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OCT 1.6 2012 CITY OF TIGARD q,,A, BUILDINGDIVISION t~ ,- 16 1)(/5' //SL/ 3 0 4 .„ ." (4 f v ,5, d - , ! x Approved ma G . : t Conditionally Approved ( i See Letter to:Follow..........„... i Attached lc l Permit N ber Lss� 61Z 0 ;, 1 i U Address: ` + C ` By: iri,�e '. Date: r4)1 �' ji ww'' Approved plans P' shall be on job site. `' 7r 1 OFFICE COPY --- /ia D / , ( I � � 11� t • 1 i T 1 S I'' S m= ° RECEIVED Pl g` ` 2u.2HLL�° 1L --11= ICT FF �WLLZOyn _ - _ 6 2012 � N ma°oaf � N ,„4,,,,,:-,' ����. w i w s C LLIT4 sl_ cs• .1 id a BUILDIWG DIVISION (:,'g,,-,1.1 - z 0 0 W <W WJEJWZ,-, s S LLI z LL 0-'2. 1 ^ N = ==f92Q -V,°-' V NWQ (1/ O .4M.;?: WZ=�O&=Y U \ HAM' 1` ` ONYjW KO` O "> NN aZoa LLwz z c7 y 7 Z J C `O` N m°ya i fl V N KA11-Y & SAV In IO5NQU151' `~W~�_W` ' 0_ • win?, J Z W 0 2 Q . W ° ° 4 v z 3 mzzaa o2S Z H 10690 5W FAIIK 5f i j - z 4 ° w W z 11GAIIn, 01? 97223 - o- o I8' X 21 ' X 12' 0 `n F ln51GN N01T5 t2r51GN CRI1'MA DRAWING INtnx ¢`, , ,,.. ..,o0 K �QH� rM l� « I. ALL CON5TRUCT1oN SHALL DE PROVIPEP IN ACCOPPANCE PREVAILING COPE: 055C 2010(IRC 2009) 1 ,,,,,,,.COVER sit el' 0 5 �, X o WITH 113C 2009,OSHA,A15C,A5CE7-05,AW5P 1.1 U55 GROUP U(CARPORTS,PANS) a c rr CODES ANI7 ALL.APPUCPo3LE LOCAL REQUIREMENTS, 2,,,,,,,,ELEVATIONS 0 c 2.RASE CONNECTIONS SHALL 135 PROV1175P A5 SHOWN ON I, MAPLOAt7(t7) P- 2.0 P55 3,.,,.,.FLOOR PLAN&ANCHORS = �� Q v FOUNPAI1ON PETALS SHEET, 2. RO05 LIVE/SNOW LOA17(Lr) Lr- 20 P55 3.ALL MATERIALS IPENTIFIEP RY MANUFACTURER NAME MAY 5. SNOW LOA17(5) 4 FRAME SECTION&DETAILSe. No n F" i RE 5U135TITUTEP WITH MATERIAL EQUAL OR EXCEE7ING GROUNP SNOW LOAF Poi*20 P55 5 5117E WALL FRAMING&PETALS ORIGINAL. IMPORTANCE FACTOR Is-0,80 4.ALL SHOP CONNECTIONS SHALL RE WELPE17 4, WIND LOAF(W) 6 FOUNPATION PETAIL5 CONNECTIONS. DASIC WING'SPEW Vs-.95 MPH 617, SEAL: 5.ALL FIEL17 CONNECTIONS SHALL RE TEK5*12 EXPOSURE C ;I,g" `���� PROFFS (I/4"XI"), IMPORTANCE FACTOR Iw- 0,87 z&; 6,STEEL SHEATHING SHALL DE 29GA,CORRUGATED GALV. 5. SEI5MIC LOAD(E) =rc o° ��\� ��G 1 N FFA s/0 OR PAINTED STEEL-MAN RID HT.3/4"(FY-80K51) 517s/5171 0.706/039 u T iaz°-w OR 0. PE51GNCATEGORY p oyw� , 74150 7.ALL STRUCTURAL LIGHT GAUGE TURING ANP CHANNELS IMPORTANCE FACTOR le- 1.00 "z=y W�W- r SHALL DE GRADE 50 STEEL, =m 8.STUCTURAL TUDE T52 I/2"X2 I/2" -14GA,15 LOAD COMRINA110N5: Igli\' .+1/1)'/44ALI:1143A,A2::S R E G 0 N EQUIVALANT TO T52 I/4"X2 1/4" -12GA, I. n+ (Lr OR 5)9.STRUCTURAL TUDE T52 I/4"X2 1/4" -12GA.SHOULD DE 2. 1P+ (W OR t0,7E) `o F5ACCEPTED INLIEUOFT52I/4"X21/4" -I4GA,FOSIT 5. lP+ 0.75(W ORt0,75) + 0.75(LrOR5) QWWf ‘. P 15 A DETTER STRUCTURAL TURING, 4. 0,617+ (WOR -0.75) ,F,;°_ 003 EXPIRES: 12/31/2013 1.0.175.0 `: DATE SIGNED: OCT 02 2012 l 1 z !I 7§ 1 - z KS < W O -\- i z z Z 12' �� \ Qv, , — a — _ K3 KS vc F Rco o Rc - Rc r < vw O 0 Z } ,I Z \ _� 15'-6" i• \ 15'_g�� T .. z Ts 77 Z } N - Q cl CTC CTC < 1N O Z 12' N N 0 N y rn z 1 �-4 Rc/s�F ���sT�o�s, OWNER: LOCATION: F KATHY& I7AVIt7 10690 5W I'AJK 5T P. N ._ i p O5 NQUI5T TIGAKt7, OP 97223 NN "' c) SHEET TITLE:o ���VAflONS ,i Bart 1'Gso I 07 N o S �5 5073 Dallas H W PROJECT NO.: 037-12-0886 c w �/� 1d � Salem,OR. 97304 n) DRAWN BY: LAK Tel: 1-866-404-7788 F' ,. 1_5(13_�,(,(,_RR�� DATE: 10/2/2012 SHEET NO.: 2 OF 7 L ( • N.f t i cv UN sZ N O N'(\C N Q T UN Z CO O Q LU . � O w 20 0 O (>6 N z 4' 4' 4' 4' 4' 1-7- n v o ����� z NN C . ,_ c/ \ N � a _ O O m m z CO 1- �\ w w �- O N a_ o 0 4' 9' 4' 4' 4'ommoMiimimmmommummi N if 20' t-' $= O G Of; PLAN ANO ANCHOR TWE-SEE-1A31. '''''"i LQ coLe- SCALE I/8.:I' 3 ANCHOR LADEL GEND: cucn 1CE 15fANIN INCHES FROM CENTER OE I'OSl p �n H (i II it CaLIMN/ COLUMN POST SEAL: POORP05f11 ANCHOR ANCHOR �c D PR OFF is- �► < 54 \� GIN c�ss62 6A. RAIL�� DASEPAL 0 4// <(/\ F� 74150 1YPICAI. ANCHOR Ct1"AIL5REGON CD ' 5CAL :I/2":l' MEM3E pRO ER1E5 '•���� 13'20o� ABU-(‘'co COLUMN PO57 Zi"50.x 126A iwr /I L I ABU ``_ BASE RAIL 2i"50,x 126A 11.13E coNCPE E 5 A3 EXPIRES: 12/31/2013 ANCHOR'A' A"m X 7"EXPANSION/Mel7a DOL15 ANCHOR'13' i"0 X 7"EXPANSION/WEDGE DOLTS DATE SIGNED: OCT 02 2012 , MMM5MR Y'IZOf'E8 M5 ' COLUMN P051 2#"50.X 12GA SIX \p OG"5MATMN6-5EE%+EVILS 12 ROOF MEMDER 21"50.X 12GA 1W >L FOR FASTENER REOUREMEN 5 3 BASE RAJL 21"50.X IZCJ1 1113F O �6 MAN BRACE 2k"X 14GA CKANNEL (�1 ROOf MMMBER KNEE BRACE 2P"X 14GA CHANNEL CONNEC70R SLEEVE 2"50.X 12C1A TLC3E � o ! O 12"LG,COLI.IMN 51-EEVI;- z lz P61.nIOL165.W/(6)#12 ,max X l"rocs SCREWS AS MOWN ry' w O W C� 5NMATNING FASTENER SCNMW5 Z ) �S N U_I Kn6E BRACE-Af1ACN WCOM ITH(2) LOCATION COPANELS 5117E LAPS EDGE LAPS EL5EW- 0 0 z r� 412x1"sK55 WE5. SPACING 6"C/C MIN'I 4"C/C 8"C/C Q O FASTENER TYPE:1 K5#12X1"SELFANILL 5CF2EW5 W/NEOPRENE/5TEEL WA51tR U 0 I v N COLUMN PO51 O P 6"LG.COLUMN 9...mg- NNFIELD BOLE W/(6)*12X1"irN SKS W5 A5%O NJ COLUMN POSE Q 1A .. \i ROOF MEMBER fl d WQQ9DE WALL 96ATFMNG-SEE J z5O.6DILE FOR FA51En6R BASE PAIL N pili.„ } z MOIIIREMENTs I9 AMT t2 TAIL 2 '`j w g O F— CV w z SCALE:1/2":I' O W \\ O CD I- 13A5� f7�TAII PEAKBRAcU-AffACH 0 ( 0- 0 o SCALE:1/2":I' 1"MU? LOO E.5. ' PEAK 13f;Aa n�TAIL C.)SCALE:I/2":I' �' 38 K cx PEAK BRACE oM (- a Mk ROOP MEMBER 3 12 u % C. O re I ^� H gi 0 c � Mf s I I 8' ` � M KNEE BRACE IS / SEAL: ,,,c:Lp PR OFFS ��\� <<, G I N 6Fp s% , 2 i • 74150 r BASE RAIL FIN.GRA17E OR TOP © ` REGON Of coNc rE v1 f i 01,9 ✓� . 13 2��� C fi \�I ' R4LI AB\Y ' 17'9 i" FkAMg SECTION EDEXPIRES: 12/31/2013 SCALE'S/I6":1' DATE SIGNED: OCT 02 2012 •calm P051 S 1 6 ii z EASE PAL ��0 N N MEM3EPIPf:Of'M?11E5 �' 6"9.EEVE WEL=E=to COLUMN P051 2#"5Q.X I2 A 1W �/ EASE RAIL ANG Af1ic1t12 I3A., WI 2#"50.X 12GA nxX t 10 COLUMN P051.MT1I O (4)*125175 A5%OWN CON .SSVS NECf012512"50,X 12CtA nx3s 0 CO z COLUMN-I3A5� f7�1'AIL O O w scnE:v2":1' z. , _x N w 5 0 0 �. Q z N o o f 4' 'If I, 4' 1' 4' 'If I, 4' I, 4' O �If N_ O N • fl \ N C:7 0 O0 & ' COLUMN POSiS co IN F~-- 0 co Z0L _ LLJ w N O U) O p p 3 BASE PIAN.\ 500 et. er ,i ``/ J, OM « rn 20' T. xi G1 O f;IGH1"5II7� WALL F AMING ( ) V' 5C/1a:3/16":1' S C y Q E Lf I ' 1' 4' 4' 1' 4' t 4' If / 6 SEAL: • � : :� GFZ� D PROFFS COLUMN F'0515 �&CO G I N E.F�s/0 74150 r OREGON BASE PAL\ 5 ` 1°-1,i)‘/441213 20� �<t,� _is. , 20' l' 1.. F-151Gt WALL FkAMING EXPIRES: 12/31/2013 5caE:3i16":1' DATE SIGNED: OCT 02 2012 , FOUNDATION NOTE5 O I. MIN.51-A651ZESHAM-DE 18'-5 I/2"x 20'-5 I/2" kj7K\ 2. CONTR01.JOINTS SHALL 135 PLACED 50 A5 TO LIMIT MAX.51.A13 SPANS TO 20'IN sz N \\\ \D EACH DIRECTION, MEMBER PROPERTIES 3, CONCRETE ANCHORS SHALL 13E LOCATED A5 SHOWN ON THE FLOOR PLAN(55F COLUMN P05T 2#"SQ.X 12CiA live 9L SNEEr 3) 13A5E RAIL 2#"50.X 12GA TLI3E N 7CO Z CONCRETE 5t-A. 0 O co I- 4. DEPTH OP SLAG TURN DOWN FOOTING SHALL OF GREATER THAN FR05f DEPTH ANCHOR'A' PO X 7"EXPANSION/WEDGE 130Lf5 '—\-- O LL 1 iu SPECIFIED PER L0CAL CODE, ANCHOR'13' i"01 X 7"EXPANSION/WEDGE 1301.75 O O ti- � 'V r 5. A55UMED SOIL 13EARING CAPACITY 15 TO 135 A MIN.OF 1500 P55. U O � 6. CONCRETE 5TRENGTH TO 135 A MIN OF 2500 P51 a 28 DAYS, N O N N c N < 0 O 0 Z Z2 El LIJ 11:3 o o 0 C 28r--- p K v M N QC r d- MIN.4"EDGE D15T� 1 r O fV K 00 C0.uMN Po5f l� Q. Q COWES 51..A6- PNG}IOR qAre) y �--i r- COLUMNROSE ,lir 0.td4' M .4"311IX . PAT RHI- r H �L N , j0 BA RAIL v - N Z W666-6 6 WELDED g MT 31 MESH .l J / CONC}I�IE�.PH- , MIN.4"THICK SEAL: (3)#4 RED3 CONE, 1 12 ► Ep PROF w 5 C110N VEW . �' Fs R ^"M6 cauMNRosi �N G I N FF s/0 404ANS 1 6A E�L � A 74150 MIMill \ 7- W6X6-6/6 VareD ►,�'� '.'�: . . 4. g L ' a REGON WIRE MESH v i J ti , 21,9 `/qN. 13,20�� ��� (3)44 M6PR CONI". SIDS�L- VA11ON R 4 L 1 Ali �P CONCP 1SLAP 501.Z /,1'.:1 d EXPIRES: 12/31/2013 DATE SIGNED: OCT 02 2012 PROJECT: PROJECT NO.: SHEET KATHY&DAVID ROSENQUIST 037-12-0886 NO ' A&A ENGINEERING cr_rEN r: LOCATION: 1 /7 WEST COAST METAL TIGARD,OR CML•STRUCTURAL BUILDING SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALP,: 5911 Renaissance Place,Suite B Tel:(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE: 10/2/2012 10/2/2012 Entity Color Legend _ --,- 111h-i . TS2222121�0 CS 4GA U N ..- i! Red 0.52x0.52. — , s� - �. Default Plate Color I. .. r°,,°'' `11101 : Default Solid Color. s� t _:: - ii it,- 788a,00111Pik. . f \ 12.00R # 74150 ..� r20.00h ,i , 41 ,.,. \, \\:,'„,:,', Lv OREGON • /1,,SAN 13, c,;;c ,.'7< .,>_ \ . 