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Report (15) 'B ZO 3-Dcx sO I2LI(Qc S tn1 nAosbn S`t Sherman Engineering, Inc. 14 I 0 NW Kearney#5 1 7, Portland, OR 97209 (503) 230-8876 Ph (503) 226-4745 Fax RECEIVED APR 15 2013 CITY OF TIGARD BUILDING DIVISION 1 2460 SW Main Street Mezzanine Addition PROFESS Tigard, OR February 22, 2013 I� • dR ,s N Mr. Todd Sloan, Architect vet yio.'► 800 NW 6t", Ste. 203 0i4 , sHEct' Portland, OR 97209 (503) 568-3962 EXPIRES: 6/30/ ■ Subject: Sheet No. Foundation: FD I SDS Output: SDS Framing: Posts/Lateral P I , WP I Roof beams RBI -RB2 Floor Joists FJ Floor Beams FBI -MG Wall Beam(top plates) WB I Details D I -DLL' r • SHERMAN ENGINEER ING, INC. FOOTING SCHEDULE - 3151 NESandy Blvd. FD I JOB: Tigard Comm. BLDG. Portland, OR 97232 1/28/13 Client: Todd Sloan JDM ci, soil = I ,500 psf(Assumed) REINFORCEMENT Number Type wallow P,allow FTG Size USE REBAR lbs/ft lbs width (inch) depth (inch) CI Cont. 1 500 6,000 12 8 (I ) #4 Cont C2 Continous 1 750 7,000 14 8 (I) #4 Cont C3 Continous 2000 8,000 16 I 0 (2) #4 Cont C4 Contmous 2250 9,000 18 10 (2) #4 Cont Number Type paiiow A FTG Size USE REBAR kips ft2 b (inch) I (inch) d (inch) Bearing (psf) P I Pad 3.4 2.3 18. in 18. in 10. in 1 500 M u = I .08 k-ft As = .41n2 a = 0.52 M cap = I I .66 k-ft (2) #4 EA WAY P2 Pad 6.0 4.0 24 I 24 I 10 1500 M u = 2,55 k-ft As = .4 in2 a = 0.39 M cap = I 1 .89 k-ft (2) #4 EA WAY P3 Pad 9.4 6.3 30 I 30 I 10 1504 M u = 4.99 k-ft As = .41n2 a = 0.31 M cap = 1 2.04 k-ft (3) #4 EA WAY P4 Pad 13.5 9.0 36 36 I 12 1500 M u = 8.61 k-ft As = .6 in2 a = 0.39 M cap = 23.24 k-ft (3) #4 EA WAY P5 Pad I 8.4 12.3 42 I 42 I 12 1502 M u =7 13.69 k-ft As = .8 in2 a = 0.45 M cap = 30.79 k-ft (4) #4 EA WAY P6 Pad 24.0 16.0 48 I 48 I 12 1 500 M u = 20.4 k-ft As = .81n2 a = 0.39 M cap = 30.99 k-ft (4) #4 EA WAY P7 Pad 28.8 i 8.8 52 I 52 I 1 2 1 534 M u = 26.52 k-ft As = I . in2 a = 0.45 M cap = 38.46 k-ft (5) #4 EA WAY P8 Pad 40.0 28.4 64 I 64 I 12 1406 M u = 45.33 k-ft As = I .2 in2 a = 0.44 M cap = 46.22 k-ft (6) #4 EA WAY P9 Pad 50.0 36.0 72 I 72 1 16 1389 M u = 63.75 k-ft As = I .551n2 a = 0.5 I M cap = 87. 14 k-ft (5) #5 EA WAY P 10 Pad 65.0 42.3 78 I 78 I 16 1 538 ' i M u = 89.78 k-ft As = I .86 in2 a = 0.56 M cap = 1 04. I I k-ft (6) #5 EA WAY oor,,,y s<nPeui '_' USe3S i•- -1 Design Maps Summary Report . User-Specified Input Report Title 12460 Southwest Main Street, Tigard, OR Mon January 28, 2013 22:38:05 UTC • Building Code Reference Document ASCE 7-10 Standard (which makes use of 2008 USGS hazard data) Site Coordinates 45.43023°N, 122.77199°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III iagnvlia a Aloha . c.° s{ Estates a so Beaverton : C Garden Home d, s ;? r Li Ct .Raleigh His v '41..c i i 1, `' r f i } # t 0 Sexton Garden 1 . : . 4 s Home-Whitford southwest T, Mountain ' ': Neighborhoods �"' Cooper Mountain Neighbors s Incorporated;'-� M` kie Southgate Aloha South Southwest '1,-/,..,, a. in Oaks 'V", ,z...'+ ` : ,; irpark Fer'94- -, 1:11;,‘";.:.. s � sW - Bull ^ '„- .- . '"' Mountain Me'.: .: .; • (.2i 8) King City ,: ,+M,► 4 04 s . ":.:1 7ua libeau Rd y N „Ivy M i a ' + i u cam, ,. : USGS-Provided Output SS = 0.972 g SMS = 1.080 g SD5 = 0.720 g Si = 0.423 g SM1 = 0.667 g SD1 = 0.444 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum Design Response Spectrum 1.10 0.72 • 0.99 0.64 0.89 0.56 0.77 0.48 Di 0.66 01. 