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Specifications (35) 1.3 up 0 ) oOz.3 1n_LAc 6 n G i n t= R 5 SITE COPY 1st Plan Review Structural Calculations For: 72nd Avenue Apartments Tigard, Oregon ,0AUCTU,q9 ec.Ep PROFF 4 �,,e1N . so �� 74868PE ORE ON 1F,9�AcHY 23642°P�JQ� EXPIRES: 12-31-19 Prepared For: Hill Architects 1750 Blankenship Road Suite 400 West linn, OR 97068 10-Oct-18 Job Number: 17031-0064 921 SW Washington St,Suite 560 Portland,OR 97204 Phone: (503)242.2448 Fax: (503)242.2449 Washington Oregon California Texas Alaska Colorado Montana - DC1 Project#: 17031-0064 Page#: Project Name: 72nd Avenue Apartments Engineer: DS Date: 10/10/2018 enc., ineerts Subject : Table of Contents Design Criteria: Codes 2014 OSSC ASCE 7-10 Gravity Loads Roof Snow Load= 25 psf Roof Dead Load= 20 psf Floor Live Load= 40 psf +partitions 5 psf Floor Dead Load= 30 psf Wall Dead Load= 10 psf Lateral Loads Wind Base Shear NS= 69.4 kips ASD Wind Base Shear EW= 103.9 kips ASD Seismic Base Shear= 109.8 kips ASD Table of Contents: Supplemental Calculations for plan review response Item 1 and 2: Revised Wood Lateral 1 to 39 Item 3 and 4: Force Transfer Walls 40 to 56 Item 6: Diaphragms and Collectors 57 to 59 Item 5 and 8: Revised Stud Wall Design 60 to 65 Item 7: Revised Concrete Shear Walls 66 to 76 Item 10:Snow Drift 77 to 77 Item 14: Revised Retaining Wall 78 to 85 Item 15 and 17: Revised Footings 86 to 106 Item 22: Balcony Railings 107 to 107 Item 21:CMU Non-load Bearing Walls 108 to 119 Item 23:Trash Enclosure Walls 120 to 121 Item 11:Gravity Framing Calculations 122 to 164 Item 12:Stair Framing 165 to 178 Item 13:Column Loads 179 to 179 Item 19: PT top reinforcing 180 to 180 11111111111111111111111111111 D C I Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 E E [ 1 f I f 1 E E R Subject: USGS -V-1 '-__..- -----.-..__... _ --_...... _ __. _ - -MINIM 8/14/2018 Design Maps Summary Report MUSGS Design Maps Summary Report User-Specified Input Report Title 72nd Avenue Apartments Wed August 15,2018 06:41:58 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 45.42525°N, 122.76567°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III *PortlandGrest Beaverton s es 10 Tigarr • Lake Owego co . , Tualatin Sherw►cod • 9 sOregon City USGS-Provided Output SS = 0.971 g SMS = 1.080 g SDS = 0.718 g S1 = 0.422 g SM1 = 0.666 g Dl — :. Revise for SDS =0.724 per geotech report For information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted)and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document. MCER Response Spectrum Design Response Spectrum 1 n 44 r. .n ta 11111 Period,T ism) Period,T floc) For PGA,,T„ CRS, and CR,values, please view the detailed report. Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. 2 - Project#: 17031-0064 Page#: .. oci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 l--1 (7-7 i C`i R Subject: Seismic Load Determination Detailed Breakdown of Seismic Dead Load Level Description: slope= 4:12 slope factor= 1.05 Lump Line Loads Area Loads Element '---- Weight Weight Length Uniform Area Uniform slope Roofing 9220 ft2 4.00 psf Y 38875 lb Sheathing 9220 ft2 3.50 psf Y 34016 lb Distributed Roof trusses(24"OC) 9220 ft2 5.00 psf 46100 lb Gray Weight Insulation 9220 ft2 2.00 psf 18440 lb 20.00 psf MEP 9220 ft2 2.00 psf 18440 lb Ceiling gyp 5/8" 9220 ft2 2.80 psf 25816 lb Distributed Misc 9220 ft2 0.70 psf 6454 lb Seis Weight Partitions 9220 ft2 5.00 psf 46100 lb 28.11 psf Exterior Wall 416.0 ft 60.0 plf 24960 lb Total Area 9220 ft2 Level Weight 259.2 kip Level Mass 8.050 k-s2/ft Level Description: Typical Element Lump Line Loads Area Loads Weight Weight Length Uniform Area Uniform Flooring 9150 ft2 4.00 psf 36600 lb Sheathing 9150 ft2 3.50 psf 32025 lb Distributed TJI's at 16" 9150 ft2 5.00 psf 45750 lb Gray Weight Insulation 9150 ft2 2.00 psf 18300 lb 30.00 psf MEP 9150 ft2 2.00 psf 18300 lb Ceiling gyp 5/8" 9150 ft2 2.80 psf 25620 lb Distributed Misc 9150 ft2 0.70 psf 6405 lb Seis Weight Gyperete+underlayment 9150 ft2 10.00 psf 91500 lb 40.46 psf Partitions 9150 ft2 5.00 psf 45750 lb ~� Exterior Wall 416.0 ft 120.0 plf 49920 lb Total Area 9150 ft2 Level Weight 370.2 kip Level Mass 11.496 k-s2/ft Level Description: 4th Level Element Lump Line Loads Area Loads Weight Weight Length Uniform Area Uniform Flooring 9150 ft2 4.00 psf 36600 lb Sheathing 9150 ft2 3.50 psf 32025 lb Distributed TJI's at 16" 9150 ft2 5.00 psf 45750 lb Gray Weight Insulation 9150 ft2 2.00 psf 18300 lb 30.00 psf MEP 9150 ft2 2.00 psf 18300 lb Ceiling gyp 5/8" 9150 ft2 2.80 psf 25620 lb Distributed Misc 9150 ft2 0.70 psf 6405 lb Seis Weight Gyperete+underlayment 9150 ft2 10.00 psf 91500 lb 44.52 psf Partitions 9150 ft2 5.00 psf 45750 lb Exterior Wall 416.0 ft 120.0 plf 49920 lb Roof Terrace 1240 ft2 30.00 psf 37200 lb Total Area 9150 ft2 Level Weight 407.4 kip Level Mass 12.651 k-s2/ft IIIIIIIIIIIIIIIII Project#: 17031-0064 Page#: 3 ' ..... DCI Proj. Name: 72nd Avenue Apartments Engineer: PW Date: 10/2/2018 e n G 1 n FR s Subject: Seismic Load Determination I.Seismic Ground Motion Values: LAT = Site Latitude: = 45.425 LONG = Site Longitude: = 122.766 Ss = MCE Spectral Accel @ 0.2 Sec: = 0.981 per Geotech or USGS Mapped Value(Site Class B) Si = MCE Spectral Accel @ 1.0 Sec: = 0.424 per Geotech or USGS Mapped Value(Site Class B) SITE = Site Class:(Default is D) = D per Geotech or ASCE 7-Table 20.3-1 Fa = Spectral Accel @ 0.2 Sec for Site = 1.108 ASCE 7-Table 11.4-1 Fv = Spectral Accel @ 1.0 Sec for Site = 1.576 ASCE 7-Table 11.4-2 SMs = MCE Spectral Resp(Short Period) = 1.087 =Fa Ss ASCE 7-Eqn 11.4-1 SMS = MCE Spectral Resp(Long Period) = 0.668 =F,Si ASCE 7-Eqn 11.4-2 5D5 = Design Spectral Accel @ 0.2 Sec = 0.724 =2/3 SMS ASCE 7-Eqn 11.4-3 SD1 = Design Spectral Accel @ 1.0 Sec = 0.445 =2/3 SM1 ASCE 7-Eqn 11.4-4 II. Design Response Spectrum Periods: To = Period,0.2*SD1/SDs = 0.123 sec =0.2 SD1/Sus ASCE 7-Sec 11.4.5 TS = Period,SDS/SDs = 0.615 sec =SDS/SDs ASCE 7-Sec 11.4.5 Tr = Long Period,Transition Period = 16.0 sec ( ASCE 7-Figs 22-12 through 22-16 Ct = Factor for Approximate Period = 0.020 Table 12.8-2-ASCE 7,pg 129 x = Exp.Parameter for Approximate Period = 0.750 Moment Frame: None h = Height of Building(=Mean Roof Ht) = 46.0 ft Ta = Period,(approx):T=Ct(ha)" = 0.353 sec Eqn 12.8-7 C„ = Coeff for Upper Limit on Calc'd Period = 1.40 Table 12.8-1-ASCE 7 Tmax = Max Fundamental Period,Ta*Co = 0.495 sec Eqn 12.8-7 III. Building Importance(IBC 1604&ASCE 7-10 Table 11.5.1): Risk Category = II ASCE 7-Table 1.5-1 Building Classification = Typical Building IE = Seismic Importance Factor: = 1.00 ASCE 7-Table 1.5-2 IV.Structural System (Table 12.2.1-ASCE 7-10): SDC = Seismic Design Catagory: = D ASCE 7-Tables 11.6-1&11.6-2 BBS = Basic Building System: = Bearing Wall Systems Light-framed(wood)walls sheathed with wood structural panels SFRS = Seismic Force Resisting System: = rated for shear resistance R = Response Modification Coefficient: = 6.50 C/o = System Overstrength Factor: = 3.00 **can be reduced by A in flexible diaphragms but shall not be<2** Cd = Deflection Amplification Factor: = 4.00 Height Limitations:(ft) = 65.0 V. Calculation of the Seismic Response Coeff(ASCE 7-101: Cs 1 = Sps/(R/I)= = 0.111 W <-- Eqn 12.8-2(short period Cutoff) Cs 2a = if T<_Ti,then SD1/T(R/I)= = 0.194 W Eqn 12.8-3(long period) Cs 2b = if T > Ti,then SD1.TL/T2(R/I)= = -n/a- Eqn 12.8-4(very long period) Cs 3 = 0.044*Sps*I >_0.01 = 0.032 W Eqn 12.8-5(minimum) Cs 4 = if Si>0.6g then 0.50*S1/(R/I)= = -n/a- Eqn 12.8-6(soft site minimum) 0.12 V = Cs W=(Eqn 12.8.1) = 0.111 W - 0.10 .353 sec, SEISMIC BASE SHEAR COEFFICIENT °` 008 0.111w N 0.06 w 0.04 Q 0.02 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period:T(sec) 4 Project# : 17031-0064 Page#: 1111•111111•11111.1 OCI Proj. Name : 72nd Avenue Apartments Engineer: PW Date : 10/5/2018 n G ) rl a R B Subject : Seismic Load Determination Seismic Base Shear and Distribution Seismic Coefficient CS= 0.111 Period of Structure Ta= 0.353 sec Exponent due to period k= 1.0 Level Story Height Weight Description Weight Roof 4th 44.0 ft Roof 259.2 kip <--- See Detailed Breakdown 4th floor 3rd 34.0 ft 4th Level 407.4 kip <--- See Detailed Breakdown 3rd floor 2nd 23.0 ft Typical 370.2 kip <--- See Detailed Breakdown 2nd floor 1st 12.0 ft Typical 370.2 kip <--- See Detailed Breakdown Seismic Weight of Building W=1406.9 kip V= Seismic Base Shear CSW 156.8 kip ELF Distribution of Seismic Forces(ASCE 7-10 sec 12.8.3): Ai Wi hi Wihik Cy. Fx EF„ Roof 9220 ft2 259.2 k 44.0 ft 11,405 0.298 46.8 k 46.8 k 4th floor 9150 ft2 407.4 k 34.0 ft 13,851 0.362 56.8 k 103.6 k 3rd floor 9150 ft2 370.2 k 23.0 ft 8,514 0.223 34.9 k 138.6 k 2nd floor 9150 ft2 370.2 k 12.0 ft 4,442 0.116 18.2 k 156.8 k ZW;h;k= 38,211 Seismic Forces at Diaphragm(ASCE 7-10 sec 12.10.1.1): Spectral Accel at 0.2 sec SDs= 0.72 Seismic Importance IE= 1.0 Irregularity increase req'd (ASCE 7-10 12.3.3.4): (1.0) Fpx max=0.4(SDS) IE *wp 0.290 * wp max Redundancy increase(ASCE 7-10 12.3.4): (1.0) Fpx min=0.2(SDs) 1E *wp 0.145 * wp min F; W1 IF;/7W; governing Fp), y=Fpx/F5 Roof 46.8 k 259.2 k 0.181 0.181 calc'd 46.8 kip II 4th floor 56.8 k 407.4 k 0.155 0.155 calc'd 63.3 kip III2 For diaphragm load 3rd floor 34.9 k 370.2 k 0.134 0.145 min 53.6 kip . determination 2nd floor 18.2 k 370.2 k 0.111 0.145 min 53.6 kip 2.94 Seismic Forces at Drags where LC's may include overstrength(0 ) Flexible Diaphragm Yes Drags require 00 Yes F; W1 IF,/EW; governing Fpx no yno 00= 2.5 Roof 46.8 k 259.2 k 0.181 0.290 max 75.1 kip 1.60 4th floor 56.8 k 407.4 k 0.155 0.290 max 118.0 kip 2.08 3rd floor 34.9 k 370.2 k 0.134 0.290 max 107.3 kip 3.07 2nd floor 18.2 k 370.2 k 0.111 0.279 calc'd 103.1 kip 5.66 5 11111111111•1111111 DCI Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 n G i fl G G R S Subject: 114 j ("3s _.._.._.__ 1 { i -.-,Y .' •a '411 3.3 r EOKA iM0514. _ -3 - i� S. 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FOURTH LEVEL STUD AND SHEAR WALL PLAN "' NOTE: DARKENED LINES DESIGNATE SCALE 1/S•=1'-0' v AREA OF WORK. 8 IIIIIIIIIIIIIIIIIIIIIII Project#: 17031-0064 Page#: IIIIIIIIIIIIIIIIIIII DCI Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 n G i rl E= G Fi S Subject: Fourth level stud and shear wall plan 2 3j 5 j.- 44 0 -.. _'__--34 0 �__.. 6 0. 2.2 0' 1 _..-__ 22 9 '1 I 1 T • K, 11 _ __ 4_ __ FSId�R4YS.f4 t, ilia'CI Sec• t7, -I aro' J •r , , _Io1 . MS >i %1 G FORCE RWh$44 -- ,......„..M . - A 0 ..,,,,s\:....,,,,,,. \ / sad ' ,�, g T ,31 S-u 1 4,t:.,3«SRPWaL V19 AT MATY Walt.v*3 � 1 ( T y. N. - '`.A '�9 ]S+ 1:. \ Ali: _ 1h. i 210' is • • +Ah.5TJ4i4ML • ' - .Ni V+> .1 NW 12.2 bet/ 0 — rig • C> • I e I 4 : • E I . I• 1� 1a 1 1 I - A 240,6'04 SNP Paw,,t4 T 9-T r • AT EST unD 9 tisI I Ngs , I 0-tj • it . kliblialM11111 /; 1. ' 0 4 . 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' Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 (-1 c3 I r 1 FRSubject: Lateral Load Distribution Loading in the North-South Direction Wind Wind Load Factor: 0.6 (ASD) Seismic EQ Load Factor: 0.7 (ASD) PseisNS= Lw-EW Vstory 1Vstory V story Areadia Fa Vstory Vstory V story 1.0 Roof 84 ft 7.9 k 4.7 k 56 plf 9220 ft2 46.8 k 32.8 k 32.8 k 3.55 psf 4th floor 84 ft 16.6 k 14.7 k 118 plf 9150 ft2 56.8 k 39.8 k 72.5 k 4.35 psf 3rd floor 84 ft 17.3 k 25.1 k 124 plf 9150 ft° 34.9 k 24.5 k 97.0 k 2.67 psf 2nd floor 84 ft 18.1 k 35.9 k 130 plf 9150 ft2 18.2 k 12.8 k 109.8 k 1.39 psf Roof Level Wind (ASD) Seismic (ASD) 1 Lwail Trib v story Vstory grid Vabove Vgrid wind V grid wind Trib V story VstoryV V v grid above grid seis grid seis V-2 91.0 ft 37.0 ft 56 plf 2.1 k 2.1 k 23 plf 3750 ft2 3.55 psf 13.3 k 13.3 k 146 plf V-3 54.0 ft 25.0 ft 56 plf 1.4 k 1.4 k 26 plf 2900 ft2 3.55 psf 10.3 k 10.3 k 191 plf V-4 0.0 ft 0.0 ft 56 plf 0.0k 0.0k 0 plf Oft2 3.55 psf 0.0k 0.0k 0 plf V-5 39.0 ft 22.0 ft 56 plf 1.2 k 1.2 k 32 plf 2570 ft2 3.55 psf 9.1 k 9.1 k 234 plf 84.0 ft Story Shear: 4.7 k 9220 ft2 Story Shear: 32.8 k 4th floor Level Wind (ASD) Seismic (ASD) I call Trib v story Vstory grid Vabove Vgrid wind V grid wind Trib v story Vstory grid aboveVgrid seis V V grid seis V-2 96.5 ft 37.0 ft 118 plf 4.4 k +2.1 k= 6.5 k 67 plf 3750 ft2 4.35 psf 16.3 k +13.3 k= 29.6 k 307 plf V-3 54.0 ft 14.0 ft 118 plf 1.7k +1.4k= 3.1 k 57 plf 1630 ft2 4.35 psf 7.1 k +10.3k= 17.4k 322 plf V-4 52.0 ft 22.0 ft 118 plf 2.6 k +0.0 k= 2.6 k 50 plf 3770 ft2 4.35 psf 16.4 k +0.0 k= 16.4 k 315 plf V-5 39.0 ft 11.0 ft 118 plf 1.3k +1.2k= 2.5k 65 plf Oft2 4.35 psf 0.0k +9.1k= 9.1k 234 plf 84.0 ft Story Shear: 14.7 k 9150 ft2 Story Shear: 72.5 k 3rd floor Level Wind (ASD) Seismic (ASD) I call Trib V story Vstory grid Vabove Vgrid wind V grid wind Trib V story Vstory grid Vabove Vgrid seis V grid seis V-2 96.5 ft 37.0 ft 124 plf 4.6k +6.5k= 11.0k 114 plf 3750 2.67 psf 10.0k +29.6k= 39.6k 411 plf V-3 54.0 ft 14.0 ft 124 plf 1.7 k +3.1 k= 4.8k 89 plf 1 O ft2 2.67 psf 4.4k +17.4k= 21.7 k 403 plf V-4 52.0 ft 22.0 ft 124 plf 2.7 k +2.6 k= 5.3 k 102 plf 770 ft2 2.67 psf 10.1 k +16.4 k= 26.5 k 509 plf V-5 39.0 ft 11.0 ft 124 plf 1.4 k +2.5 k= 3.9 k 100 plf, O ft2 2.67 psf 0.0 k +9.1 k= 9.1 k 234 plf 84.0 ft Story Shear: 25.1 k 9150 ft2 Story Shear: 97.0 k 2nd floor Level Wind (ASD) Seismic (ASD) I can Trib V story Vstory grid Vabove Vgrid wind V grid wind Trib V story Vstory grid Vabove Vgrid seis V grid seis V-2 96.5 ft 37.0 ft 130 plf 4.8 k +11.0 k= 5.8 k 164 plf 3750 ft2 1.39 psf 5.2 k +39.6 k= 44.9 k 465 plf V-3 54.0 ft 14.0 ft 130 plf 1.8k +4.8k= 6.6k 122 plf 1630 ft1.39 psf 2.3 k +21.7k= 24.0k 445 plf V-4 52.0 ft 22.0 ft 130 plf 2.8 k +5.3 8.2 k 157 plf 3770 ft2 1.39 psf 5.3 k +26.5 k= 31.7 k 610 plf V-5 39.0 ft 11.0 ft 130 plf 1.4k +3 k= 5.3k 137 plf Oft2 1.39 psf 0.0k +9.1k= 9.1k 234 plf 84.0 ft Story Shear: 35.9 k 9150 ft2 Story Shear: 109.8 k X 1.11 for diaphragm load determination 10 111.111111111111111111111 Project#: 17031-0064 Page#: IIMII1M=IIDC I Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 FF FR `.,,,E I I I lEE EF FR i Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-2 Wind l Seismic Length 13.5 ft Vwall 0.31 k 1.98 k Height 10.0 ft Panel: Wood Studs: Wood 1 Vwaii I 0.31 k 1.98 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 3.1 k-ft 19.8 k-ft Wall I 1350 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 238 lb 1520 lb Uniform 359 lb Lat T/C above 0 lb 0 lb Deadabove 1 0 lb Compression 238 lb 1520 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 1008 lb Gov'g:0.6 D+0.7 p E Roof W6 13.5 ft 10.00 0.74 OK CapacityTension BO BO TDS 4th floor W4 13.5 ft 11.00 0.81 OK Stress - - -- Check: OK 3rd floor W4 13.5 ft 11.00 0.81 OK 2nd floor W3 13.5 ft 12.00 0.89 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind O= 2.0 +40%for wind Wind ' Seismic Length 13.5 ft LF=0.6 v grid V allow stress ZVwall Vwall 0.59 k 2.17 k Height 11.0 ft Roof 23 plf 434 plf 0.05-OK 0.31 k F Vwaii 0.90 k 4.14 k Resisting Dead Load 4th floor 67 plf 644 plf 0.10-OK 0.90 k Moment 9.9 k-ft 45.6 k-ft Wall ' 1485 lb 3rd floor 114 plf 644 plf 0.18-OK 1.54 k Lat T/C 765 lb 3507 lb Uniform ' 539 lb 2nd floor 164 plf 840 plf 0.20-OK 2.22 k Lat T/Cabove 238 lb I 1520 lb Deadabove i 1709 lb Compression 1002 lb 5027 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3908 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress Vwaii Pseis grid= CapaCltyTension BO BO TDS Roof 146 plf 310 plf 0.47-OK 1.98 k 1.0 Stress -- -- Check: OK 4th floor 307 plf 460 plf 0.67-OK 4.14 k 1.0 3rd floor 411 plf 460 plf 0.89-OK 5.55 k 1.0 2nd Story Wall Calculations 2nd floor 465 plf 600 plf 0.78-OK 6.28 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 13.5 ft Dead Load Vw011 I 0.64 k 1.40 k Height 11.0 ft Wall Height Uniform Trib 1 Vwall 1.54 k I 5.55 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 17.0 k-ft 61.0 k-ft Wall i 1485 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C I 1307 lb 4693 lb Uniform 1 539 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/Cabove I 1002 lb 1 5027 lb Deadabove ( 3733 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2309 lb 9721 lb Gov'g:0.7 E Tension 583 lb 7994 lb Gov'g:0.6 D+0.7 p E 127 plf CapaCltyTension BO BO TDS ZVwind= 0.31 k MIIIIMIMMM Stress -- -- Check: OK ZVseis= 1.98 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EVwind= 0.90 k IIIIMIMMIKI Wind Seismic Length 13.5 ft ZVseis= 4.14 k 34.0 ft Vwaii t 0.67 k fi 0.73 k Height 12.0 ft 1 Vwaii 2.22 k 6.28 k Resisting Dead Load 150 plf Moment 26.6 k-ft 75.3 k-ft Wall 1 1620 lb ZVwind= 1.54 k 1.11111MIMMIMI Lat T/C 2045 lb 5795 lb Uniform 539 lb ZVseis= 5.55 k 23.0 ft Lat T/C above . 2309 lb , 9721 lb Deadabove 5756 lb Compression 4354 lb 15516 lb Gov'g:0.7 E 160 plf Tension 1980 lb 13142 lb Gov'g:0.6 D+0.7 p E ZVwind= 2.22 k 11111111MWMM Capacity BO BO TDS ZVseis= 6.28 k 12.0 ft Stress -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 18.6 k Compression(lat only) 1.0 E LRFD 22.2 k 11 Project#: 17031-0064 Page# .. Dci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 1-1 G I 11 G FI S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-2 Wind [ Seismic Length 18.5 ft Vwall 0.42 k 2.71 k Height 10.0 ft Panel: Wood Studs: Wood I Vwaii 0.42 k 2.71 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 4.2 k-ft 27.1 k-ft Wall I 1850 lb G= 0.5 Fasteners: 0.148"4> Lat T/C 235 lb 1505 lb Uniform I492 lb Lat T/C above 0 lb 0 Ib Deadabove i 0 Ib Compression 235 lb 1505 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 802 lb Gov'g:0.6 D+0.7 p E Roof W6 18.5 ft 10.00 0.54 OK CapacityTension BO BO TDS 4th floor W4 18.5 ft 11.00 0.59 OK Stress -- - Check: OK 3rd floor W4 18.5 ft 11.00 0.59 OK 2nd floor W3 18.5 ft 12.00 0.65 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind i Wind Seismic Length 18.5 ft LF=0.6 v grid V allow stress Vwaii Vwall 0.81 k 2.97 k Height 11.0 ft Roof 23 plf 434 plf 0.05-OK 0.42 k I Vwaii l 1.24 k I 5.68 k Resisting Dead Load 4th floor 67 plf 644 plf 0.10-OK 1.24 k Moment 13.6 k-ft 62.5 k-ft Wall 2035 lb 3rd floor 114 plf 644 plf 0.18-OK 2.12 k Lat T/C 757 lb l 3471 lb Uniform 738 lb 2nd floor 164 plf 840 plf 0.20-OK 3.04 k Lat T/C above 235 lb I 1505 lb Deadabove 2342 lb Compression 992 lb 4976 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3441 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress IVwail Pseis grid= CapaCltyTension BO BO TDS Roof 146 plf 310 plf 0.47-OK 2.71 k 1.0 Stress -- -- Check: OK 4th floor 307 plf 460 plf 0.67-OK 5.68 k 1.0 3rd floor 411 plf 460 plf 0.89-OK 7.60 k 1.0 2nd Story Wall Calculations 2nd floor 465 plf 600 plf 0.78-OK 8.60 k 1.0 Lateral forces at 3rd floor Level Wind ` Seismic Length 18.5 ft Dead Load Vwall 0.88 k 1.92 k Height 11.0 ft Wall Height Uniform Trib I Vwali 2.12 k 7.60 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 23.3 k-ft 83.6 k-ft Wall 2035 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1294 lb 4645 lb Uniform 738 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 992 lb 4976 lb Deadabove 5115 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2286 lb 9621 lb Gov'g:0.7 E Tension 0 lb 7254 lb Gov'g:0.6 D+0.7 p E 127 plf CapacityTension BO BO TDS EVwind= 0.42 k IMEMMIIM Stress -- -- Check: OK EVseis= 2.71 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EVwind= 1.24 k IMMIIIIIMMIIIII ! Wind ? Seismic Length 18.5 ft ZVseis= 5.68 k 34.0 ftV wall 0.92 k 1.00 k Height 12.0 ft I Vwall 3.04 k 8.60 k Resisting Dead Load 150 plf Moment 36.4 k-ft 103.2 k-ft Wall i 2220 lb IVwind= 2.12 k IMMIIIMMENIE Lat T/C 2024 lb 5736 lb Uniform 738 lb ZVseis= 7.60 k 23.0 ft Lat T/Cabove 1 2286 lb j 9621 lb Deadabove ! 7888 lb Compression 4309 lb 15357 lb Gov'g:0.7 E 160 plf Tension 1055 lb 12103 lb Gov'g:0.6 D+0.7 p E EVwind= 3.04 k MIM�MIMMCapaCltyTension BO BO TDS 1Vseis= 8.60 k 12.0 ft Stress -. . - Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 17.1 k Compression(lat only) 1.0 E LRFD 21.9 k .. DCI12 mimiimi Project#: 17031-0064 Page#: - Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 f' 1_l (, I rl Fi +S- Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-2 I Wind Seismic Length 20.0 ft Vwall 0.46 k I 2.93 k Height 10.0 ft Panel: Wood Studs: Wood I Vwali 0.46 k j 2.93 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 4.6 k-ft 29.3 k-ft Wall I 2000 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 235 lb 1502 lb Uniform i 532 lb Lat T/C above 0 lb 0 lb Deadabove j 0 lb Compression 235 lb 1502 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 742 lb Gov'g:0.6 D+0.7 p E Roof W6 20.0 ft 10.00 0.50 OK Capacityrenslon BO BO TDS 4th floor W4 25.5 ft 11.00 0.43 OK Stress -. Check: OK 3rd floor W4 25.5 ft 11.00 0.43 OK 2nd floor W3 25.5 ft 12.00 0.47 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind O= 2.0 +40%for wind Wind Seismic Length 25.5 ft LF=0.6 v grid V allow stress EVwall Vwali 1.25 k 4.90 k Height 11.0 ft Roof 23 plf 434 plf 0.05-OK 0.46 k 1 Vwall 1.71 k ! 7.83 k Resisting Dead Load 4th floor 67 plf 644 plf 0.10-OK 1.71 k Moment 18.8 k-ft 86.1 k-ft Wall I 2805 lb 3rd floor 114 plf 644 plf 0.18-OK 2.92 k Lat T/C 751 lb 3445 lb Uniform I 1017 lb 2nd floor 164 plf 840 plf 0.20-OK 4.18 k Lat T/C above 235 lb I 1502 lb Deadabove j 2532 lb Compression 986 lb 4946 lb Gov'g:0.7 E ASD Seismic C)= 2.0 Tension 0 lb 3040 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid v*allow stress EVwall Pseis grid= Capacity BO BO TDS Roof 146 plf 310 plf 0.47-OK 2.93 k 1.0 Stress -- Check: OK 4th floor 307 plf 460 plf 0.67-OK 7.83 k 1.0 3rd floor 411 plf 460 plf 0.89-OK 10.48 k 1.0 2nd Story Wall Calculations 2nd floor 465 plf 600 plf 0.78-OK 11.86 k 1.0 Lateral forces at 3rd floor Level Wind I Seismic Length 25.5 ft Dead Load Vwall l 1.21 k 2.65 k Height 11.0 ft Wall Height Uniform Trib 1 Vwall 2.92 k 10.48 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment I 32.1 k-ft 115.3 k-ft Wall 2805 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1284 lb I 4610 lb Uniform '; 1017 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above I 986 lb I 4946 lb Deadabove J 6354 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2270 lb 9556 lb Gov'g:0.7 E Tension 0 lb 6503 lb Gov'g:0.6 D+0.7 p E 127 plf Capacityrenson BO BO TDS ZVwind= 0.46 k IIIIMMMIIIM Stress -- -- Check: OK 1Vseis= 2.93 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EN/wind= 1.71 k IMIEREIMM Wind I Seismic Length 25.5 ft EVseis= 7.83 k 34.0 ft Vwall ' 1.27 k 1.38 k Height 12.0 ft 1 Vwali I 4.18 k ' 11.86 k Resisting Dead Load 150 plf Moment I 50.2 k-ft 142.3 k-ft Wall 3060 lb ZVwind= 2.92 k IIIMM=1/111M Lat TIC j 2008 lb 5692 lb Uniform j 1017 lb ZVseis= 10.48 k 23.0 ft Lat T/C above I 2270 lb j 9556 lb Deadabove j 10177 lb Compression 4278 lb 15249 lb Gov'g:0.7 E 160 plf Tension 2 lb 10972 lb Gov'g:0.6 D+0.7 p E ZVwind= 4.18 k MIIIIIMMIIMIM CapacityTension BO BO TDS ZVseis= 11.86 k 12.0 ft Stress . . -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 15.4 k Compression(lat only) 1.0 E LRFD 21.8 k 13 Project#: 17031-0064 Page#: . Dci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 f= f-1 G I 1-1 B l= FR S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-2 Wind ( Seismic Length 16.5 ft Vwall 0.38 k i 2.42 k Height 10.0 ft Panel: Wood Studs: Wood I Vwaii 0.38 k I 2.42 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 3.8 k-ft 24.2 k-ft Wall I 1650 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 236 lb 1510 lb Uniform ! 439 lb Lat TIC above 0 lb 0 lb Deadabove 1 0 lb Compression 236 lb 1510 lb Gov'g:0.7 E Level Wall Type Lwall Hwail Hwall/Lwall Tension 0 lb 883 lb Gov'g:0.6 D+0.7 p E Roof W6 16.5 ft 10.00 0.61 OK CapaCityTension BO BO TDS 4th floor W4 16.5 ft 11.00 0.67 OK Stress -- - Check: OK 3rd floor W4 16.5 ft 11.00 0.67 OK 2nd floor W3 16.5 ft 12.00 0.73 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind Wind Seismic Length 16.5 ft LF=0.6 v grid v allow stress EVwall Vwaii I 0.73 k 2.65 k Height 11.0 ft Roof 23 plf 434 plf 0.05 OK 0.38 k I Vwall j 1.10 k ; 5.07 k Resisting Dead Load 4th floor 67 plf 644 plf 0.10-OK 1.10 k Moment 12.1 k ft 55.7 k ft Wall 1815 lb 3rd floor 114 plf 644 plf 0.18-OK 1.89 k Lat T/C 759 lb 3483 lb Uniform 658 lb 2nd floor 164 plf 840 plf 0.20-OK 2.71 k Lat T/C above 236 lb 1510 lb Deadabove I 2089 lb Compression 995 lb 4993 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3624 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress EVwall Pseis grid= CapaCltyTension BO BO TDS Roof 146 plf 310 plf 0.47-OK 2.42 k 1.0 Stress -- -- Check: OK 4th floor 307 plf 460 plf 0.67-OK 5.07 k 1.0 3rd floor 411 plf 460 plf 0.89-OK 6.78 k 1.0 2nd Story Wall Calculations 2nd floor 465 plf 600 plf 0.78-OK 7.67 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 16.5 ft Dead Load Vwall j 0.78 k I 1.71 k Height 11.0 ft Wall Height Uniform Trib I Vwaii 1.89 k 6.78 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 20.8 k-ft 74.6 k-ft Wall i 1815 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1298 lb 4661 lb Uniform I 658 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 995 lb 4993 lb Deadabove I 4562 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2293 lb 9653 lb Gov'g:0.7 E Tension 183 lb 7543 lb Gov'g:0.6 D+0.7 p E 127 plf Capacityrension BO BO TDS ZVwind= 0.38 k IMIMIIIIIIIIIMMI Stress -- -- Check: OK ZVseis= 2.42 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level ZVwlnd= 1.10 k IIIIMMIMIMIM i Wind J Seismic Length 16.5 ft ZVseis= 5.07 k 34.0 ft Vwall i 0.82 k I 0.89 k Height 12.0 ft 1 Vwall 2.71 k I 7.67 k Resisting Dead Load 150 Moment wind= 1.89 k IMIMM=IMI Lat T/C 2031 lb I 5755 lb ll I 1980 lb ZVUniform ' 658 lb ZVseis= 6.78 k 23.0 ft Lat T/C above . 2293 lb j 9653 lb Deadabove I 7036 lb Compression 4324 lb 15409 lb Gov'g:0.7 E 160 plf Tension 1422 lb 12506 lb Gov'g:0.6 D+0.7 p E EVwind= 2.71 k IIIIMIMMIMI Capacityiension BO BO TDS ZVseis= 7.67 k 12.0 ft Stress -- -- Check: OK loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 17.7 k Compression(lat only) 1.0 E LRFD 22.0 k imimi Project#: 17031-0064 Page#: 14 __ Doci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 £` Iw1 C7•••:22 I 11 r F fl Subject: Shear Wall Design r �► Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-2 Wind I Seismic Length 14.5 ft Vwaii 0.33 k i 2.12 k Height 10.0 ft Panel: Wood Studs: Wood 1 Vwaii 0.33 k 2.12 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 3.3 k-ft 21.2 k-ft Wall ) 1450 lb G= 0.5 Fasteners: 0.148"$ Lat T/C 237 lb 1 1516 lb Uniform 11 386 lb Lat T/C above i 0 lb 1 0 lb Deadabove 1 0 lb Compression 237 lb 1516 lb Gov'g:0.7 E Level Wall Type Lwaii Hwall Hwall/Lwall Tension 0 lb 966 lb Gov'g:0.6 D+0.7 p E Roof W6 14.5 ft 10.00 0.69 OK CapaCityiension BO BO TDS 4th floor W4 14.5 ft 11.00 0.76 OK Stress - Check: OK 3rd floor W4 14.5 ft 11.00 0.76 OK 2nd floor W3 14.5 ft 12.00 0.83 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind Wind [ Seismic Length 14.5 ft LF=0.6 v grid v allow stress niwall Vwall 0.64 k I 2.33 k Height 11.0 ft Roof 23 plf 434 plf 0.05-OK 0.33 k 1 Vwaii 0.97 k 4.45 k Resisting Dead Load 4th floor 67 plf 644 plf 0.10-OK 0.97 k Moment 10.7 k-ft 49.0 k-ft Wall 1595 lb 3rd floor 114 plf 644 plf 0.18-OK 1.66 k Lat T/C l 763 lb 3498 lb Uniform 1 579 lb 2nd floor 164 plf 840 plf 0.20-OK 2.38 k Lat T/C above 237 lb , 1516 lb Deadabove 1 1836 lb Compression 1000 lb 5014 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3811 lb Gov'g:0.6 D+0.7 p E LF=0.7 vgrid V*allow stress i ZVwall Pseis grid= CapacityTension BO BO TDS Roof 146 plf 310 plf 0.47-OK 2.12 k 1.0 Stress -- -- Check: OK 4th floor 307 plf 460 plf 0.67-OK 4.45 k 1.0 3rd floor 411 plf 460 plf 0.89-OK 5.96 k 1.0 2nd Story Wall Calculations 2nd floor 465 plf 600 plf 0.78-OK 6.74 k 1.0 Lateral forces at 3rd floor Level Wind 1 Seismic Length 14.5 ft Dead Load Vwaii 0.69 k 1.51 k Height 11.0 ft Wall Height Uniform Trib I Vwail 1.66 k 5.96 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 18.3 k-ft 1 65.5 k-ft Wall j 1595 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1304 lb ! 4681 lb Uniform 579 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat TIC above ( 1000 lb 1 5014 lb Deadabove 4009 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2303 lb 9695 lb Gov'g:0.7 E Tension 448 lb 7840 lb Gov'g:0.6 D+0.7 p E 127 plf Capacity Tension BO BO TDS ZVwind= 0.33 k 11.111MMMM Stress -- -- Check: OK EVseis= 2.12 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level DVwind= 0.97 k IMMIMINIIMIll i Wind ! Seismic Length 14.5 ft ZVseis= 4.45 k 34.0 ft Vwaii 0.72 k 0.79 k Height 12.0 ft I Vwaii 2.38 k 6.74 k Resisting Dead Load 150 plf Moment l 28.6 k-ft 80.9 k-ft Wall 1 1740 lb EVwind= 1.66 k IIIIIIIIMIIIMIM Lat T/C 2039 lb 5780 lb Uniform 579 lb 1Vseis= 5.96 k 23.0 ft Lat T/C above 2303 lb 9695 lb Deadabove 6183 lb Compression 4343 lb 15475 lb Gov'g:0.7 E 160 plf Tension 1792 lb 12925 lb Gov'g:0.6 D+0.7 p E ZVwind= 2.38 k IMIKIMIMINIM CapacityTension BO BO TDS EVseis= 6.74 k 12.0 ft Stress -- • Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 18.3 k Compression(lat only) 1.0 E LRFD 22.1 k �� 15 Project#: 17031-0064 Page#: . Dci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 fl G 11 1 R B Subject: Shear Wall Design err! -- -- -- . __ - --_. -_ Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-2 Wind Seismic Length 8.0 ft Vwall 0.18 k 1.17 k Height 10.0 ft Panel: Wood Studs: Wood F Vwall ; 0.18 k 1.17 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 1.8 k-ft 11.7 k-ft Wall 800 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 244 lb 1562 lb Uniform 1 213 lb Lat T/C above ; 0 lb 0 lb Deadabove i 0 lb Compression 244 lb 1562 lb Gov'g:0.7 E Level Wall Type call Hwall Hwall/Lwall Tension 0 lb 1258 lb Gov'g:0.6 D+0.7 p E Roof W6 8.0 ft 10.00 1.25 OK CapaCltyTension BO BC) TDS 4th floor W4 8.0 ft 11.00 1.38 OK Stress -- -- Check: OK 3rd floor W4 8.0 ft 11.00 1.38 OK 2nd floor W3 8.0 ft 12.00 1.50 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind C)= 2.0 +40%for wind i Wind Seismic Length 8.0 ft LF=0.6 v grid V allow stress ZVwall Vwall i 0.35 k 1.28 k Height 11.0 ft Roof 23 plf 434 plf 0.05-OK 0.18 k I Vwall 0.54 k 2.46 k Resisting Dead Load 4th floor 67 plf 644 plf 0.10-OK 0.54 k Moment 5.9 k-ft 27.0 k-ft Wall 880 lb 3rd floor 114 plf 644 plf 0.18-OK 0.92 k Lat T/C 1 785 lb 3602 lb Uniform 1 319 lb 2nd floor 164 plf 840 plf 0.20-OK 1.31 k Lat T/C above !; 244 lb 1 1562 lb Deadabove I 1013 lb Compression 1030 lb 5164 lb Gov'g:0.7 E ASD Seismic O= 2.0 Tension 366 lb 4500 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress ZVwall Pseis grid= CapaCltyTension BO BO TDS Roof 146 plf 310 plf 0.47-OK 1.17 k 1.0 Stress -- -- Check: OK 4th floor 307 plf 460 plf 0.67-OK 2.46 k 1.0 3rd floor 411 plf 460 plf 0.89-OK 3.29 k 1.0 2nd Story Wall Calculations 2nd floor 465 plf 600 plf 0.78-OK 3.72 k 1.0 Lateral forces at 3rd floor Level Wind I Seismic Length 8.0 ft Dead Load Vwall 0.38 k 0.83 k Height 11.0 ft Wall Height Uniform Trib E Vwall 0.92 k 3.29 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 10.1 k-ft 36.2 k-ft Wall 1 880 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1343 lb 4821 lb Uniform I 319 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 1030 lb I 5164 lb Deadabove 2212 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2372 lb 9985 lb Gov'g:0.7 E Tension 1349 lb 8962 lb Gov'g:0.6 D+0.7 p E 127 plf CapaCltyTension BO BO TDS ZVwind= 0.18 k IMMIMMIIMIE Stress -- -- Check: OK ZVseis= 1.17 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level ZVwind= 0.54 k =111=11111M Wind 1 Seismic Length 8.0 ft EVseis= 2.46 k 34.0 ft Vwall 0.40 k i 0.43 k Height 12.0 ft I Vwall s 1.31 k 3.72 k Resisting Dead Load 150 plf Moment I 15.8 k-ft j 44.6 k-ft Wall 960 lb ZVwind= 0.92 k IMIIIIIIMMIKI Lat T/C 2100 lb 5953 lb Uniform 1 319 lb ZVseis= 3.29 k 23.0 ft Lat T/C above ll 2372 lb 9985 lb Deadabove 3411 lb Compression 4472 lb 15938 lb Gov'g:0.7 E 160 plf Tension 3065 lb 14531 lb Gov'g:0.6 D+0.7 p E ZVwind= 1.31 k illIMMIIMINIM CapaCltyTension BO BO TDS ZVseis= 3.72 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 20.7 k Compression(lat only) 1.0 E LRFD 22.8 k 16 imo Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Apartments . DCI Engineer: PW Date: 10/5/2018 E.= fl CIS i El a a FR B Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-3 Wind Seismic Length 22.5 ft Vwall 0.59 k 4.29 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall 0.59 k 4.29 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 5.9 k-ft 42.9 k-ft Wall I 2250 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 267 lb 1951 lb Uniform I 599 lb Lat T/C above , 0 lb 0 lb Deadabove 0 lb Compression 267 lb 1951 lb Gov'g:0.7 E Level Wall Type I-wall Hwall Hwall/Lwall Tension 0 lb 1097 lb Gov'g:0.6 D+0.7 p E Roof W6 22.5 ft 10.00 0.44 OK Capacity BO BO TDS 4th floor W4 22.5 ft 11.00 0.49 OK Stress -- -- Check: OK 3rd floor W4 22.5 ft 11.00 0.49 OK 2nd floor W3 22.5 ft 12.00 0.53 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind C)= 2.0 +40%for wind Wind I Seismic Length 22.5 ft LF=0.6 v grid V allow stress ZVwall Vwall 0.69 k 2.95 k Height 11.0 ft Roof 26 plf 434 plf 0.06-OK 0.59 k 1 Vwali 1.28 k 7.25 k Resisting Dead Load 4th floor 57 plf 644 plf 0.09-OK 1.28 k Moment 14.0 k-ft I 79.7 k-ft Wall 2475 lb 3rd floor 89 plf 644 plf 0.14-OK 2.00 k Lat T/C 638 lb I 3623 lb Uniform 898 lb 2nd floor 122 plf 840 plf 0.15-OK 2.75 k Lat T/C above '; 267 lb I 1951 lb Deadabove 2849 lb Compression 905 lb 5574 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3708 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid v*allow stress EVwali Pseis grid= CapaCitYTension BO BO TDS Roof 191 plf 310 plf 0.62-OK 4.29 k 1.0 Stress -- -- Check: OK 4th floor 322 plf 460 plf 0.70-OK 7.25 k 1.0 3rd floor 403 plf 460 plf 0.88-OK 9.06 k 1.0 2nd Story Wall Calculations 2nd floor 445 plf 600 plf 0.74-OK 10.01 k 1.0 Lateral forces at 3rd floor Level Wind I Seismic Length 22.5 ft Dead Load Vwall l 0.72 k i 1.82 k Height 11.0 ft Wall Height Uniform Trib I Vwall 2.00 k I 9.06 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 22.0 k-ft I 99.7 k-ft Wall 2475 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 999 lb ' 4531 lb Uniform 898 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 905 lb , 5574 lb Deadabove 6221 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 1904 lb 10105 lb Gov'g:0.7 E Tension 0 lb 7227 lb Gov'g:0.6 D+0.7 p E 127 plf Capacity BO BO TDS ZVwind= 0.59 k IMIIIIMIIIIMIII Stress -- . Check: OK EVseis= 4.29 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EVwind= 1.28 k IIIMIIIIINIM I Wind I Seismic I Length 22.5 ft ZVseis= 7.25 k 34.0 ft Vwall I 0.76 k 1 0.95 k Height 12.0 ft I Vwall 2.75 k 10.01 k Resisting Dead Load 150 plf Moment 33.1 k-ft 120.1 k-ft Wall I 2700 lb ZVwind= 2.00 k MINIIIMM Lat T/C l 1502 lb 5459 lb Uniform 898 lb EVseis= 9.06 k 23.0 ft Lat T/C above i 1904 lb 10105 lb Deadabove I 9594 lb Compression 3407 lb 15564 lb Gov'g:0.7 E 160 plf Tension 0 lb 11606 lb Gov'g:0.6 D+0.7 p E EVwind= 2.75 k 1/1111MMIIIIII Capacity BO BO TDS EVseis= 10.01 k 12.0 ft Stress -- - Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 16.3 k Compression(lat only) 1.0 E LRFD 22.2 k 17 Project#: 17031-0064 Page# MINIIMI11111111111 D C I Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 i i G i n G G Fl S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-3 Wind Seismic Length 23.5 ft Vwall 0.61 k 4.48 k Height 10.0 ft Panel: Wood Studs: Wood I Vwaii ' 0.61 k 4.48 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 6.1 k-ft 44.8 k-ft Wall 1 2350 lb G= 0.5 Fasteners: 0.148" Lat T/C 266 lb 1949 lb Uniform 625 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 266 lb 1949 lb Gov'g:0.7 E Level Wall Type Lwall Hwau Hwau/Lwall Tension 0 lb 1057 lb Gov'g:0.6 D+0.7 p E Roof W6 23.5 ft 10.00 0.43 OK CapacityTension BO BO TDS 4th floor W4 23.5 ft 11.00 0.47 OK Stress -- -- Check: OK 3rd floor W4 23.5 ft 11.00 0.47 OK 2nd floor W3 23.5 ft 12.00 0.51 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind O= 2.0 +40%for wind I Wind i Seismic Length 23.5 ft LF=0.6 v grid v allow stress EVwall VwaII I 0.72 k 3.08 k Height 11.0 ft Roof 26 plf 434 plf 0.06 OK 0.61 k I Vwall 1 1.33 k 7.57 k Resisting Dead Load 4th floor 57 plf 644 plf 0.09-OK 1.33 k Moment i 14.7 k-ft 83.2 k-ft Wall i 2585 lb 3rd floor 89 plf 644 plf 0.14-OK 2.09 k Lat T/C 638 lb 3619 lb Uniform 938 lb 2nd floor 122 plf 840 plf 0.15-OK 2.88 k Lat T/C above 266 lb ' 1949 lb Deadabove 2975 lb Compression 904 lb 5569 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3620 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress EVwall Pseis grid= CapacityTension BO BO TDS Roof 191 plf 310 plf 0.62-OK 4.48 k 1.0 Stress -- -- Check: OK 4th floor 322 plf 460 plf 0.70-OK 7.57 k 1.0 3rd floor 403 plf 460 plf 0.88-OK 9.46 k 1.0 2nd Story Wall Calculations 2nd floor 445 plf 600 plf 0.74-OK 10.45 k 1.0 Lateral forces at 3rd floor Level i Wind i Seismic Length 23.5 ft Dead Load Vwall 0.75 k 1.90 k Height 11.0 ft Wall Height Uniform Trib I Vwaii i 2.09 k 9.46 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 23.0 k-ft 104.1 k-ft Wall 1 2585 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 999 lb 4526 lb Uniform i 938 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 904 lb 5569 lb Deadabove 1 6498 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 1902 lb 10095 lb Gov'g:0.7 E Tension 0 lb 7089 lb Gov'g:0.6 D+0.7 p E 127 plf CapacityTension BO BO TDS EVw,ind= 0.61 k IMIKIIMMIll Stress -- -- Check: OK ZVseis= 4.48 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EVwind= 1.33 k IMIMMIIINEM i Wind Seismic Length 23.5 ft ZVseis= 7.57 k 34.0 ft Vwall 0.79 k 1 0.99 k Height 12.0 ft I Vwall 2.88 k 10.45 k Resisting Dead Load 150 plf Moment 34.5 k-ft 125.4 k-ft Wall I 2820 lb EVwind= 2.09 k IMMMEIIIIIM Lat T/C , 1501 lb 5454 lb Uniform i 938 lb EVseis= 9.46 k 23.0 ft Lat T/C above 1 1902 lb 10095 lb Deadabove 10020 lb Compression 3403 lb 15549 lb Gov'g:0.7 E 160 plf Tension 0 lb 11415 lb Gov'g:0.6 D+0.7 p E EVwind= 2.88 k 1011=1111.11M CapaCltyTension BO BO TDS ZVseis= 10.45 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 16.0 k Compression(lat only) 1.0 E LRFD 22.2 k 18 immimmi Project#: 17031-0064 Page# IMMINIIIIIIIIIIIDCI Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 F €_._i "-- " `!? Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-3 Wind Seismic Length 8.0 ft Vwall 0.21 k 1.53 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall 0.21 k 1.53 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 2.1 k-ft 15.3 k-ft Wall 1 800 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 278 lb 2035 lb Uniform 1 213 lb Lat T/C above I 0 lb 0 lb Deadabove ( 0 lb Compression 278 lb 2035 lb Gov'g:0.7 E Level Wall Type Lwall Hwail Hwall/Lwau Tension 0 lb 1731 lb Gov'g:0.6 D+0.7 p E Roof W6 8.0 ft 10.00 1.25 OK CapacityTension BO BO TDS 4th floor W4 8.0 ft 11.00 1.38 OK Stress - -- Check: OK 3rd floor W4 8.0 ft 11.00 1.38 OK 2nd floor W3 8.0 ft 12.00 1.50 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind O= 2.0 +40%for wind I Wind 1 Seismic Length 8.0 ft LF=0.6 v grid V allow stress EVwali Vwail I 0.25 k 1.05 k Height 11.0 ft Roof 26 plf 434 plf 0.06-OK 0.21 k I Vwall 0.45 k 2.58 k Resisting Dead Load 4th floor 57 plf 644 plf 0.09-OK 0.45 k Moment I 5.0 k-ft 28.3 k-ft Wall 880 lb 3rd floor 89 plf 644 plf 0.14-OK 0.71 k Lat T/C 666 lb 3779 lb Uniform 1 319 lb 2nd floor 122 plf 840 plf 0.15-OK 0.98 k Lat T/C above I 278 lb j 2035 lb Deadabove 1 1013 lb Compression 944 lb 5814 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 280 lb 5150 lb Gov'g:0.6 D+0.7 p E LF=0.7 vend V*allow stress nVwall Pseis grid= CapaCltyTension BO BO TDS Roof 191 plf 310 plf 0.62-OK 1.53 k 1.0 Stress -- Check: OK _ 4th floor 322 plf 460 plf 0.70-OK 2.58 k 1.0 3rd floor 403 plf 460 plf 0.88-OK 3.22 k 1.0 2nd Story Wall Calculations 2nd floor 445 plf 600 plf 0.74-OK 3.56 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 8.0 ft Dead Load Vwall 0.26 k 0.65 k Height 11.0 ft Wall Height Uniform Trib _ I Vwall 0.71 k 3.22 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 7.8 k-ft 35.4 k-ft Wall 880 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1042 lb 4725 lb Uniform 319 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/Cabove 1 944 lb 5814 lb Deadabove 2212 lb 2nd floor I 10.0 psf 12.0 ft - 30.0 psf 1.3 ft Compression 1986 lb 10539 lb Gov'g:0.7 E Tension 963 lb 9516 lb Gov'g:0.6 D+0.7 p E 127 plf CapaCltyTension BO BO TDS EVwind= 0.21 k MIMIMIMMM Stress -- -- Check: OK EVseis= 1.53 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EVwind= 0.45 k IIIIIIMMORIM Wind Seismic Length 8.0 ft EVseis= 2.58 k 34.0 ft Vwall 0.27 k 0.34 k Height 12.0 ft I Vwall 0.98 k i 3.56 k Resisting Dead Load 150 plf Moment 11.8 k-ft I 42.7 k-ft Wall i 960 lb EVwind= 0.71 k IMMIM=IIIMI Lat T/CI 1567 lb 5693 lb Uniform 319 lb IVseis= 3.22 k 23.0 ft Lat T/C above i 1986 lb j 10539 lb Deadabove j 3411 lb_ Compression 3553 lb 16232 lb Gov'g:0.7 E 160 plf Tension 2146 lb 14825 lb Gov'g:0.6 D+0.7 p E EVwind= 0.98 k IIIIIIIIIMMINIIIIM Capacity1ension BO BO TDS EVseis= 3.56 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 21.1 k Compression(lat only) 1.0 E LRFD 23.2 k 19 111•111Project#: 17031-0064 Page# MIIIIIIIIIIIIIIIIIII - Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 n G I I-1 G t= R B Subject: Shear Wall Design Three Story Shear Wall Design 3rd Story Wall Calculations Direction of Loading North-South Lateral forces at 4th floor Level Grid Line V-4 ' Wind ' Seismic Length 25.0 ft Vwall 1.25 k 7.88 k Height 11.0 ft Panel: Wood Studs: Wood I Vwall 1.25 k 7.88 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 13.8 k-ft I 86.7 k-ft Wall I 2750 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 562 lb 3538 lb Uniform I 998 lb Lat T/C above 0 lb , 0 lb Deadabove I 0 lb Compression 562 lb 3538 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 2414 lb Gov'g:0.6 D+0.7 p E 4th floor W4 25.0 ft 11.00 0.44 OK CapaCityiension BO BO TDS 3rd floor W3 25.0 ft 11.00 0.44 OK Stress -- -- Check: OK 2nd floor W2 25.0 ft 12.00 0.48 OK 2nd Story Wall Calculations Lateral forces at 3rd floor Level ASD Wind 0= 2.0 +40%for wind ;Wind Seismic Length 25.0 ft LF=0.6 v grid V allow stress EVwall Vwall 1.31 k 4.84 k Height 11.0 ft 4th floor 50 plf 644 plf 0.08-OK 1.25 k I Vwaii ! 2.56 k 12.72 k Resisting Dead Load 3rd floor 102 plf 840 plf 0.12-OK 2.56 k Moment 28.2 k-ft 140.0 k-ft Wall 2750 lb 2nd floor 157 plf 1078 plf 0.15-OK 3.93 k Lat T/C I 1150 lb 5713 lb Uniform 998 lb Lat T/C above 1 562 lb , 3538 lb Deadabove 3748 lb Compression 1711 lb 9251 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 7003 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress Vwaii Pseis grid= CapaCltyTension BO BO TDS 4th floor 315 plf 460 plf 0.69-OK 7.88 k 1.0 Stress -- -- Check: OK 3rd floor 509 plf 600 plf 0.85-OK 12.72 k 1.0 2nd floor 610 plf 770 plf 0.79-OK 15.25 k 1.0 1st Story Wall Calculations Lateral forces at 2nd floor Level Wind j Seismic " Length 25.0 ft Dead Load Vwall 1.37 k 2.53 k Height 12.0 ft Wall Height Uniform Trib I Vwa11 3.93 k ( 15.25 k Resisting Dead Load 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Moment 47.2 k-ft 183.0 k-ft Wall I 3000 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1925 lb 7470 lb Uniform ' 998 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Lat T/C above 1711 lb i 9251 lb Deadabove 4745 lb Compression 3637 lb 16721 lb Gov'g:0.7 E Tension 1014 lb 14099 lb Gov'g:0.6 D+0.7 p E 150 plf CapacityTension BO BO TDS ZVwind= 1.25 k IMMIIHIMIIIM Stress -- -- Check: OK EVseis= 7.88 k 34.0 ft Loads at Base of Wall 150 plf Tension 0.9 D+1.0 p E LRFD 20.0 k ZVwind= 2.56 k IMIBIIMMIMM Compression(lat only) 1.0 E LRFD 23.9 k ZVseis= 12.72 k 23.0 ft 160 plf EN/wind= 3.93 k IMIIIMIMIM EVseis= 15.25 k 12.0 ft 20 Eimi Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Apartments . DC1 Engineer: PW Date: 10/5/2018 F.-: l 13 1 E r= Fl Subject: Shear Wall Design - Three Story Shear Wall Design 3rd Story Wall Calculations Direction of Loading North-South Lateral forces at 4th floor Level Grid Line V-4 Wind I Seismic Length 27.0 ft Vwall I 1.35 k 8.51 k Height 11.0 ft Panel: Wood Studs: Wood I Vwali I 1.35 k 8.51 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment I 14.9 k-ft I 93.6 k-ft Wall I 2970 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 561 lb 3533 lb Uniform I 1077 lb Lat TIC above 0 lb j 0 lb Deadabove 0 lb Compression 561 lb 3533 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 2319 lb Gov'g:0.6 D+0.7 p E 4th floor W4 27.0 ft 11.00 0.41 OK Capacityiension BO BO TDS 3rd floor W3 27.0 ft 11.00 0.41 OK Stress -- -- Check: OK 2nd floor W2 27.0 ft 12.00 0.44 OK 2nd Story Wall Calculations Lateral forces at 3rd floor Level ASD Wind O= 2.0 +40%for wind Wind Seismic Length 27.0 ft LF=0.6 V grid V allow stress EVwall Vwall 1.42 k 5.23 k Height 11.0 ft 4th floor 50 plf 644 plf 0.08-OK 1.35 k I Vwall 2.77 k 13.74 k Resisting Dead Load 3rd floor 102 plf 840 plf 0.12-OK 2.77 k Moment 30.4 k-ft 151.2 k-ft Wall 2970 lb 2nd floor 157 plf 1078 plf 0.15-OK 4.25 k Lat T/C 1148 lb 5704 lb Uniform 1077 lb Lat TIC above 561 lb 3533 lb Deadabove 4047 lb Compression 1709 lb 9237 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 6809 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress ZVwall Pseis grid= Capacity BO BO TDS 4th floor 315 plf 460 plf 0.69-OK 8.51 k 1.0 Stress -- - Check: OK 3rd floor 509 plf 600 plf 0.85-OK 13.74 k 1.0 2nd floor 610 plf 770 plf 0.79-OK 16.47 k 1.0 1st Story Wall Calculations Lateral forces at 2nd floor Level Wind I Seismic Length 27.0 ft Dead Load Vwall 1.48 k 2.73 k Height 12.0 ft Wall Height Uniform Trib 1 Vwall 4.25 k I 16.47 k Resisting Dead Load 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Moment 50.9 k-ft 197.7 k-ft Wall 3240 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1922 lb 7459 lb Uniform 1077 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Lat T/C above , 1709 lb i 9237 lb Deadabove 5125 lb Compression 3631 lb 16696 lb Gov'g:0.7 E Tension 799 lb 13863 lb Gov'g:0.6 D+0.7 p E 150 plf Capacity1ension BO BO TDS EVwind= 1.35 k MIMIIIIIIIMIIII Stress -- -- Check: OK EVseis= 8.51 k 34.0 ft Loads at Base of Wall 150 plf Tension 0.9 D+1.0 p E LRFD 19.6 k EVwind= 2.77 k IMIIIMMIIIM Compression(lat only) 1.0 E LRFD 23.9 k EVseis= 13.74 k 23.0 ft 160 plf ZVwind= 4.25 k IIIMINIMIMMI EVseis= 16.47 k 12.0 ft 21 11111111111111 Project#: 17031-0064 Page#: .. DCI Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 e 11 G I l e e FR S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-5 I Wind Seismic Length 19.5 ft Vwall 0.62 k j 4.57 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall 0.62 k r 4.57 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment6.2 k-ft 45.7 k-ft Wall 1950 lb G= 0.5 Fasteners: 0.148"4) Lat T/C I 326 lb 2403 lb Uniform i 519 lb Lat T/C above 0 lb 0 lb Deadabove I 0 lb Compression 326 lb 2403 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 1662 lb Gov'g:0.6 D+0.7 p E Roof 2W3 19.5 ft 10.00 0.51 OK Capacityrension BO BO TDS 4th floor 2W3 19.5 ft 11.00 0.56 OK Stress -- -- Check: OK 3rd floor 2W3 19.5 ft 11.00 0.56 OK 2nd floor 2W3 19.5 ft 12.00 0.62 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind I Wind Seismic Length 19.5 ft LF=0.6 v grid V allow stress EVwali VwaII 0.65 k 0.00 k Height 11.0 ft Roof 32 plf 1680 plf 0.02-OK 0.62 k 1 Vwali 1.27 k 4.57 k Resisting Dead Load 4th floor 65 plf 1680 plf 0.04-OK 1.27 k Moment 14.0 k-ft 50.2 k-ft Wall I 2145 lb 3rd floor 100 plf 1680 plf 0.06-OK 1.95 k Lat T/C 735 lb 2643 lb Uniform I 778 lb 2nd floor 137 plf 1680 plf 0.08-OK 2.66 k Lat TIC above 326 lb , 2403 lb Deadabove I 2469 lb Compression 1061 lb 5046 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3428 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress EN/wall Pseis grid= Capacityrension BO BO TDS Roof 234 plf 1200 plf 0.20-OK 4.57 k 1.0 Stress -- -- Check: OK 4th floor 234 plf 1200 plf 0.20-OK 4.57 k 1.0 3rd floor 234 plf 1200 plf 0.20-OK 4.57 k 1.0 2nd Story Wall Calculations 2nd floor 234 plf 1200 plf 0.20-OK 4.57 k 1.0 Lateral forces at 3rd floor Level Wind I Seismic Length 19.5 ft Dead Load VwaII 0.68 k I 0.00 k Height 11.0 ft Wall Height Uniform Trib I Vwall 1.95 k 4.57 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 21.5 k-ft 50.2 k-ft Wall I 2145 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C 1130 lb I 2643 lb Uniform I 778 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 1061 lb I 5046 lb Deadabove I 5392 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2191 lb 7689 lb Gov'g:0.7 E Tension 0 lb 5195 lb Gov'g:0.6 D+0.7 p E 127 plf Capacityrension BO BO TDS EVwind= 0.62 k IMMIMMIIMIE Stress -- -- Check: OK EVseis= 4.57 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level ZVwind= 1.27 k IMMINIMIMMM ; Wind I Seismic Length 19.5 ft 1Vseis= 4.57 k 34.0 ft Vwali i 0.71 k 0.00 k Height 12.0 ft I Vwall 2.66 k 4.57 k Resisting Dead Load 150 plf Moment 32.0 k-ft 54.8 k-ft Wall 2340 lb ZVwind= 1.95 k IMMMIMIM Lat T/C 1682 lb I 2883 lb Uniform 778 lb ZVseis= 4.57 k 23.Oft Lat T/C above 2191 lb I 7689 lb Deadabove 8315 lb Compression 3873 lb 10573 lb Gov'g:0.7 E 160 plf Tension 443 lb 7143 lb Gov'g:0.6 D+0.7 p E EVwind= 2.66 k �MM�� Capacityrension BO BO TDS EVseis= 4.57 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 10.0 k Compression(lat only) 1.0 E LRFD 15.1 k 22 1.1111 Project#: 17031-0064 Page#: ... Doci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 F: 1-1 1-3 1 i `1 iv_- LT--7. S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading North-South Lateral forces at Roof Level Grid Line V-5 Wind Seismic Length 19.5 ft Vwall 0.62 k 4.57 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall 0.62 k 4.57 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 6.2 k-ft 45.7 k-ft Wall 1950 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 326 lb 2403 lb Uniform 519 lb Lat T/C above i 0 lb I 0 lb Deadabove 0 lb Compression 326 lb 2403 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwaii/Lwall Tension 0 lb 1662 lb Gov'g:0.6 D+0.7 p E Roof 2W3 19.5 ft 10.00 0.51 OK CapacityTension BO BO TDS 4th floor 2W3 19.5 ft 11.00 0.56 OK Stress -- Check: OK 3rd floor 2W3 19.5 ft 11.00 0.56 OK 2nd floor 2W3 19.5 ft 12.00 0.62 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind S2= 2.0 +40%for wind Wind Seismic Length 19.5 ft LF=0.6 v Rrid v allow stress EVwall Vwall 0.65 k ; 0.00 k Height 11.0 ft Roof 32 plf 1680 plf 0.02-OK 0.62 k I Vwall 1.27 k 4.57 k Resisting Dead Load 4th floor 65 plf 1680 plf 0.04-OK 1.27 k Moment 14.0 k-ft 50.2 k-ft Wall 2145 lb 3rd floor 100 plf 1680 plf 0.06-OK 1.95 k Lat T/C ' 735 lb 2643 lb Uniform 778 lb 2nd floor 137 plf 1680 plf 0.08-OK 2.66 k Lat T/C above 326 lb 2403 lb Deadabove 1 2469 lb Compression 1061 lb 5046 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3428 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid V*allow stress Vwall Pseis grid= CapacltyTension BO BO TDS Roof 234 plf 1200 plf 0.20-OK 4.57 k 1.0 Stress -- -- Check: OK 4th floor 234 plf 1200 plf 0.20-OK 4.57 k 1.0 3rd floor 234 plf 1200 plf 0.20-OK 4.57 k 1.0 2nd Story Wall Calculations 2nd floor 234 plf 1200 plf 0.20-OK 4.57 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 19.5 ft Dead Load Vwall 0.68 k 0.00 k Height 11.0 ft Wall Height Uniform Trib I Vwall I 1.95 k 4.57 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.3 ft Moment 21.5 k-ft 50.2 k-ft Wall ; 2145 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C ' 1130 lb 2643 lb Uniform 1 778 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 1.3 ft Lat T/C above 1061 lb , 5046 lb Deadabove f 5392 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 1.3 ft Compression 2191 lb 7689 lb Gov'g:0.7 E Tension 0 lb 5195 lb Gov'g:0.6 D+0.7 p E 127 plf CapacltyTension BO BO TDS IVwind= 0.62 k OM=EINNIM Stress -- -- Check: OK ZVseis= 4.57 k 44.0 ft 1st Story Wall Calculations 150 plf Lateral forces at 2nd floor Level EVwind= 1.27 k IMIMINEN=111 Wind 1 Seismic Length 19.5 ft 1Vseis= 4.57 k 34.0 ft Vwall f 0.71 k 0.00 k Height 12.0 ft I Vwali j 2.66 k 4.57 k Resisting Dead Load 150 plf Moment i 32.0 k-ft 54.8 k-ft Wall ; 2340 lb EVwind= 1.95 k ===11111== Lat T/C 1682 lb 2883 lb Uniform 778 lb EVseis= 4.57 k 23.0 ft Lat T/C above j 2191 lb , 7689 lb Deadabove , 8315 lb Compression 3873 lb 10573 lb Gov'g:0.7 E 160 plf Tension 443 lb 7143 lb Gov'g:0.6 D+0.7 p E EVwind= 2.66 k =MENNEN= CapacityTension BO BO TDS EVseis= 4.57 k 12.0 ft Stress - -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 10.0 k Compression(lat only) 1.0 E LRFD 15.1 k �� 23 - Project#: 17031-0064 Page#: DC1 Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 f-1 9 I t1 FR B Subject: 0 v 4 5 6.4 314 P4 / 52 K 5='4 ....._..._ h. ...- K zj _ _ + YY 04.'" 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A k E9RCE fi wn MA'iii 1r 411 �® `�'PJ}i A,ANE ��•f'S, hP,T d OW \Are 0 POW 11 j -s`J ="t rp''VVa.MNSPEP -CS-'6--_JAW'AI• O'WDS W/ABiiZ RTIF=MI1 R11i1N WA!I MMI MflNT ',We RACE tFAkSEEA W<vs ROOF 4 LEVEL 5 S LEVEL 4 S LEVEL 3 d INDICATES LOCATION OF HOLD-DOWN-N.1 LEVEL 2• LEVEL I 0 EW SEISMIC AREA SECOND LEVEL STUD AND SHEAR WALL PLAN f N DARKENED LINES DESIGNATE SCALE:118=i'-0• AREA OF WORK. v, Project#: 17031-0064 Page#: 24 _ DC1 — Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 entr-i FI Subject: (S 4 5 34.2 4 rr 12.e. Bowl-t- d--y \. y` _�yjj .vok moan. 0 R S COT lYsst fij ' o 0.--,-, ,+ , 1 So 30S1 Pta4 POSTW: . � __ .'AWS i�. i ^*rYT pnY1 WKE NWISPa.�'196''1�.��i 11►•, 1 , 1 3 "�« M naw /RAI 'I �j 4J prie.,: am" � ... .; ti a!— — '� 1 I 0� a6 4 ""' 4 A0011-4111161.0 it g 11 441S, I, . s\ iON n ^ T . � _ a ,4,_. \a4 . , , I i _ .T ayZsT' I 4. - I \� ' ,oma 4 _ ° 1 --- ' MI t, 0 ..... 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DCI Project#: 17031-0064 Page# Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 s r i 9 i i^i E Er FR S Subject: 1} � 14 «a _ Md id' }Yc 00 TIr .. CI r YCr j--yr '' Yi jj 1EOA1 TY►N54A = �i 8 r -s J -1 1 —2m Awa 1Q f t`. t3": Y YWT 1=18' P•3w.f T11MIS�F6 0 !' P16.Y+�cmw+ � 6 i cggFti 5.6,,,v ��. - O r f 1 + 1 \,,,,,,,\N,,, ' it.,....\ ,,,,, .... ',.., --, ..,,,— ,kc Sq+—r /. E, I } N... \: �c�a. `'7Lp + 4 656' — Soak"I' !4,1 t„go t : 1 i 1 y� . I ::72---.a ,-- -- ,,," : „," ';'" ,,,,,,,a, .,..., I j t ;45 sgr=r ,50 („c. LL 16111. i 46 POST F /16,..s{}S,w. '4Va Y. • _i B _ 55dT 1J ( rG� '-./ r-1.--r# 2w3 • PT6.E w-S-A: 1^a'�k R 6[► 1.•n 6 Alla k 1,J.`3�N Pte= POS,A ABJa ` - a� v.••1 P'CSAT i ,1,, "P f! '''"'""SEEP Yi1 A6t7 --- S'6�tYT*8311♦";`Rw`.S 8 !CRL5 on Pica*WE I MAN IIIMPd •n AT KALI rrukra lA6a5 LE\ INDICATES LOCATION OF HOLD-DOWN E\ LE\ LE\ LE\ EW SEISMIC AREA FOURTH LEVEL STUD AND SHEAR WALL PLAN "\ NOTE'' DARKENED LINES DESIGNATI SCALE 1/8'=1'-0' ©' AREA OF WORK. 26 imin Project#: 17031-0064 Page#: INIIIININIIIIIIII Proj.Name: 72nd Avenue Apartments IIIMIN111111111 IlD C I Engineer: PW Date: 8/13/2018 I-1 G I I-1 E= EE n S Subject: (yl 4' 1.a= s na no y .---, ®— I y I�© I i �".. f 4,11,,-, i... ... _ _ _ -... 01351r411111 `'� fORKE'LkSEEA __"_. _ _ - _� �} _ :R I COGS !1 } t VW (:) 3 ;4" 71,10UKE= .4 Es 1 II!_ I e Tr r IIIE 3• 3jj3I 1 '`` I ( f} I Imo= 4 t 9 1 _ i i rt-t tr411tRT*A . L- 0IV a 4 O L� tar rnury AAA, I ,. I ., Q .— we � I i A \ -;�' I `�`� 1 41 \ a11► 3� sqf�- y .,mut r=0/ I \. r� p � I M ll I I :I p / 4 Fri so tn./ t sgFX• Or t j i / . ") '2.-�G J t. / 52p:iv"E .• 0.-. IT /Zi I r _. / • it IF f ' ///// / /74/- ////::_ii" / / it I C =' ' t 15'S-s`t .. rli y �!'� f - t5t ♦% 0 • "-" -I Pa _ _ r L ter' t P ,-0 .� :PRCF'LWSEE1SW�,Qt I ------ KLte'EO Eq QN1 O43 !MCI wneEruEwul aWI IVC roo KocE t11M3$EM WA..3 ROOF, INDICATES LOCATION OF HOLD-DOWN--.Ni LEVEL 5S LEVEL 4• LEVEL 3 0 LEVEL 2 d LEVEL 1 A EW SEISMIC AREA FIFTH LEVEL STUD AND SHEAR WALL PLAN /\, NOTE: '. 1B'=1'0' I DARKENED LINES DESIGNATE SCALE AREA OF WORK. � 27 17031-0064 Page#: IProject#: Proj.Name:72nd Avenue Apartments Engineer: PW Date: 10/5/2018 F-- I-1 1 n c-: f=" FR F-; Subject: Lateral Load Distribution Loading in the East-West Direction Wind Wind Load Factor: 0.6 (ASD) Seismic EQ Load Factor: 0,7 (ASD) PseisEW= Lw-NS Vstory EVstory vstory Areadia F2 Vstory EVstory vstory 1.0 Roof 124 ft 15.8 k 9.5 k 76 plf 9220 ft2 46.8 k 32.8 k 32.8 k 3.55 psf 4th floor 124 ft 23.7 k 23.7 k 115 plf 9150 ft2 56.8 k 39.8 k 72.5 k 4.35 psf 3rd floor 124 ft 24.8 k 38.6 k 120 plf 9150 ft2 34.9 k 24.5 k 97.0 k 2.67 psf 2nd floor 124 ft 26.0 k 54.2 k 126 plf 9150 ft2 18.2 k 12.8 k 109.8 k 1.39 psf Roof Level Wind (ASD) Seismic (ASD) F Lwap Trib V story Vstory grid Vabove Vgrid wind V grid wind Trib Vstory Vstory grid Vabove Vgrid leis V grid see V-A 22.5 ft 3.0 ft 76 plf 0.2 k 0.2 k 10 plf 110 ft2 3.55 psf 0.4 k 0.4 k 17 plf V-B 23.5 ft 16.0 ft 76 plf 1.2 k 1.2 k 52 plf 1155 ft2 3.55 psf 4.1 k 4.1 k 175 plf V-C 76.0 ft 39.0 ft 76 plf 3.0 k 3.0 k 39 plf 3296 ft2 3.55 psf 11.7 k 11.7 k 154 plf V-D 0.0 ft 0.0 ft 76 plf 0.0k 0.0k 0 plf Oft2 3.55 psf 0.0k 0.0k 0 plf V-E 0.0 ft 0.0 ft 76 plf 0.0k 0.0k 0 plf Oft2 3.55 psf 0.0k 0.0k 0 plf V-F 0.0 ft 0.0 ft 76 plf 0.0k 0.0k 0 plf Oft2 3.55 psf 0.0k 0.0k 0 plf V-G 76.0 ft 39.0 ft 76 plf 3.0 k 3.0 k 39 plf 3296 ft2 3.55 psf 11.7 k 11.7 k 154 plf V-H 23.5 ft 16.0 ft 76 plf 1.2 k 1.2 k 52 plf 1155 ft2 3.55 psf 4.1 k 4.1 k 175 plf V-.I 22.5 ft 3.0 ft 76 plf 0.2 k 0.2 k 10 plf 128 ft2 3.55 psf 0.5 k 0.5 k 20 plf V-K 9.5 ft 8.0 ft 76 plf 0.6 k 0.6 k 64 plf 80 ft2 3.55 psf 0.3 k 0.3 k 30 plf 124.0 ft Story Shear: 9.5 k_ 9220 ft2 Story Shear: 32.8 k X 1.11 for diaphragm 4th floor Level Wind (ASD) load determination Seismic (ASD) Z cam Trib vstory Vstory grid Vabove Vgrid wind Vgrid wind Trib Vstory Vstory grid V V Vgrid seis Vabove grid seis V-A 22.5 ft 3.0 ft 115 plf 0.3 k +0.2 k= 0.6k 25 plf 110 ft2 4.35 psf 0.5 k +0.4k= 0.9 k 39 plf V-B 23.5 ft 16.0 ft 115 plf 1.8 k +1.2 k= 3.1 k 130 plf 1155 ft2 4.35 psf 5.0 k +4.1 k= 9.1 k 388 plf V-C 47.0 ft 22.0 ft 115 plf 2.5 k +3.0 k= 5.5 k 117 plf 1845 ft2 4.35 psf 8.0 k +11.7 k= 19.7 k 420 plf V-D 35.5 ft 13.0 ft 115 plf 1.5 k +0.0 k= 1.5 k 42 plf 1090 ft2 4.35 psf 4.7 k +0.0 k= 4.7 k 133 plf V-E 25.0 ft 8.0 ft 115 plf 0.9k +0.0k= 0.9k 37 plf 650 ft2 4.35 psf 2.8k +0.0k= 2.8k 113 plf V-F 35.5 ft 13.0 ft 115 plf 1.5 k +0.0 k= 1.5 k 42 plf 1090 ft2 4.35 psf 4.7 k +0.0 k= 4.7 k 133 plf V-G 47.0 ft 22.0 ft 115 plf 2.5 k +3.0k= 5.5k 117 plf 1845 ft2 4.35 psf 8.0k +11.7k= 19.7 k 420 plf V-H 23.5 ft 16.0 ft 115 plf 1.8 k +1.2 k= 3.1 k 130 plf 1155 ft2 4.35 psf 5.0 k +4.1 k= 9.1 k 388 plf V-.I 22.5 ft 3.0 ft 115 plf 0.3k +0.2k= 0.6k 25 plf 130 ft2 4.35 psf 0.6k +0.5k= 1.0k 45 plf V-K 9.5 ft 8.0 ft 115 plf 0.9k +0.6k= 1.5k 161 plf 80 ft2 4.35 psf 0.3k +0.3k= 0.6k 67 plf 124.0 ft Story Shear: 23.7 k 9150 ft2 Story Shear: 72.5 k 3rd floor Level Wind (ASD) Seismic (ASD) I Lwa„ Trib Vstory Vstory grid Vabove Vgrid wind Vgrid wind Trib vstory Vstorygrid Vabove V V grid seisgrid seis V-A 22.5 ft 3.0 ft 120 plf 0.4k +0.6k= 0.9k 42 plf 110 ft2 2.67 psf 0.3k +0.9k= 1.2k 52 plf V-B 23.5 ft 16.0 ft 120 plf 1.9 k +3.1 k= 5.0 k 212 plf 1155 ft2 2.67 psf 3.1 k +9.1 k= 12.2 k 520 plf V-C 47.0 ft 22.0 ft 120 plf 2.6 k +5.5 k= 8.2 k 173 plf 1845 ft2 2.67 psf 4.9 k +19.7 k= 24.7 k 525 plf V-D 35.5 ft 13.0 ft 120 plf 1.6k +1.5k= 3.1k 86 plf 1090 ft2 2.67 psf 2.9k +4.7k= 7.7 k 216 plf V-E 25.0 ft 8.0 ft 120 plf 1.0 k +0.9 k= 1.9 k 75 plf 650 ft2 2.67 psf 1.7 k +2.8 k= 4.6 k 183 plf V-F 35.5 ft 13.0 ft 120 plf 1.6k +1.5k= 3.1 k 86 plf 1090 ft2 2.67 psf 2.9k +4.7k= 7.7k 216 plf V-G 47.0 ft 22.0 ft 120 plf 2.6 k +5.5 k= 8.2 k 173 plf 1845 ft2 2.67 psf 4.9 k +19.7 k= 24.7 k 525 plf V-H 23.5 ft 16.0 ft 120 plf 1.9 k +3.1 k= 5.0 k 212 plf 1155 ft2 2.67 psf 3.1 k +9.1 k= 12.2 k 520 plf V-1 22.5 ft 3.0 ft 120 plf 0.4k +0.6k= 0.9k 42 plf 130 ft2 2.67 psf 0.3k +1.0k= 1.4k 61 plf V-K 9.5 ft 8.0 ft 120 plf 1.0k +1.5k= 2.5 k 262 plf 80 ft2 2.67 psf 0.2 k +0.6k= 0.8k 89 plf 124.0 ft Story Shear: 38.6 k 9150 ft2 Story Shear: 97.0 k 2nd floor Level Wind (ASD) Seismic (ASD) Z.can Trib Vstory Vstory grid Vabove Vgrid wind V grid wind Trib V story Vstory grid Vabove Vgrid seis V grid rein V-A 22.5 ft 3.0 ft 126 plf 0.4k +0.9k= 1.3 k 58 plf 110 ft2 1.39 psf 0.2k +1.2k= 1.3k 59 plf V-B 23.5 ft 16.0 ft 126 plf 2.0 k +5.0 k= 7.0 k 298 plf 1155 ft2 1.39 psf 1.6 k +12.2 k= 13.8 k 588 plf V-C 47.0 ft 22.0 ft 126 plf 2.8 k +8.2 k= 10.9 k 232 plf 1845 ft2 1.39 psf 2.6 k +24.7 k= 27.2 k 579 plf V-D 35.5 ft 13.0 ft 126 plf 1.6 k +3.1 k= 4.7 k 132 plf 1090 ft2 1.39 psf 1.5 k +7.7 k= 9.2 k 258 plf V-E 25.0 ft 8.0 ft 126 plf 1.0k +1.9k= 2.9 k 115 plf 650 ft2 1.39 psf 0.9k +4.6k= 5.5 k 219 plf V-F 35.5 ft 13.0 ft 126 plf 1.6 k +3.1 k= 4.7 k 132 plf 1090 ft2 1.39 psf 1.5 k +7.7 k= 9.2 k 258 plf V-G 47.0 ft 22.0 ft 126 plf 2.8 k +8.2 k= 10.9 k 232 plf 1845 ft2 1.39 psf 2.6 k +24.7 k= 27.2 k 579 plf V-H 23.5 ft 16.0 ft 126 plf 2.0 k +5.0 k= 7.0 k 298 plf 1155 ft2 1.39 psf 1.6 k +12.2 k= 13.8 k 588 plf V-.I 22.5 ft 3.0 ft 126 plf 0.4k +0.9k= 1.3k 58 plf 130 ft2 1.39 psf 0.2k +1.4k= 1.5k 69 plf V-K 9.5 ft 8.0 ft 126 plf 1.0k +2.5k= 3.5 k 368 plf 80 ft2 1.39 psf 0.1 k +0.8k= 1.0k 101 plf 124.0 ft Story Shear: 54.2 k 9150 ft2 Story Shear: 109.8 k 28 Project#: 17031 0064 Page# Proj.Name: 72nd Avenue Apartments - Engineer: PW Date: 10/5/2018 F- 11 0 ( E l F Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-A Wind t Seismic Length 22.5 ft Vwaii 1 0.23 k 1 0.39 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall I 0.23 k 0.39 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment '; 2.3 k-ft 3.9 k-ft Wall 1 2250 lb i G= 0.5 Fasteners: 0.148"4) Lat T/C i 104 lb 178 lb Uniform 450 lb Lat T/C above 1 0 lb 0 lb Deadabove 0 lb Compression 104 lb 178 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hw,u/Lwall Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E Roof W6 22.5 ft 10.00 0.44 OK CapacityTension BO BO TDS 4th floor W6 22.5 ft 11.00 0.49 OK Stress - -- Check: OK 3rd floor W6 22.5 ft 11.00 0.49 OK 2nd floor W6 22.5 ft 12.00 0.53 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind I Wind . Seismic Length 22.5 ft LF=0.6 v grid v allow stress ZVwall Vwall 0.34 k j 0.48 k Height 11.0 ft Roof 10 plf 434 plf 0.02-OK 0.23 k I Vwaii f 0.57 k 0.87 k Resisting Dead Load 4th floor 25 plf 434 plf 0.06-OK 0.57 k Moment 6.3 k-ft 9.6 k-ft Wall i 2475 lb 3rd floor 42 plf 434 plf 0.10-OK 0.93 k Lat T/C 287 lb 435 lb Uniform 1 2363 lb 2nd floor 58 plf 434 plf 0.13-OK 1.31 k Lat T/C above 104 lb 178 lb Deadabove I 2700 lb Compression 391 lb 612 lb Gov'g:0.7 E ASD Seismic Q= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid V*allow stress ZVwail Pseis grid= CapaCityTension BO BO TDS Roof 17 plf 310 plf 0.06-OK 0.39 k 1.0 Stress -- -- Check: OK 4th floor 39 plf 310 plf 0.12-OK 0.87 k 1.0 3rd floor 52 plf 310 plf 0.17-OK 1.16 k 1.0 2nd Story Wall Calculations 2nd floor 59 plf 310 plf 0.19-OK 1.32 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 22.5 ft Dead Load Vwall 0.36 k 0.29 k Height 11.0 ft Wall Height Uniform Trib 1 Vwall ; 0.93 k 1.16 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment I 10.3 k-ft 12.8 k-ft Wall i 2475 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 3.5 ft Lat T/C 467 lb 582 lb Uniform 2363 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 3.5 ft Lat T/C above ( 391 lb 612 lb Deadabove 7538 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 3.5 ft Compression 858 lb 1194 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 120 plf CapaCltyTension BO BO TDS ZVwind= 0.23 k IMIIIMIIIIMIE Stress -- -- Check: OK EVseis= 0.39 k 44.0 ft 1st Story Wall Calculations 215 plf Lateral forces at 2nd floor Level ZVwind= 0.57 k IIIMIIIIMIMIM Wind I Seismic Length 22.5 ft 1Vseis= 0.87 k 34.0 ft Vwall 0.38 k I 0.15 k Height 12.0 ft I Vwall 1.31 k 1.32 k Resisting Dead Load 215 plf Moment 15.7 k-ft 15.8 k-ft Wall 1 2700 lb ZVwind= 0.93 k 1.111MIIIIIIIIIM Lat T/C 715 lb 718 lb Uniform 2363 lb ZVseis= 1.16 k 23.0 ft Lat T/C above 858 lb 1194 lb Deadabove 1 12375 lb Compression 1573 lb 1912 lb Gov'g:0.7 E 225 plf Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E ZVwind= 1.31 k 1111111M1=1.1. CapaciLYTension BO BO TDS ZVseis= 1.32 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 2.7 k 29 IONIProject#: 17031-0064 Page#: - Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 E":7i 1 G I r1 E F:1 S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-B I Wind ; Seismic Length 23.5 ft Vwall 1 1.22 k 4.10 k Height 10.0 ft Panel: Wood Studs: Wood F Vwall I 1.22 k 4.10 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment j 12.2 k-ft 41.0 k-ft Wall 1 2350 lb G= 0.5 Fasteners: 0.148"4) Lat TIC I 532 lb 1784 lb Uniform 2585 lb Lat T/C above I 0 lb 0 lb Deadabove i 0 lb Compression 532 lb 1784 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 304 lb Gov'g:0.6 D+0.7 p E Roof W3 23.5 ft 10.00 0.43 OK CapacityTension BO BO TDS 4th floor 2W4 23.5 ft 11.00 0.47 OK Stress -- . - Check: OK 3rd floor 2W3 23.5 ft 11.00 0.47 OK 2nd floor 2W3 23.5 ft 12.00 0.51 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind Wind ! Seismic Length 23.5 ft LF=0.6 V grid V allow stress EVwall Vwall 1.84 k 5.02 k Height 11.0 ft Roof 52 plf 840 plf 0.06-OK 1.22 k I Vwall 3.06 k 9.13 k Resisting Dead Load 4th floor 130 plf 1288 plf 0.10-OK 3.06 k Moment 33.7 k-ft j 100.4 k-ft Wall 2585 lb 3rd floor 212 plf 1680 plf 0.13-OK 4.98 k Lat T/C 1463 lb 4364 lb Uniform 3878 lb 2nd floor 298 plf 1680 plf 0.18-OK 6.99 k Lat T/C above i 532 lb 1784 lb Deadabove I 4935 lb Compression 1995 lb 6148 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 2729 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress ZVwall Pseis grid= CapaCltyTension BO BO TDS Roof 175 plf 600 plf 0.29-OK 4.10 k 1.0 Stress -- -- Check: OK 4th floor 388 plf 920 plf 0.42-OK 9.13 k 1.0 3rd floor 520 plf 1200 plf 0.43-OK 12.21 k 1.0 2nd Story Wall Calculations 2nd floor 588 plf 1200 plf 0.49-OK 13.82 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 23.5 ft Dead Load Vwall 1.92 k 3.09 k Height 11.0 ft Wall Height Uniform Trib 1 Vwall 4.98 k 12.21 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 5.5 ft Moment 54.8 k-ft 1 134.3 k-ft Wall 1 2585 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 5.5 ft Lat T/C 2383 lb 5841 lb Uniform 3878 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 5.5 ft Lat T/C above ° 1995 lb 6148 lb Deadabove j 11398 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 5.5 ft Compression 4378 lb 11989 lb Gov'g:0.7 E Tension 0 lb 6631 lb Gov'g:0.6 D+0.7 p E 210 plf CapaCltyTension BO BO TDS EVwind= 1.22 k MIMINIIIIMIIII Stress -- -- Check: OK ZVseis= 4.10 k 44.0 ft 1st Story Wall Calculations 275 plf Lateral forces at 2nd floor Level EVwind= 3.06 k IIIIIIMMMMIM Wind Seismic Length 23.5 ft ZVseis= 9.13 k 34.0 ft Vwall ; 2.01 k 1 1.61 k Height 12.0 ft I Vwall 1 6.99 k 13.82 k Resisting Dead Load 275 plf Moment 83.9 k-ft 165.9 k-ft Wall l 2820 lb DVwind= 4.98 k nilliiiMMIM Lat T/C3648 lb 7212 lb Uniform i 3878 lb ZVseis= 12.21 k 23.0 ft Lat T/C above 4378 lb 11989 lb Deadabove 1 17860 lb Compression 8026 lb 19201 lb Gov'g:0.7 E 285 plf Tension 659 lb 11833 lb Gov'g:0.6 D+0.7 p E i EVwind= 6.99 k INIMMMMINI CapaCltyTension BO BO TDS EVseis= 13.82 k 12.0 ft Stress -- Check: OK I Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 16.4 k Compression(lat only) 1.0 E LRFD 27.4 k INI Project#: 17031-0064 Page#: 30 _ Doi Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 Erz l`"1 ( > I i-1 (--_-- t":: 1-7.4 S Subject: Shear Wall Design -11,71 Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-C Wind Seismic Length 33.0 ft Vwall 1.30 k 1 5.08 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall 1.30 k 5.08 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 13.0 k-ft 50.8 k-ft Wall ; 3300 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 399 lb 1565 lb Uniform 1 660 lb Lat T/C above 0 lb ( 0 lb Deadabove i 0 lb Compression 399 lb 1565 lb Gov'g:0.7 E Level Wall Type call Hwall Hwall/Lwall Tension 0 lb 377 lb Gov'g:0.6 D+0.7 p E Roof W6 33.0 ft 10.00 0.30 OK CapacityTension BO BO TDS 4th floor W4 33.0 ft 11.00 0.33 OK Stress -- -- Check: OK 3rd floor W3 33.0 ft 11.00 0.33 OK 2nd floor W3 33.0 ft 12.00 0.36 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind O= 2.0 +40%for wind Wind J Seismic Length 33.0 ft LF=0.6 v grid v allow stress ZVwall Vwall ! 2.57 k 8.77 k Height 11.0 ft Roof 39 plf 434 plf 0.09-OK 1.30 k I Vwaii 3.87 k 13.85 k Resisting Dead Load 4th floor 117 plf 644 plf 0.18-OK 3.87 k Moment 42.5 k-ft 152.4 k-ft Wall j 3630 lb 3rd floor 173 plf 840 plf 0.21-OK 5.72 k Lat T/C 1 1309 lb 4689 lb Uniform 1 13365 lb 2nd floor 232 plf 840 plf 0.28-OK 7.66 k Lat TIC above 399 lb 1565 lb Deadabove ! 3960 lb Compression 1707 lb 6254 lb Gov'g:0.7 E ASD Seismic C)= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress ZVwall Pseis grid= CapacltyTension BO BO TDS Roof 154 plf 310 plf 0.50-OK 5.08 k 1.0 Stress -- -- Check: OK 4th floor 420 plf 460 plf 0.91-OK 13.85 k 1.0 3rd floor 525 plf 600 plf 0.87-OK 17.32 k 1.0 2nd Story Wall Calculations 2nd floor 579 plf 600 plf 0.97-OK 19.12 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 33.0 ft 4 Dead Load Vwaii 1.86 k 3.46 k Height 11.0 ft Wall Height Uniform Trib I Vwaii 5.72 k 17.32 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment ; 63.0 k-ft 190.5 k-ft Wall 1 3630 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 13.5 ft Lat TIC 1937 lb 5861 lb Uniform 13365 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 13.5 ft Lat TIC above 1707 lb 6254 lb Deadabove 20955 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 13.5 ft Compression 3644 lb 12115 lb Gov'g:0.7 E Tension 0 lb 730 lb Gov'g:0.6 D+0.7 p E 120 plf CapacltyTension BO BO TDS EVwind= 1.30 k IMIIIMMIIIIIIE Stress -- -- Check: OK ZVseis= 5.08 k 44.0 ft 1st Story Wall Calculations 515 plf Lateral forces at 2nd floor Level ZVwind= 3.87 k MIMIIIMIMM l Wind Seismic Length 33.0 ft ZVseis= 13.85 k 34.0 ft Vwall ; 1.94 k 1.81 k Height 12.0 ft I Vwall 7.66 k j 19.12 k Resisting Dead Load 515 plf Moment I 92.0 k-ft 229.5 k-ft Wall 3960 lb EVwind= 5.72 k MIIIIMMIIMIM Lat T/C 2830 lb 7061 lb Uniform 13365 lb ZVseis= 17.32 k 23.0 ft Lat T/C above ' 3644 lb j 12115 lb Deadabove 37950 lb Compression 6474 lb 19175 lb Gov'g:0.7 E 525 plf Tension 0 lb 2593 lb Gov'g:0.6 D+0.7 p E EN/wind= 7.66 k 11111.1.1=IMIM CapacltyTension BO BO TDS nisei,= 19.12 k 12.0 ft Stress -- . . Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 2.5 k Compression(lat only) 1.0 E LRFD 27.4 k 31 Project#: 17031-0064 Page#: .. Doci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 ri G i ri G G FR S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-C k Wind l Seismic Length 43.0 ft Vwaii 1 1.69 k 6.63 k Height 10.0 ft Panel: Wood Studs: Wood I Vwall 1 1.69 k = 6.63 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 16.9 k-ft ; 66.3 k-ft Wall 4300 lb G= 0.5 Fasteners: 0.148"4> Lat T/C 397 lb 1559 lb Uniform i 860 lb Lat T/C above I 0 lb 0 lb Deadabove i 0 lb Compression 397 lb 1559 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 11 lb Gov'g:0.6 D+0.7 p E Roof W6 43.0 ft 10.00 0.23 OK CapacityTenslon BO BO TDS 4th floor W4 14.0 ft 11.00 0.79 OK Stress - -- Check: OK 3rd floor W3 14.0 ft 11.00 0.79 OK 2nd floor W3 14.0 ft 12.00 0.86 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind I Wind I Seismic Length 14.0 ft LF=0.6 v grid V allow stress EVwali Vwall I -0.05 k 1 -0.75 k Height 11.0 ft Roof 39 plf 434 plf 0.09-OK 1.69 k I Vwall 1.64 k 5.88 k Resisting Dead Load 4th floor 117 plf 644 plf 0.18-OK 1.64 k Moment 1 18.0 k-ft 64.7 k-ft Wall 1 1540 lb 3rd floor 173 plf 840 plf 0.21-OK 2.43 k Lat T/C 1337 lb 4789 lb Uniform 1890 lb 2nd floor 232 plf 840 plf 0.28-OK 3.25 k Lat T/C above . 397 lb 1 1559 lb Deadabove i 5160 lb Compression 1734 lb 6348 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3771 lb Gov'g:0.6 D+0.7 p E LF=0.7 V end V*allow stress IVwall Pseis grid= CapacityTension BO BO TDS Roof 154 plf 310 plf 0.50-OK 6.63 k 1.0 Stress -- -- Check: OK 4th floor 420 plf 460 plf 0.91-OK 5.88 k 1.0 3rd floor 525 plf 600 plf 0.87-OK 7.35 k 1.0 2nd Story Wall Calculations 2nd floor 579 plf 600 plf 0.97-OK 8.11 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 14.0 ft Dead Load Vwall 0.79 k 1.47 k Height 11.0 ft Wall Height Uniform Trib F Vwall 2.43 k 7.35 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment 26.7 k-ft 80.8 k-ft Wall 1540 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 4.5 ft Lat T/C 1978 lb 5986 lb Uniform 1 1890 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 4.5 ft Lat T/C above . 1734 lb 6348 lb Deadabove 8590 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 4.5 ft Compression 3712 lb 12334 lb Gov'g:0.7 E Tension 106 lb 8728 lb Gov'g:0.6 D+0.7 p E 120 plf Capacityrension BO BO TDS EVwind= 1.69 k MIMIMMIMIll Stress -- -- Check: OK Vseis= 6.63 k 44.0 ft 1st Story Wall Calculations 245 plf Lateral forces at 2nd floor Level ZVwind= 1.64 k IIIIMMIIIIIIIIIMI Wind Seismic Length 14.0 ft ZVseis= 5.88 k 34.0 ft Vwaii I 0.82 k 0.77 k Height 12.0 ft I Vwall 3.25 k 8.11 k Resisting Dead Load 245 plf Moment 39.0 k-ft ! 97.4 k-ft Wall ; 1680 lb ZVwind= 2.43 k IMMIIIIIIIIIM Lat T/C 2890 lb 7211 lb Uniform 1890 lb ZVseis= 7.35 k 23.0 ft Lat T/C above ! 