18.00ft -xo RL, ASU, EXPRATION DATE. 12--- _______ �o f PROJECT: PROJECT NO.: SHEET KATHY&DAVID ROSENQUIST 037-12-0886 NO.: i i I A&A ENGINEERING CLIENT: LOCATION: 2 /7 WEST COAST METAL TIGARD,OR CML•STRUCTURAL BUILDING SINCE 1996 C,�CI I,ATED BY: CfIECKED BY: APPROVED BY: SCALE: 5911 Renaissance Place,Suite B Tel:(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE: 10/2/2012 10/2/2012 INDEX TO CONTENTS I. SUMMARY: 3 X. APPENDICES• 1. BUILDING SIZE• 3 1. WIND LOAD CALCULATIONS: W 1—4 2. LOADS: 3 2. ANALYSIS(STAAD.PRO)INPUT FILE• SI 01—03 IL CODE INFORMATION: 3 3. ANALYSIS(STAAD.PRO)OUTPUT FILE: SO 01-14 4. METAL SHEATHING SPECIFICATIONS: MS 1 1. CODE: 3 2. OCCUPANCY: 3 III. LOAD CALCULATIONS: 3 1. DEAD LOAD(D)• 3 2. ROOF LIVE LOAD(LR)• 3 3. SNOW LOAD(S)• 3 4. WIND LOAD(W)• 3 5. EARTHQUAKE LOAD(E): 3 IV. LOAD COMBINATIONS: 3 V. MATERIAL PROPERTIES: 4 1. STEEL: 4 VI. SECTION PROPERTIES: 4 VII. MAXIMUM DEFLECTIONS: 4 VIII. CONNECTION CALCULATIONS: 4 ���U PRODS 1. FRAME COLUMN—BASE CONNECTION: 4 CJo�� t�GIN�v' '°p 2. KNEE BRACE CONNECTION' 5 74150 y IX. FOUNDATION CALCULATIONS: 5 , 1. REACTIONS ANCHORS• 5 I 2. ANCHOR CHECK: 5 If ` OREGON 3. CONCRETE TURN DOWN FOOTING: 7 BILI -7AB3\r"`° EXPIRATION DATE.12-31-20k PROJECT: PROJECT NO.: SHEET KATHY&DAVID ROSENQUIST 037-12-0886 NO.: i 1 i ASA ENGINEERING CLIENT': LOCATION: /7 WEST COAST METAL TIGARD,OR CML STRUCTURAL BUILDING SINCE 1990 CALCULATED BY: CHECKED BY: APPROVED BY: SCALP: 5911 Renaissance Place,Suite B Tel:(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE: 10/2/2012 10/2/2012 Slope factor: C,= 1.00 I. Summary: Flat roof load: pf=0.7 Ce Ct I,Pg(. 20 psf) 1. Building Size: ->pf=0.7 x 1.00 x 1.20 x 0.80 x 20=13.44 psf Sloped roof load: Ps=Cs Pf Length: 20 ft ->ps= 1.00 x 13.44= 13.44 psf=S Width: 18 ft *Roof live load controls Eave height: 12 ft Roof pitch: 3/ 12 4. Wind Load (W): 2. Loads: *Please see Appendix W1-W3 for wind load calculations Roof live load: 20 psf 5. Earthquake Load(E): Ground snow load: 20 psf Site Class: D Wind speed: 95 mph Spectral response acceleration at short periods: Ss=0.802 g Exposure: D Site Coeffecient: Fa= 1.179 Seismic 5,spectral response accel.: 0.802 Adjusted spectral response acceleration: SMs=Fa Ss Seismic category: D .- Skis= 1.179 x0.802=0.946%g Design spectral response acceleration: SDs=Z/3 SMS II. Code Information: -- SDs=(2/3) x 0.946 =0.630%g Response modification factor: R=2.0 1. Code: Occupancy importance factor: I= 1.00 2010 OREGON SPECIALTY CODE FOR STRUCTURAL Weight of structure: W= 1310.00 lbs 2. Occupancy: Seismic response coeffecient: CS=SDs R/I Occupancy Group: U -f C,=0.630/(2.0/ 1.00)=0.315 Seismic base shear: V=C,W III. Load Calculations: ->V=0.315 x 1310.00=412.89 lbs *65%self weight was applied to structure in both horizontal directions. 1. Dead Load(D): Dead load(super imposed): D=2 psf .,,,„;.---------. IV. Load Combinations: E.D PRO, 2. Roof Live Load (Lr): Roof live load(specified): Lr=20 psf 1. D+(Lr or S) � its �V �� �,�> 2. D+(W or 0.7 E) # 74 Q 0 ,. 3. Snow Load(S): 3. D+0.75(Lr or S)+0.75 (W or 0.7 E) , y 4. 0.9D+ Wor0.7E r Peak ground snow load: pg=20 psf ( ) ,j Exposure factor: Ce= 1.00 Thermal factor: C,= 1.20 ® 0R CC$I Importance factor: Is=0.80 /�;;`/� �, ���� XPfRATI(���I p�TF;t 2-31-20 PROJECT: PROJECT NO.: SI-IEET KATHY&DAVID ROSENQUIST 037-12-0886 NO.: i 1 I A&A ENGINEERING CLIENT: LOCATION: 4/7 WEST COAST METAL TIGARD,OR CIVIL.STRUCTURAL BUILDING SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: 5911 Renaissance Place,Suite B Tel:(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE: 10/2/2012 10/2/2012 V. Material Properties: P 1. Steel: f ASTM A572 Grade 50 COLUMN I Fy=50 ksi SLEEVE F„=65 ksi FASTENERS-{ I E=29,000 ksi y=490 lbs/ft3 BASE RAIL ii` WELD VI. Section Properties: Section A I,, Iy Gauge A. Forces: TS222212GA 0.933 0.715 0.715 12 Uplift force in column: P=0.60 Kips CS252514GA 0.609 0.409 0.694 14 Max. Shear force V=0.18 Kips VII. Maximum Deflections: B. Dimensions&Properties: a. Column: Tube side: se=2.5 in Xmax 13' Ymax lx Zmax 1y Tube thickness: tc=0.083 in 90 180 180 b. Base rail: 1.49 1.90 OK 0.99 1.20 OK 0.01 0.95 OK Tube side: sb=2.5 in Tube thickness: tb=0.083 in VIII. Connection Calculations: c. Connector Sleeve: Note: See ESR2196 for Hilti Kwik-Pro(equivalent to ITW BuildexTE Tube side: ss=2.25 in screws)specifications p PRO � � Gi 1: Fs� Tube thickness: is=0.109 in 1. Frame Column—Base Connection: w 74150Co 01' ,Oy Length: 15= 12 in a- , f d. Fasteners: Fastener type: HILTI Kwik Pro Nominal diameter: #12 OREGC N , Min.number of fasteners: of =4 Q/,111 IN 13,2 ,1>,r"6:• 'Y N �,� e. Weld: A�I � `- Weld size: tW=0.125 in [XPIRATIQJ DATE:12-31-20 ii PROJECT: PROJECT NO.: J SI{EET KATHY&DAVID ROSENQUIST 037-12-0886 NO 4 A&A ENGINEERING CLIENT LOCATION 5 7 WEST COAST METAL TIGARD,OR OlOOJO 01/1L.STRUCTURAL SINCE 1996 CALCULATED BYBUILDING: CI IECKED BY: APPROVED BY: SCALE 5911 Renaissance Place,Suite B Tek(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE 10/2/2012 10/2/2012 Weld tensile strength: F„w=60 ksi b. Top member: Tube side: sb=2.25 in C. Component checks: Tube thickness: tb=0.083 in a. Weld: c. Fasteners: Total length of weld: 1,v=4 ss Fastener type: HILTI Kwik Pro 1, =4 x 2.25=9 in Nominal diameter: #12 Nominal shear strength: Pnw=tw,lw Puss(AISI E2.4-3) Min.number of fasteners on each lside: of =2 —>P,,,,,=0.125 x9 x 60=67.5 Kips Allowable shear strength: Paw=Pnw/SL C. Component checks: -->Paw=67.5/2.35=28.72 Kips>0.18 Kips OK a. Fasteners in shear: b. Fasteners: Allowable shear strength: Vaf=0.63 Kips(ESR-2196) Allowable shear strength: Vaf=0.63 Kips(ESR-2196) Total allowable shear strength: Vaft=2 of Vaf Total allowable shear strength: Vaft=n of Vaf —>Vaft=2 x 2 x 0.63=2.52 Kips>2.3 Kips OK --Vaft=4 x 0.63=2.52 Kips>0.60 Kips OK IX. Foundation Calculations: 2. Knee Brace Connection: SER 1. Reactions Anchors: Max uplift reaction: F„i,=0.60 Kips Max downwards reaction: Fth,=0.67 Kips '' Max. lateral reaction: Flt=0.18 Kips 2. Anchor Check: KNEE BRACE J COLUMN Anchor type: POWERS WEDGE-BOLT+SCREW ANCHOR Anchor diameter: cp= 5/8 in Effective embedment: het-= 4.38 in Min.edge distance: c A. Forces: p0, Nominal concrete strength: i . Max. force in knee brace: P=2.15 Kips O, 4N ' ct',O A. Uplift Resistance: I 74150 r B. Dimensions&Properties: b. Steel strength in tension: 91\T„=( .6S 2' '10) a. Peak brace: —> 9Nsa= 16.19 KipsGON Channel flanges: se=2,25 in �, " Channel wall thickness: to=0.083 in -e L .,z. :�,;ii u;: .___ 12-31-202 PROJECT: PROJECT NO.: SPIEIT KATHY&DAVID ROSENQUIST 037-12-0886 NO.: ' A&A ENGINEERING WEST COAST METAL TIGARD,OR CIVIL-STRUCTURAL CLIENT: BUILDING LOCATION: SINCE 1996 CALCULATED BY: CHECKED BY: APPROVED BY: 6 SCALE,: 5911 Renaissance Place,Suite B Tel:(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE: 10/2/2012 10/2/2012 Concrete break out strength in tension: AN c g. Concrete break out strength in shear: Vcb = AVc Wed,V Wc,V Vb Ncb = Wed,NWc,NWcp,NNb Avco A Nco where where Avco=4.5 c2=4.5 x 42=72.00 in2 ANeo=9• her=9 x 4.382=172.27 in2 Ave= 1.5 c(c+ 1.5 c) = 3.75 x 42=60.00 in2 AN,=(c+ 1.5he)2=(4+ 1.5x4.375)2=111.57in2 Wed,V=0.7+0.3c/(1.5c)=0.7+0.3x41(1.5x4) Wed,N=0• .7+0.3 c/(1.5fief)=0.7+0.3x41(1.5x4.38) 'Wed,v= 0.90 -4 Ved,N= 0.88 Vc,V= 1.0 We,N= 1.0 le=3.102 Vcp,N=Min(1.5 hef/Cac, 1.0) do=0.625 ->Wcp,N=Min(1.5 x 4.375/5= 1.31, 1.0)= 1.0 r ,\0.2 IC,=17 Vb =7 le do ge1.5 do i Nb =kc ghef =17xV2500 x4.3815=7778.32 lbs - N =0.65 x 111.57/ 172.27 x 0.88 x 1.0 x 1.0 x 7.78 -* V 7 x(3.102`o.z -4 91\16= 2.88 Kips b 0.625 1/0.625-N/2500 x 4.00I.s -*Vb=3049.65 lbs c. Concrete pull out strength in tension: cpNp,er=(0.65)(4520) - 9Np,er= 2.94 Kips - cpVeb=(0.65)60/72 x 0.90 x 1.00 x 3.05=1.49 Kips d. Controlling resistance in tension: h. Concrete pry out strength in shear: lig,=kcp Nth cp N„=min kcpNsa,cpNeb,(PNp,crl - (PVepr=0.65 x 2.0 x 4.43=5.76 Kips -* pNn=2.88 Kips i. Controlling resistance in shear: e. Adjust for ASD: cp V„=min 1(PVsa,NVeb,(pVcpl Controlling combination: 0.9D+ 1.6W - cpNn= 1.49 Kips Adjustment factor a=0.9(0%)+ 1.6(100%) --a= 1.60 Go PR.p Adjust for ASD: Allowable tension: TASD=na cp N„/ 1.6 ,\F,S. G1 1£ MS'S Controlling combination: 1.2D+ 1.6Lr - TnsD= 2. 88/ 1.6=1.8 Kips>F„p OK .. ' `r �O djustment factor a= 1.2(9.1%)+ 1.6(90.9%) w # 74150 T ->a= 1.56 B. Shear Resistance: . a A •wable tension: TnsD=na 9 Na/ 1.56 -*TnsD= 1.49/ 1.56=0.96 Kips>Fit OK f. Steel strength in shear: (PVsa=(0.60)(11990) , --- cpVsa= 7.19 Kips (.. OREGON tx ''ACI Pk6'3.‘‘ 1EXP tATIQQN r fTF.12 31 .2r?j t PROJECT: PROJECT NO.: ' SHEET KATHY&DAVID ROSENQUIST 037-12-0886 NO.: I i' A&A ENGINEERING CLIENT: LOCATION: 7/7 WEST COAST METAL TIGARD,OR CML•STRUCTURAL BUILDING SINCE 199C> CALCULATED BY: CHECKED BY: APPROVED BY: SCALE: 5911 Renaissance Place,Suite B Tel:(419)292-1983 LAK O.A. Toledo,Ohio 43623 Fax:(419)292-0955 DATE: DATE: DATE: 10/2/2012 10/2/2012 3. Concrete turn down footing: Allowable resisting moment: Ma=M„/SF Width of footing: bf = 12.00 in -*Ma= 162.00/2=81.00 Kips-ft Depth of footing: df =4.00 in Total uplift in column line: FuP,1=4.42 Kips C. Bearing Resistance: Moment arm causing uplift: M„=nc F„p,t bs Length of bearing on top of concrete: lb=7.50 in -'M ==4.42 x 18.00=79.54Kips-ft <Ma OK Approx.bearing area under post: Ab=bf(2df+lb) -4 Ab= 12.00 x (2 x 4.00+7.50)= 186.00 in2 Assumed soil bearing capacity: sb= 1500 psf Bearing capacity: Fb=Sb Ab - Fb= 186.00/ 122 x 1500/ 1000= 1.94 Kips >Fd„OK D. Uplift Resistance: Unit weight of concrete: yc= 150 pcf Length of slab: 1,=20.00 ft Width of slab: bs= 18.00 ft Total area of slab: As=is bs -'ASH,=360.00 ft2 Thickness of slab: t, =4.00 in Volume of concrete in slab: V,=As is -->V,=360.00(4.00/ 12)= 120.00 ft3 Area of turn down footing: Af=A,-(1,-bf)(bs-bf) --->Af=360.00 -(20.00- 12.00/ 12)(18.00-12.00/ 12)= 37.00ft2 Volume of concrete in footing: Vf=Af(df-ts) GIN 4' -*Vf=37.00*(4.00 4.00)/ 12=0.00ft3 04 "�, 13 6N, # 74150 Total volume of concrete: Vt=V,+Vf --,,. -4 Vt= 120.00+0.00=120.00 ft3 Total weight of foundation: W1=ye Vt -�W1= 150 x 120.00/ 1000= 18.00 Kips (\/ GON Moment arm resisting uplift: Mn=Wt IN/2 ' <y� -4 Mt=85.73 x 18.00/2=162.00 Kips-ft �i�� Safety factor: SF=2.00 2 31-20 t 4 4 4 PRO'FCP: PROJECT NO.: SHEET �tNO.:1 i i A ENGINEERING CLIENT: cm.