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Specifications — — �a i d roll/ f/i 2 . ;.- - t :,%, : _�t'.N' s Ili 1 '# • '� X .. ! i + :Il'. 7440 SWBONITARD., =; ` 1 ..(g TIGARD, OR rr r . r f r , r � gj I ir i .ir ,. tr . 4 ,p :�,-. � -� _, : .i11_ _t RECEIVED ti - ■ 4 hrW i Ei SLP �� 2012 � fi -- • 7 .t ' 1 \ . la+ee: I I . �, Hr ■ ; CITYOFTIGARD L �` F� �= ' i BUILDING DIVISION i.7 i, ? > - w' m I IS + !: 1 1 E 1 ' t` . . . x i 1 ,.... , - — , - , . ., , -, - ...-. ....1 - — -- . , :r. „- ` � : { '. I ` _ 1 [ ! V L I J Y MAN I ri F y 15 SW BO■ITA RD. C nUCTU R q f o p PROFF, � I w � � �, >v£F o� A c 1665 —7 / i y 2 OREGON o� Wit- � A I A IRY 1 :; k .. C � 44. Mcc° . . . _ . . EXPIRES: 12-31 . - CITY OF - TIGAR J \ pproved- _... �l r (�I1ditionally Aj?prw ed . II I LOCATION r . I OF WORK ,c Letter to: Follow.: -.- I . _1 .aI REVIE ' r D 1 OR : i'rrmit Number: j " • r CI s � ' CE Address: 7 - 1� CODE C / t �' L C By: _ - -�— COD • OFFICE CO ' SITE k.AN ©MILLER CONSULTIN c ENGINEE "S, INC. N• 7 , 5, 9570 SW Barbur Blvd Associated Business Systems W Support 120621 Ar Project Name Project # Suite One Hundred _ Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR — M I L L E R Client Pacific West Roofing CONSULTING (503)246 -1250 ENGINEERS Fax 246-1395 By EMH Ck'd K.-,,,,, Date 8/31/12 Page_ NA of GrRT T' 6E sLoPE.D T° MliiC { (2) w 3/y 4 L . p 'if (4 c((rc ( r SEE FLe'°c17-0N QM .SM - r D2 SAS AT OrRT I (N GIRT AT 64.7. To [il nrr fL. /P. — - _ (E) &t.c, colufrw 11 WALL. PER EI.EV. I Ex� � 1 cr o wn � I I tiA� 11 uARY il I I -- — — — --------- — —V – I li – N I I I I! ' I I ELEV AT OA/ II (2) � DtA. i - Bat rs _._.___IL 11 AT car it 70 (5) Col . (J . Via.. Tye. (04oRRU6Arep TrA, M*fAI. STQZV 5 il:t? ELe% UCT� �.�.�',� ` O. PROF q r ii ii Ilia P, Se 166 7 NOMPEINNIONIRMIMILIMI 4 �� 7, i V 4.7A'lI - - OREGON ( ;t s !�'.. (N)16 q . SYccL e1+rf kAd 4, ( `"lRY •` , ) • PL. Prcti t& Al Ewes eV A9cG� (N) G71 1S Al co BCp PIRES: 0 01127 Td Coli.AmAl - o,/ N.7...5, 9570 SW Barbur Blvd Associated Business S Wall Support 120621 All Project Name Project # Suite One Hundred — — 7440 SW Bonita Rd., Tigard, OR Portland. OR 97219 -5412 Location MILLER Pacific West Roofing Client CONSULTING (503)246 -1250 EMH 8/31/12 of ENGINEERS Fax 246 -1395 By - Ck'd ((- -1 -1 Date Page ll ( c . uffei ( c Rr AT Fie ar / C ` ) Co SL Dl 1E f —) ' goSF II k/o',., 3 I (N) 80052oo -9i Orr Su('�oITTM5 B.a CE) lY 5M5A7 2 U Mp A7r cii o I CRRt tC.P.rE0 ST014/4 "NO To. 0 SHee r s I _ META. S707b. SEE SNwr Dtl FnB. yNRt�L Lo y/ Ftt^IE of GvNN ctTw/V T� _ tt) Sw6. cc14 �'bV CoRQU(preo PfyeLS ma Gik`r To gE SLoPEp To Mptft. 1 SLOPE (^)) Nfr1 l . <rEC. rrv6,Ti I n Oc (N) UZicar RoeF II _ To.:(N) CRzcY.eT Riser - t1 t( v/I�ERS - I ( N) Coo0SM -4-- 33 P TAct{E° To [t b i 0 w A ► 10- 3 4 , C MS Lo u ( Roo F 1 _ _ AT � y o. C . !- mr,e)64. EXfEN° Y _ Fti1t. 1, A. ) 071.1 r & 7. � ���� 61) 205a s7 L - .57o pie, i& Z B U C - T - UR,q .. PRIF _ - � Q 16655PE .,p ( ,_' (E) 6 �`s� `yIt/ OREGON Ir''' 1k142 it VN / SINES RL� . L. j ti �4`y , 1 . 