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Plans • ' • 2 005 S in) 70 Ve- i Bc t.Pogeo 11 - 2 a 9 • • . , RECEIVED • • • • SEP 28 2011 i ` CITY OF TIGARD • ` �. - , . : bu,DING DIVISION • • • • ' t.: T h1111w 1111 I • ...� .J •�' •1. ... { .. .. 1 rte' • ,. ' • ill . I� • Signage — : :.:�;� ,: • ,�. • — . a .._- -- , : • : . ': iii • • 11wMoi .......oNI-iM R A A A A R A ,.; ��_ ���s_ MM. 1 = . -- _� - -- — ;._ -MM --- amp • -- _ (� ` m��� raprr!_ • . I Y �Yr tlif • . p* o4l . . Tfil DS • • • C SW DARTMOUTH STREET w i.ji; j: � rn,i / BUILDING A HE is 11,115 MEDICAL V ❑ HIE DICAL j= ME OFFICE • 11,115 O L • ... t ae .... .::t# #n;r: _ — Q /�.- ..�. #t Rtttttttt� .. a — e :: — : .....: =.. —' - 9n e ='ems :Nip !. ill- w ( li it - P o : G % _oo 7 r£ )— J o ' lik f; • :y ANDERSON L� DABROWSKI � i €E ARCHITECTS 4._ ..__ x �_ o f 1 �: e::.:: t.:::.:.: 1 X77. �'�. •:: rs.s ,;s: i :d A eeej s AD IM IL'�x'° oa ° e h. � I III El. ....an..m� \ .E.b....02 11wnw0 4. TWAT 0 m.aw __ - CCrarwcmn ooasIIn 1. 1. PHASE IIA SITE PLAN O w s PARKING NOTES: PHASE II NOISIAIU DNIU1If1S U Jv9LL JO UID l S ti d3S aL 1Alg n :: A 2., i, t i♦ • r • F n _ 1— SW DARTMOUTH STREET `r I � S i�" z 1 I �i ti I \ //� V ,i _ f i ; BUILDINGB - F _ L I II ' SR h P I , 1 E oFS ns 1 L ! I illl ..- .... ui I WETLAND - 1 — 1 1f ( 1 i RESERVE - ` - - ; 0 ` -m I ' -, � 1 � 111.1 � a � 111& ; I i 1 1� 1 • • 1 . . go /// :l eii 1 11 I 1 I ANDERSON / M j T� p I 6 j . iI I I ARCHITECTS 1 1 uc ` I • I 1 .. BUILDING C- r 111 L. - 1 . I I I Al) - FUTURE PAD SITE ? U - � �- I I 'no 22 mao m COD D SO PT a: : ■ 1 / I I i I t ell ; °PMMA. OFFICE • 21, 000 , - =�1 0 •1 ` _ ` \ x 1 iiiiEEi / A ./ I / / / / / / j / 'I , f ' MUM, SITE DATA SCOPE v ow / I ww.uwwrtw (1109 BO PACK) { e N':/\ /s, ' I a nvm.® - Mio A.MT1 ..w.is. vm . �Pv ....� wmu° . fi -- , li ' - ! i OVERALL SITE PARKING NOTES !! \� / ELMHURST ST. DEDICATION - - ° 1. SITE PLAN °'u �.m ...o °._ .... O A2.0 I - oL) P,2o i I - 062_01 RECEIVED I2.0 sa svi 7Q4 A-✓e_ S E P 2 8 2011 - CITY OF TIGARD BUILDING DIVISION STRUCTURAL CALCULATIONS FOR RED ROCK CENTER SW 72ND AVE AT SW DARTMOUTH ST TIGARD, OR 97223 -- MEZZANINE -- 35) PROFF � 1,187 <:::::),(0.1!.. h • li OREGON ✓ ✓4'4)- 1 5 . ,9�� � V' tiN e. NO9 I EXPIRES: 12 / 31 / I e Contents Gravity Calculations G1 - G4 Contact Person: John E Nordling, PE Lateral Calculations L 1 - L6 N ORDLING P roj. No.: 11 -176 —i RED ROCK T.I. STRUCTURAL MEZZANINE I _ -J ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th. Suite 200 Beaverton OR. 97008 Date: JUL 2011 By: JEN Sheet No.: COVER . 