Loading...
Plans (2) r �aN'Ti�'CO e 4-rd 1*5/ • Building Division Development Code Provision Review TIGARD Residential Projects Building Permit No: F 5 r '66/6/ CWS Service Provider Letter Received: Yes ❑ No ❑ N/A la Routed Plans: Original Plan Submittal Date: 6 Pr /y 151 Revision Submittal Date: 17i y ❑ Site Plan Only 67? 2nd Revision Submittal Date: ` 0 !2-- ❑ Site Plan Only E_x7-7,6p,Q --DEC,E 5 a/a-7//' /z v-2-s•rcPvs on To the Applicant: Each review type must be approved. If the plan is not approved, please revise and resubmit three (3) copies to the Building Division. Only checked (✓) items are approved. Items not approved and those listed in the notes must be revised prior to re-submittal. For questions please contact the appropriate staff person(s)listed above each section. Staff: please check items along left only if approved. Planning Review(contact ,L. at 503-718- -or @ tigard-or.gov) Land Use Case No. j d ' r3 Name 11)671)7136E ..❑ Zoning Setbacks: Front Rear Side Street Side Garage 9 Maximum Building Height Actual Building Height 43' Visual Clearance ..,12 Easements ❑ Sensitive Lands Type: /u rr Notes: f -1/ /s Rip /� 62‘c e v l d -�J /'�y`x!/144 } .1 L./ /S /v-d jit.?f Original Plan: Approved-El Not Approved ❑ Date: 7- 7-0--" Revision 1: Approved rB' Not Approved ❑ Date: 7--t f> Revision 2: Approved ❑ Not Approved ❑ Date: Engineering Review(contact Mike White at 503-718-2464 or MikeW @tigard-or.gov) £1 Actual Slope: S Notes: Original Plan: ApprovecIAEr Not Approved ❑ Date: 7 4-3 1 Z Revision 1: Approved ❑ Not Approved ❑ Date: Revision 2: Approved ❑ Not Approved ❑ Date: A (Review Continues on Page 2) Page 1 of 2 ,frtsrozara-o-e,/&./ ir4 5r1.20/0Z—d-il6'2- /145raw 1 .2---olr)/(03 44 s ro i 3, -0-c, /&et 1 l l C._`7 a /745T,2c1/ ;L-c-6/ (os 445r�c,rc7--�lEo(2 I I4t2� ( P RAPER ------ SI;F SH AND SCNS CCNST. LQi 6/12 PITCH MATCH ___J__/ — 8112 PITCH 1-0-0 0/H 7/12 PITCH MATCH &78 GILIIS 2S! SON ARIEL TRUSS li G-0( G2-00 C 1 60-281-0518 e/12 13-0']-00 SPAN 1 E GO Ct�I G/E f ( 2/12 12-02-00 SPAN " 10-001 1r 02 00 1 6E —YES N(' i _-_ 6IRa R 1 G/E 1 8/f2 25-co OC $PoN ____C %EETU GABLES sim'.—.��._.., NG 1 12-C•0-00 12 00 Oa f —� > r GA1)<E 9i: ��i S y3/E t (X-1 1 AUTE; TFF TNO__- �� �' -Z Gr'E !/ r• rs. 0 NITk 8 FT. CIG. tit ,'V �����Ilimi� rl M -t ?i12 2,02-U/E SFa_; 8/12 13-00-00 SPAN moo 4I •111111•11111111111111111111, . 1 iimmonsiurr ---M70----nril 111.1111L. M 111111i11 i1nr 111111111 . �1111� Ille �10.1na too A `�11I 11 - �� '1 Vita / III _ J I ,, ° r , �IL ; T� 1111111111 ,T ■���.1 - rEyTS 1��. 41111111111116■ 111�1�� H ClIfS ! 4f��1l11■rk 101111114...■-41:111 HANGER GIRGEa _2, °-- / I/E111.11/1f► uIiri a.1 G/E ■�111111t��■ F/I7 14-00-00 SPAN l j F.1-A', 13-10-00 8/12 I- yip - I, c, 4-- ._ � ��1 �� hrd G,E �,�� /L Ill11.► .4�1��1 G2 G� SPAN 2a-co-GO 14O -0o cam?! �' _�D�I j G/E c'-I '10-06 8/12 13-2-v"0 1.--GL - 1:2 SPAN cPAh 14-00-00 2TI2—"� }-C6-00k 1c c 10 -n0-01 1 Copyright.