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BuPZ0I0 06 , z.6o 12_047544 Pc, d TIGARD AUTO STOP BRAKE TEAM BUILDING 12035 SW PACIFIC HWY, TIGARD, OR 97223 STRUC - TURAL CALCULATIONS LATERAL ANALYSIS SH FRAMING Fl -F9 (20 PAGES TOTAL INCLUDING COVER SHEET) 1°4. 1/4.0 Ta G 4 2 41 /v • OREGON �T F8 73,7 o°� I /S D. G PG EXPIRES: 304ei June 9, 2010 CIDA PROJECT NUMBER: 100044.01 ■ 15895 SW 72 AVE, SUITE 200 PORTLAND, OREGON 97224 (503) 226 -1285 3 fax (503) 226 -1670 E -MAIL: info @cidainc.com COMMERCIAL INDUSTRIAL DESIGN ARCHITECTURE P.C. CIDA INC. CIDA Tigard Auto Stop 100044.01 TEL: (603) 226-1285 6/1/2010 FAX: (503)226 1670 SEISMIC DESIGN CRITERIA • 2006 IBC Location: Tigard, OR 97223 Response Spectral Accelerations MAMA Occupancy category II Seismic use group 1 S 1.061 Importance factor = 1.00 s = site class= D S 1 := 0.372 Adiusted Maximum Sms := Fa' Ss F := 1.08 S = 1.15 Smi := FvS1 Fv := 1.67 Smi = 0.62 pesian SDS Sms SDS = 0.76 Seismic design category D SDI := 3 •S SDI = 0.41 Seismic design category D Period Ct =.02 h := 2o.ft T s s _ (SDI SDS h 4 T C T := T := T = 0.11 ^ T = 0.19 E :ladcadd\1010044.01 Tigard Auto Stop \structural\Lateral- IBC2006.mcd 7 I n I L CIDA Tigard Auto Stop 100044.01 TEL: (503) 226 -1285 6/1/2010 FAX: (503)226 1670 BASE SHEAR COEFFICIENT Masonry shear walls/ wood shear walls I := 1.0 R := 4 t;2 := 2.5 • SDI.' CSmax R•T CSmax = 0.55 e SDS•I Cs R : C = 0.191 Controls CSmin := 0.044SDS•I CSmin = 0.03 V Cs Wseis V = 0.191 Wseis E:ladcadd11010044.01 Tigard Auto Stop lstructurallLateral- IBC2006.mcd • CIDA Tigard Auto Stop G CD 3 G TEL: (503) 226 -1285 100044.01 FAX: (503)226 1670 6/1/2010 WIND LOAD: BASED ON 1998 OSSC PER 2007 OSSC SECTION 1609.1.1.2 V3 := 94.5mph V8i := 80mph per table 1609.3.1 Exposure B 1998 UBC Section 1616 q := 16.4.psf 1998 UBC Table 16 -F C := 0.72 Exposure/Height/Gust Factor: 1998 UBC Table 16 -G C := 1.3 Pressure Coefficient: 1998 UBC Table 16-H C := 0.7 Negative Pressure Coefficient: 1998 UBC Table 16 -H I := 1.0 Importance Factor: 1998 UBC Table 16 -K Postive Wind Pressure (Wall) P := C C Iw P = 15.3s psf 1998 UBC Equation (20 -1) Neoative Wind Pressure (Roof) Pup C C gs P = 8.27psf 1998 UBC Equation (20 -1) Net Wind Pressure w := 6psf Roof Dead Load Pnet Pup — wr P = 2.27 psf 7 6 : E:\adcadd11010044.01 Tigard Auto Stop \structural \Wind (OREGON) Lat. IBC 2006.mcd I �' | ~U/ ' . -. �m��m 7 /�-^� ° ^� ���� -- � //� • 4443 swoAnounocvP, SUITE 200 PROJECT NAME: ° PROP. No. S°'', ' PORTLAND, OREGON 97239 TEL: 303.22e.1283 FAX: 303.226.1670 TITLE: By: DATE: E'wmL:m/mwuu^mczvm -_-- -_'-_ - | E ITII 1 -''--|--- --��0�---- - ' ------ ' ° ° | | | | �-_ __� -- -_' ���� -- - | -_ --____ ---'-_ -__ ��___ --_ __----_- �-' _-_-_-_-'___-_' --_--_'__ . --_- - TO -__ _-_ __' __� -- - . ����������� �� --__-'_-_ __- - - - _� -__ '-- _-_-__-_-'----_-- --'-TJ1 ^--' --------------�---- ----�-------- ��� . - —_ __ -_ __ __ -- _ - / . ',u�''o~ --_- _-_ -- ell . 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No. SHEET PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: BT: DATE: E-MAIL: Info@cidaInc.com • 1 -■-■.■ ...- .....■...... -■■....._-. -, ■.... . 01 fi. /e 4tL /1 L I 1 I 1 . 1 1 ---..2._!.._______4__g_5 1 1______e - - - - IF /8 - - /0 - - - - 1 1 -, .1_ _ I rIL — I ire /•it 1 i 1 I ‹--i ____1 ___ . . _7„. - I I./ ■ 1 1 I 1 _ _ _ _ ___ ___ _.__ _ _ _ - ---• -. 1 I 1 I 1 - 1 1 __ . ._ li`i la i:e I 116.. [ 1... if 11' lif :_. i l l I 1 -1 I 1 I 43 --------- - ___ _ - I _ T ---- 1 I __ _____ r _ , , 1 1 _, , „- ‘„• H , L _ _ J. 1 --- --- - 1 2 " I . ?-k g Z' 6 49.< tff/ _4 1 I .1 ___1j. / 7l' - ___ _ _ _ _ __ ____ _ — _ __ _ _ ._ -- -.- I P.;__) • '.4 -Aqmi AA__ Ag .16i497‘ .___ _ __J _. __ _ _ __ _ ____. - ---1 - - I k_ , --y• _1 ] - i I I . :-.. ray/ ( 4 /0,7 I 1' / )4n r //2. ' I #- /5 if- /7 7) 4- /i,-.4/74c)c2 - linf . ) -_-. - 7, 2 - - - . 73 -0- r fit''‘ t A 0 ' 3 .5 r , ') f ftf/V i JP,/ 9/ = ;/ 33 -- ---[ - - - ---1 i /A21-7 L II' e .)‘ 44 e. / 111 Mil 111 _ - . 111 111 IIIII 1 1 _ : 11111111111111 1111 . . ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE tt 4445 SW BARBUR BLVD., SUITE 200 PROJECT NAME: PRO/. No. SHEET PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: By: DATE: E-MAIL: Info@cidaInc.com . i i' 1 T T 1- --] .., __ __ __ • _ _ _• ._ _ _ __ __ _____[ _ _ ___ _ . __. . , . . ___ _ _. 