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Specifications (2) RECEIVED ' ,1UL - 1 2011 CIYY ® � DIVISION STRUCTURAL CALCULATIONS Bu1LD- FOR OREGON BUSINESS PARK II BUILDING D 15826 SW UPPER BOONES FERRY RD TIGARD, OREGON SPECIAL I SPECTIO1t ; tt,;; ERLAY REVIEW -- State of Oregon Structural Scialty Code n Concrete and Reinforcing Steel Ep PROire Bolts Installed in Concrete TIGARD CI 'I Special Moment-Resisting Concrete Pra • 12,187 �+YOF1 IGARD Reinforcing Steel & Prestressing Steel T • Conditionally Approved .•E N f , Y PP L IN Structural Welding See Letter to: Follow IN High- Strength Bolting F. NO 0 PermitNumber:..� 1ir4. Ad I 6-770 JILINE-Mbse. IP Structural Masonry By: Tree Date: EXPIFS: 12 / 31 / IN Reinforced Gypsum Concrete II Insulating Concrete Fill I. Spray Applied Fire- Resistive Moto OFFICE COPY In Pilings, Drilled Piers and Caissons IP Shotcrete 111 Special Grading, Excavation and , ' 'I Smoke- Control Systems Contents !� Other Inspections Summary / Notes S1 ,_.. ; , ,•:..:. :: Detail 'A DI Plans P 1 - P2 Contact Person: John E Nordling, PE Calculations Cl - C4 NORDLING Proj. No.: 11 -158 OREGON BUSINESS PARK II STRUCTURAL BUILDING D - ROOF REVIEW ENGINEERS, LLC PAC TRUST 6775 SW inch, Suite 200 • Beaverton OR, 97008 Date: JUN 2011 By: JEN Sheet No.: COVER SUMMARY The original concrete tilt -up building dates to the late 1980's and is comprised of a wood roof that currently has a single roof' system. The new proposed roof' system will overlay the existing system and add 2 psF to the existing roof weight. The existing roof members have been reviewed. For the new roof' overlay and have been Found to be acceptable accept at the rear covered play area and the roof ledgers that support the long span roof' trusses. These areas will require modification as noted in the notes below and as pictorially described in detail (A). 0 REMOVE TI-4E EXISTING ROOF SYSTEM "PRIOR" TO ADDING THE NEW ROOF IN THIS AREA. © THE EXISTING 4x8 ROOF LEDGER IS CONNECTED CURRENTLY TO THE EXISTING CONCRETE TILT -UP WALL WITH 3 44 11 4) BOLTS AT 16" o/c ON AVERAGE. THE LEDGER SHOULD BE REINFORCED WITH A NEW STEEL ANGLE SUPPORT AT NO MORE THAN 6' -0" o /c. SEE DETAIL (Al). © FIELD VERIFY WHETHER THE TRUSSES BEAR ON A LEDGER (NOTE 2) OR ON TOP OF THE WALL. IF THE TRUSSES BEAR ON TOP OF THE WALL, NO REINFORCEMENT IS NECESSARY. IF TI-4E TRUSSES ARE SUPPORTED BY A 4x8 LEDGER IN ACCORDANCE WITH NOTE 2, REINFORCE PER DETAIL (Al). NORDLING Proj. No.: 11 -158 k , r OREGON BUSINESS PARK II STRUCTURAL BUILDING D - ROOF REVIEW ENGINEERS, LLC PAC TRUST 6775 SW 111th, Suite 200 Beaverton OR, 97008 Date: JUN 2011 By: JEN Sheet No.: 5 . , (4 ,,, t , - t 4 4.