4 . OW �-� -#tom i : ► \ � T ... \ 0 \ \ ‘::::, 1 \ \ 0 :' # \\ , p 0 \ \ 1 L D R, 0 111 0 71 / Il 1: ..0 • - 1' T Ci . 0 i : C. 0 t h fl. I , i :1 r . I NORDLING Proj. No.: 11 -176 E 't STRUCTURAL R ME ZZANINE 1 ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th, Suite 200 Beaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.: GI A FLOOR JOIST B FLOOR JOIST 0 FLOOR BEAM P5F P5F P5F P5F P5F P5F I. -. DL LL TW DL LL TW DL LL TW 15 100 16' o/c 15 100 16' o/c um 15 100 0' :: 4'-3' :: 0' wz 15 100 55' :: 8 w2 15 100 8' -9' :: 2' -6' WI lU W (11111 111111 111111 111111 w2 I I IIIIII I W3 I 16' -6' (id) 4 I 13' -0' (id) I 1 5 17' -4' I PSL5 %x18 PSL2.OE R1 R2 11 "s RED I - 65 6 16' o/c 11 RED 1 - 45 6 16' o/c RDL 1,171 997 LL 7,805 6,644 TYP, U.N.O. • n, 8,976 7,640 brg L 2 28" 1 94" V MAX 8,976 lbs M MAX 41,545 fl-lbs I V (d) 7,892 lbs fv 125 < 290 psi fb 1,759 < 2,772 psi Si A DL -0.06 ALL -0.37 L/555 ok A m -0.43 CR 1.00 CL 1.00 CD 1.00 Cf 0.96 - 7 NORDLING Proj. No.: 11 -176 S TRUCTURAL RED ROCK T.I. MEZZANINE J - � ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.: G2 • 0 FLOOR BEAM ID FLOOR BEAM 0 POST / FOOTING CONTINUED P5F P5F P C DL 1,185 lbs .. PSL 7 x16 PS L 2.0 E 1. LL 1,805 lbs ' RI R2 DL LL TW R DL 1,171 997 .1/4 Al DL 2,328 Ibs 15 100 S'-0' LL 3,585 lbs LL 7,805 6,644 8,976 7,640 brg L 1 71" 1 46" 1 V MAX 8,976 lbs M MAX 41,545 ft-lbs I V (d) 8,025 lbs I ‘. r':: ..'..- ';• I fv 107 < 290 psi Dead Load 3.51 k lb 1,669 < 2,809 psi Live Load 11.34 k Total Load 14.86 k Si _ A DL -0.06 I' , . • : - 4x8 . - . - ,-• ''• 1:11 No.2 ALL -0.40 H(ft) K L/ 520 b 3.50 2.0 1.0 ok d 7.25 9.0 1.0 Am -046 W 111111 111111 I fc 585 < 1.320 psi I CR 1.00 CL 100 A A CD 1.00 Cf 0.971 I Fc II 1,350 psi C 0.81 E 1,600 ks i p CD 1.15 C. 1.00 CF 1.05 n PSL3Y2 x 11.875 PS L 2.0 E - 1■TG: 3!,- 3!-6" x 10'! - 121 R2 Width 42 in As Req R DL 420 420 0 756 LL 2,800 2,800 Depth 10 in ■• - rt. 3,220 3,220 Bars (4) #4 0 784 sq in Cover 3" d 675' in brg L 123" 1.23" ' V MAX 3,220 lbs SBP 1,213 < 1,500 psf • M MAX 5,635 ft-lbs Pc 3,000 l'y 60,000 psi I V (d) 2,310 lbs I Vu - 1 25.4 < 93 1 psi Lu = 7 0' Vu - 2 822 < 136.2 psi fv 83 < 290 psi Mu 8,897 < 23,039 ft-16s fb 822 < 2,772 psi Si A DL -0 01 ALL -0.04 L/ +999 ok Am -0.05 Cs. 1.00 CL 0.96 CD 1.00 Cf 1.00 ..,- i -- -- 1 NORDLING Proj. No.: 11-176 RED ROCK T.I. 1 : i'' f., STRUCTURAL MEZZANINE . . ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th. Suite 200 • Beaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.:.G3 © FLOOR BEAMS © HEADERS Al ROOF BEAM P5F PSF P5F P5F PSF P5F ' DL LL TW DL LL TW DL LL TW 15 100 3' -3° 15 100 5' -0' w 15 25 12' :: 6.' P 15 25 222 1t / 2 W p W W I1 1111 111111 111111 111111 INIIIMINIMIII e d e d A --- d 8,-6° I l 3 4 I 11' -1° J 4x12 DF LNo.2 4x8 DF -LNo.2 GL5 1/8 x 16.5 DF24F R1 R2 121 R2 111 R2 - R DI. 207 207 R DL 113 113 R DL 2,328 2,064 LL 1,381 1,381 LL 750 750 LL 3,585 3,146 ▪ it 1,588 1,588 Tt. 863 863 TL 5,913 5,210 brg L 0 73" 0.73" brg L 0 39" 0 39" brg L 1 78" 1 56" V MAX 1,588 lbs V MAX 863 lbs V MAX 5,913 lbs M MAX 3,375 ft -lbs M MAX 647 ft-lbs M MAX 34,207 ft-lbs V (d) 1,238 lbs I I V (d) 515 lbs I I V (d) 5,239 lbs Lu = 7 0' Lu = 3 0' fv 47 < 180 psi fv 30 < 180 psi 6v 93 < 240 psi fb 549 < 1,122 psi fb 253 < 1,166 psi fb 1,765 < 2,238 psi Si Si Si A DL -0.01 A DL 0.00 A DL -0.19 A LL -0.06 A IL -0.01 A IL -0.30 L/ +999 L/ +999 L / 709 ok ok ok A it -0.07 A TL -0.01 A n. -0.49 CR 1.15 CL 0.99 CR 1.00 CL 1.00 CR 1.00 CL 1.00 CD 1.00 Cf 1.10 Co 1.00 Cf 1.30 Co 1.00 Cv 0.93 - - - - NORDLING Proj. No.: 11 -176 RED ROCK T.1. STRUCTURAL MEZZANINE ENGINEERS, LLC ANDERSON / DABROWSKT ARCHITECTS 6775 SW 111th, Suite 200 I3eaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.: G4 USGS Earthquake Hazards Program 2005 ASCE 7 Standard Lat: 45° 25' 59.44" N Ss and S1 = Mapped Spectral Acceleration Values Long: 122° 45' 4.39" W SW 72nd Ave & SW Dartmouth St, Tigard, OR 97223 Ground Motion Ss 0.951 Si 0.340 Occupancy Category 11 Light Framed walls with wood shear panels Site Class D R 6.5 Importance Factor 1.00 Height of Structure 20.0 ft Structural Period T 0.189 Site Coefficients G 0.020 Fa 1.12 x 0.75 Fv 1.72 Cs SDsI /R 0.109 SMS Fa * Ss 1.065 CS MAX SDS I / T R 0.317 SMI Fv * Si 0.585 Cs MIN 0.044 SDS I 0.031 SDS (2/3) SMS 0.710 IV Cs * WP 0.109 Wp Sot (2/3) SMI 0.390 IASD = V* 0.7 0.076 Wp 1 Seismic Design Category SDC D S1 Wall 0.076 * 10psf * 10' -0" * 2 / 2 = 8plf Floor 0.076 * 15 psf * 8' -0" = 9 plf = 17 plf S2 Wall 0.076 * 10psf * 10' -0" * 2 / 2 = 8plf Floor 0.076 * 15 psf * 20' -0" = 23 plf = 31 plf S3 Wall 0.076 * 10 psf * 10' -0" * 2 / 2 = 8plf Floor 0.076 * 15 psf * 30' -0" = 34 plf = 42p1f S4 Wall 0.076 * 10 psf * 10' -0" * 2 / 2 = 8plf Floor 0.076 * 15 psf * 22' -0" = 25 plf = 33 plf S5 Wall 0.076 * 10 psf * 10' -0" * 2 / 2 = 8plf Floor 0.076 * 15 psf * 30' -0" = 34 plf = 42 plf -- — 7 NORDLING Proj. No.: 11 -176 RED STRUL MEZZANINE E LL ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111 th, Suite 200 • Beaverton OR. 97008 Date: JUL 2011 By: JEN Sheet No.: LI • ASCE '7.05 Wind Force Standard Wind Speed : 95 mph Exposure : B Importance (1w) : 1.00 Mean Height (h) : 20' -0" . Width (x) : 195-0" Topographic Feature: Homogeneous Length (y) : 60' -0" Height of Hill (h) 0 ft Crest Length (Lh) 0 ft qh : 12.25 psf Crest to Structure Dist (x) 0 ft — . 