0.40 r 0 0.55 1l re 0.22 f 0.44 0.24 0.33 0.22 0.16 0.11 0.08 0.00 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T(sec) Period, T(sec) F 9.2014 Z4, ' / "s cs)frfiP .01 '' ��• 5y ,�� ; 71 (5`,/t--1 70/*1 41,17413146t14, Aite 421(1*tv;ri ' 9 21y PP 117'9'01 (d524,7 zo- .1Z.° % (i 2 9QD' '1 F 1o ' Olcl-f►l( °" � -�Z-� : ' t . I r-1191 � _ PIP 17pi( t-P BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-66413 • TIGARD COMM BLDG WALL POST WP 1 Prepared by: JDM Date: 2/22/13 • Selection Gx 6 DF-L#2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI= 0.3 m2R2= 0.4 inz (I .5) DL Defl= 0.90 in Data Beam Span 17.0 ft • Beam Wt per ft 7.35 # Reaction I TL 178# Reaction 2 TL 224 # Bm Wt Included 125 # Maximum V 224 # Max Moment 1 367'# Max V (Reduced) N/A TL Max Defl L/ 180 TL Actual Defl L/ 225 Attributes Section (in3) Shear(m2) TL Deft (in) Actual 27.73 30.25 0.90 Critical 1 9.01 1 .72 I .13 Status OK OK OK Ratio 69% 6% 80% _ FE,(psi) Fv(psi) E (psi x mu) Fc±(psi) Values Reference Values 750 170 1 .3 625 Adjusted Values 863 I 96 I .3 625 Adjustments CF Size Factor I .000 Cd Duration 1 .15 I . I5 - Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: I = A Point TL Distance B = 260 10.0 • , # ` 1 s NI E Q '1 L ' 1 Uniform Load A I Pt loads: B �°; RI�1 78 R2�24 ' h SPAN = 17 FT • Uniform and partial uniform loads are lbs per lineal ft. 14/4 •o`° 10i117 1.04 Th_o-04) . 1" 0, 0i ii 5eamChek v20O7 licensed to:Sherman Engineering, Inc. Reg#7992-66413 TIGARD COMM BLDG SKYLIGHT FRAMING RBI Prepared by: JDM Date: 1/28/13 5electbon • I (2) 2x 8 1-IF#2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI = 2.0 m2R2= 2.0 in2 (I .5) DL Deft= 0. 18 in Data Beam Span 10.0 ft Reaction I LL 500# Reaction 2 LL 500# Beam Wt per ft 5.29# Reaction I TL 826# Reaction 2 TL 82G # Dm Wt Included 53# Maximum V 826 # Max Moment 2066'# Max V(Reduced) N/A TL Max Defl L/ 240 TL Actual Defl L/334 LL Max Defl L/ 240 LL Actual Defl L/ 662 Attributes Section (m3) Shear (in2) TL Defl (in) LL Defl Actual 26.28 21 .75 0.36 0.18 Critical 21 .14 7.19 0.50 0.50 Status OK OK OK OK Ratio 80% 33% 72% 36% Fb (psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 850 150 I .3 405 Adjusted Values 1 173 173 I .3 405 Adjustments CF Size Factor I .200 • _Cd Duration I .I5 1 .I5 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 100 Uniform TL: 160 = A Uniform Load A RI = 826 R2 = 826 SPAN = 10 FT Uniform and partial uniform loads are lbs per lineal ft. 'L--2-2 1;, BeamChek v2OO7 licensed to:Sherman Engineering, Inc. Reg#7992-66413 . TIGARD COMM BLDG SKYLIGHT FRAMING RB2 Prepared by: JDM Date: 2/22/13 • Selection Gx 12 1-IF#I Lu = 0.0 Ft Conditions NOS 2005 Min Bearing Area RI = 6.2 in2R2= 6.2 in2 (1 .5) DL Defl= 0.23 in Data Beam Span 14.0 ft Reaction I LL 1 400# Reaction 2 LL 1 400 # Beam Wt per ft 1 5.37# Reaction I TL 2516 # Reaction 2 TL 2516 # bm wt inciuded 2 15 # Maximum V 25 i 6 # Max Moment 8805'# Max V (Reduced) N/A TL Max Defl L/ 240 TL Actual Defl L/400 LL Max Defl L/ 240 LL Actual Defl L/882 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 121 .23 63.25 0.42 0.I9 Critical 87.50 23.44 0.70 0.70 Status OK OK OK OK Ratio 72% 37% 60% 27% Fb (psi) Fv(psi) E (psi x mu) Fc±(psi) Values Reference Values 1 050 140 I .3 405 Adjusted Values 1 208 16I I .3 405 Adjustments CF Size Factor I .000 Cd Duration I .I5 1 . I5 . Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 1 .00 . CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 200 Uniform TL: 320 = A Par Unif TL Start End H = 24 0 14.0 H Uniform Load A Q . . - R I = 2516 R2 = 25 16 SPAN = 14 FT Uniform and partial uniform loads are lbs per lineal ft. I it BeamChek v2OO7 licensed to:Sherman Engineering, Inc. Reg#7992-66413 • TIGARD COMM BLDG JOIST FJ I Prepared by: JDM Date: 1/28/13 • 5election (2) 2x 8 DF-L#2 © 1 2 in oc Lu = 0.0 Ft Conditions NDS 2005, Repetitive Use Min Bearing Area RI = 0.9 in2 R2= 0.9 in2 (I .5) DL Defl= 0.12 in Data Beam Span 1 3.75 ft Reaction 1 LL 481 # Reaction 2 LL 481 # Beam Wt per ft 0# Reaction 1 TL 584 # Reaction 2 TL 584 # Bm Wt Included 0# Maximum V 584 # Max Moment 2009'# Max V (Reduced) 533 # TL Max Defl L/ 240 TL Actual Defl L/334 LL Max Defl L/360 LL Actual Defl L/440 Attributes Section (ins) Shear(in2) TL Deft (in) LL Defl Actual 26.28 21 .75 0.49 0.37 Critical 19.4 I 4.44 0.69 0.46 Status OK OK OK OK Ratio 74% 20% 72% 82% Fb(psi) Fv(psi) E (psi x mil) Fc L (psi) Values Reference Values 900 180 I .6 625 Adjusted Values 1 242 180 I .6 625 Adjustments CF Size Factor I .200 Cd Duration I .00 I .00 Cr Repetitive I .15 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 50 Uniform TL: 65 = A Par Unif LL Par Unif TL Start End 20 11 = 20 0 1 3.75 h Uniform Load A R I = 584 R2 = 584 SPAN = 1 3.75 FT Uniform and partial uniform loads are lbs per lineal ft. .. L r-y, _I . BeamChek v2OO7 licensed to:Sherman Engmeerrng, /nc. Reg#7992-664 13 TIGARD COMM BLDG BEAM FJ2 Prepared by: JDM Date: 4/09/13 5electron 2x 8 DF-L#I @ 12 in oc Lu = 0.0 Ft • Conditions NDS 2005, Repetitive Use Min bearing Area R I = 0.8 m2 R2= 0.8 m2 (I .5) DL Defl= 0. 13 in Data Beam Span 1 I .5 ft Reaction I LL 403 # Reaction 2 LL 403 # Beam Wt per ft 2.64# Reaction I TL 504 # Reaction 2 TL 504 # Bm Wt Included 30# Maximum V 504 # Max Moment 1449 i# Max V (Reduced) N/A TL Max Defl L/ 240 TL Actual Defl L/ 295 LL Max Defl L/360 LL Actual Defl L/406 Attributes Section (ins) Shear(m2) TL Defl (in) LL Defl Actual 13. 14 10.88 0.47 0.34 Critical 1 2.60 4.20 0.58 0.38 Status OK OK OK OK Ratio 96% 39% 81% 89% Fb(psi) Fv (psi) E (psi x mil) Fc I(psi) Values Reference Values 1 000 180 I .7 625 Adjusted Values 1 380 180 I .7 625 Adjustments CF Size Factor I .200 Cd Duration I .00 I .00 Cr Repetitive I . 15 Ch Shear Stress N/A • Cm Wet Use 1 .00 I .00 1 .00 1 .00 CI Stability I.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 70 Uniform TL: 85 = A Uniform Load A R I = 504 R2 = 504 SPAN = 11 .5 FT Uniform and partial uniform loads are lbs per lineal ft. .. 41 i . BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7592-66413 • TIGARD COMM BLDG BEAM FB I Prepared by: JDM Date: 4/09/13 Selection 7x I I-1/4 2.OE TJ Parallam W.S. PSL Lu = 0.0 Ft . Conditions NOS 2005 Min Bearing Area RI = 6.9 m2 R2= 6.9 in2 (1 .5) DL Defl= 0.28 in Data Beam Span 16.5 ft Reaction I LL 2949 # Reaction 2 LL 2949 # Beam Wt per ft 24.6 I # Reaction 1 TL 4456 # Reaction 2 TL 4456 # Bm Wt Included 406# Maximum V 4456 # Max Moment 1 838 I '# Max V (Reduced) 3950# TL Max Defl L/ 240 TL Actual Defl L/ 3 I I LL Max Defl L/360 LL Actual Defl L/ 553 Attributes Section (m3) Shear (in2) TL Defl (in) LL Defl Actual 147.66 78.75 0.64 0.36 Critical 75.51 20.43 0.83 0.55 Status OK OK OK OK Ratio 5 I% 26% 77% 65% Fb (psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 2900 290 2.0 650 Adlusted Values 2921 290 2.0 650 Adjustments CF Size Factor I .007 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1 .00 I .00 I .00 . CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 358 Uniform TL: 468 = A Par Unif TL Start End h = 48 0 16.5 1-I Uniform Load A Q R I = 4456 R2 = 4456 • SPAN = 16.5 FT Uniform and partial uniform loads are lbs per lineal ft. L BeamChek v2O07 licensed to:5herman Engineering, Inc. Reg#7992-664 13 TIGARD COMM BLDG BEAM FB2 Prepared by: JDM Date: 4/09/13 Selection 4x 8 tiF#2 Lu = 0.0 Ft Conditions ND5 2005 Min Bearing Area RI = 3.8 m2 R2= 3.8 in2 (1 .5) DL Defl= 0.02 in Data Beam Span 4.5 ft Reaction I LL 1 097 # Reaction 2 LL 1 097 # Beam Wt per ft C.1 7# Reaction 1 TL 1 548 # Reaction 2 TL 1 548 # Bm Wt Included 28# Maximum V 1 548# Max Moment 1 74 I '# Max V (Reduced) N/A TL Max Defl L/340 TL Actual Defl L/ > 1 000 • LL Max Defl L/360 LL Actual Defl L/ > 1000 Attributes Section (m3) Shear(in2) TL Deft (in) LL Defl Actual 30.66 25.38 0.05 0.03 Critical 18.9 I 1 5.48 0.I C 0.15 Status OK OK OK OK Ratio G2% 6 I% 32% 21% Fb (psi) Fv(psi) E (psi x mil) Fc I (psi) Values Reference Values 850 150 1 .3 405 Adjusted Values 1 105 150 I .3 405 Adjustments CF Size Factor I .300 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 1 .00 CI Stability 1 .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 488 Uniform TL: G34 = A Par Unif TL Start End 11 = 48 0 4.5 • I-1 Uniform Load A . . 0 RI = 1 548 R2 = 1 548 • SPAN = 4.5 FT Uniform and partial uniform loads are lbs per lineal ft. F .. [. 5eamChek v2OO7 licensed to:Sherman Engineering, Inc. Reg#7992-664 13 • TIGARD COMM BLDG BEAM FB3 Prepared by: JDM Date: 4/09/13 Selection 6x 8 11F#I Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area R I = 2.1 m2 R2= 2.1 m2 (I .5) DL Defl= 0.21 in Data Beam Span I I .75 ft Reaction I LL 39 I # Reaction 2 LL 391 # Beam Wt per ft 1 0.02 # Reaction I TL 849 # Reaction 2 TL 849 # Bm Wt Included 1 18# Maximum V 849 # Max Moment 2493'# Max V (Reduced) N/A TL Max Defl L/340 TL Actual Defl L/441 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(inz) TL Defl (In) LL Defl Actual 51 .56 41 .25 0.32 0. 11 Critical 30.69 9.09 0.4 I 0.39 Status OK OK OK OK Ratio 60% 22% 77% 29% Fb (psi) Fv(psi) E (psi x mu) Fc (psi) Values Reference Values 975 140 I .3 405 Adjusted Values 975 140 I .3 405 Adjustments CF Size Factor 1 .000 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: G7 Uniform TL: 86 = A Par Unif TL Start End 11 = 48 0 1 1 .75 h Uniform Load A Z . R I = 849 R2 = 849 SPAN = I I .75 FT Uniform and partial uniform loads are lbs per lineal ft. . .. L 6.- 1 . BeamChek v2OO7 licensed to:Sherman.Pngmeerrng, Inc. Reg#7992-66413 • TIGARD COMM BLDG BEAM FB4 Prepared by: JDM Date: 4/09/13 Selection 5-I/4x I I-I/4 2.0E TJ Parallam W.S. PSL Lu = 0.0 Ft Conditions ND5 2005 Min Bearing Area R I = 6.6 in2 R2= 6.6 in2 (I .5) DL Defl= 0.32 in Data Beam Span 16.0 ft Reaction I LL 2860 # Reaction 2 LL 2860# Beam Wt per ft 1 8.46# Reaction I TL 4272 # Reaction 2 TL 4272 # Bm Wt Included 295 # Maximum V 4272 # Max Moment 1 7087'# Max V (Reduced) 3771 # TL Max Defl L/ 240 TL Actual Defl L/ 259 LL Max Defl L/360 LL Actual Defl L/454 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual 1 10.74 59.06 0.74 0.42 Critical 70.20 1 9.51 0.80 0.53 Status OK OK OK OK Ratio 63% 33% 93% 79% Fb (psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 2900 290 2.0 650 Adjusted Values 292 I 290 2.0 650 Adjustments CF Size Factor I .007 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 1 .00 I .