- I ' i ■- 11111L 1 i El \ \ ital; t Eii2 .1 ! 711111 6- Ci4 .1j, - 0 I 1 I , l 1 1\\ i ■r. ' S° 0-- el 1 "MI 1 . o -c:'■ f' 9 - \ . ,40.7 2 — 1 H \ i Th e - : .... 6 I \'i A , .z., , -- - 1 ' ■ 7 P ' 1 ■ liK 4.‘ , ! L,.----- / / ...r c, 1 , ti _ ).. 4 ,.,. s•-: 4, ,,,, .--- ,„ ,. .(> (741 Roof Framing Plan 04 — C ity..,, - ,.. , _0. L' . - - - \ 41 C 40■4. 2, (6)c,rep. /' \ -' ( i.. s/ , i7.44.1.r.g ' vx.;:oy: Pox, s Cf-rAczA0 - 2A: ) 1k4 q = ______"/ / 4-4._ i. i i tv - t.1(suS IICA v• 4-54 Li;. ‘ 1%., .S li: 4fi: " iiii ‘ P R kr Co/ -.S ° It- .t.- Citi--z." ok. ,..., ■ N E . e /„.., .___,--,_./ 0 a OREGON I NOg 1 I EXPIRES: 121 31 / 1 70 I NORDLING S Proj. No.' 11-158 OREGON BUSINESS PARK II ,11 STRUCTURAL BUILDING D - ROOF RENEW I ENGINEERS , LLC PAC TRUST 6775 SW 111th. JUN Suite 200 Beaverton OR, 97008 Date. 2011 By JEN Sheet No 721 I r ,• I., /� �in k I I I It . 1 . r \ 1 \i: , , ,� O 0 0 • \ I I 7U . .w _ -_ . _ II !, I ._._.. _ — v , L c. 1/ -'- o - _. _ -.- - Di ,i L � --- �--,\ - _ 1 g I i. 1 0 ------ ". - ' I ' ..' *4) \ ! \ I s a I / v al — » © O C , -7 - .7:,,, 1..s = .M. Vi c ' ,.: I `�' _ � L / - / ��— / - /1 mss. l4' -d I _ `J Roof Framing Plan ¶ - l..}.P5 , U-°-Z5 n3 - 2 t il V- ( ? )4 3 4! -LA's .R ;v.". ivt.." 1177' -0 . : 1 it '1,,': e 'CA-- . k /6 f • L a- $-.• \'k. 42 - r4 ( bo c.4 i= • - 1 1rt5.4- /ert s1...) i • NORDLING Proj..No.: 11 -158 OREGON BUSINESS PARK II r„ STRUCTURAL BUILDING D - ROOF REVIEW � ` ` PAC TRUST ' � ENGINEERS L]LC 6775 SW 111th, Suite 200 - Beaverton OR, 97008 Date: JUN 2011 ' By: JEN Sheet No.: P 1 I 'Keynotes: - �. F.T. +7-6, _e _c_,,e2- F. @ �. PT, 4 Le' V P, c G, r Ni 2 e r� . 4-xlco iNSE 1 PU( -1 o, I h� P iJ 1-1 H LJ -1 j D • ,�, r c2. C�>c_ 1 ' Go .rte, - -� til G� NORDLING Proj. No.: 11 -158 �� � STRUCTURAL OREGON BUSINESS PARK II BUILDING D - ROOF REVIEW ENGINEERS, LLC PAC TRUST 6775 SW 111th, Suite 200 Beaverton OR, 97008 Date: JUN 2011 By: JEN Sheet No `_ n L 2f. - � • 4L tr , ets1 t, p C ( 25‘ OL• .'L �1 2 i k d ot l 3 / O 2{` 2- �`� 1 .� 2 3 � +`-� 3 � a( t 3� � 9 �3�� k3ry, -� k t 34 5■ a trst �� - 1,7 4 vti1 ZV r 9 l PV C'1 L S'?) s ip- iSC . wjsrL� )11111 11111( 1i 1 1 11 1(1111 11111i A . e : e d b b "1 t —� 1l2 z ����2s�1 z 16'4 r `. it) 1 15v39�17�i ��� o x>✓ It NORDLING Proj. No. 11 -158 OREGON BUSINESS PARK II STRUCTURAL BUILDING D - ROOF REVIEW 4 erzi 4 ENGINEERS, LLC PAC TRUST 6775 SW 111th S ite 200 • Beaverton 09. 