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Box 1485 • Everett, Washington 98206 • (425) 337-4175 • Pager: (425)3394998 Fax: (425) 337-0208 BACKFLOW PREVENTION ASSEMBLY TEST REPORT PURVEYOR ID# NE4 EXISTING ElREPLA"ENT ❑ NAME OF PREMISE ,1 COM RE ElSERVICE ADDRESS 1,&2� &5-'9.AWWC2e CITY: ZIp;J u„L� CONTACT PERSON PHONE FAX OWNER/PM MAILING ADDRESS CITY: ZIP: CONTACT PERSON PHONE FAX LOCATION OF ASSEMBLYGy/l�iP.(L 1liCr'l'� Qjc' DOWNSTREAM PROCESS )(RPBA ❑DCVA ❑PVBA ❑DCDA PROP.INSTA: YES ❑NO DATE INSTA: ASSEMBLY QQ&ZQ /QW 1,=e J — MANUFACTURER MODEL s'zE SERIAL NO. LINE PRESSURE AT TIME OF TEST_JV 'PSI NO. OF ASSEMBLIES THIS LOCATION Reduced Pressure Assemblies Pressure Vacu m Breaker Double Check Assemblies Air Inlet Check Valve Initial 1st Check 2nd Check Relief Valve Closed Close O ene at Test Opened at DC-Tig t(� Tight psid psid psid RPps>fd DC psid DC psid PRESSURE FOR ONE HOSE METHOD Leaked❑ Leaked❑ Did Not Open❑ Did Not Open❑ Leaked❑ Repairs Cleaned❑ Cleaned❑ Cleaned❑ Cleaned❑ Cleaned❑ Replaced❑ Replaced-0 Replaced❑ Replaced❑ Replaced❑ Part# Test DC Tight❑ DC Tight❑ Opened at Opened at After RP _psid psid psid psid Repair DC psid DC psid PRESSURE FOR ONE HOSE METHOD REMARKS: AIR GAP INSPECTION: Required minimum air gap separation provided ?Yes No El TESTED BY: CERT NO. DATE: iGNA RE PRINT NAME: lJ TESTED BY Q GAUGE: �� CALIBRATION DATE: WSPKI YES FIRE SERVICE RESTORED: TIME: ❑AM ❑PM DATE: T/A: ❑YES❑NO METER NO. METER READING REPORT TO: FAX: ASSEMBLY: /10AS ❑FAILED CONFINED SPACE: ❑YES NO REPORT RECEIVED BY: SERVICE REST RED ❑NO WHITE-PURVEYOR YELLOW-OFFICE PINK-CUSTOMER "03 C I Ty OF RRL I NOTON CONSTRUCTION RERMIT PERMIT NO_ 00-3a06 Owner: UNIVERSAL AEROSPACE 18640 59TH DR NE ARLINGTON 982.`3 Value of Work: $231,`37.00 Tax ID: 44822-000-001-0008 Phone: :366 Describe Work: CONSTRUCT NEW INDiCOMM BUILDING Proposed Use: STORAGE WHAREHOUSE Legal Description: Job Address: 18680 59TH DR NE Contractor' s Name Type Address License# C HAWK CONST GEN 153257 72ND DR NW CHAWKC*132PA P E R M I T F E E S Equipment-and-Fixtures ---------- Number Fee Total Charge --- ------ PLUMBING FIXTURES c $7.00 $14.00 S U B T 0 T A L. ..... $14.00 TOTALS Fee Permit Fee $1,732. 95 Fixture $14.00 Plan Fee $1, 186. 42 Park Mitigation $1,433.80 Plumb Permit $25.00 Storm Mitigation $3,633. 