3712 lb 12334 lb Deadabove 12020 lb Compression 6602 lb 19545 lb Gov'g:0.7 E 255 plf Tension 1925 lb 14868 lb Gov'g:0.6 D+0.7 p E aVwind= 3.25 k IMIMINI� CapaCltyTension BO BO TDS ZVseis= 8.11 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 20.9 k Compression(lat only) 1.0 E LRFD 27.9 k 32 ... Dci Project#: 17031-0064 Page# Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 4 r-1 C I El : E FR B Subject: Shear Wall Design Three Story Shear Wall Design 3rd Story Wall Calculations Direction of Loading East-West Lateral forces at 4th floor Level Grid Line V-D G Wind Seismic Length 35.5 ft Vwall i 1.49 k 4.74 k Height 11.0 ft Panel: Wood Studs: Wood 1 Vwaii I 1.49 k 4.74 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment I 16.4 k-ft 52.1 k-ft Wall I 3905 lb G= 0.5 Fasteners: 0.148"4) Lat T/C I 469 lb 1489 lb Uniform 15975 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 469 lb 1489 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 4th floor W6 35.5 ft 11.00 0.31 OK Capacity BO BO TDS 3rd floor W6 35.5 ft 11.00 0.31 OK Stress -- -- Check: OK 2nd floor W6 35.5 ft 12.00 0.34 OK 2nd Story Wall Calculations Lateral forces at 3rd floor Level ASD Wind 0= 2.0 +40%for wind f Wind Seismic Length 35.5 ft LF=0.6 v grid V allow stress FVwall VwaII 1 1.56 k 2.91 k Height 11.0 ft 4th floor 42 plf 434 plf 0.10-OK 1.49 k I Vwail i 3.05 k 7.65 k Resisting Dead Load 3rd floor 86 plf 434 plf 0.20-OK 3.05 k Moment I 33.6 k-ft r 84.2 k-ft Wall I 3905 lb 2nd floor 132 plf 434 plf 0.30-OK 4.69 k Lat T/C I 960 lb 2405 lb Uniform I 15975 lb Lat T/C above i 469 lb 1489 lb Deadabove 19880 lb Compression 1428 lb 3894 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid v*allow stress EVwell Pseis grid= Capacity BO BO TDS 4th floor 133 plf 310 plf 0.43-OK 4.74 k 1.0 Stress -- -- Check: OK 3rd floor 216 plf 310 plf 0.70-OK 7.65 k 1.0 2nd floor 258 plf 310 plf 0.83-OK 9.17 k 1.0 1st Story Wall Calculations Lateral forces at 2nd floor Level Wind j Seismic Length 35.5 ft Dead Load Vwall 1.63 k 1 1.52 k Height 12.0 ft Wall Height Uniform Trib I Vwall ; 4.69 k 9.17 k Resisting Dead Load 4th floor 10.0 psf 11.0 ft 30.0 psf 15.0 ft Moment 56.2 k-ft i 110.1 k-ft Wall I 4260 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 15.0 ft Lat T/C 1607 lb 3145 lb Uniform i 15975 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 15.0 ft Lat T/C above 1428 lb , 3894 lb Deadabove I 35855 lb Compression 3035 lb 7039 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 560 plf CapacltyTension BO BO TDS ZVWlnd= 1.49 k IMIMIMEMIIII Stress -- -- Check: OK EVseis= 4.74 k 34.0 ft Loads at Base of Wall 560 plf Tension 0.9 D+1.0 p E LRFD 0.0 k EVWlnd= 3.05 k IMINIMMIMIIIM Compression(lat only) 1.0 E LRFD 10.1 k ZVseis= 7.65 k 23.0 ft 570 plf nVwind= 4.69 k IIIIIIMMILIMIE EVseis= 9.17 k 12.0 ft 111111111111 Project#: 17031-0064 Page#: 33 . Dci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 t-1 G I 1-1 f= R S Subject: Shear Wall Design Three Story Shear Wall Design 3rd Story Wall Calculations Direction of Loading East-West Lateral forces at 4th floor Level Grid Line V-E . Wind 1 Seismic Length 25.0 ft Vwall 0.92 k j 2.83 k Height 11.0 ft Panel: Wood Studs: Wood I Vwall 0.92 k 1 2.83 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 10.1 k-ft 3 31.1 k-ft Wall j 2750 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 412 lb 1269 lb Uniform 9000 lb Lat T/C above 0 lb 0 lb Deadabove I 0 lb Compression 412 lb 1269 lb Gov'g:0.7 E Level Wall Type Lwall Hwail Hwa /Lwaii Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 4th floor W6 25.0 ft 11.00 0.44 OK Capacityiension BO BO TDS 3rd floor W6 25.0 ft 11.00 0.44 OK Stress -- - Check: OK 2nd floor W6 25.0 ft 12.00 0.48 OK 2nd Story Wall Calculations Lateral forces at 3rd floor Level ASD Wind 0= 2.0 +40%for wind I Wind ! Seismic Length 25.0 ft LF=0.6 V grid V allow stress FVwall Vwall 0.96 k 1 1.74 k Height 11.0 ft 4th floor 37 plf 434 plf 0.08-OK 0.92 k I Vwall i 1.88 k 4.56 k Resisting Dead Load 3rd floor 75 plf 434 plf 0.17-OK 1.88 k Moment 1 20.7 k-ft 1 50.2 k-ft Wall 2750 lb 2nd floor 115 plf 434 plf 0.27-OK 2.88 k Lat T/C i 844 lb 2049 lb Uniform 9000 lb Lat T/C above 412 lb 1269 lb Deadabove 11750 lb Compression 1256 lb 3318 lb Gov'g:0.7 E ASD Seismic C2= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress ZVwall Pseis grid= Capacity BO BO TDS 4th floor 113 plf 310 plf 0.36-OK 2.83 k 1.0 Stress -- -- Check: OK 3rd floor 183 plf 310 plf 0.59-OK 4.56 k 1.0 2nd floor 219 plf 310 plf 0.71-OK 5.47 k 1.0 1st Story Wall Calculations Lateral forces at 2nd floor Level Wind Seismic Length 25.0 ft Dead Load Vwall 1.01 k 0.91 k Height 12.0 ft Wall Height Uniform Trib I Vwall 2.88 k 5.47 k Resisting Dead Load 4th floor 10.0 psf 11.0 ft 30.0 psf 12.0 ft Moment 34.6 k-ft 65.6 k-ft Wall 1 3000 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 12.0 ft Lat T/C 1413 lb 2679 lb Uniform `' 9000 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 12.0 ft Lat T/C above 1256 lb 1 3318 lb Deadabove I 20750 lb Compression 2669 lb 5997 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 470 plf Capacity1ension BO BO TDS ZVwind= 0.92 k MINIMIIIIIIMMI Stress -- -- Check: OK EVseis= 2.83 k 34.0 ft Loads at Base of Wall 470 plf Tension 0.9 D+1.0 p E LRFD 0.0 k ZVwind= 1.88 k IMIIMIMMI Compression(lat only) 1.0 E LRFD 8.6 k EVseis= 4.56 k 23.0 ft 480 plf Vwind= 2.88 k IlininlIMMM 1Vseis= 5.47 k 12.0 ft 34 milimmi __ pc ! Project#: 17031-0064 Page# Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 E` r_.1 14:- I r-1 fl Es Subject: Shear Wall Design Three Story Shear Wall Design 3rd Story Wall Calculations Direction of Loading East-West Lateral forces at 4th floor Level Grid Line V-F I Wind Seismic Length 35.5 ft VwaII ' 149 k 4.74 k Height 11.0 ft Panel: Wood Studs: Wood I Vwall I 1.49 k 4.74 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 1 16.4 k-ft 52.1 k-ft Wall I 3905 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 469 lb 1489 lb Uniform 1 15975 lb Lat T/C above i 0 lb 0 lb Deadabove I 0 lb Compression 469 lb 1489 lb Gov'g:0.7 E Level Wall Type call Hwall Hwall/Lwall Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 4th floor W6 35.5 ft 11.00 0.31 OK CapacltyTension BO BO TDS 3rd floor W6 35.5 ft 11.00 0.31 OK Stress -- -- Check: OK 2nd floor W6 35.5 ft 12.00 0.34 OK 2nd Story Wall Calculations Lateral forces at 3rd floor Level ASD Wind 0= 2.0 +40%for wind Wind Seismic Length 35.5 ft LF=0.6 vgrid vallow stress niwall VwaII 1.56 k 2.91 k Height 11.0 ft 4th floor 42 plf 434 plf 0.10-OK 1.49 k I Vwall 1 3.05 k 7.65 k Resisting Dead Load 3rd floor 86 plf 434 plf 0.20-OK 3.05 k Moment 33.6 k-ft 84.2 k-ft Wall 3905 lb 2nd floor 132 plf 434 plf 0.30-OK 4.69 k Lat T/C 960 lb 2405 lb Uniform 15975 lb Lat T/C above j 469 lb 1489 lb Deadabove j 19880 lb Compression 1428 lb 3894 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 Vend V*allow stress IVwall Pseisgrid= Capacity BO BO TDS 4th floor 133 plf 310 plf 0.43-OK 4.74 k 1.0 Stress -- -- Check: OK 3rd floor 216 plf 310 plf 0.70-OK 7.65 k 1.0 2nd floor 258 plf 310 plf 0.83-OK 9.17 k 1.0 1st Story Wall Calculations Lateral forces at 2nd floor Level Wind Seismic Length 35.5 ft Dead Load Vwall ( 1.63 k I 1.52 k Height 12.0 ft Wall Height Uniform Trib I Vwall 4.69 k I 9.17 k Resisting Dead Load 4th floor 10.0 psf 11.0 ft 30.0 psf 15.0 ft Moment 56.2 k-ft 110.1 k-ft Wall 4260 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 15.0 ft Lat T/C 1607 lb 3145 lb Uniform ' 15975 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 15.0 ft Lat T/C above 1428 lb 3894 lb Deadabove I 35855 lb Compression 3035 lb 7039 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 560 plf Capacity BO BO TDS IVwind= 1.49 k INIMMIMIlliM Stress -- Check: OK EVseis= 4.74 k 34.0 ft toads at Base of Wall 560 plf Tension 0.9 D+1.0 p E LRFD 0.0 k ZVwind= 3.05 k MIIIIIIIMIEM11111 Compression(lat only) 1.0 E LRFD 10.1 k ZVseis= 7.65 k 23.0 ft 570 plf EVwind= 4.69 k IMMIENIMERI ZVseis= 9.17 k 12.0 ft 35 Project#: 17031-0064 Page#: - D C I Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 ri G i t i G t= Fi Subject: Shear Wall Design r Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-G I Wind Seismic Length 33.0 ft Vwall 1.30 k 5.08 k Height 10.0 ft Panel: Wood Studs: Wood I Vwail 1.30 k 5.08 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 13.0 k-ft 50.8 k-ft Wall 3300 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 399 lb 1 1565 lb Uniform 660 lb Lat T/C above I 0 lb i 0 lb Deadabove i 0 lb Compression 399 lb 1565 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 377 lb Gov'g:0.6 D+0.7 p E Roof W6 33.0 ft 10.00 0.30 OK Capacity BO BO TDS 4th floor W4 33.0 ft 11.00 0.33 OK Stress - -- Check: OK 3rd floor W3 33.0 ft 11.00 0.33 OK 2nd floor W3 33.0 ft 12.00 0.36 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind 1 Wind ' Seismic Length 33.0 ft LF=0.6 v grid v allow stress n/wall Vwa11 2.57 k 8.77 k Height 11.0 ft Roof 39 plf 434 plf 0.09-OK 1.30 k I Vwall 3.87 k 13.85 k Resisting Dead Load 4th floor 117 plf 644 plf 0.18-OK 3.87 k Moment l 42.5 k-ft 152.4 k-ft Wall 3630 lb 3rd floor 173 plf 840 plf 0.21-OK 5.72 k Lat T/C 1309 lb 1 4689 lb Uniform 1 13365 lb 2nd floor 232 plf 840 plf 0.28-OK 7.66 k Lat T/C above t 399 lb I 1565 lb Deadabove E 3960 lb Compression 1707 lb 6254 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid v*allow stress Vwall Pseis grid= Capacity BO BO TDS Roof 154 plf 310 plf 0.50-OK 5.08 k 1.0 Stress -- -- Check: OK 4th floor 420 plf 460 plf 0.91-OK 13.85 k 1.0 3rd floor 525 plf 600 plf 0.87-OK 17.32 k 1.0 2nd Story Wall Calculations 2nd floor 579 plf 600 plf 0.97-OK 19.12 k 1.0 Lateral forces at 3rd floor Level Wind i Seismic Length 33.0 ft Dead Load Vwall 1.86 k I 3.46 k Height 11.0 ft Wall Height Uniform Trib I Vwa11 5.72 k 17.32 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment 63.0 k-ft 190.5 k-ft Wall 3630 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 13.5 ft Lat T/C 1937 lb 5861 lb Uniform 13365 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 13.5 ft Lat T/C above 1707 lb 1 6254 lb Deadabove 20955 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 13.5 ft Compression 3644 lb 12115 lb Gov'g:0.7 E Tension 0 lb 730 lb Gov'g:0.6 D+0.7 p E 120 plf Capacity BO BO TDS ZVwind= 1.30 k MIMMIENIIIIM Stress -- -- Check: OK EVseis= 5.08 k 44.0 ft 1st Story Wall Calculations 515 plf Lateral forces at 2nd floor Level ZVwind= 3.87 k MIIIIMIMMIMI i Wind 1 Seismic Length 33.0 ft ZVseis= 13.85 k 34.0 ft Vwail 1.94 k 1 1.81 k Height 12.0 ft I Vwa11 ; 7.66 k 1 19.12 k Resisting Dead Load 515 plf Moment 92.0 k-ft ' 229.5 k-ft Wall [ 3960 lb EVwind= 5.72 k IIIIIIIIIMIIIIIMMI Lat T/C 2830 lb 7061 lb Uniform 13365 lb ZVseis= 17.32 k 23.0 ft Lat T/C above ! 3644 lb 12115 lb Deadabove 37950 lb Compression 6474 lb 19175 lb Gov'g:0.7 E 525 plf Tension 0 lb 2593 lb Gov'g:0.6 D+0.7 p E awind= 7.66 k IMIIIMMIM Capacity BO BO TDS ZVseis= 19.12 k 12.0 ft Stress -- - Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 2.5 k Compression(lat only) 1.0 E LRFD 27.4 k IIIIIIIIIIIIIIIIIIIIM Project#: 17031-0064 Page#: 36 .. DCI Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 c-, n € j 1 ;_._ Ea E-� F-. Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-G r Wind Seismic Length 43.0 ft Vwall I 1.69 k 6.63 k Height 10.0 ft Panel: Wood Studs: Wood f Vwali i 1.69 k 6.63 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 1 16.9 k-ft j 66.3 k-ft Wall i 4300 lb G= 0.5 Fasteners: 0.148"41 Lat T/C iI 397 lb 1559 lb Uniform 860 lb Lat T/C above ! 0 Ib0 lb Deadabove I 0 lb Compression 397 lb 1559 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 11 lb Gov'g:0.6 D+0.7 p E Roof W6 43.0 ft 10.00 0.23 OK CapaCityrension BO BO TDS 4th floor W4 14.0 ft 11.00 0.79 OK Stress - -- Check: OK 3rd floor W3 14.0 ft 11.00 0.79 OK 2nd floor W3 14.0 ft 12.00 0.86 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind !Z= 2.0 +40%for wind I Wind Seismic Length 14.0 ft LF=0.6 v end V allow stress EVwall Vwali 1 -0.05 k j 0.75 k Height 11.0 ft Roof 39 plf 434 plf 0.09-OK 1.69 k I Vwall 1.64 k 5.88 k Resisting Dead Load 4th floor 117 plf 644 plf 0.18-OK 1.64 k Moment i 18.0 k-ft ! 64.7 k-ft Wall 1 1540 lb 3rd floor 173 plf 840 plf 0.21-OK 2.43 k Lat T/C 1 1337 lb 4789 lb Uniform j 1890 lb 2nd floor 232 plf 840 plf 0.28-OK 3.25 k Lat T/Cabove 397 lb 1559 lb Deadabove I 5160 lb Compression 1734 lb 6348 lb Gov'g:0.7 E ASD Seismic 0= 2.0 Tension 0 lb 3771 lb Gov'g:0.6 D+0.7 p E LF=0.7 V grid V*allow stress EVwall Pseis grid= Capacity BO BO TDS Roof 154 plf 310 plf 0.50-OK 6.63 k 1.0 Stress -- -- Check: OK 4th floor 420 plf 460 plf 0.91-OK 5.88 k 1.0 3rd floor 525 plf 600 plf 0.87-OK 7.35 k 1.0 2nd Story Wall Calculations 2nd floor 579 plf 600 plf 0.97-OK 8.11 k 11.0 Lateral forces at 3rd floor Level Wind Seismic Length 14.0 ft Dead Load Vwali = 0.79 k 1.47 k Height 11.0 ft Wall Height Uniform Trib I Vwali 2.43 k 7.35 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment 26.7 k-ft 80.8 k-ft Wall 1 1540 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 4.5 ft Lat T/C C 1978 lb I 5986 lb Uniform 1 1890 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 4.5 ft Lat T/C above i 1734 lb , 6348 lb Deadabove 1 8590 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 4.5 ft Compression 3712 lb 12334 lb Gov'g:0.7 E Tension 106 lb 8728 lb Gov'g:0.6 D+0.7 p E 120 plf CapacityTension BO BO TDS ZVwind= 1.69 k IIIIMIIIIMMM Stress -- -- Check: OK ZVseis= 6.63 k 44.0 ft 1st Story Wall Calculations 245 plf Lateral forces at 2nd floor Level ZVwind= 1.64 k IMIEMIIIIMIMI ; Wind f Seismic Length 14.0 ft EVseis= 5.88 k 34.0 ft Vwali 0.82 k j 0.77 k Height 12.0 ft I Vwali I 3.25 k 8.11 k Resisting Dead Load 245 plf Moment 39.0 k-ft 97.4 k-ft Wall 1 1680 lb IVwind= 2.43 k IIIMMIMIIMMIN Lat T/C 2890 lb 7211 lb Uniform I 1890 lb ZVseis= 7.35 k 23.0 ft Lat T/C above 1 3712 lb 12334 lb Deadabove 1 12020 lb Compression 6602 lb 19545 lb Gov'g:0.7 E 255 plf Tension 1925 lb 14868 lb Gov'g:0.6 D+0.7 p E ZVwind= 3.25 k MIIIMMINIPM CapacityTension BO BO TDS ZVseis= 8.11 k 12.0 ft Stress - - --- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 20.9 k Compression(lat only) 1.0 E LRFD 27.9 k 37 ii iiiiim Project#: 17031-0064 Page#: . Doci Proj. Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 f-1 G 1 f-1 G R B Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-H j Wind Seismic Length 23.5 ft Vwall j 1.22 k 4.10 k Height 10.0 ft Panel: Wood Studs: Wood I Vwaii 1.22 k 4.10 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 12.2 k-ft ( 41.0 k-ft Wall 1 2350 lb G= 0.5 Fasteners: 0.148"4) Lat T/C 532 lb 1784 lb Uniform 1 2585 lb Lat T/C above 0 lb 0 lb Deadabove 0 lb Compression 532 lb 1784 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 304 lb Gov'g:0.6 D+0.7 p E Roof W6 23.5 ft 10.00 0.43 OK CapaCityTenslon BO BO TDS 4th floor W4 23.5 ft 11.00 0.47 OK Stress -- Check: OK 3rd floor W3 23.5 ft 11.00 0.47 OK 2nd floor W3 23.5 ft 12.00 0.51 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind C)= 2.0 +40%for wind Wind Seismic Length 23.5 ft LF=0.6 vend V allow stress IVwan Vwall 1.84 k i 5.02 k Height 11.0 ft Roof 52 plf 434 plf 0.12-OK 1.22 k I Vwall 3.06 k 1 9.13 k Resisting Dead Load 4th floor 130 plf 644 plf 0.20-OK 3.06 k Moment E 33.7 k-ft 100.4 k-ft Wall j 2585 lb 3rd floor 212 plf 840 plf 0.25-OK 4.98 k Lat T/C 1463 lb ( 4364 lb Uniform 3878 lb 2nd floor 298 plf 840 plf 0.35-OK 6.99 k Lat T/C above 532 lb 1 1784 lb Deadabove 4935 lb Compression 1995 lb 6148 lb Gov'g:0.7 E ASD Seismic a= 2.0 Tension 0 lb 2729 lb Gov'g:0.6 D+0.7 p E LF=0.7 vend V*allow stress ZVwall Pseis grid= CapaCltyTension BO BO TDS Roof 175 plf 310 plf 0.56-OK 4.10 k 1.0 Stress -- -- Check: OK 4th floor 388 plf 460 plf 0.84-OK 9.13 k 1.0 3rd floor 520 plf 600 plf 0.87-OK 12.21 k 1.0 2nd Story Wall Calculations 2nd floor 588 plf 600 plf 0.98-OK 13.82 k 1.0 Lateral forces at 3rd floor Level Wind Seismic Length 23.5 ft Dead Load Vwall 1.92 k 3.09 k Height 11.0 ft Wall Height Uniform Trib 1 Vwali 4.98 k 12.21 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 5.5 ft Moment 54.8 k-ft 134.3 k-ft Wall 1 2585 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 5.5 ft Lat T/C 2383 lb 5841 lb Uniform 3878 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 5.5 ft Lat T/C above 1995 lb I 6148 lb Deadabove 11398 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 5.5 ft Compression 4378 lb 11989 lb Gov'g:0.7 E Tension 0 lb 6631 lb Gov'g:0.6 D+0.7 p E 210 plf CapaCltyTension BO BO TDS ZVwind= 1.22 k IMIMIMERIMIM Stress -- -- Check: OK ZVseis= 4.10 k 44.0 ft 1st Story Wall Calculations 275 plf Lateral forces at 2nd floor Level EVwind= 3.06 k MIMININIIIM I Wind Seismic Length 23.5 ft EVseis= 9.13 k 34.0ft Vwall I 2.01 k 1.61 k Height 12.0 ft 1 Vwali 6.99 k 13.82 k Resisting Dead Load 275 plf Moment 83.9 k-ft 165.9 k-ft Wall ; 2820 lb EVwind= 4.98 k IMMIIIMIMIM Lat T/C 3648 lb 7212 lb Uniform j 3878 lb EVseis= 12.21 k 23.0 ft Lat T/C above 4378 lb 1 11989 lb Deadabove 1 17860 lb Compression 8026 lb 19201 lb Gov'g:0.7 E 285 plf Tension 659 lb 11833 lb Gov'g:0.6 D+0.7 p E EVwind= 6.99 k IMIMMIMIIMIM CapaCltyTension BO BO TDS ZVseis= 13.82 k 12.0 ft Stress .- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 16.4 k Compression(lat only) 1.0 E LRFD 27.4 k 38 liim Project#: 17031-0064 Page# Proj.Name: 72nd Avenue Apartments - Engineer: PW Date: 10/5/2018 k--------: r-i (: I F 1 E. CE Fl Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-J Wind ; Seismic Length 22.5 ft Vwall 0.23 k j 0.45 k Height 10.0 ft Panel: Wood Studs: Wood 1 Vwall 0.23 k 0.45 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 2.3 k-ft 4.5 k-ft Wall I 2250 lb G= 0.5 Fasteners: 0.148"4) Lat TIC 104 lb 207 lb Uniform 1 450 lb Lat T/C above 0 lb 0 lb Deadabove ( 0 lb Compression 104 lb 207 lb Gov'g:0.7 E Level Wall Type Lwall Hwall Hwall/Lwall Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E Roof W3 22.5 ft 10.00 0.44 OK CapacltyTension BO BO TDS 4th floor 2W4 22.5 ft 11.00 0.49 OK StressCheck: OK 3rd floor 2W3 22.5 ft 11.00 0.49 OK 2nd floor 2W3 22.5 ft 12.00 0.53 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind O= 2.0 +40%for wind I Wind Seismic Length 22.5 ft LF=0.6 vgrid V allow stress ZVwaii Vwall i 0.34 k 0.57 k Height 11.0 ft Roof 10 plf 840 plf 0.01-OK 0.23 k I Vwall j 0.57 k 1.02 k Resisting Dead Load 4th floor 25 plf 1288 plf 0.02-OK 0.57 k Moment j 6.3 k-ft 11.2 k-ft Wall 1 2475 lb 3rd floor 42 plf 1680 plf 0.02-OK 0.93 k Lat T/C I 287 lb 510 lb Uniform I 2363 lb 2nd floor 58 plf 1680 plf 0.03-OK 1.31 k Lat T/C above i 104 lb 207 lb Deadabove 1 2700 lb Compression 391 lb 717 lb Gov'g:0.7 E ASD Seismic C2= 2.0 Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E LF=0.7 v grid v*allow stress ZVwali Pseis grid= CapacltyTension BO BO TDS Roof 20 plf 600 plf 0.03-OK 0.45 k 1.0 Stress - Check: OK 4th floor 45 plf 920 plf 0.05-OK 1.02 k 1.0 3rd floor 61 plf 1200 plf 0.05-OK 1.37 k 1.0 2nd Story Wall Calculations 2nd floor 69 plf 1200 plf 0.06-OK 1.55 k 1.0 Lateral forces at 3rd floor Level Wind I Seismic Length 22.5 ft Dead Load Vwall 0.36 k 0.35 k Height 11.0 ft Wall Height Uniform Trib 1 Vwall 0.93 k 1.37 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment 10.3 k-ft 15.0 k-ft Wall I 2475 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 3.5 ft Lat T/C ( 467 lb 684 lb Uniform I 2363 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 3.5 ft Lat T/C above ( 391 lb 717 lb Deadabove 7538 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 3.5 ft Compression 858 lb 1400 lb Gov'g:0.7 E Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E 120 plf CapacityTension BO BO TDS EVwind= 0.23 k MiliallliMilli Stress -- -- Check: OK EVseis= 0.45 k 44.0 ft 1st Story Wall Calculations 215 plf Lateral forces at 2nd floor Level EVwind= 0.57 k INIMIIIIINIM i WindSeismic Length 22.5 ft EVseis= 1.02 k 34.0 ft Vwall 1 0.38 k 0.18 k Height 12.0 ft I Vwall j 1.31 k 1.55 k Resisting Dead Load 215 plf Moment i 15.7 k-ft 18.6 k-ft Wall 1 2700 lb EVwind= �IMMMI��0.93 k Lat T/C 1 715 lb 845 lb Uniform i 2363 lb EVseis= 1.37 k 23.0 ft Lat T/C above i 858 lb 1400 lb Deadabove 1 12375 lb Compression 1573 lb 2245 lb Gov'g:0.7 E 225 plf Tension 0 lb 0 lb Gov'g:0.6 D+0.7 p E IVwind= 1.31 k ELIMMIIIIMIll CapacltyTension BO BO TDS ZVseis= 1.55 k 12.0 ft Stress -. . Check: OK Loads at Base of Wall Tension 0.9 D+1.0 p E LRFD 0.0 k Compression(lat only) 1.0 E LRFD 3.2 k IIIIIIIII Project#: 17031-0064 Page#: 39 IIIIIIIIDCI Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/5/2018 (-1 9 1 f 41 F S Subject: Shear Wall Design Four Story Shear Wall Design 4th Story Wall Calculations Direction of Loading East-West Lateral forces at Roof Level Grid Line V-K ! Wind Seismic Length 9.5 ft Vwall i 0.61 k 0.37 k Height 10.0 ft Panel: Wood Studs: Wood F Vwall 0.61 k 0.37 k Resisting Dead Load Type: Doug Fir Stud Size: 2x Moment 1 6.1 k-ft 3.7 k-ft Wall 1 950 lb G= 0.5 Fasteners: 0.148"4) Lat T/C I 680 lb 411 lb Uniform E 190 lb Lat T/Cabove 0 lb i 0 lb Deadabove 0 lb Compression 680 lb 411 lb Gov'g:0.6 W Level Wall Type call Hwaii Hwall/Lwau Tension 338 lb 69 lb Gov'g:0.6 D+1.0 W Roof W6 9.5 ft 10.00 1.05 OK CapacltyTension BO BO TDS 4th floor W6 9.5 ft 11.00 1.16 OK Stress -- - Check: OK 3rd floor W6 9.5 ft 11.00 1.16 OK 2nd floor W6 9.5 ft 12.00 1.26 OK 3rd Story Wall Calculations Lateral forces at 4th floor Level ASD Wind 0= 2.0 +40%for wind Wind Seismic Length 9.5 ft LF=0.6 V grid V allow stress ZVwall Vwall 0.92 k 0.45 k Height 11.0 ft Roof 64 plf 434 plf 0.15-OK 0.61 k I Vwall 1.53 k 0.82 k Resisting Dead Load 4th floor 161 plf 434 plf 0.37-OK 1.53 k Moment 16.8 k-ft 9.0 k-ft Wall , 1045 lb 3rd floor 262 plf 434 plf 0.60-OK 2.49 k Lat T/C 1870 lb 1004 lb Uniform 1 1140 lb 2nd floor 368 plf 434 plf 0.85-OK 3.50 k Lat T/C above 680 lb 1 411 lb Deadabove 1140 lb Compression 2549 lb 1415 lb Gov'g:0.6 W ASD Seismic O= 2.0 Tension 1552 lb 417 lb Gov'g:0.6 D+1.0 W LF=0.7 V grid V*allow stress /wall Pseis grid= CapaCltyTension BO BO TDS Roof 39 plf 310 plf 0.13-OK 0.37 k 1.3 Stress -- -- Check: OK 4th floor 86 plf 310 plf 0.28-OK 0.82 k 1.3 3rd floor 116 plf 310 plf 0.37-OK 1.10 k 1.3 2nd Story Wall Calculations 2nd floor 131 plf 310 plf 0.42-OK 1.24 k 1.3 Lateral forces at 3rd floor Level Wind { Seismic Length 9.5 ft Dead Load Vwaii 0.96 k 0.28 k Height 11.0 ft Wall Height Uniform Trib I Vwall 2.49 k 1.10 k Resisting Dead Load Roof 10.0 psf 10.0 ft 20.0 psf 1.0 ft Moment 27.4 k-ft 12.1 k-ft Wall i 1045 lb 4th floor 10.0 psf 11.0 ft 30.0 psf 4.0 ft Lat T/C I 3045 lb 1344 lb Uniform 1140 lb 3rd floor 10.0 psf 11.0 ft 30.0 psf 4.0 ft Lat T/C above ` 2549 lb 1415 lb Deadabove 1 3325 lb 2nd floor 10.0 psf 12.0 ft 30.0 psf 4.0 ft i Compression 5594 lb 2759 lb Gov'g:0.6 W Tension 3941 lb 1106 lb Gov'g:0.6 D+1.0 W 120 plf Capacityiension BO BO TDS /wind= 0.61 k IMIIMMIMMI Stress - -- Check: OK ZVseis= 0.37 k 44.0 ft 1st Story Wall Calculations 230 plf Lateral forces at 2nd floor Level /wind= 1.53 k IIIIIMMIMMI I Wind Seismic Length 9.5 ft ZVseis= 0.82 k 34.0 ft Vwall j 1.01 k 0.15 k Height 12.0 ft I Vwall 3.50 k 1.24 k Resisting Dead Load 230 plf Moment 1 42.0 k-ft 14.9 k-ft Wall r 1140 lb /wind= 2.49 k IMMM=� Lat T/C 4662 lb 1660 lb Uniform 1140 lb ZVseis= 1.10 k 23.Oft Lat T/C above 5594 lb j 2759 lb Deadabove ( 5510 lb Compression 10256 lb 4418 lb Gov'g:0.6 W 240 plf Tension 7919 lb 2081 lb Gov'g:0.6 D+1.0 W /wind= 3.50 k INIMIMMIM CapaCltyTension BO BO TDS ZVseis= 1.24 k 12.0 ft Stress -- -- Check: OK Loads at Base of Wall Tension 0.9 D+1.0 W LRFD 13.6 k Compression(lat only) 1.0 W LRFD 17.1 k 40 Force transfer shear wall along GL A and J 119 "N10 �17 — 4N8 'N5 'N6 P.- `N2 113 WP 1 iN1 `N4 DCI SK-Wall panel 1 PW 72nd Avenue Oct 2, 2018 at 4:30 PM 17031-0064 Force transfer wall GL A and GL J.r... 41 Company : DCI Force transfer shear wall alongGL A and J 2,2018 Designer PW 4:1 4:11 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP1 (In-Plane) GENERAL GEOMETRY MATERIALS Code : AWC NDS-12:ASD Total Height : 12 ft Description Material Size Design Method : FTAO Total Length : 23 ft Top PI DF 2-2X6 Wall Material : DF Wall H/W Ratio : 0.52 Sill DF 2X6 Panel Schedule : User Selected K : 1.00 Wall Stud DF 2X6 Optimize HD : Yes Chord DF 2-2X6 HD Manufacturer: SIMPSON HD Eccentricity : 3 in oil ENVELOPED RESULTS Shear Shear Hold Down Hold Down Chord Chord Stud Stud Shear Panel UC LC Hold Down UC LC UC LC UC LC RS_15/32_10d@60.619 1 (S) Not Req'd NC NC 0.298 1 (S) N/C N/C DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor(2w/h): 0.77 Aspect Ratio Factor : 1.00 Governing H/W Ratio Factor : 0.77 WALL DEFLECTIONS WALL RESULTS: Elastic: : .003 in Governing LC : 1 (Seismic) HD: : 0 in Total Shear : 1.323 k Shear: : .126 in Max Unit Shear : .148 k/ft Total: : .13 in Shear Ratio : .619 SELECTED SHEAR PANEL RS_15/32_10d@6 Panel Grade : RS Nail Size : 10d Num Sides : One Panel Thick : 0.469in Reqd Pen : 1.500in Over Gyp Brd. : No Reqd. Spacing : 6 in Shear Capacity : 0.310 k/ft Adjusted Cap : 0.238 k/ft NOTE: AWC NDS-12 defines a 10d nail as being: 3.0"x 0.1480" common, or 3.0"x 0.122" galvanized box RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 42 Company : DCI Oct 2,2018 Designer : PW 4:11 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP1 Hold-Downs Not Required. CHORDS STUDS Max Comp Force: 3.394 k Required Cap : 0 k Comp Capacity : 11.39 k Provided Cap : 0.00 k Comp Ratio : .298 Ratio : 0 Gov Comp LC : 1 Governing LC : 0 Max Tens Force : 0 k Gov Region : 1 Tens Capacity : 19.734 k Spacing : 24 in Tens Ratio : 0 Gov Tens LC : N/A CROSS SECTION DETAILING Chord Force = 3.393-k(LC2)(C) Chord Force= 3.394-k (LC1)(C) RS_15/32_10d@6 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 2 43 Company : DCI Oct 2,2018 Designer : PW 4:12 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP1 : H1 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 ' ARNING: No header design for load combinations containing seismic or wind categories. FTAO ( , 5 ',-.5.) � t S6HS7 I. I. •I 52 F! ' /61 S3 , ` I`$,, ,_f \\/ S5 ,' ', X58 4 5,s1 1 S4 ,8 1+7: DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal -0.2 2 S2 Upper, Left Horizontal 0.3 2 S3 Upper, Right Horizontal 0.2 1 S4 Bottom, Right Horizontal -0.1 1 S5 Bottom, Left Vertical -1.1 2 S6 Upper, Left Vertical 0.4 2 S7 Upper, Right Vertical -0.2 1 S8 Bottom, Right Vertical -0.3 1 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 0.040 0.800 2 0.088 2.600 3 -0.043 1.400 4 0.106 0.538 5 0.027 0.700 6 0.148 1.300 7 0.060 0.400 8 0.052 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 44 Company : DCI Oct 2,2018 Designer : PW 4:12 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue I WP1 :H2 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6 5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 WARNING: No header design for load combinations containing seismic or wind categories. FTAO s'3 r� C4) r51 S6 R FlS7 * .tom 52 III, ' 53 \>r 0 / \' S5 , S8 _ Fl, S1 III; +: +54— (1) ,--- 8 �f7. ti ti_% DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap (k) Gov LC S1 Bottom, Left Horizontal 0.1 1 S2 Upper, Left Horizontal 0.2 2 S3 Upper, Right Horizontal 0.2 1 S4 Bottom, Right Horizontal----0.2-1— S5 orizontal -0.2 1 S5 Bottom, Left Vertical 0.3 1 86 Upper, Left Vertical - 0.2 1 S7 Upper, Right Vertical 0.4 1 S8 Bottom, Right Vertical -1.3 1 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 0.060 0.400 2 0.148 1.300 3 0.027 0.700 4 0.097 0.538 5 0.020 1.400 6 0.124 2.600 7 0.075 0.800 8 0.081 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 Company : DCI Oct 2,2018 45 Designer : PW 4:18 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP2(In-Plane) GENERAL GEOMETRY MATERIALS Code : AWC NDS-12:ASD Total Height : 10.25 ft Description Material Size Design Method : FTAO Total Length : 23 ft Top PI DF 2-2X6 Wall Material : DF Wall H/W Ratio : 0.45 Sill DF 2X6 Panel Schedule : User Selected K : 1.00 Wall Stud DF 2X6 Optimize Strap : Yes Chord DF 2-2X6 Strap Manuf : SIMPSON ........................ ..... H1 H2 S ENVELOPED RESULTS Shear Shear Chord Strap Chord Strap Chord Chord Stud Stud Shear Panel UC LC Chord Strap UC LC UC LC UC LC RS_15132_10d@60.558 1 (S) Not Req'd Not Req'd Not Req'd 0.147 2 (S) N/C N/C DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor(2w/h): 0.77 Aspect Ratio Factor : 1.00 Governing H/W Ratio Factor : 0.77 WALL DEFLECTIONS WALL RESULTS: Elastic: : .002 in Governing LC : 1 (Seismic) HD: : 0 in Total Shear : 1.113 k Shear: : .097 in Max Unit Shear : .133 k/ft Total: : .099 in Shear Ratio : .558 SELECTED SHEAR PANEL RS_15/32_10d@6 Panel Grade : RS Nail Size : 10d Num Sides : One Panel Thick : 0.469in Reqd Pen : 1.500in Over Gyp Brd. : No Reqd. Spacing : 6 in Shear Capacity : 0.310 k/ft Adjusted Cap : 0138 k/ft NOTE: AWC NDS-12 defines a 10d nail as being: 3.0"x 0.1480" common, or 3.0"x 0.122" galvanized box RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 46 Company : DCI Oct 2,2018 Designer : PW 4:18 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP2 Straps Not Required. CHORDS STUDS Max Comp Force: 2.215 k Required Cap : 0 k Comp Capacity : 15.164 k Provided Cap : 0.00 k Comp Ratio : .146 Ratio : 0 Gov Comp LC : 2 Governing LC : 0 Max Tens Force : 0 k Gov Region : 1 Tens Capacity : 19.734 k Spacing : 24 in Tens Ratio : 0 Gov Tens LC : N/A CROSS SECTION DETAILING Chord Force=2.215-k(LC2)(C) Chord Force =2.214-k (LC1)(C) RS_15/32_10d@6 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 2 47 Company : DCI Oct 2,2018 Designer : PW 4:19 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP2:H1 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 WARNING: No header design for load combinations containing seismic or wind categories. FTAO 0 S6 S7 M IN eir S2 J3 `../ ti,= / / \ SS r S8 COS1 S4 CD DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap(k) Gov LC S1 Bottom, Left Horizontal -0.2 2 S2 Upper, Left Horizontal 0.3 2 S3 Upper, Right Horizontal 0.3 1 S4 Bottom, Right Horizontal -0.2 1 S5 Bottom, Left Vertical -0.7 2 S6 Upper, Left Vertical -0.5 1 S7 Upper, Right Vertical 0.1 1 S8 Bottom, Right Vertical 0.2 2 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 -0.056 0.800 2 0.054 2.600 3 -0.039 0.700 4 0.114 0.269 5 -0.007 0.350 6 0.133 1.300 7 0.010 0.400 8 0.099 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 48 Company : DCI Oct 2,2018 Designer : PW 4:19 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP2: H2 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 WARNING: No header design for load combinations containing seismic or wind categories. FTAO (3) CD S6 S7 { S3 s S5 ,,. S6 S1 1.1 S4 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap(k) Gov LC S1 Bottom, Left Horizontal -0.2 2 S2 Upper, Left Horizontal 0.3 2 S3 Upper, Right Horizontal 0.3 1 S4 Bottom, Right Horizontal -0.2 1 S5 Bottom, Left Vertical -0.2 2 S6 Upper, Left Vertica -0.1 S7 Upper, Right Vertical -0.4 2 S8 Bottom, Right Vertical -0.7 1 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 0.010 0.400 2 0.133 1.300 3 -0.007 0.350 4 0.099 0.269 5 -0.010 0.700 6 0.120 2.600 7 -0.009 0.800 8 0.103 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 Company : DCI Oct 2,2018 49 Designer : PW 4:20 PM Job Number 17031-0064 Checked By: Model Name : 72nd Avenue WP3(In-Plane) GENERAL GEOMETRY MATERIALS Code : AWC NDS-12:ASD Total Height : 10 ft Description Material Size Design Method : FTAO Total Length : 23 ft Top PI DF 2-2X6 Wall Material : DF Wall H/W Ratio : 0.43 Sill DF 2X6 Panel Schedule : User Selected K : 1.00 Wall Stud DF 2X6 Optimize Strap : Yes Chord DF 2-2X6 Strap Manuf : SIMPSON H1 H2 R7 R6 R3 • • ENVELOPED RESULTS Shear Shear Chord Strap Chord Strap Chord Chord Stud Stud Shear Panel UC LC Chord Strap UC LC UC LC UC LC RS_15/32_10d@;0.446 1 (S) Not Req'd Not Req'd Not Req'd 0.080 2 (S) N/C N/C DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor(2w/h): 0.77 Aspect Ratio Factor : 1.00 Governing H/W Ratio Factor : 0.77 WALL DEFLECTIONS WALL RESULTS: Elastic: : .001 in Governing LC : 1 (Seismic) HD: : 0 in Total Shear : .812 k Shear: : .076 in Max Unit Shear : .106 k/ft Total: : .077 in Shear Ratio : .446 SELECTED SHEAR PANEL RS_15132_10d@6 Panel Grade : RS Nail Size : 10d Num Sides : One Panel Thick : 0.469in Reqd Pen : 1.500in Over Gyp Brd. : No Reqd. Spacing : 6 in Shear Capacity : 0.310 k/ft Adjusted Cap : 0.238 k/ft NOTE: AWC NDS-12 defines a 10d nail as being: 3.0"x 0.1480" common, or 3.0"x 0.122" galvanized box RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 50 Company : DCI Oct 2, 2018 Designer : PW 4:20 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP3 Straps Not Required. CHORDS STUDS Max Comp Force: 1.258 k Required Cap : 0 k Comp Capacity : 15.831 k Provided Cap : 0.00 k Comp Ratio : .079 Ratio : 0 Gov Comp LC : 2 Governing LC : 0 Max Tens Force : 0 k Gov Region : 1 Tens Capacity : 19.734 k Spacing : 24 in Tens Ratio : 0 Gov Tens LC : N/A CROSS SECTION DETAILING ....... I <I f Chord Force = 1.258-k (LC2)(C) Chord Force = 1.257-k (LC1)(C) RS_15/32_10d@6 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 2 51 Company : DCI Oct 2,2018 Designer : PW 4:20 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue 1 WP3:H1 I CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 WARNING: No header design for load combinations containing seismic or wind categories. FTAO (3) /4' ,,,-.2.;\, S6 S7 S2 Ist, jig. S3 \\\/, r / {f S5iJ 58 —fir 41 M, 'of S1 r S4 ti . i 1. DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap(k) Gov LC S1 Bottom, Left Horizontal -0.3 2 S2 Upper, Left Horizontal 0.3 2 S3 Upper, Right Horizontal 0.3 1 S4 Bottom, Right Horizontal -0.2 1 S5 Bottom, Left Vertical -0.6 2 S6 Upper, Left Vertical -0.2 1 S7 Upper, Right Vertical 0.0 1 S8 Bottom, Right Vertical 0.0 2 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 -0.068 0.800 2 0.016 2.600 3 -0.037 0.600 4 0.094 0.231 5 -0.019 0.300 6 0.091 1.300 7 -0.017 0.400 8 0.106 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 52 Company : DCI Oct 2,2018 Designer : PW 4:21 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP3: H2 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 WARNING: No header design for load combinations containing seismic or wind categories. FTAO S6 S7 _IL j y f C) J S5SS 1 lei q S4 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap(k) Gov LC S1 Bottom, Left Horizontal -0.2 2 S2 Upper, Left Horizontal 0.3 2 S3 Upper, Right Horizontal 0.3 1 S4 Bottom, Right Horizontal -0-3 .1 S5 Bottom, Left Vertical -0.0 2 S6 Upper, Left Vertical - -0.0 1 S7 Upper, Right Vertical -0.2 2 S8 Bottom, Right Vertical -0.6 1 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 -0.017 0.400 2 0.091 1.300 3 -0.019 0.300 4 0.080 0.231 5 0.008 0.600 6 0.093 2.600 7 -0.008 0.800 8 0.105 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 Company : DCI Oct 2,2018 53 Designer : PW 4:21 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP4(In-Plane) GENERAL GEOMETRY MATERIALS Code : AWC NDS-12:ASD Total Height : 10 ft Description Material Size Design Method : FTAO Total Length : 23 ft Top PI DF 2-2X6 Wall Material : DF Wall H/W Ratio : 0.43 Sill DF 2X6 Panel Schedule : User Selected K : 1.00 Wall Stud DF 2X6 Optimize Strap : Yes Chord DF 2-2X6 Strap Manuf : SIMPSON H1 H2 R7 R1 < R3 ,• •i ENVELOPED RESULTS Shear Shear Chord Strap Chord Strap Chord Chord Stud Stud Shear Panel UC LC Chord Strap UC LC UC LC UC LC RS_15/32_10d@6 0.357 1 (S) Not Req'd Not Req'd Not Req'd 0.028 2 (S) N/C N/C DESIGN DETAILS Shear Stiffness Adjustment Factor : 1.00 Wall Capacity Adjustment Factor(2w/h): 0.77 Aspect Ratio Factor : 1.00 Governing H/W Ratio Factor : 0.77 WALL DEFLECTIONS WALL RESULTS: Elastic: : .001 in Governing LC : 1 (Seismic) HD: : 0 in Total Shear : .406 k Shear: : .061 in Max Unit Shear : .085 k/ft Total: : .062 in Shear Ratio : .357 SELECTED SHEAR PANEL RS_15/32_10d@6 Panel Grade : RS Nail Size : 10d Num Sides : One Panel Thick : 0.469in Reqd Pen : 1.500 in Over Gyp Brd. : No Reqd. Spacing : 6 in Shear Capacity : 0.310 k/ft Adjusted Cap : 0.238 k/ft NOTE: AWC NDS-12 defines a 10d nail as being: 3.0" x 0.1480"common, or 3.0"x 0.122" galvanized box RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 54 Company : DCI Oct 2,2018 Designer : PW 4:21 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP4 Straps Not Required. CHORDS STUDS Max Comp Force: .445 k Required Cap : 0 k Comp Capacity : 15.831 k Provided Cap : 0.00 k Comp Ratio : .028 Ratio : 0 Gov Comp LC : 2 Governing LC : 0 Max Tens Force : 0 k Gov Region : 1 Tens Capacity : 19.734 k Spacing : 24 in Tens Ratio : 0 Gov Tens LC : N/A CROSS SECTION DETAILING Chord Force =0.445-k (LC2)(C) Chord Force = 0.443-k (LC1)(C) RS_15/32_10d@6 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 2 55 Company : DCI Oct 2,2018 Designer : PW 4:21 PM Job Number : 17031-0064 Checked By: Model Name : 72nd Avenue WP4: H1 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 'ARNING: No header design for load combinations containing seismic or wind categories. FTAO 3,; 4� S6 S2 , ,41S337 S3 CO \\>C1/'' __ 'l S5 ,', ` S. S1 I. (•I S4 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap(k) Gov LC S1 Bottom, Left Horizontal -0.2 2 S2 Upper, Left Horizontal 0.4 2 S3 Upper, Right Horizontal 0.3 1 S4 Bottom, Right Horizontal -0.2 1 S5 Bottom, Left Vertical -0.3 2 S6 Upper, Left Vertical 0.1 2 S7 Upper, Right Vertical -0.0 2 S8 Bottom, Right Vertical 0.0 2 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 -0.085 0.800 2 -0.025 2.600 3 -0.012 0.600 4 0.079 0.231 5 -0.040 0.300 6 0.046 1.300 7 -0.035 0.400 8 0.078 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GL A and GL J.r3d] Page 1 56 Company : DCI Oct 2,2018 Designer : PW 4:22 PM Job Number : 17031-0064 , Checked By: Model Name : 72nd Avenue WP4: H2 CRITERIA GEOMETRY MATERIALS Code : AWC NDS-12: ASD Opening Height: 6.5 ft Description Material I Size Wall Type : FTAO Opening Width : 6.5 ft Header DF 2-2X6... h/w ratio : 1 Sill DF 2X6 WARNING: No header design for load combinations containing seismic or wind categories. FTAO ti 56 S7 S2 6l, .'Ill 53 \ ,/� f ' (6) , ___25-K15 S1 14 H S4 ( ; fa, ,. , a.$ 17 DESIGN DETAILS OPENING STRAPS Name Location Direction Req'd Cap(k) Gov LC S1 Bottom, Left Horizontal -0.2 2 S2 Upper, Left Horizontal 0.3 2 S3 Upper, Right Horizontal 0.3 1 S4 -Bottom, Right Horizontal -0.3 1 --- S5 Bottom, Left Vertical -0.0 2 S6 - Upper, Left Vertical 0.0 2 S7 Upper, Right Vertical 0.4 1 S8 Bottom, Right Vertical -0.3 1 ANALYSIS SUMMARY Block# Unit Shear(k/ft) h/w Ratio 1 0.036 0.400 2 -0.046 1.300 3 0.040 0.300 4 -0.066 0.231 5 0.050 0.600 6 0.025 2.600 7 0.079 0.800 8 -0.084 0.308 RISA-3D Version 17.0.0 [J:\...\...\...\...\...\Force transfer wall\Force transfer wall GLA and GL J.r3d] Page 1 +1 Lt cv_1 1 c.. r.,_ ,S /se- )/S- =s� �_ 4154/4/ _ s ,� r ,d, z _ ` s�rr C) QF if(7) Lid L->W<1 4crZ ZA°71 0 4 9 d 5-1/tytsl ;�Z' vsrf/£/•Q `.