•STRUCIXJRAL MCI 1916 CALCULLOCATION'ATED BY: CHECKED BY: APPROVED BY: SCALE: 5911 Renaitewuce Placa,Suite B Teb(419)292-1983 Toledo,Obit 43623 Fw(419)29240955 DA FE DATE: DATE: APPENDICES ,, _ ,,,,,,.. pRo,.., ## 74150 ES :12 -3 1ON c� d 2C� KATHY & DAVID ROSENQUIST October 2,2012 ASCE?-05 Local Information Project Name: KATHY & DAVID ROSENQUIST Wind Dir. Exposure 1 C 2 C 3 C 4 C Basic Wind Speed:95 mph Topography: None Optional Factors This project uses load combinations from ASCE 7. Location:TIGARD, OR By: LAK Start Date: 10/2/2012 Comments: sco„ ,D PRo F .\18X20\DOCS\windloads_18ft,wls Wind Loads on Structures 2005--[1.3] Copyright©2000 SDG,Inc. # 741 e 1 T- I X 1X OREGON IA�U EkPiRATI(�"J DATE f i tl20 KATHY & DAVID ROSENQUIST October 2,2012 KATHY & DAVID ROSENQUIST October 2,2012 ASCE7-05 ASCE7-05 Section - Main Section Composite Drawing Enclosure Classification: Partially Enclosed Building Category: I Wall Length(ft) Overhang(ft) 1 20.0 0.0 2 18.0 0.0 Top 3 20.0 0.0 W2 4 18.0 0.0 W11 A B W3 Eave Height: 12 ft Parapet Height: 0 ft Parapet Enclosure: Solid W4 Roof Shape: Gabled Front Right Roof Slope(:12) A/fie a 1 A a 3 A&B 3.0 W1 W4 W3 W4 W3 '..W2 At. PRO • *-�°811 4, Wind Loads on Structures 2005--[1.3] Copyright©2000 SDG,Inc. Page 2 of 5 Wind Loads on Structures 2005--[1.3] Copyright©2000 SDG,Inc. 7R:07 t}1 3 of ,. OREGOtV .. � sir 7t?�� L / n KATHY& DAVID ROSENQUIST October 2,2012 KATHY & DAVID ROSENQUIST October 2,2012 ASCE7-05 ASCE7-05 MWFRS Net Pressures MWFRS Net Pressures This data was calculated using the building of all heights method. This data was calculated using the building of all heights method. Wind Direction 1 Wind Direction 2 # 'Surface Iz(ft) Iq(psf)IG ICp I GCpi I Ext Pres(psf)I Net w/+GCpi (psf)I Net w/-GCpi (psf) # !Surface Iz(ft) Iq(psf)IG ICp I GCpi I Ext Pres(psf)I Net w/+GCpi (psf)I Net w/-GCpi (psf) 1 Windward Wall 12.0 14.5 0.89 0.80 0.55 10.3 2.3 18.3 1 Side Wall 13.1 14.5 0.90 -0.70 0.55 -9.1 -17.1 -1.2 2 Side Wall 13.1 14.5 -0.70 -9.0 -17.0 -1.1 2 Windward Wall 13.1 14.5 0.80 10.4 2.5 18.4 14.3 14.5 0.80 10.4 2.5 18.4 3 Leeward Wall 13.1 14.5 0.89 -0.50 0.55 -6.5 -14.4 1.5 3 Side Wall 13.1 14.5 0.90 -0.70 0.55 -9.1 -17.1 -1.2 4 Side Wall 13.1 14.5 0.89 -0.70 0.55 -9.0 -17.0 -1.1 4 Leeward Wall 13.1 14.5 0.90 -0.48 0.55 -6.3 -14.2 1.7 A Windward Roof 13.1 14.5 0.89 -0.18 0.55 -2.3 -10.3 5.7 13.1 14.5 -0.88 -11.4 -19.3 -3.4 A&B Roof 0 to 6.6* 14.5 0.90 -1.02 0.55 -13.3 -21.3 -5.3 6.6 to 13.1* 14.5 -0.84 -11.0 -18.9 -3.0 B Leeward Roof 13.1 14.5 0.89 -0.55 0.55 -7.1 -15.1 0.9 13.1 to 20.0* 14.5 -0.56 -7.3 -15.3 0.7 0 to 20.0* 14.5 -0.18 -2.3 -10.3 5.6 This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. This is load case 1 in ASCE 7-05 Figure 6-9. See Figure 6-9 for other cases. *Distance from windward edge. Wind Loads on Structures 2005--[1.3] Copyright©2000 SDG,Inc. Page 4 of 5 Wind Loads on Structures 2005--[1.3] Copyright©2000 SDG,Inc. aer ' 741 J„0*age t 10 cr OREGON i '�. i ,-/:,'.:)-� V 3 . • SI:1 /3 SI:2 /3 STAAD SPACE CHANNEL START JOB INFORMATION CS252514GA ENGINEER DATE 10/2/2012 0.608722 2.5 0.083 2.5 0.083 0.694277 0.409143 0.00139783 0.865402 - JOB NAME KATHY & DAVID ROSENQUIST 0.2075 0.276667 JOB CLIENT WEST COAST METAL BUILDING PROFILE_POINTS JOB NO 037-12-0886 -1 0.0435 -1 -0.0435 1 -0.0435 1 0.0435 ENGINEER NAME LAK STRESS_LOCATIONS CHECKER NAME OA -1 0.0435 -1 -0.0435 1 -0.0435 1 0.0435 CHECKER DATE 10/2/2012 TABLE 3 END JOB INFORMATION GENERAL INPUT WIDTH 79 4GA UNIT FEET KIP 0.435311.0 0.4353 1.0747 0.0747 5 0.0747 0.0706801 0.92233 0.00765685 0.113423 - JOINT COORDINATES 0.368931 0.108825 0.326475 0.559575 0.160151 0.0174336 0 1 0 0 0; 2 0 12 0; 3 9 14.25 0; 4 18 0 0; 5 18 12 0; 6 0 0 4; 7 0 12 4; PROFILE POINTS 8 9 14.25 4; 9 18 0 4; 10 18 12 4; 11 0 0 8; 12 0 12 8; 13 9 14.25 8; -2.5 -0.5484 -2.5 -0.6231 -1.9845 -0.6231 -0.9845 0.3769 0.9846 0.3769 1.9846 -0.6231 2.5 -0.6231 2.5 -0.5484 14 18 0 8; 15 18 12 8; 16 0 0 12; 17 0 12 12; 18 9 14.25 12; 19 18 0 12; 2.0155 -0.5484 1.0155 0.4516 -1.0154 0.4516 -2.0154 -0.5484 20 18 12 12; 21 0 0 16; 22 0 12 16; 23 9 14.25 16; 24 18 0 16; 25 18 12 16; STRESS_LOCATIONS 26 0 0 20; 27 0 12 20; 28 9 14.25 20; 29 18 0 20; 30 18 12 20; 33 18 9 0; -2.5 -0.6231 2.5 -0.6231 1.0155 0.4516 -1.0154 0.4516 34 18 9 20; 35 8 14 0; 36 8 14 1; 37 9 14.25 1; 38 7 13.75 0; 39 7 13.75 1; CH501014GAD MEMBER INCIDENCES 0.87073 1.6494 0.083 5 0.083 2.66206 1.84467 1 1.1451 0.737868 0.43515 - 1 1 482; 2 2 50; 3 4 33; 4 5 415; 5 6 481; 6 7 80; 7 9 429; 8 10 380; 9 11 480; 0.43515 0 0 0 0 10 12 118; 11 14 441; 12 15 345; 13 16 479; 14 17 156; 15 19 453; 16 20 310; PROFILE POINTS 17 21 478; 18 22 194; 19 24 465; 20 25 275; 21 26 477; 22 27 232; 23 29 34; -2.50001 2.32465 -2.50001 2.24995 -2.01541 2.24995 -1.01541 1.24996 -7e-006 1.24996 -7e-006 -1.25004 -1.01541 24 30 247; 25 1 6; 26 4 9; 27 33 418; 28 34 476; 29 35 3; 30 38 35; 31 40 38; -1.25004 -2.01541 -2.25005 -2.50001 -2.25005 -2.50001 -2.32475 -1.98451 -2.32475 -0.984507 -1.32475 0.984593 32 42 40; 33 44 42; 34 46 44; 35 48 46; 36 50 48; 37 73 8; 38 74 73; 39 75 74; -1.32475 1.98459 -2.32475 2.49999 -2.32475 2.49999 -2.25005 2.01549 -2.25005 1.01549 -1.25004 -7e-006 -1.25004 40 76 75; 41 77 76; 42 78 77; 43 79 78; 44 80 79; 45 111 13; 46 112 111; 9.3e-005 1.24996 1.01549 1.24996 2.01549 2.24995 2.49999 2.24995 2.49999 2.32465 1.98459 2.32465 0.984593 1.3 ELEMENT INCIDENCES SHELL 2465 -0.984507 1.32465 -1.98451 2.32465 1500 3 35 36 37; 1501 35 38 39 36; 1502 38 40 41 39; 1503 40 42 43 41; STRESS_LOCATIONS 1504 42 44 45 43; 1505 44 46 47 45; 1506 46 48 49 47; 1507 48 50 51 49; -2.50001 2.32465 -2.50001 -2.32475 2.49999 -2.32475 2.49999 2.32465 1508 50 2 52 51; 1509 37 36 53 54; 1510 36 39 55 53; 1511 39 41 56 55; C401014GA 1512 41 43 57 56; 1513 43 45 58 57; 1514 45 47 59 58; 1515 47 49 60 59; 0.593849 4 0.087 1.5 0.087 1.40526 0.122165 0.00141953 0.702629 0.106602 - 1516 49 51 61 60; 1517 51 52 62 61; 1518 54 53 63 64; 1519 53 55 65 63; 0.138396 0.301615 0.829011 0.22851 0.319817 0 1520 55 56 66 65; 1521 56 57 67 66; 1522 57 58 68 67; 1523 58 59 69 68; END START GROUP DEFINITION UNIT FEET KIP FLOOR DEFINE MATERIAL START LROOF 2 6 10 14 18 22 29 TO 76 1000 1001 1004 TO 1033 1068 1069 1071 1072 - ISOTROPIC STEEL 1074 1075 1077 1078 E 4.176e+006 _SHALL 27 28 125 TO 140 1002 1003 1034 TO 1067 1070 1073 1076 1079 POISSON 0.3 _RROOF 4 8 12 16 20 24 77 TO 124 1001 1002 1004 1006 1008 1010 1012 1014 1016 - DENSITY 0.489024 1018 1020 1022 1024 1026 1028 1030 1032 1034 TO 1048 1069 1070 1072 1073 - ALPHA 6e-006 1075 1076 1078 1079 DAMP 0.03 END GROUP DEFINITION END DEFINE MATERIAL ELEMENT PROPERTY MEMBER PROPERTY AMERICAN 1500 TO 1919 THICKNESS 0.00125 1 TO 160 UPTABLE 1 TS222212GA SUPPORTS 500 TO 511 UPTABLE 2 CS252514GA 1 4 6 9 11 14 16 19 21 24 26 29 FIXED 1000 TO 1079 PRIS YD 0.043 ZD 0.043 START USER TABLE CONSTANTS TABLE 1 BETA 270 MEMS 500 TO 511 UNIT INCHES KIP MATERIAL STEEL ALL TUBE UNIT INCHES KIP TS252512GA MEMBER RELEASE 1.04248 2.5 2.5 0.109 0.995349 0.995349 1.48993 0.545 0.545 500 TO 511 START MX MY MZ TS252514GA 500 TO 511 END MX MY MZ 0.802444 2.5 2.5 0.083 0.782219 0.782219 1.17195 0.415 0.415 UNIT FEET POUND TS222212GA LOAD 1 LOADTYPE Dead TITLE DEAD 0.933476 2.25 2.25 0.109 0.715006 0.715006 1.06974 0.4905 0.4905 FLOOR LOAD TS222214GA _LROOF FLOAD -0.97 GY INCLINED _ 0.719444 2.25 2.25 0.083 0.563898 0.563898 0.844607 0.3735 0.3735 RROOF FLOAD -0.97 GY INCLINED ^ T 12GAD12 LOAD 2 LOADTYPE Roof Live TITLE ROOFLIVE �p rR:010 1. 2.08496 2.5 2.5 0.109 5.24844 1.9907 2 1.09 1.09 FLOOR LOAD C"'' TS252514GAD14 _LROOF FLOAD -19.4 GY INCLINED p' gw �@ 1.60489 5 2.5 0.083 3.59562 1.56447 2 0.83 0.83 _RROOF FLOAD -19.4 GY INCLINED o , OG F 4:, 0 TS222212GAD12 LOAD 3 LOADTYPE Wind TITLE WINDIP ' 0 ;' •r 1.86695 4.5 2.25 0.109 3.79287 1.43001 1.06974 0.933476 0.933476 FLOOR LOAD ' 74150 TS222214GAD14 _RWALL FLOAD 14.4 GX J.i Y 1.43889 2.25 2.25 0.083 1.47444 1.1278 1 0.719444 0.719444 LROOF FLOAD 18.72 GY INCLINED ' r T5222212GAD14 LROOF FLOAD -4.68 GX INCLINED 1.65292 4.25 2.25 0.083 3.3358 1.279 1.06974 0.82646 0.82646 _RROOF FLOAD 14.65 GY INCLINED TS252512GAI14 _RROOF FLOAD 3.66 GX INCLINED 1.76192 2.5 2.5 0.192 1.55925 1.55925 2.33454 0.96 0.64 LOAD 4 LOADTYPE Wind TITLE WIND1N1111, TS252512GAI12 FLOOR LOAD �1 1.97596 2.5 2.5 0.218 1.71036 1.71036 2.55967 1.0355 1.0355 _RWALL FLOAD 1.5 GXOREGON TS303014GA _LROOF FLOAD 5.53 GY INCLINED <,.;-? . , `N 0.968445 3 3 0.083 1.37451 1.37451 2.0601 0.498 0.498 _LROOF FLOAD -1.38 GX INCLINEDTG0 �`°O� 1 ?