(c) Comp'uTrus Inc. Project: page Dan Nelson / Location: Uniformly Loaded Floor Beam 1 � City of Tigard Uniformly Loaded Floor Beam `g+Q!t±�+ 13125 SW Hall Blvd o [2009 International Building Code(2005 NDS)] Tigard,OR 97223 3.125 IN x 10.5 IN x 12.0 FT 24F-E4-E-Ratet,Nestern Species-Dry Use Section Adequate By:42.7% StruCalc Version 8.0.112.0 4/24/2013 10:20:21 AM Controlling Factor: Moment LOADING DIAGRAM DEF FSTIONS Center Live Load 0.28 IN L/523 Dead Load 0.11 in Total Load 0.38 IN L/375 Live Load Deflection Criteria:11360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1920 lb 1920 lb Dead Load 763 lb 763 lb Total Load 2683 lb 2683 lb Bearing Length 1.32 in 1.32 in BEAM DATA Center 12ft Span Length 12 ft Unbraced Length-Top 0 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 FLOOR LOADING Camber Required 0.11 Side 1 Side 2 Notch Depth 0.00 Floor Live Load FLL= 40 psf 0 psf MATERIAL PROPERTIES Floor Dead Load FDL= 15 psf 0 psf Floor Tributary Width FTW= 8 ft 0 ft 24F-E4-E-Rated Western Species Wall Load WALL= 0 plf Base Values Adjusted Bending Stress: Fb= 2400 psi Controlled by BEAM LOADING Fb cmpr= 1450 psi Fb'= 2400 psi Beam Total Live Load: wL= 320 plf Cd=1.00 Beam Total Dead Load: wD= 120 plf She @r Stress: Fv= 265 psi Fv'= 265 psi Beam Self Weight: BSW= 7 plf Cd=1.00 Total Maximum Load: wT= 447 plf £'dulus of Elasticity: E= 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E min= 930 ksi E min'= 930 ksi Con,a.i to Grain: Fc---= 650 psi Fc-1'= 650 psi Controlling Moment: 8048 ft-lb 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -2307 lb At a distance d from support Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 40.24 in3 57.42 in3 Area(Shear): 13.06 in2 32.81 in2 Moment of Inertia(deflection). 207.33 in4 301.46 in4 Moment: 8048 ft-lb 11484 ft-lb Shear: -2307 lb 5797 lb As Y kliajpbsr f• /11W,4 - e,e./ /1/7- . ik= 4"frkt BEAM SPAN = 15 . 5 FT. SEC 1 ( SSG-( � ._ ) ALT BEAM CARRIES ROOF/SNOW LOAD 'S JUN 28 2012 LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 650 PLF, r` i(�C�'I{�L LOAD CASE 2 POINT LOAD AT ANY POINT LOAD = 4675 LBS . A = 4 . 5 FT. FROM LEFT SUPPORT. LOAD CASE: 1 LOAD CASE: 2 GLULAM BEAM USED: FB= 2900 PSI . FV= 290 PSI. FC PERP = 650 PSI , E= 2000000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 7516 M = 31376 D = 664 /Ix REACTION (LEFT) = 8355 . 243 LBS . BEARING AREA REQ 'D = 12 . 85422 IN2 . ♦ REACTION (RIGHT) = 6394 . 758 LBS . BEARING AREA REQ 'D = 9 . 838089 IN2 . SX = 112 . 8972 IN3 . AV (MIN) = 33 . 8051 IN2 . MINIMUM BEAM SIZE = 5 . 25 X 14 E(,�,/-� (I`` /c 'it li .A0P MAX. DEFLECTION = . 5531029 INCHES t" A(PROVIDED) = 73 . 5 IN2 . = L/ 336 . 2846 SX (PROVIDED) = 171. 5 IN3 . IX (PROVIDED) = 1200 . 5 IN4 . D. F. = 983018 BRG LENGTH REQD (LEFT) = 2 .448423 IN. BRG LENGTH REQD (RIGHT) = 1 . 873922 IN. fb = 2195 . 405 psi . CD111Pr SAY,R0 A MENTAUM C7 • •i, / � � ` 'OF 00 C.§:' BEAM SPAN = 16 . 5 FT. MPI� • MAIN (f) BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 440 PLF. LOAD CASE 2 UNIFORM LOAD ON PARTIAL SPAN, LEFT LOAD = 888 PLF. A= 6 . 5 FT. FROM LEFT SUPPORT. LOAD CASE 3 POINT LOAD AT ANY POINT LOAD = 5718 LBS . A = 6 . 