ft ft ft ft psf psf psf ft Additional Walls in Line: Total Length of Shear Wall: 17.33 ft Chord Member: b = 3.0 in d = 5.5in Cmax = Vh/d = 757 Ibs le = 4 ft Pa = 725 Ibs le/d = 16 Net Compression = 1481 Ibs Fc = 1000 PSI FcE = 1990.8 PSI Fc* = 1600 PSI c = 0.80 Emin = 620000 PSI Cp = 0.76 E'min = 620000 PSI DCR F'c = 1217.1 PSI = 20082 Ibs 0.07 O.K. Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.61 : 1 < 2.0 O.K. [No Adjustment] [Seismic Govers] V (Wind) = 0.260 K V (Seismic) = 0.905 K Wall Length = 9.00 ft V_WaII (Wind) = 15 PLF Schedule No. 1 Schedule No. 1 V_all = 475 PLF V_all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. V_Wall (Seismic) = 52 PLF Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = 725 Ibs Tmax = Vh/d = 757 Ibs Net Uplift = 0.6 x P_DL - Tmax = -322 Ibs Holdown REQ'd Try Simpson HDU4 Holdown ACI Anchor Loads (LRFD) Tall = 4565 Ibs O.K. 289 Ibs [Wind] -2051 Ibs [Seismic - Q,] Sill Bolts Try 5/8"0 Anchor Bolts @ Vmax = 104 Ibs Vall = 1888 Ibs 24 in O.C. w/ 3x sill O.K. (NDS 2012 Table 11 E) I EiFtAN)OVY. .I,1W% ST ON EST.1915 PROJECT Hoag Leadership Cntr. cuorr JDA LocAT10N Newport, Califomia mat SW FTG Wall 24 Long Joel S21-0031 DATE 09/22/2021 ENOFHEER DM SHEET 1 118 of 167 SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = D.L. Shearwall = 0.2 klf SHEARWALL GEOMETRY A = 0.75 ft. L = 8.33 ft. B = 3 ft. P1 (kips) = P2 (kips) = P3 (kips) = Wall 24 Long. 36 k-ft fc (ksi) = 4 P mm = 0.0018 FOOTING Width (ft) =I Depth, d (in) Length, Lr (ft) =l 0.00 @ 0.00 @ 0.00 @ x 1.5 24.0 12.1 0 ft 0 ft 0 ft Allowable Soil Pressure : 3333 psf Footing Weight (k) = 5.4 Wall Weight (k) = 1.3 Sum Moments About Pt. 0 Load to the Left: Load to the Right: rM = 7 = Rsoll * XR XR= sM/RsoL(ft)= 1.1 e (ft) = 4.9 rM = 75 = Rsoll * XR XR= EM/Rso,L(ft)= 11.1 Bending Reinforcement M„' Max = 7.6 Ms Max = 2.0 Transverse Steel e (ft) = Bar Sizi Fy (ksi) 5 v 60 60 Width of Ftg. Past Wall X-r X(ft.)= lik7 0.5 M.max = Mmax= t. 0 1 1 4 A X2 1 X3 P1 P2 P3 Xr Rsoil L Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: RsoIL = Left of Center 2500 psf 0.00% 0.00% 1.33 3333 psf 6.8 kips Soil Pressure max (Psf)= 2749 O.K. q,, (psf)= 0 O.K. (latex (psf)= 3179 O.K. 5.1 Right of Center gmti (psf)= Spacing (in.; As (sq.in) 12 0.460 12 0.460 0 O.K. 4)M„ (k-ft) Steel Strain, ES 442 Bending OK 0.0987 442 Bending OK 0.0987 Total AS= 0.9 M„ k-ft/ft Bar Size 0.4 0.0 Pau = Fy 4 40 4 40 0.0028 Steel OK Spacing (in) mM„ (k-ft/ft) 16 95.0 OK 16 95.0 OK 119 of 167 Li I<AN JUW & Jr)H N ST ON EST.1045 PROJECT Zendejas cuENT JDA LOCATION Beaumont, Califomia mu SW FTG Wall 25 Long ,roe I S21-0188 GATE 08/04/2021 ENGINEER DM SHEET E SHEAR WALL FOOTINGS WALL LABEL = Wall 23 Long. D+0.6W M applied = 7 k-ft Pc (ksi) = 4 D.L. Shearwall = 0.3 kif p min = 0.0018 SHEARWALL GEOMETRY FOOTING A = 0.75 ft. Width (ft) = L = 9 ft. Depth, d (in) = B = 0.75 ft. Length, LT (ft) = 1.5 24.0 10.5 X P1 (kips) = 0.00 @ 0 ft P2 (kips) = 0.00 @ 0 ft P3 (kips) = 0.00 @ ft Allowable Soil Pressure : 3333 psf Base Soil Pressure: 2500 Increase for Depth: 0.00% Increase for Width: 0.00% Increase For Seismic/Wind: 1.33 Max Soil Pressure: 3333 psf Footing Weight (k) = 4.7 Wall Weight (k) = 3.0 R8O1L = 7.8 kips Sum Moments About Pt. 0 Soil Pressure Load to the Left: psf M = 34 = RSOIL * XR XR = �'M / RSOIL (ft) = 4.4 gmex (psf)= 740 O.K. e (ft) = 0.9 Left of Center qm;, (psf)= 245 O.K. Load to the Right: EM = 48 = RSOIL * XR XR = EM / RsolL (ft) = 6.1 gm,,„ (psf)= 740 O.K. e (ft) = 0.9 Right of Center qml„ (psf)= 245 O.K. Bending Reinforcement Bar Sizi Fy (ksi) Spacing (in.; AS (sq.in) 4 M„ (k-ft) Steel Strain, E. M„. Max = 0.2 4 v 60 12 0.295 284 Bending OK 0.1560 M,; Max = 0.1 4 v 60 12 0.295 284 Bending OK 0.1560 Transverse Steel Total AS = 0.6 pec, = 0.0018 Steel OK Width of Ftg. Past Wall M„ k-ft/ft Bar Size Fy Spacing (in) mM„ (k-ft/ft) i 12-k7 X -r X (ft.) = 0.5 M'max = 0.1 4 40 16 95.0 OK 4 M max = 0.0 4 40 16 95.0 OK I 1111 EIR.4 NOC)W & JOI-I" STDN ESr.1945 PRaECT Hoag Leadership Cntr. CLIENT WM LOCATION Newport Beach, California ............................................... ma Long Walls (4) Jog # S21-0031 DATE 09/22/2021 ENGINEER SHEET4 DM 120 of 167 Longitudinal Seismic Demand F w roof = Wmax = (ASD) 13.80 k F e_rooi= 47.95 k Total Building Area: 11078 SF 0.0012 KSF Wmax = 0.0043 KSF Wall 26 Multiple Walls? Y Tributary Length : 5.50 ft Building Length : 38.00 ft Building Width : 50.00 ft Wall Height : 14.5 ft Parapet Height : 3.5 psf Wall Weight : 10 psf DL : 16 psi Gravity Trib.: 1 ft Additional Walls in Line: Total Length of Shear Wall: 17.33 ft Chord Member: b = 3.0 in Cm„ = Vh/d = 757 Ibs PDL = 671 Ibs Net Compression = 1427 Ibs Fc = 1000 PSI Fc*= 1600 PSI Emin = 620000 PSI E'min = 620000 PSI F'c = 1217.1 PSI = 20082 Ibs 0.07 O.K. d = 5.5in le = 4 ft le/d = 16 FcE = 1990.8 PSI c = 0.80 Cp = 0.76 DCR Shear Wall Sheathing: 1 Sided Aspect Ratio= 1.74 : 1 < 2.0 O.K. [No Adjustment] V (Wind) = 0.260 K V (Seismic) = 0.905 K [Seismic Covers] Wall Length = 8.33 ft V_ Wall (Wind) = 15 PLF V_Wall (Seismic) = 52 PLF Schedule No. 1 Schedule No. 1 V_all = 475 PLF V_all = 340 PLF USE: 15/32" Plywood Sheathing w/ 10d, 6"/12" O.K. Holdowns: P_DL = (DL x Trib + Wall-Wt x HT) x Width / 2 = Tmax = Vh/d = 757 Ibs Net Uplift = 0.6 x P_DL - Tmax = Try Simpson HDU4 Holdown Tall = 4565 Ibs O.K. 671 Ibs -355 Ibs Holdown REQ'd ACI Anchor Loads (LRFD) 240 Jbs [Wind] -2100 Ibs [Seismic - f�D] Sill Bolts Try 5/8"o Anchor Bolts @ 24 in Q.C. w/ 3x sill Vmax = 104 Ibs Vali = 1888 Ibs O.K. (NDS 2012 Table 11E) 1116 B RAN:)OW & JOHNSTON EST.1946 FROIEcr Hoag Leadership Cntr, CLIENT JDA LOCATION Newport, California nu SW FTG Wall 26 Long 121 of 167 JOBw 921-0031 DATE 09/22/2021 ENGINEER DM sIEEr r SHEAR WALL FOOTINGS WALL LABEL = D+0.6W M applied = 6 k-ft D.L. Shearwall = 0.2 klf SHEARWALL GEOMETRY A = 0.75 ft. L = 8.33 ft. B = 0.75 ft. P1 (kips) = P2 (kips) = P3 (kips) = Wall 24 Long. fc (ksi) = 4 Pmin = 0.0018 FOOTING Width (ft) =!s 1.5 Depth, d (in) _! 24.0 jl Length, Lf (ft) =r- 9.8 .......' 0.00 @ 0.00 @ 0.00 @ Allowable Soil Pressure : Footing Weight (k) = 0 ft 0 ft 0 ft 3333 psf 4.4 Wall Weight (k) = 1.3 Sum Moments About Pt. 0 Load to the Left: Load to the Right: EM = XR = EM= XR = Bending Reinforcement M: Max = 0.2 M,; Max = 0.1 Transverse Steel 23 = RSOIL * XR 2M/RSOIL(ft)= 4.0 e (ft) = 0.9 35 = RSOIL * XR r'M/Rsolr(ft)= 6.0 e (ft) = 1.1 Bar Sizl Fy (ksi) Spacing (in. 60 12 60 12 Total As = Mu k-ft/ft 0.5 M'max = 0.1 M-max = 0.0 Width of Ftg. Past Wall )(-.r X(ft.)= li-L7 v 4 X11 1X2 4 >r P1 X3 'I 14R III P2 Xr Rsoil Base Soil Pressure: Increase for Depth: Increase for Width: Increase For Seismic/Wind: Max Soil Pressure: Rsoii. = 5.8 kips Left of Center Soil Pressure L 2500 psf 0.00% 0.00% 1.33 3333 psf max (psf)= 610 q, (psf)= 172 01 O.K. O.K. gmax (psf)= 652 O.K. Right of Center qm;n (psf)= 130 O.K. ) As (sq.in) 0.460 �Mn (k-ft) Steel Strain, Es 442 Bending OK 0.0987 0.460 442 Bending OK 0.0987 0.9 Pair = 0.0028 Steel OK Bar Size Fy Spacing (in) OW (k-ft/ft) 4 40 16 95.0 OK 4 40 16 95.0 OK 11 I3RANDOW JOHNSTON/ EGT.1945 SHEET NO. '122 &IV/ PROJECT NO.114 DATE pRoJEcT 14c,my z9. ENGINEER . brikte 14.,A Ns)) It,PL.F . 111 • 1/..st4c. 324% • • • • • • • • • • . • , rri dill : ; i .-f....-% , loAPPooN40101040` : : : . %----• !C-7-- 7:2711 tit,,i- 4---.: •k"-=' 4A- . , . . : ! l,..y, Lpia..:b Ti) Pcii<(1,,,.. 1.32.4*.14 4-ttot),2C'';. I i' v I 56157:1 ' U5S 0-5CtIST.— ):2.. :5712-"PS Wi VAI,L.' .4t. 911 51t ° i e)1•1 C,bi rTy,-.3 :LOAO To Dr"P ii.44 A&T-1 --4.) IlL041/1 4- 1 Sz5/ y S90 PL,14 ! 0902-51-lit 1Dx.e,P i4fI.1 NA-rt,3714.6, c...A.PAyta.r/ * 1/2.0 P LF letys 1 : "tap.t. (p" vwtyip z Tn., PCP j2:ft, -2..9.NiCi • 771 4fr1044,it mpoes. t.‘„Ai. DIZA. .-2-51.°A 4- (.5of It") e tee.. . . use 0) 4445-r- IL) ••7V.r641)s vAL,L,t, 2 e4.? 51 ,c)*1 Lo o.gt. Tc• —7P • 777.* • • • • • • • Dx C) tidt-Atatov;,- .-115 )/( SGD5 zoo....r 0 14, • ORANDOWAJORNRTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH fTh ILE • BRANDOVV JOHNSTON EST. 1B4S PROJECT .140A&.... PROJECT No. 52 I - 0o3 ITEM .9/..!...^1/4(7,- SHEET NO. .123 of i 67 D AT E 44 2o/ 2,4 ENGINEER "LA-L. " "\11-Yr--mt> 1.02. '•-• -71 P:L : ... . . : • ..iefesraire-110 . .TO !DILA, c•T7 1. PLF 1!( 17•1-51) V &Z /ORA% P La/ Vet1.4., 1 [9. Lei\b re) 0..TAP fi-c(yrei 11.7,Tc40,7 pas.): '106r P.t,r Lao lYrxD 100 Pi-, F t•- .2.071 t I Pt-f • ' h L 'Loki) TO.si t2.31.(z 1111 Pt" (55 — 2,05 2'7 57 1'1 C..Mn° ITP,NC> tea VALL `5 '6 1(01:3 Lo Aso 1 o AI> RP -A (v1-1 %-(300PLF 0..1.-75 1/) 1.204 S'Ve Put {Li V)PLF BNANDOW & JOHNSTON STRUCTURAL + CIVIL. ENGINEERS LOS ANGELES NEWPORT EACH ,Th EIHANNOIN JOHNSTON! EST. INS SHEET NO. ....- • 124 &IV. .. • _1 PROJECT NO $21 -in:›si 1 DATE ..1.0120/.14.... ITEM ...5H-0,A11.-.. tr.? ALL...jW,At.e. 5. .... 1 ENGINEER ../ • "1Ji1+. Cl/ ." 14tri Lill 3 PL-F = /14,1"ie t7 P r : Sostal .:L:.._.... Nt."----- ' r• •Asszr-,-, .4<•-•.-,...... ! t— ---...i-3.7 .i.Z *4 / C ' pi rcK. L ft. t.,.0 To przA4, ,: i 37, zs: tyklif (5d -1,:v6) * 7rt252p1 47-A-b4 cai 1/4,10.., 9 LI St4 4...0/1/4 to p246*PH-R361.--) * (4Li646/1 9-1 513, 'Y r SLi°4/t :, 92,0*V1 to `1 • "Vorfiq = 2104 PLF „C„, 'r I Vtzfr, e, "7 3 Pt. 17-- 'IL_ 4_11 "V3 At-1.1 " Yfrrii.4 : : ! Y‘I 3 2.. Pc- : . • LA : ; ofritrocoe i ! jo---- x---lyz.7,7-- c-- t------- • r - •\- - . • • : • : • • ' 501 . ri LoND ro fin-okG, * I YZ.,44.6 44 50' *" ) 3. -Z-5 -... Ilan * : . .1),5 c,,,r)$r 1 L/ 5 7-P-A(' I-1 VAL4.-m :(0 11 75 Ie.: [( K 3 1.0,,,i re) t g A-P 14 RAP 1'11 1 LL'I (51 0* A 44 1.3 ;2-5 (1 1 2_ 7 1y 17-14V` 0. --41101000011‘ 1; 50 I r-04. Loki") :TO 2-13,(y 77,Pt-r (c.o'-)4 i) ,Q7c,otk • .' , usg 5r) 14 Lo ixt> Dx/A(PN-LA6ti (IV! 131-F-)-1 1)/(50, 114) • • • • • r : BRANDON & JOHNSTON STRUCTURAL 4- CIVIL ENGINEERS LOS ANGELES ilEWPORT REACH 1113 BRAND= & JOHNSTON EST Mb PROJECT 1:1(7." •,pe SHEET NO. . 125 bf167 ' "" I PROJECT NO. ITEM 1 DATE ENGINEER _)973L. 12145 PLF 1.. 0775 YL1...)co,-. 109 fLP Ztor51 104' 1\aliVer • C, —7- : 7-1 ?laeAST-rt% ---r : Pisv., I . : 9•=9 -71- LOM 1 rib/i 44- (2ti •-• 201 775 ') Is: 2 .(.e:-7/c141: • US (Li) sTP--#545,z t/ VA;L4.). :14 *1 2- (70 )(47 6 ''!4 PIA LQ:iO re, .t)4AP:14614%G, (114.5 4/I )t' 2_0.)5T1)42q0,_ le),J15iy-: kf3irt& 20/1 1-01.4b "A" •=- iOatIA - 00.75' + LIZ) z- 1cl1 1444 )0. 11 ore. A LL. SEssNirL. (_,A,L4.64) t.prr41.„.j'J PER *-7 -1 (4) 12. ilw Z. b 1301.1.07)1/41& PAs OAP.. p..7...1,0 IN 72 M 14 ,, ue.., ('?., c„,vis-r- 1 z. 4-ravnicPS trN/ VALk.: att 91.215 4 :Mq3c01 FY). a..5L.c.A0 a (-a' * ( I 0011/11 itl. (14 CY 713(i) •• Q5C'. (1)C1..) ST II r-P',A(P . Loikb Q., o(..- z (1/3)4- (2,1)(Y- 09.-75') 10S2‘ ust. "z• L°Avb 1*(10e4A.$) @ui-- 1353.15') 0,* . ci-ets-r STNNt> VAt-t- :9 2-1 5" L7V$1 81%ANDOW & JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH • .Th. 1 III • BRANDOW JOHNSTON PROJECT ......... . SHEET NO. . 12e:0f167.. ......1 PROJECT NO. 12.1 - 01)1, . I DATE .10/5./.2./. ITEM .//revq...2.0.AD Sbk-AR 1 ENGINEER 61/4t- MIMS STLL PLATE. C.A. Hitt!(.17 (11 I DV 4- :Co) " Ci)VA-:- • .VetiviASZ) GP-4 P eArL 4ASb) . A ' Ft•i• 4 a PtU, AP..I\ \''N 6.1411141k. I '1.E Abv 1,14 Du-. • FL). 411.4. (2') 7...x 47 51455C- 11).5244 (0)...5 RA*16 .5 x NI' t,. 10 s t 2, 5. it 1.1 y. Le S.5"g55 9.- n 3,5x3 (0 IS P 43* Y1,1.5 7441' --... lia'N1:2.54 (A, 5( L, 5.iit',5,W:L5 d (e2-5 1).(.7.* Scv.2.5 zji Z : 1 aCIO (e.-4.5 44- (MAA - 64)* •m ANA c.4-{t5R. LOM 14.(11,Aot)404 / Citt-si) Pt2i44.= 1. 00 t CO 6 BRANDOWSI JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 1113 BRANDOW & JOHNSTON EST.1946 PROJECT 44AD.6R.LH_Te ..1 SHEET DO. 127 0'167 PROJECT NO. at-00 s DATE . . rrem L. 14.0 16,P0At4..cdflo.R.Psegff. ..1 ENGINEER 4977t. If PALL:1 0 3r12ec.-r ic P4 No. ow E.K-1- L.) a. a zrI6-. • L.111.1.1.2" - 57015*i l'ulitt-LV- .21* LL - 52-ci ‘ht E : 7":- 14o oveA7rviafilkito ;-:&:16itift (tosr-o- Ai) /4-Du-( "LIALL 9"- lk7c25* ti.R — 6-7:5terrt... bv-e SEE.. PP,F6E !•1:4ALL to 7 5714o"t (mpo- Sa.zsm1-4- .n.0) - ./6V- " 14 ALL 11 " - 11•354)*1 (L/I,P1 - Not) -SEE. `‘.14ALL.:C?vOcil H (LP.F6- Serstiu—S),E)-hou-e 00 33 t.! (L.P..r - f:, E-TSPMC- 0.,;*) - Do -a (LRPD 1").) HD ( [Apo -4tk) (Lem - SG Z'1.0 14OV- 1-L - 11610111 (1- 1). Pi> - 4 41'11.4- r2. aickse. PLATE k GI** eperS • ' pra„6,E, ;-)1,01/43., gbu-14 141,144-laxi (goze. 1.-Tz ikeeora9I) 14 6t/ -6 o (A4 OR LAP 1,,C.:1-r -I • ill ToO# (sez )4-mt.-TX REA" 0 ler u!!-, .Ag. (Kapp:- pAprvi: 5oe-T1 • (;5.s N o • 1-1$ Tv121 C. BRANDOW&JOHNSTON STRUCTURAL + CIVIL. ENGINEERS LOS ANGELES NEWPORT BEACH • 8RANOOW & JOHNS1ON EST.194S ',Romer ..1+0.4AG!....1.6. D.SaLktri) C44.77.4i, .1 SHEET NO.. T28"of .167- PROJECT NO. 5al -00€6 DATE .101.11 ITEM ENGINEER 19,17'. .ALLti!l, •RooF IDL11/ PF ALL b1-210 P5F !ST.t,{ Q. 1(0" : , • • • • : : . :li & Ps F4t. IL/. &O:P SE * tf/fzi./1124.7* • (» Ail) 1.010 ta,5#.772,47.#) -X- it" •‘ 9,11'73./* PO! t, V b/d. 0,473,7,4*P1 Poi,,,7 GLI Cp P.oti L',"")4.61.) cervitt. SET :1)PL.q.,F1" q(7) 7 •: .44-1...1robwr s rO SXLL:1):L fr u 14=146 .I, 140 o P., Ns, r.) wit.to Hem VP LI r--r :11154414- (6-0 veR Ns) V‘E) t4s)u- yip Pt.14014-6f, V1:1 cr:7 $° tirkvr !. . BRANDOW& JOHN$TON STRUCTURAL + CIVIL ENGINEERS LOS At4GELES NEWPORT REACH 1113 BRANDO'oV & JOHNSTON EST.1845 PROJECT /WA& L.Exoeft..51-4.11> 64-ITA 1290167 PROJECT 040. Q '" DATE I 01.a01.20( ITEM ap..0.A, AbIceHot?...thLrg. _ ENGINEER Brit "WALL. q " : : • 1 %zit 04-, • : 15.3S. 1:14.v 21/ Rao p D Pt -to •WALL, PL.: to PSF •c Rea (?) 2,A (4, 57005, 1,01.,((.4 otst (.1 to PS FA ILX2.7i) t psr )4,510 I cy12,7•: '7 1.18‘0 tMAX,):2031,5# -Pi 611)*-15.531/01,5, A I ° I I 41 1%1 Er Tk I 1 If. )11.51)(0.3,:r et1/1 LFR.viti ext-E-1—) UPL-iPrz (0,1:1* IP, toe') - Or/0/0,7) :1371(0A 1.t":1)) Ltm=7- .seX5P11.(.._ L.17.4,0 TO SILL pLivra •(„ku 54214 to 1.10 0116.&/4 Reol) sr VP LI.F r" •(#61 I 34- tk 1,41 Vey, U2 P AkIc-40.R. cr.2111.3 . . . • BRAND.OW &JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 1111 BRANDOW JOHNSTON EST. 1845 PROJECT NOM" 1-E,A0E0.‘14-ZP 4.441-1LSHEET NO. 130 $31167 PROJECT NO. sgi -cc4 ( DATE 101200/ 201 ITEM A. WALLflottO Cu-Ak Asic-1409i.s&r.. _ I ENGINEER gAle t` 4 A. L ' • : 74 TU. 1 2,1)5 1.04:5F p5F 1JALL PsF CfrogD (o. Q. ! : -1- T- 1.12' 1).01..L.,141.)fid 1:0 47 P.`,F4-10„,531 4 i cyjz,7) + 1t>p$F (i114'4-7..5) Y-IG;(2,71--54,gt ) YE. (t1P 7) 1.0 a 547:5M 11 ) 4 :Pt ZS1 AIL vlya zIp53q.Liti-41" .140 /15 z, , = I:Ole:2.5*. . : Pm:: V4 Clq * : i : : 5axt-tx-6.. Mr u Pt -IF 7 ; 0.9*2:t:rit-t115-01'52C3Y Voi7):" ! 4 4 :1-1t1Xr 5 IS1'.1.7--*C-- LONie) re. ‘T.I.I..., PA7 •‘. A 0 011e6-Ps ile011.) ' : . LI 3,14 D 0 "rUP Lr r. -1595#, Lux,p) • • • -11- 29.1931 of:-6 BRANDOW&JOIMST*11 STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH BRAND= 8, JOHNSTON • EST.1846 pRoJEcT 1-kat5c(v Lax. SHEET NO. 131 f 167 PROJECT NO. .59.1- DATE 10./.Z.0t4 L.( ..1 ITEM .314Eog.??..1.40,44... 01.0t20.4. A144,4c:psk..(v_.. ENGINEER . ota tirroi>im.A.L - No vvc...R.-rvest4r,46- "DALL 15" -16755 (L.Rg1)-S6T.SisiZt- - "LL No oveNTue-dAirk‘- "ty\LL x-7" - (91 '341 (LPFf- SEX 51-1I - e,A5E- PLATCK AtiakcP.S. " ALL .to" -15'0450'1 .(LR Fb - r.11-1-‘00- 11 "104.-t- 21" -ILI tE R FE) - baTf..41 74, -1 t " A Li- 4135 .? (1 tkr ..0) -DA PLATE; LAFIcP-S "LJALL. - 1-11.08(i)* (Lik•F - "LJA.L.L. 2.4" - 8. Li 1 (LA FO "UAL!. 15" - Q.b5 1 mixt) - H 'ALL «i— LOO i•ilky.. _ V-4 AFicAt c,A.,PAc-z-r( a- 7 c„c. 0 14 (s ee. H 7.4,7 Repowr) 14014 -t? 4+fog, CAP AC.3-7"1 Ole L6ae PI 12.eoter) Ff0Q -It Atic-1-1611- (-A P i1500 (66.. 14 T-7r CZC.A.00:1-) MPo, 14.1% pokrek ht4c,H-Df1,5 77500i1',(,Sec 14 11.:77- • IMANDOWII JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT REACH 1141II- I 132 of 167 HIM PROPS Engineering 3.1.1 www.hitti.com Company: Address: Phone t Fax: Design: Fastening point: Max - HDV-4 Anchor Loading (Seismic Omega) Specifiers comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued l Valid: Proof: Stand-off installation: Profile: Base material: Reinforcement Seismic loads (cat. C, D, E, or F) Geometry [in.] & Loading [ib, in.lb] Page: Specifier: E-Mail: Date: 1 10/21/2021 Hex Head ASTM F 1554 GR. 36 5/8 not available h.=12.000in. ASTM F 1554 Hilti Technical Data -I- Design Method ACI 318-14 / CIP cracked concrete, 4000, f: = 4,000 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (a)) Input data and results must be checked for oonform!ly with the existing conditions end for plauaibitty! PROFIS Engineering (n } 2003-2021 Hilfi AG, FL-9494 Schaan Hilti is a regi tered Trademark of Hild AG, Schaan 1 ■11`.T. Hilti PROMS Engineering 3.1.1 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: 1 E-Mail: Design: Max - HDU-4 Anchor Loading (Seismic Omega) Date: Fastening point: 1.1 Design results Case Description 1 Combination 1 Forces [lb] 1 Moments N = 7,600; Vx = 0; Vy = 0; Mk=0;My=0; M==0; Input data and resu is must be checked for conformitywibh the existing ennditiona and for plausibiliy! PROFIS Engineering (c ) 2003.2021 Hlld AG. FL,9454 Schaal Hild is a registered Trademark of Hid AG, Schaan 133 of 167 2 10121 t2021 Seismic Max. Util. Anchor [%] yes 100 2 1■■111.T1 Hilti PROFIS Engineering 3.1.1 www.hlfti.com Company: Page: Address: Specifier: Phone I Fax: 1 E-Mail: Design: Max - HDU-4 Anchor Loading (Seismic Omega) Date: Fastening point: 2 Proof I Utilization (Governing Cases) 134 o1 167 10/21/2021 Design values [lb] Utilization Loading Proof Load Capacity_ RN / Rv [%J _ Status Tension Pullout Strength 7,600 7,627 100 / - OK Shear - - -1- N/A Loading RH Rv ; Utilization RN.V (%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hintsiwamings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibiliy! PROFIS Fngineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered -redemaik of Hili AG, S;haat N/A 3 1r■11L:11 1 Hilti PROFIS Engineering 3.1.1 www.hilti.com 135 of 167 Company: Page: Address: Specifier: Phone 1 Fax: i E-Mail: Design: Max - HDU-4 Anchor Loading (Seismic Omega) Date: Fastening point: 10121 /2021 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti 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 the 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 ald 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. Input data and results must he checked for conformity with the existing conditions and for plauaibilgy PROFIS Engineering (c 12003-2021 Hilti AG, FL-9494 Scheer Hitt is a registered Trademark of 4ihi AG. Schwan 4 I■IIL..TI 136 of 167 HIM PROFIS Engineering 3.1.1 www.hihi.com Company: Address: Phone I Fax: Design: Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Reinforcement: Max - HOU-8 Anchor Loading (Seismic Omega) Seismic bads (cat. C, D, E, or F) Geometry [in.] & Loading [lb, in.lb] Page: Specifier: E-Mail: Date: Hex Head ASTM F 1554 GR. 36 718 not available he, _ 12.000 in. ASTM F 1554 Hilti Technical Data -I- Design Method ACI 318-14 / CIP cracked concrete, 4000, f,.' = 4,000 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yos (17.2.3.5.3 (a)) X Input data and results must be drecked tor conformity with the existing oondlUons and o p.ausibll0yl PROFIS Engineering (c } 2003-2021 Hitt AG, FL-9494 Scrsan Hilli is a regislored Tradernarc of MU AG. Sdraan 1 10/21/2021 limmommeas 1 114111-T1 Hiltl PROFIS Engineering 3.1.1 www.hitti.com Company: Page: Address: Specifier. Phone I Fax: 1 E-Mail: Design: Max - HDU-8 Anchor Loading (Seismic Omega) Date: Fastening pant: 137 of 167 2 10/21/2021 1.1 Design results Case Description Forces (Ib] / Moments [in.lb] Seismic Max. Util. Anchor [44e] 1 Combination 1 N = 14,000; Vx = 0; Vy = 0; v Y yes 100 Mx=0;My=0;M2=0; Input data and resells must be checked for conformity with the existing conditions end forplaus'bitityl PROFIS Engineering (c } 2003-2021 Hilt AG, F1.