_"_. "�'\' 4GA RROOF FLOAD 0.87 GY INCLINED ®'^•`'• �` 0.636444 2 2 0.083 0.390541 0.390541 0.584715 0.332 0.221333 _RROOF FLOAD 0.22 GX INCLINED /Q�] _�4:11 r� DUMMY LOAD 5 LOADTYPE Wind TITLE WIND2P 0.02 0.1 0.2 0.049 1.66667e-005 6.66667e-005 2.8125e-005 0.01 0.02 FLOOR LOAD A 0.80407662 _RWALL FLOAD 17.1 GX EVPp(�A�I N DATE2-31 20 0.824476 2 2 0.109 0.493004 0.493004 0.737057 0.436 0.436 _LROOF FLOAD 17.13 GY INCLINED L//�\f !!ll?'1 VG i TS222212GAI12 _RROOF FLOAD 17.13 GY INCLINED 1.75795 2.25 2.25 0.218 1.28001 1.28001 1.82906 0.981 0.981 _LROOF FLOAD -4.28 GX INCLINED TABLE 2 _RROOF FLOAD 4.28 GX INCLINED UNIT INCHES KIP LOAD 6 LOADTYPE Wind TITLE WIND2N Page: 1 Page: 2 SI:3 /3 _RROOF FLOAD 0.54 GX INCLINED LOAD COMB 7 D+LR 1 1.0 2 1.0 LOAD COMB 8 D+WXP 1 1.0 3 1.0 LOAD COMB 9 D+WXN 1 1.0 4 1.0 LOAD COMB 10 D+WZP 1 1.0 5 1.0 LOAD COMB 11 D+WZN 1 1.0 6 1.0 LOAD COMB 12 0+0.75LR+0.75WXP 1 1.0 2 0.75 3 0.75 LOAD COMB 13 D+0.75LR+0.75WXN 1 1.0 2 0.75 4 0.75 LOAD COMB 14 D+0.75LR+0.75WZP 1 1.0 2 0.75 5 0.75 LOAD COMB 15 D+0.75LR+0.75WZN 1 1.0 2 0.75 6 0.75 LOAD COMB 16 0.6D+WXP 1 0.6 3 1.0 LOAD COMB 17 0.6D+WXN 1 0.6 4 1.0 LOAD COMB 18 0.6D+WZP 1 0.6 5 1.0 LOAD COMB 19 0.6D+WZN 1 0.6 6 1.0 PERFORM ANALYSIS DEFINE ENVELOPE 7 TO 19 ENVELOPE 1 TYPE STRESS END DEFINE ENVELOPE LOAD LIST 7 TO 19 UNIT INCHES KIP PARAMETER 1 CODE AISC UNIFIED METHOD ASD FU 65 ALL FYLD 50 ALL UNT 8 ALL UNB 8 ALL LX 8 ALL LY 8 ALL LZ 8 ALL CHECK CODE ALL FINISH ��E) PR® G # 74150 r OREGON /L/A EXPIRATION DATE:12-31-26121 Page: 3 • No 1 037-12-0886 Sheet SO 1/10 Rev 1 "No s"BB1 No Rev Job No 037-12-0886 SO 2/10 SOTvera llceneetl W A 6 A EngineeringPertSof*.licensed bA 6 A Engineering Pad .we Tae KATHY&DAVID ROSENOUIST Ref Job Tree KATHY&DAVID ROSENQUIST Ref By LAK Da.10/2/2012 Cod OA ey LAK Ds1e10/2/2012 Chd OA aiem WEST COAST METAL BUILDING File KATHY&DAVID ROSEN'0.5.1111,5 02-Oct-2012 13:02 aiem _ WEST COAST METAL BUILDING Piie KATHY&DAVID ROSENI oalemm.02-Oct-2012 13:02 Job Information Section Properties Engineer Checked Approved Prop Section Area I„f, 6 J Material Name: LAK OA (ins) (in`) (in°) On') 2 TS222212GA 0.933 0.715 0.715 1.070 STEEL Dat.: 10/2/2012 10/2/2012 3 CS252514GA 0.609 0.409 0.694 0.001 STEEL _ Structure Type i SPACE FRAME I 4 Rect 0.52x0.52 0.266 0.006 0.006 0.010 STEEL Number of Nodes 480 Highest Node 482 Plate Thickness Number of Elements 252 Highest Beam 1079 Number of Plates 420 Highest Plate 1919 Prop Node A Node B Node C Node D Material (in) (in) (in) (in) Number of Basic Load Cases 6 1 0.015 0.015 0.015 0.015 STEEL Number of Combination Load Cases 13 Included in this rintout are data for. Basic Load Cases All I The Whole Structure ( Number Name Included in this printout are results for load cases: Type L/C Name 1 DEAD 2 ROOFLIVE Primary 1 DEAD 3 WIND1P Primary 2 ROOFLIVE 4 WINDIN Primary 3 WIND1P 5 WIND2P Primary 4 WINDIN 6 WIND2N Primary 5 WIND2P Primary 6 WIND2N Combination 7 D+LR Combination 8 D+WXP ®�, - ....c....,....Combination 9 D+WXN ,-=® _._ '�� :oe0 n� Combination 10 D+WZP p ! r PPHN Combination 11 D+WZN y,,. ...........in u Combination 12 D+0.75LR+0.75WXP 1 ..>C;',`-', ��>a e Combination 13 D+0.75LR+0.75WXN Combination 14 D+0.75LR+0.75WZp 1 •,--;:c- �i 0 -&— Combination 15 D+0.75LR+0.75WZN it �I Combination 16 0.6D+WXP 1 Combination 17 0.6D+WXN ' i -.� �' 1 Combination 18 0.6D+WZP � Combination 19 0.6D+WZN r Materials 1Mat Name E v Density a(kip/int) (kip/ (/°F) if 1 STEEL 29E+3 0.300 0.00.00 0 6E-6rr 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E-6 3 ALUMINUM 10E+3 0.330 0.000 13E-6 4 CONCRETE 3.15E+3 0.170 0.000 5E-6 ucture II ., OREGON ll v �O civ ' /� 9P 13, Prim Time/Date.02/10/201213:11 STAAD.Pro VBI(SELECTseries 1)20.07.06.35 rim Run,lor'! '1 •R`"�/10/201213:11 �./ } S]{t ABt STAAD.Pro V81(SELECTseries 1)20.07.06.35 Prim Ron 2 of 12 •t]Lf Vv EXPIRATION DATE:12-31-201 I • a 1 41.1% te_ Job No Sheet No Rev %... _ rr� Job No Sheet No Rev 037-12-0886 SO 3/10 037-12-0886 SO 4/10 Software licensed I0A&A Engineering Part PeN Software licensed toA&A Engineering Job me KATHY&DAVID ROSENQUIST Ref JOh NS KATHY&DAVID ROSENQUIST Ref By LAK Date10I2/2012 Chd OA By LAK D81e10/2/2012 cm OA cllem WEST COAST METAL BUILDING Fge KATHY&DAVID ROSENIDBN/Rn1e 02-Oct-2012 13:02 p1snt WEST COAST METAL BUILDING FlI.KATHY&DAVID ROSENIDBremrAS 02-Oct-2012 13:02 Combination Load Cases Cont... EWA. SI,e m Calw IA* Comb. Combination UC Name Primary Primary UC Name Factor !' •,0/1...■ 90- \'l sweeeia,e•,a,N. i 4 WIND1N 1.00 I 18 0.6D+WZP 1 DEAD 0.60 5 WIND2P 1.00 I 19 0.6D+WZN 1 DEAD 0.80 6 WIND2N 1.00 111.2212120110 ter'!` :� Is11t. 1a■ �: Frame 1 /I I Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 7 D+LR 1 DEAD 1.00 2 ROOFLIVE 1.00 8 D+WXP 1 DEAD 1.00 3 WINDIP 1.00 9 D+WXN 1 DEAD 1.00 Support Nodes 4 WIND1N 1.00 10 D+WZP 1 DEAD 1.00 5 WIND2P 1.00 Node Displacement Summary 11 D+WZN 1 DEAD 1.00 6 WIND2N 1.00 Node UC X Y Z Resultant rX rY rZ 12 D+0.75LR+0.75WXP 1 DEAD 1.00 (in) (In) (in) (In) (rad) (rad) (rad) 2 ROOFLIVE 0,75 MaxX 479 5:WIND2P 1.497 0.003 -0.001 1.497 -0.000 -0.000 0.003 3 WINDIP 0,75 _ Min 479 13:D+0.75LR+1 -0.464 -0.002 0.001 0.464 0.000 0.000 -0.007 13 D+0.75LR+0.75WXN 1 DEAD 1,00 l) P R 0,7../... MaxY 305 5:WIND2P 1.290 0.824 0.000 1.531 0.000 0.000 0.001 2 ROOFLIVE p,75 !!F.'1' �s Min Y 112 7:D+LR 0.010 -0.990 0.000 0.990 0.000 -0.000 0.001 4 WIND1N 0.75 �v yG�t,,c :`E'Rel 6 J/� MaxZ 477 7:D+LR -0.402 -0.003 0.008 0.402 -0.000 -0.000 -0.012 14 D+0.75LR+0.75WZP 1 DEAD 1.00 \� V ,s� Min Z 482 7:D+LR -0.402 -0.003 -0.008 0.402 0.000 0.000 -0.012 2 ROOFLIVE 0.75 (1 # 74150 v ax rX 204 7:D+LR -0.208 -0.102 0.002 0.232 0.012 0.003 -0.015 5 WIND2P 0,75 ('(,t In rX 72 7:D+LR -0.208 -0.102 -0.002 0.232 -0.012 -0.003 -0.015 15 D+p,75LR+0.75WZN 1 DEAD 1.00 x rY 420 10:D+WZP 0.683 0.002 0.001 0.683 0.000 0.010 -0.011 2 ROOFLIVE 0.7 Min rY 474 10:D+WZP 0.683 0.002 -0.001 0.683 -0.000 -0.010 -0.011 6 WIND2N 0. - ax rZ 309 7:D+LR 0.134 -0.408 0.000 0.429 -0.000 -0.000 0.019 16 0.6D+WXP 1 DEAD 0:r In rZ 117 7:D+LR -0.134 -0.408 -0.000 0.429 0.000 -0.000 -0.019 3 WINDIP 10p ax Rat 305 5:WIND2P 1.290 0.824 0.000 1.531 0.000 0.000 0.001 17 l 0.6D+WXN 1 DEAD r 60 ✓ACED®;� . a IN. 13 CJ. Prim Time/Date'02/10/201213:11 STAAD.Pro VS(SELECTseries 1)20.07.06.35 41rfk}' nt n,rornate:02/10/201213:11 STAAD.Pro VS(SELECTsedes 1)20.07.06.35 Print Run 40112 'ALI FwP _. „ & e• $t TE:12-31-20 I • • r r 1 o A Job No Sheet No Rev nap Job No Sheet No Rev 037-12-0886 SO 5/10 037-12-0886SO 6/10 Software licensed[o A&A Engineering PartSoftware licensed to A&A Engineering Pan Jobme KATHY&DAVID ROSENQUIST Ret Job BB.KATHY&DAVID ROSENQUIST Ref By LAK D001012/2012 chd OA e0 LAK 00.010/2/2012 cha OA cries° WEST COAST METAL BUILDING File KATHY&DAVID ROSENIeatemma 02-Oct-2012 13:02 client WEST COAST METAL BUILDING 100 KATHY&DAVID ROSENIoatemme 02-Oct-2012 13:02 Beam Maximum Forces by Section Property Reaction Envelope Cont... Axial Shear Torsion Bending Horizontal Vertical Horizontal Moment Section Max Fx Max Fy Max Fz Max Mx Max My Max Mz Node Env FX FY FZ MX MY MZ (kip) (kip) (kip) (kipin) (kip-in) (kip-in) (kip) (kip) (kip) (kip-in) (kip"in) (kipin) TS222212GA Max+ve 1.513 1.140 0.017 0.228 0.337 11.594 11 +ve Load:7 Load:7 Load:7 Load:7 Load:7 Load:18 Max-ve -2.133 -1.301 -0.017 -0.228 -0.337 -12.531 11 -ve -0.179 -0.596 -0.000 -0.004 -0.001 -7.087 CS252514GA Max+ve 2.047 0.000 0.000 0.000 0.000 0.000 11 -ve Load:18 Load:16 Load:18 Load:18 Load:18 Load:7 Max-ye -2.376 -0.000 -0.000 0.000 -0.000 -0.000 14 +ve 0.033 0.624 0.000 0.002 0.001 7.085 Rec10.5200.52 Max+ye 0.231 0.038 0.032 0.003 0.186 0.386 14 +ve Load:16 Load:7 Load:7 Load:7 Load:16 Load:7 Max-ye -0.256 -0.038 -0.032 -0.003 -0.319 -0.377 14 -ve -0.139 -0.490 -0.000 -0.002 -0.001 -1.815 14 -ve Load:7 Load:18 Load:18 Load:18 Load:7 Load:17 16 +ve 0.139 0.670 0.000 0.004 0.001 11.391 Reaction Summary 16 +ve Load:7 Load:7 Load:18 Load:18 Load:18 Load:18 Horizontal Vertical Horizontal Moment 16 -ve -0.179 -0.596 -0.000 -0.006 -0.001 -7.087 16 -ye Load:18 Load:16 Load:7 Load:7 Load:7 Load: Node L/C FX FY FZ MX MY MZ (kip) (kip) (kip) (kip"in) (kipin) (kipin) 19 +ve 0.033 0.624 0.000 0.002 0.001 7.085 19 +ve Load:16 Load:7 Load:18 Load:18 Load:7 Load:7 Max FX 11 7:D+LR 0.139 0.670 0.000 0.006 0.001 -7.087 Min FX 11 5:WIND2P -0.183 -0.606 -0.000 -0.004 -0.001 11.594 19 -ve -0.139 -0.490 -0.000 -0.002 -0.001 -1.815 19 -ye Load:7 Load:18 Load:7 Load:7 Load:16 Load:17 Max FY 11 7:D+LR 0.139 0.670 0.000 0.006 0.001 -7.087 Min FY 11 3:WIND1P -0.154 -0.615 -0.000 -0.004 -0.001 9.143 21 +ve 0.137 0.666 0.000 0.010 0.003 11.351 21 +ve Load:7 