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Plans • SCONZO/HALLSTROM ARCHITECTS 919 -124TH AVENUE NE, SUITE 101 BELLEVUE, WA 98005 (206) 455 -3203 (206) 455 -9351 FAX September 12, 1997 Robert Poskin, CBO City of Tigard 13125 S.W. Hall Blvd. Tigard, OR. 97223 Re: Car -Toys at 11700 S.W. Pacific Hwy., BUP #97 -0416 Mr. Poskin, I have reviewed your plan review comments for the subject project and offer the following comments /corrections: ACCESSIBILITY 1. Handicap Sign Clear Height from grade has been modified to provide 7' -0" clearance as requested. See revised A1.01 drawing. STRUCTURAL 1. Revised plan sets and specifications have been wet stamped and dated herein as requested. 2. Please find Structural Engineer's revised calculations as requested. I have also included plan set sheets that have been revised to conform to Tigard's Conditions of Approval for the project. Please include these into your plan sets. I hope I have responded to and satisfied all your remaining requirements. Should there be any outstanding issues, please contact me immediately at (425) 455 -3202. Sincerely, ijittat/ibthataetAA- • Marcel Desranleau, R.A. Project Architect ` • N ", Roof Beam[ 94 UBC (91 NDS) I Ver. V4010552 1 q By: Timothy J. File , Premier Engineering, Inc. on: 08 -13 -1997 Project: 9718 - Location: RB -1 Summary: 6.75 IN x 31.50 IN x 32.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 2.8% Controlling Factor: Section Modulus . Deflections: • Dead Load: e. ;&- .1 0 .).- /1' y-- - - - - -- DLD= 0.49 IN Live Load: LLD= 0.75 IN = U515 Total Load: TLD= 1.23 IN = U312 Reactions (Each End): Live Load: _ -I 6{610,1" RL= 16000 LB Dead Load: _ RD= 10427 LB Total Load: I RT= 26427 LB Bearing Length Reqd.: BL= 6.02 IN Camber Reqd.: C= 0.73 IN Beam Data: . . Span: L= 32.0 FT Maximum Unbraced Span: Lu= 4.0 FT Pitch Of Roof: . `r20/.", RP= 0.00 : 12 Live Load Deflect. Criteria: .. �s'- i. % c. J • i U 240 • Total Load Camber Adjust Factor: � L ' v 7 x 2 ' % I �o� U ' "k U 180 CAF 1.5 X DLD Beam Loading: ("✓O -t L i. ' (V 5'L � Live Load: / LL= 25 PSF Side One: Roof Dead Load: „, �j DL1= 15 PSF • Roof Rafter Tributary Width: Y= 2 , 7 47 ) eS 2 6/? %�-2 Di 5 TW1= 20.0 FT Side Two: Roof Dead Load: - DL2= 15 PSF Roof Rafter Tributary Width:,. }-v 1101'51x %" ( - "2/ TW2= 20.0 FT Roof Duration Factor: • Cd= 1.15 Slope Adjusted Lengths and Loads: 4v : ._, p ' ' 3 � a 2 .21 Adjusted Beam Length: 1/- �`` Z %Z I P S Ladj= 32.0 FT Beam Live Load W/ Slope Red'n: wL= 1000 PLF Beam Self Weight: r I`•,, G 6 .- ) . 