Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Plans
aov9- 57 VLMKCONSULTING 503.222.4453 ENGINEERS 503.248.9263 vlmk @vlmk.com 3933 SW Kelly Avenue . Portland • OR . 97239-4393 www.vlmk.com RECEIVED STRUCTURAL CALCULATIONS APR 2 4 2014 for CITY OF G BUILDING DIVISION BRIDGEPORT VILLAGE PIZZASMITH TI 7329 SW Bridgeport Road, Suite R-103 Tigard, OR 97224 for Soderstrom Architects, LTD. 1200 NW Naito Parkway, Suite 410 Portland, OR 97209 I � '�' f IREGaN >' 23 4) , [EXPIRES:6-30-20/S Prepared By: Stephen Stenberg, E.I.T. VLMK Job Number: 20140074 March 18, 2014 'Structural Engineering•Civil Engineering•lndustrial Engineering•Planning•Studies/Evaluations•Entitlement VLMK Consulting Engineers. Inc. Y Structural Calculations DC-1 Bridgeport Village - Pizzasmith TI Bridgeport Village Pizzasmith TI 7329 SW Bridgeport Road, Suite R-103 Tigard, OR 97224 VLMK JOB NO. 20140074 STRUCTURAL CALCULATIONS FOR BUILDING PERMIT TABLE OF CONTENTS Design Outline and Criteria DC-1 thru DC-2 Structural Calculations C-1 thru C-14 DESCRIPTION OF STRUCTURAL SYSTEM The'Bridgeport Village - Pizzasmith TI' project consists of the addition of several interior bearing walls which support new ceiling framing, (1) new water heater, (1) new canopy, and (2) new architectural elements to be supported from the structure above. This package includes structural calculations verifying the adequacy of the existing structure. ***LIMITATIONS*** VLMK Consulting Engineers was retained in a limited capacity for this project. The design is based upon information provided by the client, who is solely responsible for the accuracy of the information. No responsibility and/or liability is assumed by, nor is any to be assigned to, VLMK Consulting Engineers for items beyond that shown in this Structural Calculation Package. File:GAAcad2014120140074 03 Calculations120140074-DC.docx Page 1 Printed:March 18,2014 Structural Calculations DC-2 Bridgeport Village — Pizzasmith TI DESIGN CRITERIA CODES: 2010 Oregon Structural Specialty Code (Based on the 2009 International Building Code) DESIGN LOADS: Live Loads: • Roof Snow Load Flat Roof Snow Load, Pf 25.0 psf Snow Exposure Factor, Ce 1.0 Snow Load Importance Factor, Is 1.0 Thermal Factor, Ct 1.0 Snow Drift As Required Dead Loads: Roof (Canopy) Total Roof Load 10.0 psf Wall Weights Stud Partition Walls 10.0 psf Wind: Basic Wind Speed (3-second gust) 95 mph Wind Importance Factor, Iw I„, = 1.0 Occupancy Category II Wind Exposure B Seismic: Seismic Importance Factor 1.0 Occupancy Category II Mapped Spectral Response Accelerations Ss = 93.0% S1 = 33.5% Site Class D Spectral Response Coefficients Sds = 69.9% Shc = 38.6% Seismic Design Category D Component Anchorage Factors ao RD ID Typical Architectural Elements 1.0 2.5 1.0 File:G:Wcad2014120140074103 Calculations120140074-DC.docz Page 2 Primed:March 18,2014 CONSULTING °b ' P - �zzA 5,4.-t--)•44 Tr _ V ir4mic,.. ENGINEERS client So'J ,--t Job No.2OI`1o°'Y By CMS 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 Q Date__0 3 jtv Sheet No. C-i w 700•100M VMa.I¢R1wiW.M•.A.a M..• -n..n c..s.p A>..;-r.•inavc aimIIP.t6.l~s.