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Report (2) BBuP-2,0►E5 - o015$ REVILSITON SITE COPY RECEIVED JUN 2 2 2020 CITY OF TIGARD SUILDING DIVISION TIGARD HIGH SCHOOL SF CUL VER-GLASS STOREFRONT ENGINEERING JA 11/20/2018 JOB #2230 9000 SW DURHAM ROAD TIGARD, OR 97224 SPECIAL iNSPECTIQIV REQUIRED State of Orecgc=in Structural Specialty Code ®REVIEWED El MAKE CORRECTIONS NOTED ❑ Concrete CI REJECTED l REVISE AND RESUBMIT and Reinforcing Steel THIS REVIEW DOES NOT RELIEVE CONTRACTOR FROM COMPLIANCE In Bolts Installed in WITH THE REQUIREMENTS OF THE DRAWINGS AND SPECIFICATIONS. Con Crete THIS REVIEW IS ONLY FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT OF THE PROJECT AND GENERAL COMPLIANCE WITH THE ❑ Special Moment��®SiStl INFORMATION GIVEN IN THE CONTRACT DOCUMENTS. CONTRACTOR fig C,OncrQt6 F IS RESPONSIBLE FOR CONFIRMING AND CORRELATING ALL QUANTITIES CD Reintorcin fame AND DIMENSIONS, SELECTING FABRICATION PROCESSES AND g Stee(& Prestressing TECHNIQUES OF CONSTRUCTION,COORDINATING THEIR WORK WITH g Steel Tendons ALL OTHER TRADES,AND PERFORMING THEIR WORK IN A SAFE AND ❑ Structural YE nin SATISFACTORY MANNER. g 06/10.2020 DAA ❑ High-Stro 4;c1 E OEting DATE CATENA CONSULTING ENGINEERS BY ❑ Structure;Masonry .`9-UCTUR ❑ ReiMoreE-J�:yosun}Concrete t0 PROFesq e ❑ Insulating Concrete Fill tiro �(31 N FF s ❑ :z :;:: : e: e 17 , /d Caissons -. / / 0 Shotcrete 3 J OREGON cb �� CI In • ,N 0 8 .1C t5" ❑ Special ur<3ding, Excavation and Filling ❑ Smoke-Control Systems DAUB ❑ Other Inspections RENEWAL DATE: 12-31-2019 CONTENTS. 2230 CALCS 1 -38 tructu ra. I ngineering 1 T3 W 7Ih ST.SUITE 205 PHONE 360-433-9093 M DjE tnructurgi neer ai.I ng mike('mdstructuraLcom phone:360.433.9093 113 W.7°^Street,Ste 205,Vancouver,WA 98660 Site Location: Tigard High School SF 9000 SW Durham Road Tigard, OR 97224 Design Code: 2014 OSSC Design Loads: Seismic: Seismic Design Category D Sds = 0.71 Rp = 1.0 ap = 1.25 I = 1.25 Wind Load: Basic Wind Speed: 130 MPH (3-sec gust) Building Ht: 30 feet Exposure C Risk Category Ill Internal Pressure Coefficient GCpi = ±0.18 Kzt= 1.0 Story Drift: The storefront system has been designed for an inelastic seismic story drift of 2.5". Structural Narrative: The proposed project consists of the storefront system that will be installed at the building located at the above site address. MD Structural Engineering, inc. has provided structural calculations and shop drawing review for the storefront systems and their anchorage to the building. Engineering has been provided for the mullions, glass panes, and the connections to the building structure for out-of-plane wind and seismic loads. These design calculations are to be accompanied by the stamped and signed shop drawings from Culver Glass. !l :ti Project Name: TIGARD HIGH SCHOOL SF + tructural F' M ngineeri ng Job No: 2230 Sheet No. 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKEOMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA I. DESIGN COMMA YY I I I0101110.4r4.f atH1111M(P'4tM M P.LLC4,.G Ck!HI. SRAM)u93ID.IOC!W41 145000 Nit IC SK 1103441,0m a.4.740E PO k 1. C�''y+ C 0000t.N14i 504f7f5YMtl 10f a.u•SO.rR von PAS SOW MCI Ont OF Mam •45504Yat 545 Aura 08urt55.a 1Gf 514£40440014005.401444 40. f WM Lam wgi1 Of Y pone M011 4043 MAEGOl&, Ih,10 L a.wnw.m MAO:OKh: MVO 4510a KRVt&sa,10ANDMICI ubs Mvf1.040F SOSY 102104044505000 V - c M Cusvw e54150/0144 CHS COW00.V0la /u /I I059 NMS.COM0pl0n MOP len MO.mNN1 ow, •�fl�-T wtalcs I40A Cda.MO PDw 5040 II. 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I = n g i n ee ri n g Job No: 2230 Sheet No. 113 W 7th ST.SUITE 205 PHONE 360-433-9093 VA,N000VER WA.98660 EMAIL:MIKEEMOSTRUCTURALCOM Date: 11/15/2018 Engineer: JA (A. iti07 teza. 5 7z, m a 00 Z-S . , . k . V -"z- -___ k - a 98 (-4 - c) f -keg, ' C--• ) ©- o .9b ) (i- o) (0.65") (';o)4.- ki z 0- P 5 ' 6 , oc ' ytr V- /' L7 t'. 44v4- S ' /lc = , -cam LI p - (l. l. -4(0,09 - 0 . /9) 6,- 0 V --- Ye , d S- pp,- (/te t •-•••-..) "z A 6 6/1.4s) z 21 PsF (111/- ti A p ` l '- / ( -f ) . r>- t ) 76,0y' YZ 7 ( ) -i7 O''4' r ".Z. PI '''. 2- • '27 P S4-- (14 QP) I P5 fp = v_ y- 4,0, . 4A} - 1,t1, I � Z. /� SAS. rD. 7r ,21" f ).2 2 /� 1 I — /'— , 1. f) MD1tru. cn teuer Pi rl ngi ng MULLIONS Project Name: TIGARD HIGH SCHOOL SF M D tructu ra I n g i n e e r i n g Job No: 2230 Sheet No. 113 W 7th ST,SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL MIKE@MOSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA na' WW1 OPENING I u;' a. DRAM[ME ..B J\l -& L o E' ( 'i /tc ry DLO N � 2. 