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Specifications (38) a II Table of Contents • a i a ■ a a S S ■ a a Volume 4:Miscellaneous Calculations 1111 Description Page(s) ■ Design Criteria and Applied Gravity Loads 2 Mat Foundation Revisions 3-? III Concrete Diaphragm Connection 10-14 Clubhouse Entry Wall 15-45 a Clubhouse Stairs 46-73 Non-Bearing Masonry Partition Walls 74-83 111 Pool Deck Retaining Walls 84-8? ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies ✓ Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 1 of 89 www.miller-se.com BY Ck'd Date Page ENGINEERS ■ I Building Code: 2014 Oregon Structural Specialty Code I Soils Report: Yes Soils Report by: GRI Dated: 4/18/2016 Soil Bearing: N/A PSF Retaining Walls: Yes11 Equivalent Fluid Pressure(active): 35 PCF Passive bearing: 250 PCF Friction: 0.35 Structural System: Building Structure • Vertical System:Wood Framed over PT Concrete Slab Lateral Sys:Light Framed Shear Walls over Special Reinf Conc Shear Walls Element Roof Floor Corridor Load Type Dead Dead Dead 11 Basic Design Value(PSF) 15 27 27 Loads: Load Type Snow Floor Live Corridor Live III Value(PSF) 25 40 100 Deflection Criteria L1240 U360 1J360 Lateral Design Parameters: IS Wind Design:ASCE 7-10 Wind Speed(3 sec Gust): 120 MPH Exposure B ■ Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 I;= 1.00 Risk Cat: II (ice w/wind) (seismic) (snow) (ice) a Seismic Design 2012 IBC SEISMIC DESIGN RECOMMENDATIONS Recommended Seismic Variable Value III Site Class C MCEe 0.2-Second Period 1111 0.99 g Spectral Response Acceleration,Smms MCEe 1-Second Period 58 R a Spectral Response Acceleration,SMu Design 0.2-Second Period 0.66 g a Spectral Response Acceleration,Srx Design 1-Second Period 0.39 g S Spectral Response Acceleration,SD, Design Summary: III The following structural calculations are for the foundation systems for two proposed apartment buildings.The buildings are four stories of wood-framing supported on one elevated PT podium slab.The building foundations are supported on Auger Cast in Place piling. U a I a ■ II ■ a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111Suite One Hundred dill Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon S Client AG Spanos Companies MILLER Phone 503.246.1250 5 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 2 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS II SI ■ ■ Building A-Full Model_2017-06-13_MAT_modify per Civil.cpt-9/23/2017 Mesh Input: Standard Plan • Mesh Input:Beams; Beam Priorities;Slab Areas;Slab AreaT hicknesses;Slab Area Concrete Models;Slab Openings;Slab Opening Pr Drawing Import:User Notes;User Lines; User Dimensions; ■ Scale=1:96 ■ -2 , 8 = 8 8 2 ■ ■ Il f.4 ___., ,_ ._, 1-----1III ccvol ■ ■ 8 2 111 co - - �_ t=36 • 5000 psi co ■ d tr) • �1 i CD CV ■ �; iti c_ ( 1 X2.46 siN (v_.. aNi ,—.‘ ( . ,---, ■ -2--E 8 ■ MAT FOUNDATION CONFIGURATION ■ MODIFIED TO AVOID CONFLICT WITH SITE 11 STORM WATER SYSTEM ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 A Portland,OR 97219 ■ MI Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 3 of 89 . www.miller-se.com By Ck'd Date Page ENGINEERS Mesh Input:Standard Plan-1 ■ S Building A-Full Model_2017-06-13_MAT modify per Civil.cpt-9/23/2017 ■ Service LC: D: Max Reactions Plan 10Service LC:D:User Lines; User Notes;User Dimensions; Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;E. ■ Scale=1:96 Service LC: D-Reaction Plot:(Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Max Fz Context) ■ ■ S Fr=-0.000211 S Fr=-0.000215 S Fr=-0.000118 S Fr=-0.0000786 11/ Fs=0.000425- ' Fb-=0:0000946 Fs=0.1000662 Fs=0.0000426 IRFez--53pFz=64 i Fz=8JFz=8 t,L Li Ill ' S Fr 0.000114 S Fr=-0.0000236 S Fr=-0.0000324 S Fr=-0.0000501 IS Fs 1.000232 Fs=00000179 I Fs=0.0000864 T Fs=0.00000338 4 ,; Fz : ---Fz=722.2 'L FtB ,,-4;:-_-11 111 ■ S Fr=0.001-,' 000081 S Fr=0.00004 Sp Fr=-0.0000917 S Fr=-0.000194 S Fr=-0.000194 ■ fs=-0.O0B9° ,.0000937 1' Fs=0.000217 Fs=0.000124 I Fs=-0.0000939 ` Fs=-0.000344Fz=6 Fz 19 7 .2 Fz=7 .8 Ez=6 .8 -Fz411 II ■■ ■ e l r=0.0 ii40.000514 S Fr=0.0000668 S Fr=-0.00'353 S Fr=-0.000467 S Fr -0.000481 ■ Fs=0.0f4:0€0.000196 Fs=0.000274 I Fs=0.00 t 151 Fs=-0.0000537 I Fs=-0.000349 Fz=3• Fz=4 .9 Fz=5k 9 z=6i 3 -, z=57�6 Fz=3q�8 Fr=0.t'+ 1:40:000861 III Fs=0.0000007.000168 ' I Fz=1 Fz=2:.2 ■ 1 -0.-i.:1 r;131:11/0_689 ,, Fr-0,00009Si.._�_F 0..00 4 33 o Fr=-0.000797 , F4-0.000817 • Fs=0.00ffffi40.000109 I Fs=0.0000791 � Fs=0.0000943 Fs=0.0000279 ' Fs-`0.000343 ■ Fz-- Fz=B 6 Fz=2.2 , L.Fz=3it2 z=3 .3 2, Fi-1 7 7 ■ ALL PILE REACTIONS < 120 KIPS...OK II a ■ . ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II One Hundred A Portland,OR 97219 1MLocation 8900-9000 SW Oak St.,Tigard, Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 ■ CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 4 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Service LC: D:Max Reactions Plan-2. ■ ■ s . Building A-Full Model_2017-06-13_MAT_modify per Civil.cpt-9/23/2017 Service LC: D+L: Max Reactions Plan ■ Service LC: D+L: User Lines;User Notes; User Dimensions; Drawing Import:User Lines; User Notes;User Dimensions; 11 Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above; Scale=1:96 II Service LC: D+L-Reaction Plot:(Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Max Fz Context) a 111 S Fr--0.000241 S Fr=-0.000246 S Fr=-0.000125 S Fr=-0.0000752 a Fs=0:000526 Fs-=0.000tt1 - Fs=0.O0008t FsF0.0000335 Fz=66 4Fz=7g�9 Fz=1pp1 Fzr1p2 1 R .r Oi �R i R �R 1 111 Ss Fr -L000118 7 . . Fr=-0.000064 Fs -0.000274 Fs=0.0000269 ; Fs=0.000106 1 Fs- 0.0000155 U ,1;,Fz 8 (; �Fz=8k4 ,--j,)=z=96.9 4;�Fz=91..1 • R T III i S Fr=0.0 :--a 000159 S Fr-0.0000778 S Fr=-0.000128 S Fr=-0.000291 S Fr=-0.000293 Fs--0. 069 .00011 Fs=0.000251 , Fs=0.000149 1 Fs=0-000133 ` Fsr-0.000377 ■ - � rt Fz=8 9 --�� Fz=9 8 Tz-8 1 Fz 4 6 u o-,Fz-7 Fz 7 ( __�RL _�R lR �( ■ ■■ Sa ' Fr0.0g0E8 .000624 S Fr=0.000108 Fs=0.00 .000216 S Fr=-0.00I428 Fr=-0.000578 S Fr-0.000595 Fs=0.001p8 1Fs=-0.0000517 i Fs�-0.000378s z=4-r?•.Fz=S 2 ;.Fz=7 z-8 7 z=713 R Fr=0.I. e�0. 00987 1 Ps=0 0'014430.000186 _i( Fz=1• ,Fz=3 .2 1 -a S S Fr=-11.000696 Fr 0.000946 Fr-O. 74 .1%,11,:13#11-11078_9.._ 0009 Fs=0.000'1&0.000128 Fs=0.0000761 Fs=0.0000932 Fs=0.0000715 Fs -0.000368 1 4Fz=3 1 ,--,,Fz=4 2 Fz-4 2 /( ,Fz ? 1 a ■ ALL PILE REACTIONS< 120 KIPS...OK 11 U ✓ ✓ ■ 11 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ES Portland,OR 97219 III Location 8900-9000 SW Oak St.,Tigard, Oregon 111) Client AG Spanos Companies 11 MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 5 of 89 www.miller-se.com BY Ck'd Date Page 11 ENGINEERS Service LC: D+L:Max Reactions Plan- a a Building A-Full Model_2017-06-13_MAT_modify per Civil.cpt-9/23/2017 r Service LC: D+0.75L+0.75Lr: Max Reactions Plan Service LC: D+0.75L+0.75Lr:User Lines;User Notes;User Dimensions; r Drawing Import:User Lines;User Notes; User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;: II Scale=1:96 Service LC:D+0.75L+0.75Lr-Reaction Plot:(Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Max Fz Context) ■ ✓ S Fr=-0.000237 S Fr=-0.000242 S Fr=-0.000125 S Fr=-0.0000767 r Fs==0.0©051-4 Fs--0.000'N1-- -Fs=00000789 Fs�0.0000359 111 ,;_Fz=67.8 `I .Fz=7.7 ,�Fz=91i2 Fz=9.2 IIII____.] S F a.000118 S Fr=-0.0000114 S Fr=-0.0000342 s Fr--0.0000615II Fs 1.00027 I Fs=05g0000241 1 Fs=0.000103 Fs=-0.0000116 ,.' Fz Z.9 (( R1 ,Fz=9 4Fz�,...=88 2 R III 11111 S Fr 0.0 , °A 000147 S Fr=0.000072 S Fr=-0.000121 S Fr=-0.000274 S Fr=-0.000276 i Fs -0. 082 ,.000109 j Fs=0.000246 Fs=0.000145 I Fs= .-0001-• -0.000372 z .7 ,Fz Fz=3 .4 (7;Fz=9i 5 raiz-8.1 (,✓Fz 4 6 r .. a r Fr=0.0 a .000606 S Fr-0.000101 S Fr=-0.001115 S Fr--0.000559 •S Fr=-0.000575 ij s=0.0001510.000214 I Fs=0.000293 Fs=0.00'1 5 Fs=-0.0000522 Fs;-0.000373 Fz 4 ,.Fz=5 .8 _lI, .iFz=616 ; .,.z=7�3 z=7 z=-3a.8 -° i r=0.; R&0.000965 I r Ids=0.0 r 00.000185 1 fez=1 .S;Fz=3 .2 r fir', �.,. - -�'dX'ii; i 11771 - =1 t t l --I r 1 :•85 S Fr-0.00092 S F -0.000947 Fs=0.0'00.000126 1 Fs=0.0000772 Fs=0.0000931 1 Fs=0.0000635 I Fs -0.000364 III - 7,-_Fz=- -Fz=1 7 Fz=3 4 Fz= 6 z- 6 �, NFz 2k5 a ALL PILE REACTIONS< 120 KIPS...OK a a ■ a ✓ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 . Suite One Hundred ES Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon r Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 6 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Service LC: D+0.75L+0.75Lr:Max Reactions Plan-9 r III a ■ Building A-Full Model_2017-06-13_MAT_modify per Civil.cpt-9/23/2017 Service Seismic LC: 0.51D+0.7E: Min Reactions Plan a Service Seismic LC:0.51D+0.7E:User Lines;User Notes;User Dimensions; Drawing Import:User Lines; User Notes;User Dimensions; II Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above; Scale=1:96 II Service Seismic LC:0.51 D+0.7E-Reaction Plot:(Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Min Fz Context) a III S Fr=1.6 S Fr=1.6 S Fr=7.12 SFr=7.71 1111 1 Fs 14.4 i Fs=12.3 F5=10.1 Fs=-1.43 �Fz 2 .8 1,Fz=3r/6 -a_Fz=3 7 Fz=3 1 _t r( it 1,, T _-- -40,-- -.{> ■ I a S Fr=-0.449 S Fr=-0.449 S Fr=12.1 S Fr--12.1 1. Fs=14.4 I Fs=12.3 Fs=3.1 Fs=4.53 (- Fz=348 �; _m%5 ,,Fz=30.7 -ik,.Fz=22.8 1111 I ■ S Fr=-13S Fr--13 SFr=-2.5 SFr=13.5 SY Fr-13.5 SFr-13.5 - Fs-8.3 Fs= .16 Fs=12.3 i Fs=3.1 I Fs=453- I Fs=, 5.96 . , ; = =1 8 Fz=3 2 __(c,,4,_-Fz--146 Fz=0 11 iFz 5P a . SFr=-15S Fr=-15 S Fr=-4.33 SFr=15.3 1 SFr=15.3 S Fr=15 Fs=0.4 >Fs=-0.228 Fs=-11 1 Fs=-2.48 1 Fs=-0.148 Fs`5.96 ;�aFz=7 �Fz=,•�286 �Fz=-2,93 ^,;,Fz=-?�.6 __ti Fz--461 a )iltr=- Fr=-'7..7 T lis=0.4:8 s X1.228 aViz- s Fz==- ;r.9 Ar }��'ke1 F_F- •• ' S -• S r=1Z_`4 SFr-17.6 SFr*17.6 III I Fs=0.4:8=s -! '28 Fs=-12.3 Fs=-3.75 ' Fs=-0.148 Fs`--2.19 Fz=- Fz -a7 Fz-- 3 Fz=-? .1 Fz=- .5 I = 114 1111 . ■ a ALL PILE UPLIFT REACTIONS<50 KIPS...OK a a ■ a a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ARO Portland,OR 97219 ■ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 7 of 89 www.miller-se.com By Ck'd Date Page aENGINEERS Service Seismic LC:0.51D+0.7E: Min Reactions Plan-E I a Building A-Full Model_2017-06-13_MAT modify per Civil.cpt-9/23/2017 ■ Service Seismic LC: 1.07D+0.75L+0.75Lr+0.525E: Max Reactioi Service Seismic LC: 1.07D+0.75L+0.75Lr+0.525E:User Lines;User Notes; User Dimensions; ill Drawing Import:User Lines; User Notes; User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;E II Scale=1:96 Service Seismic LC: 1.07D+0.75L+0.75Lr+0.525E-Reaction Plot:(Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Max Fz Context) ■ a S Fr=-1.2 S Fr=-1.2 S Fr=-5.34 S Fr- • -5.78 Fs=--1(k8 Fs=-9.23- 1 Fs--7.54 , 1107 II tFz=1R8 ,Fz=14 Fz-�11 118`� I1 111 I____ S Fr=0.337 S Fr=0.337 S Fr=-9.08 S Fr=-9.08 1111Fs -10.8 Fs=-9.23 Fs=-2.32 Fs=-3.4 Fz 1 7 Fz=1 5 „I pz=1 8 Fz=1 RS a ■ S Fr 9.7 Fr=9172 SFr=1.88 S Fr=-10.2 S Fr=-10.2 S Fr=-10.2 IIIFs -6. 5Fs=-6.37 I Fs=-9.23 Fs=-2.32 1 Fs=3:4----- 1 -4.47 �Fz 1 1Fz=1R9 ,Fz=1.5 ,Ll Fz=116 ()Fz=1�6 ,;,Fz 5t3 II a lr=11. Fr=11.2 SFr=3.25 S Fr=-11.5 I SFr--11.5 S Fr--11.2 111 Fs=-0. 66s=0.171 I Fs=8.24 In)Fs=1.86 Fs=0.111 Fs=-4g.47 __Lr,, z-13„-•8 - Fz-8g.2 '.Fz=7 5 z=1 p8 k3 'Fz=5R2 r=1 . Fr=11.8 7� m Jfs=-0.'66s=0.172 Fz=5 : �,Fz-5 3 a rte;':: 4= x= >=1E3 S Fr=-4.95 S Fr=-12.7'-i-' S Fr--13.2 S Fr`-13.2 Fs=-0.366s=0.172 I Fs=9.23 1 Fs=2.81 Fs=0.111 I Fs;=-1.64 II Fz=2--'((.2-)- Fz=3j +Jz=4 9 "r•O4 Fz=7.7 ;,,Fz=8.8 ,,-,--,- Fz=3.9 T II III ALL PILE REACTIONS < 120 KIPS...OK ■ a a a ■ e 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Ill One Hundred ARO Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 a CONSULTING Fax 503.246.1395 ELD ARL 9.28.2017 8 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Service Seismic LC: 1.07D+0.75L+0.75Lr+0.525E: Max Reactions Plan-E, 111 , a a ■ Building A-Full Model_2017-06-13_MAT_modify per Civil.cpt-9/23/2017 Service Seismic LC: 1.1D+0.7E: Max Reactions Plan • Service Seismic LC:1.1D+0.7E:User Lines;User Notes;User Dimensions; Drawing Import:User Lines; User Notes;User Dimensions; II Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above; Scale=1:96 II Service Seismic LC: 1.1D+0.7E-Reaction Plot:(Column Below)(Fr,Fs,Fz,Mr,Ms,Mz)(Max Fz Context) a II S Fr--1.6 S Fr=-1.6 S Fr=-7.12 S Fr=-7.71 III i[ Fs=14:4_.. E_Fs=-12.3 Fs=-tO 1 Fs=1.43 -1h0pFz=1�1 ..Fz=1�1 96.6 II L II S Fr=0.449 S Fr-0.449 S Fr=-12.1 S Fr=-12.1 Fs=-14.4 Fs=-12.3 Fs=-3.1 Fs=-4.53 ■ Fz=1.5 , Fz=916 �i,lz=9t5 6 z=9R.6 a ■ SFr-13 S Fr-13 SFr=2.5 S Fr=-13.5 S Fr=-13.5 S Fr=-13.5 Fs--8.33Fs=-7.16 Fs=-12.3 Fs=-3.1 Fs==4 s3 Fs -5.96 Il Fz=1 Fz=1Q0it -Rp8 �.Fz=B 8 Fz=1 9 Fz-1 3 Fz�5 9 ill a-, + ± 111S r15 S Fr-15 SFr-4.33 S Fr=-15.3 j SFr-15.3 S F -15 1 I s=-0.488s=0.228 Fs=11 I Fs=2.48 ! Fs=0.148 Fs -5.96 ( .; z=9 ,)Fz=B J Fz=71.5 ----t--Fz=1�2 1 ,- z=1�1 �( : z 5 5 Ifs=-0.488s=0.229 111 1z=6 Fz-6 .2 7-Fr-1 Fr=1 4 _ -S -- 61 _.