111 _ , _. ___ _ ._ _ _ __ ._ __i______ _ _ 1 I _ - 5 ii t _ - ___ :..— OM - — — I I 0 _ ___ . ... . _ j . _ __[ i ., . _._ ___ .____ . __. ____ ___ __ ___ ______ _ . .__ _____ ....._ _ ------ T - - . . H k _)___ _ - 2.k4 11- I I_ __ ._ _ _____. , ____]--__ __ _ __ ___ ___ ____ _ I _ - -- --- ---- - 1 __ -. _ -- - --- - / : it 2r7-e 11 1 i - 1 ___ _ . j 4 71 a cii i.. ,,,,„,„ _ I V 1 7 rzi. ,--, 3 ri i , 1 i 1 ,,, , , , „,, 1 1 . . ,g7,.. mi • . 1 1 .____. - - --- 11 SE IM i 12 ri IS 77 111111111111 111111111111111111 AI 4 1111111,01111.1 MI si norm /0 incromaillialmety‘ 1-- amiliumi mami • ,,,.. it ,,,,.„.. 1 mi • ,,,,„ para.iratarialuallIIIII 5 r.74(c III i k 111 111 1111111111111. 11111.1111.11.1111111.11111111.1111111 al ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAP.E 17 N -S SHEAR WALL SW1 • PERFORATED SHEARWALL SINGLE STORY S := 8•ft (Sum of widths of perforated shearwall segments) L := 12•ft (Total length of wall) • Hwa11:= i 5.ft (Height of wall to top of roof framing) • H opening := 4.ft (Height of opening - maximum governs) V := 1880.lb (Shear for entire length of wall-ASD) • wdl := 180•plf (Dead load along wall) DESIGN SHEAR CAPACITY Percentage of Full Ht Sheathing p ;= S P = 67% L Maximum Opening Ht Ratio M := Hopening M = 0.27 Hwall Maximum Opening Ht Ratio (M) Co 7E-301 h/3 h/2 I 2h/3 I 5h/6 h 10% 1.00 : 0.69 0.53 ! 0.43 ' 0.36 20% 1.00 i 0.71 i 0.56 ! 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 Percentage 40% 1.00 0.77 i 0.63 0.53 ! 0.45 of Full Ht 50% 1.00 0.80 ! 0.67 0.57 0.50 Sheathing 60% 1.00 0.83 I 0.71 • ! 0763 0.66 (P) 70% 1.00 0.87 , 0.77 ' 0.69 : 0.63 80% 1.00 I 0.91 ! 0.83 ; 0.77 i 0.71 90% 1.00 0.85 ! 0.91 i 0.87 0.83 100% 1.00 1.00 i 1.00 ; 1.00 1.00 C := 1.0 (Read from table above) V Vwal1 Vwa11 = C 0 Vwali • %wall S %wall = . plf Summary: (E) 16/32 sheathing w/ war (L)2 10d @ 4" o.c. (460 plf), M M = a (E) Holdown: Simpson HD7 res 2 Tallow =6.48k existing wall is adequate V Haan M.0.6 Tuplift C S - L Tuplift = 0 • 415. i SW BARBUR BLVD., SUITE 200 PROJECT NAME: PROJ. No. SHEET • PORTLAND, OREGON 97239 T EL : r i.:f2o 1 285 FAX: 5 03.226.1670 3.276.1 67 0 TIT": Br • DATE .— I -- 1 . lw 10 - -- - -- - ni Er -7- MIS 111 -- - --- - 11 -- 1 ---- 1--- J---. I-, =MOM -___ . 1.— 771,F--- _1_ Ilk_ 2 .. ._ II _ _____ _____ _ _ -..-. • • _ _ _ _ • ; g e - it 11 I --- ___ .._ — -- - • — --- - I I 6 -- --- -I ,7 - 15 , " • rei d ? : ETZ II e. l L _ t e i 'C — li e us s 11111 1 _ - 4 / D 1 7 OR /. Mil e r /2 P 114-44 , - 7 -, / L ----- 11 I ----------1— A if __ (901'6- h • MIEN e le 0 - T )= ' 1 . 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ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE N -S SHEAR WALL SW3 & SW4 PERFORATED SHEARWALL SINGLE STORY S := 8.33.ft (Sum of widths of perforated shearwall segments) L := 11.67.ft (Total length of wall) Hwa11:= 12•ft (Height of wall to top of roof framing) H Oaa i ng := 7.33.ft (Height of opening - maximum governs) • V := 6200.1b (Shear for entire length of wall -ASD) wdi := 180•plf (Dead load along wall) PESIGN SHEAR CAPACITY • Percentage of Full Ht Sheathing p := 3 P = 71 % Maximum Opening Ht Ratio M := M = 0.61 Hwall Maximum Opening Ht Ratio (M) CO 7E-301 h/3 h/2 2h/3 ( 5h/6 I h 10% 1.00 -0.69 J 0.53 0.43 0.36 20% 1.00 0.56 ' 045 0.38 30% 1.00 ON 0.59 0.49 ; 0.42 Percentage 40% 1.00 i 0.77 I 0.63 0.53 0.45 of Full Ht 50% 1.00 0.80 � 0.67 I 0.57 0.50 Sheathing 60% - 1.00 - _ O.t;3 (P) 0.71 i 0.63 0.56 70% 1.00 0.87 . 0.77 j 0.69 0.63 • 80% 1.00 • 0.91 0.83 I 0.77 0.71 90% 1.00 I 0.95 i 0.81 0.87 ; 0.83 100% 1.00 1.00 1.00 ; 1.00 1.00 • C := 0.87 (Read from table above) V Vwa1 := Co Vwa11 = 71261b t, gwall := VS I w = 856 plf Summary: (N) 16/32 sheathing each W'dl• face wl Mres := 2 M = 12257 lb ft 10d a@ 4" o.c. (920 plf), (N) Holdown: Simpson V•Hwall Mm•0.6 HHDQ11 Tallow=11.81 k Tuplift C S - L ;oft = 9636 lb 0 4445 SW BARBUR BLVD., SUITE 200 PRolEct NAME: Pao'. No. SHUT • PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: Br: E-MAIL: info@cidainc.com • -- - 71 7 "- r ..4 -- k- -- / ... C ee'4•7 4 — - I 1 - • ____ .