7 . ? / .., BSW= 52 PLF Beam Total Dead Load: wD= 652 PLF Total Maximum Load: wT= 1652 PLF Controlling Total Design Load: wTcont= 1652 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS . Bending Stress: . Fb= 2400 PS Shear Stress: Fv= 190 PS 165 Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: • Fc_perp= 650 PS Adjusted Properties: Fb' (Tension): ' Fb'= ' 2337 PS Adjustment Factors: Cd =1.15 CI =0.99 Cv =0.85 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: ' Maximum Moment: ,�' ESP ( l5 �� � � 5 ,, M= 211415 FT -LB Shear (@ d from beam end): r , V= 22091 LB Comparisons With Required Sections: , Section Modulus: �QC`1 0%3 >24,47 Sreq= 1085.4 IN3 S= 1116.2 IN3 Area: ZX ( 2 _Areq=___ 151.7 I192 . - ,-, Z A= 212.6 IN2 Moment of Inertia: )'' P... 0 )7 Y , 7 / Ireq= 10148.0 IN4 � I r .o T . --- 6; 75. 1= 17581.4 IN4 7,4' 6.7 � = 2i. , '-c A- ?.. 12 vi v • • • • r • I• Roof Beam[ 94 UBC (91 NDS) ] Ver. V4010552 / O By: Timothy J. File , Premier Engineering, Inc. on: 08 -13 -1997 Project: 9718 - Location: RB -2 Summary: . 6.75 IN x 25.50 IN x 26.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use . Section Adequate By: 2.3% Controlling Factor: Section Modulus Deflections: .- Dead Load: _ -_ € /94 DLD= 0.43 IN Live Load: • LLD= 0.67 IN = U478 Total Load: TLD= 1.09 IN = L/291 • Reactions (Each End): Live Load: RL= 13333 LB Dead Load: RD= 8554 LB Total Load: t-' 1..L., S RT= 21887 LB Bearing Length Reqd.: , i BL= 4.99 IN . Camber Regd.: W6L. - O )4%;)., 4. 2-f C= 0.64 IN Beam Data:. ,'10.,.. /_ Span: ' 0 t f it L= 26.5 FT Maximum Unbraced Span: LllL L. . u "15 S'.2 I.2( /-- Lu= 4.0 FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. Criteria: 11J o� -f «u: 1 b 5.2 t°/f U 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: , / (2- CAF= 1.5 X DLD Beam Loading: y - - Z , /70 \ 1 b5z ' 183 '71 Live Load: LL= 25 PSF Side One: Roof Dead Load: ` r � � /,/ *2/,9I,. �- T D W1= 20.25 FT Roof Rafter Tributary Width: Side Two: Roof Dead Load: //.� .3s/5372 DL2 15 PSF Roof Rafter Tributary Width: kit a D : TW2= 20.0 FT Roof Duration Factor: Cd= 1.15 Slope Adjusted Lengths and Loads: (- 2./' / 3' S 12 0 ./ 4 2- Adjusted Beam Length: Ladj= 26.5 FT Beam Live Load W/ Slope Red'n: 1 P Fv= ,, /s xhbs� 19oPs, wL= 1006 PLF Beam Self Weight: BSW= 42 PLF wD= 646 PLF Total Maximum Load d. re ('"`` G D : I Y J, 3 /../ L wT= 1652 PLF Controlling Total Design Load: wTcont= 1652 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS . Bending Stress: L Fb= 2400 PS Shear Stress: %) / 1 / e l Fv= 100 PS i65- Modulus of Elasticity: • Ex= 1800000 PS 114- Ey= 1600000 PS Stress Perpendicular to Grain: Fc_perp= 650 PS Adjusted Properties: Fb' (Tension): Fb'= 2433 PS Adjustment Factors: Cd =1.15 Cl =0.99 Cv =0.88 Fv': , Fv'= 219 PS • Adjustment Factors: Cd =1.15 • Design Requirements: Maximum Moment: M= 145000 FT -LB Shear (@ d from beam end): V= 18377 LB Comparisons With Required Sections: Section Modulus: Sreq= 715.3 1N3 S= 731.5 IN3 Area: _Areq= 126.2 IN2 A= 172.1 IN2 Moment of Inertia: • Ireq= 5763.8 IN4 . I= 9327.0 IN4 • • • II Roof Beam[ 94 UBC (91 NDS) ] Ver. V4010552 By: Timothy J. File , Premier Engineering, Inc. on: 08 -13 -1997 Project: 9718 - Location: RB -3 Summary: 6.75 IN x 15.00 IN x 16.