111111114 17a l (73.. Sri -t- 31. o n N N v r,a ` A77 {FiD I1) : 21. I F r W • 1 Ay ' pc� N�a� a ©Q u t,J N • L► L — 274. Mz a1 ._._� .o-am+�S..�/n N A t 1 9 4,g;, L/kt ) 3-C: • I =3.078 IN 0 5 S,= 1.149IN' S;0.256 IN' 0, 5-0 li9e9 < 17/-75— e/ r�„it+r poati. 3 TG202 TG210 /Jc. Project Name: TIGARD HIGH SCHOOL SF I tructu ral n g i n e e r i n g Job No: 2230 Sheet No. 5 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER.WA.98660 EMAIL'MIKErDMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA 1 )vv e c 431 frL � 1 Z 1,1 j. lot103F ,, 3.2— /-2- t , `1 ( P3d7 ) 110 l r 45,E 1S. ( psi Y /A 0. '� `'�27� 4 L775 = a, sb Project Name: TIGARD HIGH SCHOOL SF MDtu ra. I n g i n e e r i n g Job No: 2230 Sheet No. 113 W lth ST.SUITE 205 PHONE:360.433-9093 VANCOUVER,WA_98660 EMAIL:MIKE'MDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA -Foos It. : u. . ROWflt OPCNING eJ ff I r; i 0 T .' ^�—_ e tux non a. E. 't-2i8 .( 3Z,b + SO-,e7 '` 2_-) 4. . . 3,u �1_ d_ 4 a, ni ism ,..) 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I i V I _ n i n e e r i n Job No: 2230 Sheet No. 9 9 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL MIKEAMDSTRUCTURALCOM Date: 11/15/2018 Engineer: JA RIJ !OPENING / i"/ iwve WC / i. r 1 &LA 'K ua '0• cia r OR!OPENING NM CYENINGIv .6 w -,e-r -f-2• k .ID o w I 40 P N &K s oI__ 1 a ray I'firifil MI l'illilM:0 iehlo I 1111 : IAla l : : 7.1 MIN =I MN CEDZED 15 - a ,____A: mk ,} _ 4 Nw a4 P) , ,"�7.0 t (11 MS /-taii Y3 ,s 4 7l.,,, -----`. ._ Z. / = _ b f S•' f t 2. /0- 5- pt_, int' 11 )(2 f -it , 3y11 • r...0-- A ' 0- 5-2_ = . ch, 4 `�', y_ = 0, 7 it V , i'- t� �\,- Project Name: TIGARD HIGH SCHOOL SF tructurat n g i n e e r i n g Job No:2230 Sheet No. fi 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA,98660 EMAIL:MIKE@MDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA 6 -re' 2oz, ---- -1 2—) /2-- 7 ,2— ).-:. 2 E,. 3 A --7- 54 ,k 2.. / wr c, 3 �rr X 3 _ ��� Z�C/p rz, P 4 , LAiip A fC -:( L. -- Project Name: TIGARD HIGH SCHOOL SF Dtructural n g i n ee ri n g Job No:2230 Sheet No. /t7 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKEOMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA l2,V[i. RalGH UPGNING ___} d• J2li• y 62a• a. 6.e• &• .4 ➢4.6 .d ➢l.O. '� ➢1D tY ➢10 F DI.IL r •in N -AK-2, -fi-z' -rK z• -,1,--r \ \ Fm a o o O G 0 .0 do k a 0 Q © `j' a a � A 8 T N N N N r ?QR.1Cd • •Si6(124,•1/21 SaIN./aINCCI:U ICWW YB UATLL N OF UUArri O .uvw vp Zr� GLASS TYPES: DMENSIONS h DETAILS. Rto Z O z. --r21p (6? . '2 ..47 Z z_ ) /,2 s, Li) = 2 s • 3 S,� • y - / �� 7P tAl 7y `' (y,e ) 1.0 _ L ,'` P * ^-7 7 C t/ // Ts Y A : o )7 i. : // �f „/ . �i% `\\ Project Name TIGARD HIGH SCHOOL SF im -- tru. cturaI n g i n e e r i n g Job No: 2230 Sheet No. ( I 113 W 71h ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL MIKEOMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA -r( .92_ flg .--- 4-- z_)//-z - 2. • e --- /v P 4-- 1 7 V '.r (7 Tri ) is' c _ is. / 4 Project Name: TIGARD HIGH SCHOOL SF M � tru. ctura. I n g i n ee rI n g Job No: 2230 Sheet No. /2- 113 W 7th ST.SUITE 205 PHONE 360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKEPMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA 193i' ROOLH OPEN WC.a. 'T (RARE SIZE -e z' un n�a na z" r.n -z. Z. r�rO r.V d N J J l Fan!t 41 ' rm ry J i1 1 6 s= N.no.IY•f In'1 /1 -H O US fill T] (I)) MIS ) (7/. G + E13.S • I2 lo. f w r-zZ (7620 ) fiz 4 7- ks Ij TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12 :28 File: M1 By: JA ,'4 Deflection Results Max. Deflection = -0.4993" L/196 (Span 1, @ 49.001 Stress Results Span M(in-lb) fb-m(ksi) 1 @ 49.00" = 13326 13.326 ., Member Information .