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GEOTECHNICAL REPORT 15500 SW Pacific Highway, Tigard For SONIC 17 March 2010 P OP . 1244 OREGON I: % I-1 E • D� E XPIRES / - 3/- � /Q 16 5EAD Pikel Fcc_ t{bO City of Tigard • . r . v d Plans B __ Date alEtg 13bp 2C ` -eze3e Rppid SoiLS01.41tionstic 3915 SW Plum Street Portland, OR 97219 P: 503 -816 -3689 F: 503-285-1636 OFFICE COPY PROJECT AND SITE DESCRIPTIONS Introduction Rapid Soil Solutions (RSS) has prepared this Geotechnical Engineering report for compliance with OSSC 1802.2. Figure 1 shows the site location. The purposed improvements are shown on figure 2 along with the locations of the two (2) test pits that were excavated on 17 March 2010. SITE CONDITIONS Surface Condition The site was a local nursery chain that had several slab on grade buildings and associated gravel parking. All previous improvements were above grade and have been removed as seen on the site photos in appendix b. F . C1f,!.'f 4Ff 410 w { :f - �' t " See site photo's in appendix ;4 Y l l it * '' < ..,, - ,' '4,4,; , Af � showng all these previous have LID . -.. s been removed. r k ,,,:, 1;;;1-: ' lot o r Regional Geology rt ' it a l a �-;. s � w 1 4,7:,.' i� ti l approximate project site ti _ '`f ' -,+ ; yi )ice, •.� I ' 0 r / }.'1 �� K is : 't ,, -•-'r �' ,- 5 • L.�--J _..-Jt of I.6-:-.7 4 y i' ;j�Q� -.,.i'7 `` 1 C . C r-�- J A ,iLinitru... ± 1;.... • ; ' __ .- :,- -- r ''. 4 - Off- fine grained soils Field Exploration and subsurface conditions Two test pits were excavated with an trackhoe within the proposed building envelope down to sub - grade. Native soils were found to be damp stiff fine grained, medium brown clayey SILT. The attached site plan Figure 2 shows the location of the two test pits that were excavated. The soil log was created using the Unified Soil Classification and Visual Manual Procedure (ASTM- D 2488). Test pit logs are in appendix B. The soils encountered are consistent with the local geology mapped above on the DOGMI map. ' Goggle Maps 2007 aerial photo of project site 2 DOGMI 1990 Open file report 0 -90 -02 Earthquake - Hazard Geology Maps of the Portland Metropolitan Area, Oregon Foundation Design Based on the field exploration and our experience with this soil formation it is our opinion that the foundation should consist of conventional spread footings. Footing excavations should be evaluated by the Engineer to confirm suitable bearing conditions. Observations should also confirm that all loose or soft material, prior topsoil zones, and softened sub - grades, if present, have been removed If construction is undertaken during periods of rain, then we recommend a 2 -inch (or greater) layer of compacted, crushed rock be placed over the bases of the excavations to help protect them from disturbance due to the elements and workers. The bases of all footings should be founded in the stiff clayey SILT that were encountered an average of 2 feet below the existing ground surface. As found in our two test pits. The new footings should be designed for a maximum allowable bearing pressure of 1,500 pounds per square foot (psf) as per scribed in 2006 IBC code book under section 1804.2 Table 2 Allowable Foundation and Lateral Pressures. When sizing footings for seismic considerations, the allowable bearing pressure may be increased by 1/3 to 2,000 psf. Lateral pressures may be resisted by friction between the bases of the footings and the underlying ground surface. A frictional coefficient of 0.25 may be utilized for lateral sliding Excavations Excavations can be accomplished with conventional excavating equipment. All excavations for footings and subgrades in the fine- grained silt should be performed by an excavator or backhoe equipped with a smooth -faced bucket (no teeth). Because of safety considerations and the nature of temporary excavations, the Contractor should be made responsible for maintaining safe temporary cut slopes and supports for utility trenches, etc. We recommend that the Contractor incorporate all pertinent safety codes during construction, including the latest OSHA revised excavation requirements, and based on soil conditions and groundwater evidenced in cuts made during construction. Structural Fills Depending upon finished building pad elevations, structural fills may be required to raise the site grades. Additionally, fill may be required for the backfilling of the proposed new foundation walls. Native or imported material may be used for fill, provided the soil is free of organics, cobbles larger than 6 inches in maximum diameter, or other deleterious matter; is of low plasticity; and, is at the proper water content. Fills should be placed on level benches in thin lifts and compacted to a dry density of at least 92% of its Maximum Dry Density (MDD) as determined by the Modified Proctor Test (ASTM D- 1557). For any over - excavation completed in the area of footings or slabs, the backfill material shall consist of free - draining, well - graded, crushed aggregate base with a maximum particle size of inch. The rock shall not contain more than 5% fines (material passing the No. 200 sieve, as tested by ASTM D- 1140). The rock shall be compacted to a dry density of at least 92% of its MDD. A minimum of three days prior to the placement of any fill, please supply Engineer with a 30- pound sample (approximately a full 5- gallon bucket) of any soil or baserock to be used as fill (including native and import materials) for testing and approval. Settlement Based on our knowledge of the project scope, and for footings designed as described in the preceding paragraphs, maximum settlement should not exceed 1 inch. Differential settlement should be on the order of 50 to 75% of the maximum settlement over 50 feet. Our settlement estimate assumes that no disturbance to the foundation soils would be permitted during excavation and construction, and that footings are prepared as described in the preceding paragraphs. Seismic Design Criteria The seismic design criteria for this project found herein is based on the International Building Code (IBC) 2006, Section 1615 and from the USGS Earthquake Hazards Program. A summary of IBC seismic design criterion below: Short Period 1 Second Maximum Credible Earthquake Spectral Acceleration Ss = 0.92g S1 = 0.33 g Site Class D Site Coefficient Fa = 1. 33 Fv = 1.73 Adjusted Spectral Acceleration Sms = 1.04 Sml = 0.58 Design Spectral Response Acceleration Perimeters Sds = 0.70 Shc= 0.38 Slab and Paving Cross Sections The concrete building slab shall have 6" of well graded crushed rock placed over native sub - grade. Native sub -grade shall be proof rolled and probed to ensure it is hard and non - yielding by the geotechnical engineer. The crushed rock shall be proof rolled an probed to ensure it is non - yielding before the 4" concrete pad is poured. The parking area shall have sub -grade proof rolled prior to the placement of the 6" of crushed rock. Once final grade is achieved the rock grade shall be proof rolled prior to placement of 3" of AC. Drainage The Contractor should be made responsible for temporary drainage of surface water and groundwater as necessary to prevent standing water and /or erosion at the working surface. Water should not be allowed to "pond" or collect anywhere on the site. The ground surface around the structure should be sloped to create a minimum gradient of 2% away from the building foundations for a distance of at least 5 feet. Surface water should be directed away from all buildings into drainage swales or into a storm drainage system. "Trapped" planting areas should not be created next to any buildings without providing means for drainage. The roof downspouts should discharge onto splash blocks or paving that direct water away from the building, or into smooth - walled underground drain lines that carry the water to appropriate discharge locations at least 10 feet away from the building. Footing drains should be installed around the building perimeter to help intercept any water migrating towards the building subgrade. The footing drain and any slab drains shall remain independent of surface water drain systems (e.g. downspouts, etc.). Limitations This report has been prepared for the exclusive use of the addressee, and their architects and engineers for aiding in the design and construction of the proposed development. It is the addressee's responsibility to provide this report to the appropriate design professionals, building officials and contractors to ensure correct implementation of the recommendations. The opinions, comments and conclusions presented in this report were based upon information derived from our literature review, field investigation and laboratory testing. Conditions between, or beyond, my exploratory test pits may vary from those encountered. Unanticipated soil conditions and seasonal soil moisture variations are commonly encountered and cannot be fully determined by merely taking soil samples. Such variations may result in changes to our recommendations and may require that additional expenditures be made to attain a properly constructed project. Therefore, some contingency fund is recommended to accommodate such potential extra costs. APPENDIX A - h� .S /-a :*:-.1 - �# P)>:4 ! yr� l "•�'{('�7•" r-•.. : .j am -- ■/ • -F;;"' °:j ',....1. t ,s ' T 6n h• / /. \�� r ' 4 /,. y �.;i��'- ` te • H i ( \�_ � 1 . P ' // p f,. /j '=' �,s :::',.-E.,".‘::;. �' 3�r )�� ti D�� uti a . r° � 4 � '. • ,. ` 1'/•rJ� /! . • r +�.'\ ✓,i „R s .c 1 ' �t. l �.._•.__..-'.4 ; .' • r s ✓ / L '` C ° \ yr ! I f 1 {' > r ` - �1 \ • "" f / t J 1 }) JI �. G_._! �Xt ,�,. 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Date: 17 March 2010 TEST PIT #1 Location: Tigard, OR Location: 15500 SW Pacific Hwy Equipement: Excavator Plotted By: Mia Mahedy- Sexton, PE Elevation: 221 Water Level: NIA N o p Description r Test Pit Depth ° E m rn E - Top Soil — _ — - -- – o– � 0 Z a Damp, fine grained, medium brown, stiff clayey SILT i - i_ g a u • 11 1 — 2 0 a Damp, fine grained medium brown, stiff, clayey SILT 3 L ' -- 3 P. 0 0 � - S I- a ii __ 4 ii i._ u O 1 1 –5 1 l N L k 6 U q � _ Y a N i i I 7 Test Pit i i/ / u tl Page 1 Project SONIC Exc. Date: 17 March 2010 TEST PIT #2 Location: Tigard, OR Location: 15500 SW Pacific Hwy Equipement: Excavator • Plotted By: Mia Mahedy- Sexton, PE Elevation: 221 Water Level: NIA co m Description i $ Graphic Soil o Ty oil Test Pit Depth E Top Soil y o o- -= } -. _ m -c a Damp, fine grained, medium brown, stiff clayey SILT - r 2 rc Damp, fine gr medium brown, stiff, clayey SILT - 1 t. -3 I t % I- -1 i_ U u _. 4 ft I i — c a i ? 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'� � .�� E +t A , y -� y 4 4 , l i, A ,, yv5 t ^t fi 'A ,y 14 .. ,' a `'; .1r P ar ° ' ' ' f , • � a " 3 y. 3' t,„ ' s x r' R•:f • + ", 7 .` r e{ rt.vY „ � F5, :; .' ::4. , ,..."';',1:k. `q$ ^ ;� � ze. , { e � �dyy s � , !v R }° � r .,€ a k ., t �, � F • � .� � - % , b , .a ✓ c"�: -'i , v M 4 ;', S t .t4-- ' + ft vi , y, � " ' -;-. 5 , r k f ,, , ,' -,,,, ...,4,-,.5 #� 'o- C 3 ' s " , re q .� r e.. r 3 + 7 4 F ,, g , " > S -L' t ,t - . v .z �b'�6 + �i f vw �' Z - t : , . t a'r "vai " .. s - .. 1 ,,. •�' cz p a, , ,9 ; x,.., T ` " £F ` s. ''`.K w ! i , , ;k -i ^e t-,k. " , r . a ' ',141,,,A* `� d b N h k � 1 -4 A -... -w . ? , ' e✓ .v° {�w4«. i.r'i. :. s � R 'z, ". -J' v,- � , + a+'"';""a i?^ .,j - , '�'.- ;.a.' �' � 'te ,,,`' .. • #�t-° '"a. 2 • Consulting Ea r ∎e11• ∎ Structural JAN 29 . 2010 Engineers �E G IrN E, E R, S, ", I*NrC CITY OF TIGARD ° Structural Calculations for s o Job Number: 091006 Codes: 2006 IBC Amended by Oregon Structural Specialty Code with 2007 revisions. Date: 12 -30 -09 Location: 15300 SW Pacific Hwy., Tigard, OR Client: Carlson Veit Architects t op PROpt 3095 River Rd. N �� � Gm Salem, OR 97303 4. 4 9 Phone: 503-390-0281 /63202 Engineer: Cameron Swearengin P.E. 0 w OREC I BMGP Engineers, Inc. 1045 13 St. SE " 4 RY 11 ti Salem, OR 97302 -Viva SW Phone: 503- 399 -1399 I EXPIRES: b 1 Scope of Services: Lateral and gravity design of proposed restaurant. This is a partial reuse of BMGP Job #071108 Contents: Load Calculations 1.1— 1.4 Lateral Design 2.1— 2.10 Gravity Design 3.1— 3.7 Foundation Design 4.1 OFFICE COPY 1 - 0 A13 cg2 Gvc.- A- lOi\JS 6 2,4V rY G (-7,4DS Roe, gUri...r OP Roo Jr. (2) LA s / t G. o i/krS UE oA/ = 3 .2 Ja.S f /t ao,' 514 r = I. s PS/= 10,5 =2 vS4 /2 ('SP R ao S - t. Li Ps/ M r Sc, _ / ,;P�r- 5G P.f- o.7��c� • C - i, o � 20 rip l /1.v75/ DA it= I" h - d - o . `7s (v , q3) 3 ✓l fP9 410 -/.,- �C 6 d � Z y ` e2 b .', tJ 4- 2Y'' h0� 6Cs �( tr . : 0. W= ` / h,( W = G•32' tA r 2 v /3 Pg f l'l 4 3p uF r? 16.4 PGl% 0. 31 z S n�`" /G•GPC,F *7. v ASP 5 P sF 2s 76i-2 sz f6� — — — — – -- —25PSF i P.f .._..._ 1`I 4 24w • 1 6 FILE NO. 07 " SHEET NO. '' G S 12 - z 7-r..27 WIN! ►�■ ,fit, MADE BY DATE SALEM, OREGON CLIENT C1/ ( t SoN l T C/l, PROJECT CON/ G (141- N CG7Ul/F�'� L 0 C,A2Ctit- 770AJ �/ L-o%-DS Se, t-4 P1l ( fAs rT-Sr M Gx s<.., '' is 1 / P r Ce c q,s Lw = U,62 .; O. w „vDw/a2 d, s 4..a..4,--,4,20 3 /.3 Zv 0,67 1'2 E1-EM/sWT 2a s d. z ps = / o , '-1 ps F T w a / • U 0,6Z (1.3) (16, r'1F )(bo) _ /3,2 Ps ( 12 , z rasa Z0 = 0, 67 ( If ) _ /y,3 Psf ,z /3,zPSP D, ” ) - l5• ( "Z /r.3)_ / /, zPSF /, Gy /e906 FILE NO. v ! SHEET NO. '!K1111∎,ME INN MADE BY C. DATE lZ 'Zq'0 SALEM, OREGON CLIENT CA/ SO n� VL /1 PROJECT So/0 1 G (7764-RD) 1,..0 A-0 CA-c_c u 77 on.fs 5 /SM iG Gac49 % V =G s w E : sps R/i G p, r) cs, = Uvyy Sizs c 0,6R3 A - 6' (PLywc,vD s/isAfra...41-c-3 ) s 0.3 .53.c z =i3 'r Cr h X G' oz_ ir = 22 (22.) = 0 , 2 03 CS : O. G z- 0, / 0 7 co ti rr�1..s CZ , ast O. 29Z v,zvs ( 0.4 (0, 693)0, o) = O. v30 V = o, 107 w = 0, 076 W ICY T SD _defter FILE NO. o -r /U ° G SHEET NO. 1 • MADE BY DATE /-Z7 -07 r 1 1 , H 1♦ c.'.+ SALEM, OREGON CLIENT CA R -10/v vg , PROJECT S Ott.) I G (r/ -o ) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.40939 Longitude = - 122.79458 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05000000074505806 deg grid spacing Period Sa (sec) (g) 0.2 0.917 (Ss, Site Class B) 1.0 0.333 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.40939 Longitude = - 122.79458 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 =FvxS1 Site Class D - Fa = 1.133 ,Fv = 1.734 Period Sa (sec) (g) 0.2 1.039 (SMs, Site Class D) 1.0 0.578 (SM1, Site Class D) • Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.40939 Longitude = - 122.79458 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.133 ,Fv = 1.734 Period Sa (sec) (g) 0.2 0.693 (SDs, Site Class D) 1.0 0.385 (SD1, Site Class D) t 7;. ® _ " FILE NO. 09 /00C I / y SHEET NO. C S DATE 1 2-0 -0 7 � MADE BY a SALEM, OREGON CLIENT C/a - 2t_ Son..1 li l r PROJECT. � 4fJI C. i FIG /1-1-2D 7-5/61\-/ 7YP /cam L„./11L vv r tl`f z 11 - " A.,,G ?A-1 P'r tFr = 15"3 I 3 P . (o, 2a) .t /3, 2. PJ1`(2, g 3 f- //, 6 9z. 1 = 13 1. / PLF < /33,'1 Tb w 642.. : ?.oz) /4-r= /Z G✓lND rroAc3 n P/ /1frZr /4-r 2Z' 07/ /v3 )ST 1- /psF(2) 4 I'4.3PS * /3,2PSF(3‘ + / 2 %) = 22I Pe- <ZG. fyrc-f- zc SC /SN1I C. t. » D i-dvG /11/1, iv p, 076Z /2Psf (G flupSr = 0 2) 4 + X 7 S,' PZ /41,4v i 2 s C", 074 ( /ZPS/=(ZS) +y0PS 12 (z) ] L 3 5 PZ./= /ND LOAD Coy)77 »LS cor �® FILE NO. I C7UG SHEET NO. E ;IM■ ��� ,i CS 1 "� q , MADE BY `J DATE �Z�Z SALEM, OREGON CLIENT PROJECT SOfJIL- rnG 0> LA gA2 DES /G • Z' G, f, Pi, Zo /,L • /' /` i 2.o/•6r4 # Zv c� /.G_ V v v N- .