__SIIIEr=-17 Li- S Fr=-17.6 S Fr=-17.6 Fs=-0. 88s=0.229 Fs=12.3 Fs=3.75 Fs=0.148 Fs=-2.19 Fz=3 Fz=3 3 4, Fz=4 4 ,Fz=71.6 Fz=8 4 ( Fzk449 II a . ALL PILE REACTIONS< 120 KIPS...OK a U a a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred A Portland,OR 97219 a Mk Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395ELD ARL 9.28.2017 9of89 www.miller-se.com By Ck'd Date Page ■ ENGINEERS Service Seismic LC: 1.1D+0.7E: Max Reactions Plan-7 a ■ ■ t A-Pt-10cC11M-- L. 1G2 t S W�cLL ■ 51l1:1t� Ar re_fri o F 'Fbb\v' \ ' t-4Pi4rar1j ■ ■ cr.Sse'_vl�vwr.Li (AsE (-1,47" a5f R Ae. ■ 0,3/ _ Q,00092 _ay,') l�f ■ G'1,1)6/21002- 0,0001214m!)iccfs 14, ■ ■ ■ +'v" = al- (512 ISPstF1) ( 7 �i�c/ ■ ■ ■ P D\Ai,Pt+P-Pc�j 111 v4460_1_ . S" tWeg. 41t A*e. cSS,ni U so,rpm at5,40s.was-Psew Vv,= 62) 1 (6'0)( 1,0) --E� 6k/�� - ■ • ■ 17- ■ P144 ■ ■ ■ ■ I ■ 'I ■ ' 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 2 111CONSULTING Fax 503.246.1395 �( 10 of 89 www.miller-se.com By ELD Ck'd ARL Date i• gEN Page ENGINEERS ■ ■ a I . BUILDING A CONCRETE SHEAR WALL DESIGN GROUPS a 1414 i ■ 5a 5e 5c U I ■ a 5d 5b U I 4a 4b U ■ a I 11112b 2a 111 a a I a I a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 111 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER ■ Phone 503.246.1250 pQgg// ��// (� CONSULTING Fax 503.246.1395 ELD ARL g.1 .1�N 11 of 89 . www.miller-se.com By Ck'd Date Page ENGINEERS 1111 a ■ BUILDING B CONCRETE SHEAR WALL DESIGN GROUPS ■ ■ ■ ■ ■ ■ 3a a ■ t ° 5b 3b ■ ate. ■ 3c 5a 11111111111 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 1114) Location 8900-9000 SW Oak St.,Tigard,Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ppqq�/22��// CONSULTING Fax 503.2 6.1395 By ELD Ck'd ARL Date 9.15.1�� Page 12 of 89 ENGINEERS ■ I ■ SEISMIC LOADING TO WALL DESIGN GROUPS III Diaphragm Capacity On= 19.8 kips/ft I III WDG A WDG Wall Length(ft) V„(kips) v„(kips/ft) collector req'd? 111 1 28.5 436 15.3 NO 2a 22.67 222 9.8 NO III 2b 9.75 109 11.2 NO 4a 32 519 16.2 NO U 4b 15 199 13.3 NO ■ 7 9.5 105 11.1 NO 8 15.5 159 10.3 NO ■ 5a 18 275 15.3 NO 5b 10 110 11.0 NO IIII 5c 10 142 14.2 NO 5d 21 272 13.0 NO III Se 25.33 238 9.4 NO 6 28.5 505 17.7 NO 1111 ■ Building B 1 28.5 413 14.5 NO i 3a 24.5 338 13.8 NO 3b 18 300 16.7 NO • 3c 22 278 12.6 NO III 5a 28.5 418 14.7 NO 5a 10.75 185 17.2 NO ■ 5b 18.83 274 14.6 NO 6 12 120 10.0 NO III 7 17 215 12.6 NO 1111 ■ I a ■ ■ III ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 A Portland,OR 97219 III Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies Phone 503.246.1250 ppgg//22 pp�� CONSULTING Fax 503.246.1395 ELD ARL 9.1S �T77 13 of 89 111 www.miller-se.com By Ck'd Date Page ENGINEERS ■ II CHECK DIAPHRAGM AT CLUBHOUSE ROOF II w U r A ■ ■ Y ■ ■ ��- Vt U A J . ;. al L. ---� Illi$_ II 1 - . . IS r 11/ V 1 _ 3 6 a t)'pS X _ v„=48 kips/36' = 1.33 k/ft... III 37`�- � �4`P1 ° '?P �—diaphragm shear ok by inspection fU372,�{6 `f.). U T,r .1- 50 is M t c M,4,&,j ■ 47' Pow r t t ni l.lr'VFL . 0,1Y31,1 111■ Cr rr y of ,4 .e>g .11-7-,, :- DMX 6D x o.if y - 2'1 k i r --) ),1_--, 1,1 E34,2s ■ a.7 (lois P&cri Pt.)) 747-2i./r1Qe. ■ /Y -14'.6e'e'v, T S l s T Z>4Pt711ill II R. U U ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II One Hundred Ell Portland,OR 97219 IliLocation 8900-9000 SW Oak St.,Tigard,Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 ppqq//22 (� CONSULTING Fax 503.246.1395 ELD ARL 9.ZSd7 14 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS ■ U U NI pAcwA,a- r WIN, t-c.,ArD - `r C.-LAAtPt t,}Tk1 1"1-1--- 1111 - 5t- ?-10 t `,O,1.j, - 4 3o7.1,1 ✓ ■ Y'= l'''-1-‘3,Ie(P4F)(R-F) k H ■ ■ ii -F-oN Z '' F.- - 700 (0,e9Z�(O,q�)(1,o) --kb �sr- . e-atr -3 ' F2=-- —'jS,5 (p,6ei2)(o,q5j(t,E1- -=63 ?s - II -�Nz t P=1-30,5 (a,ba2-)( mots)(I,0) +/— 20 A'5F 1111 `0-et.a5 5I P= — 5C ( O,6 )LOMS)O-9 3-1 p5F 01 .p= t'3D,s (0,6q -)(t) `mois)L ,6) + i...a Jog; a L.e,;4o 4_A-5E A I -eta.' 4 s- in - ■ ''t= . F 1't--2,0 Ps.F. P2_ Pt P�- `-bPsr- ez- C,.5Psr III ■ I I a a ■ P a ID ., z a �sF P�- '2,,,O t CP III .1.0f.sr S`I r II 9570 SW Barbur Blvd Ell Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 IN Illa Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies Ill MILLER Phone 503.246.1250 DDgg//22�/ (11 CONSULTING Fax 503.246.1395 ELD ARL 9.18.1�T77 15 of 89 1111 www.miller-se.com By Ck'd Date Page ENGINEERS U ■ Iaork )�rJT(Zy l/t114-- FPAbt) ? (1- NDN -PA- iP'T wir7i ■ ■ S cE/D c-h. 24 ■ AS = /1,z/.(0,0 ) (/,55 2b fsf= ■ 111 ti 01oa2-967 (o,b2)(/10)(04e9)01.0) _ psc ■ ,4L-rE J477E. Fog_ Corti)0 Ks nSTG-1 A-�piNI 4 ■ .j Z -p5 F — G r�r l—r- . (SEE GS FOR COMPONENTSFOLLOWING ANDTHREE CLADDING 111PRESSURES) ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 1111Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 p�/2�/2p1 ■ CONSULTING Fax 503.246.1395 ELD ARL 9."LS:1QT/7 16 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS ■ S a a a ■ WIND LOADING ANALYSIS -Wall Components and Cladding Per ASCE 7-10 Code for Buildings of Any Height ■ Using Part 1 &3:Analytical Procedure(Section 30.4&30.6) Job Name: Subject: a Job Number: Originator: I Checker: ■ Input Data: A Wind Speed,V= _ 120 mph (Wind Map, Figure 26.5-1A-C) III Bldg.Classification= II (Table 1.5-1 Risk Category) Exposure Category= B_ (Sect.26.7) B ■ Ridge Height,hr= 12.50 ft.(hr>=he) Eave Height,he= 12.50 ft.(he<=hr) a Building Width= _ 60.00 _ ft.(Normal to Building Ridge) Y Building Length= 45 00 ft.(Parallel to Building Ridge) I L Roof Type= Monoslope (Gable or Monoslope) K III Topo. Factor, Kzt= 1.66 (Sect.26.8&Figure 26.8-1) Plan Direct.Factor,Kd= 0.85 (Table 26.6) A a Enclosed?(Y/N) Y (Sect.28.6-1 &Figure 26.11-1) Hurricane Region? Y0 0 a Component Name= Wall m (Girt,Siding,Wall,or Fastener) hrki Effective Area,Ae= 10 ft.^2 (Area Tributary to C&C) he v III Resulting Parameters and Coefficients: Elevation a Roof Angle,6=_ 0.00 deg. Mean Roof Ht.,h= 12.50 ft.(h=he,for roof angle<=10 deg.) III Wall External Pressure Coefficients,GCp: ■ GCp Zone 4 Pos.=__0.90_ (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 5 Pos.= _0.90 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) GCp Zone 4 Neg.= -0.99___ (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) ■ GCp Zone 5 Neg.= -1.26 (Fig.30.4-1,GCp is reduced by 10%for roof angle<=10 deg.) Positive&Negative Internal Pressure Coefficients,GCpi(Figure 26.11-1): ■ +GCpi Coef.= 0.18 _ (positive internal pressure) -GCpi Coef.= -0.18 _(negative internal pressure) ■ If z<=15 then: Kz=2.01*(15/zg)^(2/a), If z>15 then: Kz=2.01*(z/zg)^(2/a) (Table 30.3-1) 1111a=__ 7.00 _ (Table 26.9-1) (Note:z not<30'for Exp.B,Case 1) zg= _ 1200__ (Table 26.9-1) Kh= 0.70 (Kh=Kz evaluated at z=h) ■ Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*V^2 (Sect.30.3.2,Eq.30.3-1) ■ qh= 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z=h) ■ Design Net External Wind Pressures(Sect.30.4&30.6): For h<=60 ft.: p=qh*((GCp)-(+/-GCpi)) (psf) For h> 60 ft.: p=q*(GCp)-qi*(+/-GCpi) (psf) 111 where:q=qz for windward walls, q=qh for leeward walls and side walls qi=qh for all walls(conservatively assumed per Sect.30.6) ■ ■ ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 at Portland,OR 97219 ■ IS Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 7 17 of 89 ■ www.miller-se.com By ELD Ck'd ARL Date Page ENGINEERS a a ■ ■ Wind Load Tabulation for Wall Components&Cladding Component z Kh qh p=Net Design Pressures(psf) (ft.) (psf) Zone 4(+) Zone 4(-) Zone 5(+) Zone 5(-) in Wall__ 00.70 21.95 23.71 -25.68 23.71 -31.61 MI For z=hr: 12.50 0.70 21.95 23.71 -25.68 23.71 -31.61 III a si a I a II 111 For z=he:_ 12.50 _ -0.70 21.95- 23.7_1 -25.68- 23.71 31.61_ i For z=h:-12.50 0.70 21.95 23.71 -25.68 23.71�. 31.61 _._._. III Notes: 1.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces. ■ 2.Width of Zone 5(end zones),'a'= 1 4.50 ft. 3.Per Code Section 30.2.2,the minimum wind load for C&C shall not be less than 16 psf. 4.References :a.ASCE 7-10,"Minimum Design Loads for Buildings and Other Structures". III b."Guide to the Use of the Wind Load Provisions of ASCE 7-02" by: Kishor C.Mehta and James M.Delahay(2004). II ■ II • a II a ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 II One Hundred at Portland,OR 97219 Ma Location 8900-9000 SW Oak St.,Tigard, OregonIII ' Client AG Spanos Companies MILLER Phone 503.246.1250 ooqq��22�/ ■ CONSULTING Fax 503.246.1395 ELD ARL 9.15 ��7 18 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS ■ MI a II a a ■ II Wall Components and Cladding: U ■ II 1-5' $ k II 6,`s) . . 'r Il Wall Zones for Buildings with h<=60 ft. II I II _ I a1 ^ _ :a1 - III II III i1fi ® '? 111Ni ■ WALL ELEVATION Wall Zones for Buildings with h>60 ft. a ■ ■ a II ■ . 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 allPortland,OR 97219 II Mk Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies IIIMILLER503.246.1250 Dg/2�/ p� CONSULTING Fax 503.246.1395 ELD ARL 9.1S.1�T77 19of89 111 www.miller-se.com By Ck d Date Page ENGINEERS I a ■ LOADING TO CLUBHOUSE ENTRY PARAPET WALL ■ a a ■ III 4 II 7%,{4- 7'-o," I ■ II 0. . . . Sr,E i 290 f l III illv is.'si2 t ■ �o,��i ) loo rlf x =231 r If is vzi p ■ 'ID . ■ R i. .-Vi a YA I r t; I ii l 7.410f kf �► 6 Q U 11.D .----- 32 e st ...1 /Z -0\ 114 a r..( - X65 ... ..", • ss gni IIIa 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred E Portland,OR 97219 8900 9000 SW Oak St.,Tigard,Ore on Mk Location g g III Client AG Spanos Companies MILLER Phone 503.246.1250 qq//22��// ((�� a CONSULTING Fax 503.246.1395 ELD ARL 9.N.1�T77 20 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS ■ a II ■ II II _ __ _r_i. 98,4r'`014 -9 a II Lw 7l.- t- lti7Pl-F ■ �14'1401-. vii 'gb , t-T w5 M 4101. '._IN vAll = to7-914 x 41 256 1f a Rye a I, ,41- t I-.0 I e a G- T � I b' III (TMt..„,= 7170 ) ■ ■ ■ ■ R-Z Y40" 771 III ■ 9$o4 1(0,6 =Sv`t i `i /Z siiT� W/ orb SG?x'WS � � QL ■ 1-► ■ VAII�' 1426- 2x3' ...it) \..f > ,z 1 2,0 1,5' III ■ a G i --- 3 21`b --,- Vt��tl ~I ow NJ ■ ■ a ■ 9570 SW Barbur Blvd ES Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 ■ gi Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies IIIMILLER503.246.1250 Dg/2�/ p� CONSULTING Fax 503.246.1395 ELD ARL 9.ZS.1��77 21 of 89 III www.miller-se.com By Ck'd Date Page ENGINEERS I a a 1?3 ■ 2gWO X0,6 11 Off ■ ■ 7' = i3 ,- Sf ■ a 1n�1r 1(.; 44-1-4 w/ 18 se. ■ t, -> '3i oc, (vaub„✓= Seo 6 ■ 1,,_!_14 ■ c. -r =31tv s/t+Dti .PPW& ■ a v--,_ 2,--7,3 ,.0 ,60, 1-1".1-1- \ ei ---1-z a / ____. a a g s V I g g 5 x D1-6= /137 II -u--- i 379 yo 17 usr S,4hft- }I-s k3 ■ 26 S3 I ■ Ct sca< .1)/*I'H-04111 ■ V.._ — I b 22'x0►� /� 2 � ''s1�T� b.)/ +8 Hca- vs/45 b`ac il w,a,c (KAibc.oe-keg } ' / ■ A.j/ew - :- 3/0 ? IF 3 2-9? 111 2 "° OKl4 �.r. ■ ■ ■ all 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 llSuite One Hundred Portland,OR 97219 8900-9000 SW Oak St.,Tigard, Oregon Nib111 g 9 ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ppqq��22 ■ CONSULTING Fax 503.246.1395 ByELD Ck'd ARL Date 9:18EN7 Page 22 of 89 www.miller-se.com ■ ENGINEERS ■ 1111 III G�kVGk-- �F-O-c.>K.'Fv s47'06e N 01-"sv 1'5 ^4 O 2007 NASPEC[AISI S100-2007] le Project: Date: 8/18/2017 ■ Model: Top Track from R5-R6 ■ III t lir R1 il 10.00 ft 231 f If O,b 700-€. O * R2 ZT SKS ■ Sloped/Partial Loads Case X1 ft W(X1)lb/ft X2 ft W(X2)lb/ft 1 0.00 70.0 2.00 70.0 2 2.00 87.0 6.00 87.0 • 3 6.00 1 34.0 10.00 34.0 ViDflfu 042_$? 11.2,14,10‘b III Section: 600T125-54 Single Track (X-X Axis) Z Fy= 50.0 ksi Maxo= 1477.9 Ft-Lb Moment of Inertia,I= 2.241 in^4 Va= 2728.3 lb III Loads have not been modified for strength checks ■ Loads have not been modified for deflection calculations Flexural and Deflection Check ■ Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio III Center Span 867.2 0.587 867.2 Full 1477.9 0.587 0.229 L/524 Combined Bending and Web Crippling a Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Req'd? ■ R1 362.0 6.00 903.6 1626.4 0.0 0.20 No R2 262.0 6.00 903.6 1626.4 0.0 0.15 No • Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. . Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 362.0 0.0 1.00 0.13 0.00 0.13 NA 1111R2 262.0 0.0 1.00 0.10 0.00 0.10 NA Within Span(Unstiffened) ■ Unpunched Punched Loc'n,X M(X) V(X) Loc'n,X M(X) V(X) IIISpan (ft) (Ft-Lb) (Ib) Intr. (ft) (Ft-Lb) (Ib) Intr. Center Span 4.55 867.2 0.1 0.34 N.A. N.A. N.A. N.A. ■ ■ ■ ■ in ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 A Portland,OR 97219 ■ 116 Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies II Phone 503.246.1250 CONSULTING Fax 503.246.1395 7 www.miller-se.com By ELD Ck'd ARL Date � � �� Page 23 of 89 U ENGINEERS 1111 MI CLUBHOUSE ENTRY WALL HOLDOWN ANCHORS III 11111.111111=1111111., II www.hilti.us Profis Anchor 2.7.3 Company: Page: 1II Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/18/2017 . E-Mail: Specifier's comments: a I 1 Input data111 Anchor type and diameter: Hex Head ASTM F 1554 GR.36 518 Effective embedment depth: he=8.000 In. I. Material: ASTM F 1554 Proof: Design method ACI 318-11/CIP II Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile • Base material: cracked concrete,5000,fc'=5000 psi;h=10.000 in. Reinforcement: tension:condition B,shear:condition B; 11 edge reinforcement none or<No.4 bar Il Geometry[in.]&Loading[Ib,'nib] 1. Z S ■ I Si ilik 0 N d El I .. a o ■ 10. ,,......-ir 0. ■ t r ■ 4s- 111111 ftibr. .*,44,,, 1: %.71-(1,4A.;:' th.-z..'.--t,-".4-:'`itzf.--A- Z.'S rf ^. zo , .. g E•\ .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 Hilts is a registered Trademark of HIS AG,Schaan 5 ■ i ■ CLUBHOUSE ENTRY WALL HOLDOWN ANCHORS I■■II116.TI 1111 www.hilti.us Profis Anchor 2.7.3 111 Pa Company: ge: Specifier. Project: 2 Address: Sub-Project I Pos.No.: 11 Phone I Fax: I Date: 8/18/2017 E-Mail: II 2 Load case/Resulting anchor forces 11 Load case:Design loads i Anchor reactions[Ib] !I Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 111 1 6647 0 0 0 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] a a r 3 Tension load II Load Na3[Ib] Capacity 4,Nn[lb] Utilization is,,,=N„a/}Nn Status Steel Strength* 6647 9831 68 OK II Pullout Strength* 6647 12712 53 OK Concrete Breakout Strength** 6647 12477 54 OK aConcrete Side-Face Blowout,direction x-** 6647 16009 42 OK *anchor having the highest loading **anchor group(anchors in tension) 11 3.1 Steel Strength III Nsa =Asa,N f.a ACI 318-11 Eq.(D-2) 4) Nsa>_Nua ACI 318-11 Table D.4.1.1 IVariables Ase,N fn2] foto[psi] 11 0.23 58000 Calculations I Nsa[Ib] 13108 II Results Nsa[Ib] b steel 4) Nsa[ib] N.[Ib] IN 13108 0.750 9831 6647 •11 1 ill I a a is Input data and results must be checked for agreement with the existing conditions and for plausibility! 0 111 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of HMI AG,Schaan U a CLUBHOUSE ENTRY WALL HOLDOWN ANCHORS �,��, I www.hiltl.us Profis Anchor 2.7.3 I Company: Page: 3 Specifier: Project: III Address: Sub-Project I Pos.No.: Phone I Fax: i Date: 8/18/20171111 E-Mail: 3.2 Pullout Strength I Nei =ty cep Nu ACI 318-11 Eq.(D-13) Np =8 Ab,g fc ACI 318-11 Eq.(D-14) II 4) NPN z Nua ACI 318-11 Table D.4.1.1 Variables 1 II W c,p Arg[in 2] A.a t[Psi] 1.000 0.45 1.000 5000 III Calculations Np[lb] II 18160 Results Ill Npn[lb] 4,concrete 4) Npn[lb] Nua[lb] 18160 0.700 12712 6647 11/ 3.3 Concrete Breakout Strength 11/ Nth —(ANS)W ed,N W c,N V cp,N Nb AGI 318-11 Eq.(D-3) 4, Nce Nua ACI 318-11 Table D.4.1.1 111 kw see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANo =9 haf ACI 318-11 Eq.(D-5) III 1 W.,c,N = 2 eN/ 5 1.0 ACI 318-11 Eq.(D-8) 1111 1+3hef V ed,N=0.7+0.3 Gra))51.0 ACI 318-11 Eq.(D-10) II 1.5h W cp N =MAX(G c",1 ef)51.0 ACI 318-11 Eq.(D-12) cacac 11 Nb =kc X a heii ACI 318-11 Eq.(D-6) Variables II her[in.] eci,N[in•] ec2,N[in•I Gamin[ill W c,N 8.000 0.000 0.000 3.000 1.000 ll Gac[in.] kc X a fc[PSI] 1111 24 1.000 5000 Calculations 1111 ANc Un 2] ANcO On.2] V ect.N V ec2,N V ed,N V cp.N Nb[lb] 345.00 576.00 1.000 1.000 0.775 1.000 38400 ill Results Nth[lb] 4)concrete 4) No[lb] Nua[ib] I 17825 0.700 12477 6647 I a I al r 11 Input data and results must be checked for agreement with the existing conditions and for plausibility! O PROFIS Anchor(c)2003-2009 HI10 AG,FL-9494 Schaan H110 is a registered Trademark of HMI AG,Schaan 11/ II a a CLUBHOUSE ENTRY WALL HOLDOWN ANCHORS 111 1111.1161119111191 www.hilti.us Profis Anchor 2.7.3 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 8/18/2017 E-Mail: 3.4 Concrete Side-Face Blowout,direction x- Nsb =160 acomer cat a' ACI 318-11 Eq.(D-16) Nsb Z Nus ACI 318-11 Table(D.4.1.1) a -(1cat acomer 4cat see ACI 318-11,Part D.5.4.1 aVariables cal[in.] cat[in.] Abre[in 2] X a 1,[Psi] s[in.] • 3.000 11.000 0.45 1.000 5000 Calculations acomer Nsb[Ib] 1.000 22869 Results Nsb[Ib] 4)concrete 4t Nsb[Ib] Nua[Ib] • 22869 0.700 16009 6647 a a a • a a a a a a a a a a ■ a ✓ 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 a ■ CLUBHOUSE ENTRY WALL HOLDOWN ANCHORS 1041,11.111"' S www.hilti.us Profis Anchor 2.7.3 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 8/18/2017 E-Mail: 4 Shear load S Load V„,[lb] Capacity 0 V„[Ib] Utilization 13v=Vj4 V„ Status a Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A S *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings a • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This 5 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 O 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. 5 • 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! S ■ ■ ✓ S ✓ ■ ■ a ✓ S a Input data and results must be checked for agreement with the existing conditions and for plausibility! O PROFIS Anchor(c)2003-2009 Hlltl AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan a a S,u---r c k -74142 AISI 2007 edition Chapter E3.3-Nominal Bearing strength of Bolted Connections Light-gage Member= 0.0566 in 16 ga a Bolt Diameter= 0.625 in d/t= 11 S Bearing Factor,C= 2.9 AISI Table E3.3.1-1 a Single Shear and outside sheets of dbl shear conn w/out washers under both bolt head and nut,or w/only 1 washer mf= 0.75 AISI Table E3.3.1-2 Loading: ASD Material: ASTM A653 Grade 33,Fy=33,Fu=45 a Fu= 45 ksi Defined in section A2.1 or A2.2 E3.3.1-Strength Resistance without Consideration of Bolt Hole Deformation 0= 2.5 a ASD Pns/2.5= 1385 lb/bolt =mf*C*d*t*Fu*1000/2.5(AISI EQ. E3.3.1-1) E3.3.2-Strength Resistance with Consideration of Bolt Hole Deformation . 0= 2.22 a= 1 For US customary units(with t in inches) a ASD Pns/2.22= 1285 lb/bolt =(4.64at+1.53)*d*t*Fu*1000/2.22(AISI EQ.E3.3.2-1) AISI 2007 Edition,Chapter E3.4-Steel Bolt Shear Capacity Type: Bolt a Grade: A307 Threads are excluded in the shear plane Ab= 0.307 in2 =n*d^2/4 a 0= 2.4 Bolt Capacity: Fnv= 27 ksi,Table E3.4-1 ASD Vns/2.4= 3451 lbs/bolt =Fnv*1000*Ab/2.4 (AISI EQ. E3.4-1) a 1313`54* 2.i "� IAS5 2--1:1e) 11 �aLT 5'7o`>� S a a ■ . 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 a Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ppqq/�22 22pp�� CONSULTING Fax 503.246.1395 ELD ARL 9.ZSQT77 29 of 89 www.miller-se.com By Ck'd Date Page 111 ENGINEERS a a CANTILEVER WALL FRAMING AT CLUBHOUSE ENTRY t ■ 1 3 • a A-4 I a o a a 1-2'-0" 1 It 11 • 1 HSS x4 8 I I i mo I tan1 � I � 1'-8'k3'-2"CONC COLUMN ' _ _ _ „___.[ _ .;:,:i -ii7:,'E a 59.844E '°ECIC 11 71_:.' '-'' 'N. - - - - - ' -I -- - a C 10 1 1 I a I srra 4k r ■ 1 (t) � I. v� POOL DECK I 1al I _.._._.._.._-- _. - _ L '' I _ IEVEL I RA.35031;100.- ., 00.- a ��I�1-1�I-11-1 11-1 11-1 I I-III-I�I-I�IIII III III III-III-II11:111=11- - :I 117111=7111- 111=111=111=111=1119 11=4*-=111.-111-111 111-111-111-1 11-1 11-1 I I ..I I I"I 11. JR .I I L..I I i I L..III- a a a a a a r I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred . Portland,OR 97219 r Oregon Location 8900-9000 SW Oak St., ga d, O g on III Client AG Spanos Companies MILLER Phone 503.246.1250 pgg//22 2III CONSULTING Fax 503.246.1395 ByELD Ck`d ARL Date nedN7 Pae 30 of 89 www.miller-se.com g ENGINEERS in IN a U a 0 2007 NASPEC[AISI S100-20071 111 Project: 32 PSF x 0.6 x 16"/12" Date: 8/14/2017 a Model: S-1 ?i � 9 i J ,.__� r. ,..W..2 .:. ,„. .� . 26:0 ,_- , .. . , y ,'.i. -..,.';1-z. .,,. . _ ,i _ _' .. W ;:n-7-1.1 Ib/ft IIIL t R1 II 19.50 ft R2 a Section: 600S162-54 Single C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 2527.1 Ft-Lb Moment of Inertia,I= 2.860 inA4 Va= 2822.9 lb III Loads have not been modified for strength checks Loads have not been modified for deflection calculations • Flexural and Deflection Check ■ Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in} Ratio Center Span 1235.8 0.489 1235.8 Third-Pt 1249.8 0.989 1.002 L/233 III Distortional Buckling Check ■ K-phi Lm Brac Ma-d Mmax/ Span lb-in/in (in) Ft-Lb Ma-d Center Span 0.00 234.0 2158.3 0.573 111 Combined Bending and Web Crippling ■ Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (lb) (Ft-Lb) Value Req'd? R1 253.5 1.00 598.9 1048.1 0.0 0.22 No a R2 253.5 1.00 598.9 1048.1 0.0 0.22 No R Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen II R1 253.5 0.0 1.00 0.09 0.00 0.09 NA R2 253.5 0.0 1.00 0.09 0.00 0.09 NA II a a a II II ■ ■ 111es 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 III _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 poqq//22 (� CONSULTING Fax 503.246.1395 ELD ARL 9.1S �T]7 31 of 89 a www.miller-se.com By Ck'd Date Page ENGINEERS a a P-1 a 1,00‘, k-4 3Z PsF) r 3P-fi a 7,o' or' a Ft,,,---=',1 ki f ■ ■ -pp, -orss tox..onc% a M,,=19,61, < fA"' 41 14 tr. D.„ .. IN ■ a a G-t F' '- 3d k."rS + 0,06 v. T'-7 -4ss 10 <L,,,-.s/$ (w - ►s) a III 7.,4-14--T .A...._. ►q? kCps ..6„.,:_ 09" t(-0,4, ®,v3" Z 2.1X‘o a tit a a 1d,s ■ ic_ 3. a a a a a a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred Ell Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon 111Client AG Spanos Companies MILLER Phone 503.246.1250 ppqq//22��// ((�� ■ CONSULTING Fax 503.246.1395 ELD ARL 9.ZS:1�T7 32 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS ■ ■ III 1111 1111 1111 1111 NI 1111 1111 1111 1111 1111 1111 • 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 1111 11/ 1111 1111 1111 II 1111 PV/izBeam 144 Seam Project: Project: By: Date: Checked: Date: Page: By: Date: Checked: Date: Page: Description: Reactions - kips, kip ft C-1: HSS 10x6x5/8 Units: English Properties - X - feet, E = ksi, I - in"4 kr X = 0; E = 29000; I = 89.4; Moment Releases - X = feet Supports - X = feet, Displacement = inches, Rotation radians X - 0; Disp - 0; X = 10.5; Disp - 0; Shear - kips A a7nnnn. Springs - X = feet, VSpring - kip/inch, RSpring - kip in/rad Point Loads - X - feet, PLoad = kips, Moment = kip ft X = 19.5; PLoad = -3.97; Uniform Loads - XStart &XEnd - feet, UStart &UEnd = kip/ft `-3.4025b/ Moment - kip ft ,n nnnnn t=35.729999 Rotation - radians Deflection - inches 140.471 p -1.39314 ' CO Winseam 3.30 - Registered to Miller Consulting Engre. WinBeam 3.30 -Registered to Miller Consulting Engrs. tD ■ IN Z...e>aaE c' 0 f c-► i sr-A-tZ-5 a a Is - ■ ■ OA �= P a (.f) 4t``1' Socr' tf4.0= 3 S.$k> 7.4ek04°,1 a ill ■ a — j 1 NIpN=7,4 t6cs ■ 17 -41-1.:- a (.41°) Ni` )c, ys.5" 14s/or a SEE FOLLOWING (4) PAGES ■ ■ a ■ ■ a a ■ ' a ■ a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 aail Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies a MILLER Phone 503.246.1250 ppgg/�22 (� ■ CONSULTING Fax 503.246.1395 ELD ARL 9.ZS6N 7 34 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS I a ■ ■ 1.111AIr1 vuww.hutLus Profis Anchor 2.7.3 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: ■ Phone I Fax: I Date: 8/18/2017 E-Mail: Specifier's comments: ■ . 1 Input data Anchor type and diameter: AWS D1.1 GR.B 3/4 . Effective embedment depth: hef=4.724 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 I,x t=8.000 in.x 14.000 in.x 0.500 in.;(Recommended plate thickness:not calculated ■ Profile: S shape(AISC);(L x W x T x FT)=3.000 in.x 2.330 in.x 0.170 in.x 0.260 in. Base material: cracked concrete,4000,f.=4000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar 1111Seismic loads(cat.C,D,E,or F) no ■ Geometry Fin.]&Loading[Ib,in.Ib] Z ■ ■ ■ ■ O 0., 00., -- ■ a II S' • • • ■ Input data and results must be checked for agreement with the existing conditions and for plausibility! Or tfy ■ PROFIS Anchor(c)2003-2009 H!!tl AG,FL-9494 Schaan Hilll Is a registered Trademark of Hilti AG,Schaan ■ as I�II�TIis In www.hiiti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: II Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/18/2017 , E-Mail: 2 Load case/Resulting anchor forces111 oy Load case:Design loads 0 3 0 4 km Anchor reactions[Ib] Tension force:(+Tension,-Compression) IIIII Anchor Tension force Shear force Shear force x Shear force y 1 1850 0 0 0 a 2 1850 0 0 0 0 1>x 3 1850 0 0 0 Tension a 4 1850 0 0 0 max.concrete compressive strain: -[%o] IIImax.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 7400[ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 01 0 2 III III 3 Tension load Load N.