•...:f..\iip-4ri•ner.,.::71,179+iii4FAIstra, iNMwa114M41YMMt41141/0010r urt,. .1 I • ' -__ i-- *e I` £)J Ft2?Az +C i i • t t - 1 • • t. ', I • _.I - J 1 : 1 I 1 .; I 1 3 1 F .._ i -j 1�� I-_• ,.-.. __ -1..4... t- • .1- 4. 1 4. { I _ I i ' i I 1 .1 : { j- f i • ' 1 /1//i/ Y/l/////� • 1 i _ �--�-E !! ! �e_1 1 - 1 i- 1 1 • 1 : . . 1 I/' / , _ 1 L--,-.-_ _ - 1 .I i i - i i 1. ._-.r.._,-. i..I .l I i. } _ ■ , 1 1 , I I { i • a "/V JR1' i I t_.1 ' _.tt• 11 I - - i I i L _.. '_ V5� (iQ� !6Z- 33 Vin :.. �- s_I I F _. . � 1 1 I a _. _: !-._ ._! ;. j pL ILL --i, i i• J\ i i , I lei I , '�, I. r 1 I _I I 1• - !lM r3e L� et/mil-0.2,1 — : I f I I . t I I 1 t + 1 1 I ij . 11 i f ! i r- . - 't-1--"---4-', ---?. i __ -_ , -r _i-i- - -• jjj t-1 - :-4- } t'r' -r-+ , . , � 1 t i t I... - t , _ 1 ! i t. -._ 1 . .1_ ., ' 1 t t -"f--1 'r 1 i 1 1 i : I • . , .j I I ._ '. 1- �._I_r..i.. .__.J.' I s ._. _ _}-_1+-'_•'i• ' l L : f. I I I 1_ ._-•-. I .-L..._ ;q F - -�OFCT+a'I2• -!_111>01� T_ '''-'1-1.• i ! I i ; t ff--•1.--r-_r 1 •._f f�t-•.•,-- : - -t- } 1 1 1 i - 1 I �4 ---'�_ r - - •�. 4_.1..�.+_L. L -Y" I- _ j f I �. I a .. . --1- '--'1 '+' j 1 1 f - - ( I 1 ' i i I 1- 1' 1' 4 i.- i. 1 1. 1 •I _, .{ l 1 I -4- 1 1 1 4 1 i ; -t- i-.L 1✓.4...6 _I l .1. I. ! . .r 4 L I 1 . .- _I_ I - 1 -. . I I i_. .._. __.__ • t 1,_1 , • ' , I 1 1 I I {� 1 t-----_TT�� 1 _... _... .- I I - - 1... _1. _ .j. ._ 1 ..y.. pp 1 4 • i � I - i {- i--i----• ii t, . i I I ; ' . i `_ t . {•.!. / t/-)3 _ b) Pc.F t-L) ._ _L.. y ' 1 C I -...---.-_ri-."-'1---1}-i- +---"--r•-f--. -.- 1 , . - 1 f .- - -".� - - I j i i } ; I , t -4- 4F�/41.1 ti /O(5- (id,) - /00 Pty Ca` j_.. i 11.•- . i .._--i.-.- ,_a-. .-1.. ,-. _,.. l s. .,- . i_. ._.- _ _ I till ._ .. L.:..-t.-I. i.i t .I. I { 1 •-_'_--1-!---4-----1---7-1-i H_ t I • _ j 'j ; j"i - -i - v3� boo6+3>>!33 fSOxEQ Nn12 _ ^- �� �- �-T-T-'- 1 ... .. __ '- - - -7:71-747t-7.77, --' ' i - - 1 - .. - i } i ; -' . t—. 1 .-..F.._.+_._.-.�..i.4 I 1- te_—I--�- --,----i-1 1--.1---,-.1- :, . .- 1 .`... , I.i I i i I. 1 a• I i I - I - j t - ,.. F y 1_ _ •_! -: j••• ._ y .I...--4-_.)- 6 --- -,..1-�- _ 1 ....;_.L.....1.-;-.4--r- f - i - - L.'.-,-- t. -1--�_ t L 1 1-f_I! 1 t_--r-'-_;.;•_I 1 '1- 1, �" 'i{`I I ! If I _ I. . --'--I- , t �r1-i.._ i T -5. 4 J/. i --�i - ----4-4,-1- - t 1-r-� --}i-- i.. I 1 V t +- : i I I I } 1 i , ■i i• F L 1 1 111_.....- -1 , I -r �_.t_- ,- ' • a } •-' r : -j-�1 L-1- 1- 1--t--,-i it +_ _ J- I ..- -+_i+•Qi, • I _I I -'- -1'-�_"f i .- 4 1 i 1 ! j_I f 1 I '1F i T + t- • 1 1 '1' r - _ i 1 1+ i ' .i-1 r-r-/-+-..__.•1._" _ i. _ ,__+. f -- ± i : —j' 005137 'a3 1 -,7/6,,--0� f si . ._ 1 �.._, _1 is4 i F -4s ._5 I ; - i r-y f- '--I • ` i l f • i--1-!. Sir c I T- p i ' • y 1 t' ,- i i : r 1 ' 1 t ! r '.-1' • - ---L-.- - "--� 4 a �._%;---.../G-1 o `i 11 ;_I , _ _ f_7_ I +--F i 1.. _r. _.. .-L - ----I---i-- -a'--- I.- . 4 ik- f . f -7,77-- 110..._.__.1 _. I 1 i I----I--a { ---- r ._-._, 1 e .-,_._. i , 1 . I i ' , , i ..-, , -_ -1 r ' 1 - t `� r°r-._ t_..w-'-.4- Jr •, 1--;---i--- _-.. ! Y • .. I- - 1111_„>_ •ra+11.444?.I..a:WAG. ANWIMParw'wf� Y.il0111 1.11. -40.4 61.16 li,a•>11.401 1.1r�,wrlw�iurai0.1 r.