� Span Length(in) I(in"4) S(in"3) E(psi) ` 1 98.000 2.670 1.000 1.0e+7 Distributed Load Information Span W1(#/in) W2(1/in) X1(in) X2(in) 1 11.100 11.100 0.000 98.000 Support Reactions Joint Pounds 1 544 2 544 �- � 1 1 Ilnvo�!wf onrn£.RS TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12:28 File: M1 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 9.80 19.60 29.40 39.20 49.00 58.80 68.60 78.40 88.20 98.00 Shear (lb) 543.90 435.12 326.34 217.56 108.78 0.00 -108.78 -217.56 -326.34 -435.12 -543.90 Moment (in-lb) -0.0 4797.2 8528.4 11193.5 12792.5 13325.5 12792.5 11193.5 8528.4 4797.2 0.0 Defl. (in) 0.0000 -0.1567 -0.2965 -0.4060 -0.4755 -0.4993 -0.4755 -0.4060 -0.2965 -0.1567 0.0000 Stress-m(ksi) -0.000 4.797 8.528 11,193 12.793 13.326 12.793 11.193 8.528 4.797 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software@mcalsoftware.com 2 Dnven by Cbeam R5 l> TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12:30 File: M2 By: JA Deflection Results Max. Deflection = -0.3554" L/276 (Span 1, 8 49.00") r Stress Results Span M(in-lb) fb-m(ksi) 1 8 49.00" = 9484 9.484 Member Information OM. Span Length(in) I(in"4) S(in"3) E(psi) 1 96.000 2.670 1.000 1.0e+7 Distributed Load Information Span W1(#/in) W2(#/in) X1(in) X2(in) 1 7.900 7.900 0.000 98.000 law Support Reactions Joint Pounds 1 387 2 387 ap- a a • TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12:30 File: M2 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0,00 9.80 19.60 29.40 39.20 49.00 58.80 68.60 78.40 88.20 98.00 Shear (1b) 387.10 309.68 232.26 154.84 77.42 0.00 -77.42 -154.84 -232.26 -309.68 -387.10 Moment (in-lb) -0.0 3414.2 6069.7 7966.5 9104.6 9484.0 9104.6 7966.5 6069.7 3414.2 0.0 Defl. (in) 0.0000 -0.1116 -0.2111 -0.2889 -0.3384 -0.3554 -0.3384 -0.2889 -0.2111 -0.1116 0.0000 Stress-m(ksi) -0.000 3.414 6.070 7.967 9.105 9.484 9.105 7,967 6.070 3.414 0.000 For questions on Cbeaa, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: softwarefmcalsoftware.com 2 ftn„nn h.C.a an.F qc s7 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12:35 File: M3 By: JA �[ V ~ ` Deflection Results Max. Deflection = -0.2745" L/444 (Span 1, @ 61.00") Stress Results Span M(in-lb) fb-m(ksi) .. 1 @ 61.00" = 13954 4.216 Member Information Span Length(in) I(in"4) 5(in"3) E(psi) 1 122.000 1.880 3.310 1.0e+7 r. Distributed Load Information �. Span W1(#/in) W2(#/in) R1(in) X2(in) 1 7.500 7.500 0.000 122.000 Support Reactions Joint Pounds 1 458 2 458 O CC 1 ilnu .,M,r imam i5 GS 19) TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12 :35 File: M3 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.501 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 12.20 24.40 36.60 48.80 61.00 73.20 85.40 97.60 109.80 122.00 Shear (lb) 457.50 356.00 274.50 183.00 91.50 0.00 -91.50 -183.00 -274.50 -366.00 -457.50 Moment (in-lb) -0.0 5023.4 8930.4 11721.2 13395.6 13953.8 13395.6 11721,1 8930.4 5023.3 0.0 De£1. (in) 0.0000 -0.0862 -0.1631 -0.2232 -0.2615 -0.2745 -0.2615 -0.2232 -0.1631 -0.0862 0.0000 Stress-m(ksi) -0.000 1.518 2.698 3.541 4.047 4.216 4,047 3.541 2.698 1.518 0.000 For questions on Cbeam, a windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software?mcalsoftware.com 2 (Driven ov Cbeam R5 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12 :39 File: M4 By: JA Deflection Results ��11 Max. Deflection = -0.5402" L/226 (Span 1, @ 61.00") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 61.00" = 9303 9.303 Member Information Span Length(in) I(in^4) S(in^3) E(psi) 1 122.000 2.670 1.000 1.0e+7 Distributed Load Information Span W1(1/in) W2(#/in) Xl(in) X2(in) 1 5.000 5.000 0.000 122.000 Support Reactions Joint Pounds 1 305 2 305 h 1 f1n..nn Iv./`ie-vm f 9c 1 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 12:39 File: M4 Span No. 1 0.00L 0.101. 0.20E 0.30E 0.40L 0.50E 0.60L 0.70L 0.80E 0.90E 1.00L Location (in) 0.00 12.20 24.40 36.60 48.80 61.00 73,20 85.40 97.60 109.80 122.00 Shear (lb) 305.00 244.00 183.00 122.00 61.00 0.00 -61.00 -122.00 -183.00 -244.00 -305.00 Moment (in-lb) -0.0 3348.9 5953.6 7814.1 8930.4 9302.5 8930.4 7814.1 5953.6 3348.9 0.0 Defl. (in) 0.0000 -0.1696 -0.3208 -0.4392 -0.5144 -0.5402 -0.5144 -0.4392 -0.3208 -0.1696 0.0000 Stress-m(ksi) -0.000 3.349 5.954 7.814 8.930 9.303 8.930 7.814 5.954 3.349 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software?mcalsoftware.corn 2 f.poly,rs.,. t*R5 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/20/2018 12:49 File: M5 By: JA Deflection Results Pm. Max. Deflection = -0.5226" L/256 (Span 1, @ 67.59") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 68.93" = 22226 6.715 Member Information Span Length(in) I(in"4) S(in'3) E(psi) 1 134.000 7.880 3.310 1.0e+7 Distributed Load Information Span W1►$/in) W2(Y/in) X1(in) X2(in) 1 6.300 6.300 0.000 36.000 10.500 10.500 36.000 134.000 111. 