-,, L14.tLt-IS Vg1 '' co Cr r,, -a' S�Z = (ors c51�zS x 4:0,51. 4= �� = ›e• •K.2 r,r+► S ,-I' ` tyv,C acbi 9Sy. = ��# �i s i g/ / x mss/ 4y - Cr off (71_4. _ Y • ( t)<3, h c..),t)..e2t 1-3tPzl on/ 7 2/7 - �7�/ " -- )( S )7 ryN (Q 'd)-9g/ ,,l7 .- L•or \3[,,•..,s rn ) g sd 67. •L -�,,-✓�- 004x ar lr9 ►w }-,"J l.+d� z /-,74" c.374 =21v� z/cr'?j --) . = OXotiw?Yr// � c.v.)pt0 -Ir <'b•£! „wsi G rc/ Ae N9/s-! \-4(:)-i0,14'cfb' - ? •—tRzi .,c! ioefgnS ajeav1110010.1d 4,0 o- S 1=1 SBuigua •,,.. 1.1101.1,-, •,,.I EflGlfEERS I .C7—(73T--L-. 641 Project Date Subject /Tem G - wf � ` '2 S IGt,.) By �--- co N e-74-3 VA-- D a• c-,/4 $7bitY Font•+- T-0 'X - A1/ 0‘ /2 c-T70,J p - 5-3/ zrL - ( ' 24>`" 37 pr.= L,7 rte, t= . I4, .`, i3`/ (l.x.s P- 7�� Ensi n e�! I 17031- »c.y _... _ - Project Date Subject (•)‘• ,r--..,-- G - z; ,n1/\C4 60.A Ct-tuP�S By Ds y cf) Pi " /Aye k- 164, T _ ti . 1-1I"x1U,,,, 3.0 l i I ---/t c. - ;' Art-)sP.Tz� -iJ /NTD S/i-7°r1Z 4.-7:1.‘_..5 r)'#-+y, N-5 j3n N .� GA,$e cam', 'a- - ��' '�. ii -c,_ `7: Xell = 1,/2P,/- 2b' --------cL/1Lpip x'(2)4 -- 311, Fly '- - ' =`ter'77 f c HL>ci-> Sp % :. k. e-w 60 11 C41) c ' Sheet No. `rote� Date 72nd Apartments 10/2/18 Subject By Bearing wall load take-down 14 ft Trib Along GL B.5 - Critical Interior wall DS Loading N-S Bearing Walls(shear wall with 1-layer plywood) Gravity wall Level Wall height Trib Width Dead Load Live/Snow Self Wt Total DL LL floor SL Wall component PSF 5-R 9.0 ft 18.0 ft 20.0 psf 25.0 psf 10.0 psf 450 plf 0 plf 450 plf 2x4 @ 12"oc 2.3 psf 4-5 9.0 ft 14.0 ft 30.0 psf 40.0 psf 10.0 psf 960 plf 560 plf 450 plf 2 layers 5/8"gyp 5.5 psf 3-4 9.0 ft 14.0 ft 30.0 psf 40.0 psf 10.0 psf 1470 plf 1120 plf 450 plf 1 layers 5/8"ply 2.1 psf 2-3 9.0 ft 14.0 ft 30.0 psf 40.0 psf 10.0 psf 1980 plf 1680 plf 450 plf Reduced LL at podium slab= 1056 plf Total= 9.9 Exterior bearing walls Trib= 15 ft DL= 4 klf DL = 20 psf*15ft + 3*30 psf* 15ft + ((13" Slab/12)*15ft*145 pcf) =4000 plf LL= 2 klf LL= 3*40 psf* 15ft = 1800 plf SL= 0.38 klf SL = 25 psi"`15ft =375 plf These loads were used for the design on retaining wall. 1.11 .161 sumem DCI Sheet No. Fr 1 n t= F Fi ProjectDote 72nd Apartments 10/2/1 Subject By Stud wall design with 14 ft Trib Along GL B.5-Critical Interior wall PW Stud Wall Design, ASD (2012 NDS and 2014 OSSC) Input Data Value Reference Width of Stud 16= 3 (in) By Design Stud Size: 2-2x4 Depth of Stud d= 3.5 (in) By Design Stud Grade: DF-L#2 Effective Height le= 108.1 (in) By Design Spacing: 12 in. Slenderness Ratio 4/d= 30.9 Slenderness Okay Sill Grade: DF-L#2 Allowable Bending Stress Fb= 900 (psi) NDS Supp.Table 4A Modulus of Elasticity for Col.Stability Emia= 580000 (psi) NDS Supp.Table 4A Loads Allowable Compression Perp.to Grain Fe,= 625 (psi) NDS Supp.Table 4A DL= 1980 (plf) Allowable Compression Parallel to Grain F,= 1350 (psi) NDS Supp.Table 4A LL= 1680 (plf) Size Factor(Bending) CF= 1.5 NDS Supp.Table 4A SL= 450 (plf) Size Factor(Compr.Parallel to Grain) CF= 1.15 NDS Supp.Table 4A Wind= 5 (psI) Lumber Type Factor(Col.Stability) c= 0.8 NDS Section 3.7.1 Assembly Tested per AWC DCA3? Repetetive Member Factor Cr.= 1.15 NDS Section 4.3.9 NO Bearing Area Factor Cb= 1.125 NDS Section 3.10.4 FRT Lumber NO Check Vertical Loads Only D D+L D+.75(L+S) Load Duration: Co= 0.', 1 1.15 Actual Stud Axial Load: Past= 1980 3660 3578 ;lbs Maximum Stud Axial Stress: ft= 189349 341 psi Allowable Sill Compressive Stress: Fc.'= 703 703 703 psi Sill Bearing Okay Critical Buckling Design Value: Fa;= 500500 500 psi NDS Section 3.7.1.5 Partly Factored Compressive Stress: F,*= 1397 1553 1 1785 _psi NDS Section 3.7.1.5 Column Stability Factor C„= 0.326 0.297 i 0.261 " Allowable Compressive Stress: F,'= 455 461 467 !psi Vertical Okay Check Vertical +Lateral Loads: D+W D+.75(1.+S+W) CD with allowable increase of 1.33 Co= 1.6 Maximum Stud Axial Stress f,= 189 341 psi Partly Factored Compressive Stress: F,*= 2484 2484 psi Critical Buckling Design Value: FBF= 500 500 psi Column Stability Factor Cp= 0.192 0.192 Allowable Compressive Stress: F,'= 372 372 psi Vertical Okay Maximum Bending Moment: Mmax= 51 38 ft-lb Maximum Bending Stress: fb= 99 75 psi Allowable Bending Stress: F'b= 2484 2484 psi Lateral Okay Combined Stress: f l: f ( l 1 0.321 0.933 Unity Okay IF',) +F'bl1—f,/F.e • 2-2x4 DF-L#2*12 in.o.c.) 62 ED 4c ' Sheet No. wrotec Date 72nd Apartments 10/2/18 Subject By Bearing wall load take-down Typical Interior wall DS Loading N-S Bearing Walls(shear wall with 1-layer plywood) Gravity wall Level Wall height Trib Width Dead Load Live/Snow Self Wt Total DL LL floor SL Wall component PSF 5-R 9.0 ft 18.0 ft 20.0 psf 25.0 psf 10.0 psf 450 plf 0 plf 450 plf 2x4 @ 12"oc 2.3 psf 4-5 9.0 ft 8.0 ft 30.0 psf 40.0 psf 10.0 psf 780 plf 320 plf 450 plf 2 layers 5/8"gyp 5.5 psf 3-4 9.0 ft 8.0 ft 30.0 psf 40.0 psf 10.0 psf 1110 plf 640 plf 450 plf 1 layers 5/8"ply 2.1 psf 2-3 9.0 ft 8.0 ft 30.0 psf 40.0 psf 10.0 psf 1440 plf 960 plf 450 plf Reduced LL at podium slab= 530 plf Total= 9.9 111111111111 IDC Sheet No. 63 eroleflc p I n F R Gi Date 72nd Apartments 10/2/18 Subject By Stud wall design with 8 ft Trib-Typical Interior wall PW Stud Wall Design, ASD (2012 NDS and 2014 OSSC) Input Data Value Reference Width of Stud 1b=3 (in) By Design Stud Size: 2-2x4 Depth of Stud d= 3.5 (in) By Design Stud Grade: DF-L#2 Effective Height le= 108.1 (in) By Design Spacing: 12 in. Slenderness Ratio 4/d= 30.9 Slenderness Okay Sill Grade: DF-L#2 Allowable Bending Stress Fb=900 (psi) NDS Supp.Table 4A Modulus of Elasticity for Col.Stability Erni.= 580000 (psi) NDS Supp.Table 4A Loads Allowable Compression Perp.to Grain Fe.,= 625 (psi) NDS Supp.Table 4A DL= 1440 (plf) Allowable Compression Parallel to Grain Fe= 1350 (psi) NDS Supp.Table 4A LL= 960 (plf) Size Factor(Bending) CF= 1.5 NDS Supp.Table 4A SL= 450 (plf) Size Factor(Compr.Parallel to Grain) CF= 1.15 NDS Supp.Table 4A Wind= 5 (psf) Lumber Type Factor(Col.Stability) c= 0.8 NDS Section 3.7.1 Assembly Tested per AWC DCA3? Repetetive Member Factor Cr= 1.15 NDS Section 4.3.9 NO Bearing Area Factor Cb= 1.125 NDS Section 3.10.4 FRT Lumber NO Check Vertical Loads Only D D+L D+.75(L+S) Load Duration: CD= +.9 1 1.15 • Actual Stud Axial Load: Pfct= 1440 2400 2498 ilbs Maximum Stud Axial Stress: fe= 137 229 238 psi Allowable Sill Compressive Stress: Fr..'= 703 703 703 psi Sill Bearine Okay Critical Buckling Design Value: Fee= 500 500 500 psi NDS Section 3.7.1.5 Partly Factored Compressive Stress: Fe*= 1397 1553 1785 psi NDS Section 3.7.1.5 Column Stability Factor Cp= 0.326 0.297 0.261 " Allowable Compressive Stress: Fe'= 456 461 467 jpsi Vertical Okay Check Vertical +Lateral Loads: D+W D+.75t1.+S+wl CD with allowable increase of 1.33 CD= Maximum Stud Axial Stress fe= 137 238 psi Partly Factored Compressive Stress: Fe*= 2484 2484 psi Critical Buckling Design Value: Fa= 500 500 psi Column Stability Factor Cp= 0.192 0.192 _ Allowable Compressive Stress: Fe'= 372 372 —psi Vertical Okay Maximum Bending Moment: Mm.„= 51 38 ft-lb Maximum Bending Stress: fb=.-.._..._99 75 psi Allowable Bending Stress: F'b= 2484 2484 psi Lateral Okay Combined Stress: (f� l' fp i 10.191 0.466 Unity Okay \t'',/ +F''n1—ff/Fel 2-2x4 DF-L#2(a,12 in.o.c. 64 I Sheet No. 1 1-1 trro Date �ec� 72nd Apartments 10/2/18 Subject BY Bearing wall load take-down-Typical Exterior wall-Critical PW Loading N-S Bearing Walls(shear wall with 1-layer plywood) Gravity wall Level Wall hei ht Trib Width Dead Load Live/Snow Self Wt Total DL LL floor SL Wall component PSF 5-R • 0 ft 6.0 ft 18.0 psf 25.0 psf 10.0 psf 198 plf 0 plf 150 plf 2x6 @ 12"oc 2.3 psf 4-5 9.0 ft 6.0 ft 30.0 psf 40.0 psf 10.0 psf 468 plf 240 plf 150 plf 2 layers 5/8"gyp 5.5 psf 3-4 9.0 ft 6.0 ft 30.0 psf 40.0 psf 10.0 psf 738p1f 480 plf 150 plf 1 layers 5/8"ply 2.1 psf 2-3 9.0 ft 6.0 ft 30.0 psf 40.0 psf 10.0 psf 1008 plf 720 plf 150 plf Reduced LL at podium slab= 398 plf Total= 9.9 Sheet No. 65 DCI r, I I-1 F t= R s Project Date 72nd Apartments 10/2/18 Subject By Stud wall design with-Typical Exterior wall-Critical PW Stud Wall Design, ASD (2012 NDS and 2014 OSSC) Input Data Value Reference Width of Stud 16= 1.5 (in) By Design Stud Size: 2x6 Depth of Stud d= 5.5 (in) By Design Stud Grade: DF-L#2 Effective Height 4= 110.5 (in) By Design Spacing: 16 in. Slenderness Ratio le/d=20.1 Slenderness Okay Sill Grade: DF-L#2 Allowable Bending Stress Fb=900 (psi) NDS Supp.Table 4A Modulus of Elasticity for Col.Stability Emin= 580000 (psi) NDS Supp.Table 4A Loads Allowable Compression Perp.to Grain Fe,.= 625 (psi) NDS Supp.Table 4A DL= 1008 (plf) Allowable Compression Parallel to Grain Fe= 1350 (psi) NDS Supp.Table 4A LL= 720 (p10 Size Factor(Bending) CF= 1.3 NDS Supp.Table 4A SL= 150 (plf) Size Factor(Compr.Parallel to Grain) CF= 1.1 NDS Supp.Table 4A Wind= 5 (psf) Lumber Type Factor(Col.Stability) c= 0.8 NDS Section 3.7.1 Assembly Tested per AWC DCA3? Repetetive Member Factor Cr.= 1.15 NDS Section 4.3.9 NO Bearing Area Factor Cb= 1.25 NDS Section 3.10.4 FRT Lumber NO Check Vertical Loads Only D D+L D+.75(L+S) Load Duration: CD= 1 1.15 Actual Stud Axial Load: Piet= 1344 2304 2214 lbs Maximum Stud Axial Stress: fe= 163 279 268 psi Allowable Sill Compressive Stress: Fe.'= 781 781 781 psi Sill Bearin¢Okay Critical Buckling Design Value: FeE= 1181 1181 1181 psi NDS Section 3.7.1.5 Partly Factored Compressive Stress: Fe*= 1337 1485 1708 psi NDS Section 3.7.1.5 Column Stability Factor C,= 0.647 0.607 0.554 .. Allowable Compressive Stress: Fe'= 864 902 946 ,psi Vertical Okay Check Vertical +Lateral Loads: D+W D+.75(1,+S+W) CD with allowable increase of 1.33 CD= 1. Maximum Stud Axial Stress fe= 163 268 psi Partly Factored Compressive Stress: Fe*= 2376 2376 psi Critical Buckling Design Value: FeE= 1181 1181 psi Column Stability Factor Cr,= 0.432 0.432 Allowable Compressive Stress: Fe'_ .800 800 psi Vertical Okay Maximum Bending Moment: Mm,x= 71 53 ft-lb Maximum Bending Stress: fb= 112 84 psi Allowable Bending Stress: F'b= 2153 2153 psi Lateral Okay Combined Stress: (f l f (1 —fc/Fa 1 l0.102 0.163 Unity Okay (F', +Fbel 2x6 DF-L#2 j 16 in.o.c. 66 1111111 Project#: 17031-0064 Page#: . DC1 Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 10/2/2018 ER Fl C5 I i l ;:. E F ( c-n, Subject: Seismic Load Determination I.Seismic Ground Motion Values: LAT = Site Latitude: = 45.425 LONG = Site Longitude: = 122.766 SS = MCE Spectral Accel @ 0.2 Sec: = 0.981 per Geotech or USGS Mapped Value(Site Class B) Si = MCE Spectral Accel @ 1.0 Sec: = 0.424 per Geotech or USGS Mapped Value(Site Class B) SITE = Site Class:(Default is D) = D per Geotech or ASCE 7-Table 20.3-1 Fa = Spectral Accel @ 0.2 Sec for Site = 1.108 ASCE 7-Table 11.4-1 Fv = Spectral Accel @ 1.0 Sec for Site = 1.576 ASCE 7-Table 11.4-2 SMs = MCE Spectral Resp(Short Period) = 1.087 =Fa Ss ASCE 7-Eqn 11.4-1 SM1 = MCE Spectral Resp(Long Period) = 0.668 =F„S1 ASCE 7-Eqn 11.4-2 SDs = Design Spectral Accel @ 0.2 Sec = 0.724 =2/3 SMs ASCE 7-Eqn 11.4-3 SD1 = Design Spectral Accel @ 1.0 Sec = 0.445 =2/3 SM1 ASCE 7-Eqn 11.4-4 II. Design Response Spectrum Periods: To = Period,0.2*SDl/Sos = 0.123 sec =0.2 Sol/Sos ASCE 7-Sec 11.4.5 Ts = Period,Sol/Sos = 0.615 sec =So1/Sos ASCE 7-Sec 11.4.5 Ti_ = Long Period,Transition Period = 16.0 sec ASCE 7-Figs 22-12 through 22-16 . Ct = Factor for Approximate Period = 0.020 Table 12.8-2-ASCE 7,pg 129 x = Exp.Parameter for Approximate Period = 0.750 Moment Frame: None h = Height of Building(=Mean Roof Ht) = I 46.0 ft Ta = Period,(approx):T=Ct(hn)" = 0.353 sec Eqn 12.8-7 Cu = Coeff for Upper Limit on Calc'd Period = 1.40 Table 12.8-1-ASCE 7 Tmax = Max Fundamental Period,Ta*Cu = 0.495 sec Eqn 12.8-7 III. Building Importance(IBC 1604&ASCE 7-10 Table 11.5.1): Risk Category = II ASCE 7-Table 1.5-1 Building Classification = Typical Building lE = Seismic Importance Factor: = 1.00 ASCE 7-Table 1.5-2 IV.Structural System (Table 12.2.1-ASCE 7-10): SDC = Seismic Design Catagory: = D ASCE 7-Tables 11.6-1&11.6-2 BBS = Basic Building System: = Bearing Wall Systems SFRS = Seismic Force Resisting System: = Special reinforced concrete shear walls R = Response Modification Coefficient: = 5.00 no = System Overstrength Factor: = 2.50 **can be reduced by%in flexible diaphragms but shall not be<2** Cd = Deflection Amplification Factor: = 5.00 **Reference ASCE 7-10 Section 12.2.5.4 for increased Height Limitations:(ft) = 160* building height allowance** V.Calculation of the Seismic Response Coeff(ASCE 7-10 Cs 1 = SDs/(R/I)= = 0.145 W <-- Eqn 12.8-2(short period Cutoff) Cs 2a = if T<_TE,then 5D1/T(R/I)= = 0.252 W Eqn 12.8-3(long period) Cs 2b = if T > TL,then SD1.Tt/T2(R/I)= = -n/a- Eqn 12.8-4(very long period) Cs 3 = 0.044*SDs*I >_0.01 = 0.032 W Eqn 12.8-5(minimum) Cs 4 = if Si>0.6g then 0.50*S 1/(R/I)= = -n/a- Eqn 12.8-6(soft site minimum) 0.20 V = Cs W=(Eqn 12.8.1) = 0.145 W = 0.15 - cc SEISMIC BASE SHEAR COEFFICIENT 010 - 0.353sec' v, 0.145 w 13 0.05 - •i' 0.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 Period:T(sec) - Project#: 17031-0064 Page#: 67 IIM1111111111111111.1 DC11 Proj.Name: 72nd Avenue Apartments Engineer: PW Date: 8/13/2018 E ( 1 G I f-1 R S Subject:Seismic Distribution at Concrete shear walls w l)%) tiL9ht c^J 171E (lUILO iN& --* (tee c PGDe. _. _ to 2- 12.1 t i t-,, 4-ov F - s t 454 1` i) tS } Ikv2l .-- !3 p1 SlutT3. -v. I U^ x j Z4r7c � ¢�F tcir''S . - 1 6 91.. . 6 ` ItiP3. }vTAL LOT-. _ @4S4. + t€ g3. 1. C ; 4 . 145 tci^J V s C . c.� - .. .1 4S X 3t 4 DCI Engineers Project No:18031-0178 68 Project Name:Lloyd Center Demo Engineer:PW Torsional Analysis of Rigid Diaphragm Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Torsional analysis PC 1 General Information Calculations per IBC 2015,CBC 2016,ASCE 7-1 Applied Lateral Force 457.0 k Center of Shear Application: Additional Orthogonal Force k Distance from"X"datum point 42.0 ft Distance from"Y"datum point 62.0 ft Maximum Load Used for Analysis: 457.0 k Accidental Torsion values per ASCE 7-0512.8.4.2 Note: This load is the vector resolved from the above Ecc.as%of Maximum Dimension 5.00 % two entries and will be applied to the system of elements at angular increments. Maximum Dimensions: Along"X"Axis 84.0 ft Load Orientation Angular Increment 90.0 deg Along"Y"Axis 124.0 ft Load Location Angular Increment 5.0 deg Center of Rigidity Location (calculated)... "X"dist.from Datum 68.594 ft "Y"dist.from Datum 50.238 ft Accidental Eccentricity+/-from"X"Coord.of Load Application: 4.20 ft Accidental Eccentricity+/-from"Y"Coord.of Load Application: 6.20 ft Wall Information Label: X1 X Wall C.G.Location 72.58 ft Length 20 ft Y Wall C.G.Location 0.5 ft Height 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 0 deg Thickness 12 in Along Wall"y"Dir 7.8000E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 7.2600E-003 in E-Shear 1 Mpsi Label: X2 X Wall C.G.Location 31.42 ft Length 10 ft Y Wall C.G.Location 20.17 ft Height 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 0 deg Thickness 10 in " Along Wall"y"Dir 3.1680E-004 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 2.5027E-002 in E-Shear 1 Mpsi Label: X3 X Wall C.G.Location 72 ft Length 18 ft Y Wall C.G.Location 116 ft Height 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 0 deg Thickness 12 in Along Wall"y"Dir 9.1358E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 8.0667E-003 in E-Shear 1 Mpsi Label: Y1 X Wall C.G.Location 81.75 ft Length 116 ft Y Wall C.G.Location 58 ft Height 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 90 deg Thickness 12 in Along Wall"y"Dir 1.0437E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 1.2517E-003 in E-Shear 1 Mpsi Label: Y2 X Wall C.G.Location 22.09 ft Length 27.75 ft Y Wall C.G.Location 58.09 ft Height 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 90 deg Thickness 10 in Along Wall"y"Dir 5.9978E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 9.0188E-003 in E-Shear 1 Mpsi Label: Y3 X Wall C.G.Location 39.75 ft Length 27.92 ft Y Wall C.G.Location 101.25 ft Height 12 ft Wall Deflections(Stiffness)for 1.0 kip load: Wall Angle CCW 90 deg Thickness 10 in Along Wall"y"Dir 5.9516E-005 in Wall Fixity Fix-Fix E-Bending 1 Mpsi Along Wall"x"Dir 8.9639E-003 in E-Shear 1 Mpsi ANALYSIS SUMMARY Maximum shear forces applied to resisting elements.Eccentricity with respect to Center of Rigidity Max Shear along Member Local"y-y"Axis Max Shear along Member Local"x-x"Axis Resisting Element Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) Load Angle X-Ecc(ft) Y-Ecc(ft) Shear Force (k) X1 0 30.79 11.76 209.666 90 30.79 11.76 0.538 X2 0 30.79 11.76 51.622 90 26.23 17.94 0.260 X3 0 26.59 17.96 218.683 90 30.79 11.76 0.477 Y1 90 30.79 11.76 456.994 0 26.59 17.96 13.407 Y2 90 26.23 17.94 121.198 0 26.59 17.96 1.861 Y3 90 26.23 17.94 98.259 0 26.59 17.96 2.138 DCI Engineers Project No:18031-0178 69 Project Name:Lloyd Center Demo Engineer:PW Torsional Analysis of Rigid Diaphragm Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Torsional analysis PC 1 Layout of Resisting Elements Legend: Defined Wall X Datum Center of Rigidity Center of Mass CID Accidental eccentricity application boundary X3 Y3 (1) Y2 Y1 X2 X1 DCI Engineers Project No:18031-0178 70 Project Name:Lloyd Center Demo Engineer:PW Torsional Analysis of Rigid Diaphragm Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Torsional analysis PC 1 Analysis Notes This program is designed to distribute an applied shear load to a set of resisting elements. Each resisting element data entry specifies a deflection along a"major"and"minor"axis due to a 1,000 lb load.Each resisting element may be entered as a wall or a column (whereby the deflection is calculated),or as a generic resisting element with specified deflection.The deflections define the stiffness of each resisting element. Each resisting element is defined at an(X,V)location from a datum the user has previously defined.A counter-clockwise rotation of the element can be entered with respect to a traditional"+X"axis line. A main"shear"load and an optional orthogonal shear load are specified for distribution to the system of resisting elements.In addition the maximum orthogonal dimensions of the structure and minimum accidental eccentricity percentage are specified. From the entered loads the program calculates resultant force vectors for each angular orientation that is requested.The force is applied to the resisting elements in angular increments to generate a series of resulting direct and torsional shear loads on each element.This application of force is then repeated at angular intervals along an elliptical path defined by the minimum accidental eccentricity. The end result is a table of direct shear and torsional shear values for each element from the iterated angles of load application and accidental eccentricity.These values are then searched to find the maximum major and minor axis shears applied to each resisting element. coci - Project#: 17031-0064 Page#: 71 Proj.Name: 72nd Avenue Engineer: PW Date: 10/2/2018 e (-1 C-r 1 n S E FR S Subject: Straight Wall Design mom t 1 r r maw I V\11111111111/A1 1 111111111•1111111111 V I --.11111111111A .1 I�ININIIIIIIIIMEMIMW Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier ID: X1 Level: 1 (For wall design below this level) Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 20 ft E5= 29000 ksi °compr= 0.65 Design Wall Height Hw= 12 ft fy horiz= 60 ksi °tension= 0.90 Story Height hw= 12 ft fyVert= 60 ksi °shear= 0.60 Wall Thickness tw= 12 in fybound= 60 ksi Compressive Strength f',= 4000 psi Ec= 3834 ksi =w,"5 33 if, Lightweight Modifier A= 1.0 Ecu= 0.003-/- Concrete Density w,= 150 pcf (31= 0.85 Loads Self Dead Live Snow Load Combinations P„ M„ Gravity Axial 36.0 k 80.0 k 40.0 k 8.0 k 1. 1.4 D 162.4 k 0 k-ft Gravity Moment 0k-ft 0k-ft 0 k-ft 0 k-ft 2. 1.213+1.6 L+0.5 S 207.2 k 0 k-ft Wind Quake 3. 1.213+0.5L+1.6S 172.0k 0k-ft Lateral Axial SOS= 0.718 g 4. 1.2 D+1.0 W+0.5 L+0.5 S 163.2 k 0k-ft Lateral Shear 210.0k SDC= D 5. 1.34 D*+1.0 p E+0.5 L+0.2 S 177.5 k 2520 k-ft Lateral Moment 2520.0 k p5P15= 1.0 6. 0.9 D+1.0 W 104.4 k 0 k-ft R,e,,= 5.0(brg wall) 7. 0.76 D*+1.0 p E 87.7 k 2520 k-ft Live: <_100 psf *denotes±0.2 Sos included Reinforcing #of Layers Size Spacing 8,000 Boundary (2)barsx (2) #5 12"OC 7000 Typical Vertical (2) #5 12"OC Typical Horizontal (2) #5 12"OC 6,000 IL 5,000 - - Minimum Reinforcing Vertical Horizontal Total 4,000 Sec 21.0.2.1 OK OK OK a 6 3,000 Boundary Element BE Length: 0.00" OK 2,000 Untied 1,000 0 41- 0 5,000 10,000 15,000 20,000 25,000 CD Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*Seiastic= 1.34" Governing combo 7. 0.76 D*+1.0 p E Depth of neutral axis(LC 5.) c= 23.54" Axial load Pu= 87.7 k Depth limit Lw/(600 Cd 6„/Hy,)= 42.99" Moment capcity °Mn= 7297 k-ft Special Boundaries are NOT required 0.35 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0043 Applied Shear Vu=Pvseis= 210.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Acv= 2880 in2 No Boundaries Required Shear stress V,,/CD Are 1If',= 1.92 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.60 (Ash)x-dir: 13.63" 0.49 in2 -- OK Worst case wall segment H/L= (Ash)y-dir: 9.00" 0.32 in2 -- OK Shape coefficient a,= 3.00 Tie spacing: sn,a,= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear °V, + °V, = °V, BE Height HBE min= -- 0.0 ft OK 327.9 k + 446.4 k = 774.3 k Horizontal Termination: Standard Hooks or U-Stirrups 0.27 OK End condition design is SUFFICIENT - Project#: 17031-0064 Page#: . Dci Proj.Name: 72nd Avenue Engineer: PW Date: 10/2/201872 f.= I__1 (a, 1 1 1 i-.-.. f Fi c-n Subject: Straight Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD1 Reference:ACI 318-11 Pier ID: X2 Level: 1 (For wall design below this level) Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 10 ft E,= 29000 ksi Dcompr= 0.65 Design Wall Height Hw= 12 ft fy horiz= 60 ksi 2tension= 0.90 Story Height hw= 12 ft fy Vert= 60 ksi mshear= 0.60 Wall Thickness tw= 10 in fybound= 60 ksi Compressive Strength f'c= 4000 psi Ec= 3834 ksi =wc1.5 33 lifc Lightweight Modifier X= 1.0 Ecu= 0.003-/- Concrete Density w,= 150 pcf 61= 0.85 Loads Self Dead Live Snow Load Combinations P„ Mu Gravity Axial 15.0 k 156.0 k 57.0 k 12.0 k 1. 1.4 0 239.4 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 S 302.4 k 0 k-ft Wind Quake 3. 1.20+0.5L+1.6S 252.9 k 0 k-ft Lateral Axial SDS= 0.718 g 4. 1.20+1.0W+0.5L+0.55 239.7 k 0 k-ft Lateral Shear 52.0k SDC= D 5. 1.34 0*+1.0 p E+0.5 1+0.2 S 260.7 k 624 k-ft Lateral Moment 624.0 k p5P15= 1.0 6. 0.9 D+1.0 W 153.9 k 0 k-ft R,e;,= 5.0(brg wall) 7. 0.76 D'+1.0 p E 129.3 k 624 k-ft Live: 5 100 psf *denotes±0.2 Sus included Reinforcing #of Layers Size Spacing 3,500 -- - -- Boundary (2)bars x (2) #5 12"OC 3,000Typical Vertical (2) #5 12' OC Typical Horizontal (2) #5 12"OC 2,500 N : 2,000 Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK OK OK a`1,500 e 1,000 Boundary Element BE Length: 0.00" OK Untied 500 04 2 0 1,000 2,000 3,000 4,000 5,000 CD Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*belestic= 1.34" Governing combo 7. 0.76 D*+1.0 p E Depth of neutral axis(LC 5.) c= 19.28" Axial load Pu= 129.3 k Depth limit Lu,/(600 Cd tine/HH,)= 21.49" Moment capcity m Mn= 2221 k-ft Special Boundaries are NOT required 0.28 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0052 Applied Shear Vu=pvseis= 52.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Ac„= 1200 in2 No Boundaries Required Shear stress Vu/CP Ate,'fc= 1.14 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/L,,= 1.20 (Ash)x-dir: 13.63" 0.49 in2 -- OK Worst case wall segment H/L= (Ash)Y-dir: 7.00" 0.25 in2 -- OK Shape coefficient a,= 3.00 Tie spacing: s,„,,= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear m Vc + co V, = m Vu BE Height HBE min= -- 0.0 ft OK 136.6 k + 223.2 k = 359.8 k Horizontal Termination: No hooks or development required 0.14 OK End condition design is SUFFICIENT I■� 73 - Project#: 17031-0064 Page#: Dci Proj.Name: 72nd Avenue Engineer: PW Date: 10/2/2018 C l G I f-1 E R S Subject: Straight Wall Design I'41w- UMW -",11 MIR 111111111!t /11111111111111 1 '1111111111111111 IIIIIIIII1\\ WNW'\ I ■1111111111111111111111111 Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier ID: X3 Level: 1 (For wall design below this level) Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 18 ft Es= 29000 ksi CDcompr= 0.65 Design Wall Height Hw= 12 ft fy horiz= 60 ksi intension= 0.90 Story Height hw= 12 ft fyyell= 60 ksi Cpshear= 0.60 Wall Thickness tw= 12 in fybound= 60 ksi Compressive Strength f'c= 4000 psi E,= 3834 ksi =wc15 33 ifc Lightweight Modifier A= 1.0 ecu= 0.003-/- Concrete Density we= 150 pcf Rl= 0.85 Loads Self Dead Live Snow Load Combinations Pu Mu Gravity Axial 32.4 k 173.0 k 86.5 k 17.3 k 1. 1.4 D 287.6 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 S 393.5 k 0 k-ft Wind Quake 3. 1.2 D+0.5 L+1.6 S 317.4 k 0 k-ft Lateral Axial Sps= 0.718 g 4. 1.2 D+1.0 W+0.5 L+0.5 s 298.4 k 0 k-ft Lateral Shear 219.0 k SDC= D 5. 1.34 D*+1.0 p E+0.5 L+0.2 S 322.7 k 2628 k-ft Lateral Moment 2628.0 k PSP1,= 1.0 6. 0.9 D+1.0 W 184.9 k 0 k-ft R,,,,= 5.0(brg wall) 7. 0.76 D*+1.0 p E 155.4 k 2628 k-ft Live: <_100 psf *denotes±0.2 So,included Reinforcing #of Layers Size Spacing 7,000 Boundary (2)bars x (2) #5 12"OC Typical Vertical (2) #5 12"OC 6,000 =- - -- Typical Horizontal (2) #5 12"OC 5,000 N cL Lq 4,000 Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK OK OK n. 3,000 8 2,000 Boundary Element BE Length: 0.00" OK Untied 1,000 0 I * ......--> , 0 5,000 10,000 15,000 20,000 CM„(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*seiastic= 1.34" Governing combo 7. 0.76 D*+1.0 p E Depth of neutral axis(LC 5.) c= 25.62" Axial load Pu= 155.4 k Depth limit Lw/(600 Cd one/Hw)= 38.69" Moment capcity CD Mn= 6512 k-ft Special Boundaries are NOT required 0.40 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcingratio PBE= 0.0043 Applied Shear Vu=Pyseis= 219.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Ac„= 2592 ire No Boundaries Required Shear stress Vu/CD Acv Air,= 2.23 Shear stress limit 8.00 OK Summary of Boundary Element Checks b,length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.67 (Ash)x-dir: 13.63" 0.49 in2 -- OK Worst case wall segment H/L= (Ash)5.dl,: 9.00" 0.32 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: sma,,= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear C V, + Cl)Vs = C Vr, BE Height HBE min= -- 0.0 ft OK 295.1 k + 401.8 k = 696.8 k Horizontal Termination: Standard Hooks or U-Stirrups 0.31 OK End condition design is SUFFICIENT 74 iim Project#: 17031-0064 Page#: . DC1 Proj.Name: 72nd Avenue i._1 i zi I r 1 4 t F--. r_-.; Engineer: PW Date: 10/2/2018 Subject: Straight Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFDI Reference:ACI 318-11 Pier ID: Y1 Level: 1 (For wall design below this level) Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 40 ft Es= 29000 ksi cDcompr= 0.65 Design Wall Height Hw= 12 ft fyhoriz= 60 ksi intension= 0.90 Story Height hw,= 12 ft fyVert= 60 ksi (1)hear= 0.60 Wall Thickness tw= 12 in fy bound= 60 ksi Compressive Strength f'c= 4000 psi E0= 3834 ksi =w,1.5 33 4', Lightweight Modifier X= 1.0 ecu= 0.003-/- Concrete Density we= 150 pcf Pi= 0.85 Loads Self Dead Live Snow Load Combinations P„ M„ Gravity Axial 72.0 k 163.0 k 40.0 k 8.0 k 1. 1.4 D 329.0 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 S 350.0 k 0 k-ft Wind Quake 3. 1.20+0.5L+1.6S 314.8 k 0 k-ft Lateral Axial SDs= 0.718 g 4. 1.20+1.0W+0.5L+0.5S 306.0k 0k-ft Lateral Shear 457.0k SDC= D 5, 1.34 0*+1.0 p E+0.5 L+0.2 S 337.3 k 5484 k-ft Lateral Moment 5484.0 k p5e,,= 1.0 6. 0.9 D+1.0 W 211.5 k 0 k-ft RS,,,= 5.0(brg wall) 7. 0.76 D*+1.0 p E 177.8 k 5484 k-ft Live: 5 100 psf *denotes±0.2 Sus included Reinforcing #of Layers Size Spacing 16,000 - Boundary (2)bars x (2) #6 12"OC 14,000 Typical Vertical (2) #6 12"OC 12,000 . Typical Horizontal (2) #6 12"OC 8. 10,000 - ---- - - - Minimum Reinforcing Vertical Horizontal Total - 8,000 Sec 21.0.2.1 OK OK OK 9 6,000 Boundary Element BE Length: 0.00" OK 4,000 Untied 2,000 0 & I 0 20,000 40,000 60,000 80,000 100,000 0 Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*Eieiastic= 1.34" Governing combo 7. 0.76 D*+1.0 p E Depth of neutral axis(LC 5.) c= 58.03" Axial load Pu= 177.8 k Depth limit Lw/(600 Cd Eine/Hw)= 85.97" Moment capcity CD Mn= 38246 k-ft Special Boundaries are NOT required 0.14 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec 21.9.41 BE reinforcing ratio PBE= 0.0061 Applied Shear Vu=Pvseis= 457.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area Acv= 5760 in2 No Boundaries Required Shear stress Vu/CD A0„lifc= 2.09 Shear stress limit 8.00 OK Summary of Boundary Element Checks b0 length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.30 (Ash)x-dir: 13.75" 0.50 in2 -- OK Worst case wall segment H/L= (Ash)y-d„: 9.00" 0.32 in2 -- OK Shape coefficient ac= 3.00 Tie spacing: sn,ax= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear CD Vc + CD Vs = CD Vn BE Height HBE min= -- 0.0 ft OK 655.7 k + 1267.2 k = 1922.9 k Horizontal Termination: Standard Hooks or U-Stirrups 0.24 OK End condition design is SUFFICIENT Ali 75 11111111111111•1111111 DCI Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Engineer: PW Date: 10/2/2018 E f t G I n e E Ft S Subject: Straight Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier ID: Y2 Level: 1 (For wall design below this level) Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 27.75 ft E5= 29000 ksi 0uOrnpr= 0.65 Design Wall Height Hw= 12 ft fyboth= 60 ksi intension= 0.90 Story Height hw= 12 ft fy vert= 60 ksi (0shear= 0.60 Wall Thickness tw= 10 in fy bound= 60 ksi Compressive Strength f'0= 4000 psi E,= 3834 ksi =wr1 s 33 4f Lightweight Modifier A= 1.0 Ecu= 0.003-/- Concrete Density w,= 150 pcf Pi= 0.85 Loads Self Dead Live Snow Load Combinations P„ M„ Gravity Axial 41.6 k 171.0 k 57.0 k 12.0 k 1. 1.40 297.7 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 S 352.4 k 0 k-ft Wind Quake 3. 1.20+0.51+1.65 302.9 k 0 k-ft Lateral Axial SDs= 0.718 g 4. 1.20+1.0W+0.5L+0.5S 289.7 k 0k-ft Lateral Shear 122.0 k SDC= D 5. 1.34 D*+1.0 p E+0.5 L+0.2 S 316.6 k 1464 k-ft Lateral Moment 1464.0 k PO = 1.0 6. 0.9 D+1.0 W 191.4 k 0 k-ft Rse;s= 5.0(brg wall) 7. 0.76 D*+1.0 p E 160.8 k 1464 k-ft Live: <_100 psf *denotes±0.2 SD,included Reinforcing #of Layers Size Spacing 9,000 Boundary (2)barsx (2) #5 12"OC 8,000 - Typical Vertical (2) #5 12"OC 7,000 -- - Typical Horizontal (2) #5 12"OC N 6,000 o. Lq 5,000 Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK OK OK a`4,000 9 3,000 Boundary Element BE Length: 0.00" OK 2,000 Untied 1,000 0 4 0 10,000 20,000 30,000 40,000 mMn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.51 Max displacement Cd*6elastic= 1.34" Governing combo 7. 0.76 D*+1.0 p E Depth of neutral axis(LC 5.) c= 40.16" Axial load Pu= 160.8 k Depth limit Lw/(600 Cd i5ne/Hw)= 59.64" Moment capcity m Mn= 14225 k-ft Special Boundaries are NOT required 0.10 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec21.9.41 BE reinforcing ratio PeE= 0.0052 Applied Shear Vu=PVse,,= 122.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A,"= 3330 in2 No Boundaries Required Shear stress Vu/c A,u'\If,= 0.97 Shear stress limit 8.00 OK Summary of Boundary Element Checks b,length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.43 (Ash)x-d,r: 13.63" 0.49 in2 -- OK Worst case wall segment H/L= 5.33 (Ash)y-dir• 7.00" 0.25 in2 -- OK Shape coefficient a,= 2.00 Tie spacing: smax= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear m V, + m V, = 0 Vn BE Height HBE min= -- 0.0 ft OK 252.7 k + 619.4 k = 872.1 k Horizontal Termination: No hooks or development required 0.14 OK End condition design is SUFFICIENT 76 Project#: 17031-0064 Page#: .... DCI Proj.Name: 72nd Avenue Engineer: PW Date: 10/2/2018 e r.l C5 1 n E E- f Subject:Straight Wall Design Concrete In-Plane Shear Wall Design-Stength Design(LRFD) Reference:ACI 318-11 Pier ID: V3 Level: 1 (For wall design below this level) Wall Properties Safety Reduction Factors: Wall Length(overturning) Lw= 27.92 ft E,= 29000 ksi mcomPr= 0.65 Design Wall Height Hw= 12 ft fy hori,= 60 ksi CDtension= 0.90 Story Height hw= 12 ft fy Vert= 60 ksi mshear= 0.60 Wall Thickness tw= 10 in fy bound= 60 ksi Compressive Strength f'c= 4000 psi Ec= 3834 ksi =wc's 33 Vfc Lightweight Modifier X= 1.0 Ecu= 0.003-/- Concrete Density we= 150 pcf 131= 0.85 Loads Self Dead Live Snow Load Combinations Pu Mu Gravity Axial 41.9 k 208.0 k 41.0 k 15.0 k 1. 1.4 D 349.8 k 0 k-ft Gravity Moment 0 k-ft 0 k-ft 0 k-ft 0 k-ft 2. 1.2 D+1.6 L+0.5 S 373.0 k 0 k-ft Wind Quake 3. 1.2 D+0.5 L+1.6 S 344.4 k 0 k-ft Lateral Axial Sps= 0.718 g 4. 1.2 0+1.0 W+0.5 L+0.5 S 327.9 k 0 k-ft Lateral Shear 99.0k SDC= D 5. 1.34 D*+1.0 p E+0.5 L+0.2 S 359.2 k 1188 k-ft Lateral Moment 1188.0 k P,e;,= 1.0 6. 0.9 D+1.0 W 224.9 k 0 k-ft Rye;,= 5.0(brg wall) 7. 0.76 0*+1.0 p E 189.0 k 1188 k-ft Live: 5 100 psf *denotes±0.2 Spy included Reinforcing #of Layers Size Spacing 9,000 - --- Boundary (2)bars x (2) #5 12"OC 8,000 -- Typical Vertical (2) #5 12"OC 7,000 Typical Horizontal (2) #5 12"OC N 6,000 -- o. M 5,000 Minimum Reinforcing Vertical Horizontal Total Sec 21.0.2.1 OK OK OK a`4,000 e 3,000 Boundary Element BE Length: 0.00" OK 2,000 Untied 1,000 0 " 0 10,000 20,000 30,000 40,000 CD Mn(k-ft) Special Boundary Element Check(sec 21.9.6.21 Flexural Design(sec 21.9.5) Max displacement Cd*°elastic= 1.34" Governing combo 7. 0.76 D*+1.0 p E Depth of neutral axis(LC 5.) c= 41.52" Axial load Pu= 189.0 k Depth limit Lw/(600 Cd one/FL)= 60.01" Moment capcity m Mn= 14640 k-ft Special Boundaries are NOT required 0.08 OK Ordinary Boundary Element Check(sec 21.9.6.51 Shear Design(sec21.9.41 BE reinforcing ratio PeE= 0.0052 Applied Shear Vu=PVse;s= 99.0 k BE reinforcing ratio limit 400/fy= 0.0067 Concrete shear area A.= 3350 int No Boundaries Required Shear stress Vu/cro Acy'Vfc= 0.78 Shear stress limit 8.00 OK Summary of Boundary Element Checks be length Required Provided Checks Height-length ratio(full wall) Hw/Lw= 0.43 (Ash)x-dir: 13.63" 0.49 in2 -- OK Worst case wall segment H/L= (Ash)y-dir: 7.00" 0.25 int -- OK Shape coefficient ac= 3.00 Tie spacing: Sma*= 0.0"OC 0"OC OK BE Length: IBE min= 0.00" 0.00" OK Wall Shear co V, + 0 V, = 0 Vn BE Height HBE min= -- 0.0 ft OK 381.4 k + 623.2 k = 1004.6 k Horizontal Termination: No hooks or development required 0.10 OK End condition design is SUFFICIENT 77 mili Project#: 17031-0064 Page: .. Da _ Project: 72nd Avenue Date: 8/10/2018 n E E F9 S Location: Portland,OR By: PW Snow Loads-ASCE 7-10,Chapter 7 Flat Snow Load Ground Snow Load pg= 20.0 psf Minimum values for low sloped roofs(Sec.7.3.4) Include rain surcharge? 5.0 psf Yes Roof pitch 6: 12 Roof angle 0= 26.6° Terrain Category(Section 6.5.6) B Ridge to eave distance W= 10.0 ft Exposure Category(Sec 7.3.1) Partially Exposed Roof configuration Hip and Gable Exposure Factor(Table 7-2) Ce= 1.0 Minimum flat snow loa pf min= 25.0 psf Thermal Category(Sec 7.3.2) All other structures Jurisdiction minimum 25.0 psf Thermal Factor(Table 7-3) Cf= 1.0 Pf=0.7*Ce Ct IS Pg pf= 14.0 psf Snow+rain-on-snow surcharge 19.0 psf Occupancy Category(Table 1-1) II -All other structures Importance Factor(Table 7-4) IS= 1.0 Design Flat Snow Load(Uniform Case) 25.0 psf Jurisdiction load governs ISloped Snow Load Surface type Typical Surface Roof angle 0= 26.6° Thermal Factor Ct= 1.0 Design Sloped Snow Load 25.0 psf Slope Factor(Figure 7-2) C5= 1.0 Eq.7-2 p5=C5* Pg (Snow Drift on Low Roofs Balanced Snow Load ps= 14.0 psf Snow Density(Eq 7-3) y= 16.6 pcf Ground Snow Load pg= 20.0 psf Balanced Snow Height hb= 0.84 ft Description Height of h I Lower hdhd designPd(drift max pd W(drift he/hb p Roof Step u windward only) width) lu Upper hd leeward (Pd+Pf) Drift at the Lower roof/ 12 ft 0.92 ft 6.0 ft 5.16 ft 1.23 ft 20.4 psf 34.4 psf 4.9 ft 6.11 upper roof step 18 ft 1.23 ft Drift at the Lower roof/ 6.0 ft 5.16 ft 60 ft 1.83 ft 1.83 ft 30.4 psf 44.4 psf 7.3 ft 6.11 upper roof step 30 ft 1.63 ft I 1 __ 78 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: DCI ENGINEERS Criteria 1 Soil Data I tee, Retained Height = 12.00 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 12.00 ft At-rest Heel Pressure = 55.0 psf/ft Top Support Height = 12.00 ft Passive Pressure = 250.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00 FootingllSoil Frictior = 0.420 Height of Soil over Toe = 0.00 in Soil height to ignore for passive pressure = 12.00 in 1 Please see Page no. XXXX for wall load take down on the exterior wall. Thumbnail Surcharge Loads 1 Uniform Lateral Load Applied to Stem 11 Adjacent Footing Load Surcharge Over Heel = 250.0 psfLateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Slidin. &Overturnin• Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Load Type = Wind(W) Footing Type Line Load (Strength Level) Base Above/Below Soil Axial Dead Load = 4,000.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 2,000.