____ _______H___ Ii I• ICIET -- Nail - -- IS FA 9 II Ilia ---- ---- --- I LI! _ .. firm --,--;71 -- ______ .., ____I___ __ _____ Ii.§.-___ ..11.. 1111/M_______ -I --------------- - 1 -- -- -- - - - 5 -1 , • , ----- ---- -- - -- --- L-1 I 1 J __ _______ 11.•_ .. ._ iri __i : _ _1 • IC 7, # ye i 7 , c . Ill 1' . 1 III -- III - 1 1 - -- -- - -- - - 71 p , III • 11111,111111 - EIMER • IN _ ii k 07 'ARM ' igd lb 11111 1/111 MN 1162 iiiiii_. P11.111p...111111110 !I 11 dgi ME IMMINENT : II -1 . • ... • INI lim NE Imorpo u •DPEL -P/mat f /roar-Alm • IL R I .. ..rarimorms, ammil. maul. r emi...00... MINI •1111111111•1111111111111111 IllEalliallIIIIIIUMEMIABilliZZ2312121M11111111111111 111125:11111311M421111111=1111PSWIREMLEAMITZEICIMMI,k 111110MUMMINSIBLIFIIIIIIIIII 111111ESELONIIIIIIIIIIIIIIII 11111M1111111111111•11111111111111110 IIIIMMEM_MuitaAodmilim - ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE 'w�m�� U . �" _= � ���� � � . 4445 SW BARBUR BLVD., SUITE 200 ,xvpp NAME: SHEET px. No. SHEET �f ponTLAwo, OREGON 97239 - TEL: 503.226.1285 FAX: 503.226.1670 TITLE: or DATE: E'wmL:m,n@uuoinccnm - __ _ _____ . � --_--- _---__'_-_-_-- _ - _- �" ��*��*�_ � ________ - ----- ---''----' | —' --- ---- ��� -- �- /v ---�' --- � --`~----- ''-- ____. ..9.__________ _---_----_ . ' �- '| ixti, 19 r. /Z.1.- In ElliN11 11 III . _1 Nieimiurall 0,0 ifrler, I II 1 I ' Si - \6;0 0 ) frtAi:,. . pi4 ( 5/3 3 i i I 7feW*3 iF ___t tit: V/V- 9C 5 d 7'144; (# .■- 40P 2-r/z /1/ 2104 gar To Av. ird C4T evkfr 4 L ) , -.,L-- .1 ,L- S L . i.- ) 7 i 7- — -f.g% 3/14/C '. ' _--__- III --' _--��� _-- ���� � ' ` ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE I:IUA, INC. ' 15895 SW 72nd Ave. Suite 200 Dsgn Job 9 r: Portland, OR 97224 Project Desc.: PI • 503- 226 -1285 503. 226 -1670 Fax Project Notes Mimed L JUN roto B:1'r404 • I Wood Beam Design -- - - - -- _ - - - - - -- File :e.�ladoedd 0I110044.01 nyar�dwiosmo .eos' - - - g ENERGALC MC. 19892010, Vex 61A3, N t8AB0 Llc. i✓ : KW - 06006865 License Owner : CIDA INC. Description : (e) 4x12 w/ reinforcing .. Material Properties _ Calculations per IBC 2006, CBC 2007, 2005 ND8 Analysis Method : Allowable Stress Design Fb • Tension 1,000.0 ps E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7.05 Fb • Compr 1,000.0 ps Ebend• xx 1,700.0ksi Fc • Pdl 1,500.0 ps Eminbend • xx 620.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 ps Wood Grade : No.1 Fv 180.0 ps Beam Bracing : Beam is Fully Braced against lateral-torsion buckling 675.0 ps Density 32.210pc( D(0.2523) S(0.3867) V t 6 V • 6.50X 11.250 Span a 12.260 ft Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2523, S = 0.3867 Wit, Tributary Width = 1.0 ft DESIGN SUMMARY. - . . _ -. •- Deal • n OK Maximum Bending Stress Ratio = 0.912 1 Maximum Shear Stress Ratio = 0.330: 1 Section used for this span 6.50 X 11.250 Section used for this span 6.50 X 11.250 fb : Actual = 1,049.05psi fv : Actual = 68.24 psi FB : Allowable = 1,150.00psi Fv : Allowable = 207.00 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 6.125ft Location of maximum on span = 11.331 ft Span # where maximum occurs = Span 9 Span 4 where maximum occurs = Span 91 Maximum Deflection Max Downward L +Lr+S Deflection 0.151 In Ratio = 975 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.249 In Ratio = 590 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span 9 M V C d Mactual ib- design Fb -allow Vactual iv-design Fv -allow +D - - - - - - - -- - - - • • Length = 12250 ft 1 0.414 0.150 1.000 4.73 41420 1,000.00 1.31 26.94 180.00 +D+L +H Length = 12250 ft 1 0.414 0.150 1.000 4.73 41420 1,000.00 1.31 26.94 180.00 +D+Lr +H - • Length =12250 ft 1 0.414 0.160 1.000 4.73 41420 1,000.00 1.31 26.94 180.00 +D+S+H Length = 12250 ft 1 0.912 0.330 1.150 11.99 1,049.05 1,150.00 3.33 6824 207.00 +D+0.750L+0.750S+H Length = 12250 ft 1 0.774 0280 1.150 10.17 890.34 1,150.00 2.82 57.92 207.00 Overall Maximum Deflections - Unfactored Loads - Load Combination Span Max. =° Deg Location In Span Load Combination Max. ° +• Deft Location In Span D+L +S 1 02489 6.186 - - -- 0.0000 0.000 CIDA, INC. • 15895 SW 72nd Ave. Suite 200 Title J ob # nr Portland, OR 97224 Project Desc.: 3 • 503. 226.1285 Project Notes : / 503. 