- V I .l I v' . I ,,- a .1.)) z tV r No ,Q 11 11:1 ] t• N I. `- , I • C ,c - d j 68 = /o " / • o 0 , I AA " = l 1 - 0 " .1' r® ,; '' FILE NO. o7 I I 0 E SHEET NO. Z' Z YSAV S ► MADE BY DATE /Z - 2 7 --c. 7 'i: 1 1 w u i i ii;L,s r i i ?i SALEM, OREGON CLIENT e4 4 S oA/ i /- PROJECT S D/- 114- (V,41 [///BIZ. G /a TAR /a2 Dos/6i'-1 l,2 /D ,4 V 2614, ( g -7L/ 'lam Y 7` /6 6.S P-f sw -A 2 f 3.2s' Mor -- /66• 0')C 7 i ) _ 233 / #I Mg a, : (I2PSp(.' ) - I-1atfl(2z•)J Z%= 3ylfr' N'D z Z3 31 4" -* 3 9 44 - 1307' I/4P I I '- •5 62,o $� V' ZGf3, 3 PcP(6' %) fi 00/ IS e(Z _ 3 2/3 3 213 - /U, 2', q Pif l 5w —/-1 I 4' " 2.y� Mo r- /Z1PGPIB' l2')L 0 )l 9.8-r6 r" M,z - (/2 Psl - ( Z ` l -) - fcP5f(ls )3 60 7Z ' 1 - t D = ..9 7 g A"- 6 2.7z I/ / ,7 AA :6 44 6 iDGe . , Aid, RID ier,-Q ,) ‘ e FILE NO. 07i lve SHEET NO. 2 ' _1 ®v<a ® -S a r a��'; "� MADE BY DATE � - ill \ 1.`∎I =`\ 1 1 1i;;1 i ■♦l !i-�. SALEM, OREGON . CLIENT G A rz .LSO ic.1 VE +T PROJECT SOAJ /G (v JCaL'Aag) Lf}1RA1- D1 5/6� Q 'c C : V' 20 / = Z`l/ V= 2`11 f /'t.-• )S ' -A1 36 Mar - Z Y /9 . 24 b06 t/ Mg 2 (121'5, r/ Ps"--0 S ), 1 4 _ / 27 006 '" Ma >Mdr /tic' )$P G / 2 /0 / ; �= 20/.6 P- (6) t 268. 5p -('H') ( t ZUl,6I'cr- (6)(s %e t / 33. re, F(3 7) (33, %4) t ZD /.6rcF(6)( %q) - 7 "/5 �v= - 7952 67 6, Es 2,25•(o + 7.2� Ior= 6-7 . es Pi- F(2. as')(g P )L /21Y A41 /Li = / /2P '('1 f Ic7PSr1 13—,3 Z L. 33 y / •P /2 /fs2, a - 33y " • ,—,_ �, 7 7v / y/r� -a - C 1 , _ 6-3 )1 - 31 �Fvw = 9 - Z 6 5 , / t I t.� -A FILE NO. (2 7 / SHEET NO. Z -7 BikBIBB NW- EMI ® GS 1 -5 0 w2 p uj MADE BY DATE SALEM, OREGON G t-5o nJ l//v/ PROJECT " CA-// G (1,94,vCF.76/1/01Z- LA-TG1 Dg S / GtJ 6i2 2: / 26 0. P f( /N') (lei] + 20/, 6P4P-(6) ( ') 1'133. }' Zv /,G Pe-fr(G 4/37 At "r% Y376 PlOr,• = 200.3Pt.fr (s.s- ( ,z.) = /Y G.32. ad I Nl2 = [ 7 OP-5/0S)..3 s.� /if ill )4 / 06 3 z ft '- /997 3.3Z7 '"4-` n " `` FILE NO. O7 /I c' SHEET NO. - EMIR El Illt 11111, .111.1111 MADE BY �� DATE /..--57-76 SALEM, OREGON CLIENT 4-11"R•(--5v I✓ 1/1-4 T PROJECT 6or ( vANG,uvriz-) ( - . z/ f D Os /6A-/ ,� CJ► hN 6 S7fls 15' L em-as ; 7L = /2 P.SF( , Oz.) = / 5'9'P.r 4L 4 2) :3c fl } i /yL/ Pl-f wira" = /q, 2 P5/ M = 01 piP (' %) (31 s ") t r g 12 2 (/z a ) (Z) / ( /PG fr - # AvPef xlfii)(.?, 7r) t19,zesi°(/ %.)C,z) ) 7 00 F = 13sv PS L (0, Ep = psl G = 1 3 l J C 7 J A S Z ( U , S) x / 0 , - / c 7 P S Z f�1 = 63 X/o'PSL (0,43)4 1' 23 P St SEA e/r //VT laur; I E 2)1.G p, r a. / 6 '' . c, ' J_tn4 LbfFD. '. OL ° /z i°sP(6)i) . 36 PL F } IIl PLP GL 2s-PS,-(61z.) C 7SOGi J M = 1 1 Pi' NI0(3. ") 11. zrsf )( (,z?) G BS11-11 (2 ) iv) z (3 G Pc-f f ' ) ( %)(3ns� �- /9,ZPfr' ( ) 2(g) _ 14. t+ . 559 7 SEA p, wT o vr: 2.K‘ free/4'0.4i FILE NO. 07 l' O , SHEET NO. 2 ;�%t�� ► xx MADE BY -s DATE I "% ' l ,!Iiy'Ne GI gll :till ♦41 SALEM, OREGON CLIENT G A`g ( L. /\-.) ()X / PROJECT SOIL. / 6WhiC- C7(....VL`R) BMGP Engineers, Inc. Job # 071108 Date: 1/4/2008 Sheet # 2 Project: Sonic Vancouver Designer: CS Client: Carlson Veit PT Bearing Wall Studs Wind Load: WL= 19.2 psf Axial Load: DL = 144 pif SL = 300 pif Load Combinations: 1) DL +SL +WU2 2) DL +SU2 +WL Stud Spacing: 16 in o.c. DF #2 Stud Height: 12 ft Stud Size: Nominal: 2 x 6 A = 8.25 in "2 Fb = 680 psi CF = 1.3 (Bending) Actual: 1.5 x 5.5 S = 7.56 in " F 1040 psi CF = 1.1 (Comp.Parallei) I = 20.80 in " Fc = 405 psi C = 1.15 E = 1235000 psi Co = 1.33 le /d = 26.2 < 50 OK KcE = 0.3 c = 0.8 (Sawn) FE = 540.5 psi FcE = (K c E * E) /(le /dr2 F• 1521.52 psi F * F CD CF F = 0.355 C 0.324 C= 1 +(FFE/F'c) -[ 1 +(FFE/F - 1 +(FCE /F'c) J ^ 1/2 2c L 2c c J F' 493.2 psi F' F * C F'b =. 1352.08 F'b = F * CD * CF • Cr LC 1) P = 592.0 # P = (DL +SL)' Stud Spacing /12 M = 4985 # in M = (WU2)' ^2 *(12) f = 71.8 psi < 493.19 psi OK fe P/A f = 659.2 psi < 1352.1 psi OK f M/S Combined 0.58 < 1.00 OK (f ^2 + (f (f LC 2) P = 392.0 # P = (DL +SU2) * Stud Spacing/12 M = 7000 # in M = (WL) *(Ht.) ^2 112) 8 f = 47.5 psi < 493.19 psi OK f P/A fb = 925.6 psi < 1352.1 psi OK f M/S Combined 0.76 < 1.00 OK (f ^2 + (fb/(Fb(1- (fc/FcE)))) BMGP Engineers, Inc. Job # 071108 Date: 1/4/2008 Sheet # 2.e Project: Sonic Vancouver Designer: CS Client: Carlson Veit Bearing Wall Studs Continued Shear (LC 2 Controls) V = 153.6 # V = WL • Ht. * (Stud Spacing /12) 2 f„ = 27.9 psi f„ = (V /A) * (3/2) F„ = 95 psi F„ = 126.4 psi > 27.9 psi OK F'„ = F„ * Co Deflection (LC 2 Controls) A = 0.47 in e = 5 • WL * (Stud Spacing /12) " (Ht. • 12) 1 '4 12 E *1 I/240 = 0.60 in > 0.47 in OK 1 BMGP Engineers, Inc. Job # 071108 Date: 1/4/2008 Sheet # 2,? Project: Sonic Vancouver Designer CS Client: Carlson Veit PT Bearing Wall Studs Wind Load: WL = 19.2 psf Axial Load: DL = 36 pif SL = 75 plf Load Combinations: 1) DL +SL +WU2 2) DL +SL/2 +WL Stud Spacing: 16 in o.c. DF#2 Stud Height: 12 ft Stud Size: Nominal: 2 x 6 A = 8.25 in ^2 F = 680 psi CF = 1.3 (Bending) Actual: 1.5 x 5.5 S = 7.56 in ^3 F 1040 psi CF = 1.1 (Comp.Parallel) I = 20.80 in^ Fc = 405 psi C = 1.15 E = 1235000 psi CD= 1.33 le /d = 26.2 < 50 OK K = 0.3 c = 0.8 (Sawn) FcE= 540.5 psi F (K E) /(le /d) ^2 F " = 1521.52 psi F* = F • C * C FCE /F * c= 0.355 C = 0.324 C = 1 FedF`c) -r 1 +(F0E/F`b) - 1+(F 1 ^ 1/2 2c L 2c c J F' = 493.2 psi F' = P C F'b = 1352.08 F' = Fb * CD * CF * C LC 1) P = 148.0 # P = (DL +SL) * Stud Spacing /12 M = 3319 # in M = (WU2)*(Ht.)A2 "(12) 8 f 17.9 psi < 493.19 psi OK f P/A fb = 438.9 psi < 1352.1 psi OK f M/S Combined 0.34 < 1.00 OK (f,JF'p) ^2 + (f (f./F LC 2) P = 98.0 # P = (DL +SU2) * Stud Spacing/12 M = 5897 # in M = (WL)*(HL)^2 *(12) 8 fp= 11.9 psi < 493.19 psi OK f P/A fb = 779.8 psi < 1352.1 psi OK f M/S Combined 0.59 < 1.00 OK (fp/F' ^2 + (fb/(Fb(1- (feJFCE)))) • BMGP Engineers, Inc. Job # 071108 Date: 1/4/2008 Sheet* 2.10 Project: Sonic Vancouver Designer. CS Client: Carlson Veit Bearing Wall Studs Continued Shear (LC 2 Controls) V = 153.6 # V = WL' Ht. • (Stud Spacing /12) 2 f„ = 27.9 psi f„ = (V /A) • (3/2) F = 95 psi F' = 126.4 psi > 27.9 psi OK F'„ = F„ • CD Deflection (LC 2 Controls) A = 0.47 in A= 5 • WL • (Stud Spacing /12) • (Ht. • 12)M 12'384•E•1 1/240 = 0.60 in > 0.47 in OK • 624 Pr( 1jfs 16 n-/ fat` Tv /,57 ; -ref ,4t0' -�Z,S SPAN✓ ` 2 o -a S /A,✓ LOA -DS • DL - /2PSF / '4 ; 94. % /2es`l /`) t /oP1r -( Pzw, SL = . SPSF SG - z� Ps/=C1) r- 2 S Pci J l / 17Pc-/= 5 I.- PAST smsr • • G _ `l, I S J� V' 3v zG ■21' (24.2- H,/s-0)) #iy= 3 1' 9 Psf frl. ,/3 g6 All 2. 6" n 50e Pie by i Qv," 7 (3)2. X6 P T, /LSE 104,"7r1 6s"'"a Zq f 12, me Psx RISE //V7r1 1-65e16'' lz.OiL //f S= 7•x33(3) 22, -'�•- /G 3,3 ,.sc :, T= zo.b(3)= 6Z.'f, n _ C9,OZ" •oK I V.5 (3) 2x P.7 ) e,47%/- 3• ' 7 rut. sv►s rs ; £ °4P-S DL - I Z ("1,) +/v (t) = 22y S ?A -- G 10 $ L s z s ) = 3c'o fe e,/ r y ADS : DL= /2 PS! la = Zy Put_ V= Gr.GV3 7 H Puy n "54- z, PS p/I : 16Zy V= 278 MI 3 4 q6 n2 Y (3) Zx ( P. r Qp .U4 J 0. 28 +r •= 3 Si Ps t '. vim r12 Y 2x6 P, r; -Pb ''l 2 ‘-/ Psl . •. A = 0,2-s-.,2 F = d5(o.ca)(1. s) 78,'Sr - U 02. " Sr- 7,5Z3 fI 6se0P.xz( I ,3)1 I •IS) % la/7f t T . ZJ•E�D... y E _ /.23s-x,D6,St / C3) 21 6 P. 1'' ,3VP -- 1- s2- &Psr.;o M /� I /l/b C 7 v x6 Pt 2 y' C. FILE NO. 71l V v SHEET NO. �� ®v, ® /- 06 , � ®J.� MADE BY C.-- DATE SALEM, OREGON CLIENT ��1! —S�'N V / G1/, // c PROJECT --.511.1/C }eve by Weyerhaeuser 11 7/8" TJI ® /L65 @ 24" o/c TJ -Beam® 6.30 Serial Number: 7005120432 User:2 -moos 4:30:24 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.30.14 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof SlopeOtI2 EL 0: '© 24' All dimensions are horizontal. Product Diagram is Conceptual LOADS: Analysis is for a Joist Member. • Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Timberstrand LSL Beam 6.75" Hanger 600 / 288 / 0 / 888 1 11.88° N/A Top Mount Hanger . None 2 TImberstrand LSL Beam 8.75" Hanger 600 / 288 / 0 / 888 1 11.88" WA Top Mount Hanger None • HANGERS: Simpson Strom! - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset . Slope Species • 1 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A 2 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A - Nailing for Support 1: Face: 2 -N10 , Top 4-N10 , Member. N/A • - Nailing for Support 2: Face: 2-N10 , Top 4-N10 , Member. N/A • DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) 846 - 846 2214 Passed (38 %) RL end Span 1 under Snow loading Vertical Reaction (Ibs) 846 846 . 2168 Passed (39 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 4840 4840 7762 Passed (62%) • MID Span 1 under Snow loading Live Load Defl (In) 0.735 0.762 Passed (U374) MID Span 1 under Snow loading Total Load Defl (In) 1.088 1.144 Passed (U252) MID Span 1 under Snow loading - Deflection Criteria: Specified(LL:U360,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 3" o/c unless detaled otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented Is output from software developed by (Level®. (Level® warrants the sizing of its products by this software will be accomplished In accordance with iLevel& product design criteria and code accepted design values. The specific product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an (Level® Associate. -Not all products are readily available. Check with your supplier or ILevei® technical representative for product availability. -THIS ANALYSIS FOR (Level® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Cameron Swearengln BMGP Engineers, Inc. 1045 13th St. SE Salem, OR 97302 Phone: (503) 399 -1399 Fax : (503) 399-8259 bmgp@qwestnet Copyright n 2007 by iLevel', Federal Way, WA. TJI -Beam' and TimberStrande are registered trademarks of iLevel'. e -I Joist ° ,Pro ° and TJ -Pro are trademarks of iLevelo. Simpson Strong -Ties Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 3 ,2 Roof Joists at Drift Load by Weyerhaeuser 11 7/8" TJI ® /L65 @ 16" o/c TJ -Beam® 6.30 Serial Number: 7005120432 User2 1/8/2008 11:01:07 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page Engine Version: 6.30.14 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof Slope0J12 24' All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 32.0 Live at 115 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Timberstrand LSL Beam 6.75* Hanger 512 / 192 / 0 / 704 1 11.88" N/A Top Mount Hanger None 2 Tlmberstrand LSL Beam 6.75' Hanger 512 / 192 / 0 / 704 1 11.88" N/A Top Mount Hanger None HANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 1 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A 2 Top Mount Hanger ITS2.56/11.88 0/12 0 N/A No 0 N/A - Nailing for Support 1: Face: 2 -N10 , Top 4-N10 , Member. N/A - Nailing for Support 2: Face: 2 -N10 , Top 4-N10 , Member. N/A DESIGN CONTROLS: Maximum Design Control Result Location Shear (lbs) 671 -671 2214 Passed (30 %) RL end Span 1 under Snow loading Vertical Reaction (lbs) 671 671 2168 Passed (31 %) Bearing 2 under Snow loading Moment (Ft -Lbs) 3837 3837 7782 Passed (49 %) MID Span 1 under Snow loading Live Load Dell (in) 0.627 0.762 Passed (L/438) MID Span 1 under Snow loading Total Load Defl (In) 0.862 1.144 Passed (1/318) MID Span 1 under Snow loading - Deflection Criteria: Specifled(LL /360,TL:L/240). - Bracing(Lu): All compression edges (bp and bottom) must be braced at 4' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT( The analysis presented Is output from software developed by (Level®. Level® warrants the sizing of its products by this software will be accomplished in accordance with iLevel® product design criteria and code accepted design values. The specific product application, input design bads, and stated dimensions have been provided by the software user. This output has not been reviewed by an (Levee Associate. -Not all products are readily available. Check with your supplier oriLevei® technical representative for product availability. -THIS ANALYSIS FOR (Level® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the Level® Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Sonic (Vancouver) Cameron Swearengin Job 11071108 BMGP Engineers, Inc. 1045 13th St SE Salem, OR 97302 Phone : (503) 399-1399 Fax : (503) 399-8259 bmgp©gwestnet Copyright ° 2007 by iLevel®, Federal Way, WA. TJI®, TJ- Beam•. and TimberStrand are registered trademarks of iLevele. e -I Joist ° ,Pro ° and TJ -Pro'" are trademarks of iLevel°. Simpson Strong -Tie° Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 3 ,3 G�AV trY Do 5/4u G,4R I -P w /ATP v,v /f ag "S ; 17R ►1/.r2 79✓ W/,vr'vv 7- S4A1%-> ' -G „ S PA-n..); g._G Go■as: £ 22_ p ft G a as : Di. /2 Ps/r(3 ' ) f - /' P.�/- -( /'/') = /7 - St- --- coca re-e- �2y /= SL 2.SPSG( 7. PSF - Zb I Pcc V` /769 V- /221 M- 2 377 7 11 , 27 �� . Qawua,. 0X20" QAtiw.✓ 0 1 , 43" rR Y (2) z xs n (3) a x '2 P. 7/. r : , az. 4, Z /, Z p .', o.- / O 6 /7P,SL 7 /C, /7Pss.'. 4. 2 6. isL ,caL- � a. I y " , 0 " .', ol� 77z Y (3) Zx /2 P, r us fr (2) 24 x i7 ra: As Sv.Gti,., /✓_ 7 i3 PSI K' iZN ,'DA s= y / 1 • b EY, atr)= 7gz P.sc L: 5 3 y,.,'/ f / Z3s .vio , P>47L/ - /O n - /-0/1-Ps ; .oL 22 y PciL SL - 3 -' p r- �!/3 (3) 2- P. % V 3 / / L 76Gao �,• ,¢ 1262v 7 7 e Y (3) zx / z e r. rv_s 62, / ?.s f, C1� v 2 e, riz 0, 15" ox 7 7 Z ' 6 x / 2- ? Sr; /2/,2_;0 ei)(1 ° G zirsr 6Nd s P.ss x 42-/ Ps.? N,`-/ % °vest _',o. 1 Usr 6X rz P, r FILE NO. 0 7 11 (-70 SHEET NO. 3 L MADE BY 0S DATE / — O ; 1 . \�l I \ 1 (1 SALEM, OREGON CLIENT CA�L.Sv� t/C rT PROJECT 5 G✓r G l VfHJCUVViK J ‘RA-Vr Y Pi f AJ D I vg. THAv t3 v1 ; ConzNE(-r7o,J 6PA ° /3 � - 6" Ga,J 5: DL- /2PSr(Z /y /P� /` LnA•Ps PLa Y 6 ° 2N 1 yy NPi� /ZPSP"� 2 � 4' < i ) t laP - s F/1 y ) = 3201.44 5 �25 L i s l � � _ 3 cv pc� JJ c. d SP.tr l Z y % y r ) = 3 7 . 5 " 7 GoA-c @ S ruD S .1111 69 s7ptF 1 /9 Pe-f Ok). V' 6 y 1 3/ 1.046 = /4oir(I.IS)e 219 �/,ao,r (II� � , 4 cuw b C: 6 3 if 114 13 01,13' / 5 » = ‘ Z/1�tiar = Z'7 772. r 64_13 vs G 3 044 -73 ,» 2J/ Ps t 1 2�� ` - I t W I DRAWL. : n- 276 0 Psr 5/244,,,= W /ND = / !n ) Z. 2 5 6 *A. Its G S5 . $ ,n 3 4, " Q) LA-G n 2 t 2 /•n E /.,,1'/o '-/2 4 1.3,.,'1 Z" (2 i3) ( (1.33), 1g 3s 4 'Zs?, a .'. px /v5E S''� "x /oh" 6 c. GI 2/10)4 6L COMl3/MtD i 5�i Z 24z, - I , 3 667 Terii v 1 /150 (3) 3 %" x 3 't " L465 EA, 5it,-'D r....r..,•r A-� b _ �7 r FILE NO. c71 // 0 u SHEET NO. J , S k�� ► 3M_ MADE BY '- DATE / - S U � 4,N11..1 .N41 1? li{1 V/ SALEM, OREGON CLIENT CA4LL5 4 / T PROJECT Ce (1/ ANGv0v.4 -' /ZA lTY 7J ,GSt s ,) ooF Tt,P RA-vv? //J.d6 : 4v /S 13 w/ Pe,.N rG0A0s r 6 4 - , o 5r�e- 2y' 0, 6 , 0 /4- 0.5 S l7La /2 1.1,5A- 54- — 2 Ps/r: l.7v1T wT / s-zj ,` `/� fZ) tf cZ� -z 61 Pe.� 6. I. 139 - 1 po /rrr 6/7 f(`I %z) t / "11.) = 2'12 sy 2� Psi (z)( >Z) _ /b/S I // DG 2. w( ' 4 1 2 ) r )2.PSP(2) ( -7.$)4 ) = Z12 5IX- p/LiA ovr: 103, (z) 11 rs/ e �® FILE NO, 0 7 1/ SHEET NO. , 6 MADE BY BY ✓� DATE 1 -0 i; "♦ �.�r i . I . rt .ti' n ♦ CLIENT C%A UL4 l 4rl, SALEM, OREGON PROJECT SUNI 641'J a RTU Joists s eve by Weyerhaeuser 11 7/8" TJI®/L65, 2 plies @ 24" o/c TJ -Beam® 6.30 Serial Number: 7005120432 User:2 1/17/20085:14:41 PM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS Page 1 Engine Version: 6.30.14 FOR THE APPLICATION AND LOADS LISTED Member Slope: 0112 Roof SlopeOM2 A iry 3' :© 24' b All dimensions are horizontal. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Snow (psf): 25.0 Live at 115 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Snow(1.15) 25.0 85.0 8' To 16' Replaces Point(Ibs) Snow(1.15) 188 242 11' - Point(Ibs) Snow(1.15) 188 212 16' 6' - SUPPORTS: Input Bearing Vertical Reactions (Ibs) Ply Depth Nailing Detail Other Width Length Live/Dead/Uplift/Total Depth 1 Tlmberstrand LSL Beam 6.75" Hanger 659 / 728 / 0 / 1387 1 11.88" N/A Top Mount Hanger None 2 Timberstrand LSL Beam 6.75' Hanger 717 / 790 / 0 / 1507 1 11.88' N/A Top Mount Hanger None HANGERS: Simpson Strong - Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species . 