4 0 Support Reactions Joint Pounds -+ 1 573 -�- 2 683 c _ V' 1 Dnven by Cbeam y R5 27, TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/20/2018 12:49 File: M5 Span No. 1 0.00E 0,10E 0.20E 0.30L 0.40L 0.50E 0,60E 0.70E 0.80E 0.90E 1.00E Location (in) 0.00 13.40 26.80 40,20 53.60 67.00 80.40 93.80 107.20 120.60 134.00 Shear (lb) 572.61 488,19 403.77 301.71 161.01 20.31 -120.39 -261.09 -401,79 -542.49 -683.19 Moment (in-lb) -0.0 7107.4 13083.5 17891.4 20991.6 22206.4 21535.9 18980.0 14538.7 8212.1 0.0 Defl. (in) 0,0000 -0.1607 -0.3054 -0.4206 -0.4953 -0.5225 -0.4995 -0.4278 -0.3131 -0.1657 0.0000- Stress-m(ksi) -0.000 2.147 3.953 5.405 6.342 6.709 6.506 5.734 4.392 2.481 0.000 Foz questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software3mcalsoftware.com 2 Driven by Cbeam cc R5 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 13:00 File: M6 By: JA Deflection Results Max. Deflection = -0.7190" L/184 (Span 1, @ 60.00") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 48.00" = 12963 12.963 Member Information Span Length(in) I(in"4) S(in"3) E(psi) 1 132.000 2.670 1.000 1.0e+7 0 Distributed Load Information Span W1(11/in) W2(*/in) X1(in) X2(in) 1 6.600 6.600 0.000 48.000 266# i Point Load Information _ Span P(a) X(in) 1 266.000 48.000 Support Reactions Joint Pounds 1 428 2 154 4' \ 1 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 13:00 File: M6 Span No. 1 0.00E 0.10L 0.20L 0.30E 0.40E 0.50L 0.60E 0.70E 0.80E 0.90E 1.00L Location (in) 0.00 13.20 26.40 39.60 52.80 66.00 79.20 92.40 105.60 118.80 132.00 Shear (lb) 428.47 341.35 254.23 167.11 -154.33 -154,33 -154.33 -154.33 -154.33 -154.33 -154.33 Moment (in-lb) -0.0 5080.8 9011.7 11792.6 12222.7 10185.6 8148.5 6111.4 4074.2 2037.1 0,0 Defl, (in) 0.0000 -0.2495 -0.4664 -0.6252 -0.7078 -0.7117 -0.6491 -0.5334 -0.3777 -0.1955 0.0000 Stress-m(ksi) -0.000 5.081 9.012 11.793 12.223 10.186 8.148 6.111 4.014 2.037 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software?mcalsoftware.com 2 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 13:05 File: M7 By: JA N Deflection Results Max. Deflection = -0.1652" L/448 (Span 1, @ 37.00") Stress Results Span M(in-lb) fb-m(ksi) .� 1 @ 37.00" = 7735 7.735 Member Information .. Span Length(in) I(in"4) S(in"3) Elpsi) 1 74.000 2.670 1.000 1.0e+7 e Distributed Load Information Am. Span W1(#/in) W2(#/in) X1(in) X2(in) 1 11.300 11.300 0.000 74.000 Support Reactions Joint Pounds 1 418 2 418 1 nnvnn!w riwam e,PS /h TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 13:05 File: M7 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80E 0.90L 1.00L Location (in) 0.00 7.40 14.80 22.20 29.60 37.00 44.40 51.80 59.20 66.60 74.00 Shear (lb) 418.10 334.48 250.86 167.24 83.62 0.00 -83.62 -167.24 -250.86 -334.48 -418.10 Moment (in-lb) -0.0 2784.5 4950.3 6497.3 7425.5 7734.9 7425.5 6497.3 4950.3 2784.5 0.0 Defl. (in) 0.0000 -0.0519 -0.0981 -0.1344 -0.1574 -0.1652 -0.1574 -0.1344 -0.0981 -0.0519 0.0000 Stress-m(ksi) -0.000 2.785 4.950 6.497 7.425 7.735 7.425 6.497 4.950 2.785 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software@mcalsoftware.com 2 /7 TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 13: 09 File: M8 By: JA Deflection Results Max. Deflection = -0.0863" L/858 (Span 1, @ 37.00") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 37.00" = 4039 4.039 �. Member Information �— Span Length(in) I(in"4) S(in"3) E(psi) 1 74.000 2.670 1.000 1.0e+7 Distributed Load Information Span WI.(N/in) W2(*/in) $1(in) 7,2(in) 1 5.900 5.900 0.000 74.000 a- Support Reactions Joint Pounds 1 218 2 218 c 1 1- TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/15/2018 13:09 File: M8 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 7.40 14.80 22.20 29.60 37.00 44.40 51.80 59.20 66.60 74.00 Shear (lb) 218.30 174.64 130.98 87.32 43.66 0.00 -43.66 -97.32 -130.98 -174.64 -218.30 Moment (in-lb) -0.0 1453.9 2584.7 3392.4 3877.0 4038.6 3877.0 3392.4 2584.7 1453.9 0.0 Defl. (in) 0.0000 -0.0271 -0.0512 -0.0702 -0.0822 -0.0863 -0.0822 -0.0702 -0.0512 -0.0271 0.0000 Stress-m(ksi) -0.000 1.454 2.585 3.392 3.877 4.039 3.877 3.392 2.585 1.454 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. www.mcalsoftware.com Ph (512) 270-6869 Email: software@mcalsoftware.corn 2 nrivon by(^h nm f)RS E ! TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/20/2018 12:35 File: M9 Sy: JA Deflection Results Max. Deflection = -0.3770" L/324 (Span 1, @ 61.00") Stress Results Span M(in-lb) fb-m(ksi) 1 @ 61.00" = 19163 5.789 - Member Information Span Length(in) I(in"4) S(in"3) E(psi) 1 122.000 7.880 3.310 1.0e+7 O Distributed Load Information Span W1(4/in) W2(4/in) X1(in) X2(in) . 