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 184.8 psf Stem Weight Seismic Load 0 Fp/WP Weight Multiplier = 0.200 g Added seismic per unit area = -21.0 psf Seismic Self-Weight acts left-to-right toward retention side. _Design Summary ` Concrete Stem Construction Total Bearing Load = 10,955 lbs Thickness = 12.00 in Fy = 60,000 psi ...resultant ecc. = 3.22 in Wall Weight = 150.0 psf fc = 4,000 psi Soil Pressure @ Toe = 2,739 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 2,739 psf OK Allowable = 4,000 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 2,081 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 4,892 psf Design Height Above Ftc = 12.00 ft 5.54 ft 0.00 ft Footing Shear @ Toe = 6.1 psi OK Rebar Size = # 6 # 6 # 6 Footing Shear @ Heel = 19.8 psi OK Rebar Spacing = 12.00 in 12.00 in 12.00 in Allowable = 94.9 psi Rebar Placed at = Edge Edge Edge Reaction at Top = 3,168.8 lbs Rebar Depth 'd' = 9.50 in 10.00 in 9.50 in Reaction at Bottom = 5,594.4 lbs Design Data fb/FB+fa/Fa = 0.000 0.937 0.000 Sliding Calcs Mu....Actual = 0.0 ft-# 17,941.6 ft-# 0.0 ft-# Lateral Sliding Force = 5,594.4 lbs Mn*Phi Allowable = 18,167.5 ft-# 19,157.5 ft-# 18,167.5ft-# Shear Force @ this height = 4,905.6 lbs 7,008.0 lbs Shear Actual = 43.03 psi 61.47 psi Shear Allowable = 94.87 psi 94.87 psi Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Other Acceptable Sizes&Spacings: Toe:#6 @ 18.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Load Factors Heel:#6 @ 12.00 in -or- Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Building Code IBC 2012,ACI Key: No key defined -or- No key defined Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 79 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:DCI ENGINEERS Concrete Stem Rebar Area Details Top Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 3.456 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh :0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Mmax Between Ends Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.4118 in2/ft (4/3)*As: 0.5491 in2/ft Min Stem T&S Reinf Area 1.860 in2 200bd/fy:200(12)(10)/60000: 0.4 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh :0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area : 0.4118 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.1675 in2/ft #6@ 18.33 in #6@ 36.67 in Base Support Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0 in2/ft (4/3)*As: 0 in2/ft Min Stem T&S Reinf Area 1.596 in2 200bd/fy:200(12)(9.5)/60000: 0.38 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.288 in2/ft 0.0018bh :0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.44 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0591 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Strengths&Dimensions I Footing Design Results L Toe Width = 1.50 ft Toe Heel Width = 2.50 Factored Pressure = 2,081 4,892 psf Total Footing Widtt = 4.00 Mu':Upward = 2,737 5,108 ft-# Footing Thickness = 16.00 in Mu': Downward = 270 2,502 ft-# Key Width = 0.00 in Mu: Design = 2,467 -2,606 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 6.12 19.82 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 94.87 94.87p si fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min footing T&S reinf Area 1.38 in2 Min.As% = 0.0018 Min footing T&S reinf Area per foot 0.35 in2 ift Cover @ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.94 in #4@ 13.89 in #5@ 10.76 in #5@ 21.53 in #6@ 15.28 in #6@ 30.56 in 80 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:DCI ENGINEERS Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 375.0lbs 3.25 ft 1,218.8ft-# Axial Dead Load on Stem = 6,000.0lbs 2.00 ft 12,000.0ft-# Soil Over Toe = lbs ft ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 1,800.0lbs 2.00 ft 3,600.0ft-# Soil Over Heel = 1,980.0lbs 3.25 ft 6,435.0ft-# Footing Weight = 800.0lbs 2.00 ft 1,600.0ft-# Total Vertical Force = 10,955.0Ibs Moment = 24,853.8ft-# Net Mom.at StemlFtg Interface= -2,943.8 ft-# Allow.Mom.©Stem/Ftg Interface= 11,354.7 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 2,738.8 psf Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. 81 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: DCI ENGINEERS Rebar Lap & Embedment Lengths Information Stem Design Segment Near Top Support Stem Design Height: 12.00 ft above top of footing Lap Splice length for#6 bar specified in this stem design segment= 22.20 in Lap Splice length for#6 bar extending up into this stem design segment from below= 22.20 in Development length for#6 bar specified in this stem design segment= 17.08 in Development length for#6 bar extending up into this stem design segment from below= 17.08 in Stem Design Segment at Mmax Between Ends Stem Design Height: 5.54 ft above top of footing Lap Splice length for#6 bar extending down into this stem design segment from above= 22.20 in Lap Splice length for#6 bar specified in this stem design segment= 22.20 in Lap Splice length for#6 bar extending up into this stem design segment from below= 22.20 in Development length for#6 bar extending down into this stem design segment from above= 17.08 in Development length for#6 bar specified in this stem design segment= 17.08 in Development length for#6 bar extending up into this stem design segment from below= 17.08 in Stem Design Segment at Base Support Stem Design Height: 0.00 ft above top of footing Lap Splice length for#6 bar extending down into this stem design segment from above= 22.20 in Lap Splice length for#6 bar specified in this stem design segment= 22.20 in Development length for#6 bar extending down into this stem design segment from above= 17.08 in Development length for#6 bar specified in this stem design segment= 17.08 in Hooked embedment length into footing for#6 bar specified in this stem design segment= 9.96 in As Provided= 0.4400 in2/ft As Required= 0.2592 in2/ft 82 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:DCI ENGINEERS Lateral Restraint .:*•••••••••.., 12"Concrete wt#6 @ 12" 12'-0" 12'-0" 12'-0" • • 12"Concrete w;#6 @ 12" • • 12"Congete wt#6 @ 12" r r Restrainn/ #6@18." �i 1-4 @ Toe T -_ #6@12" 1-6" 7_6" 0.-+I @ Heel 4'-0" 83 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,AC1318-11,AC1530-11 License To: DCI ENGINEERS 250.00psf 1t 3L=4 i i*)ilt Ecc=O" 1 "I 3168 834 Rebl:cil t Ejil 65544 22188 -2524 ▪ Seismic lateral earth pressure ® Seismic due to stem self weight n a Li) N- Co r N 84 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To: DCI ENGINEERS 1 Concrete I Masonry Designer to determine bar cutoff locations 750.0 lbs 2,250.0 lbs 3,750.0 lbs 5,250.0 lbs 6,750.0 lbs .u•• 0.0 lbs 1,500.0 lbs 3,000.0 lbs 4,500.0 lbs 6,000.0 lbs 12.00 ft iNV4,..*,1d,r,054,.. .YW�”..ft >„ 4,..11•,.,.,,,..,,.,,.,4 ..*,....,.,,..> ,....a«.. ».e.. «,....M r, -....,1 .at*w. vonr:....,» ..31 iriWig7 APPlied 0.00 ft 85 RetainPro(c)1987-2016, Build 11.16.07.15 License:KW-06058348 Restrained Retaining Wall Code: IBC 2012,AC1 318-11,AC1 530-11 License To: DCI ENGINEERS I Concrete I Masonry Allowable Moment Line I Top Support I Mid-height " Base Designer to determine bar cutoff locations 2,110.0 ft-# 6,330.0 ft-# 10,550.0 ft-# 14,770.0 ft-# 18,990.0 ft-# •u..r a 0.0 ft-# 4,220.0 ft-# 8,440.0 ft-# 12,660.0 ft-# 16,880.0 ft-# 12.00 ft 5.52 ft pplied Mome s iagr.m 0.00 ft DCI Engineers Project No:18031-0178 86 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing X2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.420 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure : Yes when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear : Yes Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 29.670 ft ,o• Footing Thickness = 30.0 in Pedestal dimensions... X `° X px:parallel to X-X Axis = 10.0 in pz:parallel to Z-Z Axis = 236.0 in Height 144.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ,o i wReinforcing1.5.-o- 10'0 i Bars parallel to X-X Axis Number of Bars = 30.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 9.0 Reinforcing Bar Size = # 8 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer SeparationZS 1 ._ Bars along X-X Axis ..a...e.x #Bars required within zone 50.4 % „ __.___ •'..'" #Bars required on each side of zone 49.6 % eub` Applied Loads D Lr L S W E H P:Column Load = 156.0 57.0 12.0 k OB:Overburden = ksf M-xx = 462.0 k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project No:18031-0178 87 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing X2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.3305 Soil Bearing 1.322 ksf 4.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 10.718 Overturning-X-X 242.550 k-ft 2,599.72 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1188 Z Flexure(+X) 11.279 k-ft/ft 94.941 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1188 Z Flexure(-X) 11.279 k-ft/ft 94.941 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.1698 X Flexure(+Z) 14.385 k-ft/ft 84.714 k-ft/ft +1.20D+0.50L+0.70S+E+1.60H PASS 0.1586 X Flexure(-Z) 13.431 k-ft/ft 84.714 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.08036 1-way Shear(+X) 7.623 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.08036 1-way Shear(-X) 7.623 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1005 1-way Shear(+Z) 9.537 psi 94.868 psi +1.20D+0.50L+0.70S+E+1.60H PASS 0.09329 1-way Shear(-Z) 8.851 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1487 2-way Punching 15.302 psi 102.908 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 4.0 n/a 0.0 0.9844 0.9844 n/a n/a 0.246 X-X,+D+L+H 4.0 n/a 0.0 1.177 1.177 n/a n/a 0.294 X-X,+D+Lr+H 4.0 n/a 0.0 0.9844 0.9844 n/a n/a 0.246 X-X,+D+S+H 4.0 n/a 0.0 1.025 1.025 n/a n/a 0.256 X-X,+D+0.750Lr+0.750L+H 4.0 n/a 0.0 1.128 1.128 n/a n/a 0.282 X-X,+D+0.750L+0.750S+H 4.0 n/a 0.0 1.159 1.159 n/a n/a 0.290 X-X,+D+0.60W+H 4.0 n/a 0.0 0.9844 0.9844 n/a n/a 0.246 X-X,+D+0.70E+H 4.0 n/a 13.287 0.7662 1.203 n/a n/a 0.301 X-X,+D+0.750Lr+0.750L+0.450W+H 4.0 n/a 0.0 1.128 1.128 n/a n/a 0.282 X-X,+D+0.750L+0.750S+0.450W+H 4.0 n/a 0.0 1.159 1.159 n/a n/a 0.290 X-X,+D+0.750L+0.750S+0.5250E+H 4.0 n/a 8.465 0.9952 1.322 n/a n/a 0.331 X-X,+0.60D+0.60W+0.60H 4.0 n/a 0.0 0.5906 0.5906 n/a n/a 0.148 X-X,+0.60D+0.70E+0.60H 4.0 n/a 22.145 0.3724 0.8089 n/a n/a 0.202 Z-Z,+D+H 4.0 0.0 n/a n/a n/a 0.9844 0.9844 0.246 Z-Z,+D+L+H 4.0 0.0 n/a n/a n/a 1.177 1.177 0.294 Z-Z,+D+Lr+H 4.0 0.0 n/a n/a n/a 0.9844 0.9844 0.246 Z-Z,+D+S+H 4.0 0.0 n/a n/a n/a 1.025 1.025 0.256 Z-Z,+D+0.750Lr+0.750L+H 4.0 0.0 n/a n/a n/a 1.128 1.128 0.282 Z-Z,+D+0.750L+0.7505+H 4.0 0.0 n/a n/a n/a 1.159 1.159 0.290 Z-Z,+D+0.60W+H 4.0 0.0 n/a n/a n/a 0.9844 0.9844 0.246 Z-Z,+D+0.70E+H 4.0 0.0 n/a n/a n/a 0.9844 0.9844 0.246 Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.0 0.0 n/a n/a n/a 1.128 1.128 0.282 Z-Z,+D+0.750L+0.750S+0.450W+H 4.0 0.0 n/a n/a n/a 1.159 1.159 0.290 Z-Z,+D+0.750L+0.7505+0.5250E+H 4.0 0.0 n/a n/a n/a 1.159 1.159 0.290 Z-Z,+0.60D+0.60W+0.60H 4.0 0.0 n/a n/a n/a 0.5906 0.5906 0.148 Z-Z,+0.60D+0.70E+0.60H 4.0 0.0 n/a n/a n/a 0.5906 0.5906 0.148 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft nfinitv OK X-X,+D+L+H None 0.0 k-ft nfinitv OK X-X,+D+Lr+H None 0.0 k-ft nfinitv OK X-X,+D+S+H None 0.0 k-ft nfinity OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK X-X,+D+0.60W+H None 0.0 k-ft nfinitv OK X-X,+D+0.70E+H 242.550 k-ft 4,332.87 k-ft 17.864 OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft Infinity OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft Infinity OK DCI Engineers Project No:18031-0178 88 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee DCI ENGINEERS Description: Shear wall footing X2 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 181.913 k-ft 5,100.58 k-ft 28.039 OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft Infinity OK X-X,+0.60D+0.70E+0.60H 242.550 k-ft 2,599.72 k-ft 10.718 OK Z-Z,+D+H None 0.0 k-ft nfinitv OK Z-Z,+D+L+H None 0.0 k-ft nfinity OK Z-Z,+D+Lr+H None 0.0 k-ft nfinitv OK Z-Z,+D+S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.60W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.70E+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft nfinitv OK Z-Z,+0.60D+0.60W+0.60H None 0.0 k-ft nfinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft nfinitv OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface in^2 in"2 in^2 k-ft X-X,+1.40D+1.60H 10.890 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.40D+1.60H 10.890 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 13.179 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 13.179 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60L+0.50S+1.60H 13.431 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60L+0.50S+1.60H 13.431 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 10.535 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 10.535 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.334 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 9.334 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50L+1.60S+1.60H 11.345 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50L+1.60S+1.60H 11.345 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60S+0.50W+1.60H 10.143 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+1.60S+0.50W+1.60H 10.143 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.535 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 10.535 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 10.788 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 10.788 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 14.385 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 7.394 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+0.90D+W+0.90H 7.001 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+0.90D+W+0.90H 7.001 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+0.90D+E+0.90H 10.496 +Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK X-X,+0.90D+E+0.90H 3.505 -Z Bottom 0.6480 Min Temp% 0.7110 84.714 OK Z-Z,+1.40D+1.60H 9.145 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.40D+1.60H 9.145 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.067 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 11.067 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 11.279 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 11.279 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 8.847 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 8.847 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.838 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.838 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 9.527 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 9.527 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z.+1.20D+1.60S+0.50W+1.60H 8.518 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK DCI Engineers Project No:18031-0178 89 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing X2 Footing Flexure Mu Side Tension As Re 'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface inA29 in^2 in^2 k-ft Status Z-Z,+1.20D+1.60S+0.50W+1.60H 8.518 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 8.847 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 8.847 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9.060 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 9.060 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 9.145 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 9.145 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+0.90D+W+0.90H 5.879 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+0.90D+W+0.90H 5.879 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+0.90D+E+0.90H 5.879 -X Bottom 0.6480 Min Temp% 0.7988 94.941 OK Z-Z,+0.90D+E+0.90H 5.879 +X Bottom 0.6480 Min Temp% 0.7988 94.941 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 6.18 psi 6.18 psi 7.18 psi 7.18 psi 7.18 psi 94.87 psi 0.08 OK +1.20D+0.50Lr+1.60L+1.60H 7.48 psi 7.48 psi 8.68 psi 8.68 psi 8.68 psi 94.87 psi 0.09 OK +1.20D+1.60L+0.50S+1.60H 7.62 psi 7.62 psi 8.85 psi 8.85 psi 8.85 psi 94.87 psi 0.09 OK +1.20D+1.60Lr+0.50L+1.60H 5.98 psi 5.98 psi 6.94 psi 6.94 psi 6.94 psi 94.87 psi 0.07 OK +1.20D+1.60Lr+0.50W+1.60H 5.30 psi 5.30 psi 6.15 psi 6.15 psi 6.15 psi 94.87 psi 0.06 OK +1.20D+0.50L+1.60S+1.60H 6.44 psi 6.44 psi 7.48 psi 7.48 psi 7.48 psi 94.87 psi 0.08 OK +1.20D+1.60S+0.50W+1.60H 5.76 psi 5.76 psi 6.68 psi 6.68 psi 6.68 psi 94.87 psi 0.07 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.98 psi 5.98 psi 6.94 psi 6.94 psi 6.94 psi 94.87 psi 0.07 OK +1.20D+0.50L+0.50S+W+1.60H 6.12 psi 6.12 psi 7.11 psi 7.11 psi 7.11 psi 94.87 psi 0.07 OK +1.20D+0.50L+0.70S+E+1.60H 6.18 psi 6.18 psi 4.81 psi 9.54 psi 9.54 psi 94.87 psi 0.10 OK +0.90D+W+0.90H 3.97 psi 3.97 psi 4.61 psi 4.61 psi 4.61 psi 94.87 psi 0.05 OK +0.90D+E+0.90H 3.97 psi 3.97 psi 2.25 psi 6.98 psi 6.98 psi 94.87 psi 0.07 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu/Phi*Vn Status +1.40D+1.60H 12.41 psi 102.91 psi 0.1206 OK +1.20D+0.50Lr+1.60L+1.60H 15.01 psi 102.91 psi 0.1459 OK +1.20D+1.60L+0.50S+1.60H 15.30 psi 102.91 psi 0.1487 OK +1.20D+1.60Lr+0.50L+1.60H 12.00 psi 102.91 psi 0.1166 OK +1.20D+1.60Lr+0.50W+1.60H 10.63 psi 102.91 psi 0.1033 OK +1.20D+0.50L+1.60S+1.60H 12.92 psi 102.91 psi 0.1256 OK +1.20D+1.60S+0.50W+1.60H 11.56 psi 102.91 psi 0.1123 OK +1.20D+0.50Lr+0.50L+W+1.60H 12.00 psi 102.91 psi 0.1166 OK +1.20D+0.50L+0.50S+W+1.60H 12.29 psi 102.91 psi 0.1194 OK +1.20D+0.50L+0.70S+E+1.60H 12.41 psi 102.91 psi 0.1206 OK +0.90D+W+0.90H 7.98 psi 102.91 psi 0.0775 OK +0.90D+E+0.90H 7.98 psi 102.91 psi 0.0775 OK DCI Engineers Project No:18031-0178 90 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y2 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.420 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears • Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 10.0 ft Length parallel to Z-Z Axis = 37.750 ft if- Footing Thickness = 30.0 in 0 ; ; Pedestal dimensions... x h.;- -x px:parallel to X-X Axis = 10.0 in _ pz:parallel to Z-Z Axis = 333.0 in d .l. g Height - 144.0 in --`. Rebar Centerline to Edge of Concrete... - ;.t,4, M at Bottom of footing = 3.0 in . "' 0 Im a 5'-0.] w Reinforcing ,. 10-0"i t Bars parallel to X-X Axis -- Number of Bars = 32.0 Reinforcing Bar Size = # 8 + Bars parallel to Z-Z Axis Number of Bars = 10.0 Reinforcing Bar Size = # 8 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation y =- Bars along X-X Axis #Bars required within zone 41.9% M .R- #Bars required on each side of zone 58.1 % Applied Loads D Lr L S W E H P:Column Load = 171.0 57.0 12.0 k OB:Overburden = ksf M-xx = 1,260.0 k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project No:18031-0178 91 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y2 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.3338 Soil Bearing 1.335 ksf 4.0 ksf +D+0.750L+0.750S+0.5250E+H about X- PASS 5.959 Overturning-X-X 661.50 k-ft 3,942.02 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1221 Z Flexure(+X) 9.757 k-ft/ft 79.881 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1221 Z Flexure(-X) 9.757 k-ft/ft 79.881 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.1667 X Flexure(+Z) 15.655 k-ft/ft 93.920 k-ft/ft +1.20D+0.50L+0.705+E+1.60H PASS 0.1236 X Flexure(-Z) 11.608 k-ft/ft 93.920 k-ft/ft +1.20D+1.60L+0.505+1.60H PASS 0.06951 1-way Shear(+X) 6.595 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.06951 1-way Shear(-X) 6.595 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1085 1-way Shear(+Z) 10.298 psi 94.868 psi +1.20D+0.50L+0.70S+E+1.60H PASS 0.07986 1-way Shear(-Z) 7.577 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.1236 2-way Punching 12.432 psi 100.566 psi +1.20D+1.60L+0.505+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 4.0 n/a 0.0 0.9221 0.9221 n/a n/a 0.231 X-X,+D+L+H 4.0 n/a 0.0 1.073 1.073 n/a n/a 0.268 X-X,+D+Lr+H 4.0 n/a 0.0 0.9221 0.9221 n/a n/a 0.231 X-X,+D+S+H 4.0 n/a 0.0 0.9539 0.9539 n/a n/a 0.239 X-X,+D+0.750Lr+0.750L+H 4.0 n/a 0.0 1.035 1.035 n/a n/a 0.259 X-X,+D+0.750L+0.7505+H 4.0 n/a 0.0 1.059 1.059 n/a n/a 0.265 X-X,+D+0.60W+H 4.0 n/a 0.0 0.9221 0.9221 n/a n/a 0.231 X-X,+D+0.70E+H 4.0 n/a 30.407 0.5544 1.290 n/a n/a 0.323 X-X,+D+0.750Lr+0.750L+0.450W+H 4.0 n/a 0.0 1.035 1.035 n/a n/a 0.259 X-X,+D+0.750L+0.750S+0.450W+H 4.0 n/a 0.0 1.059 1.059 n/a n/a 0.265 X-X,+D+0.750L+0.7505+0.5250E+H 4.0 n/a 19.853 0.7834 1.335 n/a n/a 0.334 X-X,+0.60D+0.60W+0.60H 4.0 n/a 0.0 0.5532 0.5532 n/a n/a 0.138 X-X,+0.60D+0.70E+0.60H 4.0 n/a 50.678 0.1856 0.9209 n/a n/a 0.230 Z-Z,+D+H 4.0 0.0 n/a n/a n/a 0.9221 0.9221 0.231 Z-Z.+D+L+H 4.0 0.0 n/a n/a n/a 1.073 1.073 0.268 Z-Z,+D+Lr+H 4.0 0.0 n/a n/a n/a 0.9221 0.9221 0.231 Z-Z,+D+S+H 4.0 0.0 n/a n/a n/a 0.9539 0.9539 0.239 Z-Z,+D+0.750Lr+0.750L+H 4.0 0.0 n/a n/a n/a 1.035 1.035 0.259 Z-Z,+D+0.750L+0.7505+H 4.0 0.0 n/a n/a n/a 1.059 1.059 0.265 Z-Z,+D+0.60W+H 4.0 0.0 n/a n/a n/a 0.9221 0.9221 0.231 Z-Z,+D+0.70E+H 4.0 0.0 n/a n/a n/a 0.9221 0.9221 0.231 Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.0 0.0 n/a n/a n/a 1.035 1.035 0.259 Z-Z.+D+0.750L+0.7505+0.450W+H 4.0 0.0 n/a n/a n/a 1.059 1.059 0.265 Z-Z,+D+0.750L+0.750S+0.5250E+H 4.0 0.0 n/a n/a n/a 1.059 1.059 0.265 Z-Z,+0.60D+0.60W+0.60H 4.0 0.0 n/a n/a n/a 0.5532 0.5532 0.138 Z-Z,+0.60D+0.70E+0.60H 4.0 0.0 n/a n/a n/a 0.5532 0.5532 0.138 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft nfinitv OK X-X,+D+L+H None 0.0 k-ft nfinity OK X-X,+D+Lr+H None 0.0 k-ft nfinity OK X-X,+D+S+H None 0.0 k-ft nfinity OK X-X.+D+0.750Lr+0.750L+H None 0.0 k-ft nfinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinitv OK X-X,+D+0.60W+H None 0.0 k-ft nfinitv OK X-X,+D+0.70E+H 661.50 k-ft 6,570.03 k-ft 9.932 OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinitv OK X-X,+D+0.750L+0.7505+0.450W+H None 0.0 k-ft nfinitv OK DCI Engineers Project No:18031-0178 92 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y2 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 496.125 k-ft 7,546.82 k-ft 15.212 OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft nfinitv OK X-X,+0.60D+0.70E+0.60H 661.50 k-ft 3,942.02 k-ft 5.959 OK Z-Z,+D+H None 0.0 k-ft nfinitv OK Z-Z,+D+L+H None 0.0 k-ft nfinity OK Z-Z,+D+Lr+H None 0.0 k-ft nfinitv OK Z-Z,+D+S+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.60W+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.70E+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft nfinitv OK Z-Z,+0.60D+0.60W+0.60H None 0.0 k-ft nfinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft nfinitv OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load CombinationStatus k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.40D+1.60H 9.789 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.40D+1.60H 9.789 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 11.410 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 11.410 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60L+0.50S+1.60H 11.608 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60L+0.50S+1.60H 11.608 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.334 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 9.334 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 8.391 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 8.391 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50L+1.60S+1.60H 9.970 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50L+1.60S+1.60H 9.970 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.026 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+1.60S+0.50W+1.60H 9.026 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 9.334 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 9.334 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.533 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 9.533 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 15.655 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 3.570 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+0.90D+W+0.90H 6.293 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+0.90D+W+0.90H 6.293 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X.+0.90D+E+0.90H 12.335 +Z Bottom 0.6480 Min Temp% 0.790 93.920 OK X-X,+0.90D+E+0.90H 0.2506 -Z Bottom 0.6480 Min Temp% 0.790 93.920 OK Z-Z,+1.40D+1.60H 8.228 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.40D+1.60H 8.228 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.590 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 9.590 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.757 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60L+0.50S+1.60H 9.757 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 7.846 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 7.846 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.053 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 7.053 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8.380 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50L+1.60S+1.60H 8.380 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 7.587 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK DCI Engineers Project No:18031-0178 93 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y2 Footing Flexure Mu Side Tension As Re 'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^24 in^2 in^2 k-ft Status Z-Z,+1.20D+1.60S+0.50W+1.60H 7.587 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 7.846 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 7.846 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 8.013 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 8.013 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 8.080 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 8.080 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+0.90D+W+0.90H 5.290 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+0.90D+W+0.90H 5.290 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+0.90D+E+0.90H 5.290 -X Bottom 0.6480 Min Temp% 0.6697 79.881 OK Z-Z,+0.90D+E+0.90H 5.290 +X Bottom 0.6480 Min Temp% 0.6697 79.881 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D+1.60H 5.56 psi 5.56 psi 6.39 psi 6.39 psi 6.39 psi 94.87 psi 0.07 OK +1.20D+0.50Lr+1.60L+1.60H 6.48 psi 6.48 psi 7.45 psi 7.45 psi 7.45 psi 94.87 psi 0.08 OK +1.20D+1.60L+0.50S+1.60H 6.60 psi 6.60 psi 7.58 psi 7.58 psi 7.58 psi 94.87 psi 0.08 OK +1.20D+1.60Lr+0.50L+1.60H 5.30 psi 5.30 psi 6.09 psi 6.09 psi 6.09 psi 94.87 psi 0.06 OK +1.20D+1.60Lr+0.50W+1.60H 4.77 psi 4.77 psi 5.48 psi 5.48 psi 5.48 psi 94.87 psi 0.06 OK +1.20D+0.50L+1.60S+1.60H 5.66 psi 5.66 psi 6.51 psi 6.51 psi 6.51 psi 94.87 psi 0.07 OK +1.20D+1.60S+0.50W+1.60H 5.13 psi 5.13 psi 5.89 psi 5.89 psi 5.89 psi 94.87 psi 0.06 OK +1.20D+0.50Lr+0.50L+W+1.60H 5.30 psi 5.30 psi 6.09 psi 6.09 psi 6.09 psi 94.87 psi 0.06 OK +1.20D+0.50L+0.50S+W+1.60H 5.42 psi 5.42 psi 6.22 psi 6.22 psi 6.22 psi 94.87 psi 0.07 OK +1.20D+0.50L+0.70S+E+1.60H 5.46 psi 5.46 psi 2.25 psi 10.30 psi 10.30 psi 94.87 psi 0.11 OK +0.90D+W+0.90H 3.58 psi 3.58 psi 4.11 psi 4.11 psi 4.11 psi 94.87 psi 0.04 OK +0.90D+E+0.90H 3.58 psi 3.58 psi 0.08 psi 8.13 psi 8.13 psi 94.87 psi 0.09 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D+1.60H 10.48 psi 100.57psi 0.1043 OK +1.20D+0.50Lr+1.60L+1.60H 12.22 psi 100.57psi 0.1215 OK +1.20D+1.60L+0.50S+1.60H 12.43 psi 100.57 psi 0.1236 OK +1.20D+1.60Lr+0.50L+1.60H 10.00 psi 100.57 psi 0.0994 OK +1.20D+1.60Lr+0.50W+1.60H 8.99 psi 100.57psi 0.08936 OK +1.20D+0.50L+1.60S+1.60H 10.68 psi 100.57psi 0.1062 OK +1.20D+1.60S+0.50W+1.60H 9.67 psi 100.57psi 0.09613 OK +1.20D+0.50Lr+0.50L+W+1.60H 10.00 psi 100.57psi 0.0994 OK +1.20D+0.50L+0.50S+W+1.60H 10.21 psi 100.57psi 0.1015 OK +1.20D+0.50L+0.70S+E+1.60H 10.29 psi 100.57psi 0.1024 OK +0.90D+W+0.90H 6.74 psi 100.57psi 0.06702 OK +0.90D+E+0.90H 6.74 psi 100.57psi 0.06702 OK DCI Engineers Project No:18031-0178 94 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y3 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.670 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than = ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 6.0 ft Length parallel to Z-Z Axis = 32.330 ft ' Footing Thickness = 30.0 in , 51.ti 4 lE 6i 'i Pedestal dimensions... '0' px:parallel to X-X Axis = 10.0 in m''(fie iixli pz:parallel to Z-Z Axis = 340.0 in §, 111141 Height 144.0 ink 1;t Rebar Centerline to Edge of Concrete... kI, j:f M at Bottom of footing = 3.0 in -'Alitd.e 3.-04 , 0 Reinforcing 8.-0... z Bars ,.- Bars parallel to X-X Axis Number of Bars = 32.0 Reinforcing Bar Size = # 8 - Bars parallel to Z-Z Axis Number of Bars = 10.0 I Reinforcing Bar Size = # 8 Bandwidth Distribution Check (ACI 15.4.4.2) j Direction Requiring Closer Separation ----- — Bars along X-X Axis #Bars required within zone 31.3% i2-.i... #Bars required on each side of zone 68.7% x-X to.1 Applied Loads D Lr L S W E H P:Column Load = 208.0 41.0 15.0 k OB:Overburden = ksf M-xx = 1,056.0 k-ft M-zz = k-ft V-x = k V-z = 88.0 k DCI Engineers Project No:18031-0178 95 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y3 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.7319 Soil Bearing 3.193 ksf 4.363 ksf +D+0.70E+H about X-X axis PASS 2.530 Overturning-X-X 1,224.30 k-ft 3,097.87 k-ft +0.60D+0.70E+0.60H PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.06882 Z Flexure(+X) 6.399 k-ft/ft 92.982 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.06882 Z Flexure(-X) 6.399 k-ft/ft 92.982 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.04968 X Flexure(+Z) 7.662 k-ft/ft 154.239 k-ft/ft +1.20D+0.50L+0.70S+E+1.60H PASS 0.02480 X Flexure(-Z) 3.826 k-ft/ft 154.239 k-ft/ft +1.20D+1.60L+0.50S+1.60H PASS 0.02246 1-way Shear(+X) 2.131 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS 0.02246 1-way Shear(-X) 2.131 psi 94.868 psi +1.20D+1.60L+0.50S+1.60H PASS n/a 1-way Shear(+Z) 0.0 psi 94.868 psi n/a PASS n/a 1-way Shear(-Z) 0.0 psi 94.868 psi n/a PASS 0.08678 2-way Punching 8.717 psi 100.449 psi +1.20D+1.60L+0.50S+1.60H Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual I Allow Load Combination... Gross Allowable On) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,+D+H 4.363 n/a 0.0 1.647 1.647 n/a n/a 0.378 X-X,+D+L+H 4.363 n/a 0.0 1.858 1.858 n/a n/a 0.426 X-X,+D+Lr+H 4.363 n/a 0.0 1.647 1.647 n/a n/a 0.378 X-X,+D+S+H 4.363 n/a 0.0 1.724 1.724 n/a n/a 0.395 X-X,+D+0.750Lr+0.750L+H 4.363 n/a 0.0 1.805 1.805 n/a n/a 0.414 X-X,+D+0.750L+0.750S+H 4.363 n/a 0.0 1.863 1.863 n/a n/a 0.427 X-X,+D+0.60W+H 4.363 n/a 0.0 1.647 1.647 n/a n/a 0.378 X-X,+D+0.70E+H 4.363 n/a 61.330 0.1004 3.193 n/a n/a 0.732 X-X,+D+0.750Lr+0.750L+0.450W+H 4.363 n/a 0.0 1.805 1.805 n/a n/a 0.414 X-X,+D+0.750L+0.750S+0.450W+H 4.363 n/a 0.0 1.863 1.863 n/a n/a 0.427 X-X,+D+0.750L+0.750S+0.5250E+H 4.363 n/a 40.652 0.7035 3.023 n/a n/a 0.693 X-X,+0.60D+0.60W+0.60H 4.363 n/a 0.0 0.9879 0.9879 n/a n/a 0.227 X-X,+0.60D+0.70E+0.60H 4.363 n/a 102.216 0.0 2.765 n/a n/a 0.634 Z-Z,+D+H 4.363 0.0 n/a n/a n/a 1.647 1.647 0.378 Z-Z,+D+L+H 4.363 0.0 n/a n/a n/a 1.858 1.858 0.426 Z-Z,+D+Lr+H 4.363 0.0 n/a n/a n/a 1.647 1.647 0.378 Z-Z,+D+S+H 4.363 0.0 n/a n/a n/a 1.724 1.724 0.395 Z-Z,+D+0.750Lr+0.750L+H 4.363 0.0 n/a n/a n/a 1.805 1.805 0.414 Z-Z,+D+0.750L+0.750S+H 4.363 0.0 n/a n/a n/a 1.863 1.863 0.427 Z-Z,+D+0.60W+H 4.363 0.0 n/a n/a n/a 1.647 1.647 0.378 Z-Z,+D+0.70E+H 4.363 0.0 n/a n/a n/a 1.647 1.647 0.378 Z-Z,+D+0.750Lr+0.750L+0.450W+H 4.363 0.0 n/a n/a n/a 1.805 1.805 0.414 Z-Z,+D+0.750L+0.750S+0.450W+H 4.363 0.0 n/a n/a n/a 1.863 1.863 0.427 Z-Z,+D+0.750L+0.750S+0.5250E+H 4.363 0.0 n/a n/a n/a 1.863 1.863 0.427 Z-Z,+0.60D+0.60W+0.60H 4.363 0.0 n/a n/a n/a 0.9879 0.9879 0.227 Z-Z,+0.60D+0.70E+0.60H 4.363 0.0 n/a n/a n/a 0.9879 0.9879 0.227 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+H None 0.0 k-ft nfinitv OK X-X,+D+L+H None 0.0 k-ft nfinitv OK X-X,+D+Lr+H None 0.0 k-ft nfinitv OK X-X,+D+S+H None 0.0 k-ft nfinitv OK X-X,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinitv OK X-X,+D+0.750L+0.750S+H None 0.0 k-ft nfinitv OK X-X,+D+0.60W+H None 0.0 k-ft nfinitv OK X-X,+D+0.70E+H 1,224.30 k-ft 5,163.12 k-ft 4.217 OK X-X,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinitv OK X-X,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft nfinitv OK DCI Engineers Project No:18031-0178 96 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y3 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X,+D+0.750L+0.750S+0.5250E+H 918.23 k-ft 5,842.05 k-ft 6.362 OK X-X,+0.60D+0.60W+0.60H None 0.0 k-ft nfinitv OK X-X,+0.60D+0.70E+0.60H 1,224.30 k-ft 3,097.87 k-ft 2.530 OK Z-Z,+D+H None 0.0 k-ft nfinitv OK Z-Z,+D+L+H None 0.0 k-ft nfinity OK Z-Z,+D+Lr+H None 0.0 k-ft nfinitv OK Z-Z,+D+S+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750Lr+0.750L+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.750S+H None 0.0 k-ft nfinity OK Z-Z,+D+0.60W+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.70E+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750Lr+0.750L+0.450W+H None 0.0 k-ft nfinitv OK Z-Z,+D+0.750L+0.750S+0.450W+H None 0.0 k-ft nfinity OK Z-Z,+D+0.750L+0.750S+0.5250E+H None 0.0 k-ft nfinitv OK Z-Z,+0.60D+0.60W+0.60H None 0.0 k-ft nfinity OK Z-Z,+0.60D+0.70E+0.60H None 0.0 k-ft nfinitv OK Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.40D+1.60H 3.586 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.40D+1.60H 3.586 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.749 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50Lr+1.60L+1.60H 3.749 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.60L+0.50S+1.60H 3.826 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.60L+0.505+1.60H 3.826 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.285 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.60Lr+0.50L+1.60H 3.285 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.074 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.60Lr+0.50W+1.60H 3.074 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50L+1.605+1.60H 3.532 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50L+1.605+1.60H 3.532 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+1.605+0.50W+1.60H 3.321 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X.+1.20D+1.605+0.50W+1.60H 3.321 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50Lr+0.50L+W+1.60H 3.285 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50Lr+0.50L+W+1.601-1 3.285 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 3.362 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50L+0.50S+W+1.60H 3.362 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 7.662 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+1.20D+0.50L+0.70S+E+1.60H 0.8192 -Z Top 0.6480 Min Temp% 1.317 154.239 OK X-X,+0.90D+W+0.90H 2.305 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+0.90D+W+0.90H 2.305 -Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+0.90D+E+0.90H 7.041 +Z Bottom 0.6480 Min Temp% 1.317 154.239 OK X-X,+0.90D+E+0.90H 0.6509 -Z Top 0.6480 Min Temp% 1.317 154.239 OK Z-Z,+1.40D+1.60H 5.999 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.40D+1.60H 5.999 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 6.270 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50Lr+1.60L+1.60H 6.270 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.60L+0.505+1.60H 6.399 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.60L+0.505+1.60H 6.399 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.494 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.60Lr+0.50L+1.60H 5.494 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.60Lr+0.50W+1.60H 5.142 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z.+1.20D+1.60Lr+0.50W+1.60H 5.142 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50L+1.605+1.60H 5.907 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50L+1.605+1.60H 5.907 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.605+0.50W+1.60H 5.554 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+1.60S+0.50W+1.60H 5.554 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.494 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50Lr+0.50L+W+1.60H 5.494 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.623 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50L+0.50S+W+1.60H 5.623 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+1.20D+0.50L+0.70S+E+1.60H 5.675 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK DCI Engineers Project No:18031-0178 97 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: Shear wall footing Y3 Footing Flexure Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination Status k-ft Surface inA2 inA2 inA2 k-ft Z-Z,+1.20D+0.50L+0.70S+E+1.60H 5.675 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+0.90D+W+0.90H 3.856 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+0.90D+W+0.90H 3.856 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+0.90D+E+0.901-1 3.856 -X Bottom 0.6480 Min Temp% 0.7819 92.982 OK Z-Z,+0.90D+E+0.90H 3.856 +X Bottom 0.6480 Min Temp% 0.7819 92.982 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.40D+1.60H 2.00 psi 2.00 psi 0.00 psi 0.00 psi 2.00 psi 94.87 psi 0.02 OK +1.20D+0.50Lr+1.60L+1.60H 2.09 psi 2.09 psi 0.00 psi 0.00 psi 2.09 psi 94.87 psi 0.02 OK +1.20D+1.60L+0.50S+1.60H 2.13 psi 2.13 psi 0.00 psi 0.00 psi 2.13 psi 94.87 psi 0.02 OK +1.20D+1.60Lr+0.50L+1.60H 1.83 psi 1.83 psi 0.00 psi 0.00 psi 1.83 psi 94.87 psi 0.02 OK +1.20D+1.60Lr+0.50W+1.60H 1.71 psi 1.71 psi 0.00 psi 0.00 psi 1.71 psi 94.87 psi 0.02 OK +1.20D+0.50L+1.60S+1.60H 1.97 psi 1.97 psi 0.00 psi 0.00 psi 1.97 psi 94.87 psi 0.02 OK +1.20D+1.60S+0.50W+1.60H 1.85 psi 1.85 psi 0.00 psi 0.00 psi 1.85 psi 94.87 psi 0.02 OK +1.20D+0.50Lr+0.50L+W+1.60H 1.83 psi 1.83 psi 0.00 psi 0.00 psi 1.83 psi 94.87 psi 0.02 OK +1.20D+0.50L+0.50S+W+1.60H 1.87 psi 1.87 psi 0.00 psi 0.00 psi 1.87 psi 94.87 psi 0.02 OK +1.20D+0.50L+0.70S+E+1.60H 1.89 psi 1.89 psi 0.00 psi 0.00 psi 1.89 psi 94.87 psi 0.02 OK +0.90D+W+0.90H 1.28 psi 1.28 psi 0.00 psi 0.00 psi 1.28 psi 94.87 psi 0.01 OK +0.90D+E+0.90H 1.28 psi 1.28 psi 0.00 psi 0.00 psi 1.28 psi 94.87 psi 0.01 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D+1.60H 8.17 psi 100.45psi 0.08135 OK +1.20D+0.50Lr+1.60L+1.60H 8.54 psi 100.45psi 0.08503 OK +1.20D+1.60L+0.50S+1.60H 8.72 psi 100.45psi 0.08678 OK +1.20D+1.60Lr+0.50L+1.60H 7.48 psi 100.45psi 0.07451 OK +1.20D+1.60Lr+0.50W+1.60H 7.00 psi 100.45psi 0.06973 OK +1.20D+0.50L+1.60S+1.60H 8.05 psi 100.45psi 0.08011 OK +1.20D+1.60S+0.50W+1.60H 7.57 psi 100.45psi 0.07533 OK +1.20D+0.50Lr+0.50L+W+1.60H 7.48 psi 100.45psi 0.07451 OK +1.20D+0.50L+0.50S+W+1.60H 7.66 psi 100.45 psi 0.07626 OK +1.20D+0.50L+0.705+E+1.60H 7.74 psi 100.45psi 0.07701 OK +0.90D+W+0.90H 5.25 psi 100.45 psi 0.0523 OK +0.90D+E+0.90H 5.38 psi 100.45 psi 0.05357 OK DCI Engineers Project No:18031-0178 98 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing F9.0 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,605.