[Ib] Capacity+Nn[Ib] Utilization 13,4=Nue/+Na Status a Steel Strength* 1850 21547 9 OK Pullout Strength* 1850 17584 11 OK ■ Concrete Breakout Strength** 7400 24000 31 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A a *anchor having the highest loading **anchor group(anchors in tension) II 3.1 Steel Strength N. =Ase.N feta ACI 318-08 Eq.(D-3) a 4) Nsa Nua ACI 318-08 Eq.(D-1) Variables III Aso)[in.2] futa[psi] 0.44 65000 a Calculations Nsa[Ib] ■ 28730 Results II Nsa[Ib] 4'steel 4) N.[Ib] N.[Ib] 28730 0.750 21547 1850 ■ a a I ■ U a III Input data and results must be checked for agreement with the existing conditions and for plausibility! o PROFIS Anchor(c)2003-2009 HIM AG,FL-9494 Schaan Hilti is a registered Trademark of Hili AG,Schaan ■ I a ✓ I1111i1`.T1 11 www.hilti.us Profis Anchor 2.7.3 a Company: Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: • Phone I Fax: ( Date: 8/18/2017 E-Mail: 11 3.2 Pullout Strength ■ NpN =W c,p Np ACI 318-08 Eq.(D-14) Np =8 Abrg fc ACI 318-08 Eq.(D-15) 114, NpN z Nua ACI 318-08 Eq.(D-1) Variables . W c,p Abrg[in.2] fc[psi] 1.000 0.79 4000 . Calculations Nr,[ib] 25120 111 Results Npn[ib] +concrete 4, N.[ib] Nua[ib] I 25120 0.700 17584 1850 11 3.3 Concrete Breakout Strength IINcbg =(ANco)W ec,N W ed,N W c,N W cp,N Nb ACI 318-08 Eq.(D-5) 4 Ncbg z Nua ACI 318-08 Eq.(D-1) IIIANc0 see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANc0 =9 het ACI 318-08 Eq.(D-6) 1 II W ec,N _ (1+2 eN)5 1.0 ACI 318-08 Eq.(D-9) 3 hef/ II W ed,N =0.7+0.3(Oa•min)5 1.0 ACI 318-08 Eq.(D-11) 1.5hat W cp,N =MAX/eCac—min 1.5Cac Jhat1 c 1.0 ACI 318-08 Eq.(D-13) III \ Nb =i(c X, 4:11115 ACI 318-08 Eq.(D-7) aVariables het[in.] ecl,N[in.] ec2,N[in.] Oa,min[in.] W 01 . 4.724 0.000 0.000 6.500 1.000 a cac(n.] kc X k[psi] 0.000 24 1 4000 11 Calculations II AN,[in.2] ANc0[in-2jW ecl,N W ec2,N W ed,N 141 cp,N Nb[ib] 453.12 200.88 1.000 1.000 0.975 1.000 15587 Results III Ncbg[ib] 4,concrete 4) Ncbg[ib] Nua[ib] 34286 0.700 24000 7400 II 111 ■ ■ is a Input data and results must be checked for agreement with the existing conditions and for plausibility! -----77-7139-0 ■ PROFIS Anchor(c)2003-2009 HIiti AG,FL-9494 Schaan HIS Is a registered Trademark of Hilti AG,Schaan ■ a 1■■111.T1 www.hlIti.us Profis Anchor 2.7.3 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 8/18/2017111 E-Mail: 4 Shear load S Load V„,[Ib] Capacity¢V„[Ib] Utilization =V„,/4 V„ Status111 Steel Strength* N/A N/A N/A N/A Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength* N/A N/A N/A N/A Concrete edge failure in direction** N/A N/A N/A N/A *anchor having the highest loading **anchor group(relevant anchors) 5 Warnings 111 • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).This 5 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 5 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 0 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. a • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! 11 Fastening meets the design criteria! ■ i ✓ a ■ a I I ■ ■ a ON Input data and results must be checked for agreement with the existing conditions and for plausibility! O PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan HIIO is a registered Trademark of HIS AG,Schaan ■ a ■ ■ ■ G-2 ,t.; ■ 3'1 f`cfs ■ III ,- EI i v� i�-0 x 3 4" S- c. oL v✓/ 0.) -VG F (T\Mis?) i SEE FOLLOWING (6) PAGES ■ i III ( 1 ) C2-) i ■ ■ 2#5 /al 1 ■ ■ ■ 2#5 ■ ■ ■ _,\,- 13#3@17" ■ 1 " t* 17 •I III r 17'-4" ■ H 17.75 ft ■ ■ ■ ■ 9570 SW Barbur Blvd ES Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 i Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies 111 MILLER Phone 503.246.1250 q�22 22p� CONSULTING Fax 503.246.1395 ELD ARL (9.1SQT77 39 of 89 III www.miller-se.com By Ck d Date Page ENGINEERS ■ a a Current Date: 8/18/2017 12:11 PM Ili Units system:English III Design Results III Continuous Beam Design code ACI 318-2011 II GENERAL INFORMATION: • Spans: 111 Span Span length Section MaterialII [ffl 1 – ----- _ -- –�—-- 17.75 RcBeam 20x38in C 4-60 111 III Nodes: Distance Restraint Tx Ty Rz • � `l __ -- __________ _ al 0.00 Fixed 1 1 1 17.75 Free 0 0 0III III IN ■ ■ 1111 1411 17.75ft ill Il Load conditions: III Condition Description �� -- Comb. Category Duration --Self Weight ■ DL Dead Load No DL – No LL Live Load No LL – -- ■ S1 DL+0.6LL Yes Service – No D1 DL+LL Yes Design – NoIII Concentrated forces and moments a � Pt P2 • adt t ■ az 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Art Suite One Hundred II Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250pq/2�/Op�7 IlCONSULTING Fax 503.246.1395 ELD ARL 9:1S. 40 of 89 www.miller-se.com By Ck d Date Page ENGINEERS ■ ■ M ■ Condition Span Dist P M ■ [ft] [Kip] [Kip«ftl ■ -L -______ 1 -- 8.33 3.10 -i 0.00 IILoads summary 0IIt J a �,� ■ LIVE LOAD a ■ II 3.1 Kip a ■ ■ Reactions: Nodes Load condition Rx Ry Mz a [Kip] [Kip] [Kip"ft] a 1 D1 0.00 -3.10 -55.02 2 D1 0.00 0.00 0.00 _ II 1 Min. 0.00 -3.10 -55.02 2 Min. 0.00 0.00 0.00 III 1 w._ Max. -3.10 ______�_______0_______-__ `-____-55.02 II2------- -0.00___ _______0.00____- 0.00 ■ Member forces and inflection points ■ Station Condition Distance Shear V Moment M [%I [ft] [Kip] [KiP"ft] ________ 0 Di _ _ 0.00 ________ _ _ _ III -3.10 _ __ 55.02 100 D1 17.75 -3.10 0.00 111Critical deflections Condition Span Distance @ Deflection Allowable ■ [ft] [%] [in] f(L) [in] ■ S 1 ____ 1_ _�_ 6.66 37.50_______________________________ 7.50___+_0.00989- (<U10000) 0.59167 II ES 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments~_____ �_____ Project# 161194 Portland,OR 97219 ■ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies III MILLER Phone 503.246.1250 ppq�//22��//22((�� CONSULTING Fax 503.246.1395 ELD ARL 4.1S.1QT7� 41 of 89 ■ www.miller-se.com By Ck'd Date Page ENGINEERS 1111 U U Free nodes deformations Node TY RZ [in] [Rad] _ '- Combination:S1=DL+0.6LL 2 0.05234 0.00037 . Envelopes: M33 bending moment: U Moments[Kip*ft],Length[ft] Max:55.(72SOjKip'ft]at 0.00[ft) from J U 55.0250 0 L=17.75 111 t,On:0.030t10p*ft)at 0.03[ft] from J ■ V2 shear forces: Forces[Kip],Length[ft] Max:0.000[Kip]at 0.00[ft] from J I 0 L=17.75 a 3.1035 ■ ■ Afa:-3.1003[Kip]at 0.03[ft) from J a I U I 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 0o 22 (� U CONSULTING Fax 503.246.1395 ELD ARL 9 aN 42 of 89 vwvw.miller-se.com By Ck d Date Page ENGINEERS ■ 111 ■ ■ Vertical Translation ■ Deflection[in],Length[ft] Max:0.0523[inj at 17.75[ft] from J ■ ■ 0.0523 . ■ 0 . L=17.75 ■ ■ ■ ■ Mit :0.0 0[in]at 0.00[ft] from J • DESIGN: • Status N.G. -sb>sbmax ■ Rebar M Free cover 1.50[in] II Longitudinal reinforcement 1111 2 • G(2 ■ I s a a L % ■ Group Quantity Diameter Pos Ref.Axis 1 Dist1 Ref.Axis 2 Dist2 Hook1 Hook2 [ft] [ft] 1 2 #5 --Bottom 10.29— 2 __ -0.12 Yes Yes 2 2 #5 Top 1 -0.29 2 -0.12 Yes Yes III ---- ------- ---- - __________________________________________ a Development and splice lengths II [in] Diameter Ld Ldh Splice L. Total L [in] [in] [in] [ft] 1II — #5– — 24.00 9.00 � ---31.00 19.33 — 2 #5 31.009.00 41.00 19.33 II -- --- - ------------ -_------------------ Transverse reinforcement • ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 SS Portland,OR 97219 ■ Illa Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies 111 Phone 503.246.1250 ppgg//22 pp� CONSULTING Fax 503.246.1395 ELD ARL 9.15 ��/7 43 of 89 ■ www.miller-se.com By Ck d Date Page ENGINEERS a • • Span Diameter Quantity @ Legs Closed [in] • -1-2 -#3 -^-- 13 17.00 M ^ 2 - Yes -- • Initial spacing of stirrups: . Span Initial S Sin lim III [in] [in] 0-1 --_ 2.00 18.25 • 111 FLEXURE II Span:1-2 Member No:0 • Percentage of moment redistribution Support A=0.00% Support B=0.00% Code specified max Rho: p maxtop=2.06% p maxbot=2.06% . Limit spacing between bars for cracking control: sb Um=11.25[in] Positive bending moments • Station d[in] Mu[Kip*ft] 4*Mn[Kip*ft] Asreq[in2] Asprov[in2] p(%) sb[in] Mu/(4)*Mn) . No. Dist 1 0% 35.81 55.02 _ 99.15 �� 0.34 0.62 +�y�0 09�^ 14.13 �� 0.55 2 10% 35.81 49.52 99.15 0.31 0.62 0.09 14.13 0.50 3 20% 35.81 44.02 99.15 0.27 0.62 0.09 14.13 0.44 • 4 30% 35.81 38.52 99.15 0.24 0.62 0.09 14.13 0.39 5 40% 35.81 33.01 99.15 0.21 0.62 0.09 14.13 0.33 1. 6 50% 35.81 27.51 99.15 0.17 0.62 0.09 14.13 0.28 7 60% 35.81 22.01 99.15 0.14 0.62 0.09 14.13 0.22 8 70% 35.81 16.51 99.15 0.10 0.62 0.09 14.13 0.17 • 9 80% 35.81 11.00 99.15 0.07 0.62 0.09 14.13 0.11 10 90% 35.81 5.50 99.15 0.03 0.62 0.09 14.13 0.06 5 11 100% 36.50 0.00 76.11 0.00 0.00 0.00 14.13 0.00 C 0% Y 35.81 55.02��99.15 0.34_ 0.62 �~'0.09 Y 14.13` 0.55 ■ • Negative bending moments Station d[in] Mu[Kip*ft] 4)*Mn[Kip*ft] Asreq[in2] Asprov[in2] p(%) sb[in] Mu/(4)*Mn) • No. Dist - _ -__ ____________r_____-___________ ____ __ 1 0% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.55 2 10% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.50 • 3 20% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.44 4 30% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.39 • 5 40% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.33 6 50% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.28 7 60% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.22 • 8 70% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.17 9 80% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.11 ■ 10 90% 35.81 0.00 -99.15 0.00 0.62 0.09 14.13 0.06 11 100% 36.50 0.00 -76.11 0.00 0.00 0.00 14.13 0.00 ■ ES C oW57o SWAAur Blvdect Name -9fl itrd Apartf8#Lnts 0.62 0.09 molt# 1611940.55 Suite One Hundred III Portland,OR 97219 Illa Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 ppqq//22�/22(� 5 CONSULTING Fax 503.246.1395 ELD ARL 9.ZS:1QT7� 44 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS r 111 ■ a Diagrams Mu-Phi°Mn ■ 1111 i c, 4,igi:` +` a .e_m *sc . a 44 � �r t � "�.gam. IP D Mu 0 Phi Mn III ill SHEAR AND TORSION ill Span:1-2 Member No:0 a Station Stirrups Spc prov Spc lim Tu �*Tn Al Vu Vs Vc Vu/(�*Vn) No. Dist Diam VCT [in] [in] [Kip*ft) [Kip*ft] [in2] [Kip) [Kip] [Kip] [Kip] III 1 0% #3 - --� 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03- 17.00 17.91 2 10% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 IA 3 20% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 4 30% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 5 40% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 111 6 50% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 7 60% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 r 8 70% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 9 80% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 a 10 90% #3 17.00 17.91 0.00 23.75 0.00 3.10 27.81 90.60 88.80 0.03 11 100% #3 17.00 18.25 0.00 23.75 0.00 3.10 28.34 92.34 90.51 0.03 r C 0% #3 -17.00 17.91 0.00 23.75 0.00 3.10 �Y 27.81 90.60 _ 88.80 0.03 Diagrams Vu-Phi*Vn _________-_-_____ _ -_- M_-___ _ - - _ __-_�________-__ 11 r r r r ®Vu Phi*Vn I 1r r 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111 Suite One Hundred 1/111 Portland,OR 97219 r _ Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies 111 Phone 503.246.1250 pD22�3//22(� CONSULTING Fax 503.246.1395 ELD ARL 9.1S,1QT]7 45 of 89 www.miiler-se.com By Ck'd Date Page 111 ENGINEERS 111 s ■ Tr,A i� sLkcg, flit ■ 7 w �+1 a S vu -( )X tato rS x � -D` 4 ( ')(r) x 15O x i? t • ?/PIf M t) — 0o0 w�F 1.7,(17,0) -1- 14(10D) -,= 0 a ■ ,921-(5,5) M�-_ �Q� 5•�)v � Il �itr�t•II, � Z ws G`I cLet wJ # i- - 1-421471. SEE FOLLOWING PAGE a a ■ . I ■ ✓ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 r Suite One Hundred A Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 ppgg//22 22((�� CONSULTING Fax 503.246.1395 ELD ARL 9.1SQT77 46 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS 1111 U • • STAIR SLAB Bending -ACI 318-11 = 0.9 Factored Moment(Mu)= 1.2 ft-k • fy= 60 ksi fo= 4000 psi III Bar Size= #4 ' Bar Quantity= 12 "o.c. Layers= 1 III As= 0.2 in2 per foot b= 12 in • h= 6 in Clear dist. = 2.5 in r d= 3.25 in=6-2.5-0.5`0.5 X= 1.00 • 131 = 0.85 a= 0.294 in II Mallowable=4)Mn= 2.8 ft-k> 1.2 ft-k OK . As, min. = 0.13 in2 <0.2 OK c= 0.35 in II st= 0.0252 >0.005, tension controlled II Temperature steel ratio= 0.0018 times cross sectional area Temperature steel= 0.0164 >0.0018 OK III 'Rise#4bars at12"o.c. • Beam Shear- 11.2.1.1 4= 0.75 ■ Factored Shear(Vu)= 836.000 lb Vo= 4933 lb=2`(4000)^0.5*3.25*12 • 4)Vo/2= 1850 lb>836, no shear steel required • • • ■ • ✓ • ■ ■ . 