5 FT. FROM LEFT SUPPORT. LOAD CASE 4 POINT LOAD AT ANY POINT LOAD = 6093 LBS . A = 16 . 5 FT. FROM LEFT SUPPORT. �'i"1) LOAD CASE: 1 � Imo ' LOAD CASE: 2 , LOAD CASE: 3 WNWAWDMIL q LOAD CASE: 4 / / • GLULAM BEAM USED: c CON FB= 2400 PSI . 0 1?' FV= 165 PSI . sij 0 �GS} FC PERP = 625 PSI . F 0 E= 1800000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 9905 M = 47181 D = 1164 /Ix REACTION (LEFT) = 11730 . 55 LBS. BEARING AREA REQ 'D = 18 . 76887 IN2 . ' REACTION (RIGHT) = 13112 . 46 LBS . BEARING AREA REQ 'D = 20 . 97993 IN2 . SX = 205 . 1348 IN3 . AV (MIN) = 78 . 3004 IN2 . MINIMUM BEAM SIZE = 5 . 125 X 16 . 5 MAX. DEFLECTION = • . 6067203 INCHES = L/ 326 . 3448 A(PROVIDED) = 84 . 5625 IN2 . SX (PROVIDED) = 232 . 5469 IN3 . D. F. = . 9652349 IX (PROVIDED) = 1918 . 512 IN4 . . fb = 2434 . 658 psi . • M } Y ♦S k.4 4/5 If '1 �ti' G l(// t?q7L -"?.) F Sic— ( �? , BEAM SPAN = 1,g_,5 FT. SEC (1) L- LJ /2 /24 BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 650 PLF. LOAD CASE 2 POINT LOAD AT ANY POINT LOAD = 4675 LBS . A = 4 . 5 FT. FROM LEFT SUPPORT. LOAD CASE: 1 LOAD CASE: 2 GLULAM BEAM USED: FB= 2400 PSI . FV= 240 PSI . FC PERP = 625 PSI . E= 1800000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 7516 M = 31376 D = 738 /Ix REACTION (LEFT) = 8355 . 243 LBS . BEARING AREA REQ'D = 13 . 36839 IN2 . REACTION (RIGHT) = 6394 . 758 LBS . BEARING AREA REQ 'D = 10 . 23161 IN2 . SX = 136 . 4174 IN3 . AV (MIN) = 40 . 84783 IN2 . MINIMUM BEAM SIZE = 5 . 125 X 13 . 5 0 MAX. DEFLECTION = . 702332 INCHES = L/ 264 . 832 `.:/ uo.r A(PROVIDED) = 69 . 1875 IN2 . SX (PROVIDED) = 155 . 6719 IN3 . D. F. _ . 9869982 rrefem-a- ' IX (PROVIDED) = 1050 . 785 IN4 . BRG LENGTH REQD (LEFT) = 2 . 608466 IN. BRG LENGTH REQD (RIGHT) = 1 . 996412 IN. fb = 2418 . 626 psi . `'11 • WNVID A MENTAUM OF OR PA0J KK BEAM SPAN = 7 . 5 FT. MAIN (e) ikAA( � BEAM CARRIES ROOF/SNOW LOAD LOAD CASE 1 UNIFORM LOAD ON FULL SPAN LOAD = 490 PLF . LOAD CASE : 1 SAWN BEAM USED: FB= 1350 PSI . FV= 85 PSI . FC PERP = 625 PSI . E= 1600000 PSI . MAXIMUM SHEARS, MOMENTS, AND DEFLECTIONS : V = 1531 M = 3445 D = 21 . 8 /Ix REACTION (LEFT) = 1837 . 5 LES . BEARING AREA REQ 'D = : . 94 IN2 . REACTION (RIGHT) = 1837 . 5 LES . BEARING AREA REQ'D = : . 94 IN2 . SX = 26 . 62802 IN3 . AV (MIN) = 23 . 49361 IN2 . 1136 X/ MINIMUM BEAM SIZE = 5 . 5 X 7 . 5 %c v MAX. DEFLECTION' _ . 1127434 INCHES = L/ 798 . 272' / A(PROVIDED) = 41 . 25 IN2 . SX (PROVIDED) = 51 . 5625 IN3 . D.F . = 1 . 05: 1 IX (PROVIDED) = 193 . 3594 IN4 . fb = 801 . 7455 Ps:L .V c0) 4 c•S 1. lARD A M f • la F 0 ) U Partial LATERAL Calculations MONTAGE ROWHOUSES #3 and #4 Tigard, Oregon Bayard Mentrum - Architect DESIGN LOADS: Wind: 95 mph Exposure B (ASCE-7) Seismic: Ss = 0.85 Seismic Design Category D1 This structural design may used for even-numbered unit BLDGS: 2-plex, 4-plex, 6-plex, etc. The duplex-units must remain as-designed and can function as independent buildings. xt.ilt4, WROPFZ, ki OREGON �G�Y22,,ca 't 4f cove` Job No. 6090 TIM COVERT P.E. STRUCTURAL ENGINEER 1750 SW Skyline Blvd Rm 221 Portland, Oregon 97221 Phone:(503) 228-0426