-9494 Schaan Him is a registered Trademark of HCd AG. Schoen 2 I�IIL.TI Haiti PROFIS Engineering 3.1.1 www.hilti.com Company: Page: Address: Specifier: Phone 1 Fax: 1 E-Mail: Design: Max - HDU-8 Anchor Loading (Seismic Omega) Date: Fastening point: 2 Proof I Utilization (Governing Cases) 138 of 167 10/21/2021 Design values [lb] Utilization Loading Proof Load Capacity �N / Sv [%] Status Tension Pullout Strength 14,900 14,969 100 / - OK Shear Loading Combined tension and shear loads -/- N/A 6N Pv Utilization I3N,v t%] Status NIA 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conkumiry veth the exietirrg conditions end fnr plausibility! PROFS Etlgineering ( c ) 2003.2621 Hiki AG. FL-9494 Schwan Hit is a u g stered Trademark of Hid AG. Schwan 3 1■■11I..T1 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: 1 E-Mail: Design: Max - HDU-8 Anchor Loading (Seismic Omega) Date: Fastening point: 139431167 10/21/2021 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti 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 prlor to using the 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 ald 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 lake 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 Hilli 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. Input data and results must bo checked Ior eatformltywlth the existing conditions and for plausibility! PROFIS Engineering ( c 12n03-2021 Higi AG, FL-9494 Schoen Hilti is a registered Trademark of Hidti AG, Schoen 4 1■41ILItt. ri Hiitl PROFIS Engineering 3.1.1 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Specifier's comments: 1 Input data Anchor type and diameter: Item number. Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Reinforcement: Max - HDU-11 Anchor Loading (Seismic Omega) Seismic Toads (cat. C, D, E. or F) Geometry [in.] & Loading [lb, in.lb) Hex Head ASTM F 1554 GR. 361 not available hef = 12.000 in. ASTM F 1554 Hilti Technical Data -I- Desigrr Method ACI 318-14 / CIP Page: Specifier. E-Mail: Date: cracked concrete, 4000, f,' = 4,000 psi; h = 24.000 in. tension: condition B, shear. condition B; edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (a)) z X 140 of 167 1 10/21/2021 Ommimman Input data and results mist be checked for confomuty with the existing conditions and for pleasihirrty! PROFIS Engineering ( c ) 20W-2021 Ifllti AG. FL-9494 Schaan Hihi is a registered Trademark of Hllti AG, Schaan 1 I-uII..TI Hilti PROFIS Engineering 3.1,1 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: I E-Mail: Design: Max - HDU-11 Anchor Loading (Seismic Omega) Date: Fastening point: 141 of 167 2 10/21/2021 1.1 Design results Case Description _ Forces [Ibj / Moments pn.11s] Seismic Max. Util. Anchor MI 1 Combination 1 N = 19,500; Vx = 0; Vy = 0; yes ' 00 Mx=0;My=0;Mx=0; Input data and rosuris must bo chocked for conformity with tho existing conditions and for plausibililyl PROFIS Engineering (c) 2n03-2021 H tti AG, FL-9494 Schwan Hiti is a registered Trademark of Hilti AG, Schaan 2 Hilti PROFIS Engineering 3.1.1 vaww.hilti.com Company: Page: Address: Specifier: Phone I Fax: 1 E-Mail: Design: Max - HDU-11 Anchor Loading (Seismic Omega) Date: Fastening point: 2 Proof I Utilization (Governing Cases) 142 of 167 10/21/2021 Design values [lbj Utilization Loading Proof Load Capacity dN ! Pv [%j Status Tension Pullout Strength 19,500 19,538 100 / - OK Shear - I - NIA Loading Combined tension and shear loads 13N Rv Utilization 1114,v roi Status NIA 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Inpt.t data and restdta moat be nhecked for conformity wit the existing conditions and fnr ptausibiliyt PROFIS Engineering ( c ) 2003 2021 HL>ti AG, FL-9494 Schwan Mk Is a registered Trodetnark of iitI AG, Screen 3 10■III=TI 143 of 167 Hilti PROM Engineering 3.1.1 www.hitti.com Company: Page: Address: Specifier: Phone I Fax: I E-Mail: Design: Max - HDU-11 Anchor Loading (Seismic Omega) Date: Fastening point: 10/21/2021 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hill'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-specttic tests are to be conducted prior to using the 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, particulariywith 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. Input dots and resets must be checked for conformity with the existing conditions and for plausibility! AROFIS Engineering ( c ) 2003-2021 1100 AG. FL-9494 sdmaan Milli H a registered Trademark of HIIU AG, Schein 4 Hilti PROMS Engineering 3.1.1 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: Page: Specifier: E-Mail: Max - HSS Base Plate Anchorage - Seismic Omega Date: Specifier's comments: 1 Input data Anchor type and diameter: Item number: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Standoff installation: Anchor platen : Profile: Base material: Reinforcement: Seismic loads (cat. C, D, E, or F) 144 of 167 1 10/21/2021 Hex Head ASTM F 1554 GR. 361 not available h„ = 18.000 in. ASTM F 1554 Hilti Technical Data emommimas -I- Design Method ACI 318-14 / CIP eb = 0.000 In. (no standoff); t = 0.750 in. Ix x I x t = 10.500 in. x 10.500 in. x 0.750 In.; (Recommended plate thickness: not calculated) Square HSS (AISC), HSS3-1 /2X3-1 /2X.375; (L x W x T) = 3.500 in. x 3.500 in. x 0.375 in. cracked concrete. 4000, f,, = 4.000 psi; h = 24.000 in. tension: condition B, shear: condition B; edge reinforcement: none. or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (a)) - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.Ib] Input data and results nast no drdwd fey oorfonnity with the e)dstlng conditions and for plausibllityl PROFIS Engineering (c ) 2003-2021 Mile AG. FL-9494 Schrum Hilti is a registered Trademark of I ilhi AG. Schwan 1 Nilti PROFIS Engineering 3.1.1 www.hiltl.com Company: Page: Address: Specifier. Phone I Fax: I E-Mail: Design: Max • HSS Base Plate Anchorage - Seismic Omega Date: Fastening point: 145 of 167 2 10/21/2021 1.1 Design results Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 77,500; V,r = 0; Vy = 0; yes 100 M"=0;My=0;M,=O; Input data and results must be checked for conformity With hho existing conditions and for p!aunibhity! PROFIS Engineering (c } 2903-2021 Hitt AG, FL$494 Schaan Hilti is a registered Trademark of Hilo AG, Schaan 2 1�■■m..T1 146 of 167 Hilts PROFIS Engineering 3.1.1 www.hiltl.com Company. Page: Address: Specifier: Phone I Fax: i E-Mail: Design: Max - HSS Base Plate Anchorage - Seismic Omega Date: Fastening point: 2 Proof I Utilization (Governing Cases) 10/21/2021 Design values [lb] Utilization Loading Proof Load Capacity Pu 1 I3v [°/a[ Status Tension Pullout Strength 19,375 19,538 100 / - OK Shear Loading -1- N/A 13n 13v Utilization SN,v [%[ Status Combined tension and shear loads N/A 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input uata and rrsults must be checked Poi coofurmity with 9'e existing conditions and for pFausibiii!yl PROM Engineering ( c )2003-2021 Hilo AG, FL-9494 Schaan Hilo is a nsgis'e ed Trademark Of Hitt! AG. Sagan 3 147 of 167 Hilti PROFIS Engineering 3.1.1 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point Page: Specifier: E-Mail: Max - HSS Base Plate Anchorage - Seismic Omega Date: 10/21/2021 4 Remarks; Your Cooperation Duties Any and all information and data contained In the Software concern solely the use of Hilt 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 he 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 the relevant Hilti product. The results of the calculations canted 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 en 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 ald 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. Input data and results must be shacked for conformity with tho a fisting conditions and for p!audbWdy! PROFIS Engineering i c) 2003-2021 Hilti AO, FL-e494 Schwan Hilti is a registered Trademark of Hds AG, Schwan 4 148 of 167 TRASH ENCLOSURE • C3RANDC JJ & JOHNS?N E$T.19.5 PROJECT HO ALt , 'ROJECTNO. S21-011at ^tee Loading Design Wind Load per ASCE 7-16 §29.3 Building Data SHEET NO. DATE 10/15/2021 ENGINEER DMA 149 of 167 Risk Category: II Exposure Category: C V = 95 mph ASCE 7-16 Table 1.5-1 ASCE 7-16 §26.7 Basic wind speed ASCE 7-16 Fig. 26.5-1A, 8, or C Solid Freestanding Wall or Sign Data h = 8.00 ft Overall height B = 15 ft Sign/wall length S = 8 ft Sign/wall height Lr = 11 ft Return comer length Design Wind Load qh= 0.00256KzKnKdKeV2= KZ = Kn = Kd = Ke= G= = 16.7 psf ASCE 7-16 Eq. 26.10-1 0.85 Velocity pressure exposure coefficient 1.0 Topographic factor 0.85 Wind directionality factor 1.0 Ground elevation factor 0.85 1.00 F=Qgt,GCfAs Gust effect factor Corner reduction factor Cf qw (lsfl Fw (fb) Case A and B 1.35 19.2 4684 Case C 0 to s 2.84 32.2 2063 s to 2s 1.86 21.1 1351 2s to 3s 1.27 14.4 115.3 3s to 10s 1.10 12.5 81.05 From 3611 C, frorn ASCE 7-16 Fig. 29.3-1 CASE B h": F""1 �o I I F i c ASCE 7-16 Table 26.10-1 ASCE 7-16 §26.8.2 ASCE 7-16 Table 26.6-1 ASCE 7-16 Table 26.9-1 ASCE 7-16 §26.11 ASCE 7-16 Fig. 29.3-1 ASCE 7-16 Eq. 29.3-1 Notes: 1. 6 applied to Case C 0 to s zone for B/s z 5 2. Reduction of (1.6 - s/h) applied to Case C where s/h > 0.8 BRANDOW & JOHNSTON, INC STRUCTURAI- & CIVIL ENGINEERS 1 COS ANGELES NEWPORT BEACH l$T.184S • 41,;,40f.. % 4 - ; '16.7PSF - SEE ATTACHED DRANDOW& JOHNSTON 55O tip: to -i.2yl . 4 : 1.11.7PSr' t3&o Xs 24/ 8"CMUw/#5O« 24" VERT STRUCTURAL +CIVIL ENGINEERS LOS ANGELES NEWRORT BEACH 151 of 167 HOAG S21-0031 Lic: # :.KW-06008805 Description : Trash Enclooure Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 0.67 ft = 6.00 fl = 0.00 :1 = 8.00 in = 0.0ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less • 30.0 Ibs = 0.0 lbs = 0.0 in = 1.89 OK • 5.08 OK = 1,4361bs • 9.52 in 1,354 psf OK 0 psf OK • 1,500 psf Than Allowable ACI Factored @ Toe = 1,625 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.3 psi OK Footing Shear @ Heel = 2.4 psi OK Allowable = 94.9 psi Sliding Cates (Vertical Component NOT Used) Lateral Sliding Force = 204.0 Ibs less 100% Passive Force = - 461.8 Ibs less 100% Friction Force = - 570.6 lbs Added Force Req'd ....for 1.5 :1 Stability Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E = 0.0 Ibs OK • 0.0 lbs OK 1.200 1.600 1.600 1.600 1.000 4t'`Vii s Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 32.0 psf/ft Toe Active Pressure = 32.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density. Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in I Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = 320.0 plf = 6.67 ft = 6.58 ft Wind on Exposed Stem = 29.2 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb!FB + falFa Total Force @ Section Moment..Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fy Solid Grouting Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method ft= in = in = Licensee B&JHBK.INC.. Calculations per ACI 318-14, ACI 530.11, IBC 201S, CBC 2016, ASCE 7-10 [djacent Footing Load Top Stem Stem OK 0.00 Masonry 8.00 # 5 24.00 Center Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio ▪ 0.0 lbs = 0.00 ft = 0.00 in 0.00 ft Line Load = 0.0 ft • 0.300 Ibs = ft-I = ft-I = Psi = psi = Psi= in= in = in = in = 0.665 203.9 833.0 988.8 4.5 38.7 84.0 3.75 45.00 8.30 8.30 Psi = psi _ in= 1,500 32,000 Yes 21.48 1.000 7.60 3 ASD ' I`1OAG S21-0031 Lic. # : KW-06008805 Description : Trash Enclosure Footing Dknenslons & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1 1.17 ft _ �83_ 3.00 18.00 in 12.00 in 0.00 in 2.00ft fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 3.00 @ Dim .= 3.00 in Footing Design Results Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear - Toe Reinforcing = # 5 Heel Reinforcing = # 5 Key Reinforcing L4e .1 1,625 0 psf 1,142 0 ft-lb 318 318 ft-lb 824 318 ft-lb 5.30 2.40 psi 94.87 94.87 psi 18.00 in 18.00 in = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: Not req'd, Mu < S " Fr L Summary of Overturning & Resisting Forces & Moments _ _ Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil OVERTURNING Force Distance Moment Ibs ft ft-lb 0.72 75.1 -75.1 0.72 = 28.8 8.13 175.1 5.17 Total = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 152 of 167 • Licensee : B&J HBK,, INC. 54.3 Soil Over Heel Sloped Sal Over Heel -54.2 Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem 234.0 • Axial Live Load on Stem 904.9 Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component 204.0 O.T.M. = 1,139.0 = 1.89 1,436.2 Ibs RESISTING Force Distance Moment ibs ft ft-lb = 85.6 2.42 206.9 = 30.0 1.50 45.0 85.6 0.58 49.9 = 560.0 1.50 840.0 675.0 1.50 1,012.5 = 2.50 Total 1,436.2 ibs R.M.= 2,154.3 Axial live load NOT included in total displayed or used for overtuming resistance, but is included for sal pressure calculation. HOAG S21-0031 153 oft 67 CONSERVATIVE ADDITIONAL LATERAL LOAD AT TOP OF WALL FROM ROOF STRUCTURE 1354.3psf ' HOAG S21-0031 12'-0" MAX C10xi5.3 \\\\ \\\\\\\`\ \\.`\�\\\\`\\\\, A HSS6x6x1 /4 HSS6x6x1 HSS6x6x1 /4 — — F1S TGz2Fxi/4"' @ ROOF • \\ •\ J 154 of 167 MITER CHANNELS AT CORNERS 3/16 V EDGE OF ROOF. SEE ARCH Title plock Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 DESCRIPTION: BEAM-1 CODE REFERENCES Project Title: Engineer Project ID: Project Descr: 155 of 167 !`(\ �`" ,"' x' FIKW1 Q031..Jash osjlteb 6 ��'Z�4�uY `+ ��� y� "+�Z 7>�ir: f> e � 1Nc..t nr n��i1 �.ljp r, .�i¢ t't.�.L�,S }P7,l0. tgfigge at't >18(t3' I..J'r.� I. S20,... Sd2.1.. B&J HEN, INC. Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Applied Loads D�o,orsb lrto.Tsf HSS6x6x1/4 Span = 12.0 ft Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.010, Lr = 0.020 ksf, Tributary Width = 7.50 ft, (Trash Enclosure Root) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.157: 1 Maximum Shear Stress Ratio = HSS6x6x1l4 Section used for this span 4.392 k-ft Va : Applied 27.944 k-ft Vn/Omega : Allowable +D+Lr+H Load Combination 6.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.085 in Ratio = 0.000 in Ratio = 0.138 in Ratio = 0.000 in Ratio = 1,698 >=360 0 <360 1044 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Design OK 0.033 : 1 HSS6x6x1t4 1.464 k 44.376 k +D+Lr+H 0.000 ft Span#1 Max Stress Ratios Summary of Moment Values Segment Length Span it M V +D+H Dsgn. L = 12.00 ft +D+L+H Dsgn. L= 12.00ft +D+Lr+H Dsgn. L= 12.00ft +DaS+H Dsgn. L = 12.00 ft +D+0.750Lr+0.750L+H Dsgn.L= i2.00fl +D+0.750L+0.750S+H Dsgn. L = ' 2.00 ft +D+0.60W+H Dsgn. L = 12.00 ft +D+0.750Lr+0.750L+0.450W+H Dsgn. L = 12.0011 +D+0.750L-0.750S+0.450W+H Dsgn. L = 12.00 ft +0.60D+0.60W+0.60H Dsgn. L = 12.00 ft +D+0.70E+0.60H Dsgn. L = 12.00 ft +0+0.750L+0.750S+0.5250E+H Dsgn. L = 12.00 ft Mmax= Mmax- Ma Max Mnx Mnx/Omega Cb Rm Summary of ShearValues Va Max Vnx Vnx/Omega 1 0.061 0.013 1.69 1 0.061 0.013 1.69 1 0.157 0.033 4.39 1 0.061 0.013 1.69 1 0.133 0.028 3.72 1 0.06' 0.013 1.69 1 0.061 0.013 1.69 1 0.133 0.028 3.72 1 0.061 0.013 1.69 1 0.036 0.008 1.02 1 0.061 0.013 1.69 1 0.061 0.013 1.69 1.69 1.69 4.39 1.69 3.72 1.69 1.69 3.72 1.69 1.02 1.69 1.69 46.67 46.67 46.67 46.67 46.67 46.67 46.67 46.67 46.67 46.67 46.67 46.67 27.94 27.94 27.94 27.94 27.94 27.94 77.94 27.94 27.94 27.94 27.94 27.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.56 0.56 1.46 0.56 124 0.56 0.56 124 0.56 0.34 0.56 0.56 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 74.11 44.38 + Title,Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Ttle: Engineer: Project ID: Project Descr Y 4Ic. 6K:I S W-06008805' DESCRIPTION: BEAM-1 Load Combination Segment Length Span M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx VnxdOmega +O.60D+0.70E+H Dsgn. L = 12.00 ft 1 0.036 0.008 1.02 Overall Maximum Deflections Load Combination Span Max.'-" Del Location in Span Load Combination Max. "+" Del Location In Span Summary of Moment Values 156 of 167 Summary of Shear Values 1.02 48.87 27.94 1.00 1.00 0.34 74.11 44.38 Max Stress Ratios +D+Lr+H 1 0.1379 6.034 0.0000 0.000 Vertical Reactions Support notation : Far left is41 VaFues in KIPS Load Combination Support 1 Support 2 -Overa rmum 1.464 1.464 Overall MINimum 0.338 0.338 +D+H 0.564 0.564 +D+L+H 0.564 0.564 +D+Lr+H 1.464 1.464 +D+S+H 0.564 0.564 +D+0.750Lr+0.750L+H 1.239 1.239 +D+0.750L+0.750S+H 0.564 0.564 +1:1+0.60W+H 0.564 0.564 +D+0.7501J+0.750L+0.450W+H 1.239 1.239 +13+0.750L+0.750S+0.450W+H 0.564 0.564 +0.600+0.60W+0.60H 0.338 0.338 +0+0.70E+0.60H 0.564 0.564 +0+0.750L+0.750$+0.5250E+H 0.564 0.564 +0.60D+0.70E+H 0.338 0.338 D Only 0.564 0.564 Lr Only 0.900 0.900 H Only I Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 DESCRIPTION: BEAM-2 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Applied Loads Beam self weight calculated and added to loading DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load Load Combination Max Stress Ratios Segment Length Span if M V • +D+H Dsgn. L = 15.00 ft +D+L+H 0sgn.L= 15.00ft +O+Lr+H Dsgn. L = 15.00 ft +D+S+H Dsgn. L = 15.00 ft +0+0.750Lr+0.750L+H Dsgn. L= 15.00ft +0+0.750L+0.750S+H Dsgn. L = 15.00 ft +D+0.60W+H Dsgn. L _ 15.00 k +0+0.7501-r+0.750L+0.450W,H Dsgn. L = 15.00 ft +11+0.750 L+0.7505+0.450W+H Dsgn. L = 15.00 ft +0.60D+0.60W+0.60H Dsgn. L = 15.00 ft +0+0.70E+0.60H Dsgn. L - 15.00 ft +D+0.750L+0.7505+0.5250E+H Dsgn. L = 15.00 ft +0.60D+0.70E+H 0sgn. L = 15.00 ft Project Title: Engineer: Project ID: Project Descr: 0.011: 1 M C10x15.3 0.430 k-ft 39.671 k-ft +D+H 7.500ft Span#1 Fy : Steel Yield : E: Modulus : 50.0 ksi 29,000.0 ksi 157 of 167 Service loads entered. Load Factors will be applied for calculations. aximum Shear Stress Ratio = Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span #where maximum occurs 0.000 in Ratio = 0.000 in Ratio = 0.009 in Ratio = 0.000 in Ratio 0 <360 0 <360 20066 >=180 0 <180 Combinations Summary of Moment Values Mmax+ Mmax- Ma Max Mnx MnxOmega Cb Rm 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.007 0.002 0.26 1 0.011 0.003 0.43 1 0.011 0.003 0.43 1 0.007 0.002 0.26 Design OK 0.003 : 1 C10x15.3 0.1148 k 43.114 k +D+H 0.000 ft Span # 1 Summary of Shear Values Va Max Vnx Vnx/Omega 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.26 66.25 39.67 1.00 1.00 0.07 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.43 66.25 39.67 1.00 1.00 0.11 72.00 43.11 0.26 66.25 39.67 1.00 1.00 0.07 72.00 43.11 Title Block Line 1 You tan change this area using the "Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Lic: #.: KW-08008895 DESCRIPTION: BEAM-2 Overall Maximum Deflections Project Title: Engineer Project ID: Project Descr: Load Combination Span Max. -" Defl D Onty Vertical Reactions Load Combination Location in Span Load Combination 1 0.0090 7.543 Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750$+0.450W+H +0.601)+0.60W+0.60H +0+0.70E+0.60H +0+0.750L+0.750S+0.5250E+H +0.60D+0.70E+H D Only H Only 0.115 0.115 0.069 0.069 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.115 0.069 0.060 0.115 0.115 0.115 0.115 0.069 0.069 0.115 0.115 158 of 167 Max. "+" Defl Location in Span Support notation : Far left ii #1 0.0000 0.000 Values in KIPS MECHANICAL UNIT ANCHORAGE BRANDOW & JOHNSTON EST.1945 PROJECT Hoag Leadership Cntr PROJECT NO. S21-0031 nsl Mechanical Unit Seismic Loading SHEETHO. DATE 10/21/2021 ENGINEER DM 160 of 167 Non -Structural Seismic Coefficient Per ASCE 7-16 Design Criteria h = 1.00 ft z = 1.00 ft ap = 2.50 Rp = 6.00 = 2.00 SDs = 0.920 Ip = 1.00 Analysis Average Roof Height From Ground Component Attachment Height Component Amplification Factor Component Response Modification Factor Overstrength Factor Short Period Spectral Acceleration Component Importance Factor ASCE 7-16 Table 13.5-1 or 13.6-1 ASCE 7-16 Table 13.5-1 or 13.6-1 ASCE 7-16 Table 13.5-1 or 13.6-1 ASCE 7-16 §11.4 ASCE 7.16 §13.1.3 I0.4apSDSIPWi, ( z\ 71 by = Max 0.3SDSIpin, Min[ R I\1+ 2 h�,1.6.SDSIrwPliJ P Fph = Max(0.28, Min(0.46, 1.47)) Fp„ _ .2SosWp 11 0.9 0.8 0.7 0.6 N 0.5 0.4 0.3 - 0.2 .. 