Load:7 Load:18 Load:18 Load:18 Load:18 Max FZ 1 7:D+LR 0.131 0.553 0.004 0.176 -0.010 -6.694 Min FZ 26 7:D+LR 0.131 0.553 -0.004 -0.176 0.010 -6.694 21 -ve -0.178 -0.593 -0.000 -0.014 -0.004 -7.030 21 -ye Load:18 Load:16 Load:7 Load:7 Load:7 Load:7 Max MX 1 7:D+LR 0.131 0.553 0.004 0.176 -0.010 -6.694 Min MX 26 7:D+LR 0.131 0.553 -0.004 -0.176 0.010 -6.694 24 +ve 0.032 0.634 0.000 0.005 0.005 7.026 24 +ve Load:16 Load:7 Load:18 Load:18 Load:7 Load:7 Max MY 29 10:D+WZP 0.005 -0.429 0.000 0.011 0.081 1.937 Min MY 4 10:0+WZP 0.005 -0.429 -0.000 -0.011 -0.081 1.937 24 -ve -0.137 -0.488 -0.000 -0.005 -0.002 -1.810 Max MZ 11 S:WIND2P -0.183 -0.606 -0.000 -0.004 -0.001 11.594 24 -ve Load:7 Load:18 Load:7 Load:7 Load:18 Load:17 Min MZ 11 7:D+LR 0.139 0.670 0.000 0.006 0.001 -7.087 26 +ve 0.131 0.553 0.003 0.164 0.010 11.002 26 +ve Load:7 Load:7 Load:16 Load:16 Load:7 Load:18 26 -ve -0.171 -0.480 -0.004 -0.176 -0.011 -6.694 Reaction Envelope 26 Load:18 Load:18 Load:7 Load:7 Load:16 Load:7 29 +ve 0.038 0.631 0.000 0.011 0.081 6.699 Horizontal Vertical Horizontal Moment 29 +ve Load:16 Load:7 Load:18 Load:18 Load:10 Load:7 Node Env FX FY FZ MX MY MZ 29 -ve -0.131 -0.441 -0.000 -0.012 0.000 -1.962 (kip) (kip) (kip) (kip"in) (kip-in) (kip-in) 29 -ve Load:7 Load:18 Load:7 Load:7 - Load:17 1 +ve 0.131 0.553 0.004 0.176 0.011 11.002 1 +ve Load:7 Load:7 Load:7 Load:7 Load:16 Load:18 1 -ve -0.171 -0.480 -0.003 -0.164 -0.010 -6.694 Failed Members 1 -ve Load:18 Load:18 Load:16 Load:16 Load:7 Load:7 4 +ve 0.038 0.631 0.000 0.012 0.000 6.699 There is no data of this type. 4 +ve Load:16 Load:7 Load:7 Load:7 - Load:7 _. �,1d P�®r°„ . 4 -ve -0.131 -0.441 -0.000 -0.011 -0.081 -1.962 qe `ar C 'v �`cF° 4 -ve Load:7 Load:18 Load:18 Load:18 Load:10 Load:17 �- A ",® 6 +ve 0.137 0.666 0.000 0.014 0.004 11.351 ` -r Q9 74150 1- ' 6 +ve Load:7 Load:7 Load:7 Load:7 Load:7 Load:18 ' 6 -ve -0.178 -0.593 -0.000 -0.010 -0,003 -7.030 6 -ve Load:18 Load:16 Load:18 Load:18 Load:18 Load:7 - 9 eve 0.032 0.634 0.000 0.005 0.002 7.026 9 +ve Load:16 Load:7 Load:7 Load:7 Load:18 Load:7 9 -ve -0.137 -0.488 -0.000 -0.005 -0.005 -1.810 9 -ve Load:7 Load:18 Load:18 Load:18 Load:7 Load:17 OREGON 11 +ve 0.139 0.670 0.000 0.006 0.001 11.391 `.. �/J( lir1(`9+"✓ 13 2��� \\ Prins T!e&Oxte:02/101201213/11 STAAD.Pro V8i(SELECTseries 1)20.07.06.35 Pdn1 Run 50112 Pont rnremate:02H0/201213:1l `,'"'r \j(� STAAD.Pro VBi(SELECTseries e,•r�0�.3�Ru'\r Print Run 6 or 12 EXPIRATION DATE:12.31-2 j e e nil: Job No Sheet Na Rev A Job No Sheet No Rev 037-12-0886 SO 7/10 037-12-0886 SO 8/10 Boitwere licensed 10 A 8 A Engineering Pad Software licensed to ROA Engineering Part Job Tine KATHY&DAVID ROSENQUIST Ref Job TO�e KATHY&DAVID ROSENQUIST Ref By LAK oatel0/2/2012 ch‘'OA By LAK 1)ate10/2/2012 ch°OA aiem WEST COAST METAL BUILDING rlle KATHY&DAVID ROSENI oaterrime 02-Oct-2012 13:02 COent WEST COAST METAL BUILDING F"e KATHY&DAVID ROSENIoatemme 02-Oct-2012 13:02 Utilization Ratio Utilization Ratio Cont... Beam Analysis Design Actual Allowable! Ratio Clause UC Au Iz ly Ix Beam Analysis Design Actual Allowable Ratio Clause L/C Ax Iz ly lx Properly Property Ratio Ratio (Act./Allow.) (int) (in') (in') (int) Property Property Ratio Ratio (Act./Allow.) (int) (in°) (in°) (in°) 1 T5222212G, TS222212G, 0.543 1.000 0.543 Clause 11/2 18 0.933 0.715 0.715 1.070 50 152222126, TS222212G, 0.403 1.000 0.403 Clause H1/2 7 0.933 0.715 0.715 1.070 2 TS222212G, TS222212G, 0.445 1.000 0.445 Clause H1/2 18 0.933 0.715 0.715 1.070 51 75222212G, 15222212G, 0.223 1.000 0.223 Clause H1/2 7 0.933 0715 0715 1.070 3 15222212G, TS222212G, 0.354 1.000 0.354 Clause H1/2 7 0.933 0.715 0.715 1.070 52 TS222212G, TS2222120, 0.402 1.000 0.402 Clause H1/2 18 0.933 0.715 0.715 1.070 4 TS222212G, 75222212G, 0.332 1.000 0.332 Clause H1/2 7 0.933 0.715 0.715 1.070 53 TS222212G, TS222212G, 0.294 1.000 0.294 Clause H1/2 7 0.933 0.715 0.715 1.070 5 TS222212G, 752222120, 0.562 1.000 0.562 Clause H1/2 18 0.933 0.715 0.715 1.070 54 15222212G, 102222120, 0.196 1.000 0.196 Clause H1/2 7 0.933 0.715 0.715 1.070 6 15222212G, TS222212G, 0.437 1.000 0.437 Clause H1/2 18 0.933 0.715 0.715 1.070 55 75222212G, TS222212G, 0.343 1.000 0.343 Clause H1/2 7 0.933 0.715 0.715 1.070 7 TS222212G, TS222212G, 0.371 1.000 0.371 Clause H1/2 7 0.933 0.715 0.715 1.070 56 TS222212G, TS222212G, 0.448 1.000 0.448 Clause H1/2 7 0.933 0.715 0.715 1.070 8 TS222212G, TS222212G, 0.321 1.000 0.321 Clause H1/2 7 0.933 0.715 0.715 1.070 57 152222126, TS222212G, 0.537 1.000 0.537 Clause H1/2 7 0.933 0.715 0.715 1.070 9 TS222212G, TS222212G, 0.565 1.000 0.565 Clause H1/2 18 0.933 0.715 0.715 1.070 58 TS222212G, TS222212G, 0.403 1.000 0.403 Clause H1/2 7 0.933 0715 0715 1.070 10 TS222212G, TS222212G, 0.438 1.000 0.438 Clause H1/2 18 0.933 0.715 0.715 1.070 59 TS222212G, TS222212G, 0.223 1.000 0.223 Clause H1/2 7 0.933 0.715 0.715 1.070 11 TS222212G, TS222212G, 0.373 1.000 0.373 Clause H1/2 7 0.933 0.715 0.715 1.070 60 TS222212G, TS222212G, 0.402 1.000 0.402 Clause H1/2 18 0.933 0.715 0.715 1.070 12 TS222212G, TS222212G, 0.323 1.000 0.323 Clause H1/2 7 0.933 0.715 0.715 1.070 61 TS222212G, TS222212G, 0.293 1.000 0.293 Clause 111/2 7 0.933 0715 0.715 1.070 13 TS222212G, TS222212G, 0.565 1.000 0.565 Clause H1/2 18 0.933 0.715 0.715 1.070 62 TS222212G, 1S22221213, 0.195 1.000 0.195 Clause H1/2 7 0.933 0.715 0.715 1.070 14 152222120, T8222212G, 0.438 1.000 0.438 Clause 11/2 18 0.933 0.715 0.715 1.070 63 TS222212G, TS222212G, 0.341 1.000 0.341 Clause H1/2 7 0.933 0.715 0.715 1.070 15 TS222212G, TS222212G, 0.373 1.000 0.373 Clause H1/2 7 0.933 0.715 0.715 1.070 64 TS222212G, TS222212G, 0.444 1.000 0.444 Clause H1/2 7 0.933 0.715 0.715 1.070 16 152222120, TS222212G, 0.323 1.000 0.323 Clause H1/2 7 0.933 0.715 0.715 1.070 65 TS222212G, 1S222212G, 0.532 1.000 0.532 Clause H1/2 7 0.933 0715 0.715 1.070 17 152222120, TS222212G, 0.562 1.000 0.562 Clause H1/2 18 0.933 0.715 0.715 1.070 66 1522221213, 152222120, 0.400 1.000 0.400 Clause Ht/2 7 0.933 0.715 0.715 1.070 18 TS222212G, 1522221213, 0.437 1.000 0.437 Clause H1/2 18 0.933 0.715 0.715 1.070 67 TS222212G, TS222212G, 0.222 1.000 0,222 Clause H1/2 7 0.933 0.715 0.715 1.070 19 TS222212G, TS222212G, 0.371 1.000 0.371 Clause H1/2 7 0.933 0.715 0.715 1.070 68 TS222212G, 152222120, 0.400 1.000 0.400 Clause H1/2 18 0.933 0.715 0.715 1.070 20 1S222212G, 152222120, 0.321 1.000 0.321 Clause 11/2 7 0.933 0.715 0.715 1.070 69 1522221213, TS2222120, 0.264 1.000 0.264 Clause H1/2 7 0.933 0.715 0.715 1.070 21 15222212G, TS222212G, 0.543 1.000 0.543 Clause H1/2 18 0.933 0.715 0.715 1.070 70 15222212G, 1522221213, 0.189 1.000 0.189 Clause H1/2 7 0.933 0715 0.715 1.070 22 TS222212G, 152222126, 0.445 1.000 0.445 Clause 111/2 18 0.933 0.715 0.715 1.070 71 152222120, 15222212G, 0.344 1.000 0.344 Clause H1/2 7 0.933 0.715 0.715 1.070 23 TS222212G, TS222212G, 0.354 1.000 0.354 Clause H1/2 7 0.933 0.715 0.715 1.070 72 TS222212G, 152222120, 0.481 1.000 0.481 Clause H1/2 7 0.933 0.715 0.715 1.070 24 152222120, TS222212G, 0.332 1.000 0.332 Clause H1/2 7 0.933 0.715 0.715 1.070 73 TS222212G, 15222212G, 0.571 1.000 0.571 Clause H1/2 7 0.933 0.715 0.715 1.070 25 TS222212G, 1S222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 74 152222120, TS222212G, 0.385 1.000 0.385 Clause H1/2 7 0.933 0.715 0.715 1.070 26 TS222212G, TS222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 75 TS222212G, TS222212G, 0.193 1.000 0.193 Clause H1/2 18 0.933 0.715 0.715 1.070 27 152222120, TS222212G, 0.422 1.000 0.422 Clause H1/2 7 0.933 0.715 0.715 1.070 76 75222212G, 152222120, 0.401 1.000 0.401 Clause H1/2 18 0.933 0715 0.715 1.070 28 TS222212G, 152222120, 0.422 1.000 0.422 Clause H1/2 7 0.933 0.715 0.715 1.070 77 TS222212G, 1S222212G, 0.263 1.000 0.263 Clause H1/2 7 0.933 0.715 0.715 1.070 29 TS222212G, TS222212G, 0.264 1.000 0.264 Clause H1/2 7 0.933 0.715 0.715 1.070 78 TS222212G, 1522221213, 0.189 1.000 0.189 Clause H1/2 7 0.933 0.715 0.715 1.070 30 152222120, TS222212G, 0.189 1.000 0.189 Clause H1/2 7_ 0.933 0.715 0.715 1.070 79 152222120, TS222212G, 0.343 1.000 0.343 Clause H1/2 7 0.933 0.715 0.715 1.070 31 TS222212G, TS222212G, 0.344 1.000 0.344 Clause H1/2 7 0.933 0.715 0.715 1.070 80 TS222212G, 1522221213, 0.479 1.000 0.479 Clause H1/2 7 0.933 0715 0.715 1.070 32 TS222212G, TS222212G, 0.481 1.000 0.481 Clause H1/2 7 0.933 0.715 0.715 1.070 81 TS222212G, TS222212G, 0.572 1.000 0.572 Clause H1/2 7 0.933 0.715 0.715 1.070 33 TS222212G, TS222212G, 0.571 1.000 0.571 Clause H1/2 7 0.933 0.715 0.715 1.070 82 TS222212G, 152222120, 0.387 1.000 0.387 Clause H1/2 7 0.933 0.715 0.715 1.070 34 TS222212G, TS222212G, 0.385 1.000 0.385 Clause H1/2 7 0.933 0.715 0.715 1.070 83 TS222212G, 152222120, 0.259 1.000 0.259 Clause H1/2 18 0.933 0715 0.715 1.070 35 TS222212G, TS222212G, 0.193 1.000 0.193 Clause 111/2 18 0.933 0.715 0.715 1.070 84 TS222212G, 152222120, 0.290 1.000 0.290 Clause H1/2 7 0.933 0.715 0.715 1.070 36 TS222212G, TS222212G, 0.401 1.000 0.401 Clause 111/2 18 0.933 0.715 0.715 1.070 85 TS222212G, TS222212G, 0.293 1.000 0.293 Clause H1/2 7 0.933 0.715 0.715 1.070 37 TS222212G, 152222120, 0.293 1.000 0.293 Clause H1/2 7 0.933 0.715 0.715 1.070 86 TS222212G, TS222212G, 0.195 1.000 0.195 Clause H1/2 7 0.933 0.715 0.715 1.070 38 TS222212G, 152222120, 0.195 1.000 0.195 Clause H1/2 7 0.933 0.715 0.715 1.070 87 1522221203, 1522221213, 0.341 1.000 0.341 Clause H1/2 7 0.933 0715 0.715 1.070 39 152222120, TS222212G, 0.341 1.000 0.341 Clause H1/2 7 0.933 0.715 0.715 1,070 D p n® T5222212G, TS222212G, 0.444 1.000 0.444 Clause H1/2 7 0.933 0.715 0.715 1.070 40 TS222212G, TS222212G, 0.444 1.000 0.444 Clause H1/2 7 0.933 0.715 0.715 1 07� 1�f1 752222126, 7522221213, 0.532 1.000 0.532 Clause H1/2 7 0.933 0.715 0.715 1.070 41 152222126, TS222212G, 0.532 1.000 0.532 Clause 111/2 7 0.933 0.715 0.715 1. e 4 , +GiN 22212G, 752222126, 0.400 1.000 0.400 Clause Hi/2 7 0.933 0.715 0.715 1.070 42 TS222212G, 752222126, 0.400 1.000 0,400 Clause 111/2 7_ 0.933 0.715 0.715 .