1 Top Mount Hanger MIT311.88 -2 0/12 0 N/A No 0 N/A 2 Top Mount Hanger MIT311.88 -2 0/12 0 N/A No 0 N/A - Nailing for Support 1: Face: 4-N10 , Top 4-N10 , Member: 24110 - Nailing for Support 2: Face: 4-N10 , Top 4-N10 , Member. 2 -410 DESIGN CONTROLS: Maximum Design Control Result Location Shear (Ibs) -1465 - 1465 4428 Passed (33 %) Rt. end Span 1 under Snow loading Vertical Reaction (Ibs) 1465 1465 4336 Passed (34 %) Bearing 2 under Snow bading Moment (Ft -Lbs) 9856 9856 15525 Passed (63 %) MID Span 1 under Snow loading Uve Load Defl (in) 0.443 0.762 Passed (L/619) MID Span 1 under Snow loading Total Load Deft (in) 1.069 1.144 Passed (U257) MID Span 1 under Snow loading - Deflection Criteria: Specifted(LL:U360,TL:L/240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 4' 3' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT( The analysis presented Is output from software developed by iLevel®. iLevel® warrants the sizing of Its products by this software will be accomplished in accordance with (Level® product design criteria and code accepted design values. The specific product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an (Level® Associate. -Not all products are readily available. Check with your supplier or [Level® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLY( PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code IBC analyzing the ILevet@ Custom product listed above. -Note: See (Level® Specifiers/Builder's Guide for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Sonic (Vancouver) Cameron Swearengin Job #071108 BMGP Engineers, Inc. 1045 13th St. SE Salem, OR 97302 Phone : (503) 399-1399 Fax : (503) 399-8259 bmgp ®gwest.net Copyright 0 3007 by iLeve1 Federal Way, WA. TJIe,TJ -Beams and TimberStrands are registered trademarks of iLevel°. e-I Joist ° ,Pro ° and TJ -Pro' are trademarks of iLevelG. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 3.7 fvv1�D T� 0ESIGN /ass vMi /5'10 0 PS I-06 J, so, c.. BGAgiA.16 pg.assVgl° srjz, P rm./6S ; LULhDs; DL ~' /ZPSF ( floPs /i) 4-` /d PPr-(' /) PLF 5 = Z 5 P pr-( _ 3 aro .5 v�r- /ff3 " �L1.ow. Zv(-D 9 /S CPS ZZ5a Pc-r- > 7s9rL# kLL o , ?o',JT Lvf}D ,: 62 To ° 7V' Ptf 1, - 6 G9 I . - RGE5T /Zr4'no& - `/ 69/ # < 6676/ o /4. VS t '- ' 61( w/DN ivowNGI �® '' ' FILE NO. U ( /VUG SHEET NO. MADE BY GS DATE 11.-241- ° 1 SALEM, OREGON CLIENT G'AQ Cp r PROJECT - 5-'° /" ) / pr" ` r16 D) Form 3a Project Name: Sonic Drive -In Tigard Page: f 1 BUIL ,' ING ENVELOPE - GENERAL Check all boxes 1. Exceptions (Section 1312) that apply. ❑ No Envelope Components. The building plans do not call for new or altered building envelope components, e.g., walls, floors or roof /ceilings. ❑ A Non - conditioned Building. The proposed structure has no spaces heated or cooled by an HVAC system. Exceptions ❑ Exception. All new or altered building envelope components do not comply with the Discussion of qualifying requirements, Section 1312, but qualify for Exception: 0-1 0-2 0-3 0-4 ❑ -s exceptions in Portions of the building that qualify: instructions section. Plans / Specs: Show compliance by The plans /specs show compliance in the following locations: sheet, detail number, specification section 2. Air Leakage (Section 1312.1.1) and /or subparagraph. 0 Complies. Plans require penetrations in building envelope are sealed and windows and doors are caulked, gasketed or weatherstripped. The plans /specs show compliance in the following locations: Drawing A4 Details 3. Suspended Ceiling (Section 1312.1.2.1) Complies. Building plans do not show suspended ceilings used to separate conditioned space from unconditioned space. No exceptions permitted. 4. Recessed Light Fixtures (Section 1312.1.2.2) Complies. The building plans do not show recessed light fixtures installed in ceilings separating conditioned spaces from unconditioned spaces. • ❑ Exception. The building plans require that fixtures installed in direct contact with insulation be insulation coverage (IC) rated. The plans /specs show compliance in the following locations: 5. Moisture Control (Section 1312.1.4) • 0 Complies. A one -perm vapor retarder is installed on the warm side (in winter) of all exterior floors, walls and ceilings, and a ground cover installed in the crawl space of both new and existing buildings where insulation is installed. The plans /specs show compliance in the following locations: Drawing A4 and A6 and SP1 ❑ Exception. All new or altered building envelope components do not comply with the vapor retarder requirements of the code, but qualify for an exception. Note applicable exception. Section 1312.1.4, Exception: ❑ -, ❑ -2 Portions of the building that comply: Climate 6. Climate Zones Zones 0 Zone 1 - A building site is in Climate Zone 1 if its elevation is less than 3000 feet above sea level and it is in one of the following counties: Benton, Columbia, Clackamas, Clatsop, Coos, Curry, Douglas, Jackson, Josephine, Lane, Lincoln, Linn, Marion, Multnomah, Polk, Tillamook, Yamhill, or Washington. ❑ Zone 2 - Building sites not in Zone 1, or where construction site elevation is 3000 feet or higher in Zone 1, are in Zone 2. OFFICE COPY 3-1 Compliance with OSSC, effective 04/01/07 Form 3b Project Name: Sonic Drive -In Tigard Page: 2 PRESCRIPTIVE PATH Part 1 of 4 CLIMATE ZONE 1 Exterior Wall Window Area Area Glazing Maximum Glazing (total rough frame ft2) (gross ft2) % Fraction Complies Glazing i Conditioned Percent space 162 - 3,658 x 100 = 4.4% Yes Calc- Semi - ulation ; Conditioned - X 100 = Yes Space See instruction section for a Conditioned discussion of Mechanical - X 100 = Yes glazing percent calculation. Penthouse Windows . Window Max Minimum Shading Minimum From Work- (from Worksheet 3d) U- Factor l Window Assembly ( from Worksheet 30) Coefficient 2 Assembly sheet 3d, place the highest #N /A p #N /A ❑ Overall Window U -Value Complies Yes SC Complies Yes U- factor and highest Center- Required of - Glass SC. Or Minimum N/A Required Minimum N/A check minimum Assembly (Fixed Assembly assembly and Windows) identify window. Required Mini- mum Assembly (Operable N/A Windows and Curtainwall) The plans /specs show window compliance in the following locations: Drawing A2 and SP4 Notes From Worksheet 3d, place the highest Overall Window U- factor or check (Minimum Assembly). See "Window Requirements" in table on the following page for specific MA requirements. Excel version will automatically insert minimum assembly requirements or greatest U -value from 2 - From Worksheet 3d, place the highest "center -of- glass" shading coefficient (SC) for glass or check MA (Minimum Assembly). See "Window Require - ments" in following table for specific MA requirements. Excel version will automatically insert minimum assembly requirements or greatest SC from Worksheet 3d. Shading Coefficient (SC) can be calculated from Solar Heat Gain Coefficient using the equation: SC = SHGC + 0.87. Manufacturers data may also be used to document SC. Walls R -Value Wall / Insulation Type Insulation Only U- Factor See instructions Frame (wood or metal framing) zd for a discussion 19 or of wall require- ments. i= or or or Zi or or Below R -Value Grade Walls Insulation Only U- Factor See instructions Below - Grade Wall (Min. R -7.5) (Max. 0.11) 0'-f for a discussion of ./` S lab on Grade 10 or requirements. Notes ' Submit Worksheet 3a for each calculated assembly U factor exa." Compliance with OSSC, effective 04/01/07 3-2 Compliance with OSSC, effective 04/01/07 Form 3b Project Name: Sonic Drive -In Tigard Page: 3 PRESCRIPTIVE PATH Part 2 of 4 ...A.:rm. y ....-.. -:., - .u,;..VaaE..,:,41...t..i,M:7 trz,i A. ..a';-1 tt CL 17.::7._ Z-:w37.441, fell -MIXMIII:1 7 1L4 61 TVW,!. t' K' aiW.:4 7: S. m." VA i.4. 16Stra 46"1':IXi,:rz.V6 1172TT=7,1G???S is41,V;EZttfl ::•;�,,.:-. Code Requirements - Zone 1 Discussion of these requirements in the instruction section. ZONE 1 Wall Requirements - Window Requirements Max. Max. Glazing R -Value Max. U- Shading Fraction Wall / Insulation Type Insulation Only U- Factor Factor Coefficient CMU 15% 'Masonry w /integral loose fill insulation N/A or 0.300 , 7 Up to 15 0.540 0.57 Masonry or concrete s , w /cont. exterior insulation 1.4 or 0.300 CMU Masonry w /integral rigid fill insulation N/A or 0.210 Masonry or concrete w /interior insulation 11 or 0.130 M or concrete w /cont. exterior insulation 2.8 or 0. 210 7 Up to 30% ry 0.540 > 0.57 Frame (wood or metal framing) 13 or 0.130 Other (provide short description) 13 or 0.130 CMU Masonry w /integral rigid fill insulation N/A or 0.210 Masonry or concrete w /interior insulation 11 or 0.130 Up to 40% Masonry or concrete w /cont. exterior insulation 2.8 or 0.210 0.370 1° 0.35 Frame (wood or metal framing) 13 or 0.130 Other (provide short description) 13 or 0.130 Code Requirements - Zone 2 Discussion of these requirements in the instruction section. ZONE 2 Wall Requirements Window Requirements Wall / Insulation Type Max. U- Max. Max. Glazing R -Value U- Factor Factor Shading Fraction Insulation Only Coefficient CMU 'Masonry w /integral loose fi11 insulation N/A or 0.300 „ 11 Up to 15% 0.500 0.57 Masonry or concrete s , w /cont. exterior insulation 1.8 or 0.270 CMU Masonry w /integral rigid fill insulation N/A or 0.160 Masonry or concrete w /interior insulation 13 or 0.090 Up to 25% Masonry or concrete w /cont. exterior insulation 4.3 or 0.160 0.500 0.57 Frame (wood or metal framing) 19 or 0.090 Other (provide short description) 19 or 0.090 CMU Masonry w /integral rigid fill insulation N/A or • 0.160 Masonry or concrete wlinterior insulation 13 or 0.090 Up to 33% Masonry or concrete w /cont. exterior insulation 4.3 or 0.160 0.370 0.43 Frame (wood or metal framing) 19 or 0.090 Other (provide short description) 19 or 0.090 Notes ° The Simplified Trade -off Approach must be used if glazing fraction exceeds allowable percentages. s Minimum weight of masonry and concrete walls = 45 Ib /ft2 of wall face area 6 All cores to be filled. At least 50% of cores must be filled with vermiculite or equivalent fill insulation. 7 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double- glazed window with a 0.5 inch air space, low -e coating and aluminum frame. MA shading coefficient description is a tinted outboard pane of glass. For Operable Windows or Curtainwall: double - glazed window with a 0.5 inch air space, low -e coating and thermally broken frame. MA shading coefficient description is a tinted outboard pane of glass. 8 All cores except bond beams must contain rigid insulation inserts approved for use in reinforced masonry walls 9 Batt insulation installed in metal or wood frame walls shall be insulated 10 the full depth of the cavity, up to 6 inches in depth. 10 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double - glazed window with a 0.5 inch argon filled space, low -e coating (e <= 0.05) and thermal break frame. For Operable Windows or Curtainwall: only use Max U- Factor. MA shading coefficient description is a 0.25 - inch thick glass with low -e coating (e <= 0.05) with a tinted outboard pane. 11 Prescriptive MA (Minimum Assembly) - For Fixed Windows: double -glazed window with a 0.5 inch air space, low -e coating and aluminum frame. For Operable Windows or Curtainwall: double - glazed window with a 0.5 inch air space, low- e coating (e <= 0.1) and thermally broken frame. MA maximum shading coefficient description is a tinted outboard pane of glass. v A 12 Prescriptive MA (Minimum Assembly) - For Fixed Windows, a double - glazed window with a 0.5 inch argon filled space, low -e coating (e <= 4 , - , : 0.05) and thermal break frame. For Operable Windows or Curtainwall, only use Max U- Factor. MA shading coefficient description is a 0.25 - {. +4 1 inch thick glass with low -e coating (e <= 0.05). Compliance with OSSC, effective 04/01/07 • 3 =3 Compliance with OSSC, effective 04/01/07 Form 3b Project Name: Sonic Drive -In Tigard Page: 4 PRESCRIPTIVE PAT i Part 3 of 4 ��r§•iCJtlJ':?.f. i..�ki#F�YD:��h�Y.S -ry L�31:r}? '&&' �K'C�33�3irrlPo n,L_ :w±?e:iS?iM'6::J�'Ti a+'_.1:'s�E`f��' :1..; 5?:;k' uw 36^.i]F.u6:7��' ^.�T.:J 2t? ","• "... viL� IVY :11 1 a£+�i13E10.1 Y,TtR .C2RAVI7.77."- Roofs/ R -Value Insulation Only U - Factor" Ceilings Roof / Ceiling" (Min. R -19) (Max. 0.050) See instructions fora dicussion of wood "I" joists @ 24" O.C. 19 or roofs /ceilings. Notes 1 Write -in a short description for assembly with the lowest insulation R -value or the highest assembly U- factor. 12 Submit Worksheet 3b for each calculated roof /ceiling assembly U- factor. Skylight Area Roof Area Skylight Maximum Skylight (total rough frame ft2) (gross ft2) % 17 Fraction Complies Skylights Conditioned X 100 = N/A Includes glazed • Space smoke vents. Semi - See instructions Conditioned - X 100 = N/A for a dicussion of skylights. Space Conditioned Mechanical - X 100 = N/A Penthouse Skylight Area Roof /Ceiling Area Skylight (total rough (gross ft2) Percent frame ft2) Skylights • Skylights Max Minimum Skylights Shading Minimum From Worksheet (from Worksheet 3d) U- Factor" Assembly (from Worksheet 3a) Coefficient Assembly 3d, place highest Overall Vertical #N /A - ❑ #N /A N/A Window U- factor and highest U -Value Complies Yes SC Complies Yes Center -of -Glass SC. Required Minimum N/A Required Minimum N/A (must use SC) Assembly Assembly The plans /specs show window compliance in the following locations: Drawing A6 and SP3 Code Compliance Thermal Performance Shading Coefficient Require- Option Overall Vertical U- Factor Center of Glass SC Performance U -1.230 for overall assembly in overhead plane SC -0.47 center -of -glass ments Min: Assembly (MA) Double glazed, 0.5 -inch airspace N/A Notes i3 Skylight percentage area is based on total skylight and smoke vent rough frame area divided by total conditioned roof area. Percentage must not exceed 6 percent of total roof /ceiling area in conditioned building space. The Simplified Trade -off Approach must be used if glazing fraction exceeds allowable percentages. 14 From Worksheet 3d, place the highest Overall Vertical U- factor or write -in MA (Minimum Assembly). See "Skylight Requirements" in table . above for specific MA requirements. 1 5 From Worksheet 3e, place the highest "center -of- glass" shading coefficient (SC) for glass. See "Skylight Requirements" in table above for specific MA requirements. Shading Coefficient (SC) can be calculated from the Solar Heat Gain Coefficient using the equation: SC = SHGC 0.87. Manufacturers data may also be used to document SC. �4 ff , :l`s • Compliance with OSSC, effective 04/01/07 a pr i i -:'. otl �' : 'p 9 r 7 •.....,,,,..„ .vr_,r s Waf.�xu. 1 :a4asrr117..m1fi .yrs:.:;cargea:7.:rs a-Imett u a:11 .1.K,s +* 3 :21,1s;ax- YqUIWit sta: ,:a lax11,25 :rATAI P.srr: _a'.srz.,101i, 2 x.,: r .f.:MA 3-4 • • Compliance with OSSC, effective 04/01 /07 . Form 3b Project Name: Sonic Drive -In Tigard Page: 5 PRESCRIPTIVE PATH Part 4 of 4 L' Yt'. F,. �b. 3E7i.+'.,S'C.^,t^�TaiR:7.'G7Tl, F: f<;. b..•> cL1F' Ye! �rfk3l�. 9a;. �L: ri�t3i: i•:. �itir' �3'^ 7?_'. i, 2v;? aC'!:'.'�.ix�tt�'.�4`:Y,d.I.f97 dSt7d ?: ".Y.