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Specifications BvPaelo — COl 9 ( 1 I OoZOO / C, -y urj c OO NISHKIAN DL AG CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 N D 1048.00 Lincoln Center Support of Hanging Partition 10200 SW Greenburg Tigard, OR 97223 STRUCTURAL CALCULATIONS r,\ PRO/ z a D ESPIRMION DATE: August 12, 2010 Edwin T. Dean, P.E., S.E. — Principal In Charge Deke Black, P.E. - Project Manager CLIENT: Myhre Group Architects Project Lincoln Center Hanging Partition liv DKB Sheet No. Nishkian Dean Location Tigard, OR late 8 -12 -10 Consulting and Structural Engineers Client Myhre Group Architects Rev. Project No. ND 1048 lisle /Subject General Criteria Narrative Description Description Design Criteria Summary A. Code 1. 2007 Oregon Structural Specialty Code a. 2006 International Building Code • b. SEI /ASCE 7 -05 B. Loads and Allowables (ASCE 7, UNO): 1. Occupancy Category II OSSC Table 1604.5 2. Live Load 0 a. Office 50 psf Reducible b. Partitions 20 psf 3. Seismic a. Seismic Importance Factor, Ip 1.0 Table 11.5 -1 b. Soil Profile Type So Default c. Site Location I. Latitude 45.445 ii. Longitude - 122.774 d. Response Acceleration Short- Period, S 0.948g IL 1 -Sec Period, S 0.340g e. Site Coefficient Fa 1.121 Table 11.4 -1 li. Fv 1.719 Table 11.4 -2 f. Spectral Design Acceleration i. S = 2/3 (SMS) 0.708g ii. S = 2/3 (S 0.390g g. Seismic Design Category, SDC i. Short-Period D Table 11.6 -1 ii. 1 -Sec Period D Table 11.6 -2 h. Non - Structural Component Seismic Force System Component Amplification Factor, ap 1.0 Table 13.5 -1 ii. Component Response Modification Factor, R 2.5 Table 13.5 -1 Seismic Design Force, FP (ASD) 0.238 x W Material Properties A. STRUCTURAL STEEL 1. Unistrut Framing Members ASTM A1011 SS GR 33 (12 Gauge) 2. Fasteners a. Simpson Wedge -All Anchors Manufactured by Simpson Strong Tie, Inc b. Standard Connections Bolts ASTM A307 2/5 /9B CAlculation Shoe Project Lincoln Center Hanging Partition By DKB Sheet No. Nishkian Dean 2 Consulting end Structural Engineers Location Tigard, OR Date 8 -12 -10 Cheat Myhre Group Architects Rev. Project No. ND 1048 'Pale /Subject General Criteria DESCRIPTION Building 5 of Lincoln Center is a 7 story concrete building built in 1989. The slabs are 6" concrete (fc = 4000 psi) post- tensioned slab supported by 18" square concrete columns spaced on a 20' x 20' grid. It is desired to hang a folding partition wall from the slab between two columns on the sixth floor. The hanging partition to be used will be a Modernfold 932. The panels weigh lOpsf. Manufacturer's details show tie hanging partition to be supported by (2) 3/8" diameter threaded rods at a spacing determined by Modernfold. At every location, rods are to be supported by a Unistrut P1000T connected directly to the post tensioned slab with' /2' diameter Simpson Wedge -All anchors. At 4 locations; 1 at non - stacking end, 1 at midpoint of door, and 2 at stacking end; Unistrut at bottom of slab shall be extended and Unistrut braces shall be attached to brace the top of the hanging partition (see sheet S1.0). 