78 State fee $4.50 Traffic Mitigation $5, 190. 00 S I GNAT EXE_ LYT � �� TOTAL FEE.. . ... .... . .... . . $13, 160.45 I HERE IIFHAT I HAVE READ AND EX MINED THIS APPLICATION AND PAYMENTS.. .... . . .. . .. .... .f0.0 KNOW SAME TO BE TRUE V1J COR- TOTAL DUE. . .. .. .. RECT L PROV RIONS F L AND • •-•-•• .. $13, 160.45 ORD N N ES GO 'RNIN THI TYPE OF WO I L BE ' ' " WI' WHETHER P0at% # , I G C F ED F'IEt I l l l�(.I� OFFIC A a a STRUCTURAL CALCULATIONS FOUNDATION DESIGN FOR NEW PRE-ENGINEERED METAL BUILDING UNIVERSAL AEROSPACE ARLINGTON,WASHINGTON FOR S.W. GOFIL CONSTRUCTION All. OCTOBER 1999 0 BY r SGC ENGINEERING �ssfONAL P.O. BOX 315 EXPIRES F1 / 16/ Oa WALLA WALLA, WA 99362 (509) 525-6911 RECEIklF- ) NOV - 9 °. gq CITY OF AR;.�ru,. i nN 99 - 3806 3 1 iPG. 1 of 7 Pit 0r6eT° MW69,5Ac, 46051-'AC6 AP4,14;ToN, wA Q 65CRI/'Ti0/V RF SPAS = 8 D! (U-6AR) 5 /3.9YS 2.f PC Ell FLk 51l F RAnt 64 4ier5, w/r-Y 3-1,0144 .0 e-tc#, 5/vow- z7pf, ywv0 Cv q,2co a'a q 9 7/¢Z W W W kMMq/�! of LOAOS Qn/ BOG Mrs �6AR�)• a o coo rP'RVALL'5J06NALiL'* F kA"4 !6A,::pov5 5k6cr a-4) ; cr a C4 It CV CI CI n NIH A,e6 q REa'o — 5 'x s' S./3, ; 3 s,s k ; 1IZ 0 PSF zs sF O I — ,� NET PpP �@ A.QaLTS) — /Z,9 kC S; Shl 1"OL 'f�WL) PEA 97 5454: 1121,1, (4sc V/ of NEr aPuFr Ai,✓4 hr• wloTll 10,5i �EQo 'oL- ) 8, k C/. 5 � I2.yk SNM/�/A/LY 0,9 DC-Ao L-0410 aN 6j2oM SLAQ)'• OAM FT* S.`�Xl6k 7 A= 0.89 S� =/,6 .. /2' coiyG ,r,OL, P/6/e,' 74"X24"4P A= 4.a sF = 0.7k l4",XO 21 06 F..P PIQ40_F r4: 5 x 5 7 A = '�5.0 5r c 7,5x z' a 6cp 610 WT oY62F+'6: A= Z5 sF-q SF.. 21, f l• q 1� /10 066P �56 5'x5"X2 A40 FTO coL'5, JC-gQ.AC144 tOA05 /1J S106WALL ( P6,1 GAS syc6-r WL 14P1-1 ET = 7.5k - _4..56k_F'2 F4 Sw. 184,01- 6a uPOFT = -7.1 k _ 4.5G �� ,, X-8k4c1,1C4 8AS6 5A`,W (11 To SlOt��A�5r ,daft, VW� - /0 4 k Via 10,71` 7 Ya ��1.7)10.7 k= 18,21` MAk6 Skl-6�Xj cf PI e1L15 40 64 04r6. (dk, 56a 4at�. 04.-P � 9 7) Ko2+�L TNR�csT = 2-7.zk' (LGFR /6 0� #lo) ( 11 fo 166 6"&SOOQ9 5-RcAk R (1 z yz" 9640 TOP O f:S A 6) W 6LO60 TO h41/2Pl111. °2 �S_ -/, 5, 9-64'0 S4IO/AJ6 10-651Sr4,V" = (6)27.1.,, ¢D.o L e �� r I� I I i Un11V6Z$AL /QEROS/�A��` �17CS� OF G�A►eC0 FO/�.,: OMMARY •.�F LpA05 c-PA)TlA)uEO: 'CdowALL' PI 6 CxJ55-819Ac60 FAME 2EAC d-5 (KlvR-4O SA66T l0 40 Un/E X X-aRa"VG: 4,3k (LC-R5) �6A" X6AClon sz WWW P / 5r,- VI N N •ODW� _ D. O O O in n a