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 ES Portland,OR 97219 ✓ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 poq/223/ p� CONSULTING Fax 503.246.1395 ELD ARL 9.1S.Z�T7 7 47 of 89 www.miller-se.com By Ck d Date Page II ENGINEERS IN S s ■ ,5Cit--WI--> oP(C`S/4) W130(D h;1s ■ S ki fs ■ b‘;� rte= 2,7 k ■ S V15 tet K tv" s'CR1 t44e12- vv/ a (4-)45 fes" -PrNi) , s'rfam-viae$ 71/4-1- 7,14:10 SEE FOLLOWING PAGE S S S S S S ■ a S a i 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 Dpqq//22��//22(11 r CONSULTING Fax 503.246.1395 ELD ARL 9.1S.1QT77 48 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS S S a 111 STAIR STRINGER Bending -ACI 318-11 = 0.82 Factored Moment(Mu)= 39.0 ft-k • fy= 60 ksi fo= 4000 psi 11 Bar Size= #5 a Bar Quantity= 4 bars Layers= 2 a As= 2.48 in2 total b= 8 in a h= 18 in Clear dist. = 1.5 in !♦ d= 15.19 in=18-1.5-0.625*1.5-0.375 X.= 1.00 1111 R1= 0.85 i a= 5.471 in Mallowable=�Mn= 126.6 ft-k>39 ft-k OK r As, min. = 0.41 in2 <2.48 OK c= 6.44 in 11 Ft= 0.0041 >0.002 and<0.005, transion zone ■ Temperature steel ratio= 0.0018 times cross sectional area Temperature steel= 0.0240 >0.0018 OK ■ Use(2)layers of(4)#5 bars • Beam Shear- 11.2.1.1 .4)= , 0.75 ■ Factored Shear(Vu)= 8400.000 lb Vo= 15371 lb=2*(4000)^0.5*15.19*8 a 4 Vo/2= 5764 lb<8400, shear steel required Dist. to location of no shear stl. 4.28 ft from face of support 11 Shear Reinforcing Design: Bar Size= #3 ■ No. of Stirrup legs= 2 Av= 0.22 in2 S Av, min. = 0.05 in2 s= 7.5 ino.c. ✓ s, max= 7.60 in o.c. fyt= 60000 psi • VSfeQ.= 0 lb Vs= 26734 lb=0.22*60000*15.19/7.5 r Vn= 42105 lb= 15371 +26734 4 Vn= 31579 lb>8400 0K Use#3 stirrups at 7.5 o.c.with (2)leg(s)crossing the shear plane ■ a ■ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161194 AI Portland,OR 97219 a MI Location 8900-9000 SW Oak St.,Tigard, Oregon • MILLER Client AG Spanos Companies ✓ Phone 503.246.1250 oogg/�22�/ pp� CONSULTING Fax 503.246.1395 ELD ARL 9.ZS ��7 7 49 of 89 www.miller-se.com By Ck'd Date Page 111 ENGINEERS a a —'7 i•, XTRiWiL-R. 2— F 1,k K1 f.3 .. E a K1 -2,7 (4/51Qwzieg.xZ-- 9,4- v,r ■ s V /®1 -o8 a in — a ■ 9 , ., a s a ■ - ■ a a k III Pt,' QLD 3 k ■ • WDt'— � T a a �% ,//,% p�: !tj k- SEE FOLLOWING PAGES FOR MAT SLAB 5 FOUNDATION ANALYSIS 1,-----mi,w---.55kA. ■ ■ S ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred ES Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies a MILLER Phone 503.246.1250 ppqq//22�/ (� r CONSULTING Fax 503.246.1395 ELD ARL 9.ZS.1�T7 50 of 89 www.miller-se.com -4 Ck'd Date Page ENGINEERS ■ III S 5 stair foundation.cpt-9/23/2017 Units 11 Geometry Unit. IIPlan Dimensions:feet Slab Thickness:inches Support Dimensions:inches Angles:degrees Elevations: inches Support Height:feet a in Loading and Reaction Unit ■ Point Force: Kips Line Force:kips/ft Area Force: psf -Report As Zero:0 Kips -Report As Zero:0 kips/ft -Report As Zero: 0 psf ▪ Point Moment: kip-ft Line Moment: Kips Area Moment: #/foot -Report As Zero:0 kip-ft -Report As Zero:0 Kips -Report As Zero: 0#/foot a ■ Spring and Stiffness Unit a Point Force Spring:kips/in Line Force Spring:ksi Area Force Spring:pci III Point Moment Spring:k-ft/o Line Moment Spring:k/c Area Moment Spring: k/ft° i S Slab Analysis Units ■ Force: Kips Moment:kip-ft Concrete Stress:psi -Report As Zero:0 Kips -Report As Zero:0 kip-ft -Report As Zero:0 psi S Force Per Width: kips/ft Moment Per Width: Kips Deflection: inches -Report As Zero:0 kips/ft -Report As Zero:0 Kips -Report As Zero:0 inches a i Materials Units • Concrete Volume:yd3 Reinforcing Area: in2 PT Force: Kips Reinforcement Weight:tons Tendon Profile:inches Reinforcing Stress: ksi IIPT Weight:pounds Cover: inches S 5 Miscellaneous Unit IIFloor Area:ft2 Density: pcf Elongations:inches Tendon Angles(for friction):radians S S 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 pp�g//22 (22Q� CONSULTING Fax 503.246.1395 ELD ARL 9.LS.LQ1/7 51 of 89 www.miller-se.com By Ck d Date Page . ENGINEERS Units-1, • stair foundation.cpt-9/23/201 ■ Materials Concrete Mix • Mix Density Density For I'd ft fcui fcu Poisson User Ed User Ec Name (pCf) Loads(pct) (psi) (psi) (psi) (psi) Ratio Ec Calc (psi) (psi) 111 3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000 4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000 III 5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000 6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000 II a PT Systems • System Aps Eps fee fpy (pu Duct Width Strands Min Radius Name Type (inz) (ksi) (ksi) (ksi) (ksi) (inches) Per Duct (feet) ■ 1/2"Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6 1/"Bonded bonded 0.153 28000 160 243 270 3 4 6 ■ 3.6"Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8 3.6"Bonded bonded 0.217 28000 160 243 270 4 4 8 S r PT Stressing Parameters • System Jacking Stress Seating Loss Anchor Wobble Friction Angular Friction Long-Term Losses Name (ksi) (inches) Friction ((feet) (i/radian) (ksi) ■ 1/z"Unbonded 216 0.25 0 0.0014 0.07 22 1/2"Bonded 216 0.25 0.02 0.001 0.2 22 . 3.6"Unbonded 216 0.25 0 0.0014 0.07 22 3.6"Bonded 216 0.25 0.02 0.001 0.2 22 • • Reinforcing Bars • ear As Es Fy Straight 90 Hook 180 Hook Name (/n2) (ksi) (ksi) Coating Ld/Db Ld/Db Ld/Db . #3 0.11 29000 60 None Code Code Code #4 0.2 29000 60 None Code Code Code 111 #5 0.31 29000 60 None Code Code Code #6 0.44 29000 60 None Code Code Code . #7 0.6 29000 60 None Code Code Code #8 0.79 29000 60 None Code Code Code r #9 1 29000 60 None Code Code Code #10 1.27 29000 60 None Code Code Code • #11 1.56 29000 60 None Code Code Code ■ • r ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 5 A Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon III Client AG Spanos Companies MILLER Phone 503.246.1250 f��/2 Q� r CONSULTING Fax 503.246.1395 ELD ARL Y.LS �I/7 52 of 89 www.miller-se.com By Ck'd Date Page ENGINEERSIIMaterials-2 a III stair foundation.cpt-9/23/2017 Materials (2) a SSR Systems Stud Area Head Area Min Clear Head Specified Stud Fy Stud Spacing Rounding Min Studs System II SSR System Name (int) (int) Spacing(inches) Spacing(inches) (ksi) Increment (inches) Per Rail Type 3/8"SSR 0.11 1.11 0.5 None 50 0.25 2 Rail a 1/2"SSR 0.196 1.96 0.5 None 50 0.25 2 Rail 5/8"SSR 0.307 3.07 0.5 None 50 0.25 2 Rail II 3/4"SSR 0.442 4.42 0.5 None 50 0.25 2 Rail Ancon Shearfix Auto-S3z1217 1.096 0.5906 None 72.52 0.03937 2 Rail III Ancon Shearfix 10 mr0.1217 1.096 0.5906 None 72.52 0.03937 2 Rail a Ancon Shearfix 12 mr0.1753 1.578 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 14 mr6.2386 2.147 0.5906 None 72.52 0.03937 2 Rail III Ancon Shearfix 16 mr8.3116 2.805 0.5906 None 72.52 0.03937 2 Rail Ancon Shearfix 20 mr6.4869 4.383 0.5906 None 72.52 0.03937 2 Rail a Ancon Shearfix 24 mr6.7012 6.311 0.5906 None 72.52 0.03937 2 Rail a a a a a a a ■ ■ ■ ■ a a ■ II ■ a III Suite SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred all Portland,OR 97219 a Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies a MILLER Phone 503.246.1250 pgg//22;3�//22 CONSULTING Fax 503.246.1395 ELD ARL MEN'' 53 of 89 www.miller-se.com By Ck'd Date Page a ENGINEERS Materials-3 a I stair foundation.cpt-9/23/2017 ■ Loadings Loading Name Type Analysis On-Pattern Factor Off-Pattern Factor . Self-Dead Loading Self-Weight Normal 1 1 Balance Loading Balance Normal 1 1 II Hyperstatic Loading Hyperstatic Hyperstatic 1 1 Temporary Construction(At Stressing)Loading Stressing Dead Normal 1 1 a Other Dead Loading Dead Normal 1 1 _ive(Reducible)Loading Live(Reducible) Normal 1 0 II Live(Unreducible)Loading Live(Unreducible) Normal 1 0 II _lye(Storage)Loading Live(Storage) Normal 1 0 _ive(Parking)Loading Live(Parking) Normal 1 0 . lye(Roof)Loading Live(Roof) Normal 1 0 Snow Loading Snow Normal 1 1 III Jltimate Wind North Loading Ultimate Wind 1 Normal 1 1 Jltimate Wind East Loading Ultimate Wind 2 Normal 1 1 a Jltimate Seismic North Loading Ultimate Seismic 1 Normal 1 1 . Jltimate Seismic East Loading Ultimate Seismic 2 Normal 1 1 ■ ■ I I I ■ I a a ■ ■ ■ ■ III ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ at Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon I Client AG Spanos Companies MILLER Phone 503.246.1250 ppgg//223�//220p�� CONSULTING Fax 503.246.1395 ELD ARL 9.1S.1QT77 54 of 89 r www.miller-se.com By Ck d Date Page ENGINEERS Loadings-9 I a ■ stair foundation.cpt-9/23/2017 Load Combinations 111 Service LC: D + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr II Analysis:Zero Tension Loading Standard Factor AI Self-Dead Loading 1 vs Balance Loading 1 Other Dead Loading 1 rve(Reducible)Loading 1 rve(Unreducible)Loading 1 ■ Live(Storage)Loading 1 _ive(Parking)Loading 1 a Service LC: D Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Desigr ■ Analysis:Zero Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 Other Dead Loading 1 a Service Wind LC: D + 0.6W ■ Active Design Criteria: Soil Bearing Design Analysis:Zero Tension $ Key Lateral Loading:Wind-Ultimate Standard Factor:0.6 Loading Standard Factor II Self-Dead Loading 1 Balance Loading 1 . Other Dead Loading 1 a Service Wind LC: D-0.6W . Active Design Criteria: Soil Bearing Design Analysis:Zero Tension $ Key Lateral Loading:Wind-Ultimate Standard Factor:-0.6 Loading Standard Factor a Self-Dead Loading 1 Balance Loading 1 ■ Other Dead Loading 1 a U a r ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 r Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 oo�g(/22�f 22Q� CONSULTING Fax 503.246.1395 ELD ARL 9.GS.LffI/7 55 of 89 www.miller-se.com By Ck'd Date Page 1111 ENGINEERS Load Combinations-5 IN stair foundation.cpt-9/23/2017 ■ Load Combinations (2) Service Wind LC: D + 0.75L+ 0.75Lr+ 0.45W li Active Design Criteria: Soil Bearing Design Analysis:Zero Tension 11 Key Lateral Loading:Wind-Ultimate Standard Factor:0.45 Loading Standard Factor a Self-Dead Loading 1 Balance Loading 1 iii1 Dther Dead Loading 1 _ive(Reducible)Loading 0.75 _ive(Unreducible)Loading 0.75 Live(Storage)Loading 0.75 • _ive(Parking)Loading 0.75 a _ive(Roof)Loading 0.75 II Service Wind LC: D + 0.75L+ 0.75Lr-0.45W a Active Design Criteria: Soil Bearing Design Analysis:Zero Tension ■ Key Lateral Loading:Wind-Ultimate Standard Factor:-0.45 Loading Standard Factor 111Self--Dead Loading 1 Balance Loading 1 ■ Dther Dead Loading 1 _ive(Reducible)Loading 0.75 a rve(Unreducible)Loading 0.75 _ive(Storage)Loading 0.75 II ave(Parking)Loading 0.75 Jve(Roof)Loading 0.75 III ■ Service Wind LC: D + 0.75L+ 0.75S+ 0.45W Active Design Criteria: Soil Bearing Design II Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:0.45 II Loading Standard Factor Self-Dead Loading 1 a Balance Loading 1 Other Dead Loading 1 a _ive(Reducible)Loading 0.75 _ive(Unreducible)Loading 0.75 11 _ive(Storage)Loading 0.75 ■ _ive(Parking)Loading 0.75 Snow Loading 0.75 ■ II a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred In all Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard,Oregon a Client AG Spanos Companies MILLER Phone 503.246.1250 pp�/22�( Q� r CONSULTING Fax 503.246.1395 ELD ARL 9.LS.L�1/7 56 of 89 www.miller-se.com By Ck d Date Page ENGINEERS Load Combinations-6 N I stair foundation.cpt-9/23/2017 Load Combinations (3) NI Service Wind LC: D + 0.75L+ 0.75S-0.45W Active Design Criteria: Soil Bearing Design 111 Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:-0.45 IILoading Standard Factor Self-Dead Loading 1 1111 Balance Loading 1 . Other Dead Loading 1 _ive(Reducible)Loading 0.75 _ive(Unreducible)Loading 0.75 _ive(Storage)Loading 0.75 111 _ive(Parking)Loading 0.75 Snow Loading 0.75 a II Service Wind LC: 0.6D + 0.6W Active Design Criteria: Soil Bearing Design II Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:0.6 aLoading Standard Factor Self-Dead Loading 0.6 a Balance Loading 1 Other Dead Loading 0.6 • ! Service Wind LC: 0.6D-0.6W Active Design Criteria: Soil Bearing Design aAnalysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:-0.6 I Loading Standard Factor Self-Dead Loading 0.6 . Balance Loading 1 Other Dead Loading 0.6 a . Sustained Service LC Active Design Criteria: Sustained Service Design IAnalysis:Zero Tension Loading Standard Factor Self-Dead Loading 1 Balance Loading 1 II Other Dead Loading 1 _ive(Reducible)Loading 0.5 ave(Unreducible)Loading 0.5 _ive(Storage)Loading 1 I _ive(Parking)Loading 0.5 a Live(Roof)Loading 0.5 . 