•�•.4.. .-allv.rratr . 1 -2 I1 1I111 ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 3/17/2014 SECTION DESIGNATION: 6005162-43 [33] Single v Input Properties: Web Height= 6.000 in Design Thickness = 0.0451 in Top Flange = 1.625 in Inside Corner Radius= 0.0712 in Bottom Flange = 1.625 in Yield Point, Fy= 33.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 36.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Ceiling Solver Design Data -Simple Span Joist Span 6.75 ft Deflection Limit L/240 Joist Spacing 16.0 in Dead Load = 10.0 psf'' DL Multiplied by 1.00 for Strength Checks Live Load = 125.0 psf✓ LL Multiplied by 1.00 for Strength Checks Check Flexure Flexural Bracing: Full Mmax= 1025 Ft-Lb <= Ma = 1390 Ft-Lb & Ma(distortional) = 1205 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/240 Maximum Deflection = 0.123 in Deflection Ratio= L/658 Check Shear Vmax= 608 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1416 lb >= Vmax Check Web Crippling Rmax= 608 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 259 lb < Rmax, STIFFENERS REQUIRED 441111401° ClarkWestern Building Systems 1 ‘-.3 1 CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 3/18/2014 SECTION DESIGNATION: 600S137-33 [33] (2) Boxed Input Properties: Web Height= 6.000 in Design Thickness= 0.0346 in Top Flange = 1.375 in Inside Corner Radius= 0.0765 in Bottom Flange = 1.375 in Yield Point, Fy = 33.0 ksi Stiffening Lip= 0.375 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data-Simple Span Header/Beam Span 3.50 ft ✓ Deflection Limit L/240 ✓ Dead Load = 113.0 lb/ft DL Multiplied by 1.00 for Strength Checks Live Load = 167.0 lb/ft ✓ LL Multiplied by 1.00 for Strength Checks Check Flexure Input Flexural Bracing: None Cb = 1.14 lyy (Box) = 0.866 inA4 J (Box) =2.092 inA4 Lu = 907.3 in Mmax=429 Ft-Lb <= Ma= 1497 Ft-Lb ✓ Check Deflection Deflection Limit: L/240 ✓ Maximum Deflection = 0.010 in Deflection Ratio = L/4078 Check Shear Vmax=490 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 1276 lb >=Vmax Check Web Crippling Rmax=490 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member - End Bearing Length = 1.00 in Ra = 306 lb < Rmax, STIFFENERS REQUIRED '� [ c-4 1 ) 111/111111 ClarkWestern Building Systems CW Tech Support: (888)437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 3/18/2014 SECTION DESIGNATION: 6005137-33 [33] Single - Input Properties: Web Height= 6.000 in'.-- Design Thickness = 0.0346 in Top Flange = 1.375 in Inside Corner Radius= 0.0765 in Bottom Flange= 1.375 in Yield Point, Fy = 33.0 ksi Stiffening Lip = 0.375 in Fy With Cold-Work, Fya = 33.0 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Wall Solver Design Data -Simple Span Wall Height 17.00 ft Deflection Limit L/240 Lateral Pressure 5.00 psf Axial Load 0 lb Stud Spacing 16.0 in Check Flexure Load Multiplier for Flexural Strength = 1.00 Input Flexural Bracing: Mid-Pt ✓ Cb = 1.30 Me = 589 Ft-Lb My = 1450 Ft-Lb Me <= 0.56 My Mc= 589 Ft-Lb Sc/Sf= 0.98 Mmax= 241 Ft-Lb <= Ma = 346 Ft-Lb Check Deflection Deflection Limit: L/240 Load Multiplier for Deflection = 1.00 ✓ Maximum Deflection = 0.273 in Deflection Ratio = L/747 Check Shear Vmax= 57 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 638 lb >=Vmax Check Web Crippling Rmax= 57 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 153 lb >= Rmax, stiffeners not required CONSULTING UP - ZrAS � T= VLMI‘._ E N G I N E E R S Job Client �D1' I4)" Job No.