2S3 , ../": ` � M6)( M6)( ATTPLASO LA t<s�W ti-C vF GoMAMIE() (9 CAATfOt To I 47 McGd , pPlle.c AND Guy stkea -5TEet_ STDIA/b,TVP. T/JFILtEa 13y o'rikKS `EXPIRES: 12 -31__2 oil. 1 SECTIoA/ AT (N) CIR/dKer Kpcp , N.TS WA 'fa PRouh #4 G "?'- Pt- 461-1'. G Ey err ifr.e:s 9570 SW Barhur Blvd Project Name Associated Business Systems Wall Su Project # 120621 Suite One Hund M k Portland. OR 97219 5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Cli ent Pacific West Roofing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 1395 By EMH Ck' -, Date 8/31/12 Page D3 of c,--, J § A 0 t tb il / ii d 1 11 . l 1 _ __ ___ _ A . ri - . . . , Th...- 1 1 v t- e , , i , i . . , i i 1 w r :1 1 ® U w v Ne E - ,� `. ` � A Z 16655PE 9 f= st, - y OREGON �`�,1 — i � ON '\'2Ci .5+,,.0 om V< EXPIRES: 12 -31- 2- ° ti I 9570 SW Barbur Blvd Project Name Associated Business Systems Wall Support # 120621 at Su,te One Hundred Mb Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CONSULTING (503)246 -1250 EMH 8/31/12 D2 of ENGINEERS Fax: 246 -1395 By Ck'd I t -i Date Page GENERAL THE CONTRACTOR IS RESPONSIBLE FOR VERIFICATION AND CORRELATION OF ALL ITEMS AND WORK NECESSARY FOR COMPLETION OF THE PROJECT AS INDICATED BY THE CONTRACT DOCUMENTS. SHOULD ANY QUESTION ARISE REGARDING THE CONTRACT DOCUMENTS OR SITE CONDITIONS, THE CONTRACTOR SHALL REQUEST INTERPRETATION AND CLARIFICATION FROM THE ENGINEER BEFORE BEGINNING THE PROJECT. THE ABSENCE OF SUCH REQUEST SHALL SIGNIFY THAT THE CONTRACTOR HAS REVIEWED AND FAMILIARIZED HIMSELF WITH ALL ASPECTS OF THE PROJECT AND HAS COMPLETE COMPREHENSION THEREOF THE CONTRACTOR SHALL BE RESPONSIBLE FOR CONFORMANCE TO ALL SAFETY REGULATIONS DURING CONSTRUCTION. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. UNLESS OTHERWISE SPECIFICALLY NOTED, THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION OR CONSTRUCTION LOADS. ONLY THE CONTRACTOR SHALL PROVIDE ALL METHODS, DIRECTION AND RELATED EQUIPMENT NECESSARY TO PROTECT THE STRUCTURE, WORKMEN AND OTHER PERSONS AND PROPERTY DURING CONSTRUCTION. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, ENGAGE PROPERLY QUALIFIED PERSONS TO DETERMINE WHERE AND HOW TEMPORARY PRECAUTIONARY MEASURES SHALL BE USED AND INSPECT SAME IN THE FIELD. ANY MATERIAL NOT AS SPECIFIED OR IMPROPER MATERIAL INSTALLATION OR WORKMANSHIP SHALL BE REMOVED AND REPLACED WITH SPECIFIED MATERIAL IN A WORKMANLIKE MANNER AT THE CONTRACTOR'S EXPENSE. THESE PLANS, SPECIFICATIONS, ENGINEERING AND DESIGN WORK ARE INTENDED SOLELY FOR THE PROJECT SPECIFIED HEREIN. MILLER CONSULTING ENGINEERS DISCLAIMS ALL LIABILITY IF THESE PLANS AND SPECIFICATIONS OR THE DESIGN, ADVICE AND INSTRUCTIONS ATTENDANT THERETO ARE USED ON ANY PROJECT OR AT ANY LOCATION OTHER THAN THE PROJECT AND LOCATION SPECIFIED HEREIN. OBSERVATION VISITS TO THE JOB SITE AND SPECIAL INSPECTIONS ARE NOT PART OF THE STRUCTURAL