0.1 0 0.10 0.460 Wp (LRFD) 0.184 Wp (LRFD) Seismic Factor 0.46 0.44 0.43 0.41 0.40 0.38 0.37 0.35 0.34 0.32 0.31 0.29 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.28 0.20 0.30 0.92 0.89 0.86 0.83 0.80 0.77 0.74 0.71 0.67 0.64 0.61 0.58 Factor 0.55 0.55 0.55 0.55 0.55 0.55 0.55 0.55 Component/Connection -Connection to Concrete Factor 0.50 0.70 Seismic Force 0.90 1.10 BRANDOW & JOHNSTON, INC STRUM URAL & CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH `b E8T.I.B16 ',pew Hoag Leadership Cnh meAcr LO. S21-DD31 nu Mechanical Unit Wind Load sREeT,o. PATE 10121P..021 EVOCWER DM 161 01167 Design Wind Load per ASCE 7-16 Building Data SuhserpIs 1 and 2 refer In direction of wind bad Risk Category: Exposure Category. II C h, = 14.5 ft f cilabg average roof height BT= 230 ft Building width B2= 60.25 ft BuiIding,vdth V = 95 mph Basic wind speed Rooftop Structure or Equipment Data Design Wind Load h = 30 in L1 = 42 in z= 17 ft L2= 53 in Y9 = 83 ft Elevation above sea level ASCE 7-16 Table 1.5-1 ASCE 7-16 §26.7 ASCE 7-16 Fig. 26.5-1A, 8, C, or T = 8.8 sf Al2 = 11.0 sf A,= 15.5 sf q2 = 0.00258 K2 K,1 Kd Ka V2 = 18.1 psf ASCE 7-18 Eq. 26.10-1 K2 = 0.8715 Velocity pressure exposure coetic'ont ASCE 7-16 Table 26.104 K1= 1.0 Topographic factor ASCE 7-16 §26.8 Kd = 0.9 Wind drectbnaliiy factor ASCE 7-16 Table 26.6-1 K,; = 1.00 Ground elevation factor ASCE 7.16 Table 26.9.1 Fh = q2 (G C,) At Lateral force ASCE 7-16 Eq. 29.4-2 F„ = q, (G Cr) A, Vortical torso ASCE 7-16 Eq. 29.4-3 Wind Lead (G Cr) Fha = 200 Ib x 1.9 = 379 Ib Fh2 = 158 Ih x 1.9 = 300 Ib F„ = 279 Ib x 1.5 = 419 Ib NRAHDOW & JOHNSTON, INC &TRUCTLRAL & C.VIL ENGINEER& I Los nest. eS Iu Ww1RT N. Ce ARANOOW E< JOHNSTON EST.1245 PROJECT Hoag Leadership Cntr PROJECTNO. S21-0031 rem Mechanical Unit Anchorage SHEET NO. DATE 10/21/2021 ENGINEER DM 162 of 167 Equipment Anchorage Per ASCE 7-16 (AS D) Unit Geometry Unit Dimensions h = 30.0 = 42.0 LZ = 53.0 in in in Dimensions to Center of Gravity Xi = 23.1 in x2 = 29.2 in y = 30.0 in Loads COG or Include 5% ecc. COG or Include 5% ecc. COG or 243'h Unit Connections N, = 4.0 Ns, = 4.0 Nr, = 2.0 # of coon. # of effective shear conn. # of effective tension conn. Wp = 300 Ib Fph = 0.460 "wp Fp„ = 0.184 'Wp Fph = 138 Ib Fp„ = 55 Ib 379 Ib Fwv = 419 Ib Shear Demand (ASD) Fwh = Weight of equipment Horizontal seismic force coefficient Vortical seismic home coefficient Horizontal seismic force Vertical seismic force Horizontal wind force Vertical wind force Ref. ASCE 7-16 §13.3.1 Rof. ASCE 7-16 § 13.3.1 Ref. ASCE 7-16 §13.3.1 Ref. ASCE 7-16 § 13.3.1 Ref. ASCE 7-16 Eq. 29.4.2 Ref. ASCE 7-16 Eq. 29.4-3 Vc = 57 Tension Demand (ASD) Ib/conn Tw, = 68 Ib/conn T „r = 105 Ib/conn T,,, = 172 lb/conn Tp„ = 17 Ib/Conn Tphi = 49 Ib/conn Tph2 = 39 Ib/conn TE = 66 Ib/conn CD = 61 Ib/conn Tc = 67 lb/conn = MAX(0.7*Fpl, N , 0.6`F„w/N ) = Fm,'(h/2yMIN(L1, L2)/Nlc = Fw JNc =T,,+T„n = F9,.'(MAX(xl, Li - xl)•21)`(MAX(x2, L2- x2)/L2) _ (Fph`Y'i)/N1c = (Fph`Y/1-2)/Nm Tp„+ MAX(Tphi, Tprs) = Wp*(MIN(xi, L1- xt)IL.)*(MIN(Xz. L2- X2)1L2) = MAX(0, 0.7`7E - 0.6`Co, 0.6" .,, - 0.6`Cc) BRANDOW & JOHNSTON, INC STRUCPJRAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH iV BRAN )OVJ 2. JOHNSTON EST.11M5 PROJECT Hoag Leadership Cntr &NEST NO. PROJECT No. S21-0031 OATS 10/21/2021 ITBI Mechanical Unit Anchorage mows DM 163 of 167 Wood Lag Screw Design D - diameter 0. - root diameter 8 - taMeded Week gem* T - mieen ee thread Month' Design Criteria Eli=s) B - length of tapered tip H - number of tlreeddYiab P - width of head seems Sete H - Wight aimed R a Load: 88 lb @ 49.7 " Main Member Species: Main Member Thickness. Side Member Thickness: G = 0.50 D = 0.5 L= 5 p2 = 4.44 in pw = 2.69 in in in IDouglas Fir -Larch 9-1/4 in 1/4 in Sant n Specific gravity Diameter of lag screw Length of lag screw Shear penetration Withdrawal penetration Vector Load from V b and Tb Haw 1'lcrossr- From Table 2 multiplier (Note 3) Z = 320 X 1 Ref. NOS-2018 Table 12J - 11K Allowable Lateral Load Capacity Ref. NDS-2018 Table 11.3.1 Z CD CM Ct Cg CA Cog Cdl Ctn Z' = 320 1.6 1 1 1 1 1 1 1 = 512 lb Allowable Withdrawal Load Capacity Ref. NDS-2018 Table 11.3.1 W CD CM Ct C,g Cu, W' = 378 1.6 1 1 1 1 605 Iblin Allowable Vector Load Capacity Demand / Capacity Z'm = 851 lb OK ijUse 1/2" diameter 5" long lag screw W X pw = 1627 lb Ref. NDS-2018 §12.4.1 Ref. NDS-2018 Eq.12.4-1 BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS l LOS ANGELES NEWPORT BEACH r i 164 of 167 APPENDIX A: REF. VALUES •c, BRANDOW & JOHNSTON EST.1945 PROJECT Hoag Leadership Cntr PROJECT NO. S21-0031 ITEM Simpson Ref. Tables SNEET NO. 165 of 167 BATE 10121/2021 ENGINEER DM S.--..osr:. H Holdowns I. III ED . a 01/ a ii 1. 3:(:)i 7! l'o. ;:ic.:',...;:i C,,r.s..r..IcT::-...- C.:)::,::::.;•:':.c.: with For stainless- ED steel p.15 see p.21. asteners, .. „. : • Many of these products we approved for Instaestlian SD with ong.D1vee SD Connecto• screws. See pp. 335-337 for more intommtiorl. SIMPSON Strong -Tie. • DU/DTT (cont.) These products are available additional corrosion protection. For more hfonation, see - . , ' :INieonatine. ..-. ' Fatifuli34* * .iiiiiir.i.ein 1.. l'helhef, — She ' ' :;..'Alfeliiibleiffellein,f,eidi '• ..'1:;:...ModI W. .. ..' ' ' .80 ' Sok Ofa;. .. . :'''''''°e1'. • Flas,. ,-,i '. •,..91.4./HP. :.: ,"Delfeakaicitt"iet tillevii-D fa Load DTT1Z 14 I 1 % 7% 1 7,48 % Yie lis (6)9D *9 x 1 % 11/2x5% 840 840 0.17 IBC, FLLA 1 (6)0.148x1% 910 640 0.167 (8) 0.148 x 1% 910 850 0.167 .14 '.',..'. 3Y1..0iiiti'. ., .....-;,„A : ' i ii. ...:.:.,,.... ' ‘..- :41.f, ...,,.....: -y,:., :;.,,. " : :II . ifs, i(' j:: (8)3/4 X 1% SOS 1 1/2.if 31/2 kr, ..000"2'.'4 ''..i051.' ..: (8),.Ailw ...lxilli f' " ' :'.j , 1 a D172z7sbs2:52 (8N X 2 % $03 ., 3 x 4 : :,.. %,,, i•:: HD92-90.62.5 14 3 81% 36 1% 1% % (6) V4 x 2% SOS 3 x 3Ih 3,075 2,215 0.088 H094-6062.5 14 3 10W 3% 1% 1% (10)% x 21/2 606 3 x 3% 4.565 3,285 0.114 HDU5-SDS2.5 14 3 13% 3% 14. 1% (14)% x 2% SOS 3 x 31/2 5,645 4,3-'2 0.115 HDik84*, 10 3 16.?i• '.*.. ili .1:% % . :...ik..34)(2,430S . 3 x 3Ih • V Wi '','",;,5820.i,,,,, -,... :. „Gil „ •:,: 3% x 3% ; f .:. 599,. . ": .'..• :01.16 HDU11-31.162.5 10 3 22'A 3% 1% 1% 1 (30) Y. x 2% SOS 3% x 5% 9,335 P033 0.137 3% 7% 11.175 9 610 0.137 *.• ::* -.*:!:'*'': ..• • • ' ''HO:It**25 7 ?.***': 3'-.: - * 21i4;i — • ,...A . '1 ''': fl::. ,;' 34n -•'.:? : .‘: 1 •.• ,7-1 • : ." * • '..(36)%x.255513S • 31,:x51/ZZ koii ,,,-.262... , . 614,. . — '3% x 7% . ,:+15 k,. • !2:',3.7,$'•`*. .:': '. -1 0177 IBC, , LA , .5 'h. 15 % 4, .„ ..512,42b! :.. ; 047,2, ;,..-....• 1. HDU14 requires heavytex anchor nut to adVeie tabulated loads (suppraed with holdown). 2. Mere noted in table, loads are applicable to installation on ether the narrow or the %fade aoe of the post. BRANDOW & JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH PROJECT Hoag Leadership Cntr SHEET NO. 166of 167 BRANDOW & JOHNSTON EST.1045 PROJECT NO. S21-0031 ITEM Simpson Ref. Tables DATE 10/21/2021 ENGINEER DM Framing Angles and Plates (cont.) ED These products we available with additional oonosion protection. For more information, see p.15. For stainless - ID steel fasteners. see p.21. SD Many of these products are approved tor Installation With Snoop -Drive SO Connector screws. See pp. 335-337 for more ilformation. ,...1--•••.:•,.• moiki.i.:,•Too,::. " . No.: • .:.• 1 Ctattneettai „:-..:,..„. ,,••" .:fitiiiiii•....„ ' . .;.:06,);-. 2s.. -, ... :15ireitieii '.'..0 Load ., : A ...t 24..; ..,..,,-.,..,„,k.,,,,,•„i3t..K,..6-0:p. .., • 0 . vl ,../ •:•,• .., - • „••-, . • ..., •,:...s-. . -ops,,t1FA*„10iiti : Cads :)?,4'.'i, • ) ”:.4 . ' 7 A34 El L Cat 0.131 x 11/2 h 395 465 435 340 400 ,...d.) IBC, FL, LA F24 395 430 430 340 37.5 37.3 .) (8)1t9x 1 %SO F1 6(0 i c io .f...1.:) 53e 553 550 F2 •=1,5 ='...E. 495 425 !,25 125 uplift 240 240 240 170 170 170 .2.... ...,A35 . El . ..... . , „., ..,-*:..),o431,.xl1/2..., . .:' 'f5461,e,'' :* ::•••'. 300 .k,. ., .. FL LA , 3 ittk ,.. ,. .4 ., •rcl0,..., tay ?5'.',..'.. :,.,. . ,. . J ' : '.. -..'3,;:f.::?.'•.,:";-''"": k • • • .• , l,k ' k;., rA;t ,. , 3 • • , . 4 ..-.2g6"... :. ••rigi.;•-• !.:'• i ; .f344.%'' ..• (12) 0i3fx 1*- -; .•,. . . '...!: ' • , ''. : t. °:'" Iv 11;.4 55.;.::{ 2Ni.. 4 ; ..,..‘ , ,, ,‘ '.• ' .f '•: • , . i..b" , ' • ° '• 19t, • 1 ' ;,.... .., : . ,. (12) 0.11T. X:11/2,,, . ,A 1::. • : , 51 510::...: ;..,,..578 • ..,,.. ,..,i, (12)0:?3,;.2i... . „,.., '• 420 420 420 360 360 360 — LTP4 7 (12)0.131 x11/2 G H 580 625 n25 500 54'.11 5.4e, IBC, FL LA 580 ;C;T: 525 500 45C: 45C , , .. ': LTP5` • • , ,.. -.':'•••;••• op,.10 14:,'.;::: ... ,,.' • ' ' : ...,:::: 1 '. -7.'`.: ... . c'," ...A : k. •4. pzv ‘.;e.- ,....'. ....... 1. Alicr.vabie loads are or one angle. When angles ere ins died on each side of the iota, the minimum joist thickness is 3. 2. Some lifustratIons show connections that could cause cross -grain tension or bending of the wood during loading If not reinforced sufficientty. In this case, meltanical reinforcement should be oonsidered. 3. LTP4 can be Lnstalled over 44" wood structural panel sheathing with 0.131' OW nails and achieve 0.72 of the listed low, or over W sheathing and achieve 0.64 of the isted load. 0.131" x 214' nais will achieve 100% load. 4. LTP4 satisfies the RC conlinuovsly sheathed portal frame (CS-PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4. 5. The LTPS may be 'retailed over wood stiuctural panel sheathing up to 11.' thick using 0.131' x 114" nails with no reduction In load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. Fasteneas: Nail dimensions in the table ars diameter by length. SD screws ere Simpson Strong-Tte Strong-Ddve screws. PH6121 is a pan -head 46 x 14' screw available from Simpson Strong-Tre. See pp. 21-22 for other nail sizes and information. BRANDOW & JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH EST. 1945 PROJECT Hoag Leadership Cntr PROJECT NO. S21-0031 ITEM Simpson Ref. Tables SHEET NO. 167 of 167 DATE 10/21/2021 ENGINEER DM J Coiled Straps CMSTC provides cJi:' d nail slots for lower profile when E'rctaied with 0.1 9' x oirJcers: it can be cut to length. CS are continuous uti ity straps which can be cut to length on the jobsite. Packaged In lightweight (about 40 lb.) cartons. Finish: Galvanized. Some products available in ZMAX5 coating; see Corrosion Information, pp. 13-15. Installation: • Use all specified fasteners; see General Notes. • Wood shrnkage after strap installation across horizontal wood mambas may cause strap to buckle outward. • Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. • The table shows the maximum allowed/ale loads and the nails required to obtain them. Fewer nests may be used; reduce the allowable load as shown in the Straps and Ties General Notes on pp. 260-261. • For lap slice and alternate nailing Information, refer to p. 268. • The cut length of the strap shalt be equal to twice the "End Length" noted in the table plus the clear span dimension. • CMST only — Use every other round hole if the wood tends to spirt. Use round and tiangle holes for comparable MST loads, providing wood does not tend to split. • CS straps are available in 25' lengths: order CS14-R, CS 16-R or CS20-R. • Far stainless steel, order CS16SS-R. Codes: See p. 12 for Code Reference Key Chart '-These products are available with additional corrosion protection. For mot ilfcination, see p.15. ® For staide5"steel fasteners, sea 0.21. SD Many of these products are approved for installation with Shag -Drive" SD Conneclor screws. Ses pp. 335-337 for more Information. j d Tapf , ° e+•{ , kt__ .:': I F . allowable TmWoe Loads ' Code Ref. End CAI$T12 40' (74) 0.162 x 2/ 33' (84) 0.162 x 254 aa• 9,215 IBC. FL, La 12 (86)0.148x2% 39' (98)0.148x2% 44" 9,215 C}A,ST14 521r1 . N' `l .{fG)0.i62t2+h 60°. tr575 14 tv" .(T6)0148iclek 34" 6.40:, CMS1C16 54' 16 (50)0.148x3,4 20•' (58)0.148x3% 25 4,690 CS)4 100' 1§„ o148X254 'h7"r_o., 'i8'. 2490^ '.a..,� f36) l.131x2+k ..:19' 2,490"' C516 156' (20) 0.148 x 2% 11' (22) 0.148 x 2+k 13' 1.705 16 (22)0.131x21% 13' (28)0.1311x2�% 14' 1.7051 CS20 ..._ .I. 250 `d.• •"A :11 s)O,t4:8 x2 i +1 ' ; ' ).0/0 ' q 1. See op. 260-261 for Straps and Ties General Notes. 2. Calculate the connector value for a reduced number of nails as follows. No. of Naas Wei! x Two Load No. of Neils in Table Example: CMSTC18 In DF/SP with 40 nails total. (Half of the nails H each member being comecieci) Allowable Load _ 40 Nags 1t' ' x 4,690 Ib. +'. 3,752 lb. 50 Nails (Table) 3. Spa page 268 for alternate nag and lap spice information. 4. Fasteners: Nal dmarelons In the table are fated diameter by length. See pp. 21-22 for fastener Wornetmo. Allowable load J Typical CS Installation as a Floor -to -Floor Tie (CMST requires minimum (2) 2x studs) Provide min. 14S end distance for CS and CMST Equal number el specilled nails in each tea Sheathing not shown for daftly End t }an9°1 tl ". bv. CS16 Hole Pattern (3 ( other CS straps Similar) • '7,. CMST14 Hole Pattern (CMST12 similar) CMSTC16 Hole Pattern Gauge stamped on part for easy identihCatlon -End -Pont rhathinp Cut itnell IL. lance Minimum en d el.ta^ e:9 petard nail $bap&sir SNP.^ is10x dii (19p ) yrrgx, SubyutiKt loaner CMST requires 3x or (2) 2x mINnam .`-. —End tongs Purim Typical °°' i.ded.T. Jr[runaiD:' Horizontal CS/CMST Installation BRANOOW 8 JOHNSTON S FRUCTURAL * CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH glli RRANDCW & JOHNSTON EST.1915 Protect For: Ware Malcomb 10 Edelman Irvine, CA 92618 PROJECT Hoag James Leadership Center PROJECT NO, S21-0031 ITEM Cover BEET NO. DATE 7/30/2021 ENGINEER DM Structural Calculations For Hoag James Leadership Center 11 Hoag Dr. Newport Beach, CA 92663 City Submittal 07/30/2021 1 of 83 W LvINLG U;V1S;ON BRANDOW & JOHNSTON STRUCTURAL E CIVIL ENGINEERS LOS ANGCLES NEWPORT REACH ILE BRANOOW & JOHNSTON ESL T81L PROJECT Hoag James Leadership Center SHEET No. PROJECT NO. S21-0031 DATE 7/30/2021 rrsi Cover ENGINEER DM 1 of 83 Structural Calculations For Hoag James Leadership Center 11 Hoag Dr. Newport Beach, CA 92663 Project For: Ware Malcomb 10 Edelman Irvine, CA 92618 City Submittal 07/30/2021 BRANDOW & JOHNSTON STRUCTURAL & CAVIL ENGINEERS LOS ANGELES NEWPORT BEACH BRANDOW & JOHNSTON EST. 1945 PROJECT PROJECT NO. Hoag James Leadership Center S21-0031 ITEM Table of Contents SHEET NO. DATE 2 of 83 07/30/2021 I I ENGINEER DM Title Page 1 Table of Contents 2 Site Specific Values 3 Gravity Framing Design 6 Lateral Framing Design 61 BRANDON, & JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 712012021 ATC Hazards by Location ATC Hazards by Location Search Information Address: Coordinates: Elevation: Tlmestamp: Hazard Type: ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III Risk Category IV 11 Hoag Dr, Newport Beach, CA 92663, USA 33.6255425, -117.9300719 83 ft 2021-07-20719:00:10.619Z Wind 66 mph 71 mph 76 mph 81 mph 89 mph 95 mph 102 mph 106 mph ASCE 7-10 MRI 10-Year MRI 25-Year .. MRI 50-Year MRI 100-Year Risk Category I Risk Category II Risk Category III -IV _ p =s k*oriiCa ==Tr er:ance „n �$�@ittl$`ESl�rtd tom t>10 i�i1 �i3�iE1'� 3 of 83 Rrierside, Map data 62021 Boogie, INEGI ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-bome debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-bome debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of Its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this wahsite dnes not imply annmval by the novemino hi iildinn rode hnrliae resnrmcihle for huifdinn rude annmval and internretatinn for the https://hazards.atcouncil.org/#/wind9lat=33.6255425&Ing=-117.9300719&address=11 Hoag ©r%2C Newport Beach%2C CA 92663%2C USA 1/2 7/30/2021 ATC Hazards by Location Hazards by Location Search Information Address: 11 Hoag Drive, Newport Beach, CA Coordinates: 33.6255425, -117.9300719 Elevation: 83 ft Timestamp: 2021-07-30T18:49:35.004Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D Basic Parameters Name Ss Si SMS SM1 Sos Sol Value 1.383 0.494 1.383 * null 0.922 * null * See Section 11.4.8 anta MoniCa Long Beach° Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA FROM " ' REP 'Additional Information Name SDC Fa Fv CRg CR1 PGA FPGA PGAM Value * null 1 * null 0.907 0.919 0.604 1.1 0.664 Description Seismic design category Site amplification factor at 0.2s Site amplification factor at 1.0s Coefficient of risk (0.2s) Coefficient of risk (1.0s) MCEG peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration 83 ft second period) i 1_389_*_ SMi = ".