- H'r.I..: %id'.:rM1' AFC"? BP72T37ai'ia'29f'1n!R�,':.Y'P.S fL�"- . _C<'9:.,�55 Floors R -Value See instructions Floors over Unconditioned Spaces Insulation Only U- Factor for a dicussion of floors. or • Heated Concrete Slab Edge R -Value Insulation Only • Heated Slab -on -Grade (Section 1312.1.2.4) ❑ Complies. Building plans show insulation extending downward from the top of the slab a minimum distance of 24 inches or downward and under the slab for a combined minimum distance of 24 inches or to the bottom of the thickened edge of the of slabs used as a foundation. The plans /specs show compliance in the following locations: Notes 16 Write -in a short description for assembly with the lowest insulation R -value or the highest assembly U- factor, 17 Submit Worksheet 3c for each calculated floor assembly U- factor. 78 Write -in a short description for Heated Slab, which has heat, integrated into slab such as hydronic heat. If more than one floor type, enter the lowest insulation R -value or the highest component U- factor of any floor. Code Compliance Options Require- Min. R -Value Max. U- Component Insulation Only Factor ments Floor over Unconditioned Spaces r 11 1 or j 0.070 • Climate Climate Component Zone 1 Zone 2 Heated Concrete Slab Edge, Min. R -Value 7.5 I or j 1 0. 0 Doors U- Factor See instructions to R - Value Center - for a dicussion of • Doors Insulation Only Panel opaque, with leaf width greater than 4' (Min. R -5) (Max. 0.20) doors. or Notes 1 9 Write -in a short description for Doors. 11 more than one door type, enter the lowest insulation R -value or the highest center -of- panel U -factor of any door. The following doors are exempt from door and window U- factor and shading coefficient requirement P:: NOire dA " 3 -5 Compliance with OSSC, effective 04/01/07 , Form 5a Project Name: 'Sonic Drive -In, Tigard, OR 1 Page: I LIGHTING - GENERAL 1. Interior Exceptions (Section 1313.1) ❑ No Interior Lighting. The building plans and specifications do not call for new or altered interior lighting. Skip to stem 5, Exterior building Lighting - General, below. Exceptions in Exceptions. 1. The building or part of (he building qualifies for an exception from code lighting D iscussion of qualifying requirements. Applicable cede exception is number. °moplions In Insruclions section. 2. Lighting equipment that qualifies for an exception - In addition to general lighting and is separately oontrolled. Applicable code exception is number: Areas of the building and equipmenl that qualify for any exceptions: Plans /Specs `:how compliance Cy Including a drawing shoes, detail n umaer, andror speclfcaU0n nealan end subparagraph 2. Local Shut -of controls (Section 1313.3.1.1) p Complies. At least one local shut -oft lighting control for every 2,000 square feel of lighted floor area and for all spaces enclosed by walls or ceiling height partitions. This control Is detailed In the building plans on drawing number: (g Exception. The building or part of the building qualifies for an exception. Applicable code exception is Section 1313.3.1.1, Exception: Portions of the building that qualify: 3. Automatic Shutoff Controls (Section 1313.3.1.2) ❑ Not Applicable. Office floor area is not over 2,000 square feel of contiguous office floor area or . permllted space is nol over 5,000 square feet. No offices less than 300 square feet, meeting or conference rooms, or school classrooms. ❑ Complies. Ali interior lighting systems are equipped with a separate automatic control to shut off lighting during unoccupied periods. Offices Tess than 300 square feet, meeting and conference rooms, and school classrooms ere equipped with occupancy sensors That comply with Section 1313.3.1.2.1. , Compliance details In plansispecs: ❑ Excoptlon. The building or part of the building qualities for an exception. Applicable code excepton is Secllon 131.3.3.1,2, Exception: Portions of the building that qualify: 4. Daylighting Controls (1313.3.1.3) 0 No classrooms or atriums with skylights or window to wall ratio greater than 50 %. ❑ Compiles. All classrooms and atriums with window to wall ratio greater Than 50% and;or skylights are equipped with automatic daytfght sensing controls, as required by Section 1313.3.1.3.1 and Section 1313.3.1.3.2. The daylight sensors specified comply with Section 1313.3.1.3.3. Compliance details In p1ansrspecs: Exterior Build 5. Exterior Lighting (Section 1313.51 lag Lighting p Complies. The plans do not call for use of Incandescent or mercury vapor lamps for use on building exterior. U lighting dirbUbd to 10 Excoptlon. The budding plans Indicate luminaires with Incandescent or mercury vapor lamps, but are illuminate the exterior of t -e specified for use In or around swimming pools, water features, or other localions subject to requirements Wiring iring anc adjacent of Article 680 of the 2002 National Electrical Code, walkways and teadlra areas — �! with orwirhautcarcp :os. -.__._.,_ , _____.—...._. . .___. . ._.._...__ .. ........___K<._......_ a-,..:..-....-._. ._....._.__..__._.— __..__._._._ _ :_...._- ,_.....,,_....._.._... Clock Switches 6. Exterior and Canopy Lighting Controls (Section 1313.3.2) snail he astronomic isaascral O Complies. The building plans and specifications include photoelectric andlor clock switches on all exterior correcting) type %ith :alb lighting systems which are designed and programmed to extinguish lights when daylight Is present, as mg rams fa owl day of are required by Section 1313.3.2. web'. and shell elate endrgy I 1° maintain timekbaping _ "._.........._ _ W_ ....._ ................_.____ �.. _.__.....___.,......,... �,..-..._ �......_.._ ... _...- . ,._ _._.._._ Wing po "er °"tag0$ 7. Connected Lighting Power (Section 1313.4) YES Compiles. The lighting power does not exceed the power allowance established _ in either the Tenant Space Method (Form 5b) or the Space -by -Space Method (Form 55). .' SP — a. Tenant Space Method (Form 5b) a Space- bySpace Method (Form 5c) , , ..: 40. -.7.- 7 :1.1 OFFICE COPY • ..,..F:TrFl3A: iR1' ilW: i" iY' i` l'.' J�tlRMICWI� 'CaalYlw:'m........'dtiiNfl�lHf .....'F .,...:t,A.....„l ,.... .,,, ,....S�'Tlf3,Y�0.E "iW3�`i..'!'W' MAIt�"��'N7SSI�+av r,,.„ . _.,. Ci,„,.JG'JJ.aTl:Yb"sd➢E'�'a[_. . V2.4.3 - C xopia rco •Rh 2W T O55C Form 5b Project Name: Sonic Drive -In, Tigard, OR P age:, I INTERIOR LIGHTING POWER - Tenant Space Method Lighting • (a) (b) (e) (d) Budget Occupancy/ Tenant or Bu ldfg Ty,e Flagg Area Max Parer ughlhg Power Use Types (Tattto (sghl Density (01,11 Budget(VA__ See instrutltans for dos,- DIrJRg: CeretertafFast Food . notion of occupancy typos 1,493 . 1.4 2,090 Lighting Power 1. Total Interior Lighting Power Budget (Watts) for Building. 2,080 • Budget - • Track Lighting 2. Total length of track lighting (ft) - POWer 3 Line 2 multiplied by 50 Watts/ft 4. Total amperage of circuit breaker(s) serving track lighting (amps) 5. Voltage of circuit breaker serving track lighting (volts) - 6. Maximum wattage of track lighting (multiply line 4 by line 5) 7. VA rating of the Milne current limiter or the low voltage transformers 8. Track Lighting Power (the lesser value of line 3, 6 or 7) • 9. Total Interior Lighting Power from Worksheet 5b -1' (Sum of Column (m)) 4- 1,364 Building's Interior .10. Total Adjusted Interior Lighting Power (line 8 t Inc 9) = 1,384 Lighting Power 11. Does Interior Lighting Design Meet Budget? Line 10 must be no greater Than line 1. YES Exterior Canopy Parking Garage 12. Do Exterior Canopies Moot Budget (Worksheets 5c)? YES Lighting Power 13. Does Parking Garage Meet Budget (Worksheets 5c)? NIA i t . t fh '� • 5 -2 V2,4, r - Canaan.' curb 2007 OssC • Work! Project Name' Sonic Drive -In, Tigard. OR Pagel 3 LIGHTING FIXTURE SCHEDULE (see Table 5c in instructions for default luminaire power). (a) (b) (c) :(1) (e) (f) Lum Lum "Hake Is Luminaire ID • L.uminafre Lamp Masts Power From Tygg 0saerl No. l Dosatitlo■ No, Description tWatisi Tot* Sc A Fluorescent re - 4 fool • 2- F32T8- ELECT - 2 F32T8 1 Elodronlc Normal Output RS 62 YES Fluorescent Al -4foot ■ 2- F32T8•ELECTNO.62W 2 F32T8 1 Sacks* Normal Output. R5 82 YES G + High knee airy Discharge -Motel Halide • 1.M100•M4GST•12 D2W 1 M100 1 MagaeticStandard 122 YES _ R Ihghlntensity Discarge - MetalHaga° 1•M400- M4GSTD-461W - 1 1 M400 1 MagnettcStandard 461 YES I _ -I j -e _l____________ — . A. J. --A -1 _. — f J ' 1 __. _ �. _ — _..._ J_ — I _ - _E— r .i V2.4,1 - Ccnvian ce vA h 27Q7 OSSC Wor�. 5b-1 Project Name: Sonic Drive•In, Tigard, OR I Pape: 4 INTERIOR LIGHTING POWER Space -t:y -Spate Method Only Skip to =Nom (P If uslpg the Tenant Space Method (a, (b) (c) (d) (e) Lum ID (e) (h) 0) 0) (k) from avant Nye( Roan ID (dc Space Typo Space LIgMIrg Power Wakshoet Luminerea (or Luminaire Light ng Room not lo lye any Ana (Tubbs 13-1) Type Budget se ca theta it. for Iroel: Poser Exempt Pmwr Total Up. blanks) (ft (ender space type onyenca per room) LPO (b) x (d) la) BghJrg) ;Walls) F duroe (9) x (h) Poser Each room - A i - 1 , 20 82 ❑ .1.240 • muat bo - - B ' -1 2 62 ❑ 124 - identified. - - - ❑ - - •� Lminalres for eadi 11 IrdlNC Uel mom In - - ..I .- 0 . - plans. - .( ❑ (S - - , - _ - ❑ • _ For track ',Mang - - - ❑ - areal' Inea'lastIn - - - ❑ _ _ _ column colunn WI . - - Column (k), enter - sum of cob st1 al - - - ❑ - - far mod' roem only - orc oat first entry ❑ - forlhercom.Soo - - - - ❑ - - o moo l' - „ - - I -term Il atts. - - .,,- ❑ - - ❑ - - • _ -- - ❑ - - - - - ❑ - - - - _ 0 - - I - - - • ❑ - - 0 - - - ❑ - - - - '- - 0 - - i - - ■ - ❑ i - - - = j ❑ - - • - - ❑ - - - - - I • ❑ • - - - - -I - ❑ - 1 - - - ❑ - - - - - ❑ - - - - -( _ ❑ _ zi - ❑ - - - -{ - a - - - ff - o - - _ _ J - _ ❑ • - W 1 heel 51-1 Total Budget WkaM 56.1 Total LIghtlnp Pm•ar (oxdualng arenpArack exttros) 1.384 Other Pages To W el 5b I0 j U al Iho add (lanai work sheep nece• scarf to Wain all - - luminaires in (I) (ml (n) building Lighting Power Budget Speoa P:cposod Bad'ng Lighting bySpace only (Tetol of Power 1 Tolat cif column (k), Area Sgff. (no; 'enured Worksheet Number caltann (e)) ' e cluding exempt /rack) for Tama 14 MAXI) Sb-1 1 5b•2 543 Sum of add ['oral Lib works heels - - - • 1.364 - - ,, ^ ''. Total Budget DraBwo •ishoets; - ‘aibe' I xra.+w.w.•w.:.w••.• .: ,mmmw.Fwr.ass:nuerww. .,„ww w,M,-,..wrra4nwr•.wnrr,wore su: say ue.:re.wr.ur u... vn Rrw +rw.. +rewr.wteewww.wa+we•:••wrw wweww.w.ra w, ww,. w.. nw .:.,:,. «w+,-u.u.,•w..we 5 -5 V2.4.t -Ca mriunce wt' a):7 OSSC • Worksheet 5c Pro)ocI Nomo1 Sonia Drive -In, Tigard, OR 1 Page: 5 EXTERIOR CANOPY AND PARKING GARAGE LIGHTING POWER Exterior Canopy Lighting (o) (b) (c) (d) (0 ) W m 10 (g) (h) (} dl (k) from Duality of Room 10 (do Space Lidliirg Power Waks11oet Lumbalras (or Lmfnato Ughtfrg Room not leave Wry Area Typo cudgel Ca column B+eol ft. for (rack Power Exempt Power Tole' Llg, blanks) (fl ) Canopy LPO (b )x(dl (s) Ightvg) (Welts) Noires (0)x(h) Power Boob room CANOPIES 4481 Conoc o' Under 1E fool in rwkFE 1.5 . 6,722 G 23 122 0 2.838 2,9)5 must be _ _ R 2 481 ❑ 922 - i dontinod. - _ - - 0 _ Ccscrao ❑ . Iuml maims for oath - - Ind;.Iduel room In _ - ❑ - plans. . _ ❑ _ - For track galling - - _ ❑ _ _ o ^tor anool foot in ❑ - colucn column (g) . • ❑ _ _ Camel tk), enter - - - O - somof column l() - - - ❑ - - tce each room only onto at l:Jl entry " , - - ❑ - - fce the room , Sao - - - ❑ - - example In 4,461 Total Exlo r(orCanopy Budgol 8,724 Total E xdarlor Canopy Lighting Power (oxU,d'ng exemptficbres) 3,728 Parking Garage Lighting (f) (a) (b) (c (d) (el Lm ID (g) IN (i) (II (k) from Cuartltyof Room ID (do Some Ligeing Now workeneel Lnlneires (or Luminaire Whey rg Room nol loom any An" Parking Garage Typo Buagel 50 Cokrnn Inoai It. for track Power Exompl Pomo. Toro! Lig. blanks) (re) LPD (b) x (d► (a) fig/fling) (Walls) Futures (Mx (hl Power - ❑ - - - - ❑ • _ - - - " ❑ - _ ❑ - - - - ❑ - - - ❑ • - - .- ❑ • - - _ _ 0 - _ - - ❑ - - - - • ❑ - - - 0 - - - 0 - • - - - ❑ - - - - ❑ - • Taal Parking Garage Budget - Total Pelting Oaroge UghUrg Pawn(oxciuding exempt Mures) - Does Canopy Lighting Power Comply? YES Does Parking Garage Lighting Power Comply? NIA • - ... .:'MKfGZ`•' Balls... .14^-'RVeAR3 Sl4 i1!'!!^f'..,s,G`.i9. . .....:ClS9C ..r. WrflOM±+ ....,, T41C• rM "Xr'a1M[_'C.51:1..: N:M 1'„«.- ....,m"4d'h.M...,. '.. _ -- 5-8 v2,4,1 - Cana ono %4n 2C07 O59C t• WWI j ' 'µ LSON Y I L a, ;; ARCHITECTS PC '`M ARCHITECTURE • INTERIOR DESIGN March 19, 2010 Dan Nelson City of Tigard Senior Plans Examiner 13125 SW Hall Blvd. Tigard, OR 97223 RE: Sonic Drive -In Permit Review Letter (Building Permit BUP2010- 00018) Dear Mr. Nelson: In response to your review letter dated March 16, 2010, the following is submitted: 1. The lighting and insulation energy forms are attached. 2. A geo technical report for the building footprint per OSSC 1802.2 is attached. 3. The following is a statement of Special Inspection per OSSC 1704.1.1. from the structural engineer of record. We have reviewed the OSSC section 1704.1.1 requirements and we believe that the information provided on page SO..1 under "Structural Inspection and Testing" is adequate for the building as shown on the structural pages in which we are responsible for. • Based on Section 1704: o The building shown does not have structural steel. o The concrete is excluded under section 1704.4. o There is no structural masonry. o There are no high load diaphragms. o The site soil condition is by others. •: Based on Section 1705: o The building is an Occupancy Category II and is therefore not included under Section 1705.3. o The wind exposure is "B" with a 3 second gust of less than 120 MPH and is therefore not included under Section 1705.4. ®' Based on Section 1707: o The building is an Occupancy Category 11 and is therefore not included under Section 1707. o: Based on Section 1708: o There is no structural masonry. o The concrete footings do not fall under the requirements of Section 1708.3 o There is no structural steel. o The seismic importance factor is 1.0 for this structure; therefore mechanical and electrical anchorage is not required to be designed or reviewed by the EOR. 503-390-0281 o FAX 503- 390 -2459 • 3095 RIVER ROAD NORTH • SALEM, OREGON 97303 • WWW.CARLSONVEIT.COM t FFICE COPY O: Again, the only items which need to have special inspection are those listed on page S0.1. 4. Carlson Testing, Inc. has been engaged to provide all special inspection services. These services will include verification of welder qualifications for factory welding performed by Ventaire for the fabrication of all canopy elements on the site. If you have any questions, please contact our office. Sincerely, Cameron Swearengin, PE BMGP Engineers, Inc 1045 13th St. Salem, OR 97302 (503) 399 -1399 (503) 399 -8259 (fax) camerons @bmgpengineers.com 4. All information for attachment of brick veneer is required in Details 13 and 17 on Sheet A6 and is thoroughly defined on Sheet SP2 Section 04001- Masonry Work, paragraph 2.3. subparagraph F. 4. and accepted by you in a telephone conversation with the undersigned on .IYlarph ,17 (. Respectfully, , ';.:.