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 358 Uniform TL: 468 = A Par Unif TL Start End h = 48 0 16.0 h Uniform Load A 0 R I = 4272 R2 = 4272 SPAN = 16 FT Uniform and partial uniform loads are lbs per lineal ft. • .. .V1 I • BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#79.92-66413 TIGARD COMM BLDG BEAM FB5 Prepared by: JDM Date: 4/09/13 Selection 6x 8 DF-L#I Lu = 0.0 Ft • Conditions NDS 2005, Equal Multi-Span Min Bearing Area RI = 2.6 m2R2= 8.6 inz (1 .5) DL Defl= 0.03 in Data 2 Spans, each at 8.25 ft Reaction I LL 1207 # Reaction 2 LL 4022 # Beam Wt per ft 1 0.02# Reaction 1 TL 1 609 # Reaction 2 TL 5363 # Bm Wt Included 165 # Maximum V 2681 # Max Moment 4424'# Max V (Reduced) N/A Total Beam Length 16.5 ft TL Max Defl L/240 TL Actual Defl L/ >1000 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (in3) Shear(in2) TL Defl (in) LL Defl Actual 51 .56 41 .25 0.08 0.05 Critical 44.24 23.66 0.4 I 0.28 Status OK OK OK OK Ratio 86% 57% 20% 20% Fb (psi) Fv(psi) E (psi x mil) Poi(psi) Values Reference Values 1 200 170 I .6 625 Adjusted Values 1 200 170 I .6 625 Adjustments CF Size Factor I .000 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 1 .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft L o a d s Uniform LL: 390 Uniform TL: 5 I 0 = A Uniform Load A . . /\ R I = 1 609 R2 = 5363 R3 NOTE: R I =R3 EACH SPAN = 8.25 FT Uniform load is lbs per lineal ft. Ttb .. 1 I-Zb-lam 1 BeamChek v2007 licensed to:Sherman Engineering, Inc. Reg#7992-664 13 TIGARD COMM BLDG BEAM FB6 Prepared by: JDM Date: 1/28/13 Selection (3) 2x 8 I-F#2 Lu = 0.0 Ft Conditions ND5 2005 Min Bearing Area RI = 2.6 m2R2= 2.6 in2 (1 .5) DL Deft= 0.06 in Data Beam Span 7.0 ft Reaction 1 LL 636# Reaction 2 LL G36 # Beam Wt per ft 7.93 # Reaction I TL 1 062 # Reaction 2 TL 1062 # Bm Wt Included 55# Maximum V 1 062 # Max Moment 2749'# Max V(Reduced) N/A _TL Max Defl L/360 TL Actual Deft L/622 LL Max Defl L/360 LL Actual Defl L/ >1000 Attributes Section (m3) Shear(in2) TL Defl (in) LL Defl Actual - 39.42 32.63 0.14 0.07 Critical 32.34 1 0.62 0.23 0.23 Status OK OK OK OK Ratio 82% 33% 58% 31% Fb(psi) Fv(psi) E (psi x mil) Fc (psi) Values Reference Values 850 150 I .3 405 Adjusted Values 1020 150 I .3 405 Adjustments CF Size Factor I.200 Cd Duration I .00 I .00 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use 1 .00 1 .00 I .00 I .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 70 Uniform TL: 85 = A Point LL Point TL Distance Par Unif TL Start End 782 5 = 1018 3.5 11 = G5 0 7.0 I1 Uniform Load A Pt loads: B RI = 1 062 R2 = 1 062 SPAN = 7 FT Uniform and partial uniform loads are 119s per lineal ft. W 13 BeamChek v2OO7 licensed to:Sherman Engineering, Inc. Reg#7992-664/3 TIGARD COMM BLDG WALL TOP HORIZONTAL WB I Prepared by: JDM Date: 2/22/13 Selection (2) 2x 6 DF-L#2 Lu = 0.0 Ft Conditions NDS 2005 Min Bearing Area RI = 0.5 in2R2= 0.5 in2 (I .5) DL Defl= 0.64 in Data Beam Span 13.0 ft Beam Wt per ft 4.0 I # Reaction I TL 286# Reaction 2 TL 286 # Bm Wt Included 52 # Maximum V 286 # Max Moment 930'# Max V (Reduced) N/A TL Max Deft L/240 TL Actual Defl L/ 245 Attributes Section (ins) Shear(in2) TL