1 10.300 10.300 0.000 122.000 Support Reactions Joint Pounds 1 628 2 628 x O ^„ O 1 Driven by Cbeam C R5 3Q TIGARD HIGH SCHOOL SF Cbeam R5 MD Structural 11/20/2018 12:35 File: M9 Span No. 1 0.00L 0.10L 0.20L 0.30L 0.40L 0.50L 0.60L 0.70L 0.80L 0.90L 1.00L Location (in) 0.00 12.20 24.40 36.60 48.80 61.00 73.20 85.40 97.60 109.80 122,00 Shear (lb) 628.30 502.64 376.98 251.32 125,66 0.00 -125.66 -251.32 -376.98 -502.64 -628.30 Moment (in-lb) -0.0 6898.7 12264.4 16097.0 18396.6 19163.2 18396.6 16097,0 12264.4 6898,7 0.0 Defl. (in) 0,0000 -0.1184 -0.2239 -0.3066 -0.3591 -0.3770 -0.3591 -0.3066 -0.2239 -0.1184 0.0000 Stress-m(ksi) -0.000 2.084 3.705 4.863 5.558 5.789 5.558 4.863 3.705 2.084 0.000 For questions on Cbeam, a Windows-based program, contact: MCALSOFT LLC. waw.mcalsoftware.com Ph (512) 270-6869 Email: software@mcalsoftware.com 2 Driven try Cbeam J R5 t ru.ctura. I ngineering ANCHORAGE Project Name: TIGARD HIGH SCHOOL SF • M Du\trctural ng i n ee ri ng Job No:2230 Sheet No. j1 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:Mu<EPMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA 1'GLAZING AS RE71) �;., `/^' <SEE ELEVATION) / 1 } 11.L C .II(y-/[.A (j' ? L VigrH smca L 9/16'SETTING 0.DCK / .f J 2 ,.i 1G202D SILL Ur J 2 M r• 19200 FILLCR� A.* A ` f (� SG�C3 fFSE Sill Eµ� SERE VEEP AS REWD rellfo. II 1 ' .iiii i/ i 2 x Z. X ,,,....— .1..;*i 4 ill WA., Ai 6t IrAcruw_t t2 Ater,5_,, Lacd� p,��,lI�ic�d' 1 � / S ______ r z- (0. Ia. s> 1ti 1 , .- (0. 031 ,asp /1 a Z 8 /, z-c 7 S S— ,_ It_ ,,i /6. - Lam.zyC 4/0 ✓l- 0 17. _ .. r cc,ry1 -f - O. o " r`' /. `1- (0, 01: ) 2; of-,o - ca r ?/ / ... /j - 0 /3 < / - r? V---.- //- .��� Project Name: TIGARD HIGH SCHOOL SF tru, ctural n g i n e e r i n g Job No:2230 Sheet No. . 7- 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER, WA.98660 EMAIL:MIKEDMDSTRUCTURAL.COM Date: 11/15/2018 Engineer: JA 5 .,A•G .f..,. ;_ . sft, 0 -z- 7,7, r5 - 12- gyp' - DPtrruAvb .r tlteti/J 7`A j� f v <rE_tt'. - S w.0 ___." V 4, f1� _ / frcte.. F b'ew+vr-r.4 4 _ /� � l x /-25 f \\ C / x 6 4,5) Uc70 > /4 ✓ --- cmerG 1**"7 No. 22 s "� > / General Product Information • Thickness - Steel Components Weld Capacities 33 Steel Thickness Table Allowable Welds Capacity(lbs)for 1"Long Welds CIS nation IrmOnum , `tteslprt ' A ' - '' ,Rae renta0tltp s¢ OetfgnI Id. Fit Fillet OS.5:rt,. 6roa945yr ?sk!t ,?AkJ(nesy'(f"l 11 4 kne3 5 4. °" ! i ;Giu&+►tor �WI)s:4h[etnas4sPyO�l? Para9elPeryieddip�ri�ei`. pendki96r 16 0.0179 0.0138 00643 25 43EQS 00400 57 65 639 1106 696 849 27 0.0269 0.0283 00796 22 43 0.0451 1 33 45 801 864 544 663 020 0.0179 00188 0.0844 20•0rywa3 54 00566 50 65 1183 1566 965 1202 30EQD 00223 00235 0.0820 20-0rywa8 68 0.0713 50 65 1562 1972 1241 1514 30 0,0296 00312 0.0781 20-0rywa3 97 01017 50 65 1269 1259 - 33E05 0.0280 00295 0-0790 20-500dur01 118 0.1242 50 65 1550 1550 , 33 0.0329 0.0346 00764 20-59uctural 127 0.1331 50 65 1668 1668 - 43E0S 0.0380 0.0400 0.0712 18 Table Notes 43 0.0428 00451 0.0712 1 Capacities bated on ALSI 5100.07 Section E2.4 far fillet welds and U.S for Aare groove welds. 2 When Connecting materials of different steel thicknesses or-tensile strengths,use the values Mat 54 0.0538 0.0566 0.0849 16 rorretpend to the thinner or lower yield material. 3 Capacities Cr.based on Allowable Strength Design(ASO)and include appropriate safety factors 0.0677 0.0713 0.1069 4 a Weld capacities are based On either be v W'dNmeter E60 Or E70 electrodes.For throne' 97 0.0966 01017 0.1525 12 materials.0.03rto0.035'diameter wiree.eerodee may provide best resultt. 5 liafel Capacity is considered to be load ng In the direction of the length of the weld.. 118 01130 0.1242 0.1863 10.SSMA 6 For welds greater than 1',equations EZ.aa and E2.4-2 must be checked. I 7 Far flare groove weidS,the effective throat of weld IS Conservatively assumed to be less than 21 127 0.1270 0.1337 0.2005 10•SCAFCO J a. •Flare rovewed g capacity for me1erlal thicker than 0.10'requires engineering judgment to _..__...._______..___._�.._�._y.