<C/roo)y By 5A.43 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 P 503.222.4453 503.248.9263 Q • Date Q 3/1 I' sheet No. L-S •v.uws ".AaSA! 4,444+ele 44,44-r1111.4GA'M* .Vp-gp9 .0, .{WF,.rxlt,IMW7'S 11-MYall IP IT 11'1R>r x.*9x41n,°L'111A?4V-JN:Ul4,Y.ir.virt.q NII*16...VRI."..fP 651P'M31`.+•46MQs116 `p6a9M%a•1 .%n• , i •. ._ _;__--i.__. i __•T '-I fL1`ZIt1 c-t ) AL 5YE, Erf' ��� Cr' ' T T -!--4- .t I , , 1 1 1 - ' , • + t • I ! 1 1 ■ I , i • , I • 1 1- 'QQ y�yy t + 1 • 1 I , • i 1 I I ....�_. i ._ I i ' 1 ! 1 1 1 ! r'-\ANY-ANY-AT-Ai— f-oAO`� i 24 -•t_ • l-w • -I----_.__,_ r I .i i. J. L 1 , Fl —L._:_.1.:-5 ((s) 3 xlo „i 13- L +-- --- 4 .�+(1---'stt - __1._ Lor ' 3 - 1 I -- t .-.. ...T - -,..__}--..1._.. ,_ -.._ (31r 1stA,,. -,--?--4-- -t-- --J • i .. 1 1 ' I i i 4 ! 1 . i 1 1 4 . 1 f I.— I' 1 : t . t I _-.. .---1-.-_+•.i_4_..},.._.-.11 + .—i—_L•_.�j.—h-�._- _.._.. i._ Al...... . .._1. {-1 4— {_._.L-.1��_ ' 1 a._--1-4--:. ......4.. -1- b { I 15 I - I i I - I i ! 1 • 1 5 I !� I-r _ 1 _ i _j r_ f } i 1 ,. --i- --- 4 / i } ,. 1 .� I 1 i / �V 1 z� i I y y .,--- -'i - --•t _._i + _ - pit j 1pRcAL Aeo tijo I S DI IIC _S26, f 3 • r - a . a I i I ' 1 , I • 1 • . . 1 I is ; ! , 1 M 1 . 1 I II, —._ � + t -I--- a 1 I c : , 1, . I r :, vi- . . , r . 7 "1; r-77- • . I- '' no=EN „ , , : , „•• ••••••••,_4_,__•,__ , ..• ••••7 •1 i N4liit.,T,414.,;-;-/-CiPe41:4 I -I' I--I::- I- • 4 . i i - .' .# . ; • t • • i 1 1 , 1 , , . ! . . . . A , , ,• • • • , , _ ,. _• , k i L 1 1 I I t I421 . Iy^, 4"I- I X� 1. t I I rO . . I t d • __;-._.._ --...._l . 1_.4_.I_..1._:_ i L. J._.-_ _i .x...L .__..._ . _- 1 _._.i. ; i } _.._L.1 . 1.. _ _ -_i....;,... _. I-I L. I 4 ' ' i . 1 , I I ; I 1 , 1 1 jj� L 1 t i^I { ! i I I I I I : . 4 I ' ; i '1 11 I 1 I i i 1 - i T }7-ii t t i i i i I t I 1 �.. . _.1 ,--1 S. -'t } .1-- ` - +--� •—- } f•--}-+'- •}"-r- -- .4-.._._,1, J -1--l•---l-` --4,--•,-....4.....1—._-{...• f I • I t 1 1 1 1 I I t I i t 1 • �! ! i ` !1 r j ! ! 4 - .i 1 i 1 I I . it 1 I t ! .! 1 I 1 ! 1 1 1 1 1 i • 1 , • I ! i f , I .. •i I ! 1 1 i ' i • I • j I I I , •1 e 1. - .� . 1 I . , 1 ! i i . 1 I 1 1 1 , , 1 I .1: T .,__r i7�/ ' L. yA. , 1 • ! , f i 1 i , 1 • j•a 1 I i ,• i 1• ! i ! I I 1 i , I - }-'- -1 , ■ _ 1. 1 .-_i3'i- ,ci /- tM 1�1-ji'*fo ;741-'5' 1 : 1 -i 1 t - . , _.I- ..4 -•- - +- --. i_, _ 1 _, .. . . _. . I I . - a i. + .1- t- 1_1_: _} _ -.aT f.i _ .• . t _i , I 1 i i I 11 I I ' I I .i i + I • .1 4..L 1 . 14 -� --1--- t--_____1 i-- - , .r t r i ! i r 1. 1 * T t Y -t-i , T-#- _ .t_ _} .f..i B• I------!<- , -- t - 1 1 i _ r–- {- --t 1 •—'r ;—j I--1— -I- -• S.Y: 4ia'4Y ,•wi4ys>lw.pf a ll••R.•1••+ll 1•. ' ' - .•. .'• ,J-- .1...>itb....