� ��;� J�' 1 C:C -,.1 4-411( d A. Hams, AIA Project Architect 3 attachments as 503- 390 -0281 o FAX 503 -390 -2459 e 3095 RIVER ROAD NORTH o SALEM, OREGON 97303 o WWW.CARLSONVEIT.COM 4 R JAN 2 9 2010 CITY OF TIGARD BUILDING DIVISION STRUCTURAL DESIGN ANALYSIS OF SONIC BARREL CANOPY — TIGARD, OREGON FOR 95 MPH WIND ZONE Prepared by Trevor Eames November, 2009 OFFICE COPY /4 .4.0 PA Op oGtNE 6r 7 069 PL VENTAIRE LLC. 4345 South 93 East Avenue o` .y� 9 er 9 Tulsa. OK 74147 r r s• 19 FY LYN�1 EXPIRES s, TABLE OF CONTENTS A. Design Criteria Page # 1 Design Loads 2 Steel Framing 3 -4 Baseplate and Foundation Design (8" pipe ) 5 -6 Baseplate and Foundation Design (10" pipe ) B. RISA 3 -D Input Data 1 Global Conditions 1 Steel Properties 1 Steel Sections 2 -5 Joint Coordinates 6 -8 Member Data 9 Basic Load Case Data 9 Load Combinations 9 Boundary Conditions C. RISA 3 -D Output 1 Reactions LC1: DL 1 Unity Checks (Ten Worst Members) 2 Reactions LC2: DL + LL 2 Unity Checks (Ten Worst Members) 3 Reactions LC3: DL + WL(X -X) 3 Unity Checks (Ten Worst Members) 4 Reactions LC4: DL + WL(Z -Z) 4 Unity Checks (Ten Worst Members) 5 Reactions LC5: DL + 0.75(LL + WL(X -X)) 5 Unity Checks (Ten Worst Members) 6 Reactions LC6: DL + 0.75(LL + WL(Z -Z)) 6 Unity Checks (Ten Worst Members) 7 Reactions LC7: 0.6DL + WL(X -X) 7 Unity Checks (Ten Worst Members) 8 Reactions LC8: 0.6DL + WL(Z -Z) 8 Unity Checks (Ten Worst Members) D. Worst Case Member Detail Report 1 Segmented Truss A 2 Segmented Truss B 3 Purlin 4 Purlin Brace 5 Truss Brace 6 8" Pipe Column 7 10" Pipe Column A. DESIGN CRITERIA DESIGN LOADS 1. Roof Load: 20 PSF 2. Wind Load: 95 MPH 3. Seismic Load: S = 0.944; S = 0.338; C = 0.346 4. 983FLECTION CRITERIA 1. Deflection < L /120 2. Drift < H/90 ANALYSIS METHOD RISA 3 -D is based on the widely accepted linear elastic stiffness method for solution of the model. The stiffness of each element of the structure is calculated independently. These element stiffnesses are then combined to produce the model's overall (global) stiffness matrix. This global matrix is then solved versus the applied loads to calculate joint deflections. These joint deflections are then used to calculate the individual element stresses. The dynamic analysis is performed using a subspace iteration procedure. The primary reference for the procedures used is Finite Element Procedures, by K. J. Bathe (Prentice -Hall, 1996). Z� X 1 1 i .,. / l ijk ii ‘ %% % pop #0,77, „: 1 Ventaire LLC Trevor Eames SONIC - TIGARD, OREGON Nov 5, 2009 at 12:32 PM 09- 0539 -D STEEL FRAMING 09- 0539 -D.r3d FOOTING (8" COLUMN ) P(Base) kips M(Base) k -ft P(Uplift) kips 1. DL +LL 7.20 5.71 0.00 2. DL +WL 0.00 8.61 3.70 3. DL +.75LL +.75WL 3.42 6.23 0.00 4. 0.6DL +WL 0.00 9.19 4.71 5. 06DL +0.7SL 1.52 0.87 0.00 BASE PLATE & ANCHOR RODS USE BASE PLATE 3/4" x 16" x 16" ( BASE PLATE ) USE ANCHOR RODS 4.00 - 1" Dia. X 36" LG (Embed 30 in. min.) Bolt Separation 12.00 In. Allowable Tension 15.7 Kips Applied Tension 5.77 < 15.7 kips OK! BLOCK FOOTING (LxBxT. L IS IN BENDING DIRECTION) USE BLOCK FOOTING L(Ft) B(Ft) THICK (Ft) 7.00 3.50 2.75 Allowable Bearing 2.00 Uplift Capacity 10.11 Kips >= Uplift Load 7.07 OK! Overturning Capacity 35.37 K -f >= 1.5 *M(base) 13.79 Soil Bearing Stress Max(ksf) Min(ksf) DL +LL 0.91 0.51 < 2.00 OK! DL +WL 0.71 0.11 < 2.00 OK! DL +.75LL +.75WL 0.77 0.33 < 2.00 OK! 0.6DL +WL 0.73 0.09 < 2.00 OK! 0.6DL +0.7SL 0.50 0.44 < 2.00 OK! PAD REINFORCEMENT AS = M(12) /(Fsid) M = 5.14 K -ft/ft As = 0.08 InA2 /ft USE #4 bar @ 12 in. c/c each way (top and bottom) and USE #4 bar @ 16 in. c/c in vertical faces DRIVE LEVEL -r( DRILLED PIER FOUNDATION DESIGN (10" COLUMN ) P(Base) kips M(Base) k -ft P(Uplift) kips 1. DL +LL 7.20 5.71 0.00 2. DL +WL 0.00 8.61 3.70 3. DL +.75LL +.75WL 3.42 6.23 0.00 4. 0.6DL +WL 0.00 9.19 4.71 5. 06DL +0.7SL 1.52 0.87 0.00 BASE PLATE & ANCHOR RODS USE BASE PLATE 3/4" x 16" x 16" ( BASE PLATE ) USE ANCHOR RODS 4.00 - 1" Dia. X 36" LG (Embed 30 in. min.) Bolt Separation 12.00 In. Allowable Tension 15.7 Kips Applied Tension 5.77 < 15.7 kips OK! ASSUME SOIL BEARING 2.00 KSF SKIN FRICTION 0.20 KSF /FT 6.00 #7 BAR PASSIVE PRESSURE 0.40 KSF /FT WITH COLUMN BASE LOADING #4 TIES @ 12" C/C MOMENT 9.19 K -Ft P DOWN 7.20 KIPS P UPLIFT 4.71 KIPS TRY: USE 30.00 "DIA PIER 5.00 ' LONG A == 706.86 INA2 I == 3.98 x10 ^4 INA4 DIRECT STRESS 10.19 PSI BENDING STRESS 22.19 PSI REINFORCEMENT TOTAL 32.37 As == 3.53 INA2 < 3.60 INA2 OK! Concrete 3.68 KIPS Uplift Load 0.04 KSF < 0.20 OK! Downward bearing 1.26 KSF < 2.00 OK! Overturning capacity 16.53 K -FT > 1.5 "M (base) 13.785 »» USE 30.00 " DIA. DRILLED PIER 5.00 ' LONG WITH 6.00 #7 BARS AND #4 BARS @ 12" C/C DRILLED PIER FOUNDATION DESIGN (10" COLUMN ) P(Base) kips M(Base) k -ft P(Uplift) kips 1. DL +LL 10.48 1.13 0.00 2. DL +WL 0.00 11.20 4.42 3. DL +.75LL +.75WL 3.25 6.36 0.00 4. 0.6DL +WL 0.00 11.22 5.36 5. 06DL +0.7SL 1.81 0.89 0.00 BASE PLATE & ANCHOR RODS USE BASE PLATE 3/4" x 16" x 16" ( BASE PLATE ) USE ANCHOR RODS 4.00 - 1" Dia. X 36" LG (Embed 30 in. min.) Bolt Separation 12.00 In. Allowable Tension 15.7 Kips Applied Tension 6.95 < 15.7 kips OK! ASSUME SOIL BEARING 2.00 KSF SKIN FRICTION 0.20 KSF /FT 6.00 #7 BAR PASSIVE PRESSURE 0.40 KSF /FT WITH COLUMN BASE LOADING #4 TIES @ 12" C/C MOMENT 11.22 K -Ft P DOWN 10.48 KIPS P UPLIFT 5.36 KIPS TRY: USE 30.00 "DIA PIER 5.00 ' LONG A == 706.86 INA2 I == 3.98 x10 ^4 IN ^4 DIRECT STRESS 14.83 PSI BENDING STRESS 27.09 PSI REINFORCEMENT TOTAL 41.92 As == 3.53 INA2 < 3.60 INA2 OK! Concrete 3.68 KIPS Uplift Load 0.07 KSF < 0.20 OK! Downward bearing 1.92 KSF < 2.00 OK! Overturning capacity 21.10 K -FT > 1.5 *M (base) 16.83 »» USE 30.00 " DIA. DRILLED PIER 5.00 ' LONG WITH 6.00 #7 BARS AND #4 BARS @ 12" C/C 12� S FOOTING (10" COLUMN ) P(Base) kips M(Base) k -ft P(Uplift) kips 1. DL +LL 10.48 1.13 0.00 2. DL +WL 0.00 11.20 4.42 3. DL +.75LL +.75WL 3.25 6.36 0.00 4. 0.6DL +WL 0.00 11.22 5.36 5. 06DL +0.7SL 1.81 0.89 0.00 BASE PLATE & ANCHOR RODS USE BASE PLATE 3/4 x 16" x 16" ( BASE PLATE ) USE ANCHOR RODS 4.00 - 1" Dia. X 36" LG (Embed 30 in. min.) Bolt Separation 12.00 In. Allowable Tension 15.7 Kips Applied Tension 6.95 < 15.7 kips OK! BLOCK FOOTING (LxBxT. L IS IN BENDING DIRECTION) USE BLOCK FOOTING L(Ft) B(Ft) THICK (Ft) 4.50 4.50 2.75 Allowable Bearing 2.00 Uplift Capacity 8.35 Kips >= Uplift Load 8.04 OK! Overturning Capacity 18.79 K -f >= 1.5 *M(base) 16.83 Soil Bearing Stress Max(ksf) Min(ksf) DL +LL 1.00 0.86 < 2.00 OK! DL +WL 1.15 -0.32 < 2.00 OK! DL +.75LL +.75WL 0.99 0.15 < 2.00 OK! 0.6DL +WL 1.15 -0.33 < 2.00 OK! 0.6DL +0.7SL 0.56 0.44 < 2.00 OK! PAD REINFORCEMENT AS = M(12) /(Fs *jd) M = 2.48 K -ft/ft As = 0.04 In ^2 /ft USE #4 bar @ 12 in. c/c each way (top and bottom) and USE #4 bar @ 16 in. c/c in vertical faces DRIVE LEVEL l B. RISA 3 -D Input Data Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation _ Yes Include Warping Yes Area Load Mesh (in ^2) 144 Merge Tolerance (in) .12 P -Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC : ASD 13th Cold Formed Steel Code AISI 01: ASD Wood Code NDS 91/97: ASD Wood Temperature < 100F Concrete Code ACI 2002 Masonry Code MSJC 05 /IBC 06 ASD Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties Label E [ksi] G [ksil Nu Therm 01 E5 F) Density[k/ft^3] Yield[ksij 1 HR STL 29000 I 11154 .3 .65 .49 50 2 I HR LINK 1e +6 1 .3 .65 0 36 3 I ASTM A500B 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A lint] Iyy [in4] Izz [in4] J [in4] 1 COLUMN PIPE_8.0_HRA Column Pipe ASTM A500B Typical 8.399 72.489 72.489 144.978 2 PURLIN HSS6X2X2 Beam Tube ASTM A500B. Typical 1.771 1.313 7.433 3.732 3 PURLINBRACE W6X25 Beam Wide Flange HR STL Typical 7.34 17.1 53.4 .46 4 I TRUSS A HSS8X6X4 Beam Tube ASTM A500B Typical 6.155 36.307 56.495. 70.181 5 PIPECOLUMN PIPE_10.0_H... Column Pipe ASTM A500B Typical 111.908 160.734 160.734 321.468 6 ICOLUMNTRUSS HSS4X4X4 Beam Tube ASTM A500B Typical 3.365 7.788 7.788 12.758 7 TRUSS B HSS8X6X3 Beam Tube ASTM A500B Typical 4.683 28.235 43.827 53.845 .RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 1 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Di... 1 N1 7 11.469 _ 13.7603 _ 0 2 N2 7 13.396 10.4218 0 3 N3 7 14.776 6.6405 0 4 N4 7 15.479 . 2.6875 0 5 N5 7 15.479 - 2.6875 0 _ 6 N6 7 14.776. - 6.6405 0 7 N7 7 13.396 - 10.4218 0 8 N8 7 11.469 - 13.7603 0 9 1 N9 26 10.5625 0 0 1 10 N10 26 0 0 0 11 N11 26 11.469 13.7603 0 12 N12 _ . 26 13.396 10.4218 0 _ _ 13 N13 26 14.776 6.6405 0 14 N14 26 15.479 2.6875 0 15 N15 26 15.479 - 2.6875 0 16 N16 26 14.776 - 6.6405 0 17 N17 26 13.396 - 10.4218 0 18 N18 26 _ 11.469 - 13.7603 0 J 19 N19 7 11.83 13.9686 0 20 N20 7 11.83 - 13.9686 0 21 N21 7 13.788 10.5643 0 22 N22 7 13.788 - 10.5643 0 23 N23 7 13.510353 - 10.108466 0 24 N24 7 13.901853 1 - 10.25096 0 25 N25 7 13.901853 10.25096 0 26 N26 7 13.510267 10.1087 0 27 N27 7 15.1863 - 6.7129 0 28 N28 7 1 15.1863 I 6.7129 0 29 N29 7 14.834358 6.312349 0 30 N30 7 15.244658 6.384749 0 31 N31 7 14.834363 - 6.312325 0 32 N32 7 15.244658 - 6.384749 0 33 N33 _ 7 15.479 2.3542 0 34 N34 7 15.479 -2.3542 0 35 N35 7 15.89567 2.6875 0 36 N36 7 15.89567 - 2.6875 0 37 N37 7 15.89567 2.3542 0 38 _ N38 7 15.89567 - 2.3542 0 _ 39 N39 26 1 11.83 13.9686 0 40 N40 26 11.83 - 13:9686 0 41 N41 26 13.788 10.5643 0 42 N42 26 13.788 - 10.5643 0 43 N43 26 13.510353 - 10.108466 I 0 44 N44 26 13.901853 - 10.25096 0 45 N45 26 13.901853 10.25096 0 46 N46 26 I 13.510267 10.1087 0 1 47 N47 26 15.1863 - 6.7129 0 48 N48 26 15.1863 6.7129 0 49 N49 26 14.834358 6.312349 0 50 N50 26 15.244658 6.384749 0 51 _ N51 26 14.834363 - 6.312325 0 52 1 N52 26 15.244658 1 - 6.384749 0 RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 2 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Coordinates and Temperatures (Continued) Label X ft Y ft Z ft Tem. F Detach From Di... 53 N53 I 26 I 15.479 2.3542 0 26 15.479 - 2.3542 0 IM 26 15.89567 2.6875 0 EMII 56 I N56 26 15.89567 - 2.6875 0 57 N57 26 I 15.89567 2.3542 0 58 N58 26 I 15.89567 - 2.3542 0 59 I N59 0 15.89567 2.6875 0 60 N60 0 15.89567 - 2.6875 0 61 N61 0 I 15.89567 2.3542 0 62 N62 0 15.89567 • - 2.3542 0 63 N63 30 11.83 I 13.9686 0 64 N64 30 11.83 . - 13.9686 0 65 N65 30 13.788 10.5643 0 66 N66 30 13.788 - 10.5643 0 67 N67 30 13.901853 - 10.25096 0 68 N68 30 13.901853 10.25096 0 69 N69 30 15.1863 - 6.7129 0 70 N70 30 15.1863 6.7129 0 71 N71 30 15.244658 I 6.384749 0 72 N72 30 15.244658 - 6.384749 0 73 N73 30 15.89567 2.6875 0 7_4 f _ N74 30 15.89567 - 2.6875 _ 0 75 N75 30 15.89567 2.3542 0 76 N76 30 15.89567 -2.3542 0 77 N77 0 11.83 13.9686 0 78 N78 0 11.83 - 13.9686 0 79 N79 0 13.788 10.5643 0 80 N80 0 13.788 - 10.5643 0 81 N81 0 13.901853 - 10.25096 0 82 N82 0 13.901853 10.25096 0 83 N83 0 15.1863 - 6.7129 0 84 N84 0 15.1863 6.7129 0 85 N85 0 I 15.244658 6.384749 0 I 86 N86 0 I 15.244658 - 6.384749 0 87 N87 © 15.89567 I - 2.6875 _ 0 88 I N88 15.89567 -2.3542 0 89 N89 I 12 15.89567 2.3542 0 90 N90 12 15.89567 2.6875 0 91 N91 12 15.244658 6.384749 0 92 N92 12 15.1863 6.7129 0 93 N93 I 12 I 13.901853 10.25096 0 94 N94 12 13.788 10.5643 0 95 N95 12 11.83 13.9686 0 96 N96 12 15.1863 - 6.7129 • 0 97 N97 12 15.244658 - 6.384749 0 98 N98 12 13.788 - 10.5643 0 99 N99 12 13.901853 - 10.25096 0 100 N100 12 11.83 - 13.9686 0 101 N101 15.5 11.83 13.9686 0 102 N102 15.5 13.788 10.5643 0 103 N103 19 I 11.83 13.9686 0 104 N104 19 I 13.788 10.5643 0 105 N105 22.5 11.83 13.9686 0 RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 3 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Di... 106 N106 22.5. 13.788 10.5643 0 107 N107 15.5 13.901853 10.25096 0 108 N108 15.5 15.1863 6.7129 0 109 N109 19 13.901853 10.25096 0 110 N110 19 15.1863 6.7129 0 111 N111 22.5 13.901853 10.25096 0 112 N112 22.5 15.1863 . 6.7129 0 113 N113 15.5 15.244658 6.384749 0 114 N114 15.5 15.89567 2.6875 0 115 I N115 19 15.244658 J 6.384749 0 116 I N116 1 19 15.89567 2.6875 0 117 N117 22.5 15.244658 6.384749 0 118 N118 22.5 15.89567 2.6875 0 119 N119 15.5 I 15.89567 2.3542 0 120 N120 15.5 I 15.89567 - 2.3542 0 121 N121 19 1 15.89567 1 2.3542 0 122 N122 _ 19 15.89567 - 2.3542 0 123 1 N123 22.5 15.89567 , 2.3542 0 124 N124 22.5 15.89567 - 2.3542 0 _ 125 N125 15.5 15.89567 - 2.6875 0 126 N126 15.5 15.244658 - 6.384749 0 127 N127 I 19 15.89567 - 2.6875 0 128 N128 19 15.244658 - 6.384749 0 129 _ N129 22.5 15.89567 I - 2.6875 '0 130 N130 • 22.5 15.244658 - 6.384749 0 131 N131 15.5 15.1863 - 6.7129 0 132 N132 15.5 13.901853 - 10.25096 0 133 N133 19 15.1863 - 6.7129 0 134 N134 19 13.901853 10.25096 0 135 N135 I 22.5 15.1863 - 6.7129 0 136 N136 22.5 13.901853 - 10.25096 0 137 N137 15.5 13.788 - 10.5643 0 138 N138 15.5 11.83 - 13.9686 0 139 N139 19 13.788 - 10.5643 0 140 N140 19 11.83 - 13.9686 0 141 N141 22.5 13.788 - 10.5643 0 1421 N142 22.5 11.83 _ - 13.9686 0 143 1 N143 I 4 15.89567 - 2.6875 0 144 N144 4 15:89567 2:6875 - 0 145 N145 4 15.244658 6.384749 0 146 N146 4 15.1863 6.7129 0 147 N147 4 13.901853 10.25096 0 148 N148 4 13.788 10.5643 1 0 149 N149 4 11.83 13.9686 0 150 N150 1_- 4 15.1863 - 6.7129 0 151 N151 1 4 15.244658 - 6.384749 0 152 N152 4 I 13.788 - 10.5643 1 0 153 N153 I 4 13.901853 - 10.25096 0 154 N154 4 11.83 - 13.9686 0 155 N155 8 15.89567 - 2.6875 0 156 N156 8 15.89567 2.6875 0 157 N157 8 15.244658 6.384749 0 158 , N158 8 15.1863 I 6.7129 0 RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 4 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Di... 159 N159 8 I 13.901853 10.25096 0 160 N160 _ 8 1 13.788 10.5643 0 161 N161 8 11.83 13.9686 0 _162 L N162 8 _ 15.1863 - 6.7129 0 1631 N163 8 15.244658 - 6.384749 0 164 N164 8 13.788 - 10:5643 0 165 N165 8 13.901853 - 10.25096 0 166 N166 8 11.83 - 13.9686 0 167 N167 8 15.89567 - 2.3542 0 168 N168 8 15.89567 2.3542 0 1 169 N171 7 15.290045 3.75 0 170 N172 7 15.290045 _ -3.75 0 171 N173 7 0 3.75 0 1721 N174 7 I 0 -3.75 0 173 N175 26 I 15.409585 - 3.077826 0 174 N176 26 I 15.40958 I 3.077849 0 175 N177 26 I 13.801389 - 9.311004 0 176 N178 26 14.027065 8.692636 0 177 N179 4 15.89567 - 2.3542 0 178 N180 4 15.89567 2.3542 0 RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 5 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Member Primary Data Label I Joint J Joint K Joint Rotate(deq) Section /Shape Type Design ... Material Design Rules 1 M1 _ N177 N9 COLUMNTRUSS Beam Tube ASTM A5... Typical 2 M2 N175 N9 COLUMNTRUSS Beam Tube ASTM A5... Typical 3 M3 N176 N9 I COLUMNTRUSS Beam Tube ASTM A5... Typical 4 M4 N178 N9 ' i COLUMNTRUSS . Beam Tube ASTM A5... Typical L 5 M5 N10 N9 I PIPECOLUMN Column Pipe ASTM A5... Typical 6 M6 N4 N5 TRUSS A Beam Tube ASTM A5... Typical 7 M7 N3 N4 TRUSS A Beam Tube ASTM A5... Typical 8 M8 N5 N6 TRUSSA Beam Tube ASTM A5... Typical 9 M9 N2 N3 TRUSS A Beam Tube ASTM A5... Typical I 10 I M10 N6 N7 TRUSS A Beam Tube ASTM A5... Typical 11 M11 N1 N2 TRUSS A Beam Tube ASTM A5... Typical 12 M12 _ N7 N8 TRUSS A Beam Tube ASTM A5... Typical 13 M13 N14 N15 TRUSS B Beam _ Tube ASTM A5... Typical 14 M14 N13 N14 TRUSS B Beam • Tube ASTM A5... Typical 15 M15 N15 N16 TRUSS B Beam Tube ASTM A5... Typical 16 M16 N12 N13 TRUSS B Beam Tube ASTM A5... Typical 17 M17 N16 N17 l TRUSS B Beam Tube ASTM A5... Typical 18 M18 N11 N12 TRUSS B I Beam Tube ASTM A5... Typical 19 M19 N17 N18 TRUSS B Beam Tube ASTM A5... Typical 20 M20 N1 _ N19__' _ _ RIGID Beam None iGEN_LINK Typical 21 M21 N8 N20 RIGID Beam None GEN_LINK Typical _ 22 M22 N2 N21 RIGID _Beam None GEN_LINK Typical 123 M23 N7 N22 _ RIGID Beam None GEN_LINK Typical 24 M24 N26 N25 RIGID Beam None GEN_LINK Typical 25 M25 N23 N24 RIGID Beam None GEN_LINK Typical 26 M26 N3 N28 1 RIGID Beam None GEN_LINK Typical 27 M27 N6 N27 I RIGID I Beam None GEN_LINK Typical 28 M28 N29 N30 1 RIGID Beam None GEN_LINK Typical j 29 M29 N31 N32 RIGID Beam None GEN_LINK Typical 30 M30 N4 N35 _ RIGID . • _ Beam None GEN_LINK Typical 31 M31 N33 N37 RIGID Beam J None GEN_LINK Typical 32 M32 • N34 N38 . RIGID ' Beam None GEN_LINK Typical 33 M33 N5 N36 RIGID _ Beam None GEN_LINK Typical 34 M34 N11 _ N39 RIGID Beam None GEN_LINK Typical 35 M35 N18 N40 RIGID Beam None GEN_LINK Typical 36 M36 N12 N41 f RIGID Beam •None GEN_LINK Typical 37 M37 N17 N42 RIGID Beam None GEN_LINK Typical I 38 M38 N46 N45 RIGID Beam _ None GEN_LINK Typical 39 M39 N43 N44 RIGID Beam None GEN_LINK Typical 40 M40 N13 N48 RIGID Beam None GEN_LINK Typical 41 M41 N16 N47 RIGID Beam None GEN_LINK Typical 42 M42 • N49 N50 RIGID Beam . None GEN_LINK Typical 43 M43 N51 N52 RIGID Beam None GEN_LINK Typical 44 M44 N14 N55 RIGID Beam None GEN_LINK Typical 45 M45 N53 N57 RIGID Beam None GEN_LINK Typical 46 _ M46 N54 N58 _ _ RIGID Beam _ None GEN_LINK Typical 47 M47 N15 N56 RIGID Beam None GEN_LINK Typical 48 M48' N60 N74 PURLIN Beam Tube ASTM A5... Typical 49 M49 N62 N76 PURLIN Beam Tube ASTM A5... Typical 50 M50 N61 N75 PURLIN Beam Tube ASTM A5... Typical 51 _ M51 N59 N73 PURLIN Beam Tube ASTM A5... Typical 52 M52 N85 N71 1 • PURLIN Beam Tube ASTM A5... Typical RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 6 ' Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate(deq Section /Shape Type Design ... Material Design Rules 53 1 M53 N84 N70 1 PURLIN Beam Tube ASTM A5... Typical 54 M54 N82 N68 PURLIN Beam Tube ASTM A5... Typical 55 J M55 I N79 N65 PURLIN Beam Tube ASTM A5... Typical 56 M56 N77 N63 PURLIN . Beam Tube ASTM A5... Typical 57 M57 N83 N69 PURLIN Beam Tube ASTM A5... Typical 58 M58 N86 N72 - PURLIN Beam Tube ASTM A5... Typical 59 M59 N80 N66 PURLIN Beam , Tube ASTM A5... Typical 60 M60 N81 N67 PURLIN Beam Tube ASTM A5... Typical 61 M61 N78 N64 PURLIN Beam Tube ASTM A5... Typical 62 M63 N173 N171 COLUMN Column Pipe ASTM A5... Typical 63 M64 N174 N172 COLUMN Column Pipe ASTM A5... Typical 64 M65 N79 N82 RIGID Beam None GEN_LINK Typical 65 M66 N84 N85 RIGID Beam None GEN_LINK Typical 66 M67 N148 i N147 RIGID • Beam None . GEN_LINK Typical 67 M68 N146 N145 RIGID Beam None GEN_LINK Typical 68 M69 N160 N159 RIGID Beam • None GEN_LINK Typical 69 1 M70 N158 N157 RIGID Beam None GEN_LINK Typical 70 M71 N21 N25 RIGID Beam None GEN_LINK Typical 71 M72 N28 N30 RIGID Beam None GEN_LINK Typical 72 M73 N94 N93 1 RIGID Beam • None GEN_LINK Typical 73 M74 N92 N91 1 RIGID Beam None GEN_LINK Typical 74 M75 N102 N107 _ RIGID Beam None GEN_LINK _ Typical 75 M76 I N108 N113 RIGID Beam None GEN_LINK Typical 76 M77 N104 .