+ ' 6,`_ t,^oS '2212G, 1S222212G, 0.280 1.000 0.280 Clause 111/2 18 0.933 0.715 0.715 1.070 43 1S222212G, 75222212G, 0.222 1.000 0.222 Clause H1/2 7 0.933 0.715 0.715 .# v 2- 12G, 752222126 0.289 1.000 0.289 Clause H1/2 7 0.933 0.715 0.715 1.070 44 TS222212G, TS222212G, 0.400 1.000 0.400 Clause Hl/2 18 0.933 0.715 0.715 JA In. ILM.� # /`Y -126, 752222126, 0.294 1.000 0.294 Clause H1/2 7 0.933 0715 0.715 1.070 � 45 1S222212G, TS222212G, 0.294 1.000 0,294 Clause H1/2 7 0.933 0.715 0.715 �/0 l 5 S 222 2G, 1S222212G, 0.196 1.000 0.196 Clause H1/2 7 0.933 0.715 0715 1.070 46 TS222212G, 1522221213, 0.196 1.000 0.196 Clause H1/2 7 0.933 0.715 0.7 T1 95 1S222212G, 1S222212G, 0.343 1.000 0.343 Clause H1/2 7 0.933 0.715 0.715 1.070 47 TS222212G, 1522221213, 0.343 1.000 0.343 Clause H1/2 7 0.933 0.715 0.71 Ks196 TS222212G, TS222212G, 0.448 1,000 0.448 Clause H1/2 7 0.933 0.715 0.715 1.070 48 1S222212G, TS222212G, 0.448 1.000 0.448 Clause H1/2 7 0.933 0.715 0.71-roa 97 S222 2G, 152222120, 0.537 1.000 0.537 Clause H1/2 7 0.933 0715 0.715 1.070 49 TS222212G, TS222212G, 0.537 1.000 0.537 Clause H1/2 7 0.933 0.715 p.715-m � 98 ,1S22 20, 752222120, 0.403 1.000 0.403 Clause H1/2 7 0.933 0.715 0.715 1.070 • Print rmemate:o/0/20fz ta:n STAAD.Pro VBi(SELECTse es 1)20.07.06.35 cot Ru 7 of tz <l rB 4(f to tam - 'o/''7 . N 1.3 L- =� �` STAAD.Pro V8i(SELECTseries 1)20.07.06.35 Prmt Run a or iz ALi ABS (PrRATICN DATE:12-31-20' • e 1 { 1 A Job No Sheet No Rev 1 Job No Sheet No Rev 037-12-0885 SO 9/10 037-12 0886 SO 10/10 so,..-0,,,-..,,,,,,, E,,,&A Fart Soflwere licensetl to A B A Engineering JPart ob Job-ntle KATHY&DAVID ROSENQUIST Ref Job hOe KATHY&DAVID ROSENQUIST Ret - av LAK oa1e10/2/2012 chtl OA 5y LAK oate10/2/2012 cntl OA chem WEST COAST METAL BUILDING Fiie KATHY&DAVID ROSENIoaterrime 02-Oct-2012 13:02 Cent WEST COAST METAL BUILDING Fie KATHY&DAVID ROSENIDatemme 02-Oct-201213:02 Utilization Ratio Cont... Utilization Ratio Cont... Beam Analysis Design Actual Allowable! Ratio Clause UC Ax Iz ly lx Beam Analysis Design Actual Allowable! Ratio Clause UC Ax lz ly Ix Properly Property Ratio Ratio (Act./Allow.) (in) (in") (in°) (in°) Property Property Ratio Ratio (Act./Allow.) (inz) (in') On) (in°) 99 TS222212G, TS222212G, 0.281 1.000 0.281 Clause H1/2 18 0.933 0.715 0.715 1.070 148 TS222212G, TS222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 100 TS222212G, TS222212G, 0.291 1.000 0.291 Clause H1/2 7 0.933 0.715 0.715 1.070 149 TS222212G, TS222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0715 1.070 101 TS222212G, TS222212G, 0.294 1.000 0.294 Clause H1/2 7 0.933 0.715 0.715 1.070 150 TS222212G, 7S222212G, 0.000 1.000 0.000 Clause D2 7 0.933_ 0715 0.715 1.070 102 TS222212G, TS222212G, 0.196 1.000 0.196 Clause H1/2 7 0.933 0.715 0.715 1.070 151 T5222212G, 102222120, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 103 TS222212G, TS222212G, 0.343 1.000 0.343 Clause H1/2 7 0.933 0.715 0.715 1.070 152 TS222212G, TS222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 104 TS222212G, TS222212G, 0.448 1.000 0.448 Clause H1/2 7 0.933 0.715 0.715 1.070 153 TS222212G, TS222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 105 TS222212G, TS222212G, 0.537 1.000 0.537 Clause H1/2 7 0.933 0.715 0.715 1.070 154 TS222212G, TS222212G, 0.000 1.000 0.000 Clause D2 7 0.933 0.715 0.715 1.070 106 TS222212G, TS222212G, 0.403 1.000 0.403 Clause H1/2 7 0.933 0.715 0.715 1.070 155 TS222212G, TS222212G, 0.210 1.000 0.210 Clause Ht/2 7 0.933 0.715 0.715 1.070 107 TS222212G, TS222212G, 0.281 1.000 0.281 Clause 111/2 18 0.933 0.715 0.715 1.070 156 TS222212G, TS222212G, 0.182 1.000 0.182 Clause H1/2 7 0.933 0.715 0.715 1.070 108 TS222212G, TS222212G, 0.291 1.000 0.291 Clause H1/2 7 0.933 0.715 0.715 1.070 157 TS222212G, TS222212G, 0.184 1.000 0.184 Clause H1/2 7 0.933 0.715 0.715 1070 109 TS222212G, TS222212G, 0.293 1.000 0.293 Clause H1/2 7 0.933 0.715 0.715 1.070 158 TS222212G, TS222212G, 0.184 1.000 0.184 Clause H1/2 7 0.933 0.715 0.715 1.070 110 TS222212G, TS222212G, 0.195 1.000 0.195 Clause H1/2 7 0.933 0.715 0.715 1.070 159 TS222212G, TS222212G, 0.182 1.000 0.182 Clause H1/2 7 0.933 0.715 0.715 1.070 111 TS222212G, TS222212G, 0.341 1.000 0.341 Clause H1/2 7 0.933 0.715 0.715 1.070 160 TS222212G, TS222212G, 0.210 1.000 0.210 Clause H1/2 7 0.933 0.715 0715 1.070 112 TS222212G, TS222212G, 0.444 1.000 0.444 Clause H1/2 7 0.933 0.715 0.715 1.070 500 CS25251413. CS252514G. 0.236 1.000 0.236 Clause E 7 0.609 0.694 OA09 0001 113 TS222212G, TS222212G, 0.532 1.000 0.532 Clause H1/2 7 0.933 0.715 0.715 1.070 501 CS252514G CS252514G. 0.237 1.000 0.237 Clause E 7 0.609 0.694 0.409 0.001 114 TS222212G, TS222212G, 0.400 1.000 0.400 Clause H1/2 7 0.933 0.715 0.715 1.070 502 CS2525140, CS2525146. 0.248 1.000 0.248 Clause E 7 0.609 B694 0.409 0.001 115 TS222212G, TS222212G, 0.280 1.000 0.280 Clause H1/2 18 0.933 0.715 0.715 1.070 503 CS252514G. CS252514G. 0.248 1.000 0.248 Clause E 7 0.609 0.694 0.409 0001 116 TS222212G, TS222212G, 0.289 1.000 0.289 Clause H1/2 7 0.933 0.715 0.715 1.070 504 CS252514G. CS252514G. 0.250 1.000 0.250 Clause E 7 0.609 0094 0.409 0.001 117 TS222212G, TS2222126, 0.263 1.000 0.263 Clause H1/2 7 0.933 0.715 0.715 1.070 505 CS252514G. CS252514G. 0.250 1.000 0.250 Clause E 7 0.609 0.694 0409 0.001 118 TS222212G, TS222212G, 0.189 1.000 0.189 Clause H1/2 7 0.933 0.715 0.715 1.070 506 CS252514G CS252514G. 0.250 1.000 0.250 Clause E 7 0.609 0.694 0.409 0.001 119 TS222212G, TS222212G, 0.343 1.000 0.343 Clause H1/2 7 0.933 0.715 0.715 1.070 507 CS252514G. CS252514G. 0.250 1.000 0.250 Clause E 7 0.609 0.694 0409 0001 120 TS222212G, TS222212G, 0.479 1.000 0.479 Clause H1/2 7 0.933 0.715 0.715 1.070 508 CS252514G. CS252514G, 0.248 1.000 0.248 Clause E 7 0.609 0.694 0.409 0001 121 TS222212G, TS222212G, 0.572 1.000 0.572 Clause H1/2 7 0.933 0.715 0.715 1.070 509 CS252514G. CS252514G. 0.248 1.000 0.248 Clause E 7 0.609 0.694 B409 0.001 122 TS222212G, TS222212G, 0.387 1.000 0.387 Clause H1/2 7 0.933 0.715 0.715 1.070 510 CS252514G CS252514G. 0.236 1.000 0.236 Clause E 7 0.609 0.694 0.409 0.001 123 TS222212G, TS222212G, 0.259 1.000 0.259 Clause H1/2 18 0.933 0.715 0.715 1.070 511 CS252514G. CS252514G. 0.237 1.000 0.237 Clause E 7 0.609 0.694 0.409 0001 124 TS222212G, TS222212G, 0.290 1.000 0.290 Clause H1/2 7 0.933 0.715 0.715 1.070 1000 Rect 0.52x0. Reel 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 125 TS222212G, TS222212G, 0.504 1.000 0.504 Clause 111/2 7 0.933 0.715 0.715 1.070 1001 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0006 0.006 0.010 126 TS222212G, TS222212G, 0.490 1.000 0.490 Clause H1/2 7 0,933 0.715 0.715 1.070 1002 Reel 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0006 0010 127 1522221213, TS222212G, 0.527 1.000 0.527 Clause H1/2 7 0.933 0.715 0.715 1.070 1003 I Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0010 128 TS222212G, TS222212G, 0.515 1.000 0.515 Clause H1/2 7 0.933 0.715 0.715 1.070 1004 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0006 0.006 0.010 129 TS222212G, TS222212G, 0.442 1.000 0.442 Clause H1/2 7 0.933 0.715 0.715 1.070 1005 Rect 0.52x0. Reel 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 130 TS222212G, TS222212G, 0.531 1.000 0.531 Clause H1/2 7 0.933 0.715 0.715 1.070 1006 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0006 0.010 131 TS222212G, TS2222126, 0.519 1.000 0.519 Clause H1/2 7 0.933 0.715 0.715 1.070 1007 Rect 0.524. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0010 132 TS222212G, TS222212G, 0.445 1.000 0.445 Clause H1/2 7 0.933 0.715 0.715 1.070 1008 Rect 0.52x0. Rect 0.524. 