1 I I X I I Y Ka 0.85 Kt : 0.00 Cp: 0 80 0.80 windward Kit : 1.00 K2 : 0.00 Cp: -0.24 -0.50 leeward K3 : 0.00 Gust: 0.80 0.85 !Wall Loads I --• I I X I I I Y! I Leeward I qh * Cp * Gust = -2.3 psf I qh * Cp * Gust = -5.2 psf I Windward kz qz * Cp * Gust Total qz * Cp * Gust Total 20' -0" 0.624 7.8 psf 10.2 p<cf 8.3 psf 13.5 psf 15-0" 0.575 7.2 psf 9.5 psf' 7.7 psf 12.8 psf NORDLING Proj. No.: 11 -176 STRUCTURAL RED ROCK T I ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW I I1th, Suite 200 Beaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.: L2 O O 13.8' i8.9' 4 • W 13 psi' 1 2 0 ' - 0' / 2 W: 135 pIF W� lim i ll;11,1111:lililllm 6II 11111;IIITI m ili n iIIIIIIII11111 1 = 135 plf 54: 33 pplf 55: 42 I f . IIIIlli111111IIiI1IItII I 11111 11 III [II 11111111 \ _ 150 _l____________ - - - _ ..__...--- - —1111R.>.--.41—_ - _ _ wc, 230 r , — \ \ 1490 0 C i_ �I H__ 400 9 '� _ - 14.4. \ 1 ---- ___ � �� `: 364— • � _ 300 t: i N ri' � 640 r - a ll 220 LO -_ - , 1 ____i_______ j 0 0 0 00 0 ill cv 0 41 Nails 8d 5/8 "0 A. Bolt 1424 Ibs Anchor Bolts Capacity A. Bolt Capacity plf in o/c plf •1 • A 260 6/12 48 356 260 B 380 4/12 36 475 380 1 - - -- -- 1 NORDLING Proj. No.: 11 -176 STRUCTURAL RED ROCK T.I. �., �° "��• MEZZANINE j_- _I ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th. Suite 200 Beaverton OR. 97008 Date: JUL 2011 By: JEN Sheet No.: L3 0 O 0 0 e a Nfq P N cv n. N 1000 IM I rr 44444 f 5.4' 1 , 0 — 1,490 _ � d1 — 400 :11 11 . , / 10.1" ,' a \' 2 — - 1,380 ;�; O 360 / G i s 0 o cA "O - 640 - d' - - - 1— �, — - - 220 I ID 10.5' v Wall Wind Seismic VWIND VSEISMIC L vw vs Line Load Load Wall Panel Lengths (ft) lbs lbs ft plf plf lbs lbs Main Floor Walls 1 640 220 1 0 5 640 220 10.5 61 21 A 2 1,380 360 1 u I 1,380 360 10.1 137 36 A 3 1,490 460 5 •4 1,490 460 5.4 276 85 A - 4 930 230 10 5 930 230 10.5 89 22 A 5 2,210 630 9 8 2,210 630 9.8 226 64 A NORDLING Proj. No.: 11 -176 1 ` E'l STRUCTURAL RED ROCK T.I. 0., a� �� MEZZANINE ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th, Suite 200 Beaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.: L4 Line 01 - Panel 10.5 Panel Height = 100 ft Aspect Ratio =095 1 • Panel Width = 10 5 ft Seismic Capacity 90% . wind seismic Vn 6401bs 2201bs • W v 61 plf 21 pIf I Type - AI II I I I I III WN • 15psf *5.Oft 75p1f P V W WALL 10psf* IOOft IOOpif Pi • (not used) (not used) I— P2 (not used) _ (not used) _ . ' RM (75pIf +100plf) *(105ft ^2) /2 • i.. : : T (point loads not used) 9,647 R -Ibs : 1 WIDTH 1 OTM .61pIf* 10 5 ft * 100ft 6,400 ft-lbs T= (6k -ft-06* 10k-ft)/ 105 ft 581bs Iloldowa Not Req'd : Not Req'd Line 02 - Panel 10.1 Line 03 - Panel 5.4 - Panel Height = 10 0 ft Aspect Ratio = 0 99 I Panel Height = 10 0 ft Aspect Ratio = 1 85 I Panel Width = 10 1 ft Seismic Capacity 90% Panel Width = 5 4 ft Seismic Capacity 90% wind seismic wind seismic - Vn 1,380 lbs 360 lbs Vn 1,490 lbs 460 lbs v 137p1f 36p1f I Type - AI v 276p1f 85p1f I Type - AI WN 15psf *5.Ofl. 75pIf W 15psf *20ft 30plf W WALL lOpsf 10.0 ft 100 pIf W WALL lOpsf* 100ft IOOpIf Pt (not used) Pi (not uscd) (not used) (not used) P2 (not used) P2 (not used) (not used) (not used) RM (75 plf+ 100plf) *(10.1ft ^2)/2 RM (30 pIf+ 100 pIf)* (54ft ^2)/2 (point loads not used) 8,926 ft-lbs (point loads not used) 1,895 ft-lbs OTM 137 pIf * 10 1 ft * 10 0 ft : 13,800 ft-lbs OTM 276 plf * 5.4 ft * 10 0 ft 14,900 ft-lbs T= (14k -ft -06* 9k -ft)/ 10.1 ft 836lbs T= (15k -ft -06* 2k- ft) /54ft 2,5491bs Simpson "HDU2- SDS25" : 3,075 lbs Simpson "I-IDU2- SDS25" : 3,075 llx (6) SDS1/4x21/2 @DbI Stud WI SSTBI4 - 5/8 "0 Anchor (6) SDS1/4x2% @Dbl Stud W/ SSTBI4 - 5/8 "0 Anchor ■ NORDLING Proj. No.: 11 -176 S TRU CTU RAL RED ROCK T.I. MEZZANINE **L..7111, ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW I 1 1th. Suite 200 Beaverton OR. 97008 Date: JUL 2011 By: JEN Sheet No.: L5 ' Line 04 - Panel 10.5 Line 05 - Panel 9.8 Panel Height = 100ft Aspect Ratio =095 1 Panel Height = 100 ft Aspect Ratio = 102 1 • Panel Width = 10 5 ft Seismic Capacity DO% Panel Width =9 8 ft Seismic Capacity'DO% wind seismic aInd seismic Vn 9301bs 2301bs Vn 2,2101bs 6301bs v 89p1f 22plf I Type - AI v 226p!f 64p1f I Type - AI WN 15psf *5Oft • 75p1f WN . 15psf *40ft 60plf W WALL 10 psf* 10.0 ft IOOpif W WALL ' 10 psf* 100ft 100 plf Pi (not used) Pi ,(not used) (not used) . (not used) P2 (not used) P2 (not used) (not used) (not used) RM (75 pIf+ 100 plf) * (10 5 ft ^2) /2 RM (60 plf+ 100 plf) * (9 8 ft "2)/2 (point loads not used) • 9,647 ft -Ibs (point loads not used) 7,683 ft-lbs OTM :89p!f* 10.5 ft * 100 ft 9,300ft -Ibs OTM 226 plf* 9.8 ft * 100 ft 22,100 ft-lbs T= (9 k -ft - 0 6* 10k-ft)/ l0 5 ft 3341bs T= (22 k -ft -06* 8 k -ft) / 98 ft • 1,7851bs Simpson "H13U2- SDS25" : 3,075 lbs Simpson "1-IDU2- SDS25" : 3,075 lbs (6) SDS'' /.x2'/ @Dbl Stud W/ SSTB14 - 5/8'0 Anchor (6) SDS' /.x2' /, ©DbI Stud W/ SSTB14 - 5/8 "0 Anchor NORDLING Proj. No.: 11 -176 Z ' i RED ROCK T.I STRUCTURAL MEZZANINE J Alj , ENGINEERS, LLC ANDERSON / DABROWSKI ARCHITECTS 6775 SW 111th. Suite 200 Beaverton OR, 97008 Date: JUL 2011 By: JEN Sheet No.: L6