`' 1.0 second period) SDs = 2/3 x Skis (0.2 second period) _ i i Sot = 2/3 x Skit (1.0 second period) I 4 of 83 iitiveiiside fri Temecula a. CI ("e ansitfrs Natis :Map data 02021 Google, INEGI 0.849* i 0.92g* 0.56k* — *See note in text below By: LT 4/7/2021 Checked: lF 4/20/2021 https://hazards.atcounal.orgm/seismicllat=33.6255425&Ing=117.9300719&address=11 Hoag Drive%2C Newport Beach%2C CA 1/2 1 1 1 i 1 1 1 1 r 1 i i 7/30/2021 ATC Hazards by Location TL 8 Long -period transition period (s) SsRT 1.383 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.524 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.596 Factored deterministic acceleration value (0.2s) Si RT 0.494 Probabilistic risk -targeted ground motion (1.0s) Si UH 0.537 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1D 0.827 PGAd 1.051 * See Section 11.4.8 Factored deterministic acceleration value (1.0s) Factored deterministic acceleration value (PGA) 5 of 83 The results indicated here DO NOT roilect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users .should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. httpsl/hazards.atcouncil.org/#/seismic?iat=33.6255425&Ing=-117.9300719&address=11 Hoag Drive%2C Newport Beach%2C CA 2/2 6 of 83 GRAVITY FRAMING DESIGN PP,OJECT i PROJECT NO CX:-;1! 4 ITEM EVE 1945 • Ps 3 f/e,_ f .0 r psF 4.1 ": z • = i.o p5/7 4) cy- 1.;•..4..e-CL..1 r ri;Zi.c...//9"c.. • 3.0 P5F- Q• 616'1J' • 5 9 Ver"6-CCL L. Pr:47: ,Leroj „ TOPSF , YL ; I ; V • e 1,5 r1r.' 7) Pn. cr . j• 0 Pr- XT7- ) Pr-P SHEET NO. . 7 GATE 0 7/20/2 I ENGINEER . BRANDOWS,..IONNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH 11111 BRANOOVV& JOHNSTON PROJECT NG. ITEM pRcJEcT 6 LeADELR p. S-.2 (.7:r ,A vrTy FKA P-; ER7.1945 A VI = v./4x LZ,i-A, 1,11 .4% P. 6:i • !. £9 ‘. L CoPsr. 2e) 4i SF ; Etm . !./ d-r !'• . • •. • p I 3a.9.3I( IIA.sk, f•':, I • 7 ;). . • • .••• ./t 4 ••••• ••••s• -1:E; r ••••“. .'"•!" • ". { / p • -1; kOd r A 3 ..„ d • - :*) ss•-•ct ; • a f Si /a • , 141.1.1 q 12"i- • • • i.-!? A : -10-7•-) "2 .7. ! •••• L- 12.2.S $NEET �. A I 0 c)2, 1),(dil's 1 7 j • —..„ 9RANDOW& JOHNSTON sTRJgruRai + CIVIL ENGINEERS 80183 DATE 0.2 /2 /, flit;i:OEER . LOS ANGELES NEWPORT BEACH PROJECT .IA fFIe.. «. . t:::. ..',.. i.i-.=:- SHEET NO. 9 of83 'SRANOOW.& JOHNSTON PP.'JJECT NO. ITEM ..LY�.fl- ✓"sr..'.T% '_g.r� n., r_i G DATE::n;,..;TI ENGIt@f.R EST. 1945 � \ 1'�{✓ �.t; .^ i.a.r T�.d=- *'.r`3+tii'-x i 7. :h p+y.='..0.`.'a*.:ii 2o. ' 5.., 324 i. 4 i,(0 r r . too.3 x 50 i ! i(R1 Lx!s r r['..sf3 ;3Uz.Lr,Tn. iER.FA50' { q �. • . !n {'i... �+ni h! f fry Q jY/� �A wv.l � : 7 s' F 5 .A (R'✓l.) J - T.15.0 :23,5 y f1 - i � .5l (l, ' = j'.10. 1 -r S 2 . i } (} ` •"t 4, .5 A-24.?5 $ Zia � 7411, /� �1 p j p x { ; i11 a .�,�0•0£�ii^ (-i i, - t "V•l.9�st.'! E: s.= t.0, 1-0 = 42-0P :..� 1 s Arf 20 Ps../= A, 0452'tA'- :0 a J J.0 w .L.1.( -441,75'} '22,1iS 5 (O-I55 ;,fir. = q/,25/lsi'z.1x2.5' �; K.. BRANDOW&JOHNSTON STRUCTURAL + CIVIL ENGINEERS W8 ANGELES NEWPO.T BEACH 11111 BRANDOW & JOHNSTON PROJECT • PROJECT ND. ITEin fir V 7 / . . EV.190 .• tt 0LY r 2r)P n C.- L., • IK•-•• .1 • . 1-3 dilt = " • r • tsi Pt 7 20/ = 10' 7 '7-4, ; •r• tt 185 ? • or rf,Q, c_. f 3 ;:r hi, las Psr rpr ?".• <- •• `F • RIN,Z2. 1,11'7 4‘ t.) '4-..2,,,1\••. " - • -• D1,.2 6, P..)f--.• Pt= 2r2 SHEEI 10 of83 8 ATE ENGINEER 1:2/1•,:?....7 7 2.5-03,c' Ps F r) 1 ORANDOTI& JOHNSTON STA LICTURAL + GIVY_ E NG !NEER S LOS ANGEL E S NEWPORT BEACH �V 8RANDOI 5 JOHNSTON ESTitii5 `-) IFI:i 44, <j7 PROJECT 1?" PROJECT NO.. ITEM . '.f • ! F T. :' ; ' ..5-, "'t �-i Y. c. A.Se- G.:F '•,.t f !-•' f �� .! Y /� �., 1, ,• •... �.,. r,Wf o Y✓�4Z...S ' 1 S.*ttc AS7" :,,.e.s.s.�: ti f ks 7 Pt.-=20P>FEC,.% : (ocr; SHEET NO. .116183 MITE . 5•� �i 3 i0. .�. il•, x .. e. F: {. 1 i'.. {Y. t;,,, I,.'' o",. !7 S Tia..-: C.07:? • L. TA. s C 2J.'~,+F= i a. irw C') F i k. •l.1 - .0'4^207 = 0 ,/2. f.5 {. r l . P .f F % o'- 214 611/41 /2. ,a_ 2- i . , L . ;rr.:? 5 2.t ,r; Fp= 430' L..b:3 VL4 Sei `- c;. t 1` WP r-• P 2 PGFap,2,5' : 2.41 317t d. r %. .v/ -(0. ( (.oil t .��-. ��� iJ?.y 1,43—') ,7 I.1K I 7 - Y i .-• x gr.PT/.; 1 J M i •?SF )0,? �r� _{o1-1.43,1 if ;1.sfw L. E.. Al't i��.' L'• � 77 A, •.... .^fA ,}j .Y '�•�J ...1 ($.e _i{ "'WIDOW k JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH Load Combina0on Segment Length +O•H Length = 20.50 ft .D.L.H Length = 20.50 ft .0.Lr+H Length = 20.50 ft + O+S+H Length = 20.50 ft + 0.0.750U40.750L41 Length = 20.50 fl .0.0.750L.0.750S+H Length = 2D.50 ft 12 of 83 L c..# : KW-06008805 Llpenseo-B&I:HBK; INC. Description : (E) 2x14 @ 24" o.c. CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - Fc - Prll Wood Species :DouglasFir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling P(0.032) Lr(04) y 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Elasticity Ebend- xx 1,600.0ksi Eminbend-xx 580.0ksi Density 31.210pcf Repetitive tVember Stress Increase + .1 . 2x14 Span = 20.50 ft Applied Loads Uniform Load : D = 0.0160. Lr = 0.020 ksf, DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span tb : Actual FB : Allowable Load Combination Location of maximum on span Span it where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Service toads entered. Load Factors will be applied for calculations. Tributary Width = 2.0 ft, ((E) Roof Loading) 0.799 1 2x14 1,034.09 psi 1,293.75psi +D+Lr+H 10.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.344 in Ratio = 715>=360 0.000 in Ratio = 0 <360 0.619 in Ratio 397>=180 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Max Stress Ratios Span 0 M V Cd C FN C i Cr 1 0.493 0.137 1 0.444 0.123 1 0.799 0.222 1 0.386 0.107 1 0.688 0.191 1 0.386 0.107 0.90 0.900 0.900 1.00 0.900 0.900 1.25 0.900 0.900 1.15 0.900 0.900 1.25 0.900 0.900 1.15 0.90D 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 Cm C l CL 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.68 459.60 1.68 459.60 3.78 1,034.09 1.68 459.60 3.26 890.47 1.68 459.60 0.222 : 1 2x14 50.01 psi 225.00 psi +D+Lr+H 0.000ft Span # 1 Moment Values Shear Values M tb Fb V fv F'v 0.00 0.00 0.00 0.00 931.50 0.29 22.23 162.00 0.00 0.00 0.00 0.00 1035.00 0.29 22.23 180.00 0.00 0.00 0.00 0.00 1293.75 0.66 50.01 225.00 0.00 0.00 0.00 0.00 1190.25 0.29 22.23 207.00 0.00 0.00 0.00 0.00 1293.75 0.57 43.06 225.00 0.00 0.00 0.00 0.00 1190.25 0.29 22 23 207.00 13 of 83 Description : (E)2x14 @ 24' o.c. Licensee: B&J HB1C. INC. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd Cr/kJ C i Cr GM C t C L M Pb V tv Fv +0+0.60W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 459.60 1656.00 0.29 22.23 288.00 +0+0.75011+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.538 0.150 1.60 0.900 1.00 1.15 1.00 1.00 1.00 3.26 890.47 1656.00 0.57 43.06 288.00 +D+0.750S+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 459.60 1656.00 0.29 22.23 288.00 .0.60D+0.60W+0.601-1 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.167 0.046 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.01 275.76 1656.00 0.18 13.34 288.00 +040.70E+0.60H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 459.60 1656.00 0.29 22.23 288.00 +D+0.7511+0.750S40.5250E4H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 459.60 1656.00 0.29 22.23 288.00 +0.60D+0.70E+H 0.900 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.167 0.046 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.01 275.76 1656.00 0.18 13.34 288.00 Overall AAaximuum Deflections Load Combination Span Max. •" Defl Location in Span Load Combination Max.'+" De8 Location in Span +0+tr+H 1 0.6186 10.325 0.0000 0.000 er06 1-itea Vctians Support notation : Far le t is #1 Load Combination Support 1 Support 2 Overal MAXimum 0.738 0.738 Overal MINimum 0.410 0.410 404H 0.328 0.328 +D+L+H 0.328 0.328 40+1r+H 0.738 0.738 +0+S.H 0.328 0.328 +D40.750Lr40.750L+H 0.636 0.636 +040.750L+0.750S+H 0.328 0.328 +0+0.60W+H 0.328 0.328 +0+0.750Lr40.450W+H 0.636 0.636 +040.750S40.450W+H 0.328 0.328 +0.60D+0.60W+0.60H 0.197 0.197 4040.70E40.60H 0.328 0.328 4040.750L+0.750S+0.5250E+H 0.328 0.328 +0.600+0.70E+H 0.197 0.197 D Only 0.328 0.328 Lr 0nly 0.410 0.410 L Only S Only W Only E Only H Only Values in KIPS Wood Beam Lic: # : KW-06008i Description : (E) 2x8 24" o.c CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 _ Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb + Fb - Fc-Pdl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling _ _ _ _ D(0.032) Lr(0.04) c 2x8 Span= 12.0 ft Applied Loads Uniform Load : D = 0.0160. Lr = 0.020 ksf, Tributary Width = 2.0 ft. ((E) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.762 1 2x8 1,183.51 psi 1,552.50psi +D+Lr+1i 6.000ft Span # 1 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi 14 of 83 E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Repetitive Member Stress Increase Service loads entered Load Factors wiii be applied for calculations. Roof Loading) Maximum Shear Stress Ratio Section used for this span iv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.246 in Ratio = 0.000 in Ratio = 0.443 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span a M V' Cd C F:v +D+H Length =12.0 ft 1 0.471 0.148 0.90 1.200 +D+L+H 1.200 Length =12.0 ft 1 0.424 0.133 1.00 1.200 +D*Lr+H 1.200 Length =12.0 ft 1 0.762 0.240 1.25 1.200 +O+S+H 1.200 Length =12.0 ft 1 0.368 0.116 1.15 1.200 +D+0.750Lr+0.750L+H 1.200 Length =12.0 ft 1 0.656 0.206 1.25 1.200 +D+0.750L+0.750S+H 1.200 Length = 12.0 ft 1 0.368 0.116 1.15 1.200 584 >=360 C' <360 324>=180 C<180 Ci Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values ...-- .___ Fn 0.00 0.58 526.00 1117.80 0.00 0.58 525.00 1242.00 0.00 1.30 1,183.51 1552.50 0.00 0.58 526.00 1428.30 0.00 1.12 1,019.13 1552.50 0.00 0.58 526.00 1428.30 0.240 : 1 2x8 53.93 psi 225.00 psi +D+Lr+H 0.000ft Span # 1 Shear Values V tv Fv 0.00 0.00 0.00 0.17 0.00 0.17 0.00 0.39 0.00 0.17 0.00 0.34 0.00 0.17 23.97 0.00 23.97 0.00 53.93 0.00 23.97 0.00 46.44 0.00 23.97 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 0.00 207.00 15 of 83 Description : (E) 2x8 @ 24" o.c. Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Om C t C L M tb F"b V fv Pv +D+0.60W41 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.265 0.083 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 +0+0.7501.1+0.450W+1-I 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.513 0.161 1.60 1.200 1.00 1.15 1.00 1.00 1.00 1.12 1,019.13 1987,20 0.34 46.44 288.00 40+0.7505+0.450W.H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.265 0.083 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 +0.601:140.60W40.60H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.159 0.050 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.35 315.60 1987.20 0.10 14.38 288.00 4040.70E40.6011 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.265 0.083 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 44940.750L40.750540.5250E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.265 0.083 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.58 526.00 1987.20 0.17 23.97 288.00 40.6040.70E+H 1.200 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.159 0.050 1.60 1.200 1.00 1.15 1.00 1.00 1.00 0.35 315.60 1987.20 0.10 14.38 288.00 Overall Maxim,uin.Daflectlans Load Canbination Span Max. -" Def Location in Span Load Combination Max. "+' Del Location in Span +041+4-1 1 0.4433 6.044 0.0000 0.000 V£1tiCal Reactions Support notation : Far left is#1 Values in KIPS Load Combination Support 1 Support2 Overall MAXimum 0.432 0.432 Overall MINimum 0.240 0.240 40+H 0.192 0.192 44L+H 0.192 0.192 40+Loll 0.432 0.432 +04$4H 0.192 0.192 +0+0.750Lr40.750L-4-I 0.372 0.372 +D+0.750L40.750S+H 0.192 0.192 + 04.60W41 0.192 0.192 4040.750Lr40.450W41 0.372 0.372 40+0.750S40.450W41 0.192 0.192 + 0.600+0.60W40.60H 0.115 0.115 +0+0.70E40.60H 0.192 0.192 +040.750L40.7505+0.52506+H 0.192 0.192 +0.60D+0.70E1H 0.115 0.115 D only 0.192 0.192 Lr Only 0.240 0.240 L Only S Only W Only E Only H Only lli BRANDOW & JOHNSTON EST.1946 PROJECT Hoag James Leadership Center cum Ware Malcomb LOCATION Newport Beach, CA ITEM Cover JOBS S21-0031 OATE 07/23/2021 ENGINEER DM SHEET it 16 of 83 Tapered Steel Girder per AISC 360-10 LRFD Demand L = 50 ft Length of beam Lb = 2 ft Maximum unbraced length a. = 300 in Distance to first stiffener a = 300 in Clear distance between stiffeners D L w1 324 243 plf from x = 0 ft to x = 50 ft w2 0 0 plf from x= 0 ft to x= 0 ft w3 0 0 plf from x= 0 ft to x = 0 ft P1 0 0 Ib at x= 0 ft P2 0 uu Ib at x = 0 ft P3 0 0 Ib at x= 0 ft Tapered Girder Properties b1= 6 in tr = 0.5 in 1K• = 0.25 in Fy = 36 ksi ales = 14 in d,,,,,, = 42.5 in at x = 25 ft ddyht = 14 in BRANDOW & JOHNSTON, INC STRUCTLRAL & CIVIL ENGiNIiERS 1 IOSANGF. LES IRVINE 6RANDOW & JOHNSTON ES1. 19 mROJ CT Hoag James Leadership Center cum" Ware Malcomb LOCATION Newport Beach. CA GEM Cover Jos• S21-0031 GATE 07/23/2021 ENGINEER DM SHEET* 17 of 83 Flexural Check 600 500 400 300 200 0 Flexural Strength 100 -100 - 10 20 30 40 50 60 Beam Length (ft) -®Demand —Capacity 0.70 0.60 0.50 0.40 c 0.30 0.20 0.10 0.00 -0.10 Flexural DCR r 0 10 20 30 40 50 60 Beam Length (ft) BRANOOW & JOHNSTON, INC STRUCTURAL & CML ENGINEERS I LOS ANGEL''S IRVINE 11111 BRANDOW 8 JOIN STO N EST. ]1K wow Hoag James Leadership Center cltm Ware Malcomb LOCAnow Newport Beach. CA mar Cover ,we• S21.0031 DATE 07/23/2021 DOWER DM SHEET( 18 of 83 Shear Check 90 80 70 60 Y 50 d 40 r 4 30 20 10 0 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 Shear Strength 10 20 30 40 Beam Length (ft) 50 60 —Demand Capacity Shear DCR 10 20 30 40 S0 60 Beam Length (ft) ■tMOOW & JOHNSTON, INC STRUCTURAL d MIL ENGINEERS I LOS ANGELES IRVINE 19of83 Steel Beam Lic.# KW-06008805 Description : W21x62 ©(EV(N) 8uoIdng interface CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.378)Lr(0.282) + + Fy : Steel Yield : E: Modulus : D(0.42144) •L r(0. 31608) L censeo : 618.11161K. INC 50.0 ksi 29,000.0 ksi a Applied Loads Beam self weight calculated and added to loading Load for Span Number Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent = 0.0 -» 15.50 ft, Tributary Width = 23.50 ft(TW (1)) Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Extent =15.50 -» 50.0 ft, Tributary Width = 26.340 ft, (TW (2)) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.616: 1 W21 x62 332.810 k-ft 540.000 k-ft +1.20D+1.601r+1+1.60H 25.286ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 1.130 in Ratio - 0.000 in Ratio - 2.865 in Ratio - 0.000 in Ratio - 530 >=360 0 <360 209 <240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max 1/s1x Phr'M1x . 1.400.1.60H Dsgn. L = 50.00 ft + 1.200.0.501r.1.60L.1.60H Dsgn. L = 50.00 ft +1.20D.1.60L.0.50S+1.60H Dagn. L = 50.00 ft +1.20D+1.60Lr.L+1.60H Dsgn. L = 50.0011 .1.20D•1.60Lr.0.50W+1.60H Dsgn. L = 50.00 ft .1.20D+L+1.60S+1.60H Dgn. L = 50.00 ft . 1.200+1.60S40.50W.1.60H Dgn. L = 50.00 ft +1.200+0.50Lr+L+W+1.60H Dsgn. L = 50.00 ft .1.20D41.40.50S.W+1.60H Dgn. L = 50.00 ft •0.90D.W.1.6011 Dgn. L = 50.00 ft 1 0.385 0.067 207.70 1 0.419 0.073 226.40 1 0.330 0.057 178.03 1 0.616 0.107 332.81 1 0.616 0.107 332.81 1 0.330 0.057 178.03 1 0.330 0.057 178.03 1 0.419 0.073 226.40 1 0.330 0.057 178.03 1 0.247 0.043 133.52 W21xe2 Span - 50-0 ft J Service loads entered. Load Factors will be applied for calculations. BEAM TO BE CAMBERED 1.875" SO DEFLECTION OKAY W Desi.n N.G. 0.107 : 1 W21 x62 26.884 k 252.0 k +1.20D+1.60Lr+L+1.60H 50.000 ft Span#1 Summary of Sheer Vaktes Cb Rm VuMax Vnx PNvnx 207.70 600.00 540.00 1.00 1.00 16.77 252.00 252.00 226.40 600.00 540.00 1.00 1.00 18.28 252.00 252.00 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 332.81 600.00 540.00 1.00 1.00 26.88 252.00 252.00 332.81 600.00 540.00 1.00 1.00 26.88 252.00 252.00 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 226.40 600.00 540.00 1.00 1.00 18.28 252.00 252.00 178.03 600.00 540.00 1.00 1.00 14.37 252.00 252.00 133.52 600.00 540.00 1.00 1.00 10.78 252.00 252.00 20 of 83 Description : W21x62 © (L''•.'iN) 8u: c,rc kite -face Load Combination Max Slress Ratios Segment Length Span # M V +1.20 D+t• 0.20 S+E+1.90 H Dsgn. L = 50 00 ft 1 0.330 0.057 +0.90D+E40.90H Dsgn. L = 50.00 ft 1 0.247 • 0.043 Overall Maximum Deflections Load Combination +D+Lr4H Vertical Reactions Load Combination Overall MAXimum Overall M:Nrmum •D+H +0 .+H +D+Lr4H +D+S4H +1)+0.750Lr+0.750L.H 4040.750L+0.750S+H +0+0.60W+H +1/+0.750 L r+0.450 W+f i 4D40.750S+0.450W4H +0.60D+0.60W-0.60H 4D40.70E.3.60H 40+0.750L+0.750S+0.5250E+41 40.60040.70E4H D Only LT Only L Only S Only W Only E only H Only Span Max. "-" Del S.Licensee : B&J HAW /NC. Summary of Moment Values Summary of Shear Values max Mu + max Mu • Mu Max Mnx Phi"Mnx Cb Rm VuMax Vnx Phi"Vnx 178.03 178.03 600.00 540.00 1.00 1.00 133.52 133.52 600.00 540.00 1.00 1.00 1 2.8655 • Support 1 Support 2 _ 18.946 _-_19.797 6.895 11.491 11.491 18.946 11.491 17.083 11.491 11.491 17.083 11.491 6.895 11.491 11.491 6.895 11.491 7.456 7.486 11.977 11.977 19.797 11.977 17.842 11.977 11.977 17.842 11.977 7.186 11.977 11.977 7.186 11.977 7.820 14.37 252.00 252.00 10.78 252.00 252.00 Location in Span Load Combination Max. "." Defl Location in Span 25.143 0.0000 0.000 Support notation : Far left is #1 Values in KIPS 21 of 83 Description : W14x22 • cop EflErgRENPES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 material Properties • • Analysis Method : Load Resistance Factor Design Beam Bracing: Beam is Fully Braced against ateral-torsional buckling Bending Axis • Major Axis Bending DO sae) VV3.2985) • • , Fy : Steel Yield : 50.0 ksi E: Modulus : 29,000.0 ksi 0(0.378) Lr(0.2835) 4. W14x22 Span = 24.750 fl Applied Loads • • Beam sett weight calculated and added to loading Load for Span Number 1 Uniform Load: D = 0.0160, Lr = 0.0120 ksf, Extent = 0.0 -->> 15.50 ft, Tributary Width = 24.875 ft, (TW (1)) Uniform Load: D = 0.0160, Lr = 0.0120 kst Extent = 15.50 ->> 24.750 ft, Tributary Width = 23.625 fl (TW (2)) DESIGNSUMMARY . . Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn " Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.595: 1 Max W14x22 74.138k-ft 124.500 k-ft +1.20D+1.60Lr+L+1.60H 12.304ft Span # 1 0.432 in Ratio = 0.000 in Ratio = 1.040 in Ratio = 0.000 in Ratio = • - imum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 687 >=360 0 <360 285 >=240 0 <240 MaximinkForces & Stressii$ fortqad coOitiiiiitlops • Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu + max Mu - Mu Max Mnx PhilAnx +1.400+1.60H Dsgn. L = 24.75 ft 1 +1.2004.0.50Lpo.60L+1 .60H Dsgn. L = 24.75 ft 1 +1.200+1.601+0.50S+1.60H osgn.L= 24.75 ft 1 +1.200+1.601..r+L+1.60H Dsgn. L = 24.75 ft 1 +1.20D+1.60Lr+0 501N+1.60H Dsgn. 1..