ENGINEER'S RESPONSIBILITY UNLESS THE CONTRACT DOCUMENTS SPECIFY OTHERWISE. NON STRUCTURAL PORTIONS OF PROJECT, INCLUDING BUT NOT LIMITED TO PLUMBING, FIRE SUPPRESSION, ELECTRICAL, MECHANICAL, LAND USE, SITE PLANNING, EROSION CONTROL FLASHING AND WATER- PROOFING ARE BEYOND THE SCOPE OF THESE DRAWINGS AND ARE PROVIDED BY OTHERS. TEMPORARY SHORING WHEREVER SHORING IS REQUIRED, THE CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING A SHORING SYSTEM THAT PREVENTS SETTLEMENT AND /OR DAMAGE TO EXISTING FACILITIES AND PROTECTS PERSONNEL AND THE BUILDING DURING CONSTRUCTION, AS REQUIRED. THE CONTRACTOR SHALL LOCATE THE SYSTEM CLEAR WITHOUT OBSTRUCTION OF THE PERMANENT STRUCTURE AND TO PERMIT CONSTRUCTION TO PROCEED BUILDING CODE ALL PHASES OF THE WORK SHALL CONFORM TO THE 2010 OREGON STRUCTURAL SPECIALTY CODE, EFFECTIVE DATE JULY 1, 2010, BASED ON THE 2009 INTERNATIONAL BUILDING CODE, INCLUDING ALL REFERENCE STANDARDS, UNLESS NOTED OTHERWISE. K R J C T U R4 PROre- V S� GtN£ d 4,, 'v cc 16655PE C j OREGON pn' f <, 'PO ARY15 29 ma ( EXPIRES: 12 -31- 21-"/\. 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 Art Project Name Project # Suite One Hundred Portland, OR 97719 5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CONSULTING (5031246 -1250 B EMH Ck'd r ••r• Date 8/31/12 Page 1 of y ENGINEERS Fax: 246 -1395 Y ` DESIGN LOADS THE FOLLOWING ARE THE DESIGN REQUIREMENTS: STRUCTURAL DESIGN CRITERIA OCCUPANCY CATEGORY II WIND DESIGN DATA BASIC WIND SPEED (3 SEC GUST) 95 MPH _ IMPORTANCE FACTOR I = 1.0 EXPOSURE ~_ B INTERNAL PRESSURE COEFFICIENT Gepi = +1- 0.18 COLD - FORMED STEEL ALL COLD - FORMED STEEL FRAMING SHALL CONFORM TO THE AISI "SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL FRAMING MEMBERS." MEMBER TYPES AND SIZES SHOWN ON THE DRAWINGS REFER TO MEMBERS AS DEFINED BY THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA). LIGHT GAUGE STEEL COLD - FORMED STRUCTURAL MATERIAL. ALL STRUCTURAL LIGHT -GAGE STEEL MEMBERS SHALL BE MILL CERTIFIED PRIME STEEL MEETING ASTM A653 STRUCTURAL QUALITY; GRADE 33 FOR STEELS THINNER THAN 16 GAGE (54 MILS) AND GRADE 50 FOR STEELS 16 GAGE (54 MILS) AND THICKER. GRADE 33 STEEL SHALL HAVE A Fy = 33000 PSI AND Fu = 45000 PSI. GRADE 50 STEEL SHALL HAVE A Fy =50000 PSI AND Fu = 60000 PSI, ALL LIGHT -GAGE STEEL SHALL BE GALVANIZED PER ASTM A653 WITH MINIMUM COATING OF G60 FOR EXTERIOR AND /OR LOAD BEARING MEMBERS AND G40 FOR INTERIOR NON -LOAD BEARING MEMBERS. CONNECTIONS: BOLTED CONNECTIONS ARE TO USE AS A MINIMUM EITHER ASTM A307(TYPE A) OR ASTM A325, STRUCTURAL BOLTS. ALL SCREWS SHALL BE A #10 MINIMUM SIZE AND CONFORM TO ASTMC -1002 AND ASTM C -954 TYPE S AND /OR TYPE S- 12. LENGTH OF SCREW SHOULD BE APPROXIMATELY 3/8" TO 1/2" LONGER THAN THE TOTAL MATERIAL THICKNESS AND A MINIMUM OF 3 EXPOSED THREADS SHOULD EXTEND THROUGH THE STEEL. ALL SCREWS SHALL BE THREAD - FORMING OR THREAD- CUTTING, WITH OR WITHOUT A SELF - DRILLING POINT SCREWS SHALL BE INSTALLED AND