Defl (in) Actual 15.13 16.50 0.64 Critical 8.29 2.07 0.65 Status OK OK OK Ratio 55% 13% 98% Fb (psi) Fv(psi) E (psi x mil) Fc i(psi) Values Reference Values 900 180 I .6 625 Adjusted Values 1 346 207 I .6 625 Adjustments CF Size Factor I .300 • . Cd Duration I .15 I .I5 Cr Repetitive I .00 Ch Shear Stress N/A Cm Wet Use I .00 I .00 I .00 1 .00 CI Stability I .0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 40 = A Uniform Load A /\ R I = 286 R2 = 286 SPAN = 13 FT Uniform and partial uniform loads are lbs per lineal ft. PPG Solarban® Solar Control Low-E Glasses ti (10SOLARBAN°60 .\. SOLAR CONTROL LOW-E GLASS PPG Solarban®60 was engineered f I.) -•- to control solar heat gain,which is - essential to minimizing cooling costs. ' ; I~ In a standard one inch insulating glass 1 j 1 ■unit,Solarban•60 has the following ;; .�T i `it features: ill li ---- • Exterior appearance similar to _ . clear,uncoated glass ' •{• • Blocks approximately 60`%of the h' .. =t c eim total solar energy - • Excellent insulation value (U-Value=0.29) - Solatbane 60 glass can be combined in insulating units with an outboard lite of a PPG tinted or 1 2 3 4 Seattle Space Needle reflective tinted glass to increase performance Location:Seattle,Washington options(see performance data to right and on Product:Solarba •60 page 21). Coatings Architect:Callison Architecture,Inc. 1/4'(6mm) e - 1/4•(6mm) Glazing Contractor:All New Glass,and Note This product meets the new energy efficiency Sotarbanu 60(2) Clear Glass Evergreen House,Inc. I guidelines set forth by the Federal Energy Clear Glass Glass Fabricator:Northwestern Industries,Inc. al_ Management Program(FEMP)for spectrally OwnerlDeveloper:Space Needle Corporal ion selective glazing products. Outside Inside LSG Ratio.Using the Light to Solar Gain Ratio (LSG)allows performance comparisons to be Solarban°60 Performance- made between glazing products,and highlights the One-Inch Insulating Glass Unit Comparisons Using 1/4" (6mm)Glass' standards set by PPG glasses The LSG ratio is the ratio of visible light transmittance to solar heat gain Visible coefficient The higher the LSG ratio,the better the Light Night- Shading Solar Ga n Product Trans- Coed- glazing is at reducing unwanted solar heat gain and mittance u time e `tent (LSO)Ru b maximizing desirable natural light transmittance x Excellent LSG ratios can be attained using SOLARRANIiO spectrally selective tinted glasses and/or SOLARBAN80(z)dear e9 0.29 0.44 tee SOLARBAN 80(3)SOLEX 80 0.29 0.41 1.87 Solarban' Solar Control Low-E glasses SOLARBAN 60(3)SOLARGREEN 52 0.29 0.35 1.73 - SOLARBAN 60(3)AZURLITE 53 0.29 0.35 1.77 SOLARBAN 60(3)Bronze 41 0.29 0.36 1.32 SOLARBAN60(3)Gray 35 0.29 0.32 1.25 SOLAABAN60(3)OPTIGRAY23 18 0.29 0.21 1.00 SOLARBAN 60(3)GRAYLITE 11 0.29 0.20 0.85 SOLARCOOL,SOLARBAN 60 SOLARCOOL(2)AZURLITE+1/21 Air+SOLARBAN60(3)I.G.Unit 20 0.29 0 18 1 25 SOLARCOOL(2)Bronze+1/2'Air+SOLARBAN60(3)I.G.Unit 16 0.29 0.20 0.90 SOLARCOOL(2)Gray+1/2-Air+SOLARBAN60(3)I.G.Unit 14 0.29 0.19 0.88 'For detailed information on the methodologies used to calculate the performance values in this table.please visit our homepage at www.ppggiass cm ) 8 For samples or to speak with an architectural representative,call the PPG Solutions Hotline: 800-377-5267. Visit www.ppgglass.com for product information,technical data,and a complete project