= 24.75 ft 1 +1.20D+L+1.60S+1.6011 Dsgn. = 24.75 ft 1 +1.20D+1.605+0.50W+1.60H Dsgn. L = 24.75 ft 1 +1.200+0.501.r+L+W+1.60H Dsgn. L = 24.75 ft 1 +1.20D+L+0.50S+W+1.60H Dsgn. 1= 24.75 ft 1 +0.90D+W+1.60H Dsgn. 1 24.75 ft 1 Gb Rm 0.357 0.076 44.43 44.43 138.33 124.50 1.00 1.00 0.396 0.085 49.35 49.35 138.33 124.50 1.00 1.00 0.306 0.066 38.08 38.08 138.33 124.50 1.00 1.00 0.595 0.128 74.14 74.14 138.33 124.50 1.00 1.00 0.595 0.128 74.14 74.14 138.33 124.50 1.00 1.00 0.306 0.066 38.08 38.08 138.33 124.50 1.00 1.00 0.306 0.066 38.08 38.08 138.33 124.50 1.00 1.00 0.396 0.085 49.35 49.35 138.33 124.50 1.00 1.00 0.306 0.066 38.08 38.08 138.33 124.50 1.00 1.00 0.229 0.049 28.56 28.56 138.33 124.50 1.00 1.00 Service loads entered. Load Factors will be applied for calculations. Desi • n OK 0.128 : 1 W14x22 12.064 k 94.530 k +1.201)+1.60Lt+L+1.60H 0.000 ft Span # 1 Summary of Sliaar Values VuMax Vnx Phrlinx 7.23 8.03 6.20 12.06 12.06 6.20 6.20 8.03 6.20 4.65 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 94.53 Steel Beam L1c: #:. KWe06008805 Description : W 422 Load Combination Max Stress Ratios Segment Length Span # M +1.20D+L40.20S+E+1.901 Dsgn. L = 24.75 ft 1 0.306 +0.90D+E+0.90H Dsgn. L = 24.75 ft 1 0.229 0.049 28.56 Overall Maximum Deflections E Load Combination Span +D+{.r+H Vertical Reactions Load Combination Overal MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +040.750Lr40.750L+H +D+0.750L40.7503+H +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+H +0.60D+0.60W+0.60H +D+0.70E+0.60H +D+0.750L+0.750S+0.5250E+H +0.60D40.70E4H D Only Lr Only L Only S Only W Only E Only H Only Support 1 8.831 3.098 5.163 5.163 8.631 5.163 7.914 5.163 5.163 7.914 5.163 3.098 5.160 5.163 3.098 5.16rR 3.669 22 of 83 Mensee': BS,I:.FIBK;.YNCr'; Summary of Moment Values Summary of Shear Values V max Mu + max Mu - Mu Max Mnx Phi'Mnx Cb Rm VuMax Vnx Phi'Vnx 0.066 38 08 38.08 138.33 124.50 1.00 1.00 6.20 94.53 94.53 28.56 138.33 124.50 1.00 1.00 4.65 94.53 94.53 Mex. Del Locabcn in Span Load Combination Max. "+" Dell Location in Span 1.0403 12.375 ... _... - -- . _._.. ...._ .._.._...__._...._ 0.0000 .....----- D.000 Support notation : Far loft is #1 Values in KIPS Support 2 8.628 3.028 5.047 5.047 8.628 5.047 7.733 5.047 5.047 7.733 5.047 3.028 5.047 5.047 3.028 5.047 3.581 23of83 Desaiption : 4x10 CODE REFERENCES _ Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Fb + Fb- Fc - Pdl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width =10.0 ft, (Roof Loading; DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.735 1 4x10 1,103.00psi 1,500.00psi +D+Lr+H 5.000ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv: Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.115 in Ratio = 0.000 in Ratio = 0.212 in Ratio = 0.000 in Ratio = Maximum. Forces,& Stresses #or Load: Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C pet C 1 Cr +0+11 Length =10.0 ft 1 0.465 0.202 0.90 1.200 1.00 +0+1_41 1.200 1.00 Length =10.0 ft 1 0.418 0.182 1.00 1.200 1.00 +0+Lr+H 1.200 1.00 Length = 10.0 ft 1 0.735 0.320 1.25 1.200 1.00 +D+S+H 1.200 1.00 Length =10.0 ft 1 0.364 0.158 1.15 1.200 1.00 +0+0.7501r+0.750L41 1.200 1.00 Length =10.0 ft 1 0.635 0.276 1.25 1.200 1.00 +0+0.750L+0.750S+11 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1040 >=360 0 <360 566>=180 0<180 Moment Vaues Cm L C C tb t 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.09 2.09 4.59 2.09 3.96 501.94 501.94 1,103.00 501.94 952.74 1000 psi 1000 psi 1500 psi 625 psi 180 psi 675 psi Density Licensee: B&J HBK. INC. E : Modulus of Elasticity Ebend- xx 1700ksi Eminbend-xx 620ksi 31.21 pcf D(0.161 Lr(0.2) v S 0 4x10 Span =l0.Oft Service loads entered. Load Factors will be applied for calculations. Design OK 0.320 : 1 4x10 71.99 psi 225.00 psi +D+Lr+H 0.000ft Span#1 Shear Values Fb V._...-fv Fv 0.00 1080.00 0.00 1200.00 0.00 1500.00 0.00 1380.00 0.00 1500.00 0.00 0.00 0.71 0.00 0.71 0.00 1.55 0.00 0.71 0.00 1.34 0.00 0.00 0.00 32.76 162.00 0.00 0.00 32.76 180.00 0.00 0.00 71.99 225.00 0.00 32.76 0.00 62.18 0.00 0.00 207.00 0.00 225.00 0.00 24 of 83 Lic. # KW-05008805 Description : 4x10 Load Combination Max Stress Ratan Segment Length Span # M V Cd C Fn, Ci Cr Cm Moment Values Ct CL M Ib F'b Licensee B.&J ItBK, INC. Shear Values V 1v F'v Length =10.0 ft 1 0.364 0.158 1.15 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1380.00 0.71 32.76 207.00 +D+0.60W41 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 D.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +0+0.7501r+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 9.00 0.00 Length =10.0 ft 1 0.496 0.216 160 1.200 1.00 1.00 1.00 1.00 1.00 3.96 952.74 1929.00 1.34 62.18 288.00 +0+0.750S+0.450W+1-1 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +0.600+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.157 0.068 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.25 301.16 1920.00 0.42 19.66 288.00 +D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.261 0.114 1.60 1.200 1.00 1.00 1.00 1.00 1.00 2.09 501.94 1920.00 0.71 32.76 288.00 +0.601/+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =10.0 ft 1 0.157 0.068 1.60 1.200 1.00 1.00 1.00 1.00 1.00 1.25 301.16 1920.00 0.42 19.66 288.00 Overall Maximum Deflections Load Combination Span Max.. " Del Location in Span Load Combination +D+Lr+H 1 0.2117 5.036 Vertical Reactions Support notation : Far left isill I.oad Combination Support 1 Support 2 Overall MPJGmum 1g36 1.835 Overall MiNimun 1.000 1.000 +D+H 0.835 0.835 +D+L+H 0.835 0.835 +D+Lr+H 1.835 1.835 + D+S+H 0.835 0.835 + D+0.750Lr+0.7501.4j 1.585 1.585 +0+0.7501_+0.750S+H 0.835 0.835 +0+0.60W+H 0.835 0.835 +D+0.750Lr+0.450W+H 1.585 1.585 +D+0.750S+0.450W+H 0.835 0.835 +0.60D+0.60W+0.60H 0.501 0.501 . D+0.70E4.6011 0.835 0.835 +0+0.750L+0.750S.0.5250E4 0.835 0.835 +0.600+0.70E41 0.501 0.501 D Only 0.835 0.835 Lr Only 1.000 1.000 L Only S Only W Only E Only H Only Mex. '+ pat Location in Span 0.000E 0.000 Values in KIPS 25 of 83 Lic. # KW-06008805 Description : W18x35 (1) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.021328) Ler(0.0243939) W18x35 Span = 42.0 II Fy : Steel Yield : E: Modulus : Licensee B&J HBK. INC. 50.0 ksi 29,000.0 ksi D(0.188) Lrr 0.215025) Applied Loads Bean self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0160, Lr = 0.01830 ksf, Extent = 0.0 -» 20.0 fL Tributary Width =1.333 ft, (TW (1)) Uniform Load : D = 0.0160, Lr = 0.01830 ksf, Extent = 20.0 -» 42.0 fl, Tributary Width =11.750 fL (TW (2)) Point Load: D=0.840, Lr = 1.0 k @ 20.0 ft, (4x10 RXN) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.447: 1 W18x35 111.550 k-ft 249.375 k-ft +1.20D+1.60Lr+L+1.60H 22.920ft Span # 1 0.785 in 0.000 in 1.633 in 0.000 in Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 641 >=360 • 0 <360 309 >=240 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Segment Length Span # M V max Mu * max Mu - Mu Max Mnx Phi'Mnx Cb + 1.40D.1.60H Dsgn. L = 42.00 ft 1 +1.201:40.50Lr+1.60L+1.60H Dsgn. L = 42.00 ft 1 « 1.200+1.6000.50S.1.60H Dsgn. L = 42.00 ft 1 «1.20 D+1.60 L r 4 L+1.60 H Dsgn. L = 42.00 ft 1 +1.20D•1.601r+0.50W+1.60H Dsgn.L= 42.00ft 1 +1.20D•L+1.60S+1.60H Dsgn. L = 42.001f 1 +1.20D+1.60540.50 W+1.60H Osgn. L = 42.00 ft 1 +1.20D+0.50Lr+L.W.1.60H Dsgn. L = 42.00 ft 1 +1.20D.L.0.50S.W+1.60H Service loads entered. Load Factors will be applied for calculations. Design OK 0.073 W18x35 11.682 k 159.30 k +1.20D+1.60Lr+L+1.60H 42.000 ft Span #1 1 Summary of Shear Values Pm VuMax Vnx Phi'Vnx 0.232 0.038 57.75 57.75 277.08 249.38 1.00 1.00 6.01 159.30 159.30 0.276 0.045 68.89 68.89 277.08 249.38 1.00 1.00 7.19 159.30 159.30 0.199 0.032 49.50 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 0.447 0.073 111.55 111.55 277.08 249.38 1.00 1.00 11.68 159.30 159.30 0.447 0.073 111.55 111.55 277.08 249.38 1.00 1.00 11.68 159.30 159.30 0.199 0.032 49.50 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 0.199 0.032 49.50 49.50 277.08 249.38 1.00 1.00 5.15 159.30 159.30 0.276 0.045 68.89 68.89 277.08 249.38 1.00 1.00 7.19 159.30 159.30 Description : Load Combination Max Stress Ratios Segment Length Span # M V max Mu + Dsgn. L = 42.00 It 1 0.199 0.032 49.50 40.90D+W+1.60H Dsgn. L = 42.00 ft 1 0.149 0.024 37.13 +1.200+L+9.20S+E+1.90H Dsgn. L = 42.00 ft 1 0199 -0.900+E+0.90H Dsgn. L = 42.00 ft 1 0.149 Overall Maximum Deflections Load Combination +O+Lr+H Vertical Reactions Load Combination Overall MA)fimum Overall MlNimum +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+H + 0+0.750L+0.750S+H + D+0.60W+H + D+0.750Lr+0.450W++1 +0+0.7505+0.450W+H +0.60D+0.60W+0.60H +0+0.70E40.60H +0+0.7501_40.7505+0.5250E+4-1 +8.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Span Summary of Moment Values 0.032 49.50 49.50 277.08 249.38 1.00 1.00 0.024 37.13 37.13 277.08 249.38 1.00 1.00 Max ' Doll Location in Span Load Combination 1.5326 21840 Support notation : Far left is #1 Support Support2 4.718 8.373 1.550 2.574 2.583 4.289 2.583 4.289 4.718 8.373 2.583 4.289 4.184 7.352 2.583 4.289 2.583 4.289 4.184 7.352 2.583 4.289 1.550 2.574 2.583 4.289 2.583 4.289 1.558 2.574 2.583 4.289 2.134 4.084 26 of 83 Summary of Shear Values max Mu - Mu Max Mnx Phi*Mnx Cb Rm VuMax Vox PhiNmt 49 50 277.08 249.38 1.00 1.00 515 159.30 159.30 37.13 277.08 249.38 1.00 1.00 3.86 159.30 159.30 5.15 159.30 159.30 3.86 159.30 159.30 Max. "+" Del Location in Span 0.0000 0.000 Values in KIPS 27 of 83 Steel Beam Lie. # : KW-06008805 Description : W18x35 (2) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending D(0.372) Lr(0279) Fy : Steel Yield : E: Modulus : D(2.583) Lr1.37) Licensee : B&J HBK, INC. 50.0 ksi 29.000.0 ksi W18x35 Span 34.0 tt Applied Loads Beam self weight calculated and added to loading Uniform Load : D = 0.0160, Lr = 0.0120 ksf, Tributary Width = 23.250 ft. (TW) Point Load : D = 2.583, Lr = 1.370 k 23.50 ft, (W18x35 RXN) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.659 : 1 W18x35 164.288 k-ft 249.375 k-ft +1.20D+1.60Lr+L+1.60H 18.749ft Span # 1 Max 0.676 in Ratio = 0.000 in Ratio = 1.709 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rabos Segment Length Span # M V max Mu • max . 1.400+1.60H Dsgn. L = 34.00 ft + 1.20D.0.50Lr+1.601.1.60H Dsgn. L = 34.00 ft .1.20D•1.601.0.50S+1.60H Dsgn. L = 34.00 ft +1.20D+1.60Lr4+1.60H Dsgn. L = 34.00 ft +1.200+1.60Lr+0.50W+1.60H Dsgn. L = 34.00 ft . 1.20D+L+1.605.1.60H Dsgn. L = 34.00 ft .1.200+1.608.0.50W+1.60H Dsgn. L = 34.00 ft +1.200.0.50U•L.W+1.60H Dsgn. L = 34.00 ft +1.20D+L+0.50S•W+1.60H Dsgn. L = 34.0011 +0.900.W+1.60H Dsgn. L = 34.00 ft . 1.20014.40.20S+E+1.90H 1 0.411 0.076 102.42 1 0.448 0.083 111.69 1 0.352 0.066 87.78 1 0.659 0.123 164.29 1 0.659 0.123 164.29 1 0.352 0.066 87.78 1 0.352 0.066 87.78 1 0.448 0.083 111.69 1 0.352 0.066 87.78 1 0.264 0.049 65.84 Service loads entered. Load Factors will be applied for calculations. BEAM TO BE CAMBERED 0.875" SO DEFLECTION OKAY imum Shear Stress Ratio = Section used for this span Vu : Applied Vn • Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 603>=360 0 <360 239 <240 0 <240 Summary of Moment Values - Mu Max Mnx Pd'Mnx Co 102.42 111.69 87.78 164.29 164.29 87.78 87.78 111.69 87.78 65.84 277.08 277.08 277.08 277.08 277.08 277.08 277.08 277.08 277.08 277.08 249.38 249.38 249.38 249.38 249.38 249.38 249.38 249.38 249.38 249.38 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Design N.G. 0.123 : 1 W18x35 19.549 k 159.30 k +1.20D+1.6OLr+L+1.60H 34.000 ft Span#1 Summary of Sher Values Rm VuMax Vnx Phi'Vnx 1.00 12.19 159.30 159.30 1.00 13.29 159.30 159.30 1.00 10.45 159.30 159.30 1.00 19.55 159.30 159.30 1.00 19.55 159.30 159.30 1.00 10.45 159.30 159.30 1.00 10.45 159.30 159.30 1.00 13.29 159.30 159.30 1.00 10.45 159.30 159.30 1.00 7.83 159.30 159.30 28 of 83 Steel Beam tic; #.; KW-06008805 Licensee::.B&J HBK, tNG: Description : W18x35;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 Co Rm VuMax Vnx PhrVnx Dsgn. L = 34.00 ft 1 D.352 0.066 87.78 87.78 277.08 249.38 1.00 1.00 --- 10.45 159.30 159.30 +0.90D+E+0.90H Dsgn. I. = 34.00 ft t 0.264 0.049 65.84 65.84 277.08 249.38 1.00 1.00 7.83 159.30 159.30 Overall Maximum Deflections Load Combinaton Soan Max. "-' Dell Location in Span Load Combination Max. "+" Del Location in Span +D+ r.+i 1 ----- 1.7087 17.389 0.0000 0.000 Vertical Reactions Support notation: Far ieftisin Values in KIPS Load Combination Support 1 Support Overall MNGmum 12.883 14.394 Overall MINimum 4.630 5.223 +D+H 7.717 8.704 + D+L+H 7.717 8.704 + D+Lr+H 12.883 14.394 +0+S+H 7.717 8.704 +D+0.750Lr+0.750L+H 11.591 12.972 +0+0.750L+0.750S+H 7.717 8.704 +0+0.60W++1 7.717 8.704 + D+0.750Lr40.4504V44 11.591 12.972 + D+0.750S+0.450W+H 7.717 8.704 +0.600+0.60W+0.601-1 4.630 5.223 +D+0.70E+0.60H 7.717 8.704 + 0+0.750L+0.7505+0.5250E41 7.717 8.704 +0.600+0.70E+H 4.630 5.27.3 D Only 7.717 8.704 Lr Only 5.166 5.690 L Oniy S Only W Only E Only H Only 29 of 83 Description: Worst Case Stud - Interior Bearing Wall Code References : Calculations per NDS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 Oinerat 1pfermation ;.•;; : '; Analysis Method : Load Resistanoe Factor Design End Fixilies Top & Bottom Pinned Overall Column Height 13.50 ft ( Used for ,on-sferidet celculstrons ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb + 1,000.0psi Fv 180.0 psi Fb - 1,000.0psi Ft 675.0 psi Fc Prli 1,500.0 psi Density 31.210 pet Fc - Perp 625 0 psi E : Modulus of Elasticity ... x-x Bending Axial Basic 1,700.0 Minimum 620.0 y-y Bending 1,700.0 620.0 Applied Loads • Column self weight included : 24.139 lbs* Dead Load Factor AXIAL LOADS .. Roof Loading: Axial Load at 13.50 ft, D = 0.5340, Lr = 0.6670 k DEVON SUMMARY , . • Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Goveming NDS Faumla Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load CombinatIOn ResUlts Load Combination +1.40D+1.60H +1.20D+0.50Lr+I .60L+1.60H +1.20D+1.60L+0.50S+1.60H +1.20D+1.60Lr+L+1.60H +1.200+1.60Lr40.50W+1.6011 +1.200+L+1.50S+1.60H +1.20D+1.60S+0.50W+1.69H +1.20D+0.50,J+L+W+1.60H +1.200+L+0.50S+W+1.60H +9.90D+W+1.60H +1.20D+L+9.20S+E+1.90H +0.90D+E+0.90H 0.2961 :1 +1.200+1 .60Lr+L+1 .601-1 Comp Only, fc/Fc' 0.0 ft 1.737 k 0.0 k-ft 0.0 k-ft 711.09 psi 0.0 : 1 +0.90D+E+0.90H 0.0 ft 0.0 Psi 0.0 Psi Lambda C p Wood Section Name 2x6 Wood Grwing/Manuf Graded Lumber Wood Member Type Sawn Exact Width Exact Depth Area Ix ly 1.50 ift Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 Cf or Cv for Compression 1.10 Cf or Cv for Tension 1.30 Cm : Wet Use Factor Ct: Temperature Factor Chu: Flat Use Factor Kf : Built-up columns 1,700.0 ksi Use Cr : Repetitive? Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length fa X-X Pis budding = 4 ft, K = 1.0 Y-Y (depth) axis : Fully braced against buckling abaft Y-Y Axis Service loads entered. Load Factors will be applied for calculations. 8.250 inA2 20.797 inA4 1.547 inA4 Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections... Along Y-Y 0.0 in at 0.0 ft above base for toad combination: rja Along X-X 0.0 in at 0.0 ft above base for load combination: rya Other Factors used to calculate allowable stresses ... Bending LRFD - Format Conversion factor 2.541 LRFD - Resistance factor 0.850 Compression 2.400 0.900 1.0 1.0 1.0 1.0 AIDS 1512 No 0.0 k 0.0 k Tension 2.700 0.800 Maximum Axial + Bendino Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.000 0.200 0.1332 PASS 0.0 ft 0.0 0.000 0.200 0.1710 PASS 0.0 ft 0.0 0.000 0.200 0.1142 PASS 0.0 ft 0.0 0.000 0.200 0.2961 PASS 0.0 ft 0.0 0.000 0.200 0.2961 PASS 0.0ft 0.000 0.200 0.1142 PASS 0.0ft 0.000 0.200 0.1142 PASS 0.0ft 0.000 0.200 0.1710 PASS 0.0 ft 0.000 0.200 0.1142 PASS 0.0ft 0.000 0.200 0.08563 PASS 0.0ft 0.000 0.200 0.1142 PASS 0.0ft 0.000 0.200 0.08563 PASS 0.0 ft 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 30 or 83 Wood Column Lic. # : KW-06008805 Licensee : B8J HBK, INC. Descriptor Worst Case Stce - Intery Bearing YlaG Maximum Reactions Load Combination X•X Axis Reaction k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base Note: Only non -zero reactions are listed. My - End Moments k•8 kb • End Manerds @ Base @ Top @Base @ Top .04H 0.558 40•L•H 0.558 404r4H 1.225 •D•S•H 0.558 .0.0.750Lr.0.750141 1.058 4D•0.750140.750S41 0 558 .0.0.60WH 0.558 .0.0.750U.0.450WH 1.058 .0.0.750S40.450WH 0.558 .0.60D.0.60W.0.60H 0.335 .0.0.70E+0.60H 0.558 .0.0.750L40.750S.0.5250E.H 0.558 .0.600.0.70E4+1 0.335 D Only 0.558 Lr Ony 0.667 LOny S Only W Only E ONy H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deledion Distance Max. Y•Y Deflection Distance .04H 0.0000 in 0.000 ft 0.000 m 0.000 It .044H 00000 in 0.000 8 0.000 in 0.000 8 •D•U•H 0.0000 in 0.000 8 0.000 in 0.000 8 40441-1 0.0000 n 0.000 8 0.000 in 0.000 11 .0.0.7501r40.750L4H 0.0000 in 0 000 8 0.000 in 0.000 8 40.0.75014 750S•H 0.0000 in 0.000 8 0.000 in 0.000 8 40.0.60WH 0.0000 in 0.000 8 0.000 in 0 000 8 4040.750U•0.450W41 0.0000 in 0.000 8 0.000 in 0.000 8 .0.0.750S40.450W41 0.0000 n 0.000 8 0.000 in 0.000 8 40.600460W0.60H 0.0000 n 0 000 8 0.000 in 0.000 8 .0.0.70E+0.60H 0.0000 in 0.000 8 0.000 in 0.000 8 .0.0.7501..0.750S40.5250E•H 0.0000 in 0.000 8 0.000 in 0.000 8 •0.6004070E41 0.0000 in 00008 0.000 in 0000 8 D Only 0.0000 n 0.000 8 0.000 in 0.000 8 Lr Only 0.0000 n 0.000 8 0.000 in 0.000 8 L Only 0.0000 n 0.000 8 0.000 in 0.000 8 S Only 0.0000 In 0.000 8 0.000 in 0.000 8 W Only 0.0000 in 0 000 8 0.000 in 0.000 8 E Only 0.0000 in 0.000 8 0.000 in 0.000 8 H Only 0.0000 in 0 000 8 0.000 in 0.000 8 31 of 83 Descfiption : Sketches Worst Case Stud - Interior Bearing Wall 1.50 in 110% 32 of 83 Description I¢ev; Sean-. to SJonorl IF TSG CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-18 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Load Resistance Factor Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending 0(9. 1) t.r6) D(0. 0e6) ag0.0645) Applied Loads Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : 0 = 0.0160, Lr = 0.0120 ksf, Extent = 0.0 -. > 37.50 ft, Tributary Width = 5.375 ft. (Roof Loading) Point Load : D = 9.10, Lr = 6.0 k @ 11.50 ft. (TSG (P1) + Self Weight 1.1K) Point Load : D = 9.20, Lr = 6.10 k 1 31.50 ft, (TSG (P2) +Self Weight 1.1 K) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied Mn " Phi : Allowable Load Combination Location of maximum on span Span #where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.586 : 1 W21x50 241.537 k-ft 412.500 k-ft +1.20D+1.60Lr+L+1.60H 11.571ft Span # 1 Maximum Shear Stress Ratio = Section used for this span Vu : Applied Vn * Phi : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.612 in Ratio = 0.000 in Ratio = 1.601 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V +1.40D+1.60H Dsgn. L = 37.50 ft +1.20 D40.50Lr+1.60L+1.60 H Dsgn. L = 37.50 ft + 1.20 D+1.60L+0.50 S+1.60H Dsgn. L = 37.50 ft +1.20D+1.60Lr+L+1.60H Dsgn. L = 37.50 ft +1.20 D+1.60Lr.0.50 W*1.60H Dsgn. L = 37.50 ft + 1.20041.+1.60S+1.60H Dsgn. L = 37.50 ft +1.20D+1.60S.0.S0W+1.60 H Dsgn.L= 37.50ft +1.20D40.50Lr+L+W+1.60H Dsgn. L = 37.50 ft +1.20D.L40.50S+W+1.60H 734 >=360 0 <360 281 >=240 C <240 Summary of Moment Values max Mu + max Mu - Mu Max Mnx Phi"Mnx Span = 37.50 tt Fy : Steel Yield : E: Modulus : :°1i:`L'icehsee:;tB3 aB3f'-.INC. 50.0 ksi 29,000.0 ksi r)(A.2) 1_r6.1) V Service loads entered. Load Factors will be applied for calculations. Desi • n OK 0.121 : 1 W21x50 28.760 k 237.120 k +1.20D.1.60Lr+L+1.60H 37.500 ft Span *1 Summary of Shear Values Cb Rm VuMax Vnx Phi*Vnx 0.373 0.077 153.71 153.71 458.33 412.50 1.00 1.00 18.30 0.403 0.083 166.09 166.09 458.33 412.50 1.00 1.00 19.77 0.319 0.066 131.75 131.75 458.33 412.50 1.00 1.00 15.68 0.586 0.121 241.64 241.64 458.33 412.50 1.00 1.00 28.76 0.586 0.121 241.64 241.64 458.33 412.50 1.00 1.00 28.76 0.319 0.066 131.75 131.75 458.33 412.50 1.00 1 00 15.68 0.319 0.066 131.75 131.75 458.33 412.50 1.00 1.00 15.66 0.403 0.083 166.09 166.09 458.33 412.50 1.00 1.00 19.77 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 237.12 33 of 83 Description : New Beam to Support (E) TSG Load Combination Max Stress Ratioss 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 = 37.50 ft 1 0.319 0.066 131.75 131.75 458.33 412.50 1.00 1.00 15.68 237.12 237.12 +0.90D+W+1.60H Dsg n. L = 37.50 ft 1 0.240 0.050 98.81 98.81 458.33 412.50 1.00 1.00 11.76 237.12 237.12 +1.20D+L+0.20S+E+1.90H Os a. L = 37.50 ft 1 0.319 0.066 131.75 131.75 458.33 412.50 1.00 1.00 15.68 237.12 237.12 +0.90D+E+0.90H Dsgn. L = 37.50 ft 1 0.240 0.050 98.81 98.81 458.33 412.50 1.00 1.00 11.76 237.12 237.12 Overafl Maxin unl.Deflections Load Combination Span Max. '-" Deb Laca6on in Span Load Combination Max.'