TIGHTENED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALL FASTENERS THAT FASTEN DISSIMILAR METALS (SUCH AS ALUMINUM AND STEEL) ARE TO BE STAINLESS STEEL OR ZINC - PLATED CORROSION RESISTANT SCREWS. STRUCTURAL STEEL STRUCTURAL STEEL _ U R ,q • ALL MISCELLANEOUS STEEL SHALL BE ASTM A36 FOR ALL PLATES AND BARS. Cc / SI‘ � PRac UNLESS NOTED OTHERWISE, ALL BOLTS TO BE ASTM A307 WITH MATCHING NUTS. NUTS SHALL BE TIGHTENED TO A SNUG TIGHT CONDITION PER RESEARCH COUNCIL c; 1 N F f ON STRUCTURAL CONNECTIONS (RCSC) SPECIFICATION FOR STRUCTURAL JOINTS, �'J � ��' SECTION 8.1. C 16655PE 4 fir OREGON pn NAN, �R ` 4/. [EXPIRES: 12 -31- 24 t 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 Project Name Project # Suite One Hundred Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Pacific West Roofing Client CONSULTING (503)246 -1250 EMH 8/31/12 of ENGINEERS Fax 246 -1395 By Ck'd JL�,,, Date Page :;<, MILLER CONSULTING ENGINEERS STRUCTURAL CALCULATIONS Associated Business Systems Wall Support 7440 SW Bonita Rd., Tigard, OR Pacific West Roofing August 31, 2012 Project No. 120621 pages Principal Checked: tC», • 2 16655PE .•" 0 •i I j OREGON pj '' < 4 /4RY 1.• � >I h CJ I EXPIRES: 12 -31 _2 0( t * ** LIMITATIONS * ** Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets. Fnyinreiiny ! ' r v c f i e . a ! Diver r Structural .Sint,. 1078 Building Code: 2010 Oregon Structural Specialty Code Soils Report: No Soils Report by: N/A Dated: N/A Soil Bearing: 1500 PSF Retaining Walls: No Equivalent Fluid Pressure (active): N/A PCF Passive bearing: N/A PCF Friction: N/A Structural System: Building Structure Vertical System: All steel framed building Lateral Sys: Rigid Diaphragm / Moment Frames Element Load Type Basic Design Value (PSF) Loads: Load Type Value (PSF) Deflection Criteria Lateral Design Parameters: Wind Design: ASCE 7 -05 Wind Speed (3 sec Gust): 95 MPH Exposure B Importance Factors l = 1.00 I = 1.00 I = 1.00 I, = 1.00 Occupancy Cat: II (wind) (seismic) (snow) (ice) (Iw = 1.0 with wind concurrent with ice) Seismic Design N/A Design Summary: The following structural calculations are for the design of a new wall girt to support out of plane wind loads at the exterior of an existing metal building located In Tigard, OR. A new cricket roof designed by others is being added to the top of the lower roof of the existing metal building which abuts Into the exterior wall of the main metal building. A portion of the existing corrugated metal siding located at the new cricket roof is to be removed and the new girt is to support the end of said siding for out of plane wind loading. Calculations are for the girt and its attachment to the existing metal building columns, and for the attachment of the siding to the girt 9570 SW Barbur Blvd Project Name: Associated Business Systems Wall Support Project #: 120621 Suite One Hundred Portland, OR 97219 Location: 7440 SW Bonita Rd., Tigard, OR MILLER (503)246 -1250 Client: Pacific West Roofing Consulting FAX: 246 -1395 Engineers BY: EMH Ck'd: Date: 138/31/12 Page 1 of i� CRzoKc Rocs' Gz ><1 .._ _ _ 1A10 1-oho : 95 R E. t3 Mtn/, Err, WTuo PRA AT ('Al) 6rPT = ( + I ( 5i, S -\'- u C M.