portfolio. Dan Nelson From: Sharon Kastama <sharon @archsp.com> Sent: Monday, April 29, 2013 3:27 PM To: Dan Nelson Cc: tonto356 @yahoo.com Subject: Jefferey Allen Building Attachments: 20130429150906156.pdf Hi Dan, This email is in regards to the skylight glass for the Jeffrey Allen Building permit. The glass we propose to use is per code requirements and is as follows: 3/16"Clear PPG Solarban 60 Low E (#2 surface)Tempered over'A" .060 P.V.B. Interlayer Clear Heat Strengthened Laminate Dual Silicone Seals Insulated 1" overall If you need additional information, please advise. Regards, Sharon Kastama Architectural Specialties, Inc. Ph:503-232-2966 Fax: 503-232-4028 Web: www.archsp.com Email: Sharon @archsp.com Original Message From: scans Sent: Monday, April 29, 2013 3:09 PM To: Sharon Kastama Subject: This E-mail was sent from "ricoh" (Aficio MP C3300). Scan Date: 04.29.2013 15:09:06(-0700) Queries to: scans @archsp.com 1 '1tichitectural Specialties, Inc. SERIES 35 PYRAMIDS lirs ...r.::: 4 ` Setting block 0 0 jib , , .'4111, Weep holes ' ( bolts as requirep d / r .,1 J .� Dissimilar metal rotection N. Mil;l Continuous 8 al.steel r--7--- I support 1/8"aluminum bent plate compression ring --Lags as required (Fully welded at all joints) \ • Full depth of mitered mullion rafters .040 Aluminum flashing by A.S.I. Hub Compression Ring / Detail #B Sill Detail #A Hip rafter N IK, —T-?'+n�1 410 s.s screw (2)#12 S.M.S. I '/:'' 1 (2)#12 S.M.S.1 'A" L' 12"o.c.concealed ,. i kV ' Mil „:=4 011.111, —3/16„X,/A„ • santoprene gaskets ��� ..„. 6, 1 ab .- it y .condensation gutters • l,75” 1----2,9"----1 ,/\\\/ Rafter Detail #C Jack Rafter Detail #D . 44 e 8. „K , , . , loW_ pilak- isti ' 2002 • A ARCHITECTURAL GLASS S t SPECIALTIES, INC. STANDARD UNIT Insulated Glass 1/16' roan \ Extruded Alan. Cop \ 6063-T5 SPECIFICATIONS: Architectural Speciaties Inc., A - Sealant skylights frame and retainer cop shall be 6063-T5 exruded aluminum with minimum PVC Gasket wall thickness of .070 inches. The skylight 1 Alun. Fastener frame shall hove an integral condensation Sealant veep Holes by others gutter, exterior drip and drainage slots. Extruded Alum. Sill _ All mitered corners are to be welded by 6063 TS the heliarc process. Available in single or 1nteror 1 sh - Btl s.s. Alun. Cr Gales. Nails 46I I dual glazed. i� cbr others> !f 3/8' Flas`ting Space -- 1-t/2 x ___ C by ocher Flashing by others urb 'A' Dimension - I MODEL STANDARD NUMBER SIZES. • Double Outside Curb Glazed Dimension—A SQUARE GCM-2828 25+x 25+ FILL IN GCM-3636 333 x 333 GCM-4242 40 x 40 GCM-5252 49} x 499 3 Model No. Quont. Outer Lite Inner Lite GCM-6060 58 x 58 I - RECTANGULAR CCM-2842 25fx 40 GCM-2852 257x 49-i GCM-2868 25 t x 65 T • GCM-2876 25ix 73y - GCM-3652 33+x 49+ GCM-4252 40 x 493 STD. FINISH IS BRONZE GCM-527 6 49+x 73} GCM-52101 493 x 973 SAFETY CONSIDERATIONS: While Architectural Specialties. Inc. skylights ore designed to support the weight of snow, ice and the force of normal winds, they ore not designed to STANDARD GLASS withstand the weight of people. If human softy becomes • a consideration, skylights should be protected by railing, , grids or screens. Designation Color NOTE: Double glazed skylights ore subject to formation of condensation between domes. This may be objectionable CL Clear when both domes ore transparent. BS Sotor Bronze Minimum recommended pitch is 