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 2.0% Controlling Factor: Section Modulus Deflections: / Dead Load: - --e. (p - (O �� � l DLD= 0.31 IN Live Load: LLD= 0.49 IN = U403 Total Load: TLD= 0.80 IN = U248 Reactions (Each End): Live Load: RL= 8302 LB Dead Load: L l t, , , RD= 5184 LB Total Load: RT= 13486 LB Bearing Length Regd.: 1_ 'k) -: L� 2 y KIS) -1 Z L6 ; ,p/ BL= 3.07 IN Camber Re d.: 62� r1 C= 0.46 IN Beam Data: S an: Z✓ L L = t i), Z, Y Z. tf3 L 16.5 FT • Span: 5 s - 1o9 b 1 Maximum Unbraced Span: L u= 4.0 FT Pitch Of Roof: 1. -•' 7 , (- ! i b 3 S` RP= 0.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: - U 180 Camber Adjustment Factor: V / Z -) .7 �)x / {,3 S // ' LK CAF 1.5 X DLD Beam Loading: Live Load: LL= 25 PSF Side One: Roof Dead Load: _ Roof Rafter Tributary Width: �� f ` A (5 x150P4 % �3r5P1` l N1= 20.25 FT Side Two: Roof Dead Load: ,q i� 3 >< / / vv- _ DL2= 15 PSF Roof Rafter Tributary Width: 5 TW2= 20.0 FT Roof Duration Factor: Cd= 1.15 U...1,,, , ZkI( Slope Adjusted Lengths and Loads: �, , 7 . �' i•'f Adjusted Beam Length: Ladj= 16.5 FT Beam Live Load W/ Slope Red'n: ) r F V : 1 k 165 ('S:i = I 10 P wL= 1006 PLF Beam Self Weight: BSW= 25 -__PLF Beam Total Dead Load: r (r � x ;� y wD= 628 PLF Total Maximum Load: -- wT= 1635 PLF Controlling Total Design Load: t I 9 0 ? ?,' 7 'lwTcont= 1635 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: , Fb= 2400 PS , Shear Stress: A. 1 1'1 ` Fv= --1-90 PS "` b5 Modulus of Elasticity: Ex= 1800000 PS rti �, , Ey= 1600000 PS Stress Perpendicular to Grain: Fc_perp= 650 PS Adjusted Properties: Fb' (Tension): Fb'= 2690 PS Adjustment Factors: Cd =1.15 CI =0.99 Cv =0.97 Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment: M= 55628 FT -LB Shear (@ d from beam end): . . V= 11442 LB Comparisons With Required Sections: . ' • Section Modulus: . Sreq= 248.2 N3 1 • ? ' S= 253.1 N3 Area: Areq= 78.6 N2 ! A= 101.2 N2 Moment of Inertia: ( ' _ Ireq= 1376.8 N4 �• I= 1898.4 N4 • • _J ~ Roof Beam[ 94 UBC (91 NDS) J Ver. V4010552 2 • By: Timothy J. File , Premier Engineering, Inc. on: 08 -13 -1997 Project: 9718 - Location: RB -4 . Summary: 5.125 IN x 12.00 IN x 14.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 15.1% Controlling Factor: Section Modulus Deflections: Dead Load: @. &2t o A DLD= 0.30 IN Live Load: LLD= 0.37 IN = L/465 Total Load: C / . TLD= 0.68 IN = L/ Reactions (Each End): L= i 5 Live Load: _ r 3 , `q A RL= 3625 LB Dead Load: G/0 ✓(� u )` - - / 5 /fy 9 O �• y 4 R 2936 LB Total Load: , RT= 6561 LB . Bearing Length Regd.: �ii_i % 2 x 2l e5/ 5 113 /6" BL= 1.97 IN Camber Regd.: C �/� C= 0.45 IN Beam Data: (2`r c. ` - „ Span: L= 14.5 FT V p Maximum Unbraced Span: V / _ �l ),, (/;' 9 05;,-. y�'7�' ,�7 