0.000 1.000 0.000 0.266 0.006 0006 0.010 133 TS222212G, TS222212G, 0.531 1.000 0.531 Clause H1/2 7 0.933 0.715 0.715 1.070 1009 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0000 0.266 0006 0.006 0.010 134 TS222212G, TS222212G0 0.519 1.000 0.519 Clause H1/2 7 0.933 0.715 0.715 1.070 --. --.., 1010 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0266 0006 0006 0.010 135 TS222212G, TS222212G, 0.445 1.000 0.445 Clause H1/2 7 0.933 0.715 0.715 1.070 '` 0-/p , 'foal Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 136 TS222212G, TS222212G, 0.527 1.000 0,527 Clause H1/2 7 0.933 0.715 0.715 1 0713 s'>q4 -"r u'�yd-3411,2 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0266 0.006 0006 0.010 137 TS222212G, TS222212G, 0.515 1.000 0.515 Clause H1/2 7 0.933 0.715 0.715 1 07 ', G^L%,>, •:t 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 138 TS222212G, TS222212G, 0.442 1000 0.442 Clause Hl/2 7 0.933 0715 0.715 '1¢15 • �. .,,;e '1.52x0. Rect 0.52x0. 0000 1000 0.000 0.266 0006 0006 0010 139 752222126, 1S222212G, 0.504 1.000 0.504 Clause H1/2 7 0.933 0.715 >>>> ¢ /� { 1015 '-t i 52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0006 0.006 0.010 0 715 140 T5222212G, TS222212G, 0.490 1.000 0.490 Clause H1/2 7 0.933 0.715 0 715 �T0 f I9 15)1016 - 0. 2x0. Rect 0.52x0. 0.000 1,000 0000 0266 0006 0006 0 010 141 TS222212G, TS222212G, 0.570 1.000 0.570 Clause Hl/2 18 0.933 0.715 0.715 1,0 1017 :e414'•x0. Rect0.52x0. 0.000 1.000 0.000 0.266 0006 0006 0.010 142 TS222212G, TS222212G, 0.585 1.000 0.585 Clause H1/2 18 0.933 0.715 0.7451 1.070 1018 ' - .x0. Reel 0.52x0. 0.000 1.000 0.000 0.266 0006 0.006 0.010 143 TS222212G, TS222212G, 0.588 1.000 0.588 Clause H1/2 18 0,933 0.715 0.'15 1.070 1019 Reel 0.52x0. Rect 0.52x0. 0.000 1.000 0000 0266 0.006 0.006 0.010 144 TS222212G, TS222212G, 0.588 1.000 0.588 Clause H1/2 18 0.933 0.715 1.715 1.0 1 1020 __2x0. Rect 0.52x0. 0.000 1.000 0.000 0266 0.006 0006 0.010 145 TS222212G, TS222212G, 0.585 1.000 0.585 Clause H1/2 18 0.933 0.715 ,.715 1.07• 1021 'Rect 0.2x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0006 0006 0.010 146 TS222212G, TS222212G, 0.570 1.000 0.570 Clause Hl/2 18 0.933 0.715 1.715 11.�1 ,�1 OREGON 102 Reel..5250. Reel 0.52x0. 0.000 1.000 0.000 0266 0.006 0.006 0.010 147 TS222212G, TS222212G, 0.000 1.000 0.000 Clause 02 7 0.933 0.715 1.715 �4,-�9 -.74/ .'3 r 2 11 L ..•e- 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0266 0.006 0006 0.010 Ir crmtrIntenete:0zA0/z09z 9x11 STAAD.Pro V8i(SELECTseries 1)20.07.06.35 Rant Ron9or �7 L "9-:- imzolz 19:19 RgC1 11 Q+�� STAAD.Pro V8i(SELECTseries 1)20.07.06.35 anm Run 90 nr 9z EXPIRATION DATE:12-31-20.,1 • 1 Job No SheetRev G 1 Job No SheetRev 037-12-0886 S SO 11/10 FloipT 037-12-0886 50 12/10 Software licensed to A&A Engineering Part Software licensed to A B A Engineering Part Job rine KATHY&DAVID ROSENQUIST Ref Job nne KATHY&DAVID ROSENQUIST Ref BY LAK oate10/2/2012 CIM OA By LAK oate10/2/2012 COO OA ebe. WEST COAST METAL BUILDING Fila KATHY&DAVID ROSENIoa 200e 02-Oct-2012 13:02 cOant WEST COAST METAL BUILDING F.KATHY&DAVID ROSENIDatemme 02-Oct-2012 13:02 Utilization Ratio Cont... Utilization Ratio Cont... Beam Analysis Design Actual Allowable! Ratio Clause UC Ax Iz ly Ix Beam Analysis Design Actual Allowabl Ratio Clause UC Ax Iz ly lx Property Property Ratio Ratio (Act./Allow.) (in) (in°) (in°) (in°) Property Property Ratio Ratio (Act./Allow.) (int) (in°) (in) (in°) 1024 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1073 Rect 0.52x0. Red 0.52x0. 0.000 1.000 0.000 0266 0.006 0.006 0.010 1025 Reel 0.524. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1074 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1026 Rect 0.52x0. Red 0.5200. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1075 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1027 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1076 Red 0.52x0. Reel 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1028 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1077 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1029 Rect 0.52x0. Rect 0.5200. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1078 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1030 Rect 0.5200. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1079 Rect 0.5200. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1031 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1032 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1033 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1034 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1035 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1036 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1037 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1038 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1039 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1040 Rect 0.52x0. Reel 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1041 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1042 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1043 Reel 0.5200. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1044 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1045 Reel 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1046 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1047 Red 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 t 9 c^n �1 1048 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 �'�1J r lJ�-'k- 1049 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 & S 1050 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 ' .A. �� s /n 1051 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 # (� ✓ 1052 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 Q 741 5V 1053 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 a- ' -F.... a 1054 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1055 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1056 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1057 Rect 0.52x0. Rect 0.5200. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1058 Reel 0.52x0. Reel 0.5200. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 OREGON 1059 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 0��`i� 13, 3 ��� .'t� 1060 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0266 0.006 0.006 0.010 y\ 1061 Rect 0.5200. Reel 0.5200. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 4Cf f 3\. 1062 Rect 0.52x0. Reel 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1063 Reel 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0266 0.006 0.006 0.010 [�yy i�A (�� 1064 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 'EXPIRATION DATE:12-31-��- 1065 Rect 0.5200. Reel 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1066 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1067 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1068 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1069 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1070 Reel 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1071 Rect 0.52x0. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 1072 Rect 0.524. Rect 0.52x0. 0.000 1.000 0.000 0.266 0.006 0.006 0.010 Print mnemate,02/10/201213:11 STAAD.Pro V8i(SELECTseries 1)20.07.06.35 Prim Run 110012 Pontrmeroate:02/10/2012 13 01 STAAD.Pro V8i(SELECTseries 1)20.07.06.35 Print Ran 12 of 2 Ix 1 Ln THRU FASTENER INFORMATION IMPERIAL RIB® 3611 Coverage 310 � � .; lou �"' ; • ••{ • i • SECTION PROPERTIES r . TOP IN COMPRESSION BOTTOM IN COMPRESSION PANEL WEIGHT Ix Se • Ma be Se Ma TNlClfldEss (PSF) FY QN4/f14 (lNaift) POP In.) OWN (IN1/fL) POP In j 0.015 0.70 80 0.0103 0,0183 0.5862 0.0088 0.O1ea 18936 0.019 0.88 80 0.0135 0.0218 0.7829 0.0079 0.0186 0.8780 NOTES, 1. auction properties and allowable*UMW We tabulated in aooaldara;e w8h Ow 1966.0131 so.68floeftorm for light gage structural member& 2. Ix is for da8ktion determination. tion. 3. Sr is for bending. 4. Ma is allowable bending movement. 9. Ali values ane forma foot of panel width. 24 GAUGE ALLOWABLE UNIFORM LOADS(PM IN POUNDS PER SQUARE FOOT Stan Typo Load Type 100 1.50 2.00 230 3,00 3.50 14.00 14. 