2"in 12".. PROJECT CONTRACTOR ARCHITECT REPESENTATIVE APPROVED BY DATE S# _____ ARCHITECTURAL SPECIALS INC. MANUFACTURER OF: 2221 S.E. OCHOCO PORTLAND, OREGON 97222 ROOF HATCHES MAIL ADDRESS: P.O. BOX 22325 Mil WAVKIE, OREGON 97269-2325 SMOKE PHONE (503) 232.2966 FAX (503) 232-4028 WWW.ARCHSP.COM sunoOMs Overhead Structural Glazing Specifications 1. Manufacturer: The extrusions used for the proposed system are those designed and manufactured by Architectural Specialties, Inc., 2221 S.E. Ochoco, Portland, Oregon 97222. (503)232-2966 Fax: (503)232-4028. 2. -Design: The structural members shall be sized to support the design live load with deflection limited to L/175. 3. Shapes: Glazing members are of hollow tubular shape. Attachment plates and fittings are designed to be concealed inside the hollow shape or by • snap on aluminum covers. Snap on covers are also used to conceal exterior fasteners, which secure the glazing. 4. Aluminum Alloy: 6063-T6 is used for all extruded structural shapes and 6063- T5 is used for all extruded non-structural shapes. 5052-H32 alloy is used for sheet metal parts and the minimum thickness of flashing sheet metal is .040" unless otherwise specified. 5. Glazing Gaskets: 3/16" thick extruded closed cell santoprene rubber inserts are used to hold and seal the glazing with a '/2" bite: 6. Fasteners: Stainless steel fasteners are used. Exposed fasteners are held to a minimum. 7. Finish: Standard finish is bronze or white baked enamel for exposed parts and mill finish for unexposed parts. NOTES: * These specifications may be subject to change. When placing an order, please compare current information with job specifications. ** Mill finish parts can be supplied when a painted finish has been specified. Overhead Structural Glazing Spec:-(C) CCB # 59161 A • ARCHITECTURAL SPECIALTIES, INC. ENGINEERING TABLES • (Spans Glvon In Peet Along Slope) 35 Series 50 Series 75 Series Rafter Spacing Rafter Spacing Rafter Spacing 2'oc 3'oc 4 'oc 2'oc 3 'oc 4'oc 2'oc 3 'oc 4 'oc • VERTICAL 0 PSF Snow 15 PSF Wind 7 .2 6 . 3 5 .7 12. 9 11 . 3 10. 3 22 . 8 19.9 18 . 1 25 PSF Wind 6.1 5 . 3 4 . 8 10 .9 9 . 5 8. 7 19. 2 16 . 8 15. 3 40 PSF Wind 5. 2 4 .5 4 . 1 9. 3 8 . 2 7. 4 16 . 4 14 .4 13 .0 30° SLOPE 15 PSF Snow 15-30 PSF Wind 6. 3 5. 5 5.0 11. 3 9 . 9 9. 0 19.7 17.4 15. 8 40 PSF Wind 5.9 5 . 2 4. 7 10.6 9 . 3 8. 4 19. 0 16. 5 14 . 9 25 PSF Snow 15-40 PSF Wind 5.6 4 . 9 4 . 5 10.0 8 . 8 8.0 17 . 6 15. 5 14 . 1 40 PSF Snow 15-40 PSF Wind 5.0 4 . 3 4.0 8.9 7 . 8 7. 1 15.6 13.7 12. 5 70 PSF Snow 15.-40 PSF Wind 4.2 3 .7 3. 4 7.6 6 .6 6. 0 13 . 3 11 . 7 10. 6 45° SLOPE 15-PSF Snow 15 PSF Wind 6.1 5.4 4 . 9 11 .0 9.6 8 . 7 19. 2 16.8 15. 3 25 PSF Wind 5.5 4 .8 4. 4 9.9 8. 7 7. 9 17.4 15. 2 13 .9 40 PSF Wind 4.9 4 .3 3 . 9 8.9 7. 8 7. 1 15.6 13 .6 12. 4 25 PSF Snow 15 PSF Wind 5.8 5.1 4 .6 10. 4 9 . 1 8. 3 18 . 2 15. 6 14 .5 . 25 PSF Wind 5.4 4 .7 4 . 3 9.6 8 . 4 7. 7 16.9 14 .8 13 . 5 • 40 PSF Wind 4.8 4 . 2 3 . 9 8.7 7. 6 7. 0 15. 2 13.3 12.1 1 . 40 PSF Snow 15 PSF Wind 5.3 4 .6 4 . 2 9.5 8 . 3 7.5 16. 6 14.5 13 . 2 25 PSF Wind 5.1 4.4 4 .1 9.1 8 .0 7. 3 16.0 14 .0 12.8 40 PSF Wind 4.7 4 .1 3 . 7 8.4 7. 4 3 . 7 14 .8 13.0 11 .8 70 PSF Snow 15 PSF Wind 4.6 4 .0 3.7 8. 3 7 . 2 6. 6 14 .5 12. 7 11. 6 . 25 PSF Wind 4.5 3.9 3 . 6 8.1 7 . 1 6.4 14. 2 12. 4 11 .3 40 PSF Wind 4.4 3 . 8 3 .5 7. 8 6 . 8 6. 2 13 .7 12.0 10. 9