►.o M RC ko,42. P$'` SEA ?9i FtR c\,c ; � (woR57 c e C,z 't 7& (E) oaf. l/ d L`t'RR Gn4f PAWL Lc} 7'1`14�e `k LogoFRaA, (ti)= /6• —,)- // 5 P Afrfk ' I s �j� - , T,l,5�� � l J ) (Ro�te - 5 vef uft P / (N)b7QI B`f (r) ( 12�'NP • L =17r �' \� V �(° -c`'' 11 ` gL Rit>(£ L FOR WT-NO WT-NO Sumo/ FAZE s, ComPRE35A ,v Fiance" AT mlreroR merit Pt'k 1 a)6n?( is uni& Fc 0 Fog Fut!. 11 I ?P.Af . AoDZTjoMAL Net.acg SS fQu CO To 19 LAT. -ToR5 l» L SPAc-7A/ l i ,_ Sr I ctR. MT = lq, S FA 4 i.3 = 1P$ in.& E-- „ —, 10\ - M f • VT = /e'3 in.16 ,_ /1..5 y g " ly, ><oRc e sry9enrc AMU" = 12,8 c GIRT CP1,u,,UQ7tovs : (` - PG f /L 6F rw.... L e , CAtc$) AcMh' p■EM664_ (see PG 2 Fob cfv.c s) G /l'ya. 8c,S2ov Sra4. 57.t w/ -- aoos 134 - 33 (�guZ.57)C4 Pl6MU . 9570 SW Barbur Blvd Project Name Associated Business Systems Wall Support Project # 120621 E Suite One Hundred Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CONSULTING (503)246 -1250 ENGINEERS Fax: 246 -1395 B _ _ EMH Ck'd K'' ^-ti Date 8/31/12 ____Page ____ 2 ___ of I) _ ell/AC,-A57 ci- 7 Tv (fieapiM ,s 6 �H r ON.516AgRS ■/0.) SN15 u -. v- Gov �2 33 5 /F'1rsr. - - - _ _ I• sN+s tv/i6r sr t. : I = 37Y 3F a - - - — Fhsr C C -$ ) Pt PO W/(17) Bol,Ts c=f c, 4'9 = G Try ( A30 go t.7s ( see PG L f 4 Bit 7 cry &AST. / 16 t 5 5 -4/ /At, _ ps; 5; t . ' . - red = , o3 D. bIIRT Tn 14PrC'CAlb AnetAw- A17,al1A(N1 4 /0 SMS w togs, esACe- g Ie. a 6.:1ZT ; y� 373 /serer e l o.C. V- 76,14• Arrp 4T P Ta (t✓) km- SYc cTianf ColuMl✓ weB w /A0,54, 8 +rr Ft AA/6/C ArTi 2 w,/ (1) 54 DTA. A O? got-TS ro I -r3 AND Tv G;Or t16.) SMS . 9570 SW Barbur Blvd Associated Business Systems Wall Support Project # 120621 Project Name A Suite One Hundred Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CONSULTING (503)246 -1250 ENGINEERS Fax 246-1395 By EMH Ck'd Iel^t --+ Date 8/31/12 Page of I I ...SAi Sr G- A6og 6ticX 7 RF Ghef<- Tr _ R, e A r 4, ps 'G) c 1) = ,% 5 W / / r4- z / " $ ._ x /2 :. A' 3 ivy_ _ .' A 74642._ �k � k/ 'y1AIL ih TRy 2yas rs� = � . /4 / x , O3 VG'1,, 34.00(y 4 V IA Ifs' 6 4-134.- Aker SrE€ L AT Low62 Secnord of WAU AT (J) CFI c'e7 o15F gif 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 Project Name Proj 7440 SW Bonita Rd., Tigard, OR ect # Suite One Hundred MI Portland, OR 97219 -5412 Location MILLER Client Pacific West Roofing CONSULTING (503)246 -1250 EMH 8!31!12 q of j ENGINEERS Fax: 246 -1395 By Ck'd IV-ore Date Page "ASCE705W.xls" Program Version 1.2 WIND LOADING ANALYSIS - Wall Components and Cladding Per ASCE 7 -05 Code for Buildings of Any Height Using Method 2: Analytical Procedure (Section 6.5) Job Name: Subject: Job Number: Originator: I Checker: 1 Input Data: . Wind Speed, V = 95 mph (Wind Map, Figure 6 -1) Bldg. Classification = II (Table 1 -1 