r- / 17 Lu= 14.5 V FT Pitch Of Roof: RP= 0.00 : 12 Live Load Deflect. L/ 240 Total Load Deflect. Criteria: Jp- F1' %,i r - i " - % 2,i g I' U 180 Camber Adjustment Factor: C3 CAF= 1.5 X DLD Beam Loading: ( 'Q r % 3 K 5451 ■ S Live Load: ide One: Roof Dead Load: 2 X 2/ �Y 3 � ` ,0„,., �DL1= 15 PSF Roof Rafter Tributary Width: , TW1= _ 20.0 FT Side Two: Roof Dead Load: } r r✓' /• / <f S •l "" 19 P "l DL2= 0 PSF Roof Rafter Tributary Width: - TW2= 0.0 FT • Roof Duration Factor: j - . 02 3 ,! 56 57 Cd= 1.15 Wall Load: .,WALL= 90 PLF Slope Adjusted Lengths and Loads: 2....e, 9 � �� !�1 Adjusted Beam Length: Ladj= 14.5 FT Beam Live Load W/ Slope Red'n: Z wL= 500 PLF . Beam Self Weight: �( �� , /'' O . BSW= ____1.5_. PLF_ Beam Total Dead Load: wD= 405 PLF Total Maximum Load: wT= 905 PLF Controlling Total Design Load: wTcont= 905 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc_perp= 650 PS Adjusted Properties: . Fb' (Tension): Fb'= 2671 PS Adjustment Factors: Cd =1.15 CI =0.97 • Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: . Maximum Moment: M= 23783 FT -LB Shear (@ d from beam end): V= 5656 LB • Comparisons With Required Sections: Section Modulus: Sreq= 106.9 IN3 ' S= 123.0 IN3 Area: Areq= 38.9 IN2 A= 61.6 IN2 . Moment of Inertia: • Ireq= 517.3 - IN4 1= 738.0 IN4 • Roof Beam[ 94 UBC (91 NDS) ] Ver. V4010552 / y By: Timothy J. File , Premier Engineering, Inc. on: 08 -13 -1997 Project: 9718 - Location: RB -6 Summary: . . 5.125 IN x 12.00 IN x 12.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 27.0% Controlling Factor: Section Modulus . Deflections: . Dead Load: J & - O 5 DLD= 0.24 IN Live Load: LLD= 0.22 IN = U691 Total Load: f ti TLD= 0.46 IN = U327 Reactions (Each End): L. 2 Live Load: RL= 3281 LB Dead Load: liAc.. ! ( 'xi 51/ 5F) -. ?" 1 -SS f /s- 5o S /�,, RD= 3656 LB Total Load: , -/ RT= 6937 LB Bearing Length Reqd.: 1411L--' ZI x z i & SZ5 /FJ BL= 2.08 IN Camber Reqd.: tg C= 0.36 IN Beam Data: (,Jpi.. -rt % 1 I / 0 �f7" Span: L= - 12.5 FT - Maximum Unbraced Span: v 2 , S (b.. Lu= 12.5 '' FT Pitch Of Roof: � �) k / / 4 )6t 7' 4 ' RP= 0.00 : 12 Live Load Deflect. Criteria: Z L/ 240 Total Load Deflect. Criteria: U 180 Camber Adjustment Factor: lF F'/ /, IS y I 9 o ; 2-13/1:1- CAF= 1.5 X DLD Beam Loading: Live Load: ki F.,47-010, 3 k 5S1-7 LL= • 25 PSF Side One: Roof Dead Load: Z�ZI 3% 10,01,,ft DL1= 15 PSF Roof Rafter Tributary Width: TW1= _ 21.0 FT Side Two: r Roof Dead Load: idt h: ' FV- / /SX /6SP� s I TD 2 = 0.0 FT Roof Rafter Tributary Width: N - Roof Duration Factor: Cd= 1.15 �'� / Wall Load: '�( 0 3 WALL 255 PLF Slope Adjusted Lengths and Loads: 2- X 190 ' ,v Adjusted Beam Length: �' I H Ladj= 12.5 FT Beam Live Load W/ Slope Red'n: � wL= 525 PLF Beam Self Weight: /-'- - ,t /; g ir-11 BSW= 15 PLF Beam Total Dead Load: — - -- wD= 585 PLF Total Maximum Load: wT= 1110 PLF Controlling Total Design Load: 0 k wTcont= 1110 PLF Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS , Bending Stress: Fb= 2400 PS Shear Stress: Fv= 190 PS Modulus of Elasticity: Ex= 1800000 PS Ey= 1600000 PS Stress Perpendicular to Grain: Fc_perp= 650 PS Adjusted Properties: Fb' (Tension): Fb'= 2687 PS Adjustment Factors: Cd =1.15 CI =0.97 • Fv': Fv'= 219 PS Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment: M= 21679 FT -LB Shear (@ d from beam end): V= 5827 LB Comparisons With Required Sections: Section Modulus: • 'r '1= 96.9 N3 S 123.0 N3 Area: l .� �,{ ;�, I �'� ■ __ Areq= 40.1 N2 Z/ A= _.___61.5 N2 Moment of Inertia: '� ' a keg= N4 �' 4�'' J . 1= 738.0 N4 • • • • • • Roof Beam( 94 UBC (91 NDS) ] Ver. V4010552 / C By: Timothy J. File , Premier Engineering, Inc. on: 08 -13 -1997 Project: 9718 - Location: R8 -7 • Summary: 5.125 IN x 10.50 IN x 12.5 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 207.3% Controlling Factor: Section Modulus Deflections: Dead Load: e� �(i.;,0 , __ "._ ". DLD= 0.16 IN Live Load: LLD= 0.06 IN = U2430 Total Load: TLD= 0.22 IN = U688 Reactions (Each End): Live Load: L /OLD LZ i '` /SF�F) Z io-f 13 / 2 53 Lb /II R D= 625 1582 .LB Dead Load: Total Load: RT= 2207 LB Bearing Length Reqd.: L,„ = 2 �� S r i (0. c / BL= 0.66 IN Camber Reqd.: ` C= 0.23 IN Beam Data: �.✓� L GL i c Span: L= 12.5 FT Maximum Unbraced Span: 12, Lu= 12.5 FT Pitch Of Roof: p \/i (—mi — D 07) x 35 --' i ? RP= 0.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: rr U 180 !� Camber Adjustment Factor: r'1 x i 1' /$ E) P� 5,� = I � oe CAF= 1.5 X DLD . Beam Loading: Live Load: LL= 50 PSF Side One: Roof Dead Load: fil--e0 ►,p i 3) / ) , ,,L1= 15. _._ PSF Roof Rafter Tributary Width: Zk ,9 p . / _ 2.0 FT _ Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: ft � h 3 , "L TW2= 0.0 FT • • Roof Duration Factor: r/ Cd= 1.15 Wall Load: WALL= _ _ 210_ _ _ PLF Slope Adjusted Lengths and Loads: Adjusted Beam Length: �' Ladj= 12.5 FT Beam Live Load W/ Slope Red'n: wL= 100. PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 253 PLF • Total Maximum Load: • wT= 353 PLF Controlling Total Design Load: wTcont= 353 PLF • Properties For: 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PS Shear Stress: F iv= 1. t5 x to:-.2o3(5.; Fv= 190 PS Modulus of Elasticity: Pl_e r 3 x j 11 Ey= 1600000 PS Stress Perpendicular to Grain: Fc_perp= 650 PS Adjusted Properties: h- Z(9J . Fb' (Tension): Fb'= 2701 PS • Adjustment Factors: Cd =1..15 CI =0.98 "(. 'Q (' r'" .1 .? /,,r Fv': Fv'= 219 PS • Adjustment Factors: Cd =1.15 • Design Requirements: Maximum Moment: M= 6896 FT -LB Shear (@ d from beam end): V= 1898 LB Comparisons With Required Sections: Section Modulus: Sreq= 30.7 IN3 S= 94.1 IN3 Area: Areq= 13.1 IN2 " A= 53.8 IN2 Moment of Inertia: Ireq= 129.4 _ IN4 • I= 494.4 IN4 • •