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 i Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 DDg�//223/ p� CONSULTING Fax 503.246.1395 ELD ARL 9.1S.16T77 57 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Load Combinations-7 a stair foundation.cpt-9/23/2017 li Load Combinations (4) Factored LC: 1.4D 1 Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension I Loading Standard Factor Self-Dead Loading 1.4 11 Hyperstatic Loading 1 Other Dead Loading 1.4 11 1 Factored LC: 1.2D + 1.6L+ 0.5Lr Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension Loading Standard Factor ■ Self-Dead Loading 1.2 4yperstatic Loading 1 a Other Dead Loading 1.2 ■ rve(Reducible)Loading 1.6 _ive(Unreducible)Loading 1.6 . Ove(Storage)Loading 1.6 Jve(Parking)Loading 1.6 1 rve(Roof)Loading 0.5 a Factored Wind LC: 1.2D +f1L + 0.5Lr+ 1.0W ■ Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero TensionIII Key Lateral Loading:Wind-Ultimate Standard Factor: 1 Loading Standard Factor ■ Self-Dead Loading 1.2 Hyperstatic Loading 1 . Other Dead Loading 1.2 ive(Reducible)Loading 0.5 a ave(Unreducible)Loading 1 -ive(Storage)Loading 1 IS _ive(Parking)Loading 1 _ive(Roof)Loading 0.5 ■ 1 Factored Wind LC: 1.2D +f1L + 0.5Lr- 1.0W . Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:-1 111 Loading Standard Factor Self-Dead Loading 1.2 1 Hyperstatic Loading 1 Other Dead Loading 1.2 1 _ive(Reducible)Loading 0.5 III _ive(Un =• ible)Loa'img :1 9570 SW Barbur Blvd , Project Name Tigard Apartments Project# 161 194 _ive / .ding Suite One Hundred 111_ive 0.-...A ding Portland,OR 97219 1 Location 8900-9000 SW Oak St.,Tigard, Oregon _ive(•• .ing 0.5 ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ppgg//22��// CONSULTING Fax 503.246.1395 ELD ARL 9.15.1 19 7 58 of 89 ■ www.miller-se.com By Ck'd Date Page ENGINEERS Load Combinations-8 III a I ✓ stair foundation.cpt-9/23/2017 Load Combinations (5) II Factored Wind LC: 1.2D + 1.6Lr+ 0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:0.5 al Loading Standard Factor Self-Dead Loading 1.2 • Hyperstatic Loading 1 11 Other Dead Loading 1.2 Jve(Roof)Loading 1.6 ■ Factored Wind LC: 1.2D + 1.6Lr-0.5W Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension 11 Key Lateral Loading:Wind-Ultimate Standard Factor:-0.5 Loading Standard Factor III Self-Dead Loading 1.2 Hyperstatic Loading 1 a Other Dead Loading 1.2 ive(Roof)Loading 1.6 11 II Factored Wind LC: 0.9D + W 1111 Analysis: Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor: 1 I Loading Standard Factor Self-Dead Loading 0.9 • Hyperstatic Loading 1 11Dther Dead Loading 0.9 U Factored Wind LC: 0.9D-W 11 Analysis: Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design Analysis:Zero Tension Key Lateral Loading:Wind-Ultimate Standard Factor:-1 1111 Loading Standard Factor Self-Dead Loading 0.9 U Hyperstatic Loading 1 MIOther Dead Loading 0.9 U II U I III Suite SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred E Portland,OR 97219 . Location 8900-9000 SW Oak St.,Tigard, Oregon Mik Client AG Spanos Companies II MILLER Phone 503.246.1250 ppgg��22�3// Qp�� CONSULTING Fax 503.246.1395 ELD ARL 9.1S.16T]7 59 of 89 ill www.miller-se.com By Ck'd Date Page ENGINEERS Load Combinations-9 I a stair foundation.cpt-9/23/2017 is Design Rules Code Minimum Desig 318-11 Min.Reinforcement User Minimum Desig Specified Min.Reinforcement a Initial Service Desigi 111318-11 Initial Service Design ■ Service Design 318-11 Service Design a Include detailed section analysis a Sustained Service Desigr ■ 318-11 Sustained Service Design ■ Strength Design 318-11 Strength Design 11 Punching Shear Design ■ Ductility Desigi a 318-11 Ductility Design a Soil Bearing Desigi None ■ a ■ I ■ a 11 a ■ ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 ■ Suite One Hundred Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 DDqq/�22�/ [� ■ CONSULTING Fax 503.246.1395 ELD ARL 9.ZS.1�T7 7 60 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Design Rules-1C a a N • stair foundation.cpt-9/23/2017 Mesh Input: Standard Plan Mesh Input:Beams;Beam Priorities;Slab Areas;Slab Area watching;Slab AreaT hicknesses;Slab Area Concrete Models;Slab Openir Drawing Import:User Notes;User Lines;User Dimensions; •-COLS;A-FLOR-OTLN;A-DOOR;A-GLAZ-CWMG;A-PKNG;0;A-WALL;Lk 11 Scale=1:48 LJL 11 in on 1 ?1 1111 I ' 1 r II ■ a (i ■ I 1, ■ . 3i II 1i ■ I' I I I is Il , y ' 1:` KF 1 8.38 a KFs=1 � iii. KFz=250 � 1 IIitK K a —�� z2I 1 1 I 1.: I rn t=18 ,, 4000 psi ■ 'I i" 1 IIIKFr=1 I, i V !KFs=1 -250a /� , �/ �� K u' " -_ I KFs= it I j/1 KFz=25 III 9570 SW Barbur Blvd Project Name Tigard Apaments Project# 161 194 II Suite One Hundred ES Portland,OR 97219 a Location 8900-9000 SW Oak t.,Tigard, Oregon Client AG Spanos Comparii t III MILLER I Phone 503.246.1250 I Dg/2 2p� CONSULTING Fax 503.246.1395 ELD ARL � 9.1S QT77 61 of 89 ■ www.miller-se.com By Ck d IF, date Page ENGINEERS Mesh Input:Standard Plan-11, IN • stair foundation.cpt-9/23/2017 • Other Dead Loading: All Loads Plan Other Dead Loading:Point Loads; Point Load Icons;Point ine Loads;Line Load Icons;Line Load Values;Area Loads;A t Drawing Import:User Notes;User Lines; User Dimensions;P. -AREA-LINE;A-DOOR SWING;A-AREA-IDEN;A-DIMEN;Defpoints;L-SITE Element:Wall Elements Above;Wall Elements Below;Wall ement Outline Only;Column Elements Above;Column Elements Below;E 111 Scale=1:48 ! ' I} III II r I r T _. E T is • is • a .1 ■ I il i ■ ■ i . • I ■ I 11 • • 1 ,. \ � � i ,=5 0 1 ■ v:i -z=3o i41Q /- ' • / // / , a / W 1 MN 7-:.----- ` =i1A • ____11', /' 4 '111 ` �� s1\ �� • 9571 SW Barbur Blvd - .•- . -,.- Ti•and •pa yments Project# 161194 Suite One Hundred • APPAS Portland,OR 97219 1111) Location 8900-9000 S e• 3. .,Ti•ard, Ore•on AG S•anos Com ii s��- r Client , MILLER Phone 503.246.1250 ppgg//22 2 . CONSULTING Fax 503.246.1395 ELD ARL 9.1SQ�7 62 of 89 www.miller-se.com By Ck'd I i ate Page ENGINEERS Other Dead Loadin.:All Loads Plan-1 iii ■ a ■ stair foundation.cpt-9/23/2017 II Live (Unreducible) Loading: All Loads Plan Live(Unreducible)Loading:Point Loads;Point Load Icons Point Load Values; Line Loads;Line Load Icons;Line Load Values;Area L Drawing Import:User Notes;User Lines;User Dimensions;) -EQPT;0; LK-FURN-COLR;A-GLAZ; L-FENC-POOL;A-DIMEN-96;A-GRID; III Element:Wall Elements Above;Wall Elements Below;Wall Element Outline Only;Column Elements Above;Column Elements Below; Scale=1:48 • i ■ • IIi' I ■ 1 ■ ■ ■ I a 1 , E` j !: a i l a i ! , a ■ a ,i ii ■ ,1 ■ \, - \ \ ,F=3 � F,_3 III �ii ,it P III / z=1uv : I , K ■ 1 ■ • { az (Oa ,/ i II � / , III 10 / ,'� �i ■ - 1 - 1111 957Q SW Barbur Blvd Project Nam, Tigard Apagments Project# 161194 Suite One Hundred a Portland,OR 97219 ■ Location 8900-9000 S e= Tigard, Oregon Client AG Spanos Compa s III MILLER Phone 503.246.1250 1; ppqq��22 (� CONSULTING Fax 503.246.1395 ELD ARL 9.ZS &�� 63 of 89 www.miller-se.com By Ck'd Date Page ■ ENGINEERS 11 , Live(Unreducible)Loading:All Loads Plan-13 111 • stair foundation.cpt-9/23/2017 a Ultimate Wind East Loading: All Loads Plan Ultimate Wind East Loading:User Lines;User Notes;User Dimensions;Point Loads;Point Load Icons;Point Load Values;Line Loads Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;f. ■ Scale=1:48 • i , ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ • • • My=55 • c l<5_......._....._ • • • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred . Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 p�(2�f Q� CONSULTING Fax 503.246.1395 ELD ARL 9.LS.L�1/7 64 of 89 • www.miller-se.com By Ck'd Date Page ENGINEERS Ultimate Wind East Loading:All Loads Plan-11 . ■ ■ stair foundation.cpt-9/23/2017 Design Strip: Latitude Design Spans Plan II Design Strip:User Lines;User Notes;User Dimensions;Latitude SSs;Latitude SSSs;SSS Hatching; Latitude DSs;Latitude Span Boui Drawing Import:User Lines;User Notes;User Dimensions; II Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above; Scale=1:48 • • • • • • • • • • • • • ■ • • • • • • • ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 ■ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies • MILLER Phone 503.246.1250 DDgg//22 3/ (� CONSULTING Fax 503.246.1395 ELD ARL 9.1S.16T7 65 of 89 www.miller-se.com By Ck'd Date Page ■ ENGINEERS Design Strip: Latitude Design Spans Plan-15 ■ ✓ stair foundation.cpt-9/23/2017 Design Strip: Longitude Design Spans Plan Design Strip:User Lines; User Notes; User Dimensions;Longitude SSs; Longitude SSSs;SSS Hatching;Longitude DSs;Longitude Sr II Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;f. U Scale=1:48 • • • • • • • • • ■ ■ U U • • f L • ------ ----- ■ ■ • i • • • • 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ dirAS Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard,Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 pogg//223�// •(� r CONSULTING Fax 503.246.1395 ELD ARL 9.1S.Z� � 66 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Design Strip: Longitude Design Spans Plan-1€ 111 ■ ■ stair foundation.cpt-9/23/2017 Reinforcement: Top Bars Plan Reinforcement:Latitude User Concentrated Reinf.;Longitude User Concentrated Reinf.;Top Face Concentrated Reinf.;Both Faces Co 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;f. Scale=1:48 ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ #5@12T ■ toP cover to CGS ■ I— " ■ mi. ■ ! C.) 0. 0 ■ ■ ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred 41/11 Portland,OR 97219 ■ Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies ■ MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 7 67 of 89 www.miller-se.com By ELD Ck'd ARL Date � �� Page ■ ENGINEERS Reinforcement:Top Bars Plan-17 ■ U stair foundation.cpt-9/23/2017 II Reinforcement: Bottom Bars Plan Reinforcement:Latitude User Concentrated Reinf.; Longitude User Concentrated Reinf.;Latitude Program Concentrated Reinf.; Longil • 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;$. Scale=1:48 • • • • U • • • • • • • • • • •• #5@12B bottom cover to CGLu =3 • CO 003 ' 0 a, ■ 0 E wo 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred ■ Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon • Client AG Spanos Companies MILLER Phone 503.246.1250 pqq//22 22(� U CONSULTING Fax 503.246.1395 ELD ARL 9.ZSQT77 68 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Reinforcement:Bottom Bars Plan-1E, III ■ p stair foundation.cpt-9/23/2017 Reinforcement: Shear Bars Plan III Reinforcement:User Lines;User Notes;User Dimensions;Latitude User Transverse Reinf.; Latitude Program Transverse Reinf.;Latitu Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;$. Scale=1:48 I a I a a I S U a S S a a a a a • a a • r i ✓ 9570 SW Barbur Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon MILLER Client AG Spanos Companies Phone 503.246.1250 CONSULTING Fax 503.246.13957 69 of 89 www.miller-se.com By ELD Ck'd ARL Date Page ENGINEERS Reinforcement:Shear Bars Plan-19 S I stair foundation.cpt-9/23/2017 ri Soil Bearing Design: Max Soil Bearing Pressure Plan Soil Bearing Design:User Lines; User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Latitude DS Designs r, Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above;f. Scale=1:48 Soil Bearing Design-Area Spring Vertical Reactions Plot(Maximum Values) 800 900 1000 1100 1200 1300 1400 1500 1600 Min Value=719.2 psf @(291.1,172.6) Max Value=1680 psf @(299.5,169.4) A ✓ r LESS THAN PALLOW=2000 PSF (SEE GEOTECH MEMO ON r FOLLOWING PAGE) U ✓ I ✓ ■ S ✓ ✓ ✓ N S 110. r r 1000 1400, A 9!1!1 1100 1300 1201 U rrPr 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 9/23/20.17 r CONSULTING Fax 503.246.1395 ELD ARL � 5 70 of 89 .miller-se.com By Ck'd Date Page ENGINEERS Soil Bearing Design: Max Soil Bearing Pressure Plan-20 if ✓ • a a RE: Spanos Tigard Project 1111 From :Jason Bock <JBock@gri.com> Tue,Aug 29, 2017 12:36 PM Subject : RE: Spanos Tigard Project To :Andrew Leichty <andrew@miller-se.com> 1111 Cc :Jared Mauch <jmauch@agspanos.com> 111 Good Morning Andrew— As provided in our geotechnical report, a non-restrained or yielding wall can be designed using an active I pressure of 35 pcf. This value assumes a level backslope and does not include additional surcharge loading such as vehicles, buildings,or other structures. An ultimate friction coefficient of 0.4 is suitable for spread 11 foundations at our site. An allowable bearing pressure of 2,000 psf is acceptable for the MSE Wall,Trash Enclosure, and staircase. It should be understood that up to an inch of settlement may be observed under U these loads. Thanks, 111 Jason U Jason Bock,PE ",'; GRI Senior Engineer 0 1503-641-3478 D 1503-597-7611 C 1503-522-2493 S U U U r a r ✓ ■ ■ 9570 SW Barbar Blvd Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 ,9� 7 71 of 89 www.miller-se.com By ELD Ck'd ARL Date �� Page ENGINEERS ✓ a stair foundation.cpt-9/23/2017 Soil Bearing Design: Min Soil Bearing Pressure Plan Soil Bearing Design:User Lines; User Notes;User Dimensions; Latitude Span Designs;Longitude Span Designs; Latitude DS Designs et Drawing Import:User Lines;User Notes;User Dimensions; Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above; Scale=1:48 Soil Bearing Design-Area Spring Vertical Reactions Plot(Minimum Values) 5 One Contour=10 psf Min Value=-2.257e-5 psf @(291.1,169.4) Max Value=490.2 psf @(295.9,169.8) i II ■ ■ I II IS S S II 1 S In • II ■ )1 ,T!1 „ 7;,y- , f f , , l �I III II, ,„1�ll�\ , �11 II ! li i 1 If\1501II1 I , Iii ,300 )\;;\;;;;T;;;;;;;;;;;;;; H i,1 ,T 1i Ef((!i,`i , III50 1�t L 3 �l203s(35 0;\ ')400I �I1, i 5Io/jii ' ! 