__ ._._______ determine leg of welds(Wi and W;) Table Notes 'MiMmum thickness represents 95 percent of the design thickness and is the minimum acceptable thickness delivered to the jotsite based On Section A2.a Of AIS7 5100-07. ,The tables in Ms catalog are Calculated booed an inside Corner radii listed a,this to pie The Inside Comer radius is the madmum of rim-t/2 or 1.5t,truncated after the fourth decimal place(t design thickness).Centerline bend radius is cerebrated by aiding had of the design thickness to listed cornet radius. Screw Capacities V''', tPtri t . r `y"}. ARpwable Scfew Connections capacltCY albs per scri 't' 'a,�£;=t; 't'• ' a i -. t t i.,-;6 f t 7,X'I'..1 YA1 $�2tikL41 aLin.A '1 a. `sY F 2' '' Cat'' 1 �� )'1 r 1:1 13 r r f r i , 1 l l a 1cl5) 3 ,. k7. r ..-,s Tyr s, fir r.Y a���' �a� �s. (����� �.( rr = 4 X .'� �) E .3, I ay73 �P[:.�� 1 v, . • e- 'i :AY +.,s t, i.r,-•s, ,_,.A..k,a-.,r ,a �n l', r ''.a'. T( .sc.. -Utniki_Sff! .e_'.' i•'qua.tkfu...4; E: ---0•E,�n! )::-' -•'41 .. �r Ili M :vw�. .kawwi 13 33 45 1 60 33 66 39 71 46 76 52 81 60 27 33 45 111 50 122 59 131 69 139 78 150 90 020 57 65 1 87 43 95 57 102 65 j 109 75 117 87 30EQD 57 65 1. 122 60 133 71 143 82 152 94 �- 164 108 30 33 45 129 55 141 65 151 75 I 161 86 ! 174 100 33EQS 57 65 171 75 187 - 83 201 101 i 214 117 - -231 .136 33 33 45 ! 151 61 164 72 177 84 133 95 ! 203 110 43EQS -57 65 270 1. i 295 121 317 140 338 . .159 j 364 134 4, 33 45 1 224 79 244 94 • 263 109 280 1 302 144 (54 .50 65 i 455 144- 436 171 i 534 198 670 f''222 5 , 613 i 261. 3 50 65 I 576 181 634 215 I 755 250 805 294 j 866 329 97 , I 50 .65 1 821 259 976 _ 307 . 1130 356 1285 405 _1476 463 113 50 65 1 1003 316 1192 375 1331 435 { 1569 494 1816 572 127 50 ' - 65 1 1079 340 1283 404 1486 468'' • 1689 532 1955 I 616 _ Table Notes 1 Capacities based an AI51 SI00-07 Section Ea See table on page 5 for design thicknesses 6 Tension capacity is based on the lesser of pullout Capacity In sheet closest to Screw tip,or pullover 2 When connecting materials of different steel thicknesses or tensile strengths,use the lowest rallies. capacity for sheet closest Cu,Screw head(based on heal diameter shown).Note that for all tension T3Sulattd values assume two sheets of equal thickness are connected. Values shown In this table,pullover valaes ware been reduced by 50 percent assuming eccentrically 3 Capacities are baled on Allowable Strength Otlign(A50)and include Safety factor of 3.0 loaded connections that produce a non-urn/arm pull-over force on the fastener. 4. Where multiple fasters.are used,screws are assumed to have a center-to-Center spacirq of et 7. Nigher values,especially for screw strength,may be obtained by specifying Screws from a specific ;east 3 times the nominal diameter(d) manafaQurer.See manufacturer's data for stet f c allowable values and mstauaton instructions. 5 Screws are assumed to have a Center-0-5erew to edge-of-steel dimension of at least I-S tires the nominal diameter(d)of the screw. Load Paths -khr *0.1 , r- •All product load capacities are calculated per North American 4 .4 "it'cZ a "(pt i 4 Specification for the Design of Cold Formed Steel Structural ii " ( 'l"' ,a • ,mi, 3 1 1:�y.A•y, -,yeti ,ie evk " 1r '7 ift Members. The 2007 edition (here after referred to as simply y • "berry`5kv� i t €{t>E{ 4i111- "NASPEC"). Illustrations of load instructions are amongst their ''" k ,, die . ' .7 , , d a,rj relative product load tables located throughout this catalog. - e -r * • •• • `t -'" ),r� Figure to the right demonstrates different types of load >r' trf .A•2. t �� - `: directions mentioned in this catalog. •7r i �•Lr4 . • , i f i it.5o :rl," • F1 = Out-of-plane lateral load ,T,'da »4 44 ., f r l:, C ',7):'-':- tiv ya . f,Jr IS �'fr • F2 = In-Plane lateral load ,• 1 ,-" af •� b. i:il .. rt,',t r ' Cr • F3 = Direct vertical and uplift load ' 1 s e,';,; � Project Name: TIGARD HIGH SCHOOL SF • . ivr----- -a. tructu ral n g i n e e r i n g Job No:2230 Sheet No. 3A/ 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKEPMDSTRUCTURAL.COM Date: 11/15/2018 Engineer:JA rii!tmx_�.,-7!r-tom w �K##T#Trir--E T_ -i}7E-h#hhh�duy.rho r'.;'t: -_h=,r�ho '2- ,_i �'4i --__F --11'11- �-- v 71 tiFy1 it r. \ \ tlr �.. " a L SCKAM UCMRSS moor dilLo '/CR FASTENED .U " 113 DE 1ESISADINE➢ ,rrzWu 4EAR J1 .� � :.• TS211ST GLASS S1 OP ' �\ /.