- N109 RIGID Beam None GEN_LINK Typical , 77 M78 N110 N115 RIGID Beam None GEN_LINK Typical 78 M79 N106 N111 RIGID Beam None GEN_LINK Typical 79 M80 N112 N117 RIGID Beam None GEN_LINK Typical 80 M81 N41 L N45 RIGID Beam None GEN_LINK Typical 81 M82 N48 • N50 RIGID Beam None GEN_LINK Typical 82 M83 N86 N83 RIGID Beam None GEN_LINK Typical 83 M84 N81 N80 RIGID Beam None GEN_LINK Typical 84 M85 N151 N150 RIGID Beam None GEN_LINK Typical 85 M86 N153 N152 RIGID Beam None GEN_LINK Typical . 86 M87 N163 N162 RIGID Beam None GEN_LINK Typical 87 M88 N165 N164 _ RIGID Beam None GEN_LINK Typical 88 M89 N32 N27 RIGID Beam None • GEN_LINK Typical 89 M90 N24 N22 RIGID Beam None GEN_LINK Typical 90 1 M91 N97 N96 RIGID Beam None GEN_LINK Typical 91 M92 N99 N98 RIGID Beam None GEN_LINK Typical 92 M93 N126 N131 RIGID Beam None GEN_LINK Typical 93 M94 N132 1 N137 RIGID Beam None GEN_LINK Typical 94 M95 N128 N133 1 RIGID Beam . None GEN_LINK Typical 95 M96 _ N134 N139 RIGID Beam None GEN_LINK Typical 96 M97 N130 N135 RIGID Beam None • GEN_LINK Typical 97 M98 N136 N141 1 RIGID Beam None GEN_LINK Typical 98 M99 N52 N47 1 RIGID Beam None GEN_LINK Typical 99 M100 1 N44 N42 RIGID Beam None GEN_LINK Typical 100 M101 _ N72 N69 RIGID Beam None GEN_LINK Typical 101 M102 N67 N66 RIGID Beam None GEN_LINK Typical 102 M103 N35 N37 RIGID Beam None GEN_LINK Typical 103 M104 N90 N89 1 RIGID 1 Beam None GEN_LINK Typical 104 M105 N114 N119 1 — RIGID _ Beam None GEN_LINK Typical 105 M106 1 N116 N121 RIGID Beam None GEN_LINK Typical RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 7 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:43 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Member Primary Data (Continued) Label I Joint _ J Joint _ K Joint Rotate(dep) Section /Shape Type Design ... Material Design Rules 106 M107 N118 N123 RIGID 1 Beam None GEN_LINK Typical 107 M108 N55 N57 RIGID Beam None GEN_LINK Typical 1081 M109 N58 N56 RIGID Beam None GEN_LINK Typical 109 I M110 1 N124 N129 RIGID Beam , None GEN_LINK Typical 110 M111 N122 N127 • RIGID Beam None GEN_LINK Typical 111 M112 N120 N125 RIGID Beam None GEN_LINK Typical 112 M113 N88 N87 RIGID . Beam None GEN_LINK Typical 113 M114 N38 N36 RIGID Beam None GEN_LINK Typical 114 M115 N167 N155 RIGID Beam None GEN_LINK Typical 115 M116 N65 N68 RIGID Beam None GEN_LINK Typical 116 M117 N70 N71 RIGID Beam None GEN_LINK Typical 117 M118 N73 N75 RIGID Beam None GEN_LINK Typical 118 M119 N76 N74 1 RIGID Beam None GEN_LINK Typical 119 M120 I N59 N61 RIGID Beam None GEN_LINK Typical 120 M121 N156 N168 RIGID Beam None GEN_LINK Typical 121 M122 N62 N60 RIGID Beam None GEN_LINK Typical 122 M123 N144 N180 RIGID Beam None GEN_LINK Typical 123 M124 N179 N143 RIGID Beam None GEN_LINK Typical 124 M125 N77 N79 PURLIN Beam Tube ASTM A5... Typical 125 M126 N82 N84 PURLIN Beam Tube ASTM A5... Typical 126 M127 N85 _ N59 PURLIN Beam Tube ASTM A5... Typical 127 M128 N60 N86 PURLIN Beam Tube ASTM A5... Typical 128 M129 N83 N81 PURLIN Beam Tube ASTM A5... Typical 129 M130 _ N80 N78 PURLIN Beam Tube ASTM A5... Typical 130 M131 N63 N65 PURLIN • Beam Tube ASTM A5... Typical 131 M132 N68 N70 PURLIN Beam Tube ASTM A5... Typical 132 I M133 N71 N73 1 PURLIN Beam Tube ASTM A5... Typical 133 M134 N75 N76 PURLIN Beam Tube ASTM A5... Typical 134 M135 N74 N72 PURLIN. Beam .. Tube ASTM A5... Typical 135 M136 N69 N67 1 PURLIN Beam Tube ASTM A5... Typical 136 M137 N66 N64 PURLIN Beam Tube ASTM A5... Typical . 137 M137A N61 N62 PURLIN Beam Tube ASTM A5... Typical RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 8 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:44 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Basic Load Cases BLC Description Category X Gravity_ Y Gravity_ Z Gravity Joint Point Distributed Area (Me... Surface (� 1 DEAD LOAD None -1 2 14 2 WIND LOAD (X -X) None 14 2 3 WIND LOAD (Z -Z) None 20 4 LIVE LOAD None 14 Load Combinations Description Sol...P... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL Yes' 1 1 2 DL +LL Yes ` 1 1 4 1 3 DL +WL(X -X) Yes I 1 1 2 1 4, DL +WL(Z -Z) Yes I 1 1 3 1 5 DL +0.75(LL +WL(X -X)) Yes 1 1 2 .75 4 .75 6 DL+0.75(LL +WL(Z -Z)) Yes 1 1 3 .75 4 .75 _ 7 0.6DL +WL(X -X) Yes 1 .6 2 1 8 0.6DL +WL(Z -Z) Yes 1 .6 3 1 Joint Boundary Conditions Joint Label X [k/inj Y [k/in] Z [k/in] X Rot.[k- ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] Footin 1 N10 Reaction Reaction Reaction Reaction Reaction Reaction 1 2 N173 Reaction Reaction Reaction Reaction Reaction Reaction 3 N174 I Reaction Reaction Reaction Reaction Reaction Reaction RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 9 C. RISA 3 -D Output Data Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:48 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 I 1 N10 .096 3.019 -.001 .039 -.001 -1.488 2 1 1 N173 -.049 2.53 .285 1.457 -.005 -.317 3 1 N174 -.047 2.533 -.284 -1.449 -.005 -.336 4 1 Totals: 0 8.083 0 5 1 COG (ft): X: 13.832 Y: 13.304 Z: -.007 Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k]Mnyy /om..Mnzz/om... Cb Eqn 1 1 M7 HSS8X6X4 .167 2.928 .045 2.969 y 165.099 169.527 29.957 38.758 1.36 H1 -1 b 2 1 M8 HSS8X6X4 .166 1.087 .045 1.046 y 165.099 169.527 29.957 38.758 1.36 H1-1b 3 1 M50 HSS6X2X2 .157 6.875 .016 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b 4 1 M49 HSS6X2X2 .157 6.875 .016 6.875 y 12.429 48.786 2.546 7:34 1 H1-1b 5 1 M51 HSS6X2X2 .148 6.875 .014 6.875 ly 12.429 48.786 2.546 7.34 1 H1 -1b 6 1 M48 HSS6X2X2 .148 6.875 .014 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 7 1 M58 HSS6X2X2 .123 6.875 .024 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 8 1 M52 HSS6X2X2 .123 6.875 .024 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1 b 9 1 M57 HSS6X2X2 .114 6.875 .022 0 z 12.429 48.786 2.546 7.34 1 H1-lb 10 1 M53 HSS6X2X2 .114 6.875 .022 0 z 12.429 48.786 2.546 7.34 1 H1-1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 1 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:48 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 2 N10 -.28 I 10.483 -.002 .081 .01 1.127 2 2 N173 .138 7.204 1.118 5.71 -.096 -1.72 3 2 N174 .142 7.196 -1.117 -5.702 .071 -1.758 4 2 Totals: 0 24.883 0 5 2 COG (ft): X: 14.91 Y: 14.135 Z: -.002 Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k]Mnyy /om..Mnzz/om... Cb Eqn F 1 2 M7 HSS8X6X4 .626 2.928 .080 2.928 y 1165.099 169.527 29.957 1 38.758 1.35 H1-1b 2 2 M8 HSS8X6X4 .623 1.087 .080 1.087 • y 165.099 169.527 29.957 38.758 1.351 H1 -1b 3 ( 2 M50 HSS6X2X2 .322 7.188 .041 7.188 y 12.429 48.786 2.546 7.34 1 H1 -1 b 4 2 M49 HSS6X2X2 .322 7.188 .040 7.188 y 12.429 48.786 2.546 7.34 1 H1-lb 5 2 M9 HSS8X6X4 .321 4.025 .047 4.025 y 165.076 169.527 29.957 38.758 1 .499 H1-1b 6 2 M10 HSS8X6X4 .320 0 .045 0 y 165.076 169.527 29.957 38.758 1.502 H1 -1 b 7 2 M48 HSS6X2X2 .311 7.188 .035 8.125 y 12.429 48.786 2.546 7.34 1 H1 -1b 8 2 M51 HSS6X2X2 .310 7.188 .036 8.125 y 12.429 48.786 2.546 7.34 1 H1-lb 9 2 M52 HSS6X2X2 .303 6.8751 .059 7.188 y 12.429 48.786 2.546 7.34 1 H1 -lb 10 2 M58 HSS6X2X2 .303 6.875 .059 7.188 y 12.429 48.786 2.546 7.34 1 H1-1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 2 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:48 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 3 N10 .393 -4.142 0 -.003 -.013 -3.242 2 J_ 3 N173 -.196 -2.337 -.556 -2.838 .068 1.046 1 3 I 3 1 N174 -.196 I -2.322 .557 2.847 -.064 1.047 4 3 Totals: 0 - 8.801 0 5 3 COG (ft): X: 16.073 Y: 15.665 Z:.007 Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ftl Dir Pnc /om [...Pntlom [k]Mnyy /om..Mnzz/om... Cb Eqn 1 3 M7 HSS8X6X4 .298 2.928 .070 4.015 y 1165.099 169.527 29.957 38.758 1.34 H1-1b 2 3 M8 HSS8X6X4 .297 1.087 .070 0 y 165.099169.527 29.957 38.758 1.342 H1 -1b 3 3 M127 HSS6X2X2 .190 3.754 .023 0 y 35.439 48.786 2.546 7.34 1.299 H1 -1 b 4 3 M128 HSS6X2X2 .190 0 .024 3.754 y 35.439 48.786 2.546 7.34 1.3 H1-1b 5 3 M9 HSS8X6X4 .175 4.025 I .021 .335 y 165.076 169.527 29.957 38.758 1.464 H1-1b 6 3 M10 HSS8X6X4 .174 0 .022 1 3.69 y 165.076 169.527 29.957 38.758 1.466 H1-lb 7 3 M59 HSS6X2X2 .170 6.875 .034 125.938 y 12.429 48.786 2.546 7.34 1 H1 -1b 8 3 M55 HSS6X2X2 .170 6.875 .035 26.25 z 12.429 48.786 2.546 7.34 1 _ H 1 -1 b 9 3 M137A HSS6X2X2 .168 2.354 .001 4.708 y 32.4 48.786 2.546 7.34 1.002 H1 -1b 10 3 M16 HSS8X6X3 .139 1.803 .079 .335 y 1117.072 128.981 19.838 27.633 1.286 H1 -1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 3 Company 1 Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:49 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 4 N10 .358 -4.147 -.97 - 11.203 .385 -2.963 2 4 N173 -.129 -.959 -1.23 -8.606 .13 .667 3 4 N174 -.229 -3.695 -.215 -3.421 -.003 1.241 4 4 Totals: 0 -8.801 -2.415 5 4 COG (ft): X: 16.073 Y: 15.665 Z:.007 I Member MSC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k Mnyy /om..Mnzz/om... Cb Eqn 1 4 M60 HSS6X2X2 .347 7.188 .034 8.125 z 12.429 48.786 2.546 7.34 1 H1-la 2 4 M61 HSS6X2X2 .340 7.188 .038 7.188 z 12.429 48.786 2.546 7.34 1 H1-1b 3 4 M7 HSS8X6X4 .294 2.928 .060 2.969Iy 165.099 169.527 29.957 38.758 1.559 H1 -1b 4 4 M8 HSS8X6X4 .268 1.046 .087 0 y 165.099 169.527.29.957 38.758 1.173 H1-1b 5 4 M58 HSS6X2X2 .220 7.188 .022 8.125 z 12.429 48.786 2.546 7.34 1 H1 -1b 6 4 M63 PIPE_8.0_1-1... .205 15.29 .021 . 0 177.961 231.357 50.98 50.98 2.176 H1 -1b 7 14 M55 HSS6X2X2 .196 6.875 .040 25.938 y 12.429 48.786 2.546 7.34 1 H1 -1b 8 4 M6 HSS8X6X4 .189 5.039 .031 .336 y 161.673 169.527 29.957 38.758 1.475 H1 -1 9 4 M49 HSS6X2X2 .186 7.188 .018 1 8.125 y 12.429 48.786 1 2.546 7.34 1 H1-1b 10 4 M127 HSS6X2X2, .184 3.754 .032 I 0 z 35.439 48.786 2.546 7.34 1.353 H1 -1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 4 • Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:49 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: • Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 5 N10 .037 3.246 -.001 .039 -.002 -.842 2 5 N173 -.02 2.385 .279 1.426 -.019 -.347 3 5 N174 -.017 2.389 -.278 -1.417 .008 -.365 4 5 Totals: 0 8.02 0 5 5 CO Gift): X: 14.496 { Y: 13.294 Z: -.007 Member MSC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k Mnyy /om..Mnzz/om... Cb Eqn 1 5 M7 HSS8X6X4 .162 2.928 .032 2.928 y 165.099 169.527 29.957 38.758 1.358 H1-1b 2 5 M8 HSS8X6X4 .162 1.087 .031 1.087 y 165.099 169.527 29.957 38.758 1.358 H1-1b 3 5 M49 HSS6X2X2 .127 6.875 .014 0 y 12.429 48.786 2.546 7.34 1 H1-lb 4 1 5 M50 HSS6X2X2 .127 6.875 .014 0 y 12.429 48.786 2.546 . 7.34 1 H1-1b 5 1 5 M48 HSS6X2X2 .123 6.875 .012 3.75 y 12.429 48.786 2.546 7.34 1 H1 -1b 6 1 5 M51 HSS6X2X2 .123 6.875 .012 3.75 y 12.429 48.786 2.546 .7.34 1 H1 -1b 7 5 M58 {HSS6X2X2{ .103 6.875 .020 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b1 8 5 M52 HSS6X2X2 .103 6.875 .020 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b1 9 5 M57 HSS6X2X2 .095 6.875 .017 0 lz 12.429 48.786 2.546 7.34 1 H1-lb 10 5 M53 HSS6X2X2 .094 6.875 .017 0 z , 12.429 48.786 1 2.546 7.34 1 H1-1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 5 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:49 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 1 6 N10 .011 3.242 -.728 -8.361 .297 -.633 2 I 6 N173 .031 3.419 -.227 -2.901 .028 -.631 3 1 6 N174 -.042 1.359 -.856 -6.118 .053 -.22 4 6 Totals: 0 8.02 -1.811 5 6 COG (ft): X: 14.496 Y: 13.294 Z: -.007 Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k]Mnyy /om..Ninzz/om... Cb Eqn 1 6 M61 HSS6X2X2 .242 25.938 .040 25.938 z 112.429 48.786 1 2.546 7.34 1 H1-1b 2 6 M8 HSS8X6X4 .191 1.087 .046 1.087 y 165.099 169.527 29.957 38.758 1.61 H1-1b 3 6 M7 HSS8X6X4 .183 2.969 .043 2.969 y 165.099 169.527 29.957 38.758 1.221 H1-1b 4 6 M60 HSS6X2X2 .163 25.938 .038 25.938 z 12.429 48.786 2.546 7.34 1 H1 -1b 5 6 M59 HSS6X2X2 .153 25.938 .038 25.938 z 12.429 48.786 2.546 7.34 1 H1 -1b 6 6 M64 PIPE_8.0_H.. .140 15.29 .014 I 0 177.961 231.357 50.98 50.98 1.424 H1-lb 7 6 M58 HSS6X2X2 .137 7.188 .029 8.125 z 12.429 48.786 2.546 7.34 1 H1-lb 8 6 M49 HSS6X2X2 .135 6.875 .020 7.188 y 12.429 48.786 1 2.546 7.34 1 H1-1b 9 6 M48 HSS6X2X2 .132 6.875 .018 8.125 z 12.429 48.786 1 2.546 7.34 1 H1-1b . 10 6 M50 HSS6X2X2 .130 , 6.875 .017 0 y 1 12.429 48.786 _ 2.546 7.34 1 H1-1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 6 • Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:50 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 7 N10 .354 -5.35 0 I -.018 -.013 -2.646 2 1 7 N173 -.177 -3.349 -.67 I -3.42 .07 1.173 3 7 N174 _ -.178 -3.336 .67 I 3.426 -.062 I 1.182 4 7 Totals: 0 - 12.034 0 • 5 7 COG (ft): X: 15.471 Y: 15.031 Z:.003 Member RISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k] Mnyy /om..Mnzz/om... Cb Eqn 1 7 1 M7 HSS8X6X4I .365 2.928 .063 14.015 y 165.099 169.527 29.957 38.758 1.344 H1 -1b 2 7 MB HSS8X6X4 .363 1.087 .064 0 y 165.099 169.527 29.957 38.758 1.345 Hl-lb 3 7 M9 HSS8X6X4 .204 4.025 .026 .335 y 165.076 169.527 29.957 38.758 1477 H1 -1b 4 7 M10 HSS8X6X4, .203 0 .025 3.69 y 165.076 169.527 29.957 38.758 1.478 H1-lb 5 7 M127 HSS6X2X2 .176 3.754 .014 0 y 35.439 48.786 2.546 7.34 1 20 4 H1 -1b 6 7 M128 HSS6X2X2 .176 0 .014 3.754 y 35.439. 