>: V L M K CONSULTING P 503.222.4453 Job BP - Pizzasmith E N G I N E E R S F 503.248.9263 Job No. 20140074 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 E vlmk @vlmk.com Date 03/14 W www.vlmk.com Sheet No. C - L Seismic Design Force for Nonstructural Components - 3x10 Support System Based on the 2009 International Building Code and ASCE 7-05, Chapter 13 Seismic Design Force Coefficient 0.4a S DS W Fp = p p + 2 = 0.336 *WP Sos =9.:3iDa,.. \ a P = t..(Rigid Components, High Fp >_ 0.3SDSIpWp = 0.210 *Wp Rp = - Deformability Elements) (z/h) = "t1 ) (Roof Supported) Fp = 0.336 *W, (Ultimate) Fp„ = 0.140 *W, (Ultimate) Seismic Design Forces Component Weight = 600 lbs Seismic Component Design Force, Fp = 201 lbs Seismic Component Vertical Force, Fp„ = 84 lbs (±) Lateral Support # of tension wires = ',alve . r,„'each primary direction Fp/ Brace 101 lbs Tbrace= Fp * Sqrt(2) = 142 lbs (braces at 45°) USE 1/16" DIAMETER 7x7 AIRCRAFT CABLE, Tallow =160lbs Seismic Forces at Roof Support of Lateral Brace P = 0.7*FP = 70 lbs (ASD) Vertical Support Pmax= Wp + 0.7*FP„ = 659 lbs (ASD) # of Hangers =NEW Pmax/ Hanger 165 lbs USE 1/2" DIA THREADED ROD AT EACH CORNER 3 &{Lr -J LLA(rF - Ps'z2;4 - P V L M K CONSULTING E N G I N E E R S Job c,ient s°cirri s'z°"i Job No.20/Y0o7't/ By SM5 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 • © 503.222.4453 503.248.9263 II Date 0 3/./Y Sheet No. e- ' c.,,,,,,,,#.161.44 ,4 41•.,F..16++m440.+aw.n,...+, ,,.,«. Yt!• Mt!1A`rMMM 9•it-4..u:SWP.MiM'rIM....IrwR.....: ,,,s,,re.x,,,.,.rga.r:+e .N•w'ae:11/4 ..,-.,._,�• wsmrar�..tw* . •Ii' 4,4#.100,y OESt(�I� • l , I i I 1 +' ---! - t 1 - - -I 1 d I t l - r 1 i 1 -i I J 1 � IOI I ! i' 1 i { y _. T (_ -'1- Y - .. _ .i I r _ ._. .....T +- .'a-- i-- i Y-_.i - ....i_• . . I , , I i . i t s . i { i .i i. h +-_ -i.f t-'-_ J 1• r. i. k }.1• .I .J. I. '_.- .. -_ .1 t : i - I t. i-�.1.i � , _:---i-..+_I. - i T _ - - '•i t li�W= ----4.-4-; -+-+-.,--+.-_• i T `1 1 I 411;~ ! ---`--+-;- ..1..__r_ • I' i w7 , +— ,__ 1. . , 1 _ -I-_a • _ _ , _ ,_. I __y --1 __•• 7 {t+s s 1Y 1. '-. 1 •t- t r +F 1 I It L 1 _ i 1 _ _ ._ t I J _ t_ r +. _._ . t r 1--:. -r f- 1 r i L ..,-.,. i 7ii*-�-t, Y 4 ,. _ a, I• y , ; : ; ' ' - ' - ---.:'t.- to __+ I , �//v/////fir/�/ Wq I� f►�j :� 3,31 �, 1,f1'pr• , I i i1 1 , t hh , a I`�. � T + t - J � / i t t . .-_. t �1- t �__,_. �. � ! '"L. .... �7 ' .1 �'f/L. '.„1..7Tpf'(r' ..__! i .1........ __�— ' -•r „4_,...r_____,...:_, . - '- 1 1-- t----1-- 4_'' - r . -;-1-.--4-t.. - r-'r-r --- s ` • 1,- r -.-> ;+--, -' - •C . i #i } i t i • t i • j i ! —�- - _ ._} r._: .•_1.: -ii- t -,-- l �i_ "!' ' 7a de �6°26)64-,.5 l I �. A = 1 •-,-1-. .1._.,. .,,..l ' t , t ---t-r 1 � � - ,.. ..E _• ;.i * ..._ t__-..r- I _ - - - .- , - -- ...-. .- , --- a I I �+ I e I 1 YDV7 y I 1 1 I , I i t` i .w.. r I } ' s _._ 1 I � � I 1 !- r t•'.t- ; i.+---:-.�. I c. I i 1 , I -i_o- -i t I , ,_ ( { V .i. .i .. I I , , r_ h----,-±-1,- i 1. r 4 • , �_r 4 i 1 1 4. 1 1 l. ,. I I i ' • I. 1 I _,, i I 4 J r , t 1_, r I + r r' I I•,,_ i-- - i_ :__,_4_.._...1...__; 1 .1 ---4--11--+---1 i. I..! l,--4--i---4.-4i.-1.- i _i L I i } j r 1 1 ;_,. t..{. i 1:- I 1-i ..__..:_ _ i h -.. I._t. ....h._.}.4..1.. _ i .J -i-.1 ' --4-_t_..*,,...