2/5/98 CaIruhuun Shea JOB WCO+.N -E.I - rt:1 2 � /',ItlW0(J NO S I K I A "" ©3 " " SHEET NO OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 1> 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY kI? DATE -12- , b Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE 14EW PA1z1I TlotJ IS 9 I- I IGPI - lO 90 plc 3 T\ .' A a EA u� 1(0 T (c,") = S I b" 1.--0 A0 0 N S LAB FROM v c USE /'+ 2a 1 ,4 pA t2TI Tt o N P j2 LIVE 1_o \t) pt - FLLc fI ors:. (NO1 Sx1 , '(lrUC I l- , v it-Di `iCt — b l.oA D 1✓`l. -E G1 I u+ N \ 'TA Kta N p -.t To ! vt -) O 1-1A NC, c rJ c 'Fb o(Z) JOB L I IJ C 01 C -r1 oiu NO. NISH IAN Dt 4 SHEET NO. OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 - 10 ( t) , 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY )1 I DATE e- 12 Tel: (503) 274-1843 Fax: (503) 273-5696 CHECKED BY DATE SCALE IDE t ( c..) pT SL/3 .se. D oN 1_ I vC-• t_nbacD pe - o pFricr „ : P 1- 2.o ( 7 - 7 0 12 SI _ di r . Zo'o' 101 rER SC 13E. A al-1; 0,0 94- ,./,* \-AA)( t)v urt c+3 11-1 ENP U3 7o 9 x I = 70 r I L 2-o' E 3( ks, - r 1.-1 = 0 " 2- (.1°094- (0.07 klc)(-2.01)1 f A rA - alc (o5 k) 21 (0 in , 23 ■v-, t_ CT °t -( C;E.E. AT TA C. t-1 EC) tA IL) • Page 2 of 5 C L N g Prt RyI T: oQJ `StiEF C 5 Does this help? 0 Andrea O'Neil I Project Manager I Shorenslein Realty Services, LP 5335 Meadows Road. Suite 275 I Late Oswego. Oregon 97035 P. 503 412 '1844 I F: 503.619.3210 I aonerlPshorenstern.com The information contained in this e•marl may be privileged, confidential, or protected from disclosure. If you are not the untended recipient. any rtissemination, distribution or copying is strictly prohibited If you have received this e-mail in error, pleas° notify the sender by replying to this message and delete this e-mail and all copies From: Donn Sturdivant [ mailto: dsturdivant @russellconstruction.com] Sent: Monday, August 09, 2010 1:09 PM To: Andrea O'Neil Cc: Rachel Pedersen Subject: FW: Lincoln Center - Axium - I Operable Partition Please see the response below from Chris at Interior Tech regarding the Modernfold door. Thanks, Donn Sturdivant Project Manager RUSSELL CONSTRUCTION INC. 20915 SW 105th Avenue Tualatin, Oregon 97062 Office 503.692.9002 Fax 503.228.2770 www.RussellConstruction.com Please consider the environment before printing this email. Thank you. This email (including accompanying documents) is considered confidential information Intended solely for the addressee and may be legally privileged. If you are not the intended recipient, access is prohibited. As email can be altered, its integrity is not guaranteed. From: Chris Leonetti [mallto:Chris.Leonetti @interior - tech.com] Sent: Monday, August 09, 2010 12:42 PM To: Donn Sturdivant Subject: RE: Lincoln Center - Axium TI Operable Partition t Donn, I think we are OK. Modernfold can handle a total of a %" deflection under floor load and the Modernfold weight. The track is installed level. We do not like to see a change of more than '/4" after the panels are installed. If in the