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.420 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : Yes Dimensions Width parallel to X-X Axis = 9.0 ft Length parallel to Z-Z Axis = 9.0 ft z Footing Thickness = 24.0 in • i __I 1' v'. i Pedestal dimensions... x __-__ _._19_. _..., x px:parallel to X-X Axis = 12.0 in 1 pz:parallel to Z-Z Axis = 12.0 in Height - 240.0 in a { _ Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in ; ', 'I 8. 4'-6" —.I w Reinforcing s " Bars parallel to X-X Axis Number of Bars = 7.0 - Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 8 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation P n/a #Bars required within zone n/a ,,. '-4 `i .... 7 SOS.Sec #Bars required on each side of zone n/a X-% t=°° °"`Z Applied Loads D Lr L S W E H P:Column Load = 172.0 41.0 15.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project No:18031-0178 99 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing F9.0 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.6918 Soil Bearing 2.968 ksf 4.290 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.4919 Z Flexure(+X) 27.946 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4919 Z Flexure(-X) 27.946 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4919 X Flexure(+Z) 27.946 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.4919 X Flexure(-Z) 27.946 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.3288 1-way Shear(+X) 31.193 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.3288 1-way Shear(-X) 31.193 psi 94.868 psi +1.20D+1.60L+0.505 PASS 0.3288 1-way Shear(+Z) 31.193 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.3288 1-way Shear(-Z) 31.193 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.4896 2-way Punching 92.897 psi 189.737 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 4.290 n/a 0.0 2.449 2.449 n/a n/a 0.571 X-X,+D+L 4.290 n/a 0.0 2.955 2.955 n/a n/a 0.689 X-X,+D+S 4.290 n/a 0.0 2.634 2.634 n/a n/a 0.614 X-X,+D+0.750L 4.290 n/a 0.0 2.829 2.829 n/a n/a 0.659 X-X,+D+0.750L+0.7505 4.290 n/a 0.0 2.968 2.968 n/a n/a 0.692 X-X,+0.60D 4.290 n/a 0.0 1.470 1.470 n/a n/a 0.343 Z-Z,D Only 4.290 0.0 n/a n/a n/a 2.449 2.449 0.571 Z-Z,+D+L 4.290 0.0 n/a n/a n/a 2.955 2.955 0.689 Z-Z,+D+S 4.290 0.0 n/a n/a n/a 2.634 2.634 0.614 Z-Z,+D+0.750L 4.290 0.0 n/a n/a n/a 2.829 2.829 0.659 Z-Z,+D+0.750L+0.750S 4.290 0.0 n/a n/a n/a 2.968 2.968 0.692 Z-Z,+0.60D 4.290 0.0 n/a n/a n/a 1.470 1.470 0.343 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.20D+1.60L 27.205 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60L 27.205 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60L+0.505 27.946 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60L+0.505 27.946 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L 22.751 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L 22.751 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D 20.727 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D 20.727 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+1.605 25.121 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+1.605 25.121 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.605 23.097 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.605 23.097 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK DCI Engineers Project No:18031-0178 100 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing F9.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.20D+0.50L+0.50S 23.492 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+0.50S 23.492 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+0.20S 23.048 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X.+1.20D+0.50L+0.20S 23.048 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+0.90D 15.545 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+0.90D 15.545 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L 27.205 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L 27.205 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L+0.50S 27.946 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L+0.50S 27.946 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L 22.751 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L 22.751 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D 20.727 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D 20.727 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+1.60S 25.121 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+1.60S 25.121 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60S 23.097 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60S 23.097 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.50S 23.492 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.50S 23.492 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.20S 23.048 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.20S 23.048 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+0.90D 15.545 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+0.90D 15.545 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.20D+1.60L 30.37 psi 30.37 psi 30.37 psi 30.37 psi 30.37 psi 94.87 psi 0.32 OK +1.20D+1.60L+0.50S 31.19 psi 31.19 psi 31.19 psi 31.19 psi 31.19 psi 94.87 psi 0.33 OK +1.20D+0.50L 25.40 psi 25.40 psi 25.40 psi 25.40 psi 25.40 psi 94.87 psi 0.27 OK +1.20D 23.14 psi 23.14 psi 23.14 psi 23.14 psi 23.14 psi 94.87 psi 0.24 OK +1.20D+0.50L+1.60S 28.04 psi 28.04 psi 28.04 psi 28.04 psi 28.04 psi 94.87 psi 0.30 OK +1.20D+1.60S 25.78 psi 25.78 psi 25.78 psi 25.78 psi 25.78 psi 94.87 psi 0.27 OK +1.20D+0.50L+0.50S 26.22 psi 26.22 psi 26.22 psi 26.22 psi 26.22 psi 94.87 psi 0.28 OK +1.20D+0.50L+0.20S 25.73 psi 25.73 psi 25.73 psi 25.73 psi 25.73 psi 94.87 psi 0.27 OK +0.90D 17.35 psi 17.35 psi 17.35 psi 17.35 psi 17.35 psi 94.87 psi 0.18 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.20D+1.60L 90.44 uai 189.74psi 0.4766 OK +1.20D+1.60L+0.50S 92.90 psi 189.74psi 0.4896 OK +1.20D+0.50L 75.63 psi 189.74psi - 0.3986 OK +1.20D 68.90 psi 189.74psi 0.3631 OK +1.20D+0.50L+1.60S 83.51 psi 189.74psi 0.4401 OK +1.20D+1.60S 76.78 psi 189.74psi 0.4047 OK +1.20D+0.50L+0.50S 78.09 psi 189.74psi 0.4116 OK +1.20D+0.50L+0.20S 76.62 psi 189.74psi 0.4038 OK +0.90D 51.68 psi 189.74psi 0.2724 OK DCI Engineers Project No:18031-0178 101 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing on GL G.4-GL 1:F9.0 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,605.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.420 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear Yes Dimensions Width parallel to X-X Axis = 9.0 ft Length parallel to Z-Z Axis = 9.0 ft z Footing Thickness = 24.0 in , Load location offset from footing center... .._...........- ex:PrIl to X-X Axis = -29 in ,,a; = in I II i Pedestal dimensions... x �' ._._-• ._._._._h._._._.._.__._ x px:parallel to X-X Axis = 12.0 in pz:parallel to Z-Z Axis = 12.0 in '; Height - 240.0 in a Rebar Centerline to Edge of Concrete... i I at Bottom of footing = 3.0 in I .: 2'=1. 1 W Reinforcing s'o• Bars parallel to X-X Axis Number of Bars = 7.0 Reinforcing Bar Size = # 8 Bars parallel to Z-Z Axis Number of Bars = 7.0 Reinforcing Bar Size = # 8 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a 7.08-<` `,. h — #Bars required on each side of zone n/a s� b.Z Applied Loads D Lr L S W E H P:Column Load = 86.0 26.0 8.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project No:18031-0178 102 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing on GL G.4-GL 1:F9.0 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9524 Soil Bearing 4.086 ksf 4.290 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1145 Z Flexure(+X) 6.503 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.1032 Z Flexure(-X) 5.865 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2647 X Flexure(+Z) 15.039 k-fl/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.2647 X Flexure(-Z) 15.039 k-ft/ft 56.816 k-ft/ft +1.20D+1.60L+0.50S PASS 0.07748 1-way Shear(+X) 7.351 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.0 1-way Shear(-X) 0.0 psi 0.0 psi n/a PASS 0.1769 1-way Shear(+Z) 16.786 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.1769 1-way Shear(-Z) 16.786 psi 94.868 psi +1.20D+1.60L+0.50S PASS n/a 2-way Punching 50.262 psi 94.868 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual/Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 4.290 n/a 0.0 1.388 1.388 n/a n/a 0.324 X-X,+D+L 4.290 n/a 0.0 1.709 1.709 n/a n/a 0.398 X-X,+D+S 4.290 n/a 0.0 1.486 1.486 n/a n/a 0.346 X-X,+D+0.750L 4.290 n/a 0.0 1.628 1.628 n/a n/a 0.380 X-X,+D+0.750L+0.750S 4.290 n/a 0.0 1.702 1.702 n/a n/a 0.397 X-X,+0.60D 4.290 n/a 0.0 0.8325 0.8325 n/a n/a 0.194 Z-Z,D Only 4.290 -22.939 n/a n/a n/a 3.198 0.0 0.746 Z-Z,+D+L 4.290 -24.078 n/a n/a n/a 4.086 0.0 0.952 Z-Z,+D+S 4.290 -23.342 n/a n/a n/a 3.470 0.0 0.809 Z-Z,+D+0.750L 4.290 -23.835 n/a n/a n/a 3.863 0.0 0.901 Z-Z,+D+0.750L+0.7505 4.290 -24.060 n/a n/a n/a 4.069 0.0 0.949 Z-Z,+0.60D 4.290 -23.438 n/a n/a n/a 1.950 0.0 0.455 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding-Stability - All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gvrn.As Actual As Phi*Mn Status k-ft Surface in^2 inA2 inA2 k-ft X-X,+1.20D+1.60L 14.643 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60L 14.643 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60L+0.50S 15.039 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60L+0.505 15.039 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L 11.819 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L 11.819 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D 10.535 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D 10.535 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+1.605 13.083 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+1.60S 13.083 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60S 11.799 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+1.60S 11.799 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK DCI Engineers Project No:18031-0178 103 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing on GL GA-GL 1:F9.0 Footing Flexure Mu Side Tension As Re 'd Gym.As Actual As Phi*Mn Flexure Axis&Load Combination k-ft Surface in^2Q in^2 in^2 k-ft Status X-X,+1.20D+0.50L+0.50S 12.214 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+0.50S 12.214 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+0.20S 11.977 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+1.20D+0.50L+0.20S 11.977 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X,+0.90D 7.901 +Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK X-X.+0.90D 7.901 -Z Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L 5.705 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L 6.322 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L+0.50S 5.865 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60L+0.50S 6.503 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L 4.567 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L 5.051 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D 4.054 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D 4.478 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+1.60S 5.075 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+1.60S 5.618 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+1.60S 4.560 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z.+1.20D+1.60S 5.042 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.50S 4.726 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.50S 5.227 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.20S 4.631 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+1.20D+0.50L+0.20S 5.122 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+0.90D 3.061 -X Bottom 0.5184 Min Temp% 0.6144 56.816 OK Z-Z,+0.90D 3.215 +X Bottom 0.5184 Min Temp% 0.6144 56.816 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu/Phi*Vn Status +1.20D+1.60L 0.00 psi 7.18 psi 16.35 psi 16.35 psi 16.35 psi 94.87 psi 0.17 OK +1.20D+1.60L+0.50S 0.00 psi 7.35 psi 16.79 psi 16.79 psi 16.79 psi 94.87 psi 0.18 OK +1.20D+0.50L 0.00 psi 5.94 psi 13.19 psi 13.19 psi 13.19 psi 94.87 psi 0.14 OK +1.20D 0.00 psi 5.36 psi 11.76 psi 11.76 psi 11.76 psi 94.87 psi 0.12 OK +1.20D+0.50L+1.60S 0.00 Psi 6.49 psi 14.60 psi 14.60 psi 14.60 psi 94.87 psi 0.15 OK +1.20D+1.60S 0.00 psi 5.93 psi 13.17 psi 13.17 psi 13.17 psi 94.87 psi 0.14 OK +1.20D+0.50L+0.50S 0.00 psi 6.11 psi 13.63 psi 13.63 psi 13.63 psi 94.87 psi 0.14 OK +1.20D+0.50L+0.20S 0.00 psi 6.01 psi 13.37 psi 13.37 psi 13.37 psi 94.87 psi 0.14 OK +0.90D 0.00 Psi 3.87 psi 8.82 psi 8.82 psi 8.82 psi 94.87 psi 0.09 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.20D+1.60L 48.93 psi 189.74 psi 0.2579 OK +1.20D+1.60L+0.50S 50.26 psi 189.74 psi 0.2649 OK +1.20D+0.50L 39.44 psi 189.74psi 0.2078 OK +1.20D 35.13 psi 189.74psi 0.1851 OK +1.20D+0.50L+1.60S 43.68 psi 189.74psi 0.2302 OK +1.20D+1.60S 39.37 psi 189.74psi 0.2075 OK +1.20D+0.50L+0.50S 40.76 psi 189.74 psi 0.2148 OK +1.20D+0.50L+0.20S 39.97 psi 189.74 psi 0.2106 OK +0.90D 26.35 psi 189.74psi 0.1389 OK DCI Engineers Project No:18031-0178 104 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing F5.0 Code References Calculations per ACI 318-14, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used :ASCE 7-10 General Information Material Properties Soil Design Values ft:Concrete 28 day strength = 4.0 ksi Allowable Soil Bearing = 4.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = Yes Ec:Concrete Elastic Modulus = 3,605.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.420 N Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below = ft Min.Overturning Safety Factor = 1.0 :1 Min.Sliding Safety Factor = 1.0 :1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears : Yes = ksf Add Pedestal Wt for Soil Pressure Yes when max.length or width is greater than ft Use Pedestal wt for stability,mom&shear : Yes Dimensions Width parallel to X-X Axis = 5.0 ft Length parallel to Z-Z Axis = 5.0 ft z Footing Thickness = 12.0 in r iI no ibi Pedestal dimensions... x b px:parallel to X-X Axis = 12.0 in ` X pz:parallel to Z Z Axis = 12.0 in Height - 240.0 in H I Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in L_. __.. __ .._. i .° a 2'-6" 1 W Reinforcing _ 5, 0" Bars parallel to X-X Axis - Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 5 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a #Bars required within zone n/a ,,,_c-f a #Bars required on each side of zone n/a %XexbntaedObK Applied Loads D Lr L S W E H P:Column Load = 63.0 28.0 6.0 k OB:Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k DCI Engineers Project No:18031-0178 105 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Critical Footing F5.0 DESIGN SUMMARY Design OK Min.Ratio Item Applied Capacity Governing Load Combination PASS 0.9411 Soil Bearing 3.901 ksf 4.145 ksf +D+L about Z-Z axis PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.6948 Z Flexure(+X) 10.150 k-ft/ft 14.608 k-ft/ft +1.20D+1.60L+0.505 PASS 0.6948 Z Flexure(-X) 10.150 k-ft/ft 14.608 k-ft/ft +1.20D+1.60L+0.50S PASS 0.6948 X Flexure(+Z) 10.150 k-ft/ft 14.608 k-ft/ft +1.20D+1.60L+0.505 PASS 0.6948 X Flexure(-Z) 10.150 k-ft/ft 14.608 k-ft/ft +1.20D+1.60L+0.505 PASS 0.6192 1-way Shear(+X) 58.741 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.6192 1-way Shear(-X) 58.741 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.6192 1-way Shear(+Z) 58.741 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.6192 1-way Shear(-Z) 58.741 psi 94.868 psi +1.20D+1.60L+0.50S PASS 0.7762 2-way Punching 147.271 psi 189.737 psi +1.20D+1.60L+0.50S Detailed Results Soil Bearing Rotation Axis& Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom,-Z Top,+Z Left,-X Right,+X Ratio X-X,D Only 4.145 n/a 0.0 2.781 2.781 n/a n/a 0.671 X-X,+D+L 4.145 n/a 0.0 3.901 3.901 n/a n/a 0.941 X-X,+D+S 4.145 n/a 0.0 3.021 3.021 n/a n/a 0.729 X-X,+D+0.750L 4.145 n/a 0.0 3.621 3.621 n/a n/a 0.874 X-X,+D+0.750L+0.7505 4.145 n/a 0.0 3.801 3.801 n/a n/a 0.917 X-X,+0.60D 4.145 n/a 0.0 1.669 1.669 n/a n/a 0.403 Z-Z,D Only 4.145 0.0 n/a n/a n/a 2.781 2.781 0.671 Z-Z,+D+L 4.145 0.0 n/a n/a n/a 3.901 3.901 0.941 Z-Z,+D+S 4.145 0.0 n/a n/a n/a 3.021 3.021 0.729 Z-Z,+D+0.750L 4.145 0.0 n/a n/a n/a 3.621 3.621 0.874 Z-Z,+D+0.750L+0.750S 4.145 0.0 n/a n/a n/a 3.801 3.801 0.917 Z-Z,+0.60D 4.145 0.0 n/a n/a n/a 1.669 1.669 0.403 Overturning Stability Rotation Axis& Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X,+1.20D+1.60L 9.910 +Z Bottom 0.3331 Min ACI 9.6 0.3720 14.608 OK X-X,+1.20D+1.60L 9.910 -Z Bottom 0.3331 Min ACI 9.6 0.3720 14.608 OK X-X,+1.20D+1.60L+0.505 10.150 +Z Bottom 0.3413 Min ACI 9.6 0.3720 14.608 OK X-X,+1.20D+1.60L+0.50S 10.150 -Z Bottom 0.3413 Min ACI 9.6 0.3720 14.608 OK X-X,+1.20D+0.50L 7.446 +Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D+0.50L 7.446 -Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D 6.326 +Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D 6.326 -Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D+0.50L+1.605 8.214 +Z Bottom 0.2751 Min ACI 9.6 0.3720 14.608 OK X-X,+1.20D+0.50L+1.60S 8.214 -Z Bottom 0.2751 Min ACI 9.6 0.3720 14.608 OK X-X,+1.20D+1.60S 7.094 +Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D+1.60S 7.094 -Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK DCI Engineers Project No:18031-0178 106 Project Name:Lloyd Center Demo Engineer:PW General Footing Lic.#: KW-06001666 Licensee: DCI ENGINEERS Description: Critical Footing F5.0 Footing Flexure Flexure Axis&Load Combination Mu Side Tension As Req'd Gym.As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in^2 k-ft X-X,+1.20D+0.50L+0.50S 7.686 +Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D+0.50L+0.50S 7.686 -Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.200+0.50L+0.20S 7.542 +Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+1.20D+0.50L+0.20S 7.542 -Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+0.90D 4.745 +Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK X-X,+0.900 4.745 -Z Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+1.60L 9.910 -X Bottom 0.3331 Min ACI 9.6 0.3720 14.608 OK Z-Z,+1.20D+1.60L 9.910 +X Bottom 0.3331 Min ACI 9.6 0.3720 14.608 OK Z-Z,+1.20D+1.60L+0.50S 10.150 -X Bottom 0.3413 Min ACI 9.6 0.3720 14.608 OK Z-Z,+1.20D+1.60L+0.50S 10.150 +X Bottom 0.3413 Min ACI 9.6 0.3720 14.608 OK Z-Z,+1.20D+0.50L 7.446 -X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+0.50L 7.446 +X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D 6.326 -X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D 6.326 +X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+0.50L+1.60S 8.214 -X Bottom 0.2751 Min ACI 9.6 0.3720 14.608 OK Z-Z,+1.20D+0.50L+1.60S 8.214 +X Bottom 0.2751 Min ACI 9.6 0.3720 14.608 OK Z-Z,+1.20D+1.60S 7.094 -X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+1.605 7.094 +X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+0.50L+0.50S 7.686 -X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+0.50L+0.50S 7.686 +X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+0.50L+0.20S 7.542 -X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+1.20D+0.50L+0.20S 7.542 +X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+0.90D 4.745 -X Bottom 0.2592 Min Temp% 0.3720 14.608 OK Z-Z,+0.90D 4.745 +X Bottom 0.2592 Min Temp% 0.3720 14.608 OK One Way Shear Load Combination... Vu @-X Vu @+X Vu @-Z Vu @+Z Vu:Max Phi Vn Vu I Phi*Vn Status +1.200+1.60L 57.35 psi 57.35 psi 57.35 psi 57.35 psi 57.35 psi 94.87 psi 0.60 OK +1.200+1.60L+0.50S 58.74 psi 58.74 psi 58.74 psi 58.74 psi 58.74 psi 94.87 psi 0.62 OK +1.20D+0.50L 43.09 psi 43.09 psi 43.09 psi 43.09 psi 43.09 psi 94.87 psi 0.45 OK +1.20D 36.61 psi 36.61 psi 36.61 psi 36.61 psi 36.61 psi 94.87 psi 0.39 OK +1.20D+0.50L+1.60S 47.54 psi 47.54 psi 47.54 psi 47.54 psi 47.54 psi 94.87 psi 0.50 OK +1.200+1.60S 41.06 psi 41.06 psi 41.06 psi 41.06 psi 41.06 psi 94.87 psi 0.43 OK +1.200+0.50L+0.50S 44.48 psi 44.48 psi 44.48 psi 44.48 psi 44.48 psi 94.87 psi 0.47 OK +1.200+0.50L+0.20S 43.65 psi 43.65 psi 43.65 psi 43.65 psi 43.65 psi 94.87 psi 0.46 OK +0.90D 27.46 psi 27.46 psi 27.46 psi 27.46 psi 27.46 psi 94.87 psi 0.29 OK Two-Way"Punching"Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.200+1.60L 143.79 ps1 189.74 psi 0.7578 OK +1.200+1.60L+0.50S 147.27 psi 189.74psi 0.7762 OK +1.200+0.50L 108.04 psi 189.74psi 0.5694 OK +1.20D 91.79 psi 189.74psi 0.4838 OK +1.200+0.50L+1.605 119.18 psi 189.74psi 0.6281 OK +1.20D+1.60S 102.93 psi 189.74psi 0.5425 OK +1.200+0.50L+0.50S 111.52 psi 189.74psi 0.5878 OK +1.20D+0.50L+0.20S 109.43 psi 189.74psi 0.5768 OK +0.90D 68.84 psi 189.74 psi 0.3628 OK E n G , n E E R S ProjectDate 72"'Jr' ASIC f'l?A,ZTA.^- NTT JO/y//8 Subject Pr_ 2z „tie �i.:r #T 2Z 12A'i i,X By Ps- Pe-4.X= -Co p,c x 5. ss' - 175 4' -,> 2 a. JM PL f ` 9 cAL ;so�;s 3i (q. efir 3A 13a#3.124„) bh, ,.,n • —1L k.3) 4*1 o e-a2, De-r- A4-4(� A SSS' 13e-a," f••i FT"o p w,v>TI`t.. SGl-S !JJ .S(-1-0140_ = a x 3. -Otly ("4 7-1/.4) - /17 Ail = .2-8° > . �-K 4 S Nia ' ( S 4/4"4,4,)_ 2 �i r 17/ 3 Spa..v 1(�� 108 Mason Slender Wall ENERCALC, Ave Apartments\4-Calculations\17031-006472nd AvenuePC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu at openings up to 8 ft) Code References Calculations per ACI 530-13, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-13,IBC 2015,CBC 2016,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Pm = 1.50 ksi Nom.Wall Thickness 6 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 5.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 153.0 psi Rebar"d"distance 2.8125 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.00720 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 16 in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 10 ft B B Parapet height = 2.5 ft Wall Support Condition Top Pinned, Bottom F Roof Attachm entA Floor Attachment Vertical Loads Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity in 3 0 k Dist.from Base 12.5 ft Lateral Loads Wind Loads: Seismic Loads: - Full area WIND load 27.50 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S DS *I = .724 Fp=Wall Wt.* 0.2896 = 16.797 psf (Applied to full"STRIP Width") D Lr L E W Endpoints from Base top bottom Distributed Lateral Load .22 k/ft 12.5 8.5 k/ft Distributed Lateral Load k/ft k/ft 109 Masonry Slender Wall Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu at openings up to 8 ft) DESIGN SUMMARY Results reported for"Strip Width"of 48.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.9334 +0.90D+W+0.90H Max Mu -6.441 k-ft Phi*Mn 6.901 k-ft PASS Service Deflection Check Actual Defl.Ratio U 2,828 Allowable Defl.Ratio 150 W Only Max.Deflection -0.04243 in PASS Axial Load Check Max Pu I Ag 2.248 psi Max.Allow.Defl. 0.80 in +0.90D+W+0.90H Location 9.833 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004444 As/bcffi0720 rho bal 0.008145 Maximum Reactions... for Load Combination.... Top Horizontal W Only 3.431 k Base Horizontal W Only 0.6035 k Vertical Reaction +D+0.750Lr+0.750L+0.450W+H 5.90 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+1.60Lr+0.50W+1.60H at 9.67 to 10.0 0.197 20.232 0.81 0.81 0.90 1.73 0.150 0.0044 0.0072 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 9.67 to 10.00 0.197 20.232 0.81 0.81 0.90 1.73 0.150 0.0044 0.0072 +1.20D+0.50Lr+0.50L+W+1.60H at 9.67 to 10 0.201 20.232 0.81 1.61 0.90 1.73 0.150 0.0044 0.0072 +1.20D+0.50L+0.50S+W+1.60H at 9.67 to 10. 0.201 20.232 0.81 1.61 0.90 1.73 0.150 0.0044 0.0072 +1.340D+0.50L+0.70S+2.50E+1.60H at 9.67 k 0.220 20.232 0.81 0.56 0.90 1.74 0.150 0.0044 0.0072 +0.90D+W+0.90H at 9.67 to 10.00 0.152 20.232 0.81 1.61 0.90 1.73 0.150 0.0044 0.0072 +0.7604D+2.50E+0.90H at 9.67 to 10.00 0.125 20.232 0.81 0.56 0.90 1.72 0.150 0.0044 0.0072 Design Maximum Combinations Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.33 to 7.67 1.050 0.81 0.33 178.00 15.80 178.000 0.012 10,420.5 +D+0.70E+H at 4.33 to 4.67 1.224 0.81 0.04 178.00 16.00 178.000 0.001 80,253.0 +D+0.750Lr+0.750L+0.450W+H at 7.33 to 7.6 1.050 0.81 0.25 178.00 15.80 178.000 0.008 14,618.6 +D+0.750L+0.750S+0.450W+H at 7.33 to 7.67 1.050 0.81 0.25 178.00 15.80 178.000 0.008 14,618.6 +D+0.750L+0.750S+0.5250E+H at 4.33 to 4.6 1.224 0.81 0.03 178.00 16.00 178.000 0.001 107004.0 +0.60D+0.60W+0.60H at 7.33 to 7.67 0.630 0.81 0.33 178.00 15.32 178.000 0.012 10,426.2 +0.600+0.70E+0.60H at 4.33 to 4.67 0.734 0.81 0.04 178.00 15.44 178.000 0.001 80,336.4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 110 Masonry Slender Wall Portland12017Portland Jobs117031-006472nd Ave Apartments14-Calculations117031-0064 72nd AvenuePC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu at openings up to 8 ft) 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 8.33 to 8.67 0.000 0.81 0.86 178.00 14.58 25.895 0.042 2,828.2 E Only at 4.33 to 4.67 0.000 0.81 0.06 178.00 14.58 178.000 0.002 56,323.1 111 Masonry Slender Wall Porttand12017Portland Jobs117031-006472ndAve Apartments14-Calculations117031-006472ndAvenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu at openings up to 8 ft) Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k k-ft in^4 in^4 in^4 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 K 5.900 k +D+L+H 0.0 k 0.00 5.900 k +D+Lr+H 0.0 k 0.00 K 5.900 k +D+S+H 0.0 k 0.00 L 5.900 k +D+0.750Lr+0.750L+H 0.0 k 0.00 5.900 k +D+0.750L+0.750S+H 0.0 k 0.00 5.900 k +D+0.60W+H 0.4 k 2.03 k 5.900 k +D+0.70E+H 0.2 k 0.94 k 5.900 k +D+0.750Lr+0.750L+0.450W+H 0.3 k 1.52 k 5.900 k +D+0.750L+0.750S+0.450W+H 0.3 k 1.52 5.900 k +D+0.750L+0.750S+0.5250E+H 0.2 0.70 . 5.900 k +0.60D+0.60W+0.60H 0.4 2.03 . 3.540 k +0.60D+0.70E+0.60H 0.2 s 0.94 3.540 k D Only 0.0 K 0.00 k 5.900 k Lr Only 0.0 k 0.00 k 0.000 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.000 k W Only 0.6 k 3.43 k 0.000 k E Only 0.3 k 1.34 k 0.000 k H Only 0.0 k 0.00 r. 0.000 k 112 Mason Slender Wall Portland12017 Portland Jobs117031-0064 72nd Ave Apartments*Calculations117031-0064 72nd Avenue PC1.ec6 Masonry ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu) Code References Calculations per ACI 530-13, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-13,IBC 2015,CBC 2016,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 6 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 5.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 153.0 psi Rebar"d"distance 2.8125 in Minimum Vertical Steel% = 0.0020 Em=f'm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.00720 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 16.0 in Block Weight Medium Weight Wall Weight = 58.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 10.0 ft B B Parapet height = 2.50 ft Wall Support Condition Top Pinned, Bottom F Roof Attachment A Floor Attachment Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 27.50 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 SDs *1 = 0.7240 Fp=Wall Wt.* 0.2896 = 16.797 psf 113 Masonry Slender Wall Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build.10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu) DESIGN SUMMARY _ Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2706 +1.340D+0.50L+0.70S+2.50E+1.60H Max Mu -0.460 k-ft Phi*Mn 1.70 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 14052 Allowable Defl.Ratio 150 W Only Max.Deflection 0.008540 in PASS Axial Load Check Max Pu/Ag 3.813 psi Max.Allow.Defl. 0.80 in +1.340D+0.50L+0.70S+2.50E+1.60H Location 0.1667 ft 0.2*fm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.004444 As/bc0k0720 rho bal 0.007626 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.1847 k Base Horizontal W Only 0.1590 k Vertical Reaction +D+0.750Lr+0.750L+0.450W+H 0.7250 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.33 0.000 20.232 0.81 0.15 0.90 1.70 0.150 0.0044 0.0071 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.200+1.60S+0.50W+1.60H at 0.00 to 0.33 0.000 20.232 0.81 0.15 0.90 1.70 0.150 0.0044 0.0071 +1.20D+0.50Lr+0.50L+W+1.60H at 0.00 to 0. 0.000 20.232 0.81 0.30 0.90 1.70 0.150 0.0044 0.0071 +1.20D+0.50L+0.50S+W+1.60H at 0.00 to 0.3 0.000 20.232 0.81 0.30 0.90 1.70 0.150 0.0044 0.0071 +1.340D+0.50L+0.70S+2.50E+1.60H at 0.00 tc 0.000 20.232 0.81 0.46 0.90 1.70 0.150 0.0044 0.0071 +0.90D+W+0.90H at 0.00 to 0.33 0.000 20.232 0.81 0.30 0.90 1.70 0.150 0.0044 0.0071 +0.7604D+2.50E+0.90H at 0.00 to 0.33 0.000 20.232 0.81 0.46 0.90 1.70 0.150 0.0044 0.0071 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 5.33 to 5.67 0.416 0.81 0.09 178.00 15.07 178.000 0.005 23,395.0 +D+0.70E+H at 5.33 to 5.67 0.416 0.81 0.07 178.00 15.07 178.000 0.004 32,830.9 +D+0.750Lr+0.750L+0.450W+H at 5.33 to 5.6 0.416 0.81 0.07 178.00 15.07 178.000 0.004 31,193.4 +D+0.750L+0.750S+0.450W+H at 5.33 to 5.67 0.416 0.81 0.07 178.00 15.07 178.000 0.004 31,193.4 +D+0.750L+0.750S+0.5250E+H at 5.33 to 5.6 0.416 0.81 0.05 178.00 15.07 178.000 0.003 43,774.6 +0.60D+0.60W+0.60H at 5.33 to 5.67 0.249 0.81 0.09 178.00 14.88 178.000 0.005 23,404.9 +0.60D+0.70E+0.60H at 5.33 to 5.67 0.249 0.81 0.07 178.00 14.88 178.000 0.004 32,844.8 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 114 Mason Slender Wall Portland12017 Portland Jobst17031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu) 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 5.33 to 5.67 0.000 0.81 0.16 178.00 14.58 178.000 0.009 14,051.9 E Only at 5.33 to 5.67 0.000 0.81 0.10 178.00 14.58 178.000 0.005 23,005.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 k 0.00 k 0.725 +D+L+H 0.0 k 0.00 k 0.725 k +D+Lr+H 0.0 k 0.00 k 0.725 k +D+S+H 0.0 k 0.00 k 0.725 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 0.725 k +D+0.750L+0.750S+H 0.0 k 0.00 k 0.725 k +D+0.60W+H 0.1 k 0.11 k 0.725 k 115 Masonry Sender Wall Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical exterior wall(6"cmu) Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+0.70E+H 0.1 k 0.08 k< 0.725 +D+0.750Lr+0.750L+0.450W+H 0.1 k 0.08 0.725 +D+0.750L+0.750S+0.450W+H 0.1 k 0.08 k 0.725 +D+0.750L+0.750S+0.5250E+H 0.1 k 0.06 0.725 ,, +0.60D+0.60W+0.60H 0.1 k 0.11 ;. 0.435 +0.60D+0.70E+0.60H 0.1 k 0.08 , 0.435 D Only 0.0 k 0.00 0.725 Lr Only 0.0 k 0.00 0.000 L Only 0.0 k 0.00 0.000 k S Only 0.0 k 0.00 0.000 k W Only 0.2 k 0.18 , 0.000 k E Only 0.1 k 0.11 • 0.000 k H Only 0.0 0.00 , 0.000 116 Mason Slender Wall Portland12017PortlandJobs117031-006472nd Ave Apartmentsl4-Calculations117031-006472nd AvenuePCl.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Interior partition wall(8"cmu) Code References Calculations per ACI 530-13, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Calculations per ACI 530-13,IBC 2015,CBC 2016,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness 7.625 in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 75.0 psi Rebar"d"distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.007291 Bar Size # 5 Grout Density = 140 pcf Bar Spacing 32.0 in Block Weight Medium Weight Wall Weight = 78.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 12.50 ft B B Parapet height = ft Wall Support Condition Top Pinned, Bottom F Roof Attachment A Floor Attachment Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity int Concentric Load kilt Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 5 psf Wall Weight Seismic Load Input Method: ASCE seismic factors entered SDS Value per ASCE 12.11.1 S DS *I = .724 Fp=Wall Wt.* 0.2896 = 22.589 psf 117 Mason Slender Wall Portland12017PortlandJobs117031-006472ndAveApartmentsl4Calculations117031-006472ndAvenue PCl.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Interior partition wall(8"cmu) DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.8216 +0.7604D+2.50E+0.90H Max Mu -1.541 k-ft Phi*Mn 1.875 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 17421 Allowable Defl.Ratio 150 E Only Max.Deflection 0.008610 in PASS Axial Load Check Max Pu/Ag 18.048 psi Max.Allow.Defl. 1.0 in +0.7604D+2.50E+0.90H Location 0.2083 ft 0.2*f'm 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.002541 As/bd007291 rho bal 0.008122 Maximum Reactions... for Load Combination.... Top Horizontal E Only 0.1059 k Base Horizontal E Only 0.1765 k Vertical Reaction +D+S+H 2.085 k Design Maximum Combinations•Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2`fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k-ft t k-ft n^2 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60Lr+0.50W+1.60H at 0.00 to 0.42 0.000 27.360 0.73 0.05 0.90 1.88 0.116 0.0025 0.0071 0.000 0.000 0.00 0.00 0.00 0.00 0.000 0.0000 0.0000 +1.20D+1.60S+0.50W+1.60H at 0.00 to 0.42 0.000 27.360 0.73 0.05 0.90 1.88 0.116 0.0025 0.0071 +1.20D+0.50Lr+0.50L+W+1.60H at 0.00 to 0. 0.000 27.360 0.73 0.10 0.90 1.88 0.116 0.0025 0.0071 +1.20D+0.50L+0.50S+W+1.60H at 0.00 to 0.4 0.000 27.360 0.73 0.10 0.90 1.88 0.116 0.0025 0.0071 +1.340D+0.50L+0.70S+2.50E+1.60H at 0.00 tc 0.000 27.360 0.73 1.52 0.90 1.88 0.116 0.0025 0.0071 +0.90D+W+0.90H at 0.00 to 0.42 0.000 27.360 0.73 0.10 0.90 1.88 0.116 0.0025 0.0071 +0.7604D+2.50E+0.90H at 0.00 to 0.42 0.000 27.360 0.73 1.54 0.90 1.88 0.116 0.0025 0.0071 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl. Ratio k-`t o 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 +D+0.60W+H at 7.08 to 7.50 0.943 0.73 0.03 443.30 26.17 443.300 0.001 130959.5 +D+0.70E+H at 7.08 to 7.50 0.943 0.73 0.17 443.30 26.17 443.300 0.006 24,846.6 +D+0.750Lr+0.750L+0.450W+H at 7.08 to 7.5 1.295 0.73 0.02 443.30 27.07 443.300 0.001 174499.9 +D+0.750L+0.750S+0.450W+H at 7.08 to 7.50 1.385 0.73 0.02 443.30 27.30 443.300 0.001 174471.2 +D+0.750L+0.750S+0.5250E+H at 7.08 to 7.5 1.385 0.73 0.13 443.30 27.30 443.300 0.005 33,102.0 +0.60D+0.60W+0.60H at 7.08 to 7.50 0.566 0.73 0.03 443.30 25.19 443.300 0.001 131044.1 +0.60D+0.70E+0.60H at 7.08 to 7.50 0.566 0.73 0.17 443.30 25.19 443.300 0.006 24,862.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 118 Masonry Slender Wall Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Interior partition wall(8"cmu) 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 W Only at 7.08 to 7.50 0.000 0.73 0.05 443.30 23.68 443.300 0.002 78,702.5 E Only at 7.08 to 7.50 0.000 0.73 0.24 443.30 23.68 443.300 0.009 17,420.7 119 Masonry Slender Wall Portland12017Portland Jobs117031-006472ndAve Apartmentsl4-Calculations117031-006472ndAvenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10,18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Interior partition wall(8"cmu) Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k t.it k-it 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base +D+H 0.0 K 0.00 k 1.495 k +D+L+H 0.0 k 0.00 k 1.495 k +D+Lr+H 0.0 k 0.00 k 1.965 k +D+S+H 0.0 k 0.00 k 2.085 k +D+0.750Lr+0.750L+H 0.0 k 0.00 k 1.847 k +D+0.750L+0.750S+H 0.0 k 0.00 k 1.937 k +D+0.60W+H 0.0 k 0.01 k 1.495 k +D+0.70E+H 0.1 k 0.07 k 1.495 k +D+0.750Lr+0.750L+0.450W+H 0.0 k 0.01 k 1.848 k +D+0.750L+0.750S+0.450W+H 0.0 k 0.01 k 1.937 k +D+0.750L+0.750S+0.5250E+H 0.1 k 0.06 k 1.937 k +0.60D+0.60W+0.60H 0.0 k 0.01 k 0.897 k +0.60D+0.70E+0.60H 0.1 k 0.07 k 0.897 k D Only 0.0 k 0.00 k 1.495 k Lr Only 0.0 k 0.00 k 0.470 k L Only 0.0 k 0.00 k 0.000 k S Only 0.0 k 0.00 k 0.590 k W Only 0.0 k 0.02 k 0.000 n E Only 0.2 k 0.11 k 0.000 K H Only 0.0 h 0.00 , 0.000 K. 120 Cantilevered Retainin Wa ( Portland12017PortlandJobs\17031-006472nd Ave Apartments14-Calculations117031-006472nd AvenuePC1.ec6 g ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: CMU Trash Enclosure Screen Wall Criteria Soil Data Calculations per ACI 318-14, ACI 530-11,IBC 2015, Retained Height = 1.00 ft Allow Soil Bearing = 3,000.0 psf CBC 2016,ASCE 7-10 Wall height above soil = 6.50 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft Height of Soil over Toe = 12.00 in Toe Active Pressure = 55.0 psf/ft Water height over heel = 0.0 ft Passive Pressure = 320.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 110.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 25.0 plf Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 7.