+'Deft Location in Span +04r41 1 1.6005 18.536 0.0000 0.000 Vertical, Reactions Support notati on : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)9mum 16.677 21.242 Oveta6 MINimum 6.199 7.841 +O+H 10.331 13.069 +O+L+H 10.331 13.069 +D+Lr+H 16.677 21.242 +O+S+H 10.331 13.069 +0+0.75011+0.750L+H 15.090 19.199 +0+0.750L+0.750S+H 10.331 13.069 +0+0.60W+H 10.331 13.069 +0+0.750Lr+0.450W+1-I 15.090 19.199 +0+0.750$+0.450W+H 10.331 13.069 +0.600+0.60W+0.60H 6.199 7.841 +0+0.70E+0.601-I 10.331 13.069 +D+0.750L+0.750S+0.5250E+H 10.331 13.069 +0.60D+0.70E+H 6.199 7.841 D Only 10.331 13.069 Lr Only 6.345 8.173 L Only S Only W Only E Only H Only ESf.1146 PROJECT l70.A.& A r.-A PROJECT 110. SaZg!-SOD ITEM �. W ..0 S iri?� L17Arj• ,Nq,- SHEET NO. _ 340f83 DATE 07 1,R7 f2. ENGINEER P- ,, �(�) -((SCpi. -A .%.3.4...c. 7- 16, EQ 30.1- I) • -' O.00ZScP,ze,';:�t1,;Q .'eke. VI (ASc..E ? - 1 to GG22(o 10- I) Ki,10.$5 (A�c..c7 :`a rAeL.F 2(...10- ) I 1A'ri.' }.O (ASc.E7- I 4 .--r To^` 1'.,•8.7\ i{4:0.85 `h .€.."?• 7c :='C '. I! \ ---‘)y P. vJ.T. ta.A e_ V:95hi►+ `r vup�: to•'S ( ;t_�_;- Ice r,t`GL 2(,.13 - 1\ &L }•h LA,S�Z. ?- 1 c, f==G(.) ^.f.: 5-=) Wt.r : 1.0 (! s-E.7 I (o Frt,'-PFL b.'-1 j (0.7 •'-"I;'! !-, .:r��.� _ • 2(0,1-1PSF `tooR C:,rk _f~ — T Y P. i',c• j•« i- f Sr �. T'-�f� Sd 1'�, .. �a to E : • i; �_.;; �n EG' '` r. r. 213 o ti E 44%5 0:0,1. : [r r. r,, - 1.4 •'-• • 4 j'2. rr 1 ! I)' ;'� -7 'CN r^n. r f 0' n IN' 4.(..-' +- P .Is,DA Pr J�.• 1 J — • I` iI..O. 0' �jF 3 1."14r V.lU\J 4— SRANDOW& JOHNSTON STRUCTURAL . CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH EtRANDOW :.JOHNSTON EST.1945 PROJetT PROJECT . ....................... TEM tv, rr er, ,2, ;_ • •. .nr• ;t';•=".; F.F L 01.•••••••• • Copq,,,Q.OpsF96 .24.q 35 of 83 DATE . . ENGINEER . 16/ = c3()_:!f; I-' -4:4 z: S5.217,4 Po 005i- ) 1 PSF 4-23. (07/ /6,7 . 257. 5 . 2t M tfcs, o t ••••• f CO ,• S .5 • / e„ E. 0,7. S. A r:“.,„11- f.,7 Fr..-.2 L.; C.:: •S r b C4 7-"/ P. pARAc,51- 7,. (22 . 2.mw ;41,4,1 Lib\ : : LI • v.. V 11 044,4 F )4-• i1,1 /1 "1 G5-11„ -4 7 4 7 '4PLj ) 1.` :Z • * d4r 4..• = Z7 A.y 2-22. rz,''t (A s r•-0) - BRANDOIT &JOHNSTON S7RUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT,BEACH PROJECT t‘.:<:`./.1.% SIEET 36 of 83 II .. w BRANDOW & JOHNSTON EST.1S45 1;) r. 6,9 + • — , -1r • -- (1- 2).•.,;•,.'1'1,1' -k 7 . i4- / \ • • cpz..%%25-• PJ---t— OATE ENGEOIEER "r` cc / • rz, L; r".•* • cosp, — 11( at•A DC IN. • /4- .-4? • / e J • ;2 tr- • , . ; 4-• „ I• e • . 2 5 it t 10 •-%••• (•••••%r P-no tj Pc:..P Z.,Kra 2oo • L')C.) 24,qPF 4c 5 /? BRAM:IOW& JOHNSTON STRUCTURAI CVVIL 4-3,13INEER5 Los AVGELEt1 NEWPORT•BEAQH BRANDOW &: :.:JOHNSTON EST.1346 PPM cr PROJECT NO. ITEM PA6h)i)e--1- r Lo A C: Tc o2VrS rii.1) : (0 c•-• F 1:'`) '2 ""•\ 2 2-797'1 —\ — , 20-/ v.,. 7, I el, 22 5:71e,',7, r.3) 2'%.? + Ct— t: 232 5 /re - / kr- = .1..TRV GL er3 f 5.AI A, C... e" A. 47 • F.X.3) iZ A A) %.% -- 1 z!) ••:• • 1-,-,20 PS Pp, .2. 72Z 5S,.2)4 QP 11.5 fi r (.cfc;r r o SIIETJiO 37 of 83 DATE ?:13.1 z. EPIGINEER..Sr....... BRANDOW& JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT-E EACH lbRls Company :B&J Designer : DM Job Number S21-0031 Model Name : Hoag James Leadership Center 7/30/2021 38 of 83 11:28:46 AM Checked By: Detail Report Mi Load Combination: Envelope WARNING: Detail Report Based On Less Than 10 Sections! Input Data: Shape: 2X6 morainal) I Node: NI E Member Type: Coiu:nn 1 Node: N3 Length (ft): 18 I Release: Fixed Material Type: Wocd 1 Release: Fixed Design Rule: Typicai I Offset (in): N/A Number of Internal Sections: 5 1 Offset (in): N/A Material Properties: Material: DE Grade: No.1 Nu: 0.3 Type: Solid Sawn Cm: No Therm.Coeff.(1e`OFr): 0.3 Database: Vm.aliyOfaded Emod: 1 Density(kitt'): 0.035 Species: Douglas Fir -Larch Shape Properties: Fb(ks): • 1 E(ks): 1700 E,tx,r(ksi): 621.025 Ft(ks): 0.b/5 Emod: 1 b (actual) lin): 1.5 Fv (ks): 0.18 COVE (Table F1): 0.25 d (actual) (in): 5.5 Fc (ka0: 1.5 Design Properties: Ie2 (ft): 4 Cp: 1.5 Max Deft Ratio: L/0 tel. (ft): 18 Re: 22.978 Max Defl Location: 0 to -band top (ft): 4 C1: 0.626 Span: N/A te•bend bot (ft): lB C, 1 Ky.y: 1 Cr.: t.15 K. 1 CP 0.1?2 y sway. No z sway. No M1 Ni N3 Diagrams: 0.808 at 0 ft 0at18ft Axial Force (k ) 0.354 at 9 ft -0.16 at 18 ft Y Deflection (in ) 0.153 at 13.5 ft 0.132 at 0 ft _ Z Deflection (In) .—.—.__._.. Y Shear Force (k) Z Shear Force (k ) RISA-3T) Version 18 ( Wall Stud Typ..r3d ] Page 1 IIIRISA AN1C COMPANY Company : B&J 7/30/2021 39 of 83 Designer : DM 11:28:47 AM Job Number S21-0031 Checked By : Model Name : Hoag James Leadership Center 0.098 at 0 ft Torsion ( k-it ) -0.141 at 13.5 ft z-z Moment ( k-ft ) y-y MorneSt k-ft I 0.604 at 4.5 ft 4 0 at 18 ft ; -0.604 at 4.5 ft Axial Stress ( ) • Sendai Compression 13entfm9 Stress ( ksi ) Biaxial TI11131011 Bandits) Stress ( Sol ) . AWC NDS-18: ASD Code Check Limit State Gov. LC Required _ _ Available Unftycbeck.,..._.: suh Ap011ed Loading 7 Beriljligi:A3410 — . -:: - ' " .....:.: %. • ;:",•4•4 -..e .,.3 Applied LotOlng - 11 Axial Compression Analysis , ... : ., i "' '.. `. 0:os itsi , 0.322 kii Mal Temkin. Analysis . ' ::1A04 ksi Flexural AnalYsis, Far mess ks 1.302 ksi • . Flexural Analyik 0.000 ksi: Z392 ksi i Bending & Axis( aiiiiessioti Ane '':: . .... ' : to:648 Pais ...... Bending & Axial firiiiiit iiii - : - 0503 Pass . ..... ._ . ._ „ . _ Shear Analysis : - : ' 0.031 ksi ;" 0.288 ksi 0.109 Pass RISA-3D Version 18 1 Wall Stud Typ..r3d 1 Page 2 40 of 83 Lic. # : KW-06008805 Description • Typ Parapet CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade : Douglas Fir - Larch : No.1 Beam Bracing • Completely Unbraced Fb + 1.000.0 psi Fb- 1,000.0psi Fc - PAI 1,500.0 psi Fc - Perp 625.0 psi Fv 180.0 psi Ft 675.0 psi Density W10.0830) 4 Licensee : 138,1 HBK, INC. E: Modulus of Elasticity Ebend-xx 1,700.0ksi Eminbend - xx 620.0ksi 31.210pcf 2x6 Span = 4.60 ft Applied Loads Loads on all spans... Uniform Load on ALL spans : W = 0.0830 kift DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 2x6 Span = 2.50 ft = 0.130 1 2x6 = 246.94psi = 1,894.03psi +D+0.60W+H = 4 600ft Span # 1 0.027 in 0.000 in 0.016 in -0.000 in Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = Maximum Forces & Stresses for Load Combinations Load Comb nation Max Stress Ratios Segment Length Span # M v Cd CFN C i C r +0+H Length = 4.60 ft 1 0.90 Length = 2.50 ft 2 0.90 +D.0.60W+H Length = 4.60 ft 1 0.130 0.080 1.60 Length = 2.50 ft 2 0.123 0.080 1.60 443+0.750Lr+0.450W+H Length = 4.60 ft 1 0.098 0.060 1.60 Length = 2.50 ft 2 0.092 0.060 1.60 +0.0.750S+0.450W+H Length = 4.60 fl 1 0.098 0.060 1.60 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.300 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2204 >=258 G <258 3676>=180 312429 >=180 Moment Values Cm C 1 CL M fb Pb 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 Desi•n OK 0.00 1.00 0.97 1132.82 1.00 0.98 1152.40 1.00 0.98 0.00 1. 00 0.91 0.16 246.94 1854.03 1.00 0.97 0.16 246.94 2010 64 100 0.97 0.00 1.00 0.91 0.12 185.21 1894 03 1.00 0.97 0.12 185.21 2010.64 1.00 0.97 0.00 1.00 0.91 0.12 185.21 1894.03 0.080 : 1 2x6 23.02 psi 288.00 psi +D+0.60W+H 4.163ft Span # 1 Shear Values V fv Fv 0.00 0.00 0.00 0.00 0.13 010 0.00 0.09 0.08 0.00 0.09 0.00 0.00 0.00 0.00 23.02 23.02 0.00 17.27 17.27 0.00 17.27 0.00 162.00 162.00 0.00 288.00 288.00 0.00 288.00 288.00 0.00 288.00 41 of83 Description : Load Combination Segment Length Typ. Parapet Max Stress Ratios Span # M V Cd Length=2.50ft 2 0.092 0.060 1.60 +0.60D+0.60W+0.60H Length =4.60ft 1 Length =2.50ft 2 Overal I;IHaximum Load Combination _ Only W wOny Vertical Reaction Load Combination Over kMAMmum Overall MlMmum 4D+H 4O+0.60W+H 40+0.750Lr+0.450W+H +040.750S+0.450W+H +0.60D+0.60W+0.60H D Only wOny H Only 0.07 L 0 0,01 hER9_R••as •016 C FN 1.300 1.300 0.130 0.080 1.60 1.300 0.123 0.080 1.60 1.300 Deflections. . Span Max. =" Deft 1 2 s. 0.0076 0.0272 Moment Values C1 Cr Cm Ct CL M fb F•b 1.00 1.00 1.00 1.00 0.97 0.12 185.21 2010.64 1.00 1.00 1.00 1.00 0.97 0.00 1.00 1.00 1.00 1.00 0.91 0.16 246.94 1894.03 1.00 1.00 1.00 1.00 0.97 0.16 246.94 2010.64 Location in Span Load Combination t.825 W Only 2.500 Support notation : Far left is #1 Support 1 Support 2 Support 3 0.135 0.455 0.135 0.455 0.081 0.061 0.061 0.081 0.273 0.205 0.205 0.273 0.135 0.455 Shear Values V Sr Fvv._. 0.08 17.27 288.00 0.00 0.00 0.00 0.13 23.02 288.00 0.10 23.02 288.00 Max. "+"• 0e8 •0.0003 0.0000 Values in KIPS Location M Span 4.343 4.343 so 0b9 !,41 t is 288 3,60 432 4.61 S30 6.43 Mae(ft) 1041+D+0.661V+N I+D+6.7S6b+6.4SDW+H 1+D+0.7SDS+6.4S614+N 1 +0.66D+5.60++0.666 7.10 42 of 83 Wood Column Lie. # : KW-06008805 Description : Worst Case Stud - Exterior Stud Code References Calculations per NDS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Infonnation • Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for aosr-sienddr ,;.eicraatio s . Wood Species Douglas Fir - Larch Wood Grade No.1 Fb+ 1,000.Opsi Fv Fb- 1.000.0psi Ft Fc - Pr!! 1,500.0 psi Density Fc - Perp 625.0 psi E : Modulus of Elasticity .. . Basic Minimum 14.5 ft 180.0 psi 675.0 psi 31.210 pcf Wood Section Name Wood Gracing/Mond Wood Member Type Exact Width Exact Depth Area Ix ly x-x Bending. y-y Bending Axial 1,700.0 1,700.0 1,700.0 ksi 620.0 620.0 Applied Loads i _ _ _ Column self weight included : 25.927 Ibs" Dead Load Factor AXIAL LOADS .. . Roof Loading: Axial Load at 14.50 ft, D = 0.2533, Lr = 0.3170, W BENDING LOADS .. . Wind Load: Lat. Uniform Load crea►inq Mx-x. W = 0.03520 klft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+8ending Stress Ratio Load Combination Governing NDS Fommia Comp Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fe:Alowade PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results Load Combination +D+11 ....... + D+L+H + D+Lr+H +D+S+H +D+0.750Lr+0.750L+H + D+0.750Lt0.750S+14 +D+0.60W+H +D+0.750Lr+0.450W+H +D+0.750S+0.450W+-H 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 8.25 inA2 Cf or Cv for Compression 1.10 20.797 inA4 CforCvforTension 1.547 inA4 Cm : Wet Use Factor Ct: Temperature Factor Cfu : Flat Use Factor Kf: Built-up odumns Use Cr: Repetitive? 1.30 1.0 1.0 1.0 9.0 NDS1532 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbmced Length for X-X Axis buckling = 4 ft, K =1.0 Y-Y (depth) axis : Fully braced against budding about Y-Y Axis Service loads entered. Load Factors will be applied for calculations. =0.335Dk 0.4703 :1 +D+0.60W+H + Mxx, NDS Eq. 3.9-3 7.201 ft 0.4802 k 0.5550 k-ft 0.0 k-ft 476.688 psi 0.09667 :1 +D+0.60W+H 0.0 ft 27.840 psi 288.0 psi CD Cp 0.900 1.000 1.250 1.150 1,250 1.150 1.600 ' 1.600 1.600 0.308 0.280 0.228 0.246 0.228 0.246 0.181 0.181 0.181 Maximum SERVICE Lateral Load Reactions . . Top along Y-Y 0.2552 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Lateral Deflections ... 0.2552 k Along Y-Y 1.001 in at 7.299 ft above base for load combination : W Only 'Jong X-X 0.0 in at 0.0 ft above base for toad combination : nfa Other Factors used to calculate allowable stresses ... Bending Compression 0.0 k f onsicn Maximum Axial *Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location 0.07405 PASS 0.0 ft 0.07329 PASS 0.0 ft 0.1538 PASS 0.0 ft 0.07245 PASS 0.0 ft 0.1333 PASS 0.0ft 0.07245 PASS 0.0ft 0.4703 PASS 7.201 ft 0.3704 PASS 7.299 ft 0.3535 PASS 7.299 ft 0.0 PASS 14.50 ft 0.0 PASS 0.0 PASS 0.0 PASS 0.0 PASS 0.0 PASS 0.09667 PASS 0.07250 PASS 0.07250 PASS 14.50ft 14.50 ft 14.50ft 14.50 ft 14.50 ft 0.0 ft 0.0 ft 0.0ft 43of83 Description : Worst Case Stud - Exterior Stud LoadConibination Result8 Load Combination C +0.60Da0.604V+0.60H 1.600 +D+0.70E+0.60H 1.600 +0+0.750L+0.750640.5250E+H 1.600 +0.60D+0.70E+H 1.600 Cp Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.181 0.4642 PASS 7.201 ft 0.181 0.0710 PASS 0.0 ft 0.181 0.0710 PASS 0.0 ft 0.181 0.04260 PASS 0.0ft Reactions'' °:' X-X Axis Reaction Load Combination @ Base @ Top +D+I+H +DAUM +D+S+H +D+0.750Lr+0.750L+H +1)+0.750L+0.750S+H +D+0.60W.H +D+0.750Lr+0.450WH +D+0.750S•0.450W+H +0.600•0.60W+0.60H +D+0.70E•0.60H +0+0.7501.0.750S+0.5250E.H +0.60D•0.70E+1-1 D Only lr Only L Only S Only W Only E Only H Ony Maximum. Deflections for Load Combinations Load Combination Max. X-X Deflection +D+H 0.0000 in +D+L+H +D+Lr+H +D+S•H +0+0.750Lr+0.750L+H •O.0.750L+0.750S•11 +D+0.60W+H +0+0.750tr+0.450W+H . 0+0.750S+0.450W.H +0.600+0.60W0.60H +D+0.70E+0.60H . 0+0.7501.+0.750S+0.5250E+1-I .0.60D+0.70E+H D Orly Lr Only LOny S Only W Only E Only H Only k Y-Y Axis Reaction Axial Reaction @ Base @ Top @ Base 0.279 0.279 0.596 0.279 0.517 0.279 0.153 0.153 0.480 0.115 0.115 0.668 0.115 0.115 0.430 0.153 0.153 0.369 0.279 0.279 0.168 0.279 0.317 0.335 Distance 0.000 8 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 1n 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.0000 in 0.000 ft 0.255 0.255 Max. Y-Y Deflection 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.601 in 0.450 in 0.450 in 0.601 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 0.000 in 1.001 in 0.000 in 0-000 in Maximum Shear Ratios Stress Ratio Status Location 0.09667 PASS 0-0 ft 0.0 PASS 14.50 ft 0.0 PASS 14.50 ft 0.0 PASS 14.50ft Note: Only non -zero reactions are listed. My - End Moments kit Mx - End Moments @ Base @ Top @ Base @ Top Distance 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 7.299 ft 7.299 ft 7.299 ft 7.299 ft 0.000 ft 0.000 fl 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 7.299 ft 0.000 ft 0.000 ft 44 of 33 Wood Column Desa'tption : Sketches Worst Case Stud - Exterior Stud c' tO 150in 45 of 83 Description : Worst Case Loafing to MDR Code: References .:, __ Calculations per NDS 2015, IBC 2018, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender arc::laiioes ) Wood Species DF/DF Wood Grade 24F - V4 Fb + 2400 psi Fv 265 psi Fb - 1850 psi Ft 1100 psi Fc - PrII 1650 psi Density 31.21 pcf Fc - Perp 650 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1800 1600 Minimum 950 850 13 ft Wood Section Name Wood GradingMlanuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1800 ksi Applied Loads Column self weight included : 278.939 IbsDead Load Factor BENDING LOADS ... Wind Load (Parapet): Lat. Uniform Load creating Mx-x. W = 0.251 Roof Loading: Lat. Uniform Load creating Mx-x, D = 0.20, LR = 0. Cripple Wall Above: Lat. Uniform Load creating Mx-x, D = 0.0450 Wind Load (Wall): Lat. Uniform Load creating My-y, W = 0.05940 DESIGN SUMMARY . Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination +0+0.750Lr+0.45OW+H0.:I Governing NOS Foumlaip + Mxx + Myy, NDS Eq. 3.9- Location of max.above base 6.544 ft At maximum location values are .. Applied Axial 0.2789 k Applied Mx 11.524 k-ft Applied My 0.5646 k-ft Fc : Allowable 921.29 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Sheer Load Combination Results 0.1472 :1 +O+Lr+FI 13.0ft 48.750 psi 331.250 psi Load Combination CD C P +04H +041+H 40+1r+H 40+5411 4040.750_r40.750L+H +D+0.750L+0.750S+i.I +0+0.60W+H 40+0.750Lr+0.450W+H 0.900 0.576 1.000 0.529 1.250 0.437 1.150 0.470 1.250 0.437 1.150 0.470 1.600 0.349 1.600 0.349 5.5x18 Western GLB 5.50 in Allow Stress Modification Factors 18.0 in Cf or Cv for Bending 99.0 in42 CI or Cv for Compression 2,673.0 in44 249.563 in44 Cf or Cv for Tension Cm: Wet Use Factor Ct: Temperature Factct Cfu : Flat Use Factor Kf: Butt -op columns Use Cr : Repetitive 7 1.0 1.0 1.0 1.0 1.0 1.0 1.0 ,Nos 153.2 No Brace condition for deflection (buckling) along columns : X-X (width) axis : Unbraoed Length for X-X Axis budding =13 ft. K = 1.0 Y-Y (depth) axis : Unbraced Length fcr Y-Y Axis buckling =13 ft, K =1.0 Service loads entered. Load Factors will be applied for calculations. 3 lc/ft 250 k/ft klft klft Maximum SERVICE Lateral Load Reactions .. Top along Y-Y 3.546 k Bottom along Y-Y 3.546 k Top along X-X 0.3861 k Bottom along X-X 0.3861 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.07365 in t 6.544 ft above base for load combination : +D+0.750Lr+0.450W+H Along X-X 0.09663 in at 6.544 ft above base for load combination : W Only Other Factors used to calculate allowable stresses ... Bending Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Rates Stress Ratio Status Location Stress Ratio Status Location 0.09858 PASS 0.08896 PASS 0.1449 PASS 0.07769 PASS 0.1266 PASS 0.07769 PASS 0.1255 PASS 0.1519 PASS 6.456 ft 6.456 ft 6.544 ft 6.456 ft 6.456 ft 6.456ft 6.456ft 6.544 ft 0.1012 0.09105 0.1472 0.07918 0.1286 0.07918 0.09192 0.1267 PASS PASS PASS PASS PASS PASS PASS PASS 13.0 ft 13.0 ft 13.0 ft 13.0 ft 13.0 ft 13.0 ft 0.0 ft 13.0 ft 46 of 83 Wood Column Lic #'z1<w-06008805 .. .: icensee <:B.&J'NBK 114C: Description : u;cr;t Case Loadre I. HCR Load Combination Results Load Combination C +D+0.750S+0.450W+H 40.60D+0.60W+0.60H +D+0.70E+0.60H +040.750L+0.750S+0.5250E+H 40.60D40.70E+H Maximum Reactions Load Combination +D▪ +L+H +D+LrH H).S44-1 +0+0.750Lr+0.750L4H +0+0.7501+0.750S41-1 +0+0.60W+14 0.232 + 0+0.750Lr+0.450W4 0.174 40+8.7505+0.450W41 0.174 +0.60D+0.60W+0.60H :D.232 4D+0.70E40.60H 40+0.750L40.7505+0.5250E+H +0.60D+0.70E+H D Only Lr Only L Only S Orly W Only E Only H Only Maximum Deflections for Load Combinations Load Combination lulax. X-X Deflection +O+H 0.0000 in. 40+L4H 40+Lr+H 40+S4H + 0+0.150Lr40.750L+H 4D+0.750140.750S44-1 +0+0.60W+H +0+0.750Lr+0.450W+H +0+0.750S+0.450W+H +0.60D+0.60W40.60H +040.70E40.60H +0+0.750L40.750S+0.5250E.H 40.60D40.70E4H D Only Lr Only L Only S Only W Only E Only H0ny 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0580 in 0.0435 in 0.0435 in 0.0580 in :0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.0966 in 0.0000 in 0.0000 in Cp 1.600 0.349 1.600 0.349 1.600 0.349 1.600 0.349 1.600 0.349 Maximum Axial + Bendin0 Stress Ratios Stress Ratio Status Location S Maximum Shear Ratios tress Ratio Status Location 0.1083 PASS 6.456ft 0. 0.1027 PASS 6.456ft 0. 0.05677 PASS 6.456ft 0. 0.05677 PASS 6.456ft 0. 0.03406 PASS 6.456ft 0. 