226.1670 Fax ' 4 JI!N ?o1o. 0.17AM Steel Column x:°10 ��� - ENERCALC, INC.19 W1% ver. 6.1.03, M16990 Lic. # : KW -06006865 License Owner : CIDA INC. Description : (e) pipe column with new load -' General Information • Code Ref _ 2006 IBC Manual 13th Edition Steel Section Name : Pipe3 Std Overall Column Height 10.0 ft Analysis Method : 2006 IBC & ASCE 7 -05 Top & Bottom Fixity Top & Bottom Pinned • Steel Stress Grade Fy : Steel Yield 35.0 ksi Brace condition for deflection (buckling) along columns : E : Elastic Bending Modulus 29,000.0 ksi X•X (width) axis : Fully braced against buckling along X -X Axis Load Combination : Allowable Stress Y -Y (depth) axis :Fully braced against buckling along Y -Y Axis Applied Loads - -_ - Service loads entered. Load Factors will be applied lorcalculutions_.__ Column sell weight included : 75.80 lbs ' Dead Load Factor AXIAL LOADS .. . Axial Load at 10.0 ft, D = 3.10, S = 4.70 k DESIGN SUMMARY Bending & Shear Check Results - - - - -- - - - - - - - -- - - -- - - - PASS Max. Axial+Bending Stress Ratio = 0.1807 :1 Maximum SERVICE Load Reactions .. Load Combination +D +S +H Top along X -X 0.0 k Location of max.above base 0.0 ft Bottom along X -X 0.0 k At maximum location values are ... Top along Y -Y 0.0 k Pu : Axial 7.876 k Bottom along Y -Y 0.0 k Pn /Omega : Allowable 43.593 k Mu-x : Applied 0.0 k-ft Maximum SERVICE Load Deflections ... Mn•x / Omega : Allowable 3.825 k -ft Along Y -Y 0.0 in at 0.0ft above base Muy : Applied 0.0 k -ft for load combination Mn -y /Omega : Allowable 3.825 k-ft Along X -X 0.0 in at 0.0 ft above base for load combination : PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination Location of max.above base 0.0 ft At maximum location values are ... Vu : Applied 0.0 k Vn / Omega : Allowable 0.0 k Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Status Location Stress Ratio Status Location +D 0.073 PASS 0.00 ft 0.000 PASS 0.00 ft +D +L +H 0.073 PASS 0.00 ft 0.000 PASS 0.00 ft +D +Lr +H 0.073 PASS 0.00 ft 0.000 PASS 0.00 ft +D +S +H 0.181 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750L +0.750S +H 0.154 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750L +0.750S +0.750W +H 0.154 PASS 0.00 ft 0.000 PASS 0.00 ft +D +0.750L +0.750S +0.5250E +H 0.154 PASS 0.00 ft 0.000 PASS 0.00 ft Maximum Reactions • Unfactored - -_ Note: Only non - zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Load Combination 0 Base S Top S Base 0 Top S Only Maximum Deflections for Load Combinations - Unfactored Loads Load Combination _ Max. _ X -X Deflection Distance Max. Y -Y Deflection Distance D Only - 0.0000 In 0.000 ft 0.000 In 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Steel Section Properties : Pipe3 Std CIDA, INC. • Title : Job 4t 15895 SW 72nd Ave. Suite 200 Dsgnr. Portland, OR 97224 Project Desc.: f 1/ 503-226-1285 Project Notes ' 503-226-1670 Fax ( 9 JUN MO. e reAL4 1 . T ------------------------------ ------- --- .----- ------ File: Medeaddi1010044.01 Tigard Allb3 MOMIUCIUMNIejnings06 1 teel Lioiumn ENERCALC, INC. 19834010, Yen 8.1.03, N18990 Lic. 4 : KW License Owner : CIDA INC. Description : (e) pipe column with new load Steel Section Properties : Pipe3 Std .... .. . ._ .. ._ ... . __. . .. _....._ __________. _. ... ._ ._. _ __ .... Depth a 3.500 In I xx 22 2.85 InA4 J c 5.690 inA4 Web Thick c 0.000 In S xx c 1.63 init Flange Width la 3.500 In Ft )oc = 1.170 in ' Flange Thick c 0.216 In Area c 2.080 InA2 I yy . 2.850 inA4 Weight = 7.580 pH S yy c 1.630 WO R yy c 1.170 In 1 Ycg • 0.000 In • . .... . ., . • 1" • • • • i load 1 I • ; • 3.501n ,I oads we Iolal colored value. Mows do nol relied absolulo direction. • ... .... -. • 1 t IJA, INU. ' 15895 SW 72nd Ave. Suite 200 Title Job 8 r: Portland, OR 97224 Project Desc.: fY 503-226-1285 503. 226.1670 Fax Protect Notes _...._._.. ---- _ °-'--• - ----. __- ..__..._- ....___....___ -_ - .._ -___ _. pima. 4 JUN ?CIO. U I1AM 1 Wood Beam Design File: eledoeddr1010014. 