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Axial Dead Load = 0.0 lbs Base Above/Below Soil at 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Load Eccentricity = 0.0 in Poisson's Ratio - 0.300 Design Summary Stem Construction Top Stem Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 1.59 OK Wall Material Above"Ht" = Masonry Sliding Slab Resists Aft Sliding!6.05 OK Thickness in= 8.00 Rebar Size = # 5 Total Bearing Load = 1,032 lbs Rebar Spacing in= 32.00 ...resultant ecc. = 6.08 in Rebar Placed at = Center Design Data Soil Pressure @ Toe = 1,395 psf OK tb/FB+fa/Fa = 0.886 Soil Pressure @Heel = 0 psf OK Total Force @ Section lbs= 177.5 Allowable = 3,000 psf Moment....Actual ft-I= 699.8 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,674 psf Moment Allowable ft-I= 789.8 ACI Factored @ Heel = 0 psf Shear Actual psi= 3.9 Footing Shear @ Toe = 7.4 psi OK Shear Allowable psi= 38.7 Footing Shear @ Heel = 0.0 psi OK Wall Weight psf= 78.0 Allowable = 82.2 psi Rebar Depth 'd' in= 3.75 Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 45.00 Lateral Sliding Force = 147.5 lbs Lap splice if below in= 8.49 less 100%Passive Force = - 480.0 lbs Hook embed into footing in= 8.49 less 100%Friction Force = - 410.0 lbs Masonry Data Added Force Re 'd = 0.0 lbs OK Fy psi= 1,500 000 ....for 1.5:1 Stability = 0.0 lbs OK Sy i psi= 24,Yes Solid Grouting = Yes Load Factors Dead Load 1.200 Modular Ration' = 21.48 Live Load 1.600 Short Term Factor = 1.000 Earth,H 1.600 Equiv.Solid Thick. in= 7.60 Wind,W 1.600 Masonry Block Type = 2 Seismic,E 1.000 Masonry Design Method = ASD 121 Cantilevered Retainin Wall Portland 12017 Portland Jobs117031-006472ndAveApartments14-Calcula8ons117031-006472nd AvenuePC1.ec6 9 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: CMU Trash Enclosure Screen Wall Footing Dimensions&Strengths Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 0.67 Factored Pressure = 1,674 0 psf Total Footing Width = 2.00 Mu':Upward = 1,255 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 351 4 ft-lb Mu: Design = 904 4 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 7.37 0.00 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S*Fr Key: No key defined Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 70.0 0.67 46.7 Soil Over Heel = 0.0 2.00 0.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -110.0 0.67 -73.3 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = 187.5 4.75 890.6 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 146.6 0.67 97.7 Surcharge Over Toe = Stem Weight(s) = 585.0 1.67 974.8 Earth @ Stem Transitions = Total = 147.5 O.T.M. = 864.0 Footing Weight = 300.0 1.00 300.0 Resisting/Overturning Ratio = 1.59 Key Weight = Vertical Loads used for Soil Pressure= 1,031.7 lbs Vert.Component = Total= 1,031.7 lbs R.M.= 1,372.6 *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. 122 — Project#: 17031-0064 Page#: . Doci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: n G 1 n Fi G Subject: 0 0 ® ® 0 34-0' C.O. 22'-0' 1 PSLI 1/x11 Ire I I I © W/S-12 EA END MI2x13016.0C O 1 GL512x11 7: PT6x10 -P 6x10 1 - GL512,01 7: © �:x,� HG13 U TYP AT !� ©GL TOLL CONNT /212x12H1I 1 GL51/211]/8 1212x12 HDR �TYP GL511tx117/B-' W B-6 A30 16'0AnkC L _ ___7_1z7 '_GLS 1/1x1,L57,81/al 78 /) GL51/2x11 7B 015A1 11 7: ., TYP . ®' '--GL31(d11 7/8 CL5 I/2x117Bf B-Y Prk GLS 12x11]re HDR L �: --- xl LVLt 3/x11 7/8 � - 1'GYPTHG RETEOVER OVER KING oI SHTHG PLA 3x DECKING NI PER PLAN NOTES ^ PSL51/x11 7......, '' -i TYP AT HATCH • T/GTYP1_---_ 23.5• O? —� B6 P _ _ _ TYP AT �\ 1 J -41P:2-z. i F =�0�� 1\ zl zxl2 DR BALCONY SfiO3 �/-L312x117B I/L_�.�1 0 _ FRAMING _ _ _ __ _ �' _ % �1 1'GVPCREIE OVER 2382' • SMHG }3 9 PER PIAN NOTES I ry TVP 5602 1 TA.VFCRETE•23'-6' _ CO P� o 0 _ x � O - - 1 -. - PIAN 5 1 B-� - @ HDR PER NOTE TVP UNO AT EXT d -_ HDR PER PLAN NOTES TVP AT CORRIDOR x S� L3 1lA11]re g Sfi02 ; ac -- 12x12 HDR E ' el SI\ — •'---- ----".E :1 .. 121 LVLT 3/x11 7AT� L 1; - rc-GL31/A11]B � B-V - - -- =L51(d,178 /8/1311374x117)8 /81512x117,8 ak GL612x11]� B-4 PT axe LEDGER o S268016'04 �' TY® W/131 ROWS 032'0x4'SOWS x o 121 LVLT 3/x11 7B SCREWS O 12.00 STAGG TVP :2'1 LIVI - -'-- AT EXT BALCONIES n /81512x117 /81612x11] __1212x12 HDR 21(4 CONC SLAB W/ € - r 6kGW2.9xW2.9 OVER 23/32 - SHiPEROVER PLAN N DECKING ryP.M 'M ^I PER PIAN NOTES 0 PT6x10 i� ._ - 1-TTx'_ �� T/CONC=PER ARCH am' 1 4 O `�� _ _.__ -� PT6x10 GL512x117: ® TVPAT POST TO TYP AT BEAM BEAM TO POST IN WALL THIRD LEVEL FRAMING PLAN 1 23 mmaimio Dci Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Apartments Engineer: PW Date: r-iGiria FR 6 Subject: 0 ® ® 0 0 060 34-0 CD22).0 220 I PSL.1 110411 7331 Ii 0 - W/S 12 EA END - O _ Aft DIP GL5 1/211 7; ILI11111 A 1 20•100C P36,10 ' 1 --1. PT6x10- I 0 — 1 — m • ETD,0 :'.....".* m i J1. , _4'27 e 151- ; ...:ALc op . ..!. :72.,,J . -- I , i .2L5 1/2x11 7/2 . GL5 1/2x11 7/87 L3 1/2x11 7/8 ,.. ____..,1-1____.-------'""B:44TYP 11 7 4()TYP GL5 1/2x11 7/8 HD• L- 70 r VL1 3/4117/8 I- ------"^ "6—% 0 0 TYP AT - BALCONY I FRAMING . Ty1 s1,,'O.TPCpwRil,EETER 03aR 23./3N2:G as IZZ, /4- ..,e( TJGYPCREIE 33-8 P o _-_- , : .=-.„4 ,.104," L----------- - __ '6- L3 1/2x11 7/8 ioolAsli _ -,-...... ir 1.GYPCRETE OVER 23/3 t 2' SHTHG PER PLAN NOTES T/GYPCRETL 33-0 B-6 0 e - 00 — 1... 0 'T I , TYP SA(t>02 I,Hr El 03,.____ ,_ _ • co _ 0 _ liarM1111.11,—••----- -- ' 1 HDR PER PLAN NOTES TYP UNO AT EXT =. /' HEIR PER PLAN NOTES TYP AT CORRIDOR ‘Z.7 I L3 1/2x11 7/8 t..._- 0 --- i, ,--. '•3 „.. PT.))) )t. •• 6)--G1.3 1,3311 7/8 B 01°r A _ . _2151/201 ._ _. .,,,,c___............,..141irr ArGl5 1/201 7: 515 1/2x11 7/8-, '. GL5 10x11 7/8, 1 ' PI 2,2 10/ \ .."-_-',"=.7-.r-. TIPkC7 /1212 LVL1 3/4x11 7 )LVL1 3/4)11 7/8 _a. ...--• PI LVL1 3/4,117/8 - GL5 1/2,11 7/8 B4 PT 30 LEDGER W/0)ROWS 0.2211.1'SOWS SCREWS 0 12.0C STAGG TYP AT EXT BALCONIES 4 2 1/2'CONC SLAB VW ex.W2.9xV112 9 OVER 23/32. SHDIG OVER 3x DECKING _ 0 1 PTC:1"---.------'0 PER PLAN NOTES ] twill=61 CZ, 'II L T/CONC=PER ARCH .e,-- 0 - -- PT6x10 GL5 1/2x11 7: - -- el TYP AT — f!) POUR, TYP AT BEAM BEAM TO POST IN WALL FOURTH LEVEL FRAMING PLAN 124 MINIIIIIN Project#: 17031-0064 Page#: . Doci Proj.Name: 72nd Avenue Apartments Engineer: PW Date: [-1 G t l 1 F=i Subject: 0 ® ® ® 0 84'-0' 34'-0' 6'-0' 22'-0 ♦• 22'-0' ii08.i I _ _ _ _ 'OC O I GLS 12211]: P16x10 P I I a GL512z11 7= 0 1.GYPCRETE OVER 23/32' O 111 I� `` SHTHG PT6x10 x HGU TYP iI1t .1 r•. � PER PLAN NOTES n ®GLTOGLCONN -121 2x12 HDF 1 0151/2x117) T'SYPCRETE-43'-11' ' TW 01512x11 7BJ __ �_ 7� j GL512x11]) vTYP � TAi:L51/2‘11 GL51DG117/B-' B-4 '--GL312x11 7) F��fj( ©LOW ROOF iiii ,11.1i. TYP •C/ �~ FRAMING �' -_ { 61512x1/]) ��m GL512x11]AF' 1212x10 HOP 0 I- © ,z �loom© -: O 1'GYPCflETE OVEfi 23132' �'/�,SWOT ��,�� _=I i • '"� "" / PREFAB WOOD 0 gI SHTHGOVER3x DECKING . �, �I ��A �� PER PIAN NOTES /,��,��/�,-��I�,._•'• ' TRUSSESQ24'OC _ TYP AT HATCH �'�I�A�� L BY OTHERS n. TTPAli 3'-6T ;. •11' r-��w�I��''`,j' i ��' .. x ' - � x � -��—�� OVERFRAMING.TYP 1.11‘7,h TYP Ai __ ------� -/I ■■II��` GL512x11])DB BALCONY FRAMING 0 _ L312x11 7B '_�' ��a` 21 163/4x11))DBS i � rv_ HDR PER PIAN NOTES 2xH Q 24 .^,. IRh 'r—�,/ TYP AT CORRIDOR 2x10LE4 ER W/131 1/4.0x4. L f ttPN r AI 11' 1EG, _•1221 7) •:� alk ��i.. SDS SC` SFA STUD .� 1 © ...__sem - .� D, •� - III 19/32'SH GPER PLAN - n _ //—/ _!t 1 -- - 1 NOTES,TYP TORRF UNO. ttP `�I,I/ ' +� 'I �J1 II TBHTHG PER ARCH ]]1 _«�. HDR PER 1'Ili�'11I1 1 ak E ��:A� iL TYPUNO AT EM �-� .--ct:1312x117B .. .r.e.- _ O B_6 •_ I� GL512x11])DB—l� � O M //' / WALL ABOVE.TYP ` v -"- rill 1115 ��I 121 GLG 3/dxli])DB litt:i!:1111CONC PEDESTAL PAVER • �II IOVEfl 23/.f7 SHTHGr�.,.�I �,� �I�,L. __JI 'PER PLAN NOTES TYP AT /�" I I- ,�I --- I BYO�R�DOUTDOOR TERRACE /,�,�,�`.�,�/�` % .4TRUSSES•2d'OC ,L TSHTHG=43'-212' /WA 0 r �..© O A GL512z11] �I �� __ _ . I_: 1211011 3/41117:• B-G`L„�„_,) I LEVEL 5 LOW ROOF 1212x6HDR GL512z117) -__- IIZILVLi3/ax,17� 01511001J/B O FRAMING PLAN I r- GL512x11): < I cc = 228016'0C �� ,. ,/LVL1^-x117) PT 3x8 LEDGER A .,,. W113)ROWS 0.22'0xd'SEWS CPTCY GL512x11 7 SCREWS O 12'OC STAGG TYP GL512x11 7 i __pi 2x12 HDR C AT EXT BALCONIES ) 0 _ PT6x1� „- _ c 6>6-W2.BxW290VER 23/32 1212x6 HDR ~�� TTP 4� x ul I� SMHG OVER 3x DECKING PT6x10 i !- ---_ PER PLAN NOTES O _ _ _ _ `'� _ PT6x10 T/CONC.PER ARCH 01512x117: i ® TYP AT POST TO e TYP AT BEAM BEAM TO FIFTH LEVEL FRAMING PLAN 125 inimm — DCI Project#: 17031-0064 Page#: Proj.Name: 72nd Avenue Apartments Engineer: PW Date: e n G 1 1-1 s= R Subject 31'-0' E'-0' 22'-0' 22'-0' 1 I I PREFAB WOOD TRUSSESI � \ loll - 02E'OC BY OTHERS.TIP `E(l1 Z 212+12 HDP GIRDER TRUSS �� BY OTHERS GB 1/7x11 7/8 Os MII!iL • i, [4210: Fr:).TRuss 4 •,1 11 ALI 1 n-cr,1 .-.- . . i !3 \ I,M 1 ii ki; . 11_ mom' ,522K, _ i„ :4\101%4: ,, :I 1 : ,_ ===f • ,4 I Tr .\ 1t 1 ,pF ;d� ,H MECH UNIT.TYP gla ; ro NN 1 ,12x12 HDR I I1! Ii - - I - - I m I. 23/32'SHTHG PER PLAN NOTES 1212x12 HDR . Al EV WELL SHTHG.EV• IIN -4-- kh,,s7::11:V4 VIE Ihn- GIRDER TRUSS I IL I' �1 " ,. A._ I 1 1 ; .152, L_, !! 't4111,N\ ,t1/4,4 , I.,4,,,, _ — ,680,...,w-r-A lor 4 cc .. lo I.‘ 741 . :1 AL ® AliO. 1..21• -' 12x12 HDR ROOF FRAMING PLAN 1 F 0 R T E 30B SUMMARY REPORT 72nd upper floors framing.4te 126 01:Typical Level Member Name Results Current Solution Comments B-4:Typical Floor Beams Passed 1 Piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam Floor:Tyipcal Joist 17 ft max span Passed 1 Piece(s)11 7/8"TJI@ 360 @ 16"OC 13-6:Beam at multiple openings Passed 2 Piece(s)1 3/4"x 11 7/8"2.0E Microllam@ LVL Typ HDR:(2)2x8-4 ft Passed 2 Piece(s)2 x 8 Douglas Fir-Larch No.2 Typ HDR:(2)2x10-6 ft Passed 2 Piece(s)2 x 10 Douglas Fir-Larch No.2 Typ HDR:(2)2x12-7.5 ft Passed 2 Piece(s)2 x 12 Douglas Fir-Larch No.2 Typ HDR:(2)2x10-7.5 ft JOISTS PARALLEL Passed 2 Piece(s)2 x 10 Douglas Fir-Larch No.2 02:Level 5 Member Name Results Current Solution Comments B-1:Roof Transfer at terrace Passed 1 Piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam B-2:Roof Transfer at terrace Passed 1 Piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam B-3:supports B-1 and B-2 Passed 1 Piece(s)6 3/4"x 12"24F-V4 DF Glulam B-5:Beam at terrace edge and low roof Passed 1 Piece(s)5 1/2"x 11 7/8"24F-V4 DF Glulam 03:Roof Member Name Results Current Solution Comments (2)2x12 HDR-6.5 ft Passed 2 Piece(s)2 x 12 Douglas Fir-Larch No.2 (2)2x8 HDR-4 ft Passed 2 Piece(s)2 x 8 Douglas Fir-Larch No.2 GL 51/2 x 12 HDR-12 ft Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam 04:Typical Balcony Member Name Results Current Solution Comments B-7:6X10 balcony beams-9 ft max Passed 1 Piece(s)6 x 10 Douglas Fir-Larch No.2 B-8:GL 5 1/2 x 12 balcony beams-16 ft max Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 1 of 17 ' F 0 R T E MEMBER REPORT Typical Level,B-4:Typical Floor Beams PASSED 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam 127 Overall Length:12'11 1/2" + + o 0 A, 12 6" 4' 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4638 @ 12'10 1/4" 9453(2.75") Passed(49%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 3766 @ 1'2 5/8" 11539 Passed(33%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Pos Moment(Ft-lbs) 14547 @ 6'5 3/4" 25853 Passed(56%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.172 @ 6'5 3/4" 0.255 Passed(L/889) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.308 @ 6'5 3/4" 0.637 Passed(1/497) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/600)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 13'o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'o/c unless detailed otherwise. X 3 floors •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'9". DL=6.15 kips •The effects of positive or negative camber have not been accounted for when calculating deflection. LL=7.8 kips •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. - Sill crushing with min(5)2x4, /% Bearing Loads to Supports(lbs) fc,perp=531 psi OK Supports Total Available Required .= y'e ail Accessories See enercalc for bundled stud 1-Column-DF 2.75" 2.75" 1.50" 2047 2592 4639 Blocking design 2-Stud wall-DF 2.75" 2.75" 1.50" • 4639 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 12'11 1/2" N/A 15.9 1-Uniform(PSF) 0 to 12'11 1/2" 10' 30.0 40.0 Residential /� Weyerhaeuser Notes 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 2 of 17 l MEMBER REPORT Typical Level, Floor:Tyipcal Joist 17 it max span PASSED tI F O R T E 1 piece(s) 11 7/8"TM® 360 © 16" OC 128 Overall Length:17'8" + + O 0 L _ „,.„.. , 1 ,r 17 0 fa All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 797 @ 17'5 1/2" 1080(1.75") Passed(74%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 797 @ 17'5 1/2" 1705 Passed(47%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 3405 @ 8'11" 6180 Passed(55%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.241 @ 8'11" 0.342 Passed(L/852) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.421 @ 8'11" 0.854 Passed(L/487) -- 1.0 D+1.0 L(All Spans) TJ-Pro'"Rating 50 50 Passed -- -- •Deflection criteria:LL(L/600)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 17'4"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro'"Rating include:5/8"Gypsum ceiling,pour flooring overlay. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 5.50" 3.75" 1.75" 357 476 833 1 3/4"Rim Board 2-Hanger on DF stud wall 2.50" Hanger, 1.75"/-2 350 467 817 See note 1 •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length/Required Bearing Length with Web Stiffeners Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Top Mount Hanger ITS2.37/11.88 2.00" 4-10d common 2-10d common N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 17'8" 16" 30.0 40.0 Residential Member Notes TYPICAL JOIST CHECKED FOR FEASIBILITY OF 11 7/8"JOIST DEPTH.TJI OR EQUIVALENT JOIST DESIGN BY OTHERS.SEE DEFFERRED SUBMITTAL ONCE AVAILABLE. ,, i Weyerhaeuser Notes iZT)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. YY Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator ..................... Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4fe 1 (503)242-2448 I dskovron@dci-engineers.com Page 3 of 17 J l�;l f I F F F REm F'C'l T Typical Level,8-6:Beam at multiple openings PASSED F 0 R T 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL129 Overall Length:14'5" + + X 3'6" ,,X XX 6'3" 3'6" X o a El a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual Q Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5613 @ 3'11 1/4" 7656(3.50") Passed(73%) -- 1.0 D+1.0 L(Adj Spans) Member Type:Flush Beam Shear(lbs) 2045 @ 5'7/8" 7897 Passed(26%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Commercial Moment(Ft-lbs) -2950 @ 3'11 1/4" 17848 Passed(17%) 1.00 1.0 D+1.0 L(Adj Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.017 @ 7'2 1/2" 0.131 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(in) 0.028 @ 7'2 1/2" 0.327 Passed(1/999+) -- 1.0 D+1.0 L(Alt Spans) •Deflection criteria:LL(L/600)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 14'5"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'5"o/c unless detailed otherwise. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 3.50" 3.50" 1.50" :• • 1497/-355 Blocking 2-Stud wall-DF 3.50" 3.50" 2.57" 2401 3212 5613 Blocking 3-Stud wall-DF 3.50" 3.50" 2.57" 1,s' 5613 Blocking 4-Stud wall-DF 3.50" 3.50" 1.50" 498 999/-355 1497/-355 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 14'5" N/A 12.1 1-Uniform(PSF) 0 to 14'5" 13' 30.0 40.0 Residential //�� Weyerhaeuser Notes (I�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,build r or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator x 3 floors x 2 floors DL=7.2 kips DL=4.8 kips LL=9.7 kips LL=6.47 kips Use Simpson ABUZ at PT slab See enercalc for 4x6 design Sill crushing with 4x6 and 2 floors of load, fc,perp=585 psi OK Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 4 of 17 ' FORTEdi MEMBER REPORT Typical Level, Typ HDR:(2)2x8-4 ft PASSED 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 130 Overall Length:4'3" + + o 0 'Y 4' 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wet Member Reaction(lbs) 1339 @ 0 2813(1.50") Passed(48%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 880 @ 8 3/4" 2610 Passed(34%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 1423 @ 2'1 1/2" 2365 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.017 @ 2'1 1/2" 0.142 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.030 @ 2'1 1/2" 0.213 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) • Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'3"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Trimmer-DF 1.50" 1.50" 1.50" 581 759 1340 None 2-Trimmer-DF 1.50" 1.50" 1.50" 581 759 1340 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 4'3" N/A 5.5 Linked from:Floor: 1-Uniform(PLF) 0 to 4'3" N/A 267.8 357.0 Tyipcal Joist 17 ft max span,Support 1 Weyerhaeuser Notes (I�SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. ll Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 5 of 17 III F 0 R T E MEMBER REPORT Typical Level, Typ HDR:(2)2x10-6 ft PASSED 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 131 Overall Length:6'3" + + 6' X El o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 1974 @ 0 2813(1.50") Passed(70%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Header Shear(lbs) 1408 @ 10 3/4" 3330 Passed(42%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 3085 @ 3'1 1/2" 3529 Passed(87%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.039 @ 3'1 1/2" 0.208 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.069 @ 3'1 1/2" 0.313 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(1/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Trimmer-DF 1.50" 1.50" 1.50" 859 1116 1975 None 2-Trimmer-DF 1.50" 1.50" 1.50" 859 1116 1975 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 6'3" N/A 7.0 Linked from:Floor: 1-Uniform(PLF) 0 to 6'3" N/A 267.8 357.0 Tyipcal Joist 17 ft max span,Support 1 Weyerhaeuser Notes @ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.corn Page 6 of 17 de F O R T E MEMBER REPORT Typical Level, Typ HDR:(2)2x12-7.5 ft PASSED 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 132 Overall Length:T 9" + + o 0 )( 76" )(' 11 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 2454 @ 0 2813(1.50") Passed(87%) -- 1.0 D+1.0 L(All Spans) Member Type:Header Shear(lbs) 1781 @ 1'3/4" 4050 Passed(44%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 4755©3'10 1/2" 4746 Passed(100%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.051 @ 3'10 1/2" 0.258 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.090 @ 3'10 1/2" 0.387 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'9"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Trimmer-DF 1.50" 1.50" 1.50" 1071 1383 2454 None 2-Trimmer-DF 1.50" 1.50" 1.50" 1071 1383 2454 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 7'9" N/A 8.6 Linked from:Floor: 1-Uniform(PLF) 0 to 7'9" N/A 267.8 357.0 Tyipcal Joist 17 ft max span,Support 1 Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 111 Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 7 of 17 1 F O R T E MEMBER REPORT Typical Level, Typ HDR:(2)2x10-7.5 ft JOISTS PARALLEL PASSED 2 piece(s) 2 x 10 Douglas Fir-Larch No. 2 133 Overall Length:7"9" '111‘ + o n 76" 4. a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 670 @ 0 2813(1.50") Passed(24%) -- 1.0 D+ 1.0 L(All Spans) Member Type:Header Shear(lbs) 515 @ 10 3/4" 3330 Passed(15%) 1.00 1.0 D+ 1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 1299 @ 3'10 1/2" 3529 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.010 @ 3'10 1/2" 0.258 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD — Total Load Defl.(in) 0.044 @ 3'10 1/2" 0.387 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'9"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'9"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Fl"r Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 670 None 2-Trimmer-DF 1.50" 1.50" 1.50" 7 670 None Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 7'9" N/A 7.0 1-Uniform(PSF) 0 to 7 9" 1' 30.0 40.0 Floor Framing- Joists Parallel 2-Uniform(PSF) 0 to 7'9" 8' 12.0 - WALL DL /� Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Typical Trimmer and King stud x 3 floors + Roof HDR DL = 2.99 kips Copied From Roof HDR LL = 0.47 kips SL = 1.35 kips Loads to Supports(lbs) Dead Snow Total , Sill crushing with (2) 2x6, 1452 1350 2802 I fc,perp = 292 psi OK 1452 1350 2802 I Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 8 of 17 it F 0 R T E MEMBER REPORT Level 5,B-1:Roof Transfer at terrace PASSED 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam 134 Overall Length: 11 1" + + o 0 l' 10 6" 0 13 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 6729 @ 3 1/2" 6729(1.88") Passed(100%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 5476 @ 1'3 3/8" 11539 Passed(47%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 17875 @ 5'3 3/4" 25853 Passed(69%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.166 @ 5'7 1/4" 0.266 Passed(L/768) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.263 @ 5'7 1/4" 0.531 Passed(L/485) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 10'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=10'7 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Floor Roof PP Total Available Required Dead Live Live Snow Total Accessories 1-Hanger on 11 7/8"DF beam 3.50" Hanger, 1.88" 2611 4483 1121 1401 9616 See note, 2-Column-OF 3.50" 3.50" 1.94" 2557 4383 1096 1370 9406 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 36-SDS self-drilling 24-SOS self-drilling 1-Face Mount Hanger HGU5.62(H1=11) 5.25" N/A wood screw 0.242 dia. wood screw 0.242 dia. x 2 1/2" x 2 1/2" Tributary Dead Floor Live Roof Live Snow Loads Location(Side) Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 3 1/2"to 11'1" N/A 15.9 1-Uniform(PSF) 0 to 11'1"(Top) 8' 30.0 100.0 Residential-100 psfLL 2-Uniform(PSF) 0 to 11'1"(Top) 10' 21.1 - 20.0 25.0 Roof Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 9 of 17 c"Ail FORTE MEMBER REPORT Level 5,B-2:Roof Transfer at terrace PASSED 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam 135 Overall Length:9'4" + + o n '(, 89" l' a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 5621 @ 9'1/2" 5621(1.57") Passed(100%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 4367 @ 8'5/8" 11539 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 12471©4'7 1/4" 25853 Passed(485/0) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.081 @ 4'7 1/4" 0.222 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.128 @ 4'7 1/4" 0.444 Passed(L/832) -- 1.0 D+ 1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'1"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=8'10 1/2". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Roof Snow Total Accessories Live Live 1-Column-DF 3.50" 3.50" 1.63" 2149 3683 921 1151 7904 Blocking 2-Hanger on 11 7/8"DF beam 3.50" Hanger, 1.57" 2202 3783 946 1182 8113 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 36-SDS self-drilling 24-SDS self-drilling 2-Face Mount Hanger HGUS.62(H1=11) 5.25" N/A wood screw 0.242 dia. wood screw 0.242 dia. x 2 1/2" x 2 1/2" Tributary Dead Floor Live Roof Live Snow Loads Location(Side) Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 9'1/2" N/A 15.9 1-Uniform(PSF) 0 to 9'4"(Top) 8' 30.0 100.0 - Residential-100 psf LL 2-Uniform(PSF) 0 to 9'4"(Top) 10' 21.1 - 20.0 25.0 Roof /� Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3,Design Engine:V7.0.0.5 1 DCI-Engineers 72nd upper floors framing.4te j (503)242-2448 dskovron@dci-engineers.com Page 10 of 17 F O R T E MEMBER REPORT Level 5,8-3:supports 8-1 and 8-2 PASSED 1 piece(s) 6 3/4" x 12" 24F-V4 DF Glulam 136 Overall Length: 16'1" 1 + 0 15'6" 4" 4' a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3912 @ 15'11" 15356(3.50") Passed(25%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 3886 @ 14'9 1/2" 14310 Passed(27%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 28446 @ 8'6" 32400 Passed(88%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.359 @ 8'1 15/16" 0.394 Passed(1./527) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.583 @ 8'1 7/8" 0.788 Passed(L/324) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'1"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam Is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor RoofLive Live Snow Total Accessories 1-Column-DF 3.50" 3.50" 1.50" :8 • •.0 4687 Blocking 2-Column-DF 3.50" 3.50" 1.50" 1540 2372 593 741 5246 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and• - -• .•• • • - - - •— - -•. Tributary Dead Floor Live Roof Live Snow Loads Location(Side) Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 16'1" N/A 19.7 Linked from:Roof 1-Point(Ib) 8'6"(Front) N/A 2611 4483 1121 1401 Transfer at terrace B-2,Support 2 Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or f-amer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-fibrary. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator load x 2 beams DL = 3.08 kips LL= 4.74 kips SL = 1.48 kips Sill crushing with (9) 2x4, fc,perp = 166 psi OK Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 11 of 17 F O R T E MEMBER REPORT Level 5,8-5:Beam at terrace edge and low roof PASSED 1 piece(s) 5 1/2" x 11 7/8" 24F-V4 DF Glulam 137 Overall Length: 16'1 1/2" + + O 0 15 8" o a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 3261 @ 16'1/4" 9453(2.75") Passed(34%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Flush Beam Shear(lbs) 2768 @ 1'2 5/8" 13269 Passed(21%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 12810 @ 8'3/4" 29731 Passed(430/o) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.186 @ 8'3/4" 0.318 Passed(L/999+) -- 1.0 D+0.75 L+0.75 5(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.423 @ 8'3/4" 0.796 Passed(L/452) -- 1.0 D+0.75 L+0.75 S(All Spans) • Deflection criteria:LL(L/600)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'2"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'2"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'11". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Roof Snow Total Accessories Live Live 1-Column-DF 2.75" 2.75" 1.50" 1825 806 726 1109 4466 Blocking 2-Stud wall-DF 2.75" 2.75" 1.50" 1825 806 726 1109 4466 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Roof Live Snow Loads Location(Side) Width (0.90) (1.00) (non-snow:1.25) (1.15) Comments 0-Self Weight(PLF) 0 to 16'1 1/2" N/A 15.9 1-Uniform(PSF) 0 to 16'1 1/2" 1' 50.0 100.0 - 25.0 Roof Terrace (Front) Framing parallel 0 to 16'1 1/2" 2-Uniform(PSF) 4' 12.0 - - Wall DL (Front) 3-Uniform(PSF) 0 to 16'1 1/2" 4'6" 25.0 - 20.0 25.0 Low Roof (Front) Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/1 0/2018 8:57:07 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te I (503)242-2448 dskovron@dci-engineers.com Page 12 of 17 ( F O R T E MEMBER REPORT Roof, (2)2x12 HDR-6.5 ft PASSED 2 piece(s) 2 x 12 Douglas Fir-Larch No. 2 38 Overall Length:6'9" + + o 0 6'6" 4, 0 El All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 2802 @ 0 2813(1.50") Passed(1000/0) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1920 @ 1'3/4" 4658 Passed(41%) 1.15 1.0 D+1.0 S(All Spans) Building Use:commercial Moment(Ft-lbs) 4728©3'4 1/2" 5458 Passed(87%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.033 @ 3'4 1/2" 0.225 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.068 @ 3'4 1/2" 0.338 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'9"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 1452 1350 2802 None 2-Trimmer-DF 1.50" 1.50" 1.50" 1452 1350 2802 None Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 6'9" N/A 8.6 1-Uniform(PSF) 0 to 6'9" 16' 26.4 25.0 • Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 13 of 17 F T E MEMBER REPORT Roof, (2)2x8 HDR-4 ft PASSED E 2 piece(s) 2 x 8 Douglas Fir-Larch No. 2 139 Overall Length:4'3" + + 4' x El a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual D Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 1758 @ 0 2813(1.50") Passed(62%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 1155 @ 8 3/4" 3002 Passed(38%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Commercial Moment(Ft-lbs) 1868 @ 2'1 1/2" 2720 Passed(69%) 1.15 1.0 D+1.0 5(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.019 @ 2'1 1/2" 0.142 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.040 @ 2'1 1/2" 0.213 Passed(1/999+) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'3"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 908 850 1758 None 2-Trimmer-DF 1.50" 1.50" 1.50" 908 850 1758 None Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 4'3" N/A 5.5 1-Uniform(PSF) 0 to 4'3" 16' 26.4 25.0 h We eraeuser Notes Weyerhaeuser 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Y Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 14 of 17 MEMBER REPORT Roof, GL 51/2 x 12 HDR- 12 ft PASSED it F O R T E 1 piece(s) 51/2" x 12" 24F-V4 DF Glulam 140 Overall Length: 12'3" + + O alai X 17 X 0 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Wall Member Reaction(lbs) 5131 @ 0 5363(1.50") Passed(96%) -- 1.0 D+ 1.0 S(All Spans) Member Type:Header Shear(lbs) 4188 @ 1'1 1/2" 13409 Passed(31%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Commercial Pos Moment(Ft-lbs) 15713 @ 6'1 1/2" 30360 Passed(52%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.142 @ 6'1 1/2" 0.408 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.298 @ 6'1 1/2" 0.613 Passed(L/494) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 12'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'3"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) 1 Supports Total Available Required Dead Snow Total Accessories 1-Trimmer-DF 1.50" 1.50" 1.50" 2681 2450 5131 None 2-Trimmer-DF 1.50" 1.50" 1.50" 2681 2450 5131 None Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 0 to 12'3" N/A 16.0 1-Uniform(PSF) 0 to 12'3" 16' 26.4 25.0 Weyerhaeuser Notes (lam SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. (*SUSTAINABLE Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 15 of 17 I MEMBER REPORT Typical Balcony,8-7:6X10 balcony beams-9 ft max PASSED �/� F O R T E 1 piece(s) 6 x 10 Douglas Fir-Larch No. 2 141 Overall Length:9'7" + + O 0 4. 9' X 0 E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 2339 @ 2" 12031(3.50") Passed(19%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Shear(lbs) 1755 @ 1'1" 5922 Passed(30%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 5061 @ 4'9 1/2" 6032 Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.082 @ 4'9 1/2" 0.185 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.157 @ 4'9 1/2" 0.463 Passed(L/705) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/600)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'7"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'7"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Snow Total Accessories Live 1-Column-DF 3.50" 3.50" 1.50" + • • •7 Blocking 2-Column-DF 3.50" i 3.50" 1.50" ni 1150 479 27• Blocking •Blocking Panels are assumed to carry no loads applied directly above them an. .• . . •_ - . • . • gned. Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 9'7" N/A 13.2 1-Uniform(PSF) 0 to 9'7" 4' 55.0 60.0 25.0 Balconies-1.5 x occupancy served Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I load x 3 floors DL = 3.35 kips LL = 3.45 kips SL = 1.44 kips Sill crushing with 6x6, fc,perp = 225 psi OK Forte Software Operator Job Notes 10/10/2018 8:57:07 AM DS Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 dskovron@dci-engineers.com Page 16 of 17 :/I F O R T E MEMBER REPORT Typical Balcony,B-8:GL 5 1/2 x 12 balcony beams- 16 ft max PASSED 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam 142 Overall Length: 16'7" + + o 0 16' 4' E E All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(lbs) 4072©2" 12513(3.50") Passed(33%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Drop Beam Shear(lbs) 3332 @ 1'3 1/2" 11660 Passed(29%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Pos Moment(Ft-lbs) 15713 @ 8'3 1/2" 26400 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.281 @ 8'3 1/2" 0.325 Passed(L/695) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.540 @ 8'3 1/2" 0.813 Passed(L/361) -- 1.0 D+0.75 L+0.75 S(All Spans) •Deflection criteria:LL(L/600)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 16'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=16'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Supports Bearing Loads to Supports(lbs) Total Available Required Dead Floor Snow Total Accessories Live 1 Column-DF 3.50" 3.50" 1.50" r 7. Blocking 2-Column-DF 3.50" 3.50" 1.50" 1957 1990 829 4776 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and t - -•. • . •- .- ed. Tributary Dead Floor Live Snow Loads Location(Side) Width (0.90) (1.00) (1.15) Comments 0-Self Weight(PLF) 0 to 16'7" N/A 16.0 1-Uniform(PSF) 0 to 16'7" 4' 55.0 60.0 25.0 Balconies-1.5 x occupancy served Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator load x 2 floors DL = 3.91 kips LL = 3.98 kips SL = 1.66 kips Sill crushing with 6x6, fc,perp = 261 psi OK Forte Software Operator Job Notes 10/10/2018 8:57:07 AM Ds Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers 72nd upper floors framing.4te (503)242-2448 i dskovron@dci-engineers.com Page 17 of 17 143 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartmentsl4-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: (5)2x4 at Beam B-4 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Load Resistance Factor Design Wood Section Name 5-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn ort slender calcuta(ions) Exact Width 7.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.1 3.50 in Cf or Cv for Bending 1.50 Area 26.250 inA2 Cf or Cv for Compression 1.150 Fb+ 1000 psi Fv 180 psi lx 26.797 inA4 Cf or Cv for Tension 1.50 Fb- 1000 psi Ft 675 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1500 psi Density 31.2 pcf y 123.047 inA4 Ct:Temperature Factor 1.0 Fc-Perp 625 psi E:Modulus of Elasticity... x-x Bending y-y Bending Axial Cfu:Flat Use Factor 1.0 Kf:Built-up columns 1.0 Nis 15-3 2 Basic 1700 1700 1700 ksi Use Cr:Repetitive? No Minimum 620 620 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :51.188 lbs*Dead Load Factor AXIAL LOADS... Beam B-4 x 3 floors:Axial Load at 9.0 ft, D=6.150,L=7.80 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9940 :1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+0.50Lr+1.60L+1.60H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 19.921 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 763.51 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.90D+E+0.90H LRFD-Format Conversion factor 2.541 2.400 2.700 Location of max.above base 0.0 ft LRFD-Resistance factor 0.850 0.900 0.800 Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Load Combination Results Lambda C Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination p Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.000 0.205 0.4332 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr+1.60L+1.60H 0.000 0.205 0.9940 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60L+0.50S+1.60H 0.000 0.205 0.9940 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60Lr+0.50L+1.60H 0.000 0.205 0.5659 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60Lr+0.50W+1.60H 0.000 0.205 0.3713 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+1.60S+1.60H 0.000 0.205 0.5659 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.605+0.50W+1.60H 0.000 0.205 0.3713 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr+0.50L+W+1.60H 0.000 0.205 0.5659 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+0.50S+W+1.60H 0.000 0.205 0.5659 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+0.70S+E+1.60H 0.000 0.205 0.5659 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D+W+0.90H 0.000 0.205 0.2785 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D+E+0.90H 0.000 0.205 0.2785 PASS 0.0 ft 0.0 PASS 0.0 ft 144 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: (5)2x4 at Beam B-4 Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 6.201 +D+L+H 14.001 +D+Lr+H 6.201 +D+S+H 6.201 +D+0.750Lr+0.750L+H 12.051 +D+0.750L+0.750S+H 12.051 +D+0.60W+H 6.201 +D+0.70E+H 6.201 +D+0.750Lr+0.750L+0.450W+H 12.051 +D+0.750L+0.750S+0.450W+H 12.051 +D+0.750L+0.750S+0.5250E+H 12.051 +0.60D+0.60W+0.60H 3.721 +0.60D+0.70E+0.60H 3.721 D Only 6.201 Lr Only L Only 7.800 S Only W Only 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 0.000 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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 145 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments\4-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: (5)2x4 at Beam B-4 Sketches Load 1 X 7.50 in 146 Wood Column Ponland12017 Portland Jobs117031-0064 72nd Ave Apartmentsl4-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver 10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical Trimmer and King(rxn from 2x12 HDR) Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Load Resistance Factor Design Wood Section Name 2-2x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn (e`cr on slender calculations) Exact Width 3.0 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Exact Depth Wood Grade No.1 5.50 in Cf or Cv for Bending 1.30 Fb+ 1,000.0 psi Fv 180.0 psi Area 16.50 inA2 Cf or Cv for Compression 1.10 p lx 41.594 inA4 Cf or Cv for Tension 1.30 Fb- 1,000.0 psi Ft 675.0 psi Fc-PrIl 1,500.0 psi Density 31.20 pcf ly 12.375 inA4 Cm:Wet Use Factor 1.0 Fc-Perp 625.0 psi Ct:Temperature Factor 1.0 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :32.175 lbs*Dead Load Factor AXIAL LOADS... Floor+Roof HDR:Axial Load at 9.0 ft, D=2.990, L=0.470,S= 1.350 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.2170:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +1.20D+0.50L+1.60S+1.60H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 6.022 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,681.96 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0 :1 Bending Compression Tension Load Combination +0.90D+E+0:90 f LRFD-Format Conversion factor 2.541 2.400 2.700 Location of max.above base 0.0 ft LRFD-Resistance factor 0.850 0.900 0.800 Applied Design Shear 0.0 psi Allowable Shear 0.0 psi Load Combination Results Lambda C Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination p Stress Ratio Status Location Stress Ratio Status Location +1.40D+1.60H 0.000 0.472 0.1525 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr+1.60L+1.60H 0.000 0.472 0.1578 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60L+0.50S+1.60H 0.000 0.472 0.1821 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1,60Lr+0.50L+1.60H 0.000 0.472 0.1391 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60Lr+0.50W+1.60H 0.000 0.472 0.1307 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+1.60S+1.60H 0.000 0.472 0.2170 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+1.60S+0.50W+1.60H 0.000 0.472 0.2085 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50Lr+0.50L+W+1.60H 0.000 0.472 0.1391 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+0.50S+W+1.60H 0.000 0.472 0.1635 PASS 0.0 ft 0.0 PASS 0.0 ft +1.20D+0.50L+0.705+E+1.60H 0.000 0.472 0.1732 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D+W+0.90H 0.000 0.472 0.09801 PASS 0.0 ft 0.0 PASS 0.0 ft +0.90D+E+0.90H 0.000 0.472 0.09801 PASS 0.0 ft 0.0 PASS 0.0 ft 147 Wood Column Portland12017Portland Jobs\17031-006472nd Ave Apartments\4-Calculations117031-006472ndAvenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: Typical Trimmer and King(rxn from 2x12 HDR) Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 3.022 +D+L+H 3.492 +D+Lr+H 3.022 +D+S+H 4.372 +D+0.750Lr+0.750L+H 3.375 +D+0.750L+0.750S+H 4.387 +D+0.60W+H 3.022 +D+0.70E+H 3.022 +D+0.750Lr+0.750L+0.450W+H 3.375 +D+0.750L+0.750S+0.450W+H 4.387 +D+0.750L+0.750S+0.5250E+H 4.387 +0.60D+0.60W+0.60H 1.813 +0.60D+0.70E+0.60H 1.813 D Only 3.022 Lr Only L Only 0.470 S Only 1.350 W Only 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 0.000 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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 148 Wood Column m�geda k&,�a,�72nd Ave Apartments*ate mwm,�=kAvenue R1. BECRaCE ,�CN 198 »emd:1os, :2,v,os, :2 Lic. 2001666 Licensee:DCI EN ENGINEERS Description: Typical Trimmer and King(rxn from m2HDR) Sketches 7 ?