Occupancy Category) Exposure Category = B (Sect. 6.5.6) B Ridge Height, hr = 20.00 ft. (hr >= he) Eave Height, he = 15.00 ft. (he <= hr) Building Width = 200.00 ft. (Normal to Building Ridge) Building Length = 2 ft. (Parallel to Building Ridge) I h L 41 Roof Type = Gable (Gable or Monoslope) Topo. Factor, Kzt = 1 .00 (Sect. 6.5.7 & Figure 6-4) Plan Direct. Factor, Kd = 0.85 (Table 6 -4) Enclosed? (Y /N) (Sect. 6.2 & Figure 6 -5) Hurricane Region? : "N El. Component Name = Wall (Girt, Siding, Wall, or Fastener) hr Effective Area, Ae = 59.5 ft. ^2 (Area Tributary to C &C) he r Resultinq Parameters and Coefficients: I' L J Elevation 1 Roof Angle, H = 2.86 deg. Mean Roof Ht., h = 15.00 ft. (h = he, for roof angle < =10 deg.) Wall External Pressure Coefficients, GCp: GCp Zone 4 Pos. = 0.78 (Fig. 6 -11A, GCp is reduced by 10% for roof angle < =10 deg. ) GCp Zone 5 Pos. = 0.78 (Fig. 6 -11A, GCp is reduced by 10% for roof angle < =10 deg ) GCp Zone 4 Neg. = -0.87 (Fig. 6 -11A, GCp is reduced by 10% for roof angle < =10 deg. ) GCp Zone 5 Neg. = -1.01 (Fig. 6 -11A, GCp is reduced by 10% for roof angle < =1 deg. ) Positive & Negative Internal Pressure Coefficients, GCpi (Figure 6 -5): +GCpi Coef. = 0.18 (positive internal pressure) -GCpi Coef. = -0.18 (negative internal pressure) If z <= 15 then: Kz = 2.01 *(15 /zg) ^(2 /a) , If z > 15 then: Kz = 2.01 *(z/zg) ^(2 /a) (Table 6 -3, Case la) a= 7.00 (Table 6 -2) (Note: z not < 30' for Exp. B, Case 1) zg = 1200 (Table 6 -2) Kh = 0.70 (Kh = Kz evaluated at z = h) I = 1.00 (Table 6 -1; (Importance factor) Velocity Pressure: qz = 0.00256 *Kz *Kzt *Kd *V ^2 *I (Sect. 6.5.10, Eq. 6 -15) qh =I 13.76 Ipsf qh = 0.00256 *Kh *Kzt *Kd *V ^2 *I (qz evaluated at z = h) Design Net External Wind Pressures (Sect. 6.5.12.4): For h <= 60 ft.: p = qh *((GCp) - ( + /- GCpi)) (psf) For h > 60 ft.: p = q *(GCp) - qi *( + / -GCpi) (psf) where: q = qz for windward walls, q = qh for leeward walls and side walls qi = qh for all walls (conservatively assumed per Sect. 6.5.12.4.2) 4 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 iiir Project Name Project # Suite One Hundred Mi Portland, OR 97219 - 5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CONSULTING (503)246 -1250 ENGINEERS Fax 246 -1395 By EMH Ck'd IUD —1 Date 8/31/12 _Page 5 of i i • "ASCE705W.xis" Program Version 1.2 Wind Load Tabulation for Wall Components & Cladding Component z Kh qh p = Net Design Pressures (Dsf) (ft.) (psf) Zone 4 ( +) Zone 4 ( -) Zone 5 ( +) Zone 5 ( -) Wall 0 0.70 13.76 13.17 -14.40 13.17 -16.42 15.00 0.70 13.76 13.17 -14.40 13.17 -16.42 For z = hr: 20.00 0.70 13.76 13.17 -14.40 13.17 -16.42 For z = he: 15.00 0.70 13.76 13.17 -14.40 13.17 -16.42 For z = h: 15.00 0.70 13.76 13.17 -14.40 13.17 -16.42 Notes: 1. ( +) and ( -) signs signify wind pressures acting toward & away from respective surfaces. 