+. i_..• ' ',_-+ .�-^-i--�' I 1 � f � i r I. + +---.—_ i..._i._,. ' ' t i i..- . -1- i •- ; 1 ..-r .. 1-- -R ( I I ,_ .G._. a 1 + ii t t• I r •h ,......t.._.. I i_ L i-1. . i 1 I.. : + ; i. _. . ,. _ i_}_ .1 i i_ i -t-1.-. . F ! • I ! , ,,._; -.. 1_L_! ..- ;_:_..,....L __ _. . _a--•.-.,...1 _. I. 1- -L'-t I i- G-•I 1- ;-4 -+- i i. r.. S I i 1 •r 1 r r E• I � _. _ y. I • I. I '. a -, 1_ II 1 ...I j' `---!-I..' i -i ,,1. _ •.. 4 {- f }.� i_ I_ ik u-^4.`....ik ovria.wte ^twit•wnr -m•y+austaw.‘,..ai iarn .acrft.itF. .raver..w.S.rar.worts.IM+WwIttweowJK„atsw L.46s +,ia m.m. IG- S 1 ClarkWestern Building Systems 1I CW Tech Support: (888) 437-3244 clarkwestern.com 2007 North American Specification ASD DATE: 3/18/2014 SECTION DESIGNATION: 600S162-54 [50] (2) Boxed Input Properties: Web Height= 6.000 in Design Thickness = 0.0566 in Top Flange= 1.625 in Inside Corner Radius= 0.0849 in Bottom Flange = 1.625 in Yield Point, Fy = 50.0 ksi Stiffening Lip = 0.500 in Fy With Cold-Work, Fya = 55.3 ksi Punchout Width = 1.500 in Punchout Length = 4.000 in Header/Beam Solver Design Data -Simple Span Header/Beam Span 15.50 ft Deflection Limit L/240 Dead Load = 18.0 lb/ft DL Multiplied by 1.00 for Strength Checks Live Load = 81.0 lb/ft LL Multiplied by 1.00 for Strength Checks Check Flexure Flexural Bracing: Full Mmax=2973 Ft-Lb <= Ma = 5054 Ft-Lb & Ma(distortional) =5054 Ft-Lb K-phi for Distortional Buckling = 0 lb*in/in Check Deflection Deflection Limit: L/240 '� Maximum Deflection = 0.762 in Deflection Ratio= L/244 Check Shear Vmax= 767 lb (Including Flexural Load Multiplier) Shear capacity not reduced for punchouts near ends of member Va = 5646 lb >= Vmax Check Web Crippling Rmax= 767 lb (Including Flexural Load Multiplier) Web Crippling capacity not reduced for punchouts near ends of member End Bearing Length = 1.00 in Ra = 1198 lb >= Rmax, stiffeners not required Y • Z X • /3 -.028k/ft • -.055k/ft 111• , ;N6 -.055k/ft I fff�� ffoff it"N9 f rfff 10 Loads:BLC 1,DL Results for LC 1,DL+SL VLMK ISK- 1 SMS Bridgeport Village - Pizzasmith TI I Mar 18, 2014 at 9:40 AM 20140074 Dead Load I Canopy Design.r3d 4-10 if z xi 1N3 / . / / / -.138k/ft -.096. Off . '--,,.275k/ft ' f ' / '';' N6 i � -. 91 k/fto -.275k/ft 491 k/ft fi,v \--.. - 3k//ft ` of N9 - 014 N10 Loads:BLC 2,SL Results for LC 1,DL+SL VLMK SK-2 SMS I Bridgeport Village - Pizzasmith TI I Mar 18, 2014 at 9:41 AM i j 20140074 i Snow Load (w/Drift) ; Canopy Design.r3d G — It. Axi -.5 0.8 0.5 /° .„- 0.9 e.l.,,,f 5;. q y' . mss-. er #p-f.�. � 0.5 1. � , - - ;AR 0.0 VLMK SK-3 SMS Bridgeport Village-Pizzasmith TI Mar 18, 2014 at 9:39 AM 20140074_____ I Canopy Reactions _ Canopy Design.r3d e.-r2 IiIRISA Company : VLMK Mar 18,2014 Designer : SMS Job Number : 20140074 Checked By:KMK r E c e N a C 0 s 1 E $ Model Name : Bridgeport Village-Pizzasmith TI Hot Rolled Steel Properties Label E jksi] G ksi Nu Therm(11E...Density[k/ft... Yield[ksi] Ry Fufksi] Rt 1 A36 Gr 36 29000 11154 .3 .65 .49 36 I 1.5 58 I 1.2 1 2 ,; ,A572 Gr.50 1'-"' 9000- 11154 i .3 .65 -49 50.. .r1 '1:11 - 65 I ' 1.1 3 , A992 29000 11154 .3 .65 I .49 50 1.1 65 I 1.1 - - 4 A500 Gr.42, ..