01T1gard Auto Bmpbtncturaltarning io6 ENERCALC, INC. 1983 210, Van. 6.1.03, N :18230 Lic. tl : KW- 06006866 License Owner : CIDA INC. Description : new joists Material Properties _ _ _ _ Calculations per IBC 2006, CB_C_200 200__5_N_D_S_ Analysis Method : Allowable Stress Design Fb . Tension 900.0 ps E : Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb • Compr 900.0 ps Ebend- xx 1,600.0ks1 Fc • Prli 1,350.0 ps Eminbend - xx 580.0ksi Wood Species : Douglas Fir • Larch Fc - Perp 625.0 ps Wood Grade : No.2 Fv 180.0 ps Ft 575.0 ps Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral - torsion buckling 1 wow; I sin I) nU, an U,',1 8 + i n1 i • 2x12 Span • 12.0 ft Applied Loads _ -- - Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 •__ . ____ -•-•-- __ -• ___.-- - --• - -- •--- ______- --- -•-• -' - -. - Uniform Load : D = 0.0340 k/ft, Tributary Width =1.0 ft, (dead) Varying Uniform Load : SIS,E) = 0.050- >0.050 k/it, Extent = 0.0 - -» t3.0 ft, Trib Width = 1.0 ft, (Unused) Varying Uniform Load : S(S,E) = 0.0. >0.0340 Wit, Extent = 3.30 • -» 8.0 ft, Trib Width = 1.0 fl, (drift) Point Load : D = 0.0320, S = 0.10 k @ 8.0 ft, (Unused) DESIGN SUMMARY Desi: n OK Maximum Bending Stress Ratio = 0.651: 1 Maximum Shear Stress Ratio = 0.204 : 1 Section used for this span 2x12 Section used for this span 2x12 fb : Actual = 673.87 psi fv : Actual = 42.32 P si FB : Allowable = 1,035.00psi Fv : Allowable = 207.00 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 6.180ft Location of maximum on span = 0.000 ft Span 8 where maximum occurs = Span 8 1 Span 8 where maximum occurs = Span 81 Maximum Deflection Max Downward L +Lr +S Deflection 0.098 in Ratio = 1475 Max Upward L +Lr +S Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.160 in Ratio = 901 Max Upward Total Deflection 0.000 in Ratio'= 0 <180 Maximum Forces & Stresses for Load Combinations _ _ Load Combination Max Stress Ratios Summary of Moment Values _ Summary of Shear Values Segment Length Span 8 M V C d Mactual lb- design Fb -allow Vactual tv- design Fv -allow .45--- - -- - - - -' - - - -- Length = 12.0 ft 1 0286 0.096 1.000 0.68 257.01 900.00 0.19 17.31 180.00 - - +D+L+H Length =12.0 ft 1 0.286 0.096 1.000 0.68 257.01 900.00 0.19 17.31 180.00 +D+Lr +H Length =12.0 ft 1 0.286 0.096 1.000 0.68 257.01 900.00 0.19 17.31 180.00 +D+S+H Length = 12.0 ft 1 0.651 0.204 1.150 1.78 673.87 1,035.00 0.48 42.32 207.00 +D+0.750L+0.750S+H Length = 12.0 ft 1 0.550 0.173 1.150 1.50 569.64 1,035.00 0.40 35.83 207.00 +D+0.750L+0.7505+0.750W+H Length = 12.0 ft 1 0.550 0.173 1.150 1.50 569.64 1,035.00 0.40 35.83 207.00 +D+0.750L+0.750S+0.5250E +H f b -, 4445 SW BARBUR BLVD., SUITE 200 PROJECT NAME: PROJ. No. SHEET PORTLAND, OREGON 97239 TEL: 503.226.1285 FAX: 503.226.1670 TITLE: By: DATE: E-MAIL: Info@c1claInc.com ___ ......_____. f (i 0 ... 4 / - 111 ___ __ • --- ---1— F I 1 i__ K. -._ iz/.5 -e , 5/ - _ _ ii Emi . I 1 _. _ .. 1 __ - 2.4 . ... _._ _ F i4 A- / 2. 11111201 I . I - ----- 11111 I -I- I i I I I I I - 1 1 i:i , I I ] , , _ ___ I 1 1 ._ __... . .. ____ ___ ____ _ _._ --, III • III . . I 1 III III - I . . I _ 'Tr • .. • I li III IIIIIIII.11 . ARCHITECTURE • ENGINEERING • PLANNING • INTERIORS • LANDSCAPE CIDA, INC. Title : Job A " 15895 SW 72nd Ave. Suite 200 Dsgnr. Portland, OR 97224 Project Desc.: ' 503.226.1285 503- 226.1670 Fax Project Notes Punted: D JUN 2010. D.12N.1 A100044 A1ilperdAutoStoOstn .eoe Wood Beam Design R e e: ladoad ENERCALC, MC.19834010. Vet 6.1.03. N18990 Llc. ft : KW - 06006865 License Owner : CIDA INC. Description : (N) beam at storefront Material Properties _ _ _ Calculations per IBC 2006, CBC 2007, 2005 NDS Analysis Method : Allowable Stress Design Fb • Tension 1,000.0 ps E: Modulus of Elasticity Load Combination 2006 IBC & ASCE 7 -05 Fb • Compr 1,000.0 ps Ebend• xx 1 ,700.0ks1 • Fc • Pdl 1,500.0 ps Eminbend • xx 620.0ks1 Wood Species : Douglas Fir • Larch Fc • Perp 625.0 ps Wood Grade : No.1 Fv 180.0 ps Ft 675.0 ps Density 32.210pe} Beam Bracing : Beam is Fully Braced against lateral- torsion buckling 0(0 2125V(0 22151 • 3-2x12 • Span. 12260 ft Applied Loads __ - -` Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2125, S = 0.2215 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY . . - Desi • n OK Maximum Bending Stress Ratio = 0.895 1 Maximum Shear Stress Ratio = 0.323 : 1 Section used for this span 3-2x12 Section used for this span 3 - 2x12 lb : Actual = 1,029.17psi fv : Actual = 66.95 psi FB : Allowable = 1,150.00psi Fv : Allowable = 207.00 psi Load Combination +D +S +H Load Combination +D +S +H Location of maximum on span = 6.125ft Location of maximum on span = 11.331 ft Span # where maximum occurs = Span 111 Span 4 where maximum occurs = Span 1r 1 Maximum Deflection Max Downward L +Lr +S Deflection 0.125 in Ratio = 1179 Max Upward L +Lr +S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.244 in Ratio = 601 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d Mutual Ib•design Fb-allow Vactual Iv-design Fwellow • • Length =12250 ft 1 0.504 0.182 1.000 3.99 503.91 1,000.00 1.11 32.78 180.00 +D+L+H Length = 12250 ft 1 0.504 0.182 1.000 3.99 503.91 1,000.00 1.11 32.78 180.00 +D+Lr+H Length =12250 ft 1 0.504 0.182 1.000 3.99 503.91 1,000.00 1.11 32.78 180.00 +D+S+H Length =12250 ft 1 0.895 0.323 1.150 8.14 1,029.17 1,150.00 2.26 66.95 207.00 +D+0.750L+0.750S+H Length =12250 ft 1 0.781 0.282 1.150 7.10 897.86 1,150.00 1.97 58.41 207.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max Defl Location In Span Load Combination Max. ' +' Defl Location In Span D+L +S - 1 6.186 0.0000 0.000 SNOW DRfEl FOR FLA ROOFS WINDWARD IN ACCORDANCE Wl 2006 IN ACCORDANCE W/ ASCI SEC ION %.7 PROJECT NAME: Tigard Auto Stop PROJECT NO.: 1000443.01 DATE:05.27-10 Ft EMI:NT ID: Windward parapet CI)G P 25.psf 13asic ground snow load P := 25•psf Minimum snow load. I:= 1.0 Importance faclor (labia No. 7-4, p. 91) C := 1.0 Snow exposure factor (Table No. 7-2, p. 90) := 1.0 Snow exposure factor (Table No 7-3, p. 91) ......._ _______ _ . __....... .......... _ _ Densily of Snow: • .13 := 2 .P 8 + 14.0•pcf D = 17.25 pcf ft D:= if(D 30.pcf , ,30.pcf) D = 17.25 pcf Calculated Minimum Root Snow I oad: Pf := 0.7C Pf = 17.5 psf Required Minimum Roof Snow Load: P,. := if (P > Pf P , Pf) P = 25 psf Height of Calculated Minimum Snow Load on Lower Roof or Deck: Pf hb:= hb = I .01 ft t • • • 6/1/2010 • (( CASE III B: DRIFT LOAD FOR PARAPET OR PERIMETER PROJECTiOIJ DRl T #1 (Scc. 7.7.1 and I igura 7 -9) Wb:= 30.ft Maximum horizontal distance from parapet to edge of roof h 3.ft Difference in height between lop of parapet or projection and roof . h, := h, — hb Difference in height between top of parapet or projection and uniform snow ti = 1.986 ft Basic Height of Drift Surcharge: Wb:= if(Wb < 25•ft,25ft, Wb) Wb = 30ft I. 1 3 p • 4 hd: 0.43 { "I' — 1.5•ft hd =1.75ft Reduced Height of Drift Surcharge at race of Parapet: h := 0.75•hd h„ = 1.31 ft Width of Drift in Relation to Minimum Snow I oad, I',. WdI := 4•h Wdl = 7 ft . h _ . d Wd2 := 4• Wd2 = 6.2 ft (hr — hb) Wd3 := if(Wd2 < 81 k, Wd2 Wd3 = 6.2ft Wd := if(h < hc, WdI, Wd3) Wd = 7 ft Maximum Intensity of Snow load at Height Change: P := D•(h + hb) P = 40.14 psf P := D•h P = 51.75 psf P := if(P < Pm2 Pm1 ,Pmt) Pm3 = 40.14 psf P := if(P > P P = 40.14 psf P := if hrh hb > 0.2,P P = 40.14psf b Maximum Surcharge Intensity in Addition to Required Minimum Snow Load, P,: P := P — P P = 15.14 psf Width of Drift in Relation to Required Minimum Snow load, P Pm — Pr Wd := Wd• Wd = 4.7 ft P — Pi' 6/1/2010 1 kil - ,g..do s oLARBAN d) SOLAR CONTROL LOW -E GLASS /OX/ Fabrication and Availability a copy of Immediate and Long -Term Economic Advantages • Solarban 70XL glass is of Specifying Solarbana'7OXL Solar Control Low E- Glass, - available through more *PPG Certified call 1- 888 - PPG -IDEA (774- 4332), call your local PPG than 60 locations of the FABRICATOR° NETWORK Architectural Glass representative or visit PPG Certified Fabricator Network. PPG Certified Fabricators www.ppgideascapes.com. can meet tight construction deadlines and accelerate the delivery of replacement glass before, during and after Additional Resources 0 construction. Solarban 70XL glass, manufactured utilizing Solarban 70XL glass is just one of the ecolog the MSVD sputter - coating process, is available for annealed, Ecological Building Solutions'" from PPG. `""°"a'a'°"" heat strengthened and tempered applications. For more information, or to obtain samples of this product, call 1- 888 - PPG -IDEA, or visit www.ppgideascapes.com. More Information All PPG architectural glass is Cradle to Cradle CertifiedFM PPG has published a paper detailing the results of a comprehensive energy simulation study of Solarban 70XL PPG ldeaScapes" Integrated