5o'0 :1?1oii350\\\' j l iIlI III If i ' ' pi 1;11\ �1 Holt,llp; io) �0 A\\\1I I II,:: iIr�if450 \ 1 . � �� il III I/I , i1 1 III 1 : yi ! Ij1\ ; Ij I 'l \�\\\1'\', ■ ,ii,h „,h jid, , 11 , v \\,\ 111,11 ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred II ES Portland,OR 97219 MiLocation 8900-9000 SW Oak St.,Tigard,Oregon ill Client AG Spanos Companies MILLER Phone 503.246.1250 pg�2 201 5 CONSULTING Fax 503.246.1395 ELD ARL �9/� 2d17 72 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS Soil Bearing Design: Min Soil Bearing Pressure Plan-21 5 a stair foundation.cpt-9/23/2017 Design Status: Status Plan U Design Status:User Lines;User Notes;User Dimensions;Latitude Span Designs;Longitude Span Designs;Span Design Numbers;Sr Drawing Import:User Lines; User Notes;User Dimensions; U Element:Wall Elements Below;Wall Elements Above;Wall Element Outline Only;Column Elements Below;Column Elements Above; Scale=1:48 • • ,• • • • • • • • • • i ■ • 2C-1 OK ■ II 1 2R-1 OK III 7YI 7 Y � Y Y! M p M p 1 LSI p 0 O . OK ■ 1C-1 OF< II a ■ 9570 SW Barbur Blvd AIN Suite One Hundred Project Name Tigard Apartments Project# 161 194 Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies r MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 7 www.miller-se.com By ELD Ck'd ARL Date Page 73 of 89 ENGINEERS Design Status:Status Plan 22 a a N0&- &E-2/N1-4 G M of r-71T/&"J W I-%LS le a�= /,0 s �, ' (l,0)(0'66�(wy) / a- .2Xi 111 12_0-.2_.S-- ( 2 i5-) III 1111 4,32_ idf, ■ is sa7.s4'c FP = ,0,-3 ,03l p s-19 2.4, 15 t x D,7 `8 Psr S w„JA 1,\)= 3i , g P x0,-6 = ` S, 6 PsF II .pa /4 N k) i-o e PAF (4.5.1j 111 7- , .e71RT- Pr$' PL-�}-N LD*� . a ,�5 1 i z PI= ?o 097- - 3 60 74.•li/A S S GGA `f f}7 `f� �Ebc VE-KT a whit- c *I B :grokol SroLic.6 ■ i F-7.1-zn-fL & rzowr a SEE FOLLOWING PAGE 111 II ✓ ■ ■ S ■ 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 111Suite One Hundred Ell Portland,OR 97219 MI Location 8900-9000 SW Oak St.,Tigard, Oregon 111 Client AG Spanos Companies MILLER Phone 503.246.1250 p 2�/2(� r CONSULTING Fax 503.246.1395 ELD ARL 9 SMN 7 74 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS a • ■ ■ Wall Design ■ ■ MASONRY WALL DESIGN U Grade of steel= 60,000 psi Em=(900)(f m)= 1350000 psi fm= 1500 psi Es= 29.0E+6 psi U Unit weight of masonry= 115 pcf n= 21.48 Special inspection (Y or N)= y As= 0.2 in2 II Is wall solid grouted(Y or N)= n b= 48 in Load duration factor= 1 d= 3.8125 in $ Special inspection factor= 1 p= 0.0011 Wall thickness= 7.625 np= 0.023 a Moment= 360 ft-lb(per foot) k= 0.194 Wall height= 12 ft j= 0.935 ■ Effective length factor(K)= 0.65 2/jk= 10.997 Fb=(1)(1)(33)(1500)= 500 psi ■ Max. moment at 4 ft from top of wall Fs= 32,000 psi Ae= 39.29 in2/ft II Effective height= 7.8 ft r= 3.359 in h'/r= 27.86 Block weight= 35.84 psf 111 Fa= 360.14 psi Grout weight= 9.79 psf Wall weight= 46 psf • Top of wall load= 0 plf a COMBINED BENDING AND AXIAL COMPRESSION II fa= 4.65 psi fs= 24233 psi < 32000 psi OK . fb= 272.36 psi < 500 psi OK fa/Fa+fb/Fb= 0.56 OK a Use#4 rebar at 48 inches o.c. in concrete block ■ ■ Fb=Allowable flexural compression stress(psi) fb=Actual flexural compression stress(psi) . Fs=Allowable reinforcement stress=.5*fy,24000 psi max. fs=Actual tensial stress in the reinforcement(psi) ■ a I ■ ✓ ■ 11119570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred A Portland,OR 97219 • Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies II MILLER Phone 503.246.1250 g/2 2p� CONSULTING Fax 503.246.1395 D 7 75 of 89 www.miller-se.com By ELD Ck'd ARL Date 9.Z Y6N Page III ENGINEERS III a CMU PARTITION WALL EMBED S a i 11IIJ - a s x �L 7. x .1t. = 31P417-Frs ■ MI -110-1 ■ �{'-�'oz- s PPru 1.14 a - -ala y- 12-- 1S6of a MLA.#Nc1t-t 151,01 (21) 317-0,w11.0 a a Al Weit..V 67- III tv � ■ K a w_ D Fern '�N41. "Ri ILA__ S ae -P,,`�^, �X----/ ,�3�1 t --� = q, 4-1--v/1-3 t .5 144, t7104 w ■ 'i7/1(;` i t uoc. v- m -ui.1'a;zp r fin,Fj ■ a ■ a a ■ a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 III One Hundred g Portland,OR 97219 _ Location 8900-9000 SW Oak St.,Tigard, Oregon ■ Client AG Spanos Companies MILLER Phone 503.246.1250 ppgg//22��//22f(�� 111 CONSULTING Fax 503.246.1395 ELD ARL 9:1S.1QT77 76 of 89 www.miller-se.com By Ck'd Date Page ENGINEERS a a 1111 I.11III�TI ■ t!vww.hiiti.us Profis Anchor 2.7.3 111Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: ■ Phone I Fax: Date: 8/22/2017 E-Mail: Specifier's comments: a . 1 Input data Anchor type and diameter: AWS D1.1 GR.B 3/4TT ■ Effective embedment depth: hef=5.000 in. Material: Proof: Design method ACI 318-11/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: ix x ly x t=10.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile 1111 Base material: cracked concrete,5000,fb'=5000 psi;h=14.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement none or<No.4 bar 111 Shear loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) a Geometry[in.]&Loading[ib,in.ib] a t ■ 70 a 10 x 111 ■ - O da !* • - ------- 1111 .+ " S,Sttedr"-`'1;,,*,:t. 111 r z Input data and results must be checked for agreement with the existing conditions and for plausibility! 77 of 89 . PROFIS Anchor(c)2003-2009 Hilt]AG,FL-9494 Schaan Hilt]is a registered Trademark of Hilt]AG,Schaan a • 11 is www.hllti.us Profis Anchor 2.7.3 Company: Page: 2 Specifier: Project: II Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/22/2017 ■ E-Mail: 2 Load case/Resulting anchor forces yy • CompXsion Load case:Design loads2 O 1 OOIII Tension Anchor reactions[Ib] Tension force:(+Tension,-Compression) III Anchor Tension force Shear force Shear force x Shear force y 1 1288 780 0 -780 ■ 2 1288 780 0 -780 Dx max.concrete compressive strain: 0.14[%o] max.concrete compressive stress: 595[psi] III resulting tension force in(x/y)=(0.00014.500): 2575[Ib] resulting compression force in(x/y)=(0.000/5.712):2575[Ib] II■ III 3 Tension load Load N.[Ib] Capacity 0 N„[ib] Utilization DN=Nua/4,Na Status ■ Steel Strength* 1288 21547 6 OK Pullout Strength* 1288 16485 8 OK III Concrete Breakout Strength** 2575 14610 18 OK Concrete Side-Face Blowout,direction** N/A N/A N/A N/A I *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength • N. =Ase,N futa ACI 318-11 Eq.(D-2) 4) N.>_Nue ACI 318-11 Table D.4.1.1 Variables ■ Ase,N[in.2] foto[psi] 0.44 65000 1 Calculations N.[lb] 111 28730 Results ■ N.[Ib] 4 steel 4) Nsa[Ib] Nua[lb] 28730 0.750 21547 1288 1 1 a III a a III Input data and results must be checked for agreement with the existing conditions and for plausibility! ----7Forer— PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan 11th is a registered Trademark of Hilti AG,Schaan a a IMILLTI ill www.hiltl.us Profis Anchor 2.7.3 III Company: Page: 3 Specifier. Project: Address: Sub-Project I Pos.No.: . Phone I Fax: I Date: 8/22/2017 E-Mail: ■ 3.2 Pullout Strength IIII NpN =W c,p Np ACI 318-11 Eq.(D-13) Np =8 Abrg tACI 318-11 Eq.(D-14) 4 NpN z N. ACI 318-11 Table D.4.1.1 ■ Variables ty c.p kg[in 2] ?.a fc[Psi] 1.000 0.79 1.000 5000 Calculations aNp[Ib] 31400 a Results A IIIN.,[Ib] 4)concrete 0 seismic 4 nonductie 4 N.[lb] N.[lb] 31400 0.700 0.750 1.000 16485 1288 ■ 3.3 Concrete Breakout Strength ANc . Ncbg =(�cp)W ec,N W ed,N W c,N W cp.N Nb ACI 318-11 Eq.(D-4) 4, Ncbg 2 Nua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) II ANco =9 hef ACI 318-11 Eq.(D-5) 1 ■ W eo,N = (1 +2 eN)5 1.0 ACI 318-11 Eq.(D-8) ` 3het 111 W ed,N =0.7+0.3 Gagne)5 1.0 ACI 318-11 Eq.(D-10) II W cp,N =MAX(c�Din,1 ahs/5 1.0 ACI 318-11 Eq.(D-12) Nb =kc a,a hats ACI 318-11 Eq.(D-6) IIVariables hat[in.] ect,N[in.] ec2,N Dn.] Gamin[in.] W c,N ■ 5.000 0.000 0.000 10.500 1.000 ■ cac[in.] kc ).a fc[Psi] - 24 1.000 5000 II CalculationsII 7 ANc[int] ANcO[in 2] W eot,N V ec2,N W ed,N W cp,N Nb[ib] 330.00 225.00 1.000 1.000 1.000 1.000 18974 Results aNcbg[Ib] 4)concrete 4 seismic 4 nonductile 4) Ncbg[ib] Nua[Ib] 27828 0.700 0.750 1.000 14610 2575 III ■ a a a is input data and results must be checked for agreement with the existing conditions and for plausibility, 79 O 89 ■ PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan HMI Is a registered Trademark of HIM AG,Schaan a I II 1■■11`T1 www.hilti.us Profis Anchor 2.7.3 II Company: Page: 4 Specifier. Project: II Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/22/2017 III E-Mail: 4 Shear load N Load Vee[Ib] Capacity+Vn[lb] Utilization fv=V1814)V. Status Steel Strength* 780 18674 5 OKMI Steel failure(with lever arm)* N/A N/A N/A N/A II Pryout Strength** 1560 38959 5 OK Concrete edge failure in direction y-** 1560 14638 11 OK II *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength ■ Vse =Ase,v futa ACI 318-11 Eq.(D-28) 4) Vsteet a Vea ACI 318-11 Table D.4.1.1 ■ Variables 111 Ase,v[int] futa[psi] 0.44 65000 IICalculations V.[lb] II Results Vaa[Ib] 4)steel 4 Vsa[Ib] Vua[lb] ■ 28730 0.650 18674 780 ■ 4.2 Pryout Strength inn Mil Vccg =i [(t)W ec,N W ed,N W c,N W cp,N Nb] ACI 318-11 Eq.(D-41) 4, Vcpg 2 Vest ACI 318-11 Table D.4.1.1 Ill ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANca =9 he{ ACI 318-11 Eq.(D-5) 1 . W ec,N = 1 +2 5 1.0 ACI 318-11 Eq.(D-8) 3 het/ W ed,N =0.7+0.3(1.5ca,minhef)5 1.0 ACI 318-11 Eq.(D-10) • II co =M (CC,1.5h�1 51.0 ACI 318-11 Eq.(D-12) Cac Cac J Nb =kc A.a hei5 ACI 318-11 Eq.(D-6) II Variables kcp hef[in.] ed,N(in.] ee2,N Cn.] cam.[in.] r 2 5.000 0.000 0.000 10.500 ■ W c,N Cac[in.] ko X a fu[psi] 1.000 - 24 1.000 5000 ■ Calculations ■ AN.Cn 2] ANce[in 2] W ecl,N W ec2,N W ed,N W cp,N Nb[Ib] 330.00 225.00 1.000 1.000 1.000 1.000 18974 N Results Vcpg[Ib] (6 concrete 4)seismic 4)nonduci e 4 Vcpg[Ib] Vua[Ib] ■ 55656 0.700 1.000 1.000 38959 1560 a a Input data and results must be checked for agreement with the existing conditions and for plausibility! 80 of 89 PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Ht10 is a registered Trademark of Hilti AG,Schaan III • 1 a a FIII`TI ■ www.hilti.us Profis Anchor 2.7.3 II Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.: al Phone I Fax: Date: 8/22/2017 E-Mail: II4.3 Concrete edge failure in direction y- ■ Vcbg =(Avco)W eav W ed,v W c.v W n,v W parallel, Vb ACI 318-11 Eq.(D-31) 4, Vcbg z V„a ACI 318-11 Table D.4.1.1 ■ Avc see ACI 318-11,PartD.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 cet ACI 318-11 Eq.(D-32) 1 U yr ec,v - \`1+ 2e _<1.0 ACI 318-11 Eq.(D-36) 3ca1 ■ W ed,v =0.7+0.3(1 Scat)5 1.0 ACI 318-11 Eq.(D-38) III W h,V = 1 heat 1.0 ACI 318-11 Eq.(D-39) Vb =9 A,a'cal ACI 318-11 Eq.(D-34) • Variables II cat[in.] cez[in.] ecv[in.] W c.v ha[in.] 10.500 12.000 0.000 1.000 14.000 • la[!n.] X a da[in.] fc[psi] W paraliel,v 5.000 1.000 0.750 5000 1.000 II Calculations U Ave[in 2] Avco POI W ec,V W ed,v V h,V Vb[ib] 486.50 496.13 1.000 0.929 1.061 21653 II Results A Vcbg[Ib] 4.concrete q seismic 4,nonductile 4) Va,g[lb] Vua[Ib] III 20912 0.700 1.000 1.000 14638 1560 U 5 Combined tension and shear loads RN PV C Utilization[3N,v[%] Status . 0.176 0.107 5/3 8 OK 1i Nv=13i1+0/<=1 III6 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 Usufficiently 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 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.Thel:1)factor is increased for non-steel Design Strengths except Pullout Strength 111 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! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3 ■ (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part 0.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). U • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ■ ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by coo. ■ Input data and results must be checked for agreement with the existing conditions and for plausibility! 