� 5 '.TLt6 GAMES ,t•+"'•e. (RpTN SiX S'GLAZING AS RER'R z Z- (SEE ELEVATmoo [} E} 711 :141-1 -7410/6.-(40.2.14..‘-' 0 c. OL Ct.' t.....--- le c N �' r t 3) _ -` ,2-- .s - b fa-,,, L.,w 6 ,C c.•z .f ,.te n c -NNit C4M I , 6( SfA{ pp .telei . At 6fL•1t7J✓. Va, : 6'1;1) _) A,,x4e,j6 -.: / / 5- , ...r4440,1" tJ _ //c.(0. q f/ / , Sut ." , t/n: .31 /J- 2; > /7 ✓', m `--- -<, Project Name: TIGARD HIGH SCHOOL SF ri tructuraI n g i n e e r i n g Job No: 2230 Sheet No. J'- 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKE@MOSTRUCTUR.AL.COM Date: 11/15/2018 Engineer: JA Jk. r . i-,V c P.-P. e ( T 3 2 S- sY ,e (� 2-C 3 p se u z' - SI V = s/ d \ N. 12_ 25 / O.ot) a 2 ,l S f S- i ,,/" --2- `\ C -- 4.4.e�,. -- �ZS > 4, 0 ✓� 1L v\le ( / 1 - i/� cL pit1t c A. b --'1.4 /2- ai-- g D3zCam" -J1i,4l.6 1 \\\ Project Name: TIGARD HIGH SCHOOL SF • "D~ tru. ctu ra. ( n g i n e e r i n g Job No:2230 Sheet No. 113 W 7th ST.SUITE 205 PHONE:380-433.9093 VANCOUVER.WA,98660 EMAIL.MIKE®MOSTRUCTURALCOM Date: 11/15/2018 Engineer:JA ,} 4. r 6LAZa4 AS REcn ME ELEVATNJN> VTLTO t'SVI "i 9/16•SEtt LOCI( 1 b4 C t TOPan SILL r---- *� 1 - — 1 iv TRW PALER if= 1H9 SAL CAN 1 ir• SEAL 6 VEEP AS REPO ( `/—_L. • . • .. . ,A.. • F's'SL -P ITI 1 LEWIS WUXID ST . 401 SILL 0 SLAB AORITION.TIE STRUCTURE Nu. - E 1®SJGSG (2•S 4 1/2') mI Rc)1PLE * T EC RRCN.Ritz 2/u.24 MIRAKES AND SO PEKES, 1 I I 1 _— l\!u _ 95-5 ,( .2 • y I- 7 2 i � x n . 9S I 1 __ ( ) 4 A . �Ef ' �� sryJCLfYR2tS rD L°+¢ r>,. _4/1.wn.,1 I,A .fPA c F-.0 y 0 c i t? r G ©. 6 .s C /. 0 I i tI u ,.v . •,n GE: vt,5 ,r i i i 1.111111611rill www.htlti.us Profis Anchor 2.7.5 Company: Page: Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/6/2019 E-Mall: Speciffer's comments: 1 Input data 4 Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1f4(21/2) Effective embedment depth: h, =1.920 in.,h„a„=2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 2/112016112/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off):t=0.125 in. Anchor plate: 1,x l x t=4.500 In.x 12.000 in.x 0.125 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000, =3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,Of F) no Geometry(in.]&Loading(Ib,in.lb] z Q1 �a 00 4 _— X Input data and results must be checked for agreemer..with the existing conditons and for plausibility! PROFIS Mndr{c?2003-2009 H1tb AG,Fl•9494 Sc aan Hitl is a regr3tered Trademark of Hat AG,5chaan 1114111.1141.11. www.hilti.us Profis Anchor 2.7.5 Company: Page: 2 Specifier Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 9/6/2019 E-Mall: 2 Proof I Utilization (Governing Cases) Design values Ilbj Utilization Loading Proof Load Capacity PN J(3v[°/u] Status Tension Pullout Strength 357 830 44/- OK Shear Concrete edge failure in direction x+ 955 1648 -/58 OK Loading PR j3v C, Utilization ON,v[%] Status Combined tension and shear loads 0.430 0.579 5/3 65 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti s technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Haft product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying out manual updates via the Hilli Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must he checked For agreement we.the earstirg condemns and for plausibthly, PROFIS i icrror(c)2000-2009 Hilti AG.FL-9494 Schaan WW is a Nagaland Trademark of Hite AG.Scheer, mrth trucn teueri ral ngi ng GLASS D`; Project Name: TIGARD HIGH SCHOOL SF • iv, tructural n g i n e e r i n g Job No:2230 Sheet No. 3 113 W 7th ST.SUITE 205 PHONE:360-433-9093 VANCOUVER,WA.98660 EMAIL:MIKEPMOSTRUCTURALCOM Date: 11/15/2018 Engineer: JA Glass Fall-Out Reference: ASCE7-10 Section 13.5.9 Pane Location: Elevation "46" Ddear 2 1.25Dp Ddear= 2c1(1+hpc2/bpc1) Clearances Cl = 0.31 Ave. Sides C2 = 0.31 Ave.Top& Bottom Dp= 0.015 hp Allow. Story Drift Elevation "46" (in) (in) hp = 83.9 Ddear= 1.91 by= 40.3 1.25Dp= 1.57 1.911 > 1.573 OK \ 1 t, Glass Load Resistance Report -- Friday. November 16.2018 Glazing Information Project Details Edge Supports: 4 Sides Project Name: Glazing Angle: 90° Location: Lite Dimensions: Comments: Width: 73.6 in. Height: 22.0 in. Glass Construction (Rectangular) Double Glazed Insulating Unit Air Space: 0.5 in. Outboard Lite Inboard Lite Glass Type: Annealed Annealed Nominal Thickness: 1/4 in. 1/4 in. Short Load Duration, Resistance, and Deflection Data Load (- 3 sec.): 29.2 psf Load Resistance: 161 psf Approximate center of glass deflection: 0.03 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Statement of Compliance Procedures followed in determining the resistance of this window glass are in accordance with ASTM E1300-09. Disclaimer: This software can be used to determine the load resistance of specified glass types exposed to uniform lateral toads of short or long duration subject to the following conditions -The glass.a free of edge and surface damage and has been property glazed in the opening in conformance with the manufacturer's recommendations. -Procedures exist to determine load resistance for rectangular glass assemblies that are a Continuously supported along all four edges. b Continuously supported along three edges, c Continuously supported along two parallel edges and d Continuously supported along one edge -The software user has the responsibility of selecting the correct procedures for the required application from the software The stiffness of members supporting any glass edge shall be sufficient That under design load,edge deflections shall not exceed U175 where L denotes that length of tee supported edge -The manufacturer states that the Safety Plus II 0 090 Polyurethane Large Missile Resistant interlayer is comparable to the PV8 Intel-layer For other limiting conditions that may apply.refer to Section 5 of ASTM E 1300 and local building codes Neither SOG nor GANA guarantees and each disclaims any responsibility for any particular results relating to the use of the Window Glass Design 5 Software Program Soo and GANA disclaim any liability for any personal miury or arty loss or damage of any kind,including all indirect.special.or consequential damages and lost profits, arising out of or relating to the use of the Window Glass Design 5 Software Program Prepared by: on 11/16/2018 Window Glass Design 5 - Version [1.29] Page 1 of 1 • Glass Load Resistance Report -- Friday,November 16, 2018 Glazing Information Project Details /2. Edge Supports: 4 Sides Project Name: Glazing Angle: 90° Location: Lite Dimensions: Comments: Width: 40.3 in. Height: 83.9 in. Glass Construction (Rectangular) Double Glazed Insulating Unit Air Space: 0.5 in. Outboard Lite Inboard Lite Glass Type: Annealed Annealed Nominal Thickness: 1/4 in. 1/4 in. Short Load Duration, Resistance, and Deflection Data Load (— 3 sec.): 25.3 psf Load Resistance: 66.4 psf Approximate center of glass deflection: 0.24 in. Conclusion Based on your design information, the load resistance is greater than or equal to the specified loading. Statement of Compliance Procedures followed in determining the resistance of this window glass are in accordance with ASTM E1300-09. Disclaimer: This software can be used to determine the load resistance of specified glass types exposed to uniform lateral loads of short or long duration subject to the following conditions -The glass is free of edge and surface damage and has been properly glazed in the opening in conformance with the manufacturers recommendations Procedures exist to determine load resistance for rectangular glass assemblies that are. a Continuously supported along all four edges b Continuously supported along three edges. c. Continuously supported along two parallel edges.and d Continuously supported along one edge -The software user has the responsibility of selecting the correct procedures for the required application from the software -The stiffness of members supporting any glass edge shall be sulflc ent that under design load edge deflections shall not exceed L/I 75 where I.denotes that length of the supported edge •The manufacturer states that the Safety Plus It 0.0g0 Polyurethane Large Missile Resistant:ntedayer is comparable to the PVB mlerlayer For other limiting:ondit ons that may apply.refer to Section 5 of ASTM E 1 300 and local building codes Netter SDG nor GANA guarantees and each disclaims any responsibillly for any particular results relating to the use of the Window Glass Design S Software Program SOG and GANA disclaim,any liability for any personal iny;ry or any loss or damage of arty kind.including all indirect,special,or consequential damages and lost profits arising out of or relating to the use of the Window Glass Design 5 Software Program • Prepared by: on 11/16/2018 • • Window Glass Design 5 - Version [1.29] Page 1 of 1