48.786 2.546 7.34 1 .205 H1 -1b 7 7 M59 HSS6X2X21 .171 6.875 .039 25.938 y 12.429 48.786 2.546 7.34 1 H1 -1b 8 7 M55 HSS6X2X2 r .171 6.875 .038 125.938 y 12.429 48.786 2.546 7.34 1 H1 -1b 9 7 M137A HSS6X2X2 .167 2.403 .000 4.708 y 32.4 48.786 2.546 7.34 1.001 H1 -lb 10 , 7 M49 HSS6X2X2 .166 17.188 .022 7:188 y 12.429 48.786 2.546 7.34 1 H1-lb RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 7 • Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 12:50 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions (By Combination) LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 8 N10 .32 -5.355 -.97 - 11.219 .386 -2.367 2 1 8 N173 -.109 -1.971 -1.344 -9.189 .132 .794 3 8 N174 -.21 -4.709 -.101 -2.842 -.001 1.376 4 8 Totals: 0 - 12.034 -2.415 5 8 COG (ft): X: 15.471 Y: 15.031 Z:.003 Member RISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc /om [...PnUom [k Mnyy /om..Mnzz/om... Cb Eqn 1 8 M60 HSS6X2X2 .384 7.188 .039 i 8.125 z 112.429 48.786 2.546 7.34 1 H1 -la 2 8 M7 HSS8X6X4 .361 . 2.928 .052 .335 y 165.099 169.527 29.957 38.758 1.517 H1-1b 3 8 M61 HSS6X2X2 .357 7.188 .043 7.188 z 12.429 48.786 2.546 7.34 1 H1 -1b 4 8 M8 HSS8X6X4 .331 1.087 .081 0 y 165.099 169.527 29.957 38.758 1.2 H1-1b 5 8 M58 HSS6X2X2 .257 7.188 .027 7.188 y 12.429 48.786 2.546 7.34 1 H1 -1b 6 8 M63 PIPE_8.0_H.. .228 15.29 .022 0 1177.961 231.357 50.98 50.98 2.253 H1-1b 7 8 M49 HSS6X2X2 .223 7.188 .020 8.125 1 y 12.429 48.786 2.546 7.34 1 H1-1b 8 8 M6 HSS8X6X4 .214 5.039 .030 .336 y 161.673 169.527 29.957 38.758 1.403 H1 -1b 9 8 M48 HSS6X2X2 .202 7.188 .022 7.188 y 12.429 48.786 2.546 7.34 1 H1 -1b 10 1 8 M9 ,HSS8X6X4 .202 4.025 .038 .335 y 165.076 169.527 .29.957 38.758 1.482 H1 -1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 8 Company : Ventaire LLC Nov 6, 2009 Designer : Trevor Eames 2:13 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions LC Joint Label X [k] Y [k] Z [k] MX [k -ft] MY [k -ft] MZ [k -ft] 1 9 N10 .057 1.811 0 .024 0 -.893 2 9 1 N173 -.029 1.518 .171 I .874 -.003 -.19 3 9 N174 -.028 1.52 -.17 -.869 -.003 -.202 4 9 Totals: 0 4.85 0 5 9 COG (): X: 13.832 Y: 13.304 Z: -.007 Member RISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear UC Loc[ftl Dir Pnc /om [...PnUom [k]Mnyy /om..Mnzz/om... Cb Eqn 1 9 1 M7 HSS8X6X4 .100 2.928 .027 2.969 y 165.099 169.527 29.957 38.758 1.36 H1 -1b 2 9 ' M8 HSS8X6X4 .100 1.087 .027 1.046 y 165.099 169.527 29 :957 38.758 1.36 H1 -1b 3 9 M50 HSS6X2X2 .094 6.875 .010 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 4 9 M49 HSS6X2X2 .094 6.875 .010 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b 5 9 M51 HSS6X2X2 .089 6.875 .009 ' 6.875 y 1 12.429 48.786 2.546 7.34 1 H1-1b 6 1 9 M48 HSS6X2X2 .089 16.875 .009 6.875 y 1 12.429 48.786 2.546 7.34 1 H1-1b 7 1 9 M58 HSS6X2X2 .074 16.875 .015 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b 8 1 9 M52 HSS6X2X2 .074 16.875 .015 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 9 9 1 M57 HSS6X2X2 .069 6.875 .013 0 z 12.429 48.786 2.546 7.34 1 H1 -1b 10 9 M53 HSS6X2X2 .069 6.875 .013 0 z 12.429 48.786 2.546 7.34 1 H1 -1b RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 9 • Company : Ventaire LLC Nov 6, 2009 Designer : Trevor Eames 2:13 PM Job Number : 09- 0539 -D SONIC - TIGARD, OREGON Checked By: Joint Reactions LC Joint Label X [k] Y U Z [k] MX [k-ftl MY [k -ft] MZ [k -ft] 1 1 0 N10 .057 1.811 0 .024 0 -.893 2 I 10 N173 -.029 1.518 .171 .874 -.003 -.19 3 1 10 _N174 -.028 1.52 -.17 -.869 -.003 -.202 4 1 10 Totals: 0 4.85 0 5 10 COG (ft): X: 13.832 Y: 13.304 Z: -.007 Member AISC 13th ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[L Shear UC Loc[ft] Dir Pnc /om [...Pnt/om [k1Mnyy /om..Mnzz/om... Cb Eqn 1 1 0 M7 HSS8X6X4 .100 2.928 .027 2.969 y 165.099169.527 29.957 38.758 1.36 H1 -1b 2 ' 10 M8 HSS8X6X4 .100 1.087 .027 1.046 y 165.099 169.527 29.957 38.758 1.36 H1 -1b 3 10 M50 HSS6X2X2 .094 6.875 .010 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b 4 10 M49 HSS6X2X2 .094 6.875 .010 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 5 10 M51 HSS6X2X2 .089 6.875 .009 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 6 10 M48 HSS6X2X2 .089 6.875 .009 6.875 y 12.429 48.786 2.546 . 7.34 •1 H1-1b 7 10 _ M58 HSS6X2X2 .074 6.875 .015 6.875 y 12.429 48.786 2.546 7.34 1 H1 -1b 8 10 M52 HSS6X2X2 .074 6.875 .015 6.875 y 12.429 48.786 2.546 7.34 1 H1-1b 9 10 M57 HSS6X2X2 .069 6.875 .013 1 0 z 12.429 48.786 2.546 7.34 1 H1 -1b 10 10 M53 HSS6X2X2 .069 16.875 .013 0 z 12.429 148.786 2.546 7.34 1 H1-lb RISA -3D Version 8.1.0 [C: \RISA \09- 0539- D.r3d] Page 10 D. Worst Case Member Detail Report Beam: M28 - Shape: HSS8X6X4 .021 at 4.015 ft -.134 at O ft Material: ASTM A500B Dy in Dz in Length: 4.015 ft I Joint: N53 J Joint: N54 ----_, LC 2: DL +LL -.153 at 4.015 ft Code Check: 0.644 (bending) -.205 at 0 ft Report Based On 97 Sections 3.152 at 2.969 ft 0 at 0 ft 1IMIIII k .006 at2.969ft . A k d; V k Y .} 6 E Vz k -1.01 at 2.928 ft -.029 at .335 ft -4.722 at 2.928 ft 24.403 at 2.928 ft 1.195 at 2.969 ft -. . 416 at .335 ft T ® k -ft ; ! .'4 y k-ft 0 at 0 ft . '{ N1,: ��' r 1 '1 " ; 0 at .293 ft w Mz ,.an.� }w, .t 2E &. ii a. " :r ' i!r,�. ° . r : ir. k -ft 0at.167ft 21.072 at 2.928 ft 0 at .209 ft 0at0ft ft Aki:I�KRI ksi fa ksi , �r�,r,o , 4 . '1 S " k, ,144, , �f � ,., , lr i , . At -.164 at 2.928 ft '{ ¢ i"" ;a a - * ,*(± ` 1 ',f ' .u' i n idC F+ °,, i p�, fc ksi 0 at .209 ft - 21.072 at 2.928 ft AISC 13th ASD Code Check Max Bending Check 0.644 Max Shear Check 0.102 (y) Location 2.928 ft Location 2.969 ft Equation H1 -1 Max Defl Ratio L/213 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non -Slender Fy 46 ksi Y -Y Z -Z Pnc /om 165.099 k Lb 4.015 ft 4.015 ft Pnt/om 169.527 k KUr 19.837 15.902 Mny /om 29.957 k -ft Sway No No 1 Mnz/om 38.758 k -ft L Comp Flange 4.015 ft Vny /om 56.12 k Torque Length NC Vnz/om 40.75 k Tn /om 28.623 k -ft Cb 1.348 PG 1 Beam: m37 Shape: HSS8X6X3 -.076 at 0 ft Material: ASTM A500B -.01 at 4.025 ft Dz in Length: 4.025 ft Dy in I Joint: N64 J Joint: N65 LC 2: DL +LL -.055 at 0 ft Code Check: 0.243 (bending) -.124 at 4.025 ft Report Based On 97 Sections O at 0 ft 2.273 at 1.845 ft A A.. . oily k `N' fi` M ' ` �i ``< j I .098 at .335 ft fi w Vy IiII I' 11I(f (III' k Vz k II.II1l11lif 0at0ft -5.519 at 4.025 ft -2.071 at 1.803 ft 6.14 at 1.803 ft Oat0ft �r 0at0ft i 4 11400 1 04:.; , G+d r 1. �.�t +�ar��.r k -ft �i ��.� ��My k -ft ��� -1.439 at .335 ft 1 r .� 4 ° " 4 :ka ` *, ""� -.511 at .335 ft 0at.168ft 7.193 at1.803ft Oat.252ft ft ,,, ksi 0 at 0 ft ' � s ` � h'i ,. ;°�. fa y ksi .n * ' 1% o ' , ipL �", x rA r i� h rrV ? '.u1t E !.�Mr +' ' E r s a c"F,' T+ .�a SIB • -1.179 at 4.025 ft ' ��,,,"�� ' u 't .:w„ �� r y.f fc F' 1 1 3/,.1"'', 4rrr,a ksi 1, O at .252 ft -7.193 at 1.803 ft AISC 13th ASD Code Check Max Bending Check 0.243 Max Shear Check 0.118 (y) Location 1.803 ft Location 1.803 ft Equation H1 -1 Max Defl Ratio L/1012 Bending Flange Non - Compact Compression Flange Non - Slender Qs =1 Bending Web Compact Compression Web Slender Qa =.93 Fy 46 ksi Y -Y Z -Z Pnc/om 117.072 k Lb 4.025 ft 4.025 ft Pnt/om 128.981 k KUr 19.671 15.789 Mny /om 19.838 k -ft Sway No No Mnz/om 27.633 k -ft L Comp Flange 4.025 ft Vny /om 43.095 k Torque Length NC Vnz/om 31.567 k Tn /om 21.869 k -ft Cb 1.309 !G z I Beam: M70 Shape: HSS6X2X2 .126 at 30 ft Material: ASTM A500B Length: 30 ft Dy in .003 at 0 ft I Joint: N114 Dz °- in J Joint: N128 -.009 at 7.187 ft LC 2: DL +LL Code Check: 0.509 (bending) -.463 at 0 ft Report Based On 97 Sections 1.237 at 0 ft .495atOft VV .05 at 4.063 ft AR k Vy 1 1111 d lkl i u,,. ,,,a;� llIli ,.. k Vz k -.05 at 1.25 ft -.291 at 2.5 ft 1 ill -.954 at 3.75 ft 3.425 at 6.875 ft .122 at 4.063 ft `« .078 at 6.875 ft T ®- k -ft . My - - - - - - k -ft - .25at0ft Mz ' "''` ' '' ' k - ft -.062 at4.063ft -1.121 at 18.75 ft 17.303 at 6.875 ft -.096 at 29.062 ft .28at0 � � fa --- ksi 41 , -.164 at2.5 ` A ` , fc .. r� s a� t t r.. a: = .2.._ . ksi .096 at 29.062 ft - 17.303 at 6.875 ft AISC 13th ASD Code Check Max Bending Check 0.509 Max Shear Check 0.132 (y) Location 6.875 ft Location 0 ft Equation H1 -1b Max Defl Ratio U611 Bending Flange Compact Compression Flange Non - Slender Qs =1 Bending Web Compact Compression Web Slender Qa =.849 Fy 46 ksi Y -Y Z -Z Pnc /om 12.429 k Lb 10.5 ft 10.5 ft Pnt/om 48.786 k KUr 146.349 61.504 Mny /om 2.546 k -ft Sway No No Mnz/om 7.34 k -ft L Comp Flange 10.5 ft Vny /om 21.715 k Torque Length NC Vnz/om 6.345 k Tn /om 3.541 k -ft Cb 1 4 3 f Beam: M139 Shape: W6X25 -.08 at 4.708 ft .082 at 2.55 ft Material: HR_STL Dy in ' Length: 4.708 ft I Joint: N246 J Joint: N245 LC 3: DL +WL(X -X) - Dz in Code Check: 0.242 (bending) -.082 at 2.305 ft .081 at 0 ft Report Based On 97 Sections .883 at 0 if .705 at 4.61 ft .028 at .147 ft A k Vy ., - k Vz k .019 at 4.61 ft -.882 at 4.708 ft III -.705 at 0 ft .744 at 4.61 ft -.448 at 4.708 ft T r--- k -ft Mz k " !� r 'L ml , 1 4j 1 } , i �f5 r 1 k -ft M 043 at 0 ft k -ft -.044 at 4.561 ft -.555 at 2.354 ft -.745 at 0 ft 10.93 at 0 ft -.447 at .147 ft ft ksi .004 at .147 ft I i fa ksi .003 at 4.61 ft I II fc I ksi .447 at.147ft - 10.93at0ft AISC 13th ASD Code Check Max Bending Check 0.242 Max Shear Check 0.110 (z) Location 0 ft Location .098 ft Equation H1 -1b Max Defl Ratio 1110000 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non - Slender Fy 50 ksi Y -Y Z -Z Pnc/om 198.81 k Lb 4.708 ft 4.708 ft Pnt/om 219.76 k KUr 37.017 20.947 Mny /om 21.357 k -ft Sway No No Mnz/om 47.156 k -ft L Comp Flange 4.708 ft Vny /om 40.832 k Torque Length 5.375 ft Vnz/om 99.392 k Cb 1.015 h> 9 Beam: M16 Shape: HSS4X4X4 -.031 at 9.358 ft Material: ASTM A500B Dz in 002 at 4.191 ft Length: 9.358 ft 1 Joint: N232 Dy in J Joint: N59 -.018 at O ft LC 2: DL +LL Code Check: 0.171 (bending) -.097 at 0 ft Report Based On 97 Sections 6.699 at 9.358 ft r �:ri 'r,4; .124 at O ft .088 at O ft w u� � as r nor e� Vy k Vz k �d . , �� �;$ l 'I:Y S 1 .025 at 9.358 ft A i �� '� ,��,,px py!{ar ter , ,,, '$ CAY : '.p5'�MYI , W y 4.Y4 7, mr k 6.66 at 0 ft 594atOft .143at9.358ft 322at0ft ,:A My i } arc, ,� ,;,,--- k - ft T A k -ft " a r � ` m.. fi r' U Ir ,fi ,, x p rr y . A ;fi. ,4 ,,, aC � . 1 a c � r f' t1��k 5 �� ' fi' MfF�s:r p�rti a� T :! } R 3} .� .t3 i xsgi � dfF }ir t 6 uifAS k -. . 4 a, I rte Mz b 4 r .., k -ft ' !� 0 : ; ,cs -.101 at 9.358 ft -.682 at O ft 3.932 at 0 ft -.152 at 7.701 ft 1.991 at 9.358 ft ft r N M, F Mfi a i e ?*nr"r w7�' -1;4 ..pp��� �E' - � i ' l r %Ita4 �. a i, r, � k , r : i, Pf Mir Kw��yA �' ,i :* "?4, 'u t "1, hi 'E' �; 1 �� i t ' t � • ^ MR "s. ". R y y / iii- r C ,i! ' r k�` , fa °. s..wmir�..a,r'' -'" -- - ' ksi „w rrer.,, ' ' ° ' a �ry�r"',� 1.979 at 0 ft fc:t ...f, , ... ksi �" .152 at 7.701 ft -3.932 at 0 ft AISC 13th ASD Code Check Max Bending Check 0.171 Max Shear Check 0.048 (y) Location 0 ft Location 0 ft Equation H1 -1b Max Defl Ratio L/1696 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non - Slender Fy 46 ksi Y -Y Z -Z Pnc/om 64.244 k Lb 9.358 ft 9.358 ft Pnt/om 92.677 k KUr 73.806 73.806 Mny /om 10.752 k -ft Sway No No Mnz/om 10.752 k -ft L Comp Flange 9.358 ft Vny /om 25.38 k Torque Length NC Vnz/om 25.38 k Tn /om 9.023 k -ft Cb 2.436 ,G S Column: M86 Shape: PIPE_8.0_HRA .149 at 15.29 ft Material: ASTM A500B Length: 15.29 ft Dz in I Joint: N227 J Joint: N225 LC 2: DL +LL Dy in -.083 at 10.193 ft Code Check: 0.243 (bending) Report Based On 97 Sections 8.239 at 0 ft tti + „ o ,r VAR 1.101 at 0 ft ; r� � r � �G � -.035 at 0 ft xfl �� M ,'ua �” ` ;;, WO: Vy k Vz tHll. I 1111 111111111111111111 11111N I k A k 7.802 at 15.29 ft 11.216 at 15.29 ft -.061 at O ft -1.188 at 15.29 ft T k -ft Mz Eammusaamasicsnanwaso -1.729 at 0 ft k -ft . t*TiAt ti k -ft s;. -5.622 at 0 ft 8.052 at 15.29 ft -1.105 at 5.097 ft ft ,4,;. " ksi .981 at0ft � k fa9 5 2 ksi may+ ,u ft.. W1 x� °sv fc ° ' <y���x��msd. ksi 1.105 at 5.097 ft -8.052 at 15.29 ft AISC 13th ASD Code Check Max Bending Check 0.243 Max Shear Check 0.017 (s) Location 15.29 ft Location 0 ft Equation H1 -1b Max Defl Ratio L/1232 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non - Slender Fy 46 ksi Y -Y Z -Z Pnc /om 177.961 k Lb 15.29 ft 15.29 ft Pnt/om 231.357 k KL/r 62.456 62.456 Mny /om 50.98 k -ft Sway No No Mnz/om 50.98 k -ft L Comp Flange 15.29 ft Vny /om 69.407 k Torque Length NC Vnz/om 69.407 k Tn /om 48.024 k -ft Cb 1.143 Column: M17 Shape: PIPE_10.0_HRA 175 at 10.563 ft Material: ASTM A500B .07 at 10.563 ft Length: 10.563 ft I Joint: N60 J Joint: N59 Dy i n LC 4: DL +WL(Z -Z) Dz in Code Check: 0.152 (bending) Report Based On 97 Sections -4.429 at 0 ft A 'f :Rf tH',;;", F 1 TC,4 C' k �,i fi T , ` 0, "� '1 ` 1 " .561 at 0 ft 1.025 at 0 ft ;: :;'A� , ` 1 fi n i �� ' Vy 1111 1 1 1 91411141I11111 11 Irltlil11:1 IllliW Vz 1' k q p k �y 9 1 , 4U i 'F i -4.857 at 10.563 ft 11.977 at 0 ft .626 at 10.563 ft , 1.36 at 0 ft �! 1 ,, y Mz , P ,e .o n fkv - +s ` k -ft �h �, . " yl ��'ii( hi ltt. :Rii i91 :5F lieliliiir.1 k-ft 3 " Rro�. - c , _ = N i .4j ti" T , ;. de. , 00; r1 fry` : , -5.3 at 0 ft M ` :t' : a �w�; ?',�.i':Nii'+l k -ft Y 1.15 at 10.563 ft 5.256 at 0 ft -.525 at 10.563 ft -.372 at 0 ft ft sI fa am. ksi Sn'i,� ; +G' '1 ,91 -,„ �� -.408 at 10.563 ft �` ', W ' r" 1 'r * 4` u,7 fc ",' 3 i t` k.e.i.3.w 1 ksi .525 at 10.563 ft -5.256 at 0 ft AISC 13th ASD Code Check Max Bending Check 0.152 Max Shear Check 0.028 (s) Location 0 ft Location 0 ft Equation H1 -1b Max Defl Ratio L/725 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non - Slender Fy 46 ksi Y -Y Z -Z Pnc/om 302.774 k Lb 10.563 ft 10.563 ft Pnt/om 328.013 k KL/r 34.5 34.5 Mny /om 90.395 k -ft Sway No No Mnz/om 90.395 k -ft L Comp Flange 10.563 ft Vny /om 98.404 k Torque Length NC Vnz/om 98.404 k Tn /om 85.16 k -ft Cb 1.809 RECPIVIr JAN 2 9 2010 DUILDIO°� TIGAFID G DIV1S10ty STRUCTURAL DESIGN ANALYSIS OF SONIC OUTBOUND AND BUILDING CANOPIES - TIGARD, OREGON FOR 95 MPH WIND ZONE Prepared by Trevor Eames November, 2009 OFFICE COPY PR O,c . VENTAIRE LLC. T 9 P O * 4345 South 93 East Avenue .� =r Tulsa. OK 74147 � ! r1 r Er I O REd� vF�� �A r i5,90,1 ?Q. Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 1:14 PM Job Number : 09- 0539 -D OUTBOUND CANOPY DECK Checked By: Cold Formed Steel Properties Label E [ksi] G [ksij Nu Therm ( \1 E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A653_SS 50 I 29500 11346 .3 I .65 I .49 I 50 65 General Section Sets Label Shape Type Material A fir] I (90,270) [in4] I (0,180) [in4] 1 DECK C12X24 DECK Beam pen Steel .479 .335 .574 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL +LL Yes 4 1 2 DL +WL Yes 5 1 3 DL +.75(LL +... Yes 1 1 2 .75 3 .75 4 0.6DL +WL Yes 1 .6 J 5 1 I I Envelope Joint Reactions Joint X [k] Ic Y [k] Ic Moment [k -ft] Ic 1 N2 max 0 J 1 .159 1 1 0 1 2 1 min 0 1 -.156 2 0' 1 3 N3 l max 0 1 f .159 1 0 1 4 f min 0 1 ! . -.156 2 0 1 5 Totals: max 0 1 .318 1 6 min 0 1 -.312 2 Envelope Member Section Forces Member Sec Axial[k] Ic Shear k Ic Moment k -ft Ic 1 M1 1 max 0 ! 1 -.005 3 0 1 2 min I 0 1 -.008 ..4 0 l 1 3 _ _ 2 max 0 l 1 .012 2 .01 1 - min 0 1 -.021 1 -.003 2 5 3 max 0 1 .03 2 l .032 1 6 I _ min 0 1 -.038 __ 1 -.018 2 7 4 max 0 1 I .047 2 .067 1 8 min . 