future an unusual semi - permanent load is used on the floor above, the partition track can be adjusted to probably compensate. CHRIS LEONETTI PRODUCT SPECIAL151, INTERIOR TECH 503.643.9480 OFFICE 503.427.1047 onion 503.626.3568 res interiorTe;oh From: Donn Sturdivant [mailto: dsturdivant @russeliconstruction.com] 8/10/2010 ®� ®� �y I.71 JOB Li N I S 4 K' A G� L-� L " " "�I SHEET NO OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 [ d 0 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY JK - B DATE rJ " 1 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE C uF R:79 -1 -.. l A NG i N C FA r2- I T' *J A` vtitil �" V 12.x. ti C...A 5 vpNOI 1 TI -1 Ar, 5' -0" t\ PA 12- • 1 C. I Tf C F- Z- /£ - /� cp G Tl -1 R f.;., A V E: U x 0.110 4 77 ' CA'- ACI?`( 0 E - 2- \ /,.` wEDC1t c.E -{0 CA = I ` 14- _ ,02 k•F' -- - - - -� - - - -- - - :- ID °48 -12--10 SIMPSON l L 1 B ) Wedge Anchors - Tension Loads for Carbon Steel Wedge -All (and Tie -Wire) Anchors in Normal- Weight Concrete She Embed. Critical Critical Tension Load Install In. Depth Edge Spaoing Pc >,• 2000 psi (18.0 MPa) Pc i= 308D pal• Pc >= 4000 pal (27.6 MPa) Torque (mm) In. Dist. ; Concrete (20.7 MPa) Concrete 11-lbs (mm) In. mm) Ultimata 8td. Dev. Allow. Allow. Ultimate Std. Dev. Allow. (N -m) (mm) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (kN) 1/4' 1 1/8 2 1/2 1 5/8 680 167 170 205 960 233 240 1/4 (29) (64) (41) •(3.0) (0.7) (0.8) (0.9) (4.3) (1.0) (1.1) 8 (6.4) 2 1/4 2 1/2 3 1/8 1,920 286 480 530 2,320 105 580 (10.8) • (57) (64) (79) (8.5) (1.3) (2.1) (2.4) (10.3) (0.5) (2.6) 1 3/4 3 3/4 2 3/8 1,580 261 390 555 2,880 588 720 (44) (95) (60) (8.9) (12) (1.7) (2.5) (12.8) (2.6) (3.2) 9/8 2 5/8 3 3/4 • 3 5/8 3060 464 840 1,100 5,440 553 1,360 30 (9.5) (67) , (95) (92) (14.9) (2.1) (3.7) (4.9) (24.2) (2.5) '(6.0) (40.7) 3 9/8 3 3/4 4 ;3/4 3;880u85 920 1,14D 5,440 318 1,360 (88) 195) (121) (16.4) ( (4.1) (5.1) (24.2) (1.4) (6.0) 2 1/4 5 3 1/8 3,280 871 820 1,070 5,280 849 1,320 (57) (127) (79) (14.6) , 13.9) ,6) (4.8) (23.5) (3.8) (5.9) 1/2 3 3/8 5 4 3/4 6,040 654 1,510 1,985 9.840 1.303 2,460 50 (12.7) (86) (127) (121) (26.9) (2.9) 1 ( 6.7� (8.8) (43.8) (5.8) (10.9) (81.3) 4 1/2 5 6 1/4 ' 6,960 8d9 '/4 2,350 11,840 2,462 2,960 (114) (127) (159) (31.0) (3.7) (7,7) (10.5) (52.7) (11.0) (13.2) 2 3/4 6 1/4 3 7/8 ' 4,620 120 1,130 1,640 8,600 729 2,160 (70) (159) (98) (20.1) (0.5) (5.0) (7.3) (38.3) (3.2) (9.6) 5/8 4 1/2 0 1/4 6 1/4 . 8,200 612 2,050 2,990 15,720 1,224 3,990 90 (15.9) (114) (159) (159) (36.5) (2.7) (9.1) (13.3) (69.9) (5.4) (17.5) (122.0) • 5 1/2 6 1/4 7 9/4 8,200 639 2;050 2;990 16,720 1,116 3,930 (140) (159) (197) (36.5) (2.8) (9.1) (13.3) (69.9) (5.0) (17i5) 3 3/8 7 1/2 4 3/4 6,760 1,452 1,690 2,090 9,960 1,324 2,490 (86) (191) 1121) (30.1) (6.5) (7.5) (9.3) (44.3) (5.9) (11.1) 3/4 6 7 1/2 7 10,040 644 2,510 3,225 15,760 1,550 3,940 150 (19.1) (127) (191) (178) (44.7) (2.4) (11.21 (14.3) (70.1) (6.9) (17.5) (203.4) 6 3/4 7 1/2 9 1/2 10,040 1,688 2,510 3,380 17,000 1,658 4,250 (171) (191) (241) (44.7) (7.1) (11.2) (15.0) (75.6) (7.4) (18.9) 3 7/8 8 3/4 5 3/8 7,480 821 1,870 2,275 10,720 1,253 2,680 7/8 (98) (222) (137) (33.3) (3.7) (8.3) (10.1) (47.7) (5.6) (11.9) 200 (22.2) 7 7/8 8 3/4 11 17,040 1,668 4,260 4,670 20,920 2,401 5,080 (271.2) (200) (222) (279) (75.8) (7.0) (18.9) (20.8) (90.4) (10.7) (22.6) 4 1/2 10 6 1/4 15,400 2,440 3,850 3,885 15,880 1,876 3,920 1 (114) (254) (159) (68.5) (10.9) (17.1) (17.3) (69.7) (8.3) (17.4) 300 (25.4) 9 10 12 5/8 20,760 3,116 5,190 8,355 30,080 1,612 7,520 (406.7) (229) (254) (321) (92.3) (13.9) (23.1) (28.3) (133.8) (7.2) (33.5) 5 5/8 12 1/2 7.7/8 15,150 1,346 , 9,790 4;980 24,780 626 6,190 11/4 • (143) •(318) (200) (67.4) (6.0) ' (16.9) (22.2) (110.1) (2.8) (27.5) 400 g (31.8) 91/2 121/2 131/4 20,160 3,250 5,040 8,635 48,920 1,699 12,280 (542.3) (241) (318) (337) (89.7) (14.5) (22.4) (38.4) (217.6) (7.5) (54.4) )i 1 1/2 9 1/2 12 1/2 13 1/4 5,040 • 8,635 12,230 400 s (38.1) (241) (318) (337) • (22.4) (38.4) • (54.4) (542.3) i 1. The allowable loads listed are based on a safety factor o14.0. . 2. Allowable loads may be increased by 3355% for short term loading due to wind or seismic forces. a 3. Refer to allowable load adjustment factors for edge distance on page 98. 4. 100% of the allowable load Is permitted at Critical Spacing. No reduction In spacing Is allowed 5. Drill bit diameter used In base material corresponds to nominal anchor diameter. a 6. Allowable loads may be linearly Interpolated between concrete strengths listed. 1 7. Allowable loads for ' /cinch size at 1'%r -Inch embedment apply to both the Wedge -NI and Ile-Wire anchors. 8 o Installation torque does not apply ppty to the Tie Wire anchor. o • B. The minimum concrete thickness is 1% times the embedment depth. 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This is only to he used as an aid in planning. • L1 1 Tu i, 45 , s LoNCAt DE = - 122 . http: / /maps.yahoo.com /print ?mvt= h &ioride=us &tp =1 &sbc= &fcat= &frat = &clat= 45.44551... 8/10/2010 LlivC rAl2.7 r7rcyj NP 6 046 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.445 Longitude = - 122.774 Spectral Response Accelerations Ss and SI Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa • (sec) (g) 0.2 0.948 (Ss, Site Class B) 1.0 0.340 (S1, Site Class B) O 0 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.445 Longitude = - 122.774 Spectral Response Accelerations SMs and SM1 SMs = FaxSs and SM1 =FvxS1 • Site Class D - Fa = 1.121 ,Fv = 1.719 Period Sa (sec) (g) 0.2 1.063 (SMs, Site Class D) 1.0 0.585 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.445 Longitude = - 122.774 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SDI = 2/3 x SMl Site Class D - Fa = 1.121 ,Fv = 1.719 Period Sa (sec) (g) 0.2 0.708 (SDs, Site Class D) 1.0 0.390 (SD1, Site Class D) • ( �a ®�® DIE /v� �( JOB LI 1•VcD \3 C I )a tAILT H I S I K I°° N '._ I."r' .- "` 9 SHEET NO. 10 OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY {� DATE 12 10 Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE SEI SNi t G Fe R Asc E 7- 0 5 , [`T O. /- :J Sps W P ( 2 . c* . ),.) C s 1. 