products, people and services coated glass in 12 major North American cities. To order to inspire your design and color vision. Solarban 70XL Glass Performance -Commercial Insulating Glass Unit Insulating Vision Unit Performance Comparisons 1 -inch (25nun) units with 1/2 -inch (13nun) airspace and two 1/4 -inch (Gmm) lites; interior lite clear unless otherwise noted Transmittance Reflectance U -Value (Imperial) Solar Light to Glass Type Ultra- gig Visible Total Winter Summer European Shading Neat Solar Visible Solar Sl a r u•Value Coefficient Gain ola violet % Enargy Ll t Energy Night- time Coefficient (LSG) SOLARBAN° 70XL Solar Control Low -E Glass ■ SOLARBAN (2)• + Clow 6 r 64 J 25 12 52 0.28 0.26 1.50 0.32 0.27 2.37 . SOLEXIA+ SOLARBAN 70XL (3)• 371. 20 11 13 0.28 0.26 1.50 0.37 0.32 1.74 • ATLANTICA SOLARBAN7oXL (3)' 2 49 17 10 8 0.28 0.26 1.50 0.32 0.28 1.74 . CARIBIA+ SOLARBAN 70XL (3)' 2 49 17 9 8 0.28 0.26 1.50 0.32 0.28 1.75 ■ AZURIA + SOLARBAN 70XL (3)' 4 49 17 10 8 0.28 0.26 1.50 0.33 0.29 1.70 I PACIFICA+ SOLARBAN 70XL (3)' 2 31 12 6 7 0.28 0.26 1.50 0.26 0.22 1.38 . 9 SOLARBLUE + SOLARBAN 70XL (3)• 3 41 16 8 16 0.28 0.26 1.50 0.32 0.27 1.48 - A SOLARBRONZE+ SOLARBAN (3)• 3 38 15 8 20 0.28 0.26 1.50 0.30 0.26 1.48 A SOLARGRAY+ SOLARBAN (3)' 2 32 13 7 15 0.28 0.26 1.50 0.27 0.24 1.34 1 ,_ OPTIGRAY23 +SOLARBAN 70XL(3)' 1 17 7 5 7 0.28 0.26 1.50 0.19 0.16 1.04 GRAYLITE +SOLARBAN 70XL(3)' 1 10 5 5 11 0.28 0.26 1.50 0.16 0.14 0.71 VISTACOOL "' and SOLARCOOL° with SOLARBAN° 70XL Solar Control Low -E (3)' , • VISTACOOL (2) AZUR/A+ Low - 4 38 14 21 12 0.28 0.26 1.50 0.27 0.24 1.59 LI VISTACOOL (2) PACIFICA+ Low - 1 24 9 11 9 0.28 0.26 1.50 0.22 0.19 1.24 J VISTACOOL (2) CARIBIA+ low - 2 38 13 20 11 0.28 0.26 1.50 0.27 0.23 1 65 1 i V/STACOOL (2) SOLARGRAY+ Low - 2 25 10 11 17 0.28 0.26 1.50 0.23 0.20 1.24 • SOLARCOOL (2) SOLEXIA + Low-E 1 22 8 24 16 0.28 0.26 1.50 0.20 0.17 1.28 1 SOLARCOOL (2) CARIBIA+ Low -E 1 19 6 19 10 0.28 0.26 1.50 0.18 0.15 1.27 • SOLARCOOL (2) AZURIA+ Low - 1 19 7 19 10 0.28 0.26 1.50 0.18 0.15 1.27 II SOLARCOOL (2) PACIFICA+ Low - 1 12 4 10 ; 8 0.28 0.26 1.50 0.15 0.13 0.89 ■ SOLARCOOL (2) SOLARBLUE+ Low - 1 16 6 14 16 0.28 0.26 1.50 0.18 0.15 1.03 0 SOLARCOOL (2) SOLARBRONZE + Low - 1 15 6 14 19 0.28 0.26 1.50 0.17 0.15 1.01 ■ SOLARCOOL (2) SOLARGRAY+ Low - 1 13 5 11 15 0.28 0.26 1.50 0.16 0.14 0.89 SOLARCOOL (2) GRAYLITE+ Low - <1 3 1 5 5 0.28 0.26 1.50 0.11 0.09 0.27 •Solarban 70XL for annealed applications is applied to Starphire glass, heat treated applications will require either clear or Starphire glass depending on manufacturing process. All performance data calculated using LBNL Window 5.2 software, except European u- value, which is calculated using WinDat version 3.0.1 software. For detailed information on the methodologies used to calculate the aesthetic and performance values in this table, please visit www.ppgideascapes.com or request our Architectural Glass Catalog ©2010 PPG Industries, Inc. All rights reserved Attendee, Muria, Azurlite, Caribla, Graylile, ldeaScapes, Oceans of Color, Optlgray, Pacifica, Solarban, Solarblue, Solarbronze, Solarcool, / , _., a Solargray, Solexia, Starphire, Sungate, Vistacool, PPG, the PPG logo and the PPG Certified Fabricator Network logo are trademarks and EcoLoglcal Building Solutions Is a service mark • - owned by PPG Industries, Inc. Cradle to Cradle Is a certification mark for MBDC. ct,h,.. Printed in U.S.A. __. aad}atoaadle t2 lie _ ape .. 7097 2/10 20M IISEEMIWI Glass • Coatings • Paint PPG Industries, Inc. Glass Business & Discovery Center 400 Guys Run Road Cheswick, PA 15024 1 -888- PPG -IDEA www.ppgideascapes.coln ,_ _ . C \ SOLAR BAf\! ��� // // � \ SOLAR CONTROL LOW -E GLASS r��, y J (� _(�� ��j /.L Glass • Coatings • Paint i Aesthetic Description Solanban glass is a revolutionary new Solar Control . ;1 : : , , Low -E glass that brilliantly combines the clear appearance , of transparent, color - neutral glass with an unprecedented "' combination of solar control and visible light transmittance. With the introduction of Solarban 70XL Magnetic Sputter Vacuum Deposition (MSVD) coated glass, PPG has expanded ci the universe of design possibilities in two important ways. First, this product allows architects to incorporate vast I areas of vision glass into a building's design without a 1; requisite expansion of its cooling capabilities. Second, _ architects can now specify a clear aesthetic while achieving • solar control performance that was previously attainable only through the use of tinted glass and a Solar Control �4 1 , . r' ' ` ' , Low -E coating in an insulating glass unit. - - - ,. , 1 i I G r I l Performance Options - 1 �.. 