81 of 89 ■ PROFIS Anchor(c)2003-2009 HIS AG,FL-9494 Schaan HiPo Is a registered Trademark of Hiki AG,Schaan ■ a 1111411.rr I www.hilti.us Profis Anchor 2.7.3 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 8/22/2017 E-Mail: Fastening meets the design criteria! a a • a a 9570 SW Barbur Blvd Project Name Tigard Apartments Project# 161194 Suite One Hundred Portland,OR 97219 Location 8900-9000 SW Oak St.,Tigard, Oregon Client AG Spanos Companies MILLER Phone 503.246.1250 CONSULTING Fax 503.246.1395 By ELD Ckd ARL Date www.miller-se.comPage 9.28.2017 --I- ' 82 o 89 ENGINEERS a 111 • —TYe%CA-t- La k 1 i k\S 1111 In y�"V III 1, ill W''81 5 �,-1) II b40, g l p tt imillill o ' e,'—o/...on 3 011# 1 Lilco I'71-13i "1210 MI 21i ) a Err 11101■ ■ lillk ■ a 'TY PI ti` u1 Nin- a MASONRY BEAM DESIGN ■ Grade of steel= 60,000 psi Em= (900)(fm)= 1350000 psi fm= 1500 psi Es= 29.0E+6 psi ■ Unit weight of masonry= 115 pcf n= 21.48 Special inspection(Y or N)= y As= 0.4 in2 ■ Is wall solid grouted(Y or N)= y b= 7.625 in Load duration factor= 1 d= 20 in . Special inspection factor= 1 p=As/(b*d)= 0.002623 Wall thickness= 7.625 np= 0.0563 ■ Moment= 7290 ft-lb k= 0.284 Shear= 2430 lb j= 0.905 • 2/jk= 7.778 Fb=(1)(1)(33)(1500)= 500 psi Fs= 32,000 psi a Fv= 38.73 psi for masonry only . Fv= 116.19 psi for steel taking all shear fb= 223.1 psi < 500 psi OK ■ fs= 12079 psi < 32000 psi OK fv=V/(bjd)= 17.60 psi < 38.73 psi OK a Use(2)#4 bars 2 ft deep lintel a a II 1119570 SW Barbur Blvd Project Name Tigard Apartments Project# 161 194 Suite One Hundred Et Portland,OR 97219 ■ Mill Location 8900-9000 SW Oak St.,Tigard,Oregon Client AG Spanos Companies . MILLER Phone 503.246.1250 DD 22�/ (�7 CONSULTING Fax 503.246.1395 ELD ARL 9S.Z�T7 83 of 89 www.miller-se.com By Ck'd Date Page ■ ENGINEERS a II II II POOL DECK RETAINING WALL W/FENCE-(Fictitious portion of wall above finished grade=fence) . RetainPro(c)1987-2016, Build 11.16.06.24 License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,AC1 530-11 Ill To:MILLER CONSULTING ENGINEERS Criteria I Soil Data Retained Height = 4.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft II Slope Behind Wall = 0.00 = Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft ■ Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.400 II Soil height to ignore kif- for passive pressure = 12.00 in . Surcharge Loads ` Lateral Load Applied to Stem I Adjacent Footing Load I a Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 4.10 ft Footing Width = 0.00 ft ■ Surcharge Over Toe = 0.0 ...Height to Bottom = 4.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft Load Type = Wind(W) Axial Load Applied to Stem 1 (Service Level) Footing Type Line Load . Base Above/Below Soil 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 15.0 psf at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 a Axial Load Eccentricity = 0.0 in Design Summary I Stem Construction I Bottom . -. Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 2.59 OK Wall Material Above"Ht" = Concrete II Sliding = 1.60 OK Design Method = LRFD Thickness = 6.00 Total Bearing Load = 1,266 lbs Rebar Size = # 4 II ...resultant ecc. = 7.87 in Rebar Spacing = 12.00 Soil Pressure @ Toe = 772 psf OK Rebar Placed at = CenterIII Design Data Soil Pressure @ Heel = 0 psf OK Allowablefb/FB+fa/Fa = 0.437 = 2,000 psf Total Force©Section ■ Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 1,800 psf ACI Factored @ Heel = 0 psf Strength Level lbs= 432.2 a Moment....Actual Footing Shear @ Toe = 0.4 psi OK Service Level ft-#= Footing Shear @ Heel = 3.0 psi OK Strength Level ft-#= 1,086.3 ■ Allowable = 75.0 psi Sliding Calcs Moment Allowable = 2,487.6 Lateral Sliding Force = 527.5 lbs Shear Actual a less 100%Passive Force= - 0.0 lbs Service Level psi= less 100%Friction Force = - 844.1 lbs Strength Level psi= 12.0 a Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 48.5 Rebar Depth 'd' in= 3.00 . Masonry Data Fm psi= . Fs psi= Solid Grouting = Vertical component of active lateral soil pressure IS Modular Ratio'n' = ■ NOT considered in the calculation of soil bearing Short Term Factor = Load Factors Equiv.Solid Thick. = Building Code IBC 2012,ACI Masonry Block Type = Medium Weight Weight of concrete was set at ■ Dead Load 1.200 Masonry Design Method = ASD 97 pcf instead of 150 pcf to Live Load 1.600 Concrete Data �` account for the fictitious • Earth,H 1.600 Pc psi= 2,500.0 portion of the wall above the Wind,W 1.000 Fy psi= 60,000.0 soil which represents the Seismic,E 1.000 fence II a 84 of 89 NI a a a a IN RetainPro(c)1987-2016, Build 11.16.06.24 . License:KW-06059813 License To:MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318 11,ACI 530-11 111 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing ■ As(based on applied moment): 0.09 in2/ft (4/3)*As: 0.12 in2/ft Min Stem T&S Reinf Area 1.440 in2 ■ 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft 0.0018bh:0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: II Required Area: 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area: 0.2 in2/ft #5@ 25.83 in #5@ 51.67 in ■ Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions&Strengths I Footing Design Results • Toe Width = 0.50 ft Toe Heel Heel Width = 3.00 Factored Pressure = 1,800 0 psf . Total Footing Width = 3.50 Mu':Upward = 214 1,086 ft-# Footing Thickness = 12.00 in Mu':Downward = 23 2,213 ft-# Mu: Design = 191 1,126ft-# . Key Width = 0.00 in Actual 1-Way Shear = 0.37 3.00 psi Key Depth = 0.00 in Allow 1-Way Shear, = 75.00 75.00 psi Key Distance from Toe = 2.00 ft IIIToe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in 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: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 . Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined . Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: . #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in ■ #6@ 20.37 in #6@ 40.74 in Summary of Overturning&Resisting Forces&Moments II. , OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# II Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 1,100.0 2.25 2,475.0 Surcharge over Heel = Sloped Soil Over Heel = . Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = ■ Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 90.0 8.00 720.0 *Axial Live Load on Stem = = Soil Over Toe = aSurcharge Over Toe = Total 527.5 O.T.M. 1,449.2 Stem Weight(s) = 485.3 0.75 364.0 ■ _ = Earth©Stem Transitions= Footing Weight = 525.0 1.75 918.8 Resisting/Overturning Ratio = 2.59 Key Weight = 2.00 III Vertical Loads used for Soil Pressure= 2,110.3 lbs Vert.Component = Total= 2,110.3 lbs R.M.= 3,757.7 ■ *Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. . Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. ■ Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. II 85 of 89 In a ■ a a a RetainPro(c)1987-2016, Build 11.16.06.24 License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ■ License To:MILLER CONSULTING ENGINEERS Tilt ' a Horizontal Deflection at To of Wall due to settlement of soil (Deflection due to wall bending not considered) ■ Soil Spring Reaction Modulus 250.0 pci 111Horizontal Defl @ Top of Wall(approximate only) 0.061 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. a a a a a a a a • • a a a a a a ■ a ■ . a a 86 of 89 a ■ a a a a RETAINING WALL AT POOL-2.5' RETAINED, 3.5'TOTAL(Fictitious portion of wall above finished grade=fence) RetainPro(c)1987-2016, Build 11.16.06.24 II License:KW-06059813 License To:MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ■ Criteria I Soil Data Retained Height = 2.50 ft Allow Soil Bearing = 2,000.0 psf Il Wall height above soil = 6.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Slope Behind Wall = 0.00 = ■ Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density,Heel = 110.00 pcf II Soil Density,Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore E ■ for passive pressure = 12.00 in III Surcharge Loads I Lateral Load Applied to Stem ` Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs III Used To Resist Sliding&Overturning Height to Top = 4.10 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 Height to Bottom = 4.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft IIIAxial Load Applied to Stem ` Load Type = Wind(W)(Service Level) Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 15.0 psf at Back of Wall II Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in a Design Summary I Stem Construction I Bottom A Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 ■ Overturning = 3.30 OK Wall Material Above"Ht" = Concrete Sliding = 2.11 OK Design Method = LRFD II Thickness = 6.00 Total Bearing Load = 962 lbs Rebar Size # 4 ...resultant ecc. = 6.60 in Rebar Spacing = 12.00 IlSoil Pressure @ Toe = 534 psf OK Rebar Placed at = Center Soil Pressure @ Heel = 16 psf OK Design Data Allowable = 2,000 fb/FB+fa/Fa = 0.244 illpsf Pressure Less Than Allowable sf Total Force @Section ACI Factored @ Toe = 1,246 psf Service Level lbs= ■ ACI Factored @ Heel = 36 psf Strength Level lbs= 223.7 Moment....Actual Footing Shear @ Toe = 0.4 psi OK Service Level ft-#= ■ Footing Shear @ Heel = 0.9 psi OK Strength Level ft-#= 606.4 Allowable = 75.0 psi Sliding Calcs Moment Allowable = 2,487.6 U Lateral Sliding Force = 304.4 lbs Shear Actual less 100%Passive Force= - 0.0 lbs Service Level psi= ■ less 100%Friction Force = - 641.3 lbs Strength Level psi= 6.2 Added Force Req'd = 0.0 lbs OK Shear Allowable psi= 75.0 ....for 1.5 Stability = 0.0 lbs OK Wall Weight psf= 46.0 U Rebar Depth 'd' in= 3.00 Masonry Data ■ fm psi= Fs psi= Solid Grouting = ■ Vertical component of active lateral soil pressure IS Modular Ratio'n' = Weight of concrete was set at NOT considered in the calculation of soil bearing Short Term Factor = 9 Equiv.Solid Thick. = 92 pcf instead of 150 pcf to III Load Factors Masonry Block Type = Medium Weigh account for the fictitious Building Code IBC 2012,ACI Dead Load 1.200 Masonry Design Method = ASD portion of the wall above the ■ Live Load 1.600 Concrete Data soil which represents the Earth,H 1.600 fc Psi 2,500.0 fence 1.000 Fy psi= 60,000.0 111 Wind,W Seismic,E 1.000 II 87 of 89 II a II II a II RetainPro(c)1987-2016, Build 11.16.06.24 License:KW-06059813 Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 License To:MILLER CONSULTING ENGINEERS 111 Concrete Stem Rebar Area DetailsII Bottom Stem Vertical Reinforcing Horizontal Reinforcing As(based on applied moment): 0.0503 in2/ft ■ (4/3)*As: 0.067 in2/ft Min Stem T&S Reinf Area 1.224 in2 200bd/fy:200(12)(3)/60000: 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height:0.144 in2/ft III :0.0018(12)(6): 0.1296 in2/ft Horizontal Reinforcing Options One layer of: Two layers of: Required Area: 0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in ■ Provided Area: 0.2 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in . Footing Dimensions&Strengths I Footing Design Results Toe Width = 0.50 ft Toe Heel U 1 Heel Width = 3.00 Factored Pressure = 1,246 36 psf Total Footing Width = 3.50 Mu':Upward = 149 1,014 ft-# ■ Footing Thickness = 12.00 in Mu':Downward = 23 1,594 ft-# Mu: Design = 126 580 ft-# Key Width = 0.00 in Actual 1-Way Shear = 0.37 0.91 psi I. Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 2.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in II 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: #4@ 9.26 in,#5@ 14.35 in,#6@ 20.37 in,#7@ 27.78 in,#8@ 36.57 in,#9@ 46 Heel:Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Key: No key defined II 1 Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 ift ■ If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in ■ #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in II Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING . Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 214.4 1.17 250.1 Soil Over Heel = 687.5 2.25 1,546.9 II Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = ■ Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= IM @ Stem Above Soil= 90.0 6.50 585.0 *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe = II Total 304.4 O.T.M. 835.1 Stem Weight(s) = 390.7 0.75 293.1 Earth @ Stem Transitions= . = = Footing Weighs = 525.0 1.75 918.8 Resisting/Overturning Ratio = 3.30 Key Weight = 2.00 Vertical Loads used for Soil Pressure= 1,603.2 lbs Vert.Component = II Total= 1,603.2 lbs R.M.= 2,758.7 *Axial live load NOT included in total displayed,or used for overturning ■ resistance,but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in II calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in II calculation of Overturning Resistance. I 88 of 89 a II U U U RetainPro(c)1987-2016, Build 11.16.06.24 License:KW-06059813 License To:MILLER CONSULTING ENGINEERS Cantilevered Retaining Wall Code: IBC 2012,ACI 318-11,ACI 530-11 ■ Tilt ' Horizontal Deflection at Top of Wall due to settlement of soil ■ (Deflection due to wall bending not considered) ■ Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.036 in . The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. U U ■ U U U U •U U U ■ U U 111 U ■ ■ U 89 of 89 U r