013.00 I580 [em WO 17.00 IT.301a.00 6.80 P .Wind 520 231 130 83 58 42 83 28 21 17 14 12 11 9 8 7 Negative Wbrd 528 285 132 84 59 43 30 28 21 17 15 12 11 9 8 7 Single We 390 173 98 62 43 82 24 19 15 13 11 9 8 7 6 5 • befloe5ert900 267 113 88 33 21 14 10 7 5 4 3 3 2 2 1 Deeectlen� 575 20Q 84 43 25 18 11 7 5 4 3 2 2 2 1 1 P Vire Wind 528 235 132 84 59 43 83 28 21 11 15 12 11 0 8 7 Nesekeve weld 590 291 130 83 58 42 33 28 21 17 14 12 11 0 8 7 2 Spot Live 348 178 99 53 44 32 25 20 15 13 11 9 8 7 6 5 Deltft/1802 1874 555 234 120 M 44 29 21 15 11 9 7 6 4 4 3 X01 1408 216 178 90 62 33 22 15 11 8 7 8 4 3 J 2 Positive Wind 860 293 165 1 O5 73 54 41 33 26 22 16 18 13- 12 10 9 Negative Wind 550 289 108 104 72 53 41 32 25 21 18 15 13 12 10 9 3 Span Live 495 220 124 79 55 40 31 24 20 18 14 12 10 9 E 7 Deitsction 3h801 1.488 435 164 94 54 34 23 16 12 9 7 5 4 3 3 2 0•5001101111/2431_ 13Q1 326 138 79 41 26 17 12 9 7 5 4 3 3 Q 2 26 GAUGE ALLOWABLE UNIFORM LOADS(Pan 1N POUNDS PER SQUARE FOOT Sped Tyve undlype Ana 11.6012.00 1230 1 2.00I a.III 4.00 4.50 3.001 5.10 0.03 Leo 7.00 T.50 800 8.60 Positive Wlkrd 696 309 174 117 77 57 43 34 28 23 19 15 14 12 11 10 Nrge�veWied 803 206 151 96 51 49 38 30 24 20 17 14 12 11 9 a Single Live 822 232 130 44 58 43 33 26 21 17 14 12 11 9 a 7 _ Deflect on Pilaf,1100 350 148 76 44 26 15 13 9 7 5 4 3 3 2 2 6.Aeetlen P12441 885 252 111 87 33 21 14 10 7 5 4 3 3 2 2 1 Po&Itve Wind 203 20 151 86 87 49 39 90 24 20 17 14 12 11 9 8 Newby Word 698 309 174 111 77 57 43 84 28 23 19 15 14 12 11 10 2 Span We 452 201 113 72 50 37 28 22 18 15 13 11 9 8 7 8 DefisC11:0011gt 1883 493 208 106 82 39 26 18 is 10 8 6 5 4 3 3 Def ectlen 1248 870 155 80 46 29 19 14 10 7 6 5 4 3 2 2 N��[1M 753 335 188 121 84 61 47 37 30 25 21 18 15 13 12 10 Wlnd 870 387 217 139 97 71 54 43 35 29 24 21 18 15 14 12 3 Span 555 251 141 90 63 48 35 20 23 19 16 13 12 10 9 8 DeBecJon 1303 386 163 83 48 30 20 14 10 8 8 5 4 3 3 2 Damon(1-/240) 977 290 122 23 36 23 15 11 8 8 6 4 3 2 2 2 NOTES: 1. Section properties and allowable stresses are caloul ted in accordance with the 1986 AISI specifications for bit gage strt=lural minrbera. 2. Steel strength ofthru fastener panels is 80 KSI rninlmLn l yield. Steel strength of concealed panels is 00 KSI mir*nt,m yield. These conform to ASTM A835(galvanized end A792-04(Galvahane$). 3. Values shown as eitourabie loads are based on panel covering three equal spans. Multkly by 0.8 for two span allowable loads. 4 Allowable loads for Wind have been e>creased by 3346.Panel weight has not been deducted.Minimise bearing length must be checked. 5. For agricultural structures,the USG and$BCCI bulb-mg codes require a nt*muet of 10 PSF root Ice bads. 6. Deflection bade are limited by a.maximum deflection ratio at Lit 80 of span. TF-4 SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE DATE JAN(.IANY 1,2000 f i a \s mZ O RECEIVE <W g.°!1' V u< K 11111r111111111111111111111" OCT 16 2012 W m<z h<a — Q< rt,�r'��1��r e��W W O O r 6 8 Il'Vs ARDIHFO O O �O O BUILDINGDIVISIoWm o ` z N Q F J N Iy ` 2 <K LL'm 0< •♦ ♦ O W '�°WgcNW zo lS S W 02<2Orc Oa Q �1" to ONWrcu" O > N 1 N LL~LL_W 2 O W 1 a J J v O N NIE121 LL4w c . v N W=N N N n KA1'-Y & bAVin 1O5NQUI5.1 =�U~WLL` ' �' IgrfZZ a W W0 O6 Z I— n 10690 5W F7ApK 51" gNWaWg-W u� „ i- 1"IGAJ2 Op 97223 N, 0W'�WO oui w - 1-- �'( S W N,,m W O IY Q F G D 18' X 21 ' X 12' 0 t7�5IGN NO1 5 �¢` t751GN CtZl1F IIIA 1712AWING INt7rX 0:E;4 O 8 « I. ALL CONSTRUCTION SHALL Pe pI0VI7ED IN ALCOR7ANCe . cn � CC PREVAILING COPE: OSSC 2010(IBC 2009) I COVER SHEET O , x . o WITH IBC 2009,O5HA,AJ5C,A5CE7-05,AW517 1,1 USE GROUP: U(CARPORTS,PAINS) Q o Q N r CODES AMP ALL APPLICAPLE LOCAL ReQUIREMENfS, 2,,.,,,,.ELEVATIONS O K oo c 2.BASE CONNECTIONS SHALL PE PPOV7e7 AS SHOWN ON I, DeA7 LOAD(P) P.. 2.0 PSP 3 FLOOR PLAN&ANCHORS Zii Q FOUNDATION PETALS SHEEP, 2. ROOF LIVE/SNOW LOAD(Lr) Lr-. 20 PSF M 3,ALL MATERIALS IDENTIFIED BY MANUFACTURER NAME MAY 3. SECTION&DETAILS SNOW LOAD(5) 4 FRAME@J o Pe SUPSflTUTE7 WITH MATERIAL EQUAL OR EXCEEDING GROUND SNOW LOAD Pg-. 20 P5F W ORIGINAL, 5 SIDE WALL.FRAMING&DETAILS Q IMPORTANCE FACTOR Is-0.80 4.ALL SHOP CONNEC11ON5 SHALL PE WPLPED 4, WIND LOAD(W) 6 FOUNDATION PETALS CONNECTIONS. PASIC WIMP SP1Et7 Vs-95 MPH /SEAL: 5.ALL FIELD CONNECTION5 SHALL PE TEKS 412 EXPOSURE C W F o UU ��� PRPROF s I 4"XI"). IMPORTANCE FACTOR Iw-0.87 o W 6.5 EL SHEATHING SHALL PE 29GA.CORRUGATED GALV. 5, SEISMIC LOAD(e) w; s OR PAINTED STEEL-MAIN RIP HT.3/4"(FY-80K51) SDs/571 0.706/0.39 I<$W 0N- G N�� ��� OR EQ. 7ESIGN CATEGORY D ; t 74150 r olid ` 7,ALL STRUCTURAL LIGHT GAUGE fUPING AND CHANNELS IMPORTANCE FACTOR le- 1.00 W"'a N Z 2 N SHALL BE GRADE 50 STEEL, -o .TJ : a •RECON8.5II.ICTUPALfUPef52I/2"X2I/2" -140A.15 LOAP COMPINATIONS; W<_EQUIVALANf TO f52 I/4"X2 I/4" 12GA, I. 12+ (Lr OR 5) i_' s 9.511ZUCTUPAL nor f52 I/4"X2 I/4" -12GA.SHOULP PE 2. P+ (W OP t0,7E) o o m � -1,9 q f ‘1/1/. 13 2�2°°‘ ACCEPTE7 IN LIEU OF T52 I/4"X2 1/4" -140A.FOR If 5, P+ 0.75(W OR t0.7E) + 0.75(Lr OR 5) <o 5 wl� (I AgUP =� 15 A FETTER STRUCTURAL TUPING, 4, 0,67+ (WOR tan) i 003 Zai q< EXPIRES: 12/31/2013 `Z DATE SIGNED: OCT 02 2012 10175.0i Z m O -1 Z � rn—\ _ RC } N Z Q to r p G z z z 12' \- h K 7KS § \—, S \I - C C N 0 0 G m O T O 15'-8" T f 15'-a" T N N gCCl m I _s, m Y 4N } 12' 111 N N ' C N\ D D rn cn m D RFG _ a. z �, /`s�� `a,,STCOAS. 'OWNER: LOCATION: o m k o F,L �� KATHY& I7AVII7 10690 5W PARK 51 Ch = •- • o �O5�NQUI5T TIGARI7, OK 97223 D `-j cm) - z x 03 SKEET TITLE:ON N O , I, VA 1'1ONS0 \ G 0 Z o 0 _ 4'c- v. 0 C all LDI�' c w I'd, �0\�'� 5073 Dallas Hwy W PROJECT NO.: 057-12-0,586 .mi 1d Salem,OR.97304 DRAWN BY: LAK Tel: 1-866-404-7788 Fa 1_S(l�_F�(,_RR�� DATE: 10/2/2012 SHEET NO.: 2 OF 7 r q O L N O T a_ UN 0 Z 03 O 111 Z O W 20' O O OZS N = mmiimmomm•maimmi4 4 9 4 4 O O 0 GGA GLS GLS o o 9 N oN C / N 152 x›- I _1 U Eo Eam O c= O 0 0 oo K 'S+ ! GLS GLS o o CO a 4' 4' 4' 4' 4' o '�, 'S' P n tr H S� O V C FL-OOP PLAN 1 ANCHOR TYPE-SEE TAf3LF v Q o: SCALZ: Ve":r O ANCHOR LamLEGEND: M a� DISTANIN INCHES FROM CENTER OF POST Iy CE U U COI LIMN/ COLUMNPOST . SEAL: DOOR POST ANCHOR ANCHOR � C P R OFF s' s��41%1' 4, ` g� w GINF /O0 \\ F.�6A5ERAL � 6A%RAIL � \ 74150 I- II TYPICAL ANCHOR n1'AIL5 ci) SCAIE:I/2 :I' OREGON 11 4l4N132w' AAMtr:PROPENES • COLUMN POST 2#''50.X 12GA lux �9R'4 C 1 A 130- PSS 13A. RAIL 24"50.X 12GA TU CONUM SLA3 ANOiOR'A' POx7 RXPAN51ONi WW2 1301.15 EXPIRES: 12/31/2013 ANCHOR'13' i"0 x 7"eXPANSION/WEDC,I;E,01.15 DATE SIGNED: OCT 02 2012 4 f Ni r MEM(3ER rf'OI'E1M5 COLUMN P051 24"5Q.X 126A 1113E rQOF 5-tAMING- same12 ROOF WAVER 2#" FOR FASTENER g� SQ.X IZGA 1UiE � R Ri BASE RAIL 24"50.X 126A We 1-- Kl O mss. PEAK BRACE 2k"X I4GA CHANNEL N RoaF KNEE WAGE 2k"X 14GA CHANNEL N 213 I— CONNECTOR SLEEVE 2"50.X 12CLA 1'Li3E a` �\ 2'LG,COLUMN SLEEVE- O \o •O FEW VO1-i E.5.W/(6)*12 z XI"IEKSSa W5A55KMN O S� �x h W C• SNEATNING FASTENEk 5CHEPLILE Z �S O W KnEE oRAte-AfrAGH WV(2) LOCA11ON CORNER PANEL5 5IGE LAPS EDGE LAPS fSENMERE 0 P #12xr'reKsSawEs. SPACING 6"C/C MIN,I 4"C/C 8"C/C 1-Q O Kl FASTENER 1YPE:1EK5#12X1"5N-F-114.1 SCREWS W/NEOPRENE/STENL WASftR U 0 ' N COLUMN POsr -J v 1 1_U oN k4 6"I.G.GANN S.EEVE- v ` iik FIELD XXX"W/(6)*12X1" S . SKS 5Gk WSAS 9 W J COLUMN POsi -- N \\\ • MOM MWMDER i W O O SIDE WALL SEAhNNG-SEEill same FOR FASTENER BASE PAL J 06 z F-- Z RcQI11RrMENiS �I;AM� n�1'AI� 2 " �` w O f~-- w Z SCALE:I/2":I' 4 101. z 6 SQL W \\ a U-.I 13A5� n�TAll 3 O U) - Q O PEAK BR!'GE-"L-c WITH SCALE:1/2':I' �} i"WELD X6"LONG E5. ` nAK[ ACS PrAll,O SCALE:I/2":1' PEAK BRACE 4 c� a 2 " i. X oROOF WADER 3 o � LCailk s I1 8' :) re) cu _ 0 z �- O c,, c, KNEE DRALE `n L [_ SEAL: ` �,°° P R OFFS 1 N`' �x.G I N FFA s/o ty I 74150 j 11111 BASE PAIL\ FIN.GP.HI7EORfa, © j •RECON OF CONOZES J�,9 `/qN• 13 2-C°' ��� ' ' �'4Li ABv�P FkAMg 5C-110N1O 9/ EXPIRES: 12/31/2013 SCALE: I6":I' 4 DATE SIGNED: OCT 022012 ' t r I • COLUMN r05r . , H z SASE PAL � N MEM6�E ppQt' fl 5 Nz (N1 REEVE MLVEn fo 1' 6"6ASE PAIL ANO ArrxrEn COLUMN P051" 2#' SO.X 12CiA TUXa` �/ ro ca LWN rosy v�r� BASE M. 2#"50.X 12GA 1U3E Q 1L �p 0 Zca>*12 925 ns CONNECTORSLEEVE 2' so.X 12GA TXE O 00 COLUMN-13A5F nTAIL O z , O wSCALE:I/2":1 NO = ‘1%\ N 4' 4' 4' 4 4 t O a U\ N S . .. N S] d z0 0 LOI.UMN P0515 r.• >- 11-1 H H in N N O 0nU o 3 DASE RNL\ 5 K .J O l� O: ZO M C` « :::::),;„ X o �` BIGHT 51t7� WALL FLAMING C `� LC SCALE:6/16":I' y J F z i O `, V G M N Cij H R t4' )( 4' t 4' I 4' 1 4' t / SEAL: COLUMN ro5r51 ��FLEO P R OF�cS <D AGI NFF s% ► y ct- 74150 N ` •REGON BASE WJL l 5 l / ,2f ‘4/1/. 13,200 <t,� �� ' ` 9�gC1 AB��PS 20' LEFT 51nr WALL FLAMING (-2- EXPIRES: 12/31/2013 SCALE:6/16":I' DATE SIGNED: OCT 02 2012 j 4 t V FOUNDATION NOTE5 I, MIN.SLAP 5IZE SHALL DE IS'-5 I/2"x 20'-5 I/2" Kl TTT-- Q 2, CONTROL JOINTS SHALL 6E PEALED 50 AS TO LIMIT MAX,5A13 SPANS f0 20'IN N \\\ EACH DIRECTION, MEMBER FT.Of Ef:fIE5 l 5, CONCRETE ANCHORS SHALL f35 I.00AIEP AS SHOWN ON THE FLOOR PLAN(5EE COLUMN POST 2#"SQ,X IZGA lupe 9G SHEET 3) CO Z 6ASS RNL 2#"SO.X ZGA TLVQ CONCf 1E S./0 0 i' OCO 4. DEPTH OF 51-APTURNDOWN FOOTING SHALL 135 GREATER THANFR05T DEPTH ANCHOR'A' "(a X i"EXPANSION/ WEDGE(301 T50 W SPECIFIED PER LOCAL CODE, ANCHOR'6' i"0 X 7"EXPANSION/WEDGE DOLTS0 O ' ' \_—_-_ N = 5. ASSUMED SOIL GEARING CAPACITY 15 TO PE A MIN.OF 1500 555, (1) 6, CONCRETE STRENGTH TO 6E A MIN OF 2500 PSI @28 DAYS, U0 N_ O N N 5 N fla O O xz L- 10 'f` z z f 1- 7: O iii O (= O O c K J err M 4 c' X a Y O O ( If v N MIN,4"EDCE DI5.. I F V C 0 K COLUMN Po5c Q , NIP M V � CM:M5%PO ANCHOR _LLLUMN Pox MN.4" Lo I°~��. 01 p DA4-RAIL V( Lt DASE RA1L � v z W6%6-6 6 LWL.P D 1 CONC�IE SLPB- WM MR5I ►— J 6. MIN.4"THICK 1%1111(C} (3)>F4 RiDPRCONT. 121' \ SEAL: l , w SecrloN vl�w PR0E4s io ` i• r 6" ra 6A5 POST �.N`O �,G I N F �`P/per �` RASE N. 74150 r Alm W6Y6-6/6 Wt;LDED �� J ...,. a:•. '• . ` sREGON MAW MESH , • 1 \tis • . * ?� k/4 ' it`• 13 2°�� <t,� ( )#4 REDPl2 CONT. `- 5IM�L- VATION 9�'gCl AMP CONCR151-V O EXPIRES: 12/31/2013 SCPLEI 3/4"1 I' 6 DATE SIGNED: OCT 02 2012