} \ I� :: � �_ \ /1 } �\ / �� \ � � Q \ƒ \{j?/ X 1\ « ,, , 1 ©\\ { ` ` � * ui di \//ii //\ E ; \ + ©{»2 \ { } $ , it d.'\» 2 x� ^ 1 114 y , + Soh tt 149 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: 4x6 at Beam B-6 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 4x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn sea for non slender calculations) Exact Width3.50 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch Wood Grade No.2 Exact Depth 5.50 in Cf or Cv for Bending 1.30 Fb+ 900.0 psi Fv 180.0 psi Area 19.250 inA2 Cf or Cv for Compression 1.10 lx 48.526 inA4 Cf or Cv for Tension 1.30 Fb 900.0 psi Ft 575.0 psi ly 19.651 inA4 Cm:Wet Use Factor 1.0 Fc-NI 1,350.0 psi Density 31.20 pcf Ct:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Builtup columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:37.538 lbs*Dead Load Factor AXIAL LOADS... Beam B-6 x 3 floors:Axial Load at 9.0 ft,D=7.20,L=9.70 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9485:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 16.938 k for load combination:n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 927.65 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.663 0.4240 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.625 0.9485 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.540 0.3754 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.150 0.572 0.3852 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.540 0.7527 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.150 0.572 0.7724 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.600 0.448 0.3534 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.448 0.3534 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.448 0.7086 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505+0.450W+H 1.600 0.448 0.7086 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.448 0.7086 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.60W+0.60H 1.600 0.448 0.2120 PASS 0.0 ft 0.0 PASS 9.0 ft 150 Portland\2017 Portland Jobs\17031-0064 72nd Ave Apartments\4-Calculations\17031-0064 72nd Avenue PC1.ec6 Wood Column ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: 4x6 at Beam B-6 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.448 0.2120 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note: Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 7.238 +D+L+H 16.938 +D+Lr+H 7.238 +D+S+H 7.238 +D+0.750Lr+0.750L+H 14.513 +D+0.750L+0.750S+H 14.513 +D+0.60W+H 7.238 +D+0.70E+H 7.238 +D+0.750Lr+0.750L+0.450W+H 14.513 +D+0.750L+0.7505+0.450W+H 14.513 +D+0.750L+0.750S+0.5250E+H 14.513 +0.60D+0.60W+0.60H 4.343 +0.60D+0.70E+0.60H 4.343 D Only 7.238 Lr Only L Only 9.700 S Only W Only 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 0.000 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+0.7505+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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 151 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee: DCI ENGINEERS Description: 4x6 at Beam B-6 Sketches I fi; c )1(Load 1 X I 4x6 y i •3.50 int 152 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: 6x8 at Beam B-6 with additional roof girder reaction Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x8 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn Used for non slender carcularfons) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 7.50 in Cf or Cv for Bending 1.0 Wood Grade No.2 Area 41.250 inA2 Cf or Cv for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi lx 193.359 in/4 Cf or Cv for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi I Cm:Wet Use Factor 1.0 Fc-PrIl 1,350.0 psi Density 31.20 pcf y 103.984 inA4 Fc-Per Ct:Temperature Factor 1.0 Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 Nos 75 Basic 1,600.0 1,600.0 1,600.0 ksi Use Cr:Repetitive? No Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :80.438 lbs*Dead Load Factor AXIAL LOADS. .. Beam B-6 x 3 floors:Axial Load at 9.0 ft, D=7.20, L=9.70 k Roof Girder(26ft x 15ft trib):Axial Load at 9.0 ft, D=9.750,S=9.750 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.6119:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+0.750L+0.750S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 31.618 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 1,252.64 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.858 0.3961 PASS 0.Oft 0.0 PASS 9.Oft +D+L+H 1.000 0.838 0.5730 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.786 0.3113 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.150 0.807 0.5183 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.786 0.4443 PASS 0.Oft 0.0 PASS 9.Oft +D+0.750L+0.750S+H 1.150 0.807 0.6119 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.600 0.712 0.2684 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.712 0.2684 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.712 0.3831 PASS 0.Oft 0.0 PASS 9.Oft +D+0.750L+0.750S+0.450W+H 1.600 0.712 0.4983 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.712 0.4983 PASS 0.0 ft 0.0 PASS 9.0 ft 153 WOOL) Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: 6x8 at Beam B-6 with additional roof girder reaction Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.712 0.1610 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.70E+0.60H 1.600 0.712 0.1610 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base Top @ @Base @ Top +D+H 17.030 +D+L+H 26.730 +D+Lr+H 17.030 +D+S+H 26.780 +D+0.750Lr+0.750L+H 24.305 +D+0.750L+0.750S+H 31.618 +D+0.60W+H 17.030 +D+0.70E+H 17.030 +D+0.750Lr+0.750L+0.450W+H 24.305 +D+0.750L+0.750S+0.450W+H 31.618 +D+0.750L+0.750S+0.5250E+H 31.618 +0.60D+0.60W+0.60H 10.218 +0.600+0.70E+0.60H 10.218 D Only 17.030 Lr Only L Only 9.700 S Only 9.750 W Only 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 0.000 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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 154 Wood Column Portland12017 Portland Jobs\17031-0064 72nd Ave Apartments\4-Calculations\17031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: 6x8 at Beam B-6 with additional roof girder reaction Sketches c Load 2 X 11) r; Y 6x8 li 3i 5.50 in 155 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#: KW-06001666 Licensee:DCI ENGINEERS Description: (9)2x4 at Beam B-3 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 9-2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn For non-slender calculations) Exact Width 13.5 in Allow Stress Modification Factors Wood Species Douglas Fir-Larch 3.50 WExact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 47.250 inA2 Cf or Cv for Compression 1.150 Fb+ 900 psi Fv 180 psi Ix 48.234 in^4 Cf or Cv for Tension 1.50 Fb 900 psi Ft 575 psi ly 717.61 inA4 Cm:Wet Use Factor 1.0 Fc-PM 1350 psi Density 31.2 pcf Ct:Temperature Factor 1.0 Fc-Perp 625 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Built-up columns 1.0 NDS 15 3.2 Basic 1600 1600 1600 ksi Use Cr:Repetitive? No Minimum 580 580 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included :92.138 lbs*Dead Load Factor AXIAL LOADS. .. Beam B-3 x 2 beams:Axial Load at 9.0 ft,D=3.080, L=4.740,S=1.480 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3627:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.912 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 461.640 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.327 0.1471 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.297 0.3627 PASS 0.0ft 0.0 PASS 9.0ft +D+Lr+H 1.250 0.242 0.1427 PASS 0.0ft 0.0 PASS 9.0ft +D+S+H 1.150 0.262 0.2106 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.242 0.3025 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505+H 1.150 0.262 0.3548 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.600 0.192 0.1405 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.192 0.1405 PASS 0.0ft 0.0 PASS 9.0ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.192 0.2979 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505+0.450W+H 1.600 0.192 0.3470 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505+0.5250E+H 1.600 0.192 0.3470 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.60W+0.60H 1.600 0.192 0.08428 PASS 0.0 ft 0.0 PASS 9.0 ft 156 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: (9)2x4 at Beam B-3 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+0.60H 1.600 0.192 0.08428 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments kft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 3.172 +D+L+H 7.912 +D+Lr+H 3.172 +D+S+H 4.652 +D+0.750Lr+0.750L+H 6.727 +D+0.750L+0.750S+H 7.837 +D+0.60W+H 3.172 +D+0.70E+H 3.172 +D+0.750Lr+0.750L+0.450W+H 6.727 +D+0.750L+0.750S+0.450W+H 7.837 +D+0.750L+0.7505+0.5250E+H 7.837 +0.60D+0.60W+0.60H 1.903 +0.60D+0.70E+0.60H 1.903 D Only 3.172 Lr Only L Only 4.740 S Only 1.480 W Only 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 0.000 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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 157 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartmentsl4-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: (9)2x4 at Beam B-3 Sketches 0 *Load 1 X ri 9->1x4 m .1 13.50 in 158 Wood Column Portland12017 Portland Jobs117031.0064 72nd Ave Apartments\4-Calculations\17031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical 6x6 at balcony B-8 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top& Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn i used for non-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir- Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1Cf or Cv for Compression 1.0 Fb+ 1000psi Fv 180 psi Area 30.250 inA2 p lx 76.255 inA4 Cf or CV for Tension 1.0 Fb- 1000 psi Ft 675 psi ly 76.255 inA4 Cm:Wet Use Factor 1.0 Fc-PrIl 1500 psi Density 31.2 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc-Perp 625 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 NDS?; Basic 1700 1700 1700 ksi Use Cr:Repetitive? No Minimum 620 620 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :58.988 lbs*Dead Load Factor AXIAL LOADS. .. Beam B-6 x 3 floors:Axial Load at 9.0 ft,D=7.20, L=9.70 k B-7 x 2 floors:Axial Load at 9.0 ft,D=3.910, L=3.980,S= 1.660 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9464:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 24.849 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 867.96 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 230.40 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.756 0.4523 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.723 0.9464 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.646 0.3812 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.150 0.676 0.4547 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.646 0.7314 PASS 0.Oft 0.0 PASS 9.Oft +D+0.750L+0.750S+H 1.150 0.676 0.8036 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.600 0.552 0.3482 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.552 0.3482 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.552 0.6682 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.552 0.7070 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 0.552 0.7070 PASS 0.0 ft 0.0 PASS 9.0 ft 159 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartmentsl4-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical 6x6 at balcony B-8 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.552 0.2089 PASS 0.0 ft 0.0 PASS 9.0 ft +0.60D+0.70E+0.60H 1.600 0.552 0.2089 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 11.169 +D+L+H 24.849 +D+Lr+H 11.169 +D+S+H 12.829 +D+0.750Lr+0.750L+H 21.429 +D+0.750L+0.750S+H 22.674 +D+0.60W+H 11.169 +D+0.70E+H 11.169 +D+0.750Lr+0.750L+0.450W+H 21.429 +D+0.750L+0.750S+0.450W+H 22.674 +D+0.750L+0.7505+0.5250E+H 22.674 +0.60D+0.60W+0.60H 6.701 +0.60D+0.70E+0.60H 6.701 D Only 11.169 Lr Only L Only 13.680 S Only 1.660 W Only 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 0.000 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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.7505+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 160 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical 6x6 at balcony B-8 Sketches i 1 XLoad2 X . un iri I A, i t 6x6 1 ' i 5.50 in t '.__ 161 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical 6x6 at balcony B-7 Code References Calculations per NDS 2015, IBC 2015, CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Analysis Method: Allowable Stress Design Wood Section Name 6x6 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9.0 ft Wood Member Type Sawn wdi;-slender calculations) Exact Width 5.50 in Allow Stress Modification Factors Wood Species Douglas Fir Larch Exact Depth 5.50 in Cf or Cv for Bending 1.0 Wood Grade No.1 Area 30.25 inA2 Cf or Cv for Compression 1.0 Fb+ 1,000.0 psi Fv 180.0 psi lx 76.255 inA4 Cf or Cv for Tension 1.0 Fb- 1,000.0 psi Ft 675.0 psi ly 76.255 inu4 Cm:Wet Use Factor 1.0 Fc-PrIl 1,500.0 psi Density 31.20 pcf Incising Factors: Ct:Temperature Factor 1.0 Fc Perp 625.0 psi for Bending 0.80 Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial for Elastic Modulus 0.95 Kf:Built-up columns 1.0 ,Nos 15.3 2 Basic 1,700.0 1,700.0 1,700.0 ksi Use Cr:Repetitive? No Minimum 620.0 620.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included :58.988 lbs*Dead Load Factor AXIAL LOADS. . . Beam B-6 x 3 floors:Axial Load at 9.0 ft,D=7.20, L=9.70 k B-7 x 3 floors:Axial Load at 9.0 ft, D=3.350, L=3.450,S= 1.440 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9049:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+L+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only,fc/Fc' Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 23.759 k for load combination: n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 867.96 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.0:1 Bending Compression Tension Load Combination +0.60D+0.70E+0.60H Location of max.above base 9.0 ft Applied Design Shear 0.0 psi Allowable Shear 230.40 psi Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 0.756 0.4296 PASS 0.0 ft 0.0 PASS 9.0 ft +D+L+H 1.000 0.723 0.9049 PASS 0.0 ft 0.0 PASS 9.0 ft +D+Lr+H 1.250 0.646 0.3621 PASS 0.0 ft 0.0 PASS 9.0 ft +D+S+H 1.150 0.676 0.4270 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+H 1.250 0.646 0.6987 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+H 1.150 0.676 0.7638 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.60W+H 1.600 0.552 0.3308 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.70E+H 1.600 0.552 0.3308 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 0.552 0.6383 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.750S+0.450W+H 1.600 0.552 0.6720 PASS 0.0 ft 0.0 PASS 9.0 ft +D+0.750L+0.7505+0.5250E+H 1.600 0.552 0.6720 PASS 0.0 ft 0.0 PASS 9.0 ft 162 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments*Calculations\17031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee DCI ENGINEERS Description: Typical 6x6 at balcony B-7 Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.60W+0.60H 1.600 0.552 0.1985 PASS 0.0ft 0.0 PASS 9.Oft +0.60D+0.70E+0.60H 1.600 0.552 0.1985 PASS 0.0 ft 0.0 PASS 9.0 ft Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments k-ft Mx-End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 10.609 +D+L+H 23.759 +D+Lr+H 10.609 +D+S+H 12.049 +D+0.750Lr+0.750L+H 20.471 +D+0.750L+0.750S+H 21.551 +D+0.60W+H 10.609 +D+0.70E+H 10.609 +D+0.750Lr+0.750L+0.450W+H 20.471 +D+0.750L+0.7505+0.450W+H 21.551 +D+0.750L+0.750S+0.5250E+H 21.551 +0.60D+0.60W+0.60H 6.365 +0.60D+0.70E+0.60H 6.365 D Only 10.609 Lr Only L Only 13.150 S Only 1.440 W Only 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 0.000 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+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.000 in 0.000 ft - +D+0.750L+0.7505+0.450W+H 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+0.60W+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.70E+0.60H 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 Only 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 ft 0.000 in 0.000 ft 11 163 Wood Column Portland12017 Portland Jobs117031-0064 72nd Ave Apartments14-Calculations117031-0064 72nd Avenue PC1.ec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 Lic.#:KW-06001666 Licensee:DCI ENGINEERS Description: Typical 6x6 at balcony B-7 Sketches tt j = 5. IS ., 4 'Load 2 X ` 1 o' xt I i' 5.50 in t t 164 moimmi Project#: 17031-0064 Page#: Proj.Name: 72nd Ave Apartments . DCIEngineer: DS Date: 10/10/2018 f__" l.._l C t I a E---- Subject: Char to wood decking R Type Sawn Nominal Thickness 3x Actual Thickness 2.5" r Species Douglas Fir/Larch Grade Commercial Base Design Adjustment Factors: Load duration factor: CD= 1.0 Span: L= 6.0' Wet service factor: CM= 1.0 Temperature factor: Cf= 1.0 Loads: Dead 20 psf Beam stability factor: C1= 1.0 Live 100 psf Size factor: CF= 1.04 Flat use factor: Cf"= Table 4E Include selfweight: No Incising factor: C,= 1.0 Selfweight: 7.3 psf Repetitive use factor: Cr= Table 4E Deadload creep factor: 1.5 Strength: Deflection: Allowable Bending Stress: Fb Cr= 1650 psi Deflection Limits: Adjusted bending stress F'b= 1716 psi Total Load: L/240 Modulus of Elasticity: E= 1700000 psi Live Load: L/480 Uniform Load: 120 psf Total Load Deflection 0.06" L/1261 Applied Moment: M= 540 lb-ft/ft 0.19 OK 6480 lb-in/ft Section modulus: S= 12.5 in3/ft Live Load Deflection 0.04" L/1640 Bending stress: fb=M/S= 518 psi 0.29 OK Stress: 0.30 OK Fire Design Adjustment Factors for Fire Design: Increase to nominal stress: 2.85 T+ Size factor: CF= 1.04 Flat use factor: Cfu= Table 4E Beam stability: CL= 1.0 Number of hours required: 1 hour(s) Nominal char rate: Pr,= 1.5"/hour Allowable Bending Stress: Fb= 1450 psi Effective char rate: Reff= 1.8" Adjusted bending stress F'bfire= 4298 psi Effective char depth: aChar= 1.8" Remaining thickness: tremain= 0.70" Uniform Load: 120 psf ratio load to layer Applied Moment: M= 540 lb-ft/ft Eidecking= 5.83E+05 0.64 6480 lb-in/ft Eiplywood= 3.30E+05 0.36 adjusted for El ratio 4138 lb-in/ft Section modulus: S= 1.0 in3/ft Bending stress: fb=M/S= 4223 psi Decking design is Sufficient Stress: 0.98 OK for 1 hour of char a F O R T E JOB SUMMARY REPORT Stringers.4te 165 01:Level Member Name Results Current Solution Comments Stringer:Unreinforced @ 16"oc-6-2" Passed 1 Piece(s)2 x 6 Douglas Fir-Larch No.2 @ 16"OC Stringer:Unreinforced @ 12"oc-7'-6" Passed 1 Piece(s)2 x 6 Douglas Fir-Larch No.2 @ 12"OC Stringer:Reinforced @ 16"oc-8'-6" Passed 2 Piece(s)2 x 6 Douglas Fir-Larch No.2 @ 16"OC Stringer:Reinforced @ 12"oc-9'-6" Passed 2 Piece(s)2 x 6 Douglas Fir-Larch No.2 @ 12"OC Intermediate Landing HDR Passed 1 Piece(s)4 x 12 Douglas Fir-Larch No.2 Intermediate Landing Joists Passed 1 Piece(s)2 x 10 Douglas Fir-Larch No.2 @ 16"OC Forte Software Operator Job Notes 10/10/2018 7:08:55 AM DS Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers (503)242-2448 Stringers.4te dskovron@dci-engineers.com Page 1 of 7 FORTE MEMBER REPORT Level,Stringer:Unreinforced 0 16"oc 6'-2" PASSED 1 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 16 OC 166 Overall Sloped Length:7'6 9/16" 11111111114' . + + o 0 12 6.51--- 6'2" / LJ 11 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 494 @ 1/2" 1406(1.50") Passed(35%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 425 @ 5'10 11/16" 990 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 762 @ 3'2" 848 Passed(90%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.178 @ 3'2" 0.237 Passed(L/479) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.208 @ 3'2" 0.355 Passed(L/410) -- 1.0 D+ 1.0 L(All Spans) Member Pitch:6.5/12 •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 7'2"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 7'2"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Beveled Plate-DF 1.50" 1.50" 1.50" 72 422 494 Blocking 2-Hanger on 5 1/2"DF beam 1.50" Hangers 1.50" 74 433 507 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 6'5" 16" 15.0 100.0 Stairs Weyerhaeuser Notes ',SUSTAINABLE SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 7:08:55 AM DS Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers Stringers.4te (503)242-2448 dskovron@dci-engineers.com Page 2 of 7 • :i F 0 R T E MEMBER REPORT Level,Stringer:Unreinforced 0 12"oc-7'-6" PASSED 1 pieces) 2 x 6 Douglas Fir-Larch No. 2 @ 12" OC 167 Overall Sloped Length:9'3/4" + + O o 12 6.57 7'6" a All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 449 @ 1/2" 1406(1.50") Passed(32%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 397 @ 7'2 11/16" 990 Passed(40%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 841 @ 3'10" 848 Passed(99%) 1.00 1.0 D+ 1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.289 @ 3'10" 0.287 Passed(L/358) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.339 @ 3'10" 0.431 Passed(L/306) -- 1.0 D+1.0 L(All Spans) Member Pitch:6.5/12 •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 1'6"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'8"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Beveled Plate-DF 1.50" 1.50" 1.50" 65 383 448 Blocking 2-Hanger on 5 1/2"DF beam 1.50" Hanger, 1.50" 67 392 459 See note, •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • I See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 7'9" 12" 15.0 100.0 Stairs Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 7:08:55 AM Ds Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers Stringers.4te (503)242-2448 dskovron@dci-engineers.com Page 3 of 7 L_ MEMBER REPORT Level,Stringer:Reinforced 0a 16"oc-8'-6" PASSED LI F O R T E 2 pieces) 2 x 6 Douglas Fir-Larch No. 2@ 16" OC 168 Overall Sloped Length: 10'2 3/8" ill + + 0 12 6.5[---- 8'6" / L!i d All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 676 @ 1/2" 2813(1.50") Passed(24%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 607 @ 8'2 11/16" 1980 Passed(31%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 1437 @ 4'4" 1696 Passed(85%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.316 @ 4'4" 0.325 Passed(1/370) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.370 @ 4'4" 0.488 Passed(1/316) -- 1.0 D+1.0 L(All Spans) Member Pitch:6.5/12 •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 9'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 9'10"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Beveled Plate-DF 1.50" 1.50" 1.50" 99 578 677 Blocking 2-Hanger on 5 1/2"DF beam 1.50" Hanger, 1.50" 100 589 689 See note, •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ,See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 8'9" 16" 15.0 100.0 Stairs Weyerhaeuser Notes Q SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 7:08:55 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers Stringers.4te (503)242-2448 dskovron@dci-engineers.com Page 4 of 7 P TE MEMBER REPORT Level, Stringer:Reinforced @ 12"oc-9'-6" PASSED G 2 piece(s) 2 x 6 Douglas Fir-Larch No. 2 @ 12" OC 169 Overall Sloped Length:11'4 1/16" 12 .` 6.51 9'6" L'J Q All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 566 @ 1/2" 2813(1.50") Passed(20%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 514 @ 9'2 11/16" 1980 Passed(26%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 1344 @ 4'10" 1696 Passed(79%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.369 @ 4'10" 0.363 Passed(1/355) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.432 @ 4'10" 0.545 Passed(L/303) -- 1.0 D+1.0 L(All Spans) Member Pitch:6.5/12 •Deflection criteria:LL(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 10'11"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 10'11"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. Bearing Loads to Supports Obs) SUpportSTotal Available Required Dead Lir Total Accessories 1-Beveled Plate-DF 1.50" 1.50" 1.50" '"rtn Y ;C) 565 Blocking 2-Hanger on 5 1/2"DF beam 1.50" Hanger, 1.50" 84 492 ( 576 See note 1 •Blocking Panels are assumed to carry no loads applied directly above them and thkmstoul rtopjyttkge member being designed. •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Strong-Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2-Face Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location(Side) Spadng (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 9'9" 12" 15.0 100.0 'Stairs Weyerhaeuser Notes ()SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this softwa•e is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)a-e not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTN standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator For ledger attachment to embed plate, 3 ft trib ea embed plate Total load LRFD 1.2D+1.6L P = 3' (1.2(84Ibs) + 1.6(4921bs) = 2664 lbs See profis output for embed plate design Forte Software Operator Job Notes 10/10/2018 7:08:55 AM DS Forte v5.3, Design Engine:V7.0.0.5 DCI-Engineers Stringers.4te (503)242-2448 dskovron@dci-engineers.com Page 5 of 7 d'iO R T E MEMBER REPORT Level, Intermediate Landing HDR PASSED 1 piece(s)4 x 12 Douglas Fir-Larch No. 2 70 Overall Length:4'7" + + o 0 X 4' ,s, 0 a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 2199 @ 2" 7656(3.50") Passed(29%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(lbs) 1019 @ 1'2 3/4" 4725 Passed(22%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 2166©2'3 1/2" 6091 Passed(36%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.009 @ 2'3 1/2" 0.085 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.011 @ 2'3 1/2" 0.213 Passed(1./999+) -- 1.0 D+1.0 L(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/600)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 4'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 4'7"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories Live 1-Stud wall-DF 3.50" 3.50" 1.50" 413 1786 2199 Blocking 2-Stud wall-DF 3.50" 3.50" 1.50" 413 1786 2199 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Loads Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 0 to 4'7" N/A 10.0 Linked from: 1-Uniform(PLF) 0 to 4'7" N/A 84.0 492.0 Stringer:Reinforced Support 2 Linked from: 2-Uniform(PLF) 0 to 4'7" N/A 86.3 287.3 Intermediate Landing Joists, Support 1 Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 10/10/2018 7:08:55 AM Ds Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers Stringers.4te (503)242-2448 dskovron@dci-engineers.com Page 6 of 7 i' MEMBER REPORT Level, Intermediate Landing Joists PASSED !� RTE 1 piece(s) 2 x 10 Douglas Fir-Larch No. 2 @ 16" OC 171 Overall Length:5'9" + + o n 1 1 5'6- a o All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LOP Load:Combination(Pattern) System:Floor Member Reaction(lbs) 477 @ 1 1/2" 1406(1.50") Passed(34%) -- 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 343 @ 10 3/4" 1665 Passed(21%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Commercial Moment(Ft-lbs) 655 @ 2'10 1/2" 2029 Passed(32%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC 2015 Live Load Defl.(in) 0.017 @ 2'10 1/2" 0.138 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.023 @ 2'10 1/2" 0.275 Passed(L/999+) -- 1.0 D+ 1.0 L(All Spans) T3-Pro""Rating N/A N/A -- -- -- • Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 5'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 5'6"o/c unless detailed otherwise. •A 15%increase in the moment capacity has been added to account for repetitive member usage. •Applicable calculations are based on NDS. •No composite action between deck and joist was considered in analysis. Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total Accessories 1-Hanger on 9 1/4"DF beam 1.50" Hanger, 1.50" 115 383 498 See note 1 2-Hanger on DF stud wall 1.50" Hanger' 1.50" 115 383 498 See note 1 •At hanger supports,the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. Connector:Simpson Stron -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1-Top Mount Hanger Connector not found N/A N/A N/A N/A 2-Top Mount Hanger Connector not found N/A N/A N/A N/A Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 5'9" 16" 30.0 100.0 Stairs /� Weyerhaeuser Notes 0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator Job Notes 10/10/2018 7:08:55 AM Ds Forte v5.3,Design Engine:V7.0.0.5 DCI-Engineers (503)242-2448 Stringers.4te dskovron@dci-engineers.com Page 7 of 7 www.hilti.us Profis Anchor 2.7.8 Company: DCI Engineers Page: 1 Specifier: Project: DCI Engineers Address: Sub-Project I Pos. No.: Phone I Fax: 503.242.2448 I Date: 10/10/2018 E-Mail: Specifier's comments: 1 Input data TT Anchor type and diameter: AWS D1.1 GR.B 1/2 Effective embedment depth: het=6.000 in. Material: Proof: Design method ACI 318-08/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: lx x ly x t=13.000 in.x 8.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: uncracked concrete,5000,f,=5,000 psi;h=420.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no user is it sponsibie to elr etre a z,ase plate fkr the thickri� s with.appropriate solutions(stiffeners,...) Geometry[in.]&Loading[Ib,in.Ib] Z of a Y • ,X Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.8 Company: DCI Engineers Page: 2 Specifier: Project: DCI Engineers Address: Sub-Project I Pos. No.: Phone I Fax: 503.242.2448 I Date: 10/10/2018 E-Mail: 2 Load case/Resulting anchor forces o y Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 3 04 1 0 666 666 0 2 0 666 666 0 Dx 3 0 666 666 0 4 0 666 666 0 01 02 max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000): 0[Ib] Anchor forces based on a rigid base plate assumption! 3 Tension load Load Naa[Ib] Capacity+N„[Ib] Utilization DN=Nu0/410 N„ Status Steel Strength* N/A N/A N/A N/A Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A Concrete Side-Face Blowout,direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(anchors in tension) Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us _ Profis Anchor 2.7.8 Company: DCI Engineers Page: 3 Specifier: Project: DCI Engineers Address: Sub-Project I Pos.No.: Phone I Fax: 503.242.2448 I Date: 10/10/2018 E-Mail: 4 Shear load Load Vua[Ib] Capacity 4 Vn[Ib] Utilization pv=Vual+Vn Status Steel Strength* 666 8,281 9 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength** 2,664 30,181 9 OK Concrete edge failure in direction x+** 2,664 22,783 12 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa =Ase,v futa ACI 318-08 Eq.(D-19) I 4 Vsteei>Vua ACI 318-08 Eq.(D-2) Variables Ase,V[in.2] luta[Psi] 0.20 65,000 Calculations Vsa[Ib] 12,740 Results Vsa[Ib] (I)steel (I) Vsa[Ib] Vua[Ib] 12,740 0.650 8,281 666 4.2 Pryout Strength AN Vcpg =kcp[(AN p)W ec,N V ed,N tV c,N kV cp,N Nb] ACI 318-08 Eq.(D-31) 4 Vcpg z Vua ACI 318-08 Eq.(D-2) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hef ACI 318-08 Eq.(D-6) 1 yec1 2 eN <_1.0 ACI 318-08 Eq.(D-9) — \ 3 het xi/ed,N =0.7+0.3 (15Ca,minh )5 1.0 ACI 318-08 Eq.(D-11) et W cp,N =MAX(ca,min 1.5hef)s 1.0 ACI 318-08 Eq.(D-13) Cac Cac Nb =kc), NITc hef5 ACI 318-08 Eq.(D-7) Variables kcp het[in.] ec1,N[in.] ec2,N[in.] Ca,min[in.] 2 6.000 0.000 0.000 2.500 tV c,N cac[in.] kc k fc[psi] 1.250 - 24 1 5,000 Calculations ANc[in.2] ANcO[In•2] Ni ec1,N W ec2,N 1V ed,N 11 cp,N Nb[lb] 286.00 324.00 1.000 1.000 0.783 1.000 24,942 Results Vcpg[Ib] (I)concrete 4 Vcpg[Ib] Vua[Ib] 43,115 0.700 30,181 2,664 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.8 Company: DCI Engineers Page: 4 Specifier: Project: DCI Engineers Address: Sub-Project I Pos.No.: Phone I Fax: 503.242.2448 I Date: 10/10/2018 E-Mail: 4.3 Concrete edge failure in direction x+ Avc Vcbg = (Avco/dW ec,V W ed,V W c,V W h,V W parallel,V Vb ACI 318-08 Eq.(D-22) Vcbg>Vua ACI 318-08 Eq.(D-2) Ave see ACI 318-08,Part D.6.2.1, Fig. RD.6.2.1(b) Avco =4.5 cat ACI 318-08 Eq.(D-23) 1 W ec,V = 1 + 2ev/ <_1.0 ACI 318-08 Eq.(D-26) 3Cat W ed,V =0.7+° (.l5 )<1.0 ACI 318-08 Eq.(D-28) W = 1.5cat h V Ila 1.0 ACI 318-08 Eq.(D-29) V 0.2 Vb = (8 (a) )x Cal ACI 318-08 Eq.(D-25) a Variables cat [in.] ca2[in.] ew[in.] W c,V ha[in.] 10.500 - 0.000 1.400 420.000 le[in.] da[in.] fc[psi] W parallel,V 4.000 1.000 0.500 5,000 1.000 Calculations Ave[in.2] Avco[in.2] W ec,V W ed,V W h,V Vb[Ib] 559.13 496.13 1.000 1.000 1.000 20,628 Results Vcbg[lb] 4i concrete 4t Vcbg[Ib] Vua[Ib] 32,547 0.700 22,783 2,664 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The CD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.7.8 Company: DCI Engineers Page: 5 Specifier: Project: DCI Engineers Address: Sub-Project I Pos.No.: Phone I Fax: 503.242.2448 I Date: 10/10/2018 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:AWS D1.1 GR.B 1/2 Profile:no profile Installation torque:- Hole diameter in the fixture:df=0.563 in. Hole diameter in the base material:-in. Plate thickness(input):0.500 in. Hole depth in the base material:6.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:6.813 in. -user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions(stiffeners,...) A 6.500 6.500 • • 0 S cV 0 3 0 4 • o 0 o • ►x O0 2 • c, 1 _ _ 0 0 N • • 2.500 8.000 2.500• • Coordinates Anchor in. Anchor x y c-x c.% c-r c.y 1 -4.000 -2.000 2.500 10.500 - - 2 4.000 -2.000 10.500 2.500 - - 3 -4.000 2.000 2.500 10.500 - - 4 4.000 2.000 10.500 2.500 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 178 Inimmm= p c ' Sheet No. IN III `rotec Date 72nd Apartments 10/10/18 Subject By Typical Column Design Trib Areas DS (1.) U U U (!) 64-0' i..i 6'.0 22'-0' 1 I I I I cl 11 › O1 I — sis>I I ,,, 1 i- 1 1 1 .. = LI;...1):1! ',JP 3 G I 6 02 612 6 02 \II( _r I I - C S11 ` a 3 'm• il, I v 13 P.3 CONC SLAB PER PLAN NOTES T50AB:f3-2' I I I ® A 23t 61n ® 6 n I 1 1 I �2 in'SLAB RECCE55.Mi H 1 I I p - - - H - - - - M- - - 71707 O - - n - I 1® j - - i I n Max trib rea to C2 24.5ftx 2.5f1 I 1 4'-71/8"-- 1 .....1: Imam Conservativ ly assume 150 sq ft- c trib area for 1 O . - 1 I I 18 Level 2 PT- 13 inch-2018.08.16.cpt- 10/10/20118 Design Status: Top Reinforcement Plan Design Status:Latitude Span Designs;Longitude Span Designs;Span Design Top Bars;Span Design Bar Descriptions;Latitude DS Designs;Longitude DS Designs;DS Design AsTop;DS Design Top Bars;DS Design Drawing Import:User Notes;User Lines;User Dimensions; Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below;Slab Elements;Slab Element Outline Only; Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Top Face Concentrated Reinf.;Both Faces Concentrated Reinf.;Auto Face Concentrated Reinf.;Concentrated Reinf.Descriptions Scale=1:180 — rl 4#5T 4• MT.T. ^,� 7115 T. 785 T. /I11_5T ',... f ❑ f 8 • 8 9T= P-l .J T C 11 05 T. yN12 11951 ❑ p ❑ ~ r m a 9857 a a —59511 ❑ 85 r 985 in 11 86x30@97 CGS elev.ion=•1 C 1185 T. ❑ 10151. f t- Y 985 T. �❑ 10851.1�L 10 • y 11857 is5 ,• 11 85 T. y 9_WIL so 5t• a 995 T. 2 i b 01 785 T. 985 T.rj n`s A ✓ N 885 T. 895 T. a n Design Status:Top Reinforcement Plan- 1