97008 Date: JUN 2011 By JEN _ Sheet No.: CA D 4-'2" 1 ct © G L G3 (0,40,44, is Vti 4 1) L'L P4 \NI. f 4, Q t C: 0 1T.` 't-+ 3`ft- + 017.- -t t L ,t),..), eziet ar 3 t‘IL et. 4 0 . kti C.,-� �� y n.e.a.At z tvir 3 Si n II' de______ I \z___ .NP-- $0(..1,1t i 1j0,, L vest " if j i 1Z _ Qa.tr- u ,, A Wow` z u . • -�t g�� �ti ,�' '1‘2° - �;�c D4' 1 Z- so G.. \• � ,�S- s� l'-''''r ao� .. \sue' M- s.- . 3 z �s� t�+1.S 1 �� 1 �11� ®4".') (.as"rlyisg "'1 \ 4 , t ?594 I i II Il ii 1 111 4-9`� X 4 : M w 4 .0 : - L)Q� 13 col, ` 1a -i 7+ z tg3 ette C E1 3 / 2-`a ri --w - L�� f xt-T. (y3 , t Sb tc- t �vran. U (1.6 �� 3- a VI (.'1) S 4 Qom? ' • ,,,aya n- *) 1 NORDLING Proj. No.. 11-158 x OREGON BUSINESS PARK II STRUCTURAL BUILDING D ROOF REVIEW 4 1 ENGINEERS, LLC PAC TRUST 6775 SW 111th Suite 200 Beaverton 09, 97008 Date: JUN 2011 By JEN Sheet No C-2 • . Nordling Structural Engineers, LLC • . 6775 SW 111th #200 Beaverton, OR 97008 Date: 06115111 Page: - MULTI TIMBER BEAM DESIGN OREGON BUSINESS PARK II ROOF OVERLAY REVIEW / `, /7t141 • A- (TL #2) A- (TL #1) A- (TL #2) A- (TL 111) GENERAL DATA - 1 2 4 5 • All Spans Simple Support ?? : YES Spans Length ft : 7.50 7.50 7.50 7.50 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 1.500 1.500 1.500 1.500 Beam Depth in : 3.50 3.50 3.50 3.50 CALCULATED VALUES -OK- -OK- No Good! -OK- F'b- Modified Allow. psi : 1782.5 1983.8 1782.5 1983.8 fb - Actual. psi : 1763.3 1763.3 1873.5 1873.5 • F'v- Modified Allow. psi : 207.0 207.0 207.0 207.0 fv (actual) ` 1.5 psi : 63.1 63.1 67.0 67.0 . Moment @ Left k -in : 0.0 0.0 0.0 0.0 Moment @ Right kin : 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span kin : 5.4 5.4 5.7 5.7 X -Dist ft : 3.75 3.75 3.75 3.75 - Shears: Left k : 0.24 0.24 0.25 0.25 Right k : -0.24 -0.24 -0.25 -0.25 Reaction @ Left DL k : 0.05 0.05 0.07 0.07 LL k : 0.19 0.19 0.19 0.19 Total k : 0.24 0.24 0.25 0.25 ` Reaction.@ Right DL k : 0.05 0.05 0.07 . 0.07 LL k : 0.19 0.19 0.19 . 0.19:. Total k : 0.24 0.24 0.25 0.25 Max. Defl. @ Mid Span in : -0.531 -0.531 -0.565 -0.565 X -Dist ft : 3.75 3.75 3.75 3.75 DESIGN DATA ' Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1550.0 1725.0 1550.0 1725.0 Fv:Basic Allowable psi : 180.0 180.0 180.0 180.0 Elastic Modulus ksi : 1600 1600 1600 '1600 Load Duration Factor : 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? - Yes Yes Yes Yes Uniform _ DL plf : 14.0 14.0 18.0 18.0 LL plf : 50.0 50.0 50.0 50.0 QUERY VALUES ' Location ft : 0.00 0.00 0.00 0.00 • ' Shear # : 0.24 0.24 ' 0.25 0.25 Moment k -in.: 0.00 0.00 0.00 . 