1 _ 0 1 -:054 1 . -:047 2 9 5 max 0 1 .064 2 .114 1 10 min 0 1 -.071 1 -.088 2 11 M2 1 max 0 I 1 .088 1 .114 1 12 min 0 1 - -.092 2 . -.088 2 13 2 max 0 1 .044 1 .059 4 14 min 0 1 -.046 2 _ -.018 1 15 I 3 max 0 1 0 71 .105 4 16 _ _ min 0 1 0 1 -.062 1 17 4 max 0 1 .046 2 .059 4 18 min 0 11 -.044 1 -.018 1 19 I 5 max 0 1 .092 2 .114 1 20 min 0 1 -.088 1 I -.088 12 21 M3 1 ! max 0 1 .071 1 .114 1 22 min 0 1 -.064 2 , -.089 ~ 2 RISA -2D Version 8.0.3 [C: \RISA- 2D \09- 0539D.r2d] Page 1 Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 1:14 PM Job Number : 09- 0539 -D OUTBOUND CANOPY DECK Checked By: Envelope Member Section Forces (Continued) Member Sec Axial[k] Ic Shear[k] Ic Moment[k -ft] Ic 23 2 max 0 1 .054 11 1 .067 1 24 min 0 11 -.047 2 -.047 2 25 1 3 max 0 1 .038 1 .032 1 26 min 0 _ 1 -.03 2 -.018 2 27 I 4 max 0 1 .021 1 1 .01 1 28 min 0 1 -.012 2 -.003 2 29 5 max 0 1 .008 4 0 1 30 min 0 1 .005 ( 2 0 1 RISA -2D Version 8.0.3 [C: \RISA- 2D \09- 0539D.r2d] Page 2 . LY X -.005k -.005k - .022k/ - .022k/ft - .022k/ft A AAA A A ,nn r A AA n A t AA/4l, A Ann/ , At A A A AA A n V N1 2 3 N4 y- o 'b Loads: LC 1, DL +LL Solution: Envelope Ventaire LLC OUTBOUND CANOPY DECK Trevor Eames Nov 5, 2009 at 1:14 PM 09- 0539 -D DEAD LOAD + LIVE LOAD 09- 0539D.r2d � Y ti i -.005k -.005k 3 l v 7V7. T v it,V A,M N ✓vv,/Vi s/7/ v7T7Vv v\NV✓vANs,V AAA, AnIJ, ,N ✓✓v\ MAN �4 .023k/ft .023k/ft .023k/ft Loads: LC 2, DL +WL Solution: Envelope Ventaire LLC OUTBOUND CANOPY DECK Trevor Eames Nov 5, 2009 at 1:15 PM 09- 0539 -D DEAD LOAD + WIND LOAD 09- 0539D.r2d • CFS Version 4.14 Page 2 Section: C12X24.SCT Jeff L. Griffin, P.E. C12X24 Ventaire Corporation SONIC Rev. Date: 8/14/2006 9:37:44 AM By: Jeff L. Griffin, P.E. ^1 1 I • Material: A653 SS Grade 50/1 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 50 ksi Tensile Strength, Fu 65 ksi Warping Constant Override, Cw 0 in Torsion Constant Override, J 0 in Part 1, Thickness 0.024 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 0.429 90.000 0.074500 None 0.000 0.000 0.214 2 0.750 180.000 0.074500 None 0.000 0.000 0.375 3 2.875 270.000 0.074500 Double 0.000 0.000 1.438 4 12.000 0.000 0.074500 Single 0.000 0.000 6.000 5 3.000 90.000 0.074500 Double 0.000 0.000 1.500 6 0.875 0.000 0.074500 None 0.000 0.000 0.438 7 0.438 270.000 0.074500 None 0.000 0.000 0.219 Full Section Properties Area 0.47999 in Wt. 0.0016320 k /ft Width 20.000 in Ix 0.569 in "4 rx 1.0884 in Ixy 0.161 in Sx(t) 0.2537 in y(t) 2.2410 in a - 89.060 deg Sx(b) 0.7492 in y(b) 0.7590 in Height 3.0000 in Iy 10.394 in ry 4.6535 in Xo - 0.2269 in Sy(1) 1.6931 in x(1) 6.1390 in Yo - 1.9781 in Sy(r) 1.5486 in x(r) 6.7120 in jx 0.2540 in Width 12.8510 in jy 7.1566 in Il 10.397 in rl 4.6541 in I2 0.566 in r2 1.0858 in Ic 10.963 in rc 4.7790 in Cw 13.928 in Io 12.866 in "4 ro 5.1772 in J 0.0000922 inA4 • Company : VENTAIRE LLC Nov 5, 2009 • Designer : Trevor Eames 1:32 PM Job Number : 09- 0539 -D OUTBOUND CANOPY PURLIN Checked By: Cold Formed Steel Properties • Label E [ksi] G [ksi] Nu Therm ( \1 E5 F) Density[k!ft "3] Yield[ksi] Ultimate[ksi] 1 A570 33 • 29500 I 11346 .3 I .65 .49 33 52 2 A607 C1 55 29500 11346 .3 I .65 .49 55 70 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] I (90,270) [i... 1 (0,180) [in4 1 PURLIN P1 8ZS2.5X075 Beam ZS A607_C1_55 Typical 1.054 1.51 10.1 I Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL +LL Yes I 4 1 I 2 DL +WL Yes 5 1 ' 3 DL +.75(LL +... Yes 1 1 2 .75 3 .75 I 4 0.6DL +WL Yes 1 .6 5 1 Envelope Joint Reactions Joint X [k] Ic Y [k] Ic Moment [k -ft] Ic 1 N2 max 0 1 1.142 1 0 1 2 min 0 1 -.988 2 0 1 3 N3 max 0 1 2.063 1 0 1 4 min 0 11 -1.952 2 0 11 5 N4 max 0 1 1.82 1 0 I 1 6 I min 0 1 - 1.701 2 0 I 1 7 N5 max 0 1 1.883 1 0 I 1 8 I min 0 1 -1.766 2 .0 1 9 N6 max 0 1 1.866 1 0 1 10 I min 0 1 -1.749 • 2 0 1 11 N7 max 0 1 1.871 1 0 1 12 min • 0 1 - 1.754 2 0 1 13 N8 max 0 1 1.87 1 0 1 14 I min 0 1 -1.753 2 0 1 . 15 N9 max 0 1 1.87 1 0 _ 1 16 I min 0 I 1 -1.753 2 0 1 17 N10 max 0 1 1 1.871 1 0 1 18 min 0 1 -1.754 2 0 1 19 N11 max 0 1 1.866 1 0 1 20 min • . 0 1 - 1.749 2 . 0' 1 21 N12 max 0 I 1 1.883 1 0 1 22 min 0 1 - 1.766 2. 0 . 1 23 N13 max 0 1 I 1.82 1 0 1 24 min 0 1 -1.701 2 •0 1 25 N14 max 0 1 2.063 1 0 1 26 I min 0 1 -1.952 2 0 1 27I N15 max 0 1 1.142 1 0 1 28 ' min 0 _ 1 -.988 2 0 1 29 Totals: max 0 1 I 25.027 1 30 min , 0 _ 1 - 23.325 . 2 RISA -2D Version 8.0.3 [C: \RISA- 2D \09- 0539P.r2d] Page 5 Company : VENTAIRE LLC Nov 5, 2009 Designer : Trevor Eames 1:32 PM Job Number : 09- 0539 -D OUTBOUND CANOPY PURLIN Checked By: Envelope AISI Cold Formed Steel Code Checks Member Shape Code C... Loc[ft] Ic Shear C... Loc[ft] Ic phi *Pn[k] phi *Tn[k] phi *Mn[k -ft] Cb Cm AISI Eqn 1 M1 8ZS2.5X075 .286 47.969 1 .194 140.708 1 33.904 57.97 10.261 1 .85 C5.2.1 -2 RISA -2D Version 8.0.3 [C: \RISA- 2D \09- 0539P.r2d] Page 6 T y -.035k -.035k -.159 2 3 4 5 6 7 8 9 10 11 12 13 14 t1156 ' ` r Loads: LC 1, DL +LL Solution: Envelope VENTAIRE LLC OUTBOUND CANOPY PURLIN Trevor Eames Nov 5, 2009 at 1:33 PM 09- 0539 -D DEAD LOAD + LIVE LOAD 09- 0539P.r2d .v x -.035k -.035k .156k/ft Loads: LC 2, DL +WL Solution: Envelope VENTAIRE LLC OUTBOUND CANOPY PURLIN Trevor Eames Nov 5, 2009 at 1:33 PM 09- 0539 -D DEAD LOAD + WIND LOAD 09- 0539P.r2d f/ 7 • Beam: Ml Shape: 8ZS2.5X075 Material: A607_C1_55 Length: 153.5 ft I Joint: N1 A k J Joint: N16 LC 1: DL +LL Code Check: 0.286 (bending) Report Based On 97 Sections .973 at 140.708 ft fa ksi V � ► I 1 h Vi i. II, I h � A li III I1; II II k -.973 at 12.792 ft 8.348 at 47.969 ft 1.757 at 47.969 ft 1p ) FF }4 j j 2 t . ( � ? 'n_y3� M f k � � 4 7 l : 7 tj f ' h � �� ` kit 1 �3a ' 24 *I i 1 .� . R. #i . ginQ 1 ksi -1.471 at 147.104 ft .051 at 153.5 ft , Y , .i r vrwt � � �� � i ' e . D — — —- — in -8.348 at 47.969 ft -.091 at 6.396 ft AISI 01 ASD Code Check Max Bending Check 0.286 Max Shear Check 0.194 Location 47.969 ft Location 140.708 ft Equation C5.2.1 -2 Max Defl Ratio U10000 R (c3.1.3) Not Used Fy 55 ksi Out Plane In Plane Pn 33.904 k Lb 153.5 ft 153.5 ft Tn 57.97 k KL/r 2337.563 2337.563 Mn 10.261 k -ft Sway No No Vn 8.036 k L Comp Flange 1 ft Cb :' il�eltttrn e`' • 4345 South 93rd East Avenue - Tulsa, Oklahoma 74145 Ventaire, LLC • P.O. Box 471530 - Tulsa, Oklahoma 74147-1530 Qaat tff rc& • Phone 916•622.1191 - FAX 915•660•0419 7916 BY DATE SUBJECT SHEET NO. OF CBItD. BY DATE JOB NO. L 0AP .4c \I 6,20 FIc.Ard^ c. 1c. CASGIA I. 17srao Lc' c 347.7 + 1G7o" + Z35'0 = 74k, It Wlr.v LoAZ ; 9 S M94, 6xv C 9 = 11.1 ?SC x 0. P5 � I = / rl. I Pst Us6 Zo ?s6 91` O.002 s. k4,k,,k,, V D.002s v.9. D.ks K /0 ,.1st I,o 17.7.ps6 g456 S46 /7 r Vy* : ZO tsF . 14' x I.S . ' Ot V17 t v ?Sc ti IS3 1.5 459 3. Ssis,ti, Loet„- SMs 4 F,, S I.1 x 0.944 _ 103 k � Sos. 3 Sbs d. 03 k 0. t 5s S , x 0.33 s O.S4/ ; Soy = S Sb _ O,47.' 0.541.4 0•361 V C (41 CSa 1.ZS t 1.7- $ ;0.49S, O.70$ Ris Z.sb YF. C. 3 4 r , 7• P7 ° _ Z605 VC O.7 A ZLOg " in., > 42 o ; <.s90' W /ND £ ccVGAn, Tie) S6»+► Gave. yy LA Company : Ventaire LLC Nov 6, 2009 Designer : Trevor Eames 2:50 PM Job Number : 09 -0593 BUILDING CANOPY PURLIN- SEISMIC Checked By: Cold Formed Steel Properties Label E [ksi] G [ksi] Nu Therm ( \1 E5 F) Density[k/ft^3] Yield[ksi] Ultimate[ksi] 1 A607 C1 55 29500 11346 .3 .65 .49 I 55 1 70 1 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm ( \1 E5 F) Density[k/ft^3] Yield[ksi] 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 I 29000 I 11154 , .3 .65 .49 50 3 I A992 29000 11154 I .3 .65 .49 50 4 A500 42 I 29000 11154 .3 __.65. .49 42 5 I A500 46 I 29000 11154 I .3 .65 .49 46 Cold Formed Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] 1 (90,270) [i...1 (0,180) [in4] 1 EQUIV. PuRL..8ZS2.5X075 Beam ZS A607_C1_55 I Typical 1.054 1.51 10.1 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] I (90,270) [i...1 (0,180) [in4] 1 COLUMN TU6X4X3 I Column Tube A500 46 Typical 3.52 9.32 17.4 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 I0.6DL +0.7 S..IYes 1 2 1 Joint Reactions LC Joint Label X [k] Y [k] MZ [k -ft] 1 1 N17 I -.13 .282. 1.168 2 I 1 N18 -.13 .474 1.17 3 I 1 N19 -.13 .424 1.172 4 I 1 N20 -.13 .437 1.173 5 1 N21 -.13 .434 1.174 6 I 1 _ _N22 -.131 I .435 1.175 7 1 N23 -.131 .434 1.175 8 1 N24 -.131 .434 .1.175 9 1 N25 -.131 .435 1.175 10 1 N26 -.13 .434 1.174 11 1 N27 I -.13 .437 1.173 12 I 1 N28 -.13 .423 1.172 13 1 N29 -.13 .478 1.17 14 1 N30 -.13 .263 1.168 15 1 Totals: 1 -1.824 5.825 16 I 1 COG (ft): I X: 76.539 Y: 8.3 RISA -2D Version 8.0.3 [ C : \RISA- 2D \09- 0593P- SEISMIC.r2d] Page 10 Company : Ventaire LLC Nov 6, 2009 • Designer : Trevor Eames 2:50 PM Job Number : 09 -0593 BUILDING CANOPY PURLIN- SEISMIC Checked By: Member Cold Formed Steel Code Checks LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Pn[k] Tn[k] Mn[k -ft] Cb Cm Eqn 1 1 M1 8ZS2.5X075 1.505 140.25 .044 140.25 .05 57.97 10.06 1 .85 C5.2.1 -1 Member AISC 13th ASD Steel Code Checks LC Member Shape UC Max Loc[ ]_ Shear UC Loc[ft] Pnc /om [k] Pnt/om [k] Mn /om [k-ft ] Cb Eqn 1 1 M2 TU6X4X3 .074 0 .004 0 - 1 72.092 96.958 16.206 1 H1 -lb 2 1 M3 TU6X4X3 .076 0 .004 0 1 72.092 96.958 16.206 1 H1 -1b 3 1 M4 TU6X4X3 .075 0 I .004 0 1 72.092 96.958 16.206 1 H1 -1 b 4 1 M5 TU6X4X3 .075 0 .004 0 72.092 96.958 16.206 I 1 H1 -lb 5 11 I M6 TU6X4X3 .075 0 .004 0 72.092 96.958 16.206 1 H1 -1b 6 1 M7 TU6X4X3 .076 0 .004 0 72.092 96.958 16.206 1 H1 -1b 7 1 M8 TU6X4X3 .076 I 0 .004 0 72.092 96.958 16.206 1 H1 -lb 8 1 M9 TU6X4X3 .076 0 .004 I 0 72.092 96.958 16.206 1 H1 -1b 9 1 M10 _ TU6X4X3 .076 0 .004 0 72.092 96.958 16.206 1 H1 -1 10 1 M11 TU6X4X3 .075 0 .004 0 72.092 96.958 16.206 1 H1 -1 b 11 1 M12 _ TU6X4X3 .075 0 .004 + 0 72.092 96.958 16.206 1 H1 -lb 12 1 M13 TU6X4X3 .075 0 .004 I 0 72.092 96.958 16.206 1 H1 -lb 13 1 M14 TU6X4X3 .076 0 .004 0 1 72.092 96.958 16.206 1 H1 -lb 14 1 M15 TU6X4X3 .074 0 .004 0 72.092 96.958 16.206 1 H1 -lb RISA -2D Version 8.0.3 [ C : \RISA- 2D \09- 0593P- SEISMIC.r2d] Page 11 T y x - .03k/ft .09k137k PIMA 3,�^n ���!►d@�<.nn��nn1,• 11 1 C► �i✓s►19 `'fU2 "N3 "N4 "N5 "N6 "N7 N8 N9 'N10 'N11 "N12 'N13 'N14 "NI 56 17 "N18 19 n20 21 ' 23 ' " J25 26 1127 28 29 30 Loads: BLC 2, SEISMIC LOAD Results for LC 1, 0.6DL +0.7 SEISMIC Ventaire LLC BUILDING CANOPY PURLIN- SEISMIC Trevor Eames Nov 6, 2009 at 2:51 PM 09 -0593 0.6 DEAD LOAD + 0.7 SEISMIC LOAD 09- 0593P- SEISMIC.r2d - P6 / Company : Ventaire LLC Nov 5, 2009 Designer : Trevor Eames 1:39 PM Job Number : 09- 0539 -D T- BEAM /COLUMN B1 Checked By: Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm ( \1 E5 F) Density[k/ft^3] Yield[ksi] 1 A36 29000 11154 .3 _ .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50. 3 A992 29000 11154 .3 .65 .49 50 4 A500_42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rules A [in2] I (90,270) [i... I (0,180) [in4] 1 T -BEAM C8X11.5 Beam Wide Flange A572Grade50 Typical 3.38 1.32 32.6 2 COLUMN HSS6X4X3 Column Tube A500 46 Typical 3.288 8.773 16.395 Load Combinations Description Solve PD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 1 DL +LL Yes 2 1 1 2 1 DL +WL Yes 3 1 3 DL +.75(LL +... Yes I 11 .6 2 .75 3 .75 4 0.6DL +WL Yes 1 .6 3 1 5 UBL Yes 4 1 1 i I Envelope Joint Reactions Joint X [k] Ic Y [k] Ic Moment [k -ft] Ic 1 N4 max 0 1 1 4.319 1 4.086 4 2 min -.454 2 _ - 5.749 5 -5.038 5 3 Totals: max 0 1 4.319 1 4 min I -.454 2 - 5.749 5 Envelope A1SC 13th ASD Steel Code Checks Member Shape Code Ch... Loc[ft] Ic Shear C... Loc[ft] Ic Pnc /om [k]_ Pnt/om [k] Mn /om [k -ft] Cb LRFD Eon 1 M1 C8X11.5 .774 4 5 .127 4 1 5 65.74 _ 101.198 20.844 1 H1-lb 2 M2 HSS6X4X3 .633 9 5 I .014 0 2 67.488 90.556 15.185 1...., H1-lb RISA -2D Version 8.0.3 [C: \RISA- 2D \09- 0539B.r2d] Page 13 Y -2.063k - 2.063k N1 N2 N3 4 Loads: LC 1, DL +LL Solution: Envelope Ventaire LLC T- BEAM /COLUMN B1 Trevor Eames Nov 5, 2009 at 1:40 PM 09- 0539 -D DEAD LOAD + LIVE LOAD 09- 0539B.r2d y �.x .454k 1 N2 3 1.952k 1.952k N4 Loads: LC 2, DL +WL Solution: Envelope Ventaire LLC T- BEAM /COLUMN B1 Trevor Eames Nov 5, 2009 at 1:40 PM 09- 0539 -D DEAD LOAD + WIND LOAD 09- 0539B.r2d Beam: Ml Shape: C8X11.5 Material: A572Grade50 Length: 8ft .454 at O ft I Joint: NI A — - - -- k J Joint: N3 LC 5: UBL Code Check: 0.774 (bending) Report Based On 97 Sections 1.734 at 0 ft .134atOft V - I. k fa ksi -4.015 at 4 ft 23.647 at 4 ft M alitii {i ? ? 3 d . t; +tY i iE ij ?:i ; ? ?, jys: ..; t {l; " +• k - � � ia�� L, l � ; E y • � ui;4 � '3 {i:; fat f{l+1C� FFF t fc y� tom *� ksi -16.06 at 4 ft 1.103 at 8 ft ft griP ,,AZ4 xW ± ,r � ; 9 ks ,� d 'i P► ,,.�; D in - 23.647 at 4 f -.846 at O ft AISC 13th ASD Code Check Max Bending Check 0.774 Max Shear Check 0.127 Location 4 ft Location 4 ft Equation H1 -1b Max Defl Ratio L/49 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non - Slender Fy 50 ksi Out Plane In Plane Pnc /om 65.74 k Lb 4 ft 4 ft Pnt/om 101.198 k KL/r 76.809 15.456 Mn /om 20.844 k -ft Sway No No Vn /om 31.617 k L Comp Flange 4 ft Cb IG Is Column: M2 Shape: HSS6X4X3 -5.749 at 0 ft Material: A500_46 A NI Length: 9 ft I Joint: N4 41K�� r F 1� f 1 1 nS tl 1 J Joint: N2 ► °�� x l�il '' Y ��^ f,rr 4twi�'" ,rte_ �1 LC 5: UBL r��►t,.ln �..r Code Check: 0.633 (bending) Report Based On 97 Sections - 1.749at0ft .454at0ft fa ...•.,x..1.11. SS-- .,� .�...1 ksi v n l u 111111111 nn I l n inn I VIII 1111110 111111 1111 k 20.034 at 9 ft -5.038 at 0 ft T i I !I { i s l3' , J t j t .:1'"1:11; l r ' - "l , 1 j� ( i :l #It M J k -ft i rJ s ' s r d � i { II SJ s f1 II dr tl s� E# !� aikv �i�l ��k,�r9 ��„ n� �i ,41 j 1 d p. .rS 1:1,141,45T f,I,I � 4 A yr" 7 pi tJ a 7 r uj # I �� s ,yrk ''�k ��ta� r ti sT `�r � a M � . >;.., r l 0 ; µ s � + 4 fc ksi 11.062 at Oft -9.124 at 9 ft - 11.062 at O ft .94 at 9 ft ft � y'?� d ��F� r y} � � , �,.;�•�,,'t;�c �>T�� +, r��I X ksi k51t � +� k•'' � uY k�rl t td L1L 1! - � u�, �,J f'!�� '�. 1 ��� �'�, k 1. 1 u it ti v d y� r S44IJ I 11WyuV a + D in - 20.034 at 9 ft AISC 13th ASD Code Check Max Bending Check 0.633 Max Shear Check 0.014 Location 9 ft Location 0 ft Equation H1 -1b Max Defl Ratio U115 Bending Flange Compact Compression Flange Non - Slender Bending Web Compact Compression Web Non - Slender Fy 46 ksi Out Plane In Plane Pnc /om 67.488 k Lb 9 ft 9 ft Pnt/om 90.556 k KUr 66.112 48.362 Mn /om 15.185 k -ft Sway No No Vn /om 31.567 k L Comp Flange 9 ft Cb 1.218 1 r " FOOTING ( Footing skew 0.00 Factor Sm by 1.00 ) P(Base) kips M(Base) k -ft P(Uplift) kips 1. DL +LL 4.32 0.00 0.00 2. DL +WL 0.00 4.09 3.71 3. DL +.75LL +.75WL 0.57 3.07 0.00 4. 0.6DL +WL 0.00 4.09 3.60 5. UBL 0.00 5.04 5.75 BASE PLATE & ANCHOR RODS USE BASE PLATE 3/4" x 12" x 12" ( BASE PLATE ) USE ANCHOR RODS 4.00 - 1" Dia. X 24" LG (Embed 20 in. min.) Bolt Separation 9.00 In. Allowable Tension 8.8 Kips Applied Tension 4.80 < 8.8 kips OK! BLOCK FOOTING (LxBxT. L IS IN BENDING DIRECTION) USE BLOCK FOOTING L(Ft) B(Ft) THICK (Ft) 4.00 4.00 4.00 Allowable Bearing 2.00 Uplift Capacity 9.60 Kips >= 1.5*Uplift Load 8.62 OK! Overturning Capacity 19.20 K -f >= 1.5 *M(base) 7.56 Soil Bearing Stress Max(ksf) Min(ksf) DL +LL 0.87 0.87 < 2.00 OK! DL +WL 0.98 0.22 < 2.00 OK! DL +.75LL +.75WL 0.92 0.35 < 2.00 OK! 0.6DL +WL 0.98 0.22 < 2.00 OK! 0.6DL +0.7SL 1.07 0.13 < 2.00 OK! PAD REINFORCEMENT AS = M(12) /(Fsid) M = 1.74 K -ft/ft As = 0.02 InA2 /ft USE #4 bar @ 12 in. c/c each way (top and bottom) and USE #4 bar @ 16 in. c/c in vertical faces DRIVE LEVEL `PL -,i-) DRILLED PIER FOUNDATION DESIGN P(Base) kips M(Base) k -ft P(Uplift) kips 1. DL +LL 4.32 0.00 0.00 2. DL +WL 0.00 4.09 3.71 3. DL +.75LL +.75WL 0.57 3.07 0.00 4. 0.6DL +WL 0.00 4.09 3.60 5. UBL 0.00 5.04 5.75 BASE PLATE & ANCHOR RODS USE BASE PLATE 3/4" x 12" x 12" ( BASE PLATE ) USE ANCHOR RODS 4.00 - 1" Dia. X 24" LG (Embed 20 in. min.) Bolt Separation 9.00 In. Allowable Tension 8.8 Kips Applied Tension 4.80 < 8.8 kips OK! ASSUME SOIL BEARING 2.00 KSF SKIN FRICTION 0.25 KSF 6.00 #7 BAR PASSIVE PRESSURE 0.40 KSF WITH COLUMN BASE LOADING #4 TIES @ 12" C/C MOMENT 5.04 K -Ft P DOWN 4.32 KIPS P UPLIFT 5.75 KIPS TRY: USE 24.00 " DIA PIER 6.00 ' LONG A == 452.39 INA2 I == 1.63 x10 ^4 IN^4 DIRECT STRESS 9.55 PSI BENDING STRESS 29.70 PSI REINFORCEMENT TOTAL 39.24 As == 2.26 INA2 < 3.60 INA2 OK! Concrete 2.83 KIPS Uplift Load 0.12 KSF < 0.25 OK! Downward bearing 0.27 KSF < 2.00 OK! Overturning capacity 10.02 K -FT > 1.5 "M (base) 7.557 »» USE 24.00 " DIA. DRILLED PIER 6.00 ' LONG WITH 6.00 #7 BARS AND #4 BARS @ 12" C/C 76 0