( 29000 11154 .3 1, .65 . _49 42 1.4 58 I 1.3: 5 _ A500 Gr.46 29000 11154 .3 .65 .49 , 46 1.4 58 1.3 Cold Formed Steel Properties Label E[ksj G[ksi] Nu Therm(N1E5 F) Densityjk!ft^31_ Yieldjksij Fu[ksi] 1 A570 Gr.33 29500 11346 .3 .65 .49 33 I 52 "` :; A6 7 G " r:55..._. .,. 4,29500-10'l #.I W • '€'1'' t` 65` 111 t .? .l°i.° r KIV i...4. 70 . _ Load Combinations Description Sol...PD...SR...BLC Fact...BLC Fact... BLC Fact...BLC Fact... BLC Fact... BLC Fa t...BLC Fact..BLC Fact.._. 1 DL + SL Yes Y DLI 1 SL 1 I �I _2 • DL+ WL: ',YesI Y t D L 1 WLY 1 1 I - 1 1 , Member AISC 14th(360-10):ASD Steel Code Checks ,LC Member Shape UC Max _ LocfftiShear..Loc_jft]...PnGo..,Pnt(o...Mnyy/,.Mnzz/...Cb Egra_ 1 1 M1 1 L3x2x3 .380 1.7141 .03§1- 039 10 Iv 11.52 19768 .426 1.21611.1.41Q-1 2 • 1 1 M2 INSS6x2_ ... .. ._: °373' 5.5861;'.033 0 y 130.178'48:754 2:538.7f322 1-[«:41=lb 3 1 M4 1"round I .197 I 0 .001 0 1.206 16.931 .282 .282 1 'H1-lb 'i'4 1 I• M5• 11"round ,ft•!'- -191 16.5191 .001 0 11.206116.931', .282 .282 11.6.-H1-16 5 1 M6 HSS6x2 .399 5.586; .0037 0 y';30.178'48.754!,2.53817.32211 0..,H1-1b s` 6 1 :' M7 HSS6x2 1 ' .019 1.349 21 0 (36.111148.754{2.53817.322 1.1..:H1-lti 7 1 M8 IHSS6x2..1 .039 1.823' .029 0 'y'36.111.48.75412.53817.322 1.1..JH1-lb 8 11 M9 i L3x2x31 .751 1.7141 .074 1 0 ly 11.52119.768 -426 1.21611.1..:H2-1 I 9 ]1 i M10 iL3x2x3 .751 11.7141 .0741 Q__140 1.52_119.768i .426 1:21611 1 ;H2-1 4 i.o ii.Ok Member Section Forces L Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Mo... -z Mo... _ 1 M1 I 1 .034 -.265 0 0 0 I 0 ' Ini :ii ....tF j w. -41 MIN]'of 1.i: 2 034 •`' 1. 1. ., .- 1.25 0 - 0 --06.9 I .156.' © 1 3 I .034 .006 0 0 -.09 1 .202 _ il.,• r, ., t rn,: .•M ,t,€I . _. '' 1 _ 4 .034 1 . .128 1' 0 • 0, -066 .148 5 i 5 .034 � .241 0 0 0 0 I 6 1 _. 211 1 1 > a . =: 0 ] --.71 -.1 .034 :002 .015 .02:98' 7 1 2 0 i -.47 0 .002 0 1 2.048 i'8 I` 3 . .` 0 1 .01 - 1 0 I .002 ` 0 1 -2..698`' 9 I 4 0 .489 - 002 .002 0 1 2.007 '10 -. I 5 i -- - 0 1 -489 I -.002 ti_ .002_-_ -,008 _019 11 1 M4 1 -.944 0 _007 0 -.048 I 0 1 .:, r. . . 2 944 0 .007 0 036_( -0' 13 _ 3 -.944 0 i .007 0 -.024 ' 0 1 14 1 4 1 -.944 0 .007 1 0 .012 1 0 15 `5 , -.944 0 .007 0 - 0 0 i 16 l i 6 1 , _ 1 ' -.866 I 0 i -.007 1 = 0 1 0 0 - 2 -.866 0 -.007 I 0 -.012 0 `k'1 8 1 1 3 _ -.866 0 -.007 1 0 -.023 i .. 0 19 4 -.866 1 0 I -.007 0 -.035 0 20 5 -.866 --1' 0 -.007 0 -.047 0 1 RISA-3D Version 12.0.0 [G:1Acad2014\20140074103 Caiculations\Canopy Design.r3d] Page 1 G- 13 IIIRISA Company : VLMK Mar 18,2014 Designer : SMS Job Number : 20140074 Checked By:KMK . , Model Name : Bridgeport Village-Pizzasmith TI Member Section Forces (Continued) LC Member Label Sec Axial[] y Shear[k] z Shear[k] Toraue[k-ft] y-y Mo... z-z Mo... 21 1 1 I M6 I 1 0 ! .783 I .034 -.002 -.013 I .06 1 22 2 0 i 518 002 ` 0 2.176 23 3 0 -.011 0 -.002 I .001 -2.893 24_1 t 4 1 0 I -.539 { -.002 -.002 0 2.132: 25 1 5 0 I -.539 -.002 -.002 -.006 .058 _26_ I 1 [:_ M7 ._:�_ 1_.. .473 I -.006 .007 -.06 -.013 .002 ,007-----1-' =.06, 27 2 .473 ! -.045 -.007 .064 i 28 - - 3 r__ 473 1 .002- .007 -.06 0_- ! .082 '.1 - 30 1 5 --473 I .086 .007 -.06 011 002 00 �, ._ .007 1 -.06 .011 � .002 �: 31 1 M8 1 .463 .265 .007 .058 006 .002 i - -32 1 . _. _ 1 .125= .007 �_ 058 0 � -.168 $----2 - 1-- 463 I 33 3 .463 -.006 .007 .058 .006 -.219 _34-- - 4 .463 I -.128 .007 _058 ' .012 i. -.159 35 I 5 .463 -.241 .007 .058 .017 I .003 36 I 1 i - M9 1 - 1-- �--:002 (- .529 0 � 0 nF fflr1 ,o Fil 37 2 .002 -.249 0 0 -.137 .31 I 38 I_ -3- I .002 l .012 0 -�- 0 ; =.178---403 _J 39 4 .002 .255 0 0 -.131 .295 40 i 5 � .002 -48 0 0 T_ Q ! 0 41 1 M10 1 -.002 -.529 0 0 0 0 42 I 2 F -.002 L 249 0 0!:-' I -.137..-4:.:-.131:-.. 43 1 3 -.002 .012 0 0 1 -.178 I .403 4i4;.'iiMA °,5,,[xFjl ,z,;' 4 -.002 1 _255 0 0 -.131 .295 45 5 -.002 I .48 � - 0 i -- 0 0 0 � RISA-3D Version 12.0.0 [G:\Acad2014\20140074\03 Calculations\Canopy Design.r3d] Page 2 VLMKC O N S U L T I N G Job ;P - ► 2 At-s?-H I ENGINEERS Cliert <s,-e-19, 3933 SW Kelly Avenue • Portland • Oregon 97239-4393 Job No. 24,AN°oy4/By 5/4• P 503.222.4453 503.248.9263 © Date C"3///.1 Sheet No. G' ill t,....«a•.,,—...:a q,.a,....1 . . .....,..r fn.+i ar r.w...tl.,:rww..►•re+,...... .........u,w•.e•re :x•wtr :nneew:arvsagrae fig.x..,.. 1 I , t 1.--t 1 44.0e1 Oszs,-' (t046..) !) ; : I i _ _ , 5 1 I I.,t-.._ t i ._ 4 I Gl 00t r ,, .PEA For. c 4441Ty %. . i :_Ti j , • 1 , ' - • . r i i t 1 t G k :-- t \ i { 1 • �'I � i • \ • 'i'-P-1 1 if-, i i I i -- i I LG¢nlTNL� L , --..------1--,--i--1--1- L N I I L I i I 1 0 1 .._..,...1._....�.,:......1.._i--.r.. ' q Z.1,..1 .1 •0 il} . , : , I { . A" 1 j 1 }- .4 -I. 1 . c. .1 1, . lilts, fl:-3-L 8-cf I - I l _ I _ _ Ia � i 0 r.. i i Hl _ , _�, _�,._^, ` + 1 i yr,.4 1..1 ' .. 1 ,• --1--_ � ■ i 1 _ ,-_— 1_'_ 1. ..1 , 1 EO• ; T� � ; 'T-- - 1� ,0�1� I � -rt�, • ' •- ! ' ; .,.-_1 :_.-T I I 1 I -1-• -L_ _.t. ` .. i i i ' i • ! 04 i. ' ,1 lc. Itl , '-Si �.- .{. .is j i i + ;4 . _; .,_7 : :.,, . _ r! ._;1_.,.___+,1 ::,._:_.:T.....,....,,_.ii,...........:__ .:_:. , . ---,,i +-02,), , !--, ;,...sr. ,, ..., .. ! i...ik!.. T._t_,.._:.•111._.,._;---1-,.L.,_,-1-4----4_t_ :itit--1-i J-..4:ii.--411,-.---,.-.-.4--_-tit- . r � , i i , I -- --H --r _ 0. .3,7,) �? ,CQrf- rro,j + i- I i - -I--.t-- .- .1 ; 1 � 14---4---1--1-i--- h 1 • . I 1 1 I , / k i p ' _ T .. o StC � .Tlr 'i" I-- -- + + + C 7— t- i --1 k _ ° 1� , 1 . I ! I i -• ' tom.- . ! ' I . '4 I - - ..__( -;;--.1.- ; i i I i ! { 1 i 1 _•I---t.-.-'� -i--� —1-4 1-.. , i i _ r 1-' '+ — i i i. - .i �1 , .. .i .i---•.• ,•. 4 !.. , y-1-• , i 1. 1 i - 't• - t r s i C I 1 i _ T-- 1 i i 1 i 1 + , E I l - l I A� t• 1 , 1 r! 1 1 -; 'j I I i i 11 , I .I ! 1 '' EJ I -t I- �- - - - - -1--'-- L -t-1— - --- - s ' �'. L - - - }- -- - i - -1 r -I- I Ii. } j I l _ i ! I 1 11 I. 4 ,'' 1- 1..' l ' ' _ 1 j�a_. �} ! 1. 1-I-'1-v ..i i .1. 1_ ., ! .} .. +T A`�'L�.I- 3? } 1 i i-. ! .,- ^I ri l i _T. I . , i ; , ;_ I i 1' Y�v r'g.�c ,' - i - S !c 644-7: r.oia:>fr / -r14:;7j It • _ � Y j i }"i t t- i 1 -,_ -r .! i i. - ii 1 n - • l i ,. .i.__ ._,- -'-t -1--i-r. I ,. .1 1 ;.. Sn, .;L61f✓Z g ,'"I ' O.IA P=te_I l .. 1 1 -. y .? - r (I ..-1-. ;- ! ... . . _I I I .. .. j. i. _ 5h.... b.. - +'1}L�-4-. i.F i L ( - ! ... - 1-;-..t 1. .. y .