4� ; ^. When cou with conventional clear glass in a one -inch V - r insulating glass unit, Solarban 70XL surpasses, by far, the ! , h I I performance of any other Solar Control Low -E glass on the k �"" ;, 7 --: market today. ; ,_ • Solar Heat Gain Coefficient (SHGC): 0.27 �--� - • Visible Light Transmittance (VLT): 64% - -J ,z, „,,,.. � ,..... ----- .. • Light to Solar Gain (LSG) ratio: 2.37 . . .r" T �;.' , - . 1-== For architects who desire a tinted glass aesthetic and The Col legerf Business Administration at California State University's San - For Marcos campus features Solarban 70XL glass, a revolutionary Solar Control in enhanced solar control, Solarban tinted glass an insulating glass unit with any tinted gl ass glass can a ss from PPG, be combined Lon' -F coated glass that offers an unprecedented combination rf risible lieht transmittance and solar control characteristics inn clear, color- nestralglass. including the four tints from the Oceans of Color8tollection Architect•. A.C. Martin Partners, Los Angeles - of ocean inspired tinted glasses, as well as any PPG Glass Fabricdtor :OldcastleGlass performance or high - performance earth -toned tint. Glazing Contractor: Division 8, Inc. CSUSM photo by George C.agnla Lower Upfront Equipment Costs. Long -Term Energy Savings. Eight -Story Office Building, Window Wall While architects will appreciate Solarban 70XL sputter City Annual Operating Annual Total HVAC Equipment Immediate 1st Year Expenses glass for its aesthetic qualities, their clients and Expen Savings Cost Egulpn,ent Savings building owners will truly value the energy- related cost Savings savings it provides. According to a recent study by an 6660 6B70XL 81360 $B704L Atlanta _ $822,492 $588,400 536,092 $1.287,770 $1,146,495 $121,276 $157,367 independent energy and environmental research firm, Boston $764,793 $729,696 $35,097 $1,251,705 51,136,450 5115,255 5150,352 Solarban 70XL glass has the potential to reduce annual Chicago $370,681 $352,779 $17,902 61,262,297 $1,137,731 $114,566 $132,468 energy costs by 5 percent or more in comparison with Denver $397,799 $375,521 $22,278 $1,292,788 $1,168,451 5124,337 5146,615 leading Solar Control Low -E coated glasses. Houston 5761,534 $718,618 $42,916 $1,253,879 $1,140,825 $113,054 $155,970 Los Angeles $623,649 $582,454 $41,195 $1,263,556 S1,144,014 5119,542 5160,737 The greatest benefit of specifying this glass may be Mexico City 5707,060 $668,434 $38,626 $1,278,536 $1,154,118 $124,421 $163,047 realized before the building is even occupied. Thanks to Ottawa $431,308 $412,595 $18,713 $1 ,247,552 $1,133,985 $113,897 $132,610 Philadelphia $378,447 $36$,426 513,022 $1,249,329 s,,,32 5116,694 $,29.7,6 the unequalled solar control characteristics of Solarban 70XL g lass ' architects cans specify smaller HVAC systems Phoenix 5394,492 $374,898 $19,594 $1,256,077 $1,140,972 $115,105 $134,699 $310,660 $294,417 $16,243 S1,274,889 $1,166,292 $118,597 $134,840 for buildings glazed with this product, stems uct, potentially reducing gem. _ S99472 $284,629 $14,843 $1,237,406 $1,125,334 $112,074 $126,917 the associated upfront capital investment by as much as Total Glass Area: 56,640 ft' $124,000. The chart above is taken from a study conducted by an independent energy As a result, architects and building owners who specify and environmental research firm. It shows that Solarban 70XLglnsscan Solarban 70XL glass instead of other Solar Control Low -E dramatically reduce costs for cooling equipment while generating significant coated glass products may have their investment repaid in savings on annual cooling costs when compared with other indus try- leading a matter of months. b gh- perf,rmanceglasses such as Solarban 60 Solar Control Lon' -E Glass.