2. Width of Zone 5 (end zones), 'a' = I 8.00 Ift. 3. Per Code Section 6.1.4.2, the minimum wind load for C &C shall not be less than 10 psf. 4. References : a. ASCE 7 -02, "Minimum Design Loads for Buildings and Other Structures ". b. "Guide to the Use of the Wind Load Provisions of ASCE 7 -02" by: Kishor C. Mehta and James M. Delahay (2004). lit 9570 SW Harbor Blvd Associated Business Systems Wall Support 120621 Project Name Project # 4 Suite One Hundred ■ Portland, OR 97219 -5412 7440 SW Bonita Rd., Tigard, OR Location MILLER Client Pacific West Roofing CONSULTING (503)246 -1250 EMH 8/31/12 c, of ENGINEERS Fax: 246 -1395 By Ck'd k - Date_ Page "ASCE705W xls" Program Version 1.2 Wall Components and Cladding: I # ..) r3;.•S i; ■•. " Wall Zones for Bulldinas with h on 60 ft. AR ,$) C_ + + 1 el WALL ELEVATION Wall Zones for Bulldlnes with h > 60 ft. 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 Project Name Project # at Suite One Hundred N Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CONSULTING (503)246 - 1250 EMH 8/31/12 of ENGINE ENS Fax 246 -1395 By Ck'd I/--�/ -- Date Page f j . f 2001 NASPEC w12004 Supplement Project: Date: 8/30/2012 Model: 71.2 Unit Ld lb /ft lir_ i'r R1 R2 17.00 ft Section : 800S200 -54 Single C Stud (X -X Axis) Fy = 50.0 ksi Maxo = 3738.9 Ft -Lb Moment of Inertia, I = 6.573 in"4 Va = 2091.3 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (In) Ft -Lb Ma(Brc) (in) Ratio Center Span 2572.1 0.688 2572.1 Full 3738.9 0.688 0.690 L/296 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax intr. Stiffen Pt Load P(Ib) (in) (Ib) (lb) (Ft -Lb) Value Req'd ? R1 605.2 2.00 716.2 1253.4. 0.0 0.44 No R2 605.2 2.00 716.2 1253.4 0.0 0.44 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor VNa M /Ma Unstiffen Stiffen R1 605.2 0.0 1.00 0.29 0.00 0.08 NA R2 605.2 0.0 1.00 0.29 0.00. 0.08 NA dr 9570 SW Barber Blvd Associated Business Systems Wall Support Project Name 4 Suite One Hundred Mk Portland, OR 97219 -5412 7440 SW Bonita Rd., Tigard, OR Project # 120621 Location MILLER Pacific West Roofing Client CONSULTING (503)246 -1250 ENGINEERS Fax 246 -1395 By EMH Ck'd 1 ., Date $131/12 Page of H I Y 2001 NASPEC w12004 Supplement Project: Date: 914/2012 Model: Unif Ld 12.8 lb /ft t -- - ____ _ _ _ _____ t R1 17.00 ft Section : 600S137 -33 Single C Stud (X -X Axis) Fy = 33.0 ksi Maxo = 748.6 Ft -Lb Moment of Inertia, I = 1.548 inA4 Va = 638.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft -Lb Maxo Ft -Lb (In) Ft -Lb Ma(Brc) (in) Ratio Center Span 462.4 0.618 462.4 Full 748.6 0.618 0.527 L/387 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (lb) (lb) (Ft -Lb) Value Req'd ? R1 108.8 1.00 152.8 267.4 0.0 0.37 No R2 108.8 1.00 152.8 267.4 0.0 0.37 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft -Lb) Factor VNa M /Ma Unstlffen Stiffen R1 108.8 0.0 1.00 0.17 0.00 0.03 NA R2 108.8 0.0 1.00 0.17 0.00 0.03 NA 11 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 Project Name Project # Suite One Hundred Portland. OR 97219 -5412 Location 7440 5W Bonita Rd., Tigard, OR MILLER Pacific