08317 PASS 0.0 ft 06916 PASS 0.0 ft 05691 PASS 13.0 ft 05691 PASS 13.0 ft 03415 PASS 0.0 ft Note: Only non -zero reactions are listed. X.X Axs Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments kft Mx - End Moments @ ease @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 0.232 0.174 0.174 0.232 1.593 1.593 0.279 1.593 1.593 0.279 3.218 3.218 0.279 1.593 1.593 0.279 2.811 1.593 2.572 3.546 2.327 1.935 1.593 1.593 0.956 1.593 1.625 2.811 1.593 2.572 3.546 2.327 1.935 1.593 1.593 0.956 1.593 1.625 0.386 0.386 1.633 1.633 0.279 0.279 0.279 0.279 0.279 0.167 0.279 0.279 0.167 0.279 Distance Max. Y-Y Detection 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 0.000 ft 0.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 6.544 ft 0.000 ft 0.000 ft 0 033 in 0 033 in 0.067 in 0.033 in 0.058 in 0.033 in 0.053 in 0 074 in 0.048 in 0 040 in 0.033 in 0.033 in 0.020 in 0.033 in 0.034 in 0.000 in 0.000 in 0.034 in 0.000 in 0.000 in Distance 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 6.544 ft 0.000 ft 0.000 ft 6.544 ft 0.000 ft 0.000 ft 47 of 83 DeScription : Worst Case Loading to HDR Sketches ' 0 •-• '5:56 in 101. 0 4141 0 Nit 4 7 1 tO 48 of 83 [ Wood Beam Ltc. # : Xw-06.008805 : Licensee }Bea ;HMK,1NQ; Description : Load To Joist w.r Parapet (Parrellel Condition) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species Wood Grade . Fb+.. Fb - Fc - PIO Fc- Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling : DF/DF :24F-V4 a W(0.34) 0(0.02132 )'Lr(0.02666) 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx 1800ksi Eminbend-xx 950ksi Ebend- yy 1600ksi Eminbend - yy 850ksi Density 31.21 pcf tr ;•i F Applied Loads 5.5x16 Span - 32.250 ft Uniform .oad : D = 0.0160, Lc = 0.020 ksf, Tributary Width = 1.333ft, (Roof Loading) Uniform Load : W = 0.340 , Tributary Width =1.0 ft, (Parapet Wind Loading) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span ib : Actual FE : Allowable Load Combination Location of maximum or. span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.422 1 5.5x16 1,498.01 psi 3,549.27 psi +D•0.60W+H 16.125ft Span # 1 DESIGN OK WHEN W❑❑INDD�l�ILOAADn IS 1nr Service loads entered. Load Factors war fo §aQu 5 ' L --FORR DEFLECTION W Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 2.463 in Ratio = 0.000 in Ratio = 1.632 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Loan Combination Max Stress Ratios_ Segment Length Span # M V .O.H Length = 32.250 ft 1 0.071 0.023 + O+L+H Length = 32.250 ft 1 0.064 0.020 + O+Lr+H Length = 32.250 ft 1 0.115 0.037 .O•S+H Length = 32.250 ft 1 0.056 0.018 +0+0.750Lr.0.750L•H Length = 32.250 ft 1 0.099 0.032 40.0.750L•0.750S41 Ca 0.90 1.00 1.25 1.15 1.25 C F:V 0.924 0.924 0.924 0.924 0.924 0.924 0.924 0.924 0.924 0.924 15' <360 0 <360 237 >=180 C• <180 C Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 10C Moment Values Po 2.77 141.79 2.77 141.79 624 319.03 2.77 141.79 5.37 274.72 Desi. n N.G. 0.134 : 1 5.5x16 56.96 psi 424.00 psi +D+0.60W+H 30.955 ft Span # 1 Shear Values F'b V tv Fv 0.00 0.00 0.00 0.00 1996.47 0.32 5.39 238.50 0.00 0.00 0.00 0.00 2218.30 0.32 5.39 265.00 0.00 0.00 0.00 0.00 2772.87 0.71 12.13 331.25 0.00 0.00 0.00 0.00 2551.04 0.32 5.39 304.75 0.00 0.00 0.00 0.00 2772.87 0.61 10.45 331.25 0.00 0.00 0.00 0.00 49 of 83 Description : Load To Joist w/ Parapet (PerreI eI Condition) Licensee 88J HBK Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C l CI_ M lb F'b V tv Pv Length = 32.250 ft 1 0.056 0.018 1.15 0.924 1.00 1.00 1.00 1.00 1.00 2.77 141.79 2551.04 0.32 5.39 304.75 +0+0.60W+H 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.250 ft 1 0.422 0.134 1.60 0.924 1.00 1.00 1.00 1.00 1.00 29.29 1,498.01 3549.27 3.34 56.96 424.00 +0+0.750Lr+0.450W+14 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =32.250 ft 1 0.364 0.116 1.60 0.924 1.00 1.00 1.00 1.00 t.00 25.26 1,291.88 3549.27 2.88 49.12 424.00 +D+0.7508+0.450W+H 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length=32.2501t 1 0.327 0.104 1.60 0.924 1.00 1.00 1.00 1.00 1.00 22.66 1,158.95 3549.27 2.59 44.07 424.00 +0.60D+0.60W+0.60H 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.250 ft 1 0.406 0.129 1.60 0.924 1.00 1.00 1.00 1.00 1.00 28.19 1,441.29 3549.27 322 54.80 424.00 +0+0.70E+0.60H 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.250 ft 1 0.040 0.013 1.60 0.924 1.00 1.00 1.00 1.00 1.00 2.77 141.79 3549.27 0.32 5.39 424.00 +0+0.7501+0.750S+0.5250E+H 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.250 ft 1 0.040 0.013 1.60 0.924 1.00 1.00 1.00 1.00 1.00 2.77 141.79 3549.27 0.32 5.39 424.00 +0.60D+0.70E+H 0.924 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 32.250 ft 1 0.024 0.008 1.60 0.924 1.00 1.00 1.00 1.00 1.00 1.66 85.07 3549.27 0.19 3.23 424.00 . Overall Mazinnm Deflections ' Load Combination Span Max'-'Defl Location in Span Load Combination Max.'+• Defl location in Span W Only _._._.._ '.... 2.4632 .._ i6.243.. .._., ....._.. _ . 0.0000 0.000 Vertical Reactions Support notation : Far left is 111 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.41 5.483 Overall MINimum 5.483 5.483 +D+H 0.344 0.344 +O+L+H 0.344 0.344 +O+Lj+H 0.774 0.774 +O+S+H 0.344 0.344 +D+0.750Lr+0.750L+H 0.666 0.666 +0+0.750L+0.7505+H 0.344 0.344 +D+0.60W+H 3.633 3.633 +0+0.750Lr+0.450W+11 3.133 3.133 +0+0.750S+0.450W+H 2.811 2.811 +0.600+0.60W+0.6041 3.496 3.496 +0+0.70E+0.60H 0.344 0.344 +0+0.750L+0.750S+0.5250E+H 0.344 0.344 +0.600+0.70E+H 0.206 0.206 D Only 0.344 0.344 Lr Only 0.430 0.430 L Only S Only W Only 5.483 5.483 E Only H Only 50 of 83 General Beam Analysis Lie. a : KW-06008805 Description : Load To Joist w Parapet IPerpendlcutar Ccnd tior) General Beam Properties Elastic Modulus Span tit X Applied Loads 29.000.0 ksi Span Length = Licensoo : B8.J HBK, INC. 32.250 ft Area = 10.0 in^2 Moment of Inertia = D(0 021328)e Lr(0.02666) Span • 32.250 ft W(O.68) 100.0 in"4 X l Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width =1333 ft. (Roof Loading) Point Load : W = 0 680 k @ 27.750 ft, (Parapet Wind Loading) DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 6.239 k-ft Maximum Shear = 0.9296 k +D+Lr+H Load Combination *D+0.750Lr+0.450W+H Span # 1 Span # where maximum occurs Span # 1 16.125ft Location of maximum on span 32.250 fl 0.226 in 0.002 in 0.406 in 0.002 in Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span 7r M V Mmax + Overal MAWmum Envelope Dsgn. L = 32.25 ft +D+H Dsgn. L = 32.25 R +D•L+H Dsgn. L = 32.25 R +O+ti.H Dsgn. L = 32.25 ft +D+S+H Dsgn. L = 32.25 R +0+0 750Lr+0.750L+H Dsgn. L = 32.25 R +0+0,750L+0.750S+H Dsgn. L = 32.25 R +0+0.60W+H Dsgn. L = 32.25 ft +0+0.750Lr+0.450W+H Dsgn. L = 32.25 R +0.0.7505.0.450W.H Dsgn. L = 32.25 ft +0.60D+0.60W+0.60H Dsgn. L = 32 25 ft .0.0.70E+0.60H Dego. L = 32 25 ft +0+0.7501.0.750S+0.5250E.41 Dsgn. L = 32.25 R .0.600.0.70E+4i Dsgn. L = 32.25 R 6.24 2.77 2.77 6.24 2.77 5.37 2.77 3.77 6.08 3.50 2.71 2.77 2.77 1.66 1715 249749 953 225209 Summary or Moment Vakies (k-ft) Mmax - Ma - Max Mnx Mnx/Omega Cb Rm 6.24 2.77 2.77 6.24 2.77 5.37 2.77 3.77 6.08 3.50 2.71 2.77 2.77 1.66 Shear Values (k) Va Max Vnx Vnx/Omega 0.93 0.34 0.34 0.77 0.34 0.67 0.34 0.69 0.93 0.61 0.56 0.34 0.34 0.21 51 of 83 Description : Load To Joist w/ Parapet (Perpendicular Condition) Vertieal Reactions ..- • • - Load Corribinaben Support 1 Support 2 0.774 0 930 Overall MAXimum Overall MINimum .O.H rD.L.H 40.Lr+H +04S-ifi 40+0.750Lrr0.750L+H +D+0.750L40.750584.1 +0+0.60W+H 40+0.750Lr40.450W+H 40+0.750S+0.450W4H 40.60D40.60W40.60H 40.0.70E40.60H 4048.750L40.750S*0.5250E+11 40.601340.70E+H D Only Lr Only L Only S Only W Only E Only H Only 6.4 42 32 E 0 2 MEMER-» 0.344 0.344 0.344 0.344 0.774 0.774 0.344 0.344 0.666 0.666 0.344 0.344 0.401 0.695 0.709 0.930 0.387 0.607 0.263 0.557 0.344 0.344 0.344 0.344 0.206 0.206 0.344 0.344 0.430 0.430 0.095 0.585 Support notation : Far left is itt Licensee 88,J HBK, Values KIPS 1G+11 1 +9+6.60W+H 1 +9.66D+6.76EtIl 3. 625 951 2.74 1696 D9tellte (ft) +DOAN +D+Sfl! I +D+DISOS+DASIllif ilt I +0.60+0.046.6011 I +Df.+Il 1 +D+0.79l1+6.4561401 Al tit 3/4 26.66 9 +D+.751'+D.7SL+ 1 5D1+649.7661.+9.150S+H 1 0+9.16E+6.6011 32. 03 I +Dt9.1S914.6.7S6S+6.52SE+t 52 of 83 Description : (ci 2x14 tg 24' oc. w: Parade? (?asaliel Condition) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb- Fc- PrII Wood Species : Douglas Fir - Larch Fc- Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E: Modulus of Efasticily Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf Repetitive Member Stress Increase W(0.34) ❑(0.0327Lr(0.0) a a y c a Applied Loads 3-2x14 Span =20.50ft Service toads entered. Load Factors Lnitorm Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft, ((E) Roof Loading) Uniform Load : W = 0.340 . Tributary Width = 1.0 ft, (Parapet Loading) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span tb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.682 1 3-2x14 1,129.84 psi 1,656.00 psi +D+0.60W+H 10.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.974 in Ratio = 0.000 in Ratio = 0.676 in Ratio = 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C tin+ C i Cr +D+H Length = 20.50 ft 1 0.164 0.046 ▪ Length = 20.50 ft 1 0.148 0.041 +0.Lr+H Length = 20.50 ft 1 0.266 0.074 +D+S+H Length = 20.50 ft 1 0.129 0.036 + D.0.750Lr+0.750L+H Length = 20.50 ft 1 0.229 0.064 0.90 0.900 0.900 1.00 0.900 0.900 1.25 0.900 0.900 1.15 0.900 0.900 1.25 0.900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 252 <360 n <360 363 >=180 0<180 Cm Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 100 DESICN OK WI1EN WIND LOAD IS wiliftle�'t DErLEW L tVVVJ Moment Values M lb F'b 1.68 1.68 3.78 1.68 3.26 153.20 153.20 344.70 153.20 296.82 Design N.G. 0.00 931.50 0.00 1035.00 0.00 1293.75 0.00 1190.25 0.00 1293.75 0.190 : 1 3-2x14 54.64 psi 288.00 psi +D+0.60W+H 0.000ft Span # 1 Shear Values ... V f-..Fv. 0.00 0.00 0.00 0.29 7.41 162.00 0.00 0.00 0.00 0.29 7.41 180.00 0.00 0.00 0.00 0.66 16.67 225.00 0.00 0.00 0.00 0.29 7.41 207.00 0.00 0.00 0.00 0.57 14.35 225.00 53 of 83 Description ; (E) 2x14 © 24" o.c. w/ Parapet (Parallel Condition) Load Combination Max Stress Ratios Segment Length Span # M V +040.750L+0.750S.H Length = 20.50 ft 1 0.129 0.036 . D+0.60W.H Length = 20.50 It 1 0.682 0.190 40.0.750Lr.0.450W+H Length = 20.50 ft 1 0.622 0.173 +0+0.7508+0.450WH Length = 20.50 ft 1 0.535 0.149 + 0.60D+0.60W+0.60H Length = 20.50 ft 1 0.645 0.179 * 040.70E40.60H Length = 20.50 ft 1 0.093 0.026 +040.750L40.750S+0.5250E41 Length = 20.50 ft 1 0.093 0.026 •0.60D•0.70E1H Length = 20.50 ft 1 0.056 0.015 Overall Maximum Deflections' Load Combination Span . wont'. _.... Vertical Reactions: Load Combination -Overall MAXanum Overall MItiimum +O.H +O+L.H +D.Lr+H + 0+S+H . 0+0.750Lr+0.750L.H 40+0.7501_40.750S.H +D+0.60W+H 40+0.750Lr40.450W+H +D.0.750540.450W+H +0.60D+0.60W+0.60H 4040.70E40.60H +D40.750140.7509.0.5250E41 +0.60D+0.70E+H D Only Lr Only L Only S Only W Only E Only H Only Moment Values Cd CF,v Ci Cr Cm C t CL M lb F'b 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.15 0.900 1.00 1.15 1.00 1.00 1.00 1.68 153.20 1190.25 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 12.40 1,129.84 1656.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 11.29 1,029.31 1656.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 9.72 885.68 1656.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 11.72 1,066.56 1656.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 153.20 1656.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 15320 1656.00 0.900 1.00 1.15 1.00 1.00 1.00 0.00 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.01 91.92 1656.00 Max. "" Deft Location in Span Load Combination 0.9737 10.325 Support 3.485 3.485 0.328 0.328 0.738 0.328 0.636 0.328 2.419 2.204 1.896 2.288 0.328 0.328 0.197 0.328 0.410 Support notation : Far left is 01 Support 3.485 3.485 0.328 0.328 0.738 0.328 0.636 0.328 2.419 2.204 1.896 2.288 0.328 0.328 0.197 0.328 0.410 3.485 3.485 Shear Values .... F'v 0.00 0.00 0.00 0.29 7.41 0.00 0.00 2.17 54.64 0.00 0.00 1.98 49.77 0.00 0.00 1.70 42.83 0.00 0.00 2.05 51.67 0.00 0.00 0.29 7.41 0.00 0.00 0.29 7.41 0.00 0.00 0.18 4.45 207.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 0.00 288.00 Max. "+" Del Location in Span 0.0000 0.000 Values in KIPS 54 of 83 +0+L+H Length = 20.50 ft +0+1. r+H Length =20.50 ft + O+S+H Length =20.50 ft + D+0.750Lr+0.750L+1 Length = 20.50 ft tic.; # s KW-06008803 ; .:' 1 icensee:: ;B$LJ HB. Desaiption : (S) 2x 14 @ 24" o.c. wi Parapet (PerpencIcular Ccndiicn) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir - Larch. Wood Grade : No.2 Beam Bracing Fb + Fb- Fc-Prll Fc - Perp Fv Ft Beam is Fully Braced against lateral -torsional buckling W(0 68) D(0.032) Lr(0.04) 900.0 psi E : Modulus of Elasticity 900.0 psi Ebend-xx 1,600.0ksi 1,350.0psi Eminbend -xx 580.0ksi 625.0 psi 180.0 psi 575.0psi Density 31.210pd Repetitive Member Stress Increase a • • 2x14 Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150. Lr = 0.020 ksf, Tributary Width = 2.0 ft, ((E) Roof Loading; Point Load : W = 0.680 k @, 4.50 ft: (Parapet Loading) . DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.799 1 2x14 1,034.09 psi 1,293.75psi +D+L1+H 10.250ft Span # 1 Design OK Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.344 in Ratio = 0.000 in Ratio = 0.660 in Ratio = 0.000 in Ratio = 715 >=360 0 <360 372 >=180 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M v C d C pN C i C r C m C t C L • +O+H Length =20.50 ft 1 0.493 0.137 0.90 0.900 0.900 1 0.444 0:123 1.00 0.900 0.900 1 0.799 0.222 1.25 0.900 0.900 1 0.386 0107 1.15 0.900 0.900 1 0.688 0491 1.25 0.900 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb Fb 0.00 1.68 459.60 931.50 0.00 1.68 459.60 1035.00 0.00 3.78 1,034.09 1293.75 0.00 1.68 459.60 1190.25 0.00 3.26 890.47 1293.75 0.222 : 1 2x14 50.01 psi 225.00 psi +D+Lr+H 0.000ft Span # 1 Shear Values V Iv Fv 0.00 0.29 0.00 0.29 0.00 0.66 0.00 0.29 0.00 0.57 0.00 22.23 0.00 22.23 0.00 50.01 0.00 22.23 0.00 43.06 0.00 162.00 0.00 180.00 0.00 225.00 0.00 207.00 0.00 225.00 55 of 83 Description : (E) 2x14 @ 24" o.c. w/ Parapet (Perpendicular Condition) Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd CFN C i Cr Cm C t C L M fb F'h •D.0.750L.0.750S+H 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.50 ft 1 0.386 0.107 1.15 0.900 1.00 1.15 1.00 1.00 1.00 1.68 +D.0.60W.H 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.50 fl 1 0.450 0.161 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.72 +041.750U.0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.50 ft 1 0.657 0.212 1.60 0.900 1.00 1.15 1.00 1.00 1.00 3.98 +0.0.750S+0.450W+H 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.50 ft 1 0.403 0.140 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.44 .0.600+0.60W.0.60H 0.900 1.00 1.15 1.00 1.00 1.00 Leaglh = 20.50 ft 1 0.353 0.130 1.60 0.900 1.00 1.15 1.00 1.00 1.00 2.14 +0.0.70E+0.60H 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.501 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 .D.0.750L+0.7505+0.5250E41 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.50 ft 1 0.278 0.077 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.68 40.60D.0.70E.1-I 0.900 1.00 1.15 1.00 1.00 1.00 Length = 20.50 ft 1 0.167 0.046 1.60 0.900 1.00 1.15 1.00 1.00 1.00 1.01 .Overall Maximum Defl@ct)olis' Load Combination Span Max. "-" Deft +0.0.750Lr+0.4501V+14 1 0.6597 Vertical Reactions Load Combination Overall MNOmum Overall MINimum .04H .0.L+H .O.U+H .O4S.H +0.0.750U+0.750L.H +0.0.750L+0.750S+H +D.0.60W.H +D+0.750U.0.450W+H •0.0.750S+0.450W+H .0.600+0.60W+0.60H +0+0.70E.0.60H +0+0.750L.0.750S+0.5250E•11 +0.60D.0.70E•H D Only Li Only L Only S Only W Only E Only H Only 0.00 459.60 1190.25 0.00 744.85 1656.0D 0.00 1,088.65 1656.00 0.00 667.11 1656.00 0.00 583.85 1656.00 0.00 459.60 1656.00 0.00 459.60 1656.00 0.00 275.76 1656.00 Shear Values V ..._._hi FL 0.00 0.00 0.00 029 22.23 207.00 0.00 0.00 0.00 0.61 46.26 288.00 0.00 0.00 0.00 0.81 61.09 288.00 0.00 0.00 0.00 0.53 40.25 288.00 0.00 0.00 0.00 0.50 37.37 288.00 0.00 0.00 0.00 0.29 22.23 288.00 0.00 0.00 0.00 0.29 22.23 288.00 0.00 0.00 0A0 0.18 13.34 288.00 Location In Span Load Combination Max. "+" Deft Location in Span 10.026 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support l 0.874 0.531 0.328 0.328 0.738 0.328 0.636 0.328 0.646 0.874 0.567 0.515 0.328 0.328 0.197 0.328 0.410 Support 2 0.738 0.149 0.328 0.328 0.738 0.328 0.636 0.328 0.418 0.703 0.395 0.286 0.328 0.328 0.197 0.328 0.410 0.531 0.149 . ... Li 1 • .• BRANDOW& JOHNSTON EST. 194S PctoJEc7 PROJECT NC.. ;TEM . . T GsAck-r ./4 (.7 !J•k%);_ 7 *.: F :3 9 ) 0 -.r.r€1.•N e, t.. r-- 1,3 C. 7- fv, = C.•• ;••'S F I4 LIS 14 z 6 t. f, s• r.. ;•.!: . • "v f •▪ ;••• °-••1 • •• • • +)L..t.R.o c•••sF-1 1 c, f' 2'24 I I—. 2. I I C Ar ; • • ';14 • k••• ‘ LI ,S 7 t. 14 • 5 7- -; •. 