0 (1,41-.-- 1:to f,L'IJ - TAYJLE 13,5-1 ) - 2- S ( l r—.iit c - %NA L 1. 4 II- ?i z rii t o•J - TYIr LE I ?. S I) c 0,7o 5 �' = I L o co \J A"it 01 ( 0S) \Jr l Fr - CLL5-1.0 F 10 WP NOT Is-A01 L 1 1-1 I~ I•J = 1.G ,,: T , /./ . — (� W (ECG 13 .3 -2 -) 1Jor l L "� . �I -!AiJ ` � � , 1� krJ 01 212 111J `EQ fir - C.V W Tct- ALLovJAPLE `-- C1'ESS Lo)\ •`-,. - o • �;�, ,'.coo •�`�� O 123 W ,� � �a �(J �� ®� //u�� �]n JOB 1.4 WC-0 c C JTTI ,Z ' W IONO. N SI'IQIAN D i \ kl SHEET NO ( OF CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 425 SW Stark Street, Second Floor, Portland, OR 97204 CALCULATED BY ICj DATE_ g ^ 2 •""'i O Tel: (503) 274 -1843 Fax: (503) 273 -5696 CHECKED BY DATE SCALE LATE AL surpoP -1 °F PARTITr J ASS ME. LAT' ERkll- SupPoi S ( �' t ' f �,J AILE NO 1` TI --IAN 10 o" ArAlaT F' OV%bE Rt`.c�.5 �.b �:;' ,pc :co 1 E 'T► -lE (...71 1-,) 6 F- Lofk1�I IJC� CA f'A ( ©fi '/- 1 ' P)vL7 1 N > I- ILA 0.196,„ x loks� 2.0 CA PAC- I'r`( u;= ;Au r.; _-_ , ,5& `;� >' 0.C o x 77ks; ' 11. �� -A PA C.17y 511•)C1 Lt: 14 -" 4 NNE DC,G A LL . ND I o48 SHEET 12- S -12 -10 W E 43 E , ALL SIMPSON Wedge Anchors �' B J - Shear Loads for Carbon Steel Wedge -All (and Tie -Wire) Anchors In Normal- Weight Concrete Size Embed. Critical Critical Shear Load install In. Depth Edge Spacing Pc >= 2000 pal (13.8 MPa) l's >> 3000 psi l's 4000 psi Torque (mm) In. Dist. In. Concrete (20.7 MPa) (27.8 MPa) Concrete fl-lbs (mm) In. (mm) Ultimate Std. Dev. Allow. Allow. Allow. IN-m) • (mm) lbs. (tiN) lbs. (kN) lbs. (kN) lbs. (kN) lbs. (MN) 1/4r 11/8 21/2 15/8 920 47 230 230 230 (29) (64) (41) (4.1) (0.2) (1.0) (1.0) (1.0) 8 (6.4) 21/4 21/2 31/8 230 230 230 (10.8) • (57) (64) (79) (1.0) (1.0) (1.0) 13/4 9 3/4 2 3/8 2,280 95 570 570 570 (44) (95) (60) (10.1) (0.4) (2.5) (2.5) (2.5) 3/8 2 5/8 3 9/4 3 5/8 ; 4,220 384 1,055 1,055 1,055 30 (9.5) (87) (95) (92) (18.81 (1.7) (4.7) (4.7) (4.7) (40.7) 3 8/8 8 8/4 4 3/4 • = • 1,055 1,055 1,055 (86) ' (95) . (121) (4.7) (4.7) (4.7) 2 1/4 5 3 1/8 6,560 850 1,345 1,485 1,625 (57) 1/2 3 3/8 (127) 4 3 8,100 (3.8) 1 675 1,850 2,020 60 (12.7) (86) , (127) (121) (36.3) :, (3.9) (7.5) _ (8.2) (9.0) (81.3) 41/2 5 61/4 • - ` 1,675 1,850 2,020 (114) (127) (159)• - (7.5) (8.2) (9.0) 2 9/4 6 1/4 3 7/8 8,720 1,699 1,820 1,800 2,180 (70) (159) (98) (38.8) (7.6) (7.2) (8.5) (9.7) 5/8 4 1/2 6 1/4 6 1/4 12,570 895 2,380 2,740 8,145 90 (15.9) (114) (159) (159) (55.9) (1.8) (10.4) (12.2) (14.0) (122.0) 5 1/2 6 1/4 7 3/4 • • 2,330 2,740 9,145 (140) (159) (197) (10.4) (12.2) (14.0) 3 3/8 7 1/2 4 3/4 11,360 792 2,840 2,840 2,840 (86) (191) (121) (50.5) (3.5) (12.6) (12.6) (12.6) 3/4 5 7 1/2 7 18,430 1,921 4,610 4,610 4,610 150 (19.1) (127) (191) (178) (82.0) (8.5) (20.5) (20.5) (20.5) (203.4) 6 3/4 71/2 91/2 4,510 4,610 4,610 (171) (191) (241) (20.5) (20.5) (20.5) 3 7/8 8 3/4 5 3/8 13,760 2,059 9,440 8,440 8,440 - 7/8 (98) (222) (137) (61.21 (9.2) (15.3) (15.3) (15.3) 200 (22.2) 7 7/8 8 3/4 11 22,300 477 5,575 5,675 5,576 (271.2) (200) (222) (279) (99.2) (2.1) (24.8) (24.8) (24.8) 