West Roofing Client CONSULTING (503)246 -1250 EMH 8/31112 < " ENGINEERS Fax: 246 -1395 By Ck'd Date Page l of j\ 4 Steel Bolt/Rod Design - AISC 13th Edition Type: Bolt Grade: A307 Threads are included in the shear plane Diameter: 0.375 in Loading: ASD T = 0.68 k, tension V = 0.34 k, shear A = 0.110 in2 dr = 0.307 in ft= 6.1 ksi = 0.6810.11 fv= 3.1 ksi = 0.34 / 0.11 fl= 0.5 Bolt Capacity Summary: Fnt = 45 ksi, Table J3.2 Fnv = 24 ksi, Table J3.2 Tc= 2.48 k= 45'0.11'0.5 Vc= 1.32 k= 24'0.11 *0.5 ft/(Fnt'0.5) = 0.27 < 1.0 OK fv /(Fnv'0.5) = 0,26 < 1.0 OK Effects on tension ca. -ci due to combined stresses: F'nt = 45 . ksi, Eq. J3-3, page 16.1 -109 T'c = 2.5 k, reduced tension capacity 2.48 >0.70K Use 0.375" diameter A307 bolt . 9570 SW Barbur Blvd Associated Business Systems Wall Support 120621 Portland, OR 97219 -5412 Project Name Project # Suite One Hundred 7440 SW Bonita Rd., Tigard, OR Location M I L L E Fi Pacific West Roofing Client CONSULTING (503)246 -1250 ENGINEERS Fax: 246 1395 By_ EMH Ck'd 1�,-, Date 8/31/12 Page (c) of 11 Screw Values in Sheet metal applications 2002 AISI Standard Material in contact with screw head/washer 1 0.0346 inches (thickness of member in contact with screw head) F 65 ksi (Tensile strength of member in contact with screw head) Material Not In contact with screw head/washer t 0.0566 inches (thickness of member not in contact with screw head) F 45 ksi (Tensile strength of member not in contact with screw head) Screw inches (penetration depth into 12) Size #10 Washer? No d,, = 0.340 inches, (Larger of screw head diameter, or washer) d = 0.190 inches, (Nominal screw diameter) t 0.0566 inches (lesser of depth of penetration and thickness t Shear Capacity P,,, = 1109 lbs P„ = 4.2 (t ° F„2 AISI EQ. E4.3.1 -1, pg 119) = 1154 lbs Fri, = 2.7(t1dF equation E4.3.1 -2, AISI EQ. E4.3.1 -2, pg 119 EQ. E4.3.1 -4, pg 120) Pns = 1307 lbs Pns = 2.7(t2dF „ , AISI EQ. E4.3.1 -3, pg 119, EQ. E4.3.1 -5, pg 120) t = 1.636 P = 1128 lbs (value interpolated between E4.3.1 -1, E4.3.1 -2, E4.3.1 -3, E4.3.1 -4, E4.3.1 -5) P„ = 1400 lbs (Ultimate Screw capacity for shear) P,,, = 1120 lbs P,,, = 0.8 Pss, AISI EQ. 3.2.2 -1) P , = 1120 lbs (shear controlled by screw shaft failure, EQ 3.2.2 -1 ASD P,,IQ = 373 lbs LRFD, c2P,,,= 560 lbs Tension Capacity P out = 411 lbs P,„, = 0.85t,dF (AISI EQ. E4.4.1 -1, pg 120) P„ = 1147 lbs P„„„ = 1.5t 1 (AISI EQ. E4.4.2 -1, pg 120) P„ = 1936 lbs (Ultimate Screw tested capacity by manufacturer for tension) = 1549 lbs P,,, = 0.8 Pts, AISI EQ. 4.4.3 -1, pg 120) ASD P,,,IQ= 137 lbs Min. edge distance (1.5d): 0.285 inches LRFD, cpP 206 lbs Min. spacing (3d): 0.57 Inches 9570 SW Barbur Blvd Associated Business Systems Wall Support Project # 120621 Project Name Suite One Hundred Portland, OR 97219 -5412 Location 7440 SW Bonita Rd., Tigard, OR MILLER Client Pacific West Roofing CO NSULTING (503)246 -1250 By EMH Ck'd r� Date 8/31/12 Page ll of 11 FNGINEFRs Fax 246 -1395 y - - --