1,4,-1T 1 (4 13- 1 7 `A":... r ••• • (i r 56 of 83 • QAT021.:2A IEEE 4977Z... BRAN DOW & JOH 11STON STRUCTURAL + =IL ENGINEERS LOS ANGELES NEWPORI.REACH 57 of 83 RRANOOW & JOHNSTON EST.1945 PROJECT Hoag James Leadership Center SHEET No. PRDJECTNO. S21-0031 .., DATE 07/30/2021 REH Footing Anatysis - Int. Condition ENGINEER DM Continuous Wall Footing Per 206 CBC Design Criteria Soil Wmin = 24 in Dinh = 24 in gmax = 2500 psf q = 2500 psf Reinforced Concrete Minimum Footing Width Minimum Footing depth Maximum Allowable Soil Bearing Pressure Allowable Soil Bearing Pressure Ref. 2016 CBC §7809.4 Ref. 2016 CBC §1809.4 Ref. 2016 CBC Table 1806.2 Ref. 2016 CBC Table 1806.2 = 0.75 Shear Resistance Factor (01) = 0.90 Bending Resistance Factor = 4000 psi Concrete Compressive Strength Fy = 60 ksi Rebar Yield Strength drover = 3.0 in Concrete Cover ll = 1.0 Lightweight -concrete Factor, 1.0 for Ref. ACI 318-14 §9.2.4.2 Normalweight, .75 for Lightweight Design Column Loading (k) Combination P (k) V (k) M (k ft) Sal Design (ASD - CBC Alternate) 1 1.5 0.0 0.0 Concrete/Rebar Design (LRFD) 1 2.723 0 0 Soil Bearing Pressure OK qa = 2500 psf Allowable soil pressure Pa = 1.512 k Maximum axial force Ma = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity gram = 755.8 psf Maximum sal pressure OCR = 0.302 Demand/capacity ratio BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH BRANDOW & JOHNSTON EST.1945 PROJECT (Hoag James Leadership Center IREUECr No. S21-0031 nut Footing Analysis - Int. Condition SHEET NO. DATE 07/30/2021 ENGINEER DM 58 of 83 Concrete Design OK Pu = 2.7 k Maximum axial force Mu = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity q:J = 1362 psf Maximum ultimate soil pressure Vu (k) 4Vn (k) Beam Shear -1.3 23.6 Rebar Design OK Transverse Direction Try # 5 Bars @ 12" O.C. Peril. Mu (k ft) A -.. AS Req One) AS Temp (In ) Snmax (in) As (in2) AMR (k ft) �d Req (in) idh Reg (in) id (in) 0 0.00 0.26 18.00 0.31 28.5 23.72 11.86 6.00 Summary Ref. ACI 318-14 §9.6 Ref. ACI 318-14 §24.4.3.2 Ref. AC1318-14 §24.4.3.3 Ref. ACI 318-14 §25 4.2 Ref. AC1318-14 §25.4.3 Footing Ca!lout Footing Width (ft) Footing Thickness (in) Reinforcing Bars Perp. to Wall Std. Hook Req'd Parallel to Wall A 2.0 24 #5 Bars @ 12" O.C. T&B No 2 - #5 Bars T&B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BRANDOW & JOHNSTON, INC SrRUCTURAI 8 CIVIL ENGINEERS LOS ANGELES NEWPORT eEACII 1 59 of 83 ERANOOW & JOHNSTON EST. 1M5 PROJECT Hoag James Leadership Center PROJECT NO. S21-0031 REa Ext. Condition Footing SHEET NO. DATE 07/30/2021 ENGINEER DM Continuous Wall Footing Per 2016 CBC Design Criteria Soil Wmil = 24 in Dmn = 24 in gmax = 2500 psf q = 2500 psf Reinforced Concrete Minimum Footing Width Minimum Footing depth Maximum Allowable Soil Bearing Pressure Allowable Soil Bearing Pressure Ref 2016 CBC §1809.4 Ref. 2016 CRC §1809.4 Ref. 2016 CBC Table 1806.2 Ref. 2016 CSC Table 1806.2 4)v = 0.75 4 = 0.90 f c = 4000 psi Fy = 60 ksi drover = 3.0 in 11= 1.0 Design Shear Resistance Factor Bending Resistance Factor Concrete Compressive Strength Reber Yield Strength Concrete Cover Lightweight -concrete Factor, 1.0 for Normalweight, .75 for Lightweight Ref. AC$ 318-14 §9.2.4.2 Column Loading (k) Soil Design (ASD - CBC Alternate) Concrete/Rebar Design (LRFD) Soil Bearing Pressure Combination 1 3 qa = 2500 psf Allowable soil pressure Pa = 1.044 k Ma= 0.0 kft e = 0.00 ft Maximum axial forte Maximum moment Eccentricity gmax = 521.8 psf Maximum soil pressure DCR = 0.209 Demand/capacity ratio P (k) V (k) M (k ft) 1.0 0.0 0.0 2.468 0.083 0 OK BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS 1 LOS ANGELES NEWPORT BEACH 111 BRANDOW & JOHNSTON EST.1915 PROJECT Hoag James Leadership Center PROJECT NO. S21-0031 nLN Ext. Condition Footing SHEET NO. DATE 07/30/2021 ENGINEER DM 60 0f 83 Concrete Design OK Pu = 2.5 k Maximum axial force Mu = 0.0 k ft Maximum moment e = 0.00 ft Eccentricity qu = 1234 psf Maximum ultimate soil pressure Vu (k) •Vn (k) Beam Shear -1.2 23.6 Reber Design OK Transverse Direction Try # 5 Bars @ 12" O.C. Perp. Mu (k ft) As Req (in) AS Temp '(Inr ) Sb Htax (in) As (inL) 4Mn (k ft) In Rog (in) Inh Reg (in) Id (in) 0 0.00 0.26 18.00 0.31 28.5 23.72 11.86 6.00 Summary Ref. ACI 318.14 §9.6 Ref. AC! 318-14 §24.4.3.2 Ref. ACI 318-14 §24.4.3.3 Ref. ACI 318-14 §25.4.2 Ref. AC! 318-14 §25.4.3 Footing Callout Footing Width (ft) Footing Thickness (In) Reinforcing Bars Perp. to Wall Std. Hook Req'd Parallel to Wall A 2.0 24 #5 Bars @ 12" O.C. T&B No 2 - #5 Bars T&B 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 BRANDOW & JOHNSTON, INC SI HUG I'URAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH 1 &1 of83 LATERAL DESIGN BRANDOW a JOHNSTON EST.1315 PROJECT Hoag James Irvine PROJECT NO. S21-0031 ITEM MWFR Wind Loading SHEET NO. DATe 07/20/2021 ENGINEER DM 62 of 83 Wind Load Per 2019 CBC (Enclosed Buildings Analytical Method) Hurricane Prone Regions:L Yes E No Wind Exposure : C Bldg. Occupancy Category: 11 (ASCE 7-16 Table 1.5-1) Basic Wind Speed, V: 95 mph Wind Pressure, q = 0.00256 KZ KZT Kd Ke V2 (psf) Importance Factor, Topograhic Factor, Directionality Factor, Ground Elevation Factor, Wind velocity pressure, Avg. Bldg. Ht, h : 15 Bldg. Width, B : 50 Bldg. Length, L : 240 Direction 1: UB = H/L = Direction 2: B/L = H/B = 4.80 0.06 0.21 0.30 i _ Direction 1 wimp♦ q GC ft ft ft8 w�rc I Direction:1 `. = Krt = Kd Ke = 1.00 1.00 0.85 1.00 (No wind speed-up effects) (Typically .85 for Buildings) (Conservatively taken as 1) qs = 0.00256 KZ KZT Kd V I = 19.6 " Ki psf Direction 2 f bCK.r kaa PLAN 1 Direction 2 Velocity Pressure Exposure Coeffients: ** Min. Z=l5ft. KZ=2.01(Z/Z9)210 a = 9.5 z9 = 900 pti 4A�y q ELEVATION (ASCE 7-16 EQ. 26.10-1) (ASCE 7-16 Table 1.5-2) (ASCE 7-16 Section 26.8.2) (ASCE 7-16 Table 26.6.1) (ASCE 7-16 Table 26.11-1) GABLE, HIP ROOF MONOSLOPE ROOF (NOTE 4) Pressure at Avg. Roof Height, qN, : 16.67 psf BRANDOW & JOHNSTON, INC SSRUCTURAL & CP.L ENGINEERS z(ft) K= q:(psf) 15 0.849 16.67 20 0.902 17.71 25 0.945 18.56 30 0.982 19.29 35 1.015 19.93 40 1.044 20.49 45 1.070 21.01 50 1.094 21.48 55 1.116 21.92 60 1.137 22.32 LOS ANGE_ES NB/PORT BEACH ELEVATION ELEVATION z (ft) KZ q (psf) 65 1.156 22.70 70 1.174 23.06 75 1.191 23.39 80 1.208 23.71 85 1.223 24.02 90 1.238 24.31 95 1.252 24.59 100 1.266 24.85 63 of 83 BRANDOW & JOHNSTON ESL19 5 PROJECT Hoag James Irvine &-IEET No. PROJECT NO. S21-0031 ._ _ _. DATE 07/20/2021 ITEM MWFR Wind Loading ENGINEER DM Wind Load for Main Wind-Force-Resistinq Systems Wind loads on Walls/Roofs (Horizontal load) P = qh G Cp- q,,(GCpI) (MWFRS Lateral Load) "Note GC,, cancels for lateral load Roof Slope: 0.5 : 12 0 = 2.39 Degrees G = 0.85 ASCE 7-16 Sect 26.9.1 GCpi = 0.18 ASCE 7-16 Table 26.11-1 DIRECTION 1 LOADING: Roof Pressures, For Lateral Loads: Direction 1 Loading +or- .18 for encbsed bldgs. Windward Leeward NET PRESSURE at, (psf) Cp P *Component Cp P Component *TOTAL 16.67 -0.18 -2.55 -0.11 PSF -0.30 -4.25 -0.18 PSF 0.18 PSF Item A Item B `Calculation uses 0 if this component is negative Wall Pressures, For Lateral Loads: Windward h (ft) qt (psf) Cp Direction 1 Loading P - Item C Leeward qh (psf) Cp P - Item D NET PRESSURE TOTAL 15 16.67 0.8 11.3 PSF 16.67 -0.20 -2.8 PSF 14.17 Pressures listed in tables, above and below, under the "Net Pressure Total" column, are the total horizontal pressures on the projected area as shown at right. The pressures listed by item number are the pressures perpindicular to the surfaces shown at right and labeled by item number. Note: A minimum load of 10 psf over the entire projected area is used in analysis. Diagram is not an exact representation of subject bldg. PSF BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS I LOS ANGELES NEWPORT BEACH 11111 BRANDOW d JOHNSTON EST 1945 WW1 Hoag James Wine BXEET MO. PROJECT NO S21.0031 DATE 07/20/2021 REN MWFR wind Loading MAKER DM Wind Load for Main Wind-Force-Resistinq Systems r`_4 of 83 DIRECTION 2 LOADING: Roof Pressures, For Lateral Loads: brection 2 Loaci;n„ Windward Leeward NET PRESSURE qh (psf) Cp P 'Component Cp P Component 'TOTAL 16.67 -0.18 -2.55 -0.11 PSF -0.30 -4 25 -0.18 PSF 0.18 PSF Item A Item B 'Calculation uses 0 if this component is negative Wall Pressures, For Lateral Loads: t7rection 2 Loading Windward Leeward NET PRESSURE h (f!) qj (psf) Cp P - Item C qh (psf) Cp P. Item D TOTAL 15 16.67 0.8 11.3 PSF 16.67 -0.50 -7.1 PSF 18.42 PSF PARAPET WIND LOADING (IF ANY): Pp = qp GCp„ Equ. 27.4-4AscE 7-16 Avg. Ht of parapet (above roof). hp 6 Ft Z: 21 Ft Item E: PP = 26.84 PSF Windward Item F: PP = -17.89 PSF Leeward Item G: PP = 44.74 PSF Net Pressure on Parapet's Projected Area [ITEMG ITEM L —Po BRANOOW i JOHNSTON. MC STRUCTURAL $ OVIL ENGINEERS I LOS ANOELES NE'WPORT BE -AC" Pressure on parapet, qp: 17.89 GC,„: 1.50 -1.00 PSF Windward Leeward ITEM F h 1 i 1 1 1 1 1 1 1 z 1 1 1 1 RAN DOV/& JOHNSTON EST.1M5 PROJECT Hoag James PROJEetNO. S21-0031 no Load Sheet SHEET NO. ._. DATE 07/20/2021 ENONIEER DM 65 of 83 2019 CBC Lateral Loads Equivalent Lateral Force Per ASCE 7-16 §12.8 Period of Structure TQ = 0.152 s ASCE 7-16 Eq. 12.8-7 Ct = 0.02 X = 0.75 h„ = 15.0 Seismic Coefficient ASCE 7-16 Table 12.8-2 ASCE 7-16 Table 12.8-2 Avg. Bldg. Ht. (ft) To = 0.129 ASCE 7-16 §11.4.6 Ts = 0.643 ASCE 7-16 §11.4.6 TE = 8 ASCE 7-16 Fig. 22-14 to -17 Ce = 0.142 Except/on Taken per 11.4.8 ASCE 7-16 Eq. 12.8-2 Site Class: D - Stift soil R= P= 1e = Fs = F„ _ Base Shear 6.5 1.3 1.00 Risk Category: II Seismic Design Category D ASCE 7-16 Table 12.2.1 ASCE 7-16 §12.3.4 ASCE 7-16 Table 1.5-2 1.0 ASCE 7-16 Table 11.4-1 1.8 ASCE 7-16 Table 11.4-2 V = 68.4 k ASCE 7-16 Table 1.5-1 ASCE 7-16 Table 11.6-1&2 Cs MAx = 0.597 ASCE 7-16 Eq. 12.8-3 or-4 Cs MIN = 0.040 ASCE 7-16 Eq. 12.8-5 or -6 Ss = 1.380 = 0.490 Sos = 0.920 SD, = 0.591 ASCE 7-16 Eq. 12.8-1 Levet 1 Roof 2 3 4 5 6 7 8 9 10 Story Height (ft) hx (ft) 16.0 16.0 Story Area (sf) 12000 Story Weight (Pst) 21.0 Wxhx k wx (k) (k ft) C,� Ft (k) 372 5952 1.00 68 Total: 372 5952 1.0 68.4 BRANDOW 8 JOHNSTON STRUCTURAL & CIVIL ENGINEERS t LOS ANGELES NEWPORT BEACH 66 of 83 E3RANOOW & JOHNSTON EST. 199E PROJECT Hoag James pRCJECTNO. S21.0031 ITEM Load Sheet SHEET NO. DATE 07/20/2021 ENGINEER DM Diaphragm Loads Fpx min = 0.184 '`Wpx Fpx max = 0.368 *Wpx ASCE 7-16 Eq. 12.10-1 EF1I Wpx NS wpx EW Fpx NS Fpx EW Level IF; (k) ZW (k) iW; (k) (k) (k) (k) 1 Roof 53 372 0.184 356 328 65.5 60.4 2 3 4 5 6 7 8 9 10 •Note: p = 1.0 for diaphragm loads per ASCE 7-16 § 12.3.4.1 BRANDOW & JOHNSTON STRUCTURAL & C.VIL ENGINEERS _OS ANGEL FS NEWPORT BEACH 1 1 BRANDOW & JOHNSTON 1 I 1 i 1 1 1 1 1 1 1 1 1 EST. 1945 PROJECT.? } �.:%.�;: ":•?`� ` .. r'= ,A� � a :,'_;•% Z'r C ,�= _ SREET NO. ry��77:..` �L' . PROJECT NO. _`I.".'.'04.!y ITEH! L%TE/?.,A, o , _'ci.`''T' {r' Pw . (9F gAr. 63A1.12)= a.. i 14. (, i� 4{ ,riS \t �k P,A.) 4l 6R'3w — 67of83 • • DATE 0. .1.2. .� .i .. ENGINEER ...(::�.t..,:... S Ey �i Pv.n".? jfY' :f `i . ro ^�:+:.".{. Ij�A .:� 1 i111' •'f.+'A •>� fit, e'; �y,'. • ;FI(LOAB C-71"-T'vPIOAt...' E/W)z ?.(A F 3 Oto T'11 u. .:'..- _a^�':.1 \ C '� * T. '7•7!16T .!^'•PC.. 5'40'57 d:. 7 �r r ` fL - of a; 44'ts�C{v✓�. fT�� r f� y� I1.9(:YR i4; iJ :: 13 �i ice. 1`•�.�+�+�/ ; =' I1 I- Fi �.4.'I L,5J .k Ft..) = 1,\ p.'� I0gls / BRANDOW & JOHNSTON STRUCTURAL + COWL ENGINEERS 1 LOS ANGELES NEWPORT BEACH r DAIPHRAGM LOADING DIAGRAM 68 a183 1 / / \ / / T co / ✓ M / / / / / / e‘,v-yX / / / / / / / / / / \\\ \\( i /• / / / LO / / / • W8 13.25' .125' 1 1 1 1 1 410 \\ V11 V12 V13 1 \\ \\ 1 1 1 1 1 1 1 1 1 1 1 1 BRANDOW:B JOHNSTON.: EST. 1945 • Fe • PROJECT aO.A.6..3A3*..: E�Y[lsfti 1rP c : r£f1 PROJECT NO. .ITEM . ,» :. ,.. DI'A 14(LP, Cf•1) SHEET NO. 69.0E83 . ENGINEER 4,11' L 5.3w' IS 3'5 5.25 11.754 . ..q' 75.7 5 ' li4 £ 0_r _2.f? . 11.75i,Y. ,f,' / ;/' 1 f (s • ; I' ' /'-' 23.75, Fu`fbct1 t V.- Fp (N/ 5 = 65.51Y • e [1 Fp@'/r 1 • 1-3 . TJ £7 iT O V F. SL.. I s r �f�e i)1 i014!i'i " V ✓in_.^:I ... £ I s % l b '` .r= ?. S�" SYe:7. /./ I 1:;.tt . .? :. :r" ! I 777 [ :..✓'? ! ve./:, j (0 P�;;y '••A"(v 't i'(r, y �6M1 3.r- •a t s 19 "r (aca: P w - { r Ll 1 '1'1 . i i }%WLt (MJs� Zz /AA) I -''r Li (2,5'Vs %.. $T07S `+....i 1 ISRANOOW&JOHNSTON STRUCIURAL+ CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH PROJECT ;7: 4.14.4.• 4,EsrreL. P P.OJEC NO, ITEM ,s EST.1945 I z/L3 18 z, 0 04-.? s ") cc. 4••• 7-7 ...7" 7 7 .o ) : 5 / —11-1 ILA t-k r:Z.s --- \ • !. 1 7 17. ) r r x 4 .21 7;45 o ?Ie.; 44- E 1•••• .5 "7 • tr. •-• c—AL. Fon- R.$.t...1 tne. 7 4.1• 41 41 f-!. \"%; V. /4 L.,,sti ! ez..} r.`3 • d •-"°\ s. 4- • ; •-• ' I'. 7- 2.7 7 of' f) si 1.3 ../7's i • \ ) .1' ' ' -. -. ...?,,, ky5 , .-,..i. r'/,,, ,•• 2, .:„, L ,... ... , .i.'";,•:.r.,2 (.3,-,, - \N.. . , ; — m. . • -s 1)°s 0 (:,)* ( ., C.: I-G l'IrC--). '‘,. . i 1 - , X 14....7_:1 (1,1/4...,. ) -- b :4, AS % - 14 7 •%7 52/ -.. Li:(1•1.7.5*ttA:T,..... 1.. . / • //7". ... 7 • •• • :* •Z' Rk) .' '... : / 41.. . , fr. 7 4.- ' 3 i 2, 5 4' (Ls ,..1 s'7 ') I .s R ut/? 110. 23/ 70 'cif 83 1 1 BRANDON' &JOHNSTON STRUCTURAL + �IVR. .NSINUHS LOS ANGELES NEWPORT BEACH 71 of 83 Load Combination Description : RXN (3) NIS - Wind GeneralBeain Properties: Elastic Modulus 29,000.0 ksi Span #1 Span Length = Applied Loads • Load for Span Number 1 Uniform Load : D = 0.6075 k/ft, Extent = 0.0 --» 37.750 ft, Tributary Width =1.0 ft, (Wind Load) 78.750 ft Area = Uniform Load : D = 0.50 kih, Extent = 37.750 --» 78.750 ft, Tributary Width =1.0 ft, (Wind Load) • DESIGN SUMMARY Maximum Bending = Load Combination • Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 426.836 k-ft Maximum Shear = +D+41 Load Combination Span # 1 Span # where maximum occurs 37.406ft Location of maximum on span 0.000 in 0 0.000 in 0 165.522 in 5 1.555 in 596 Maximum Forces & Stresses far Load.Combinatiohs Max Stress Ratios Segment Length Span # M Overall MAXimum Envelope Degn, L = 78.75 ft 1 +D+H Dsgn. L = 78.75 it 1 +D+L+H Dsgn. L = 78.75 ft 1 +D+l.r+H Dsgn. L = 78.75 ft 1 +D+S+H Dsgn. L = 78.75 fl 1 +D+0.75011+0.7501.+H Dsgn. L = 78.75 ft 1 +D+0.750L+0.750S+H Dsgn. L = 78.75 It I +D+0.60W+H Dsgn. L = 78.75 ft 1 +0+0.750Lr+0.450W+H Dsgn. L = 78.75 ft 1 +0+0.7505+0.450W+H Dsgn. L = 78.75 ft 1 +0.600.0.60W+0.60H Dsgn. L = 78.75 ft 1 +D+0.70E+0.60H Dsgn. L = 78.75 ft 1 +0+0.7501.+0.7505+0.5250 E+H Dsgn. L = 78.75 ft 1 +0.60D-40.70E+H Dsgn. L = 78.75 ft 1 10.0 in"2 Moment of Inertia = 100.0 in"4 Service loads entered. Load Factors will be applied for calculations. 22.773 k +D+H Span # 1 0.000 ft SummaryofMomentVey es (k-ft) Shear Values (k) V Mmax + Wax - Ma - Max Mnx Mnx/0mega Cb Rm Vs Max Vnx Vnx/Omega 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 426.84 426.84 22.77 256.10 256.10 13.66 426.84 426.84 22.77 426.84 426.84 22.77 256.10 256.10 13.66 72 of 83 1 General Beam Analysis Lic. #,: KW-06008805- . Licensee : B&J. B IN it Description : RXN (3) N!S - Wind Vertical Reactions Load Combination Support 1 Support 2 Support notation : Far left is #1 Values in KIPS 0 E 0 Overall MAXimum 22.773 L 20.660 Overall MINimum +04H 22.773 20.660 +O+L+H 22.773 20.660 +D+Lr+H 22.773 20.660 +O+S+H 22.773 20.660 +0+0.7504+0.750L+H 22.773 20.660 +0+0.750L+0.750S+1-1 22.773 20.660 40+0.60W+H 22.713 20.660 +D40.7501.r+0.450W+41 22.773 20.660 +040.750S+0.450W41 22.773 20.660 40.60D+0.60W+0.60H 13.664 12.396 +040.70E40.60H 22.773 20.660 +0+0.750L40.750S+0.5250E+1-I 22.773 20.660 40.60040.70E4H 13.664 12.396 D Only 22.773 20.660 Lr Only L Only S Only W Only E Only H Only 435 :27 218 109 ,,,,,,-----7.---„,,,, -N. i 7 , „.„--------- ,-..., ,,,, ,..„,„ +D+H i +0+6.669V+H 1 +D,660+5.76E+0 748 1536 2323 1 +D+L+H 1 +h1S6 '=6.80 t+H 31.11 3838 46S6 as ce (ft) 1 +D+1.41 1 +D+S+H 1+D+6.756SiD.jW+H 1+6.66D+6.63V+6.60H S4. 3 1 +D+6IS0LI+88.7S1L+1 1 +D+6 76E+6.65H 7816 1 +6+6.7S61+6.7SD6+H 1 +6+6.7561.+6.1565+0,0156E+t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 73 of 83 Lin. # : KW-06008805 Description : RXN (3) N!S • Seismic General Beam Properties. Elastic Modulus 29,000.0 ksi Span #1 Span Length = 78.750 ft APOied l oads Load for Span Number 1 Uniform Load : D = 0.3645 klft, Extent = 0.0 -» 37.750 ft, Tributary Width = 1.0 ft, (Wind Load) Uniform Load : D = 0.30 ktft, Extent = 37.750 -» 78.750 ft, Tributary Width =1.0 ft, (Wind Load) DESIGN SUMMARY Maximum Bending- Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection ... 256.101 k-ft +D+H Span # 1 37.406ft 0.000 in 0.000 in 99.313 in 0-951 in Maximum Shear= Load Combination Span # where maximum occura Location of maximum on span 0 0 9 993 Licensee' i B&J HBK, INC. Area = Span = 78.750 R 10.0 in"2 MO rent of Inertia = 100.0 in^4 Service roads entered. Load Factors will be applied for calculations. 13.664 k +0+H Span # 1 0.000 ft Maximum Forces & Stresses for Load Combinations • . Load Combination Max Stress Ramos Summary of Moment Values (k•ft) Shear Values (k) Segment Length Span # M V Mmax + Mrnax - Ma - Max Mnx MnxlOmega Cb Rm Va Max Vnx Vnx/Omega Overall MNXmum Envelope Dsgn. L = 78.75 ft +D+H Dsgn. L = 78.75 ft +D+L+H Dsgn. L = 78.75 ft +D+Lr+H Dsgn. L 78.75ft +D+S+H Dsgn. l = 78.75 ft +0.0.750Lr+0.7501+H Dsgn. L = 78.7511 +0+0.750L+0.750S+11 Dsgn. L = 78.75 ft +D+0.50W+H Dsgn. L = 78.75 ft +0+0.750Lr+0.450W+14 Dsgn. l = 78.75 ft +0+0.750S+0.450W+H Dsgn. L = 78.75 ft +0.60D+0.60W+O.60H Dsgn. L = 78.75 ft +0+0.70E+0.60H Dsgn. L = 78.751 +0+0.750L+0.7505+0.5250E41 Dsgn. L= 78.75ft +0.60D+0.70E+H Dsgn. L = 78.75 ft 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 153.66 256.10 256.10 153.66 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 256.10 153.66 256.10 256.10 153.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 13.66 8.20 13.66 13.66 8.20 74 of 83 1 !General Beam Analysis Description : RXV r3i N!S - Seismic Vertical Reactions Load Combination i Overall MAXimum Overall MlNlmum + D+H 13.664 +D+L+H 13.664 +D+Lr++1 13.664 +D+S+H 13.664 •0+0.750Lr+0.750L+H 13.664 +0+0.7501+0.750S+1-1 13.664 + 0+0.60W+H 13.664 + 0+0.750LNO.450W+H 13.664 +0+0.7505+0.450W+H 13.664 +0.60D+0.60W+0.60H 8.198 +0+0.70E+0.60H 13.664 +0+0.750L+0.750S+0.5250E.H 13.664 +0.60D+0.70E+H 8.198 D Only 13.664 Is Only ! Only S Only W Only E Only H Only zsi 1% MEMBER-” Support notation Far left is 41 Support 1 Support 2 13.664 ; 12.396 t 12.396 12.396 12.396 12.396 12.396 12.396 12.396 12.396 12.396 7.438 12.396 12.396 7.438 12.396 Values in KIPS e r j 1+0+H i+0+6.00k'+H 1 +0.0GD+6]DE+11 1536: • • • 1 +O+L+H 1 +0+D.70t'+0.4SDN+H 2323 31,11 38,91 +D+14+0 1 +6+6.7SGS+D.4S01y+H 46,86 DistarGe(ft) +D+S+H 1 +6.666+0.6DW+6.66H 5473 62,61 1 0+D.75DL+7.750L+1 1 +D+D.I0E+6.660 10,48 183 0+0.750.+0.750S+H 1 0+0.7SD.+3.7S05+D.SZS6E+1. 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 glli BRANOOW 8 JOHNSTON PROJECT i?QPV TAM tr..5.. a f;DF.R1.,0 /. n1 YG.R. PROJECT NO. :0..'DO-%:.. .. ITEM 4.A3.egtA+_..0474,,:! SHEET O. 75 of 83 GATE O)/L'.`2f ENGINEER ty1' EVE SS PAN 0(e/f.3)zum (44w)*24421 /58NOil (scTs.�tw� ita t j/I.J )= ,_, } iT 13. Z j% s 72 ! 'w C ` �.%1J® ��)� (.,17iB/V j+t'.C,S/ - _7>� �ra.`�.f �a M°�i.`r.•� � L 10(140(.8A,)), 05(%L,)#i1/L 11LI,�r- (.STSMC(-� f y®(''/S) RXN0("A\i/z8.75. "ell FL; (u=Mf) •toePL� )(i).`►'f•›)s('i1!m (k/Sr/F,. l- PLF IAIT1,j=)+!�;.= a)PLF I : 375 PLF (t.3tya _,f0.!. ' a2r 1- (AST)) 'CJ "V t�0 ,274LF V®(N/s r.X1JDMiy 0, - q/.p�= {ux, c y4�(u/s5'RxNQ1AJJs;jSp'; -�0FLF (IazrA ) V (u/s)° xa "�)// - = 9Q PLF (W=>J r)) \) { ' R X ► } (J/.. ; 27 PI_ 1= CO 1 s ') —� 0-,0 C. t I G.2. P'L F V i ("/,) : R.r� : j , � 1 , PLF- t ►r O\; = tb t 2 F p. PLp,C 1 .,2 PLF (ASS) 55.2PLF (AsP.) 78 (:O riL¢ V10 WI•1'� : F. f e/w)/2��, -!.4 PLF (s�rsMT� ) o.-� : �'G ZPc.� (As))) 1l„ (e/s_.\) -p.nu I. (cAV 3► "37Psn-.L)26, PLF (Mr)) til2..{r/-1) : jAxott(e/u:6Z.5 PLF Sc�al'Izc.�,-��0.7 725 PLF (A9f V1. MI) _ 2X1.1 /w,�7.75'' (F PLr (cET.,tArc.\) )4(0.7 14,2 PLF ,aSI) vO R sr GA • s S14 exa.. .225 PLF 1Ash') VT/ APfa F'.,�rc.t 5140-E.,eTH7.7NCs Wl 10 d, RcJ1.1;:1% .-< f,NOPL/z •3Zo PL.F tlPt,„ 99'71' � 7 �� LF (urCNc)") 5 SUNDOWN JOHNSTON STRUCTURAL + CIVIL ENGINEERS LOS ANGELES NEWPORT BEACH PROJECT HOft,j;Y PROJECT DO. I ITEM EST.1845 ' _ 3 Los , • .. k•!: ••! Fus 2 T-AL SF! 'MEET e. 76 of 83 DATE 07f.„:„.1.4,..12 EMWEER .., '...7,5-•:c. 1-, ,-,!...t c.. ", :7..a.i..- 7.:. i.s.? •'..`'i 'A I 0C-1(7.).: !,!!'.. : 4' ,. i IP • 142, "17,1- 7•••• 'Y ''7.. -.1 ' y/.5,-.-7•ii,-::., pr- . L.1-„D„:t c'„) i. 0 „6!„ !!' • IF', < '''. 1)-1- c! *, ,-. -:. 'r ,.!. 1-2 ...T. 4 0 0, A 1 r) r: r: riN. - \ le ..: (3,, 0,, 57 '--_,LE'r -4.• 464(2 :57 5..g. Pf:477 7 : . .... . . . e. 4; i.:11,_ 4 .:-..'.... '.... r!....3! ):.).! :.. !°;.1.-.% •!:. 1.a.• z.!:_ 7 .1; 4,, ..:H „,... !-.... i, r,:-.”.".)c.. ,, !,.. .; , - ''. .!''.1.141- ',.. !*. t).1.• , 141)f,...!, i . i : ' h • ,4••••r-'' r.tr. e . C,!!!:73 ,.,- c a N: '1, T v.. e../..) .i...b-2.....-....:. ;',„7" l'• a• 5•J•,. I 1 i ,...),e. ;_ k_ L.,—_ , T-} • r 1, 1:71 1 ':' 1 .1. 1417--4E 5;1-7.5 P F \N-r-t NI\ i 1 1 I I T.f..3.7:111..7.-1-11 i Vi.,...0 3 '". F., 0,...2ii.?„75 ' , i 47; 0,44:: Pi.,. 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