41/2 10 61/4 22,519 1,156 6,730 5,730 5,730 1 (114) (254) (159) (100.2) (5.1) (25.5) (25.5) (25.5) 300 g (25.4) 9 10 12 518 25,380 729 6,345 6,345 6,345 (406.7) i s (229) (254) (321) (112.9) (3.2) (28.2) (28.2) (28.2) g 6 6/8 121/2 7 7/8 29,320 2,099 7,330 7,830 7,990 V 1 1/4 , (143) (318) (200) (130.4) (9.3) (92.6) (32.6) (32.6) 400 17 (31.8) 91/2 121/2 191/4 • 7,330 7,330 7,380 (542.3) z (241) (318) (337) (32.6) (32.6) (32.6) I I, 11/2 91/2 121/2 131/4 7,330 7,330 7,330 400 , (3 (2411 (318) (337) • (32.6) (32.6) (32.6) (542.3) e f 1. The allowable loads listed are based on a safety factor of 4.0. H 2. Allowable loads may be increased by 331% for short term loading due to wind or seismic forces. 1 3. Refer to allowable load adjustment factors for edge distance on page 98 4. 100% of the allowable load is permitted at Critical Spacing. No reduction in spacing is allowed. 5. Drill bit diameter used In base material corresponds to nominal anchor diameter. 0 6. Allowable loads may be linearly Interpolated between concrete strengths listed. • ® 7. Allowable loads for 1/4-Inch size at 11/4-inch embedment apply to bath the Wedge -All and Tie -Wire anchors. t; Installation torque does not apply to the Tie -Wire anchor. I. E B. The minimum concrete thickness Is 11 times the embedment depth. 0 • 0 3 94 1' -0° 1' -0" / / 6" TO 9" 6" TO 9" 6" TO 9" �� END OF UNISTRUT y / / UNISTRUT P1008 6" TO 9' WHERE NO BRACES OCCUR 3/8" DIA NUT ,... AL BOTTOM OF i • o w Nm aW m i° W / 2" MIN t O V g 1 DIA A307 BOLT • w O y 2" W/ UNISTRUT P1010 NUT U TYP (E) REINFORCING STEEL 318" DIA A38 THREADED ROD UNISTRUT P1000T SPACE PER MODERNFOLD TYP AT EACH HANGING SUPPORT OR DISTRIBUTED PT TENDONS REQUIREMENTS UNISTRUT P1000 BRACE BEVEL END AT UPPER CONNECTION I.? I LOCATE (4) SETS OF BRACES AS FOLLOWS. M SIMPSON 12' DIA WEDGE -ALL ANCHOR (1)AT NON-STACKING END INSTALL PER MANUFACTURER'S (1) AT MIDPOINT OF DOOR SPECIFICATIONS (2) AT STACKING END TYP 4 PLACES AT EACH P1000T SEE NOTE BELOW I UNISTRUT P1546 ANGULAR CLIP TYP EA END OF EA BRACE • �. • 12° DIA A307 BOLTS W/ UNISTRUT P1010 NUT s FINISHED CEILING ..;_. r� — TYP \ kl -��1 WARNING NOTE: - , PRIOR TO DRILLING (E) PT SLAB FOR HANGER BRACKET WEDGE -ALL ANCHORS, CONTRACTOR BY MODERNFOLD SHALL LOCATE ALL MILD STEEL AND TENDONS IN SLAB WHICH COULD k PROVIDE POTENTIAL I 3/8' DIA NUTS TO CLAMP "cp40 kb ANCHORS THEY ARE SHALL BE 5 THAT HANGER STRUT P1000 AND \S�V P ANY A REINFORCEMENT. CONNECTION PER MODERNFOLD 464 ./ DRI W NG INTO A TENDON CAN DAMAGE THE STRUCTURAL Il F + / INTEGRITY OF THE SLAB AND O ' 1 '/N T. 0 RESULT IN INJURY TO PERSONNEL s TOP OF SLAB ____ _,Y'IR I.•N.3.W.r, �i. 1,- 31-ii I SECTION AT OPERABLE PARTITION SUPPORT OPERABLE PARTITION SUPPORT L -\ DEA 4 25 S W S TARK ST REET - SECO FL OOR i5 PO ORE GON 9 7204 ,D aRmS,RaR T''''D. PREPARED FOR YYMREaROIIDaROUrECrs - O DRAWN BY. DtmFSa SCALE 1,lI " rr CONSULTING AND STRUCTURAL ENGINEERS SINCE 1919 TEL: 503 - 274 -1843 FAX: 503 - 273 -5696 GIE0 D R M DAZE °" "'° SHEET NUMBER JOB 9 ro,ae S 111