0.00 Deflection in : 0.000 0.000 0.000 0.000 • C3 . V4.4B2 (c) 1983 -95 ENERCALC • Bruce W. Kenny, KW060914SL -A Nordling Structural Engineers, LLC 6775 SW 111th #200 Beaverton, OR 97008 . Date: 06117111 Page: MULTI - SPAN TIMBER BEAM DESIGN OREGON BUSINESS PARK II - ROOF OVERLAY REVIEW B- (TL -D111) B- ITL -D111) C -(TL) C -ILL) E -(TL) E -(LL) GENERAL DATA - 1 2 3 4 5 6 All Spans Simple Support ?? : YES Spans Length ft : 24.00 24.00 50.00 50.00 25.00 25.00 End Fixity: Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Pin:Pin Beam Width in : 3.500 3.500 6.750 6.750 6.750 6.750 Beam Depth in : 15.25 15.25 28.50 28.50 28.50 28.50 CALCULATED VALUES -OK- No Good! -OK- -OK- -OK- -OK- F'b- Modified Allow. psi : 1735.7 1735.7 2507.1 2507.1 2507.1 2507.1 fb - Actual. psi : 1732.3 1834.2 1908.3 1292.7 1872.4 1256.8 F'v- Modified Allow. psi : 207.0 207.0 218.5 218.5 218.5 218.5 fv (actual) ' 1.5 psi : 81.9 86.8 82.2 55.7 144,7 97.1 Moment @ Left ' k -in : 0.0 0.0 0.0 0.0 0.0 0.0 _ Moment @ Right k -in : 0.0 0.0 0.0 0.0 0.0 0.0 Max. Mom. @ Mid -Span k -in : -235.0 248.8 1743.7 1181.2 1710.9 1148.4 X -Dist ft : 12.00 12.00 25.00 25.00 12.50 12.50 Shears: Left • k : 3.26 , 3.46 11.62 7.87 22:81 15.31 Right k : -3.26 -3.46 .11.62 -7.87 -22.81 -15.31 Reaction @ Left DL k : 0.86 1.06 3.75 0.00 7.50 0.00 LL k : 2.40 2.40 7.87 7.87 15.31 15.31 Total k : 3.26 3.46 11.62 7.87 22.81 15.31 Reaction @ Right DL k : 0.86 1.06 3.75 0.00 7.50 0.00 LL k : 2.40 ' 2.40 7.87 7.87 15.31 15.31 Total k : 3.26 3.46 11.62 7.87 22.81 15.31 Max. Deft. @ Mid Span . in : •1.155 -1.222 -2.790 -1.890 -0.684 -0.459 X -Dist ft : 12.00 12.00 25.00 25.00 12.50 12.50 DESIGN DATA Le: Unsupported Length ft : 0.00 0.00 0.00 0.00 0.00 0.00 Fb:Basic Allowable psi : 1550.0 1550.0 2400.0 2400.0 2400.0 2400.0 Fv:Basic Allowable psi : 180.0 180.0 190.0 190.0 190.0 190.0 Elastic Modulus ksi : 1700 1700 1800 1800 1800 1800 Load Duration Factor : 1.15 1.15 1.15 1.15 1.15 1.15 APPLIED LOADS Use Live Load on This Span ? Yes Yes Yes Yes Yes Yes Uniform DL plf : 72.0 88.0 150.0 0.0 600.0 0.0 LL plf : 200.0 200.0 315.0 315.0 1225.0 1225.0 QUERY VALUES Location ft : 0.00 0.00 0.00 0.00 0.00 0.00 Shear # : 3.26 3.46 11.62 7.87 22.81 15.31 Moment k -in : 0.00 0.00 0.00 0.00 0.00 0.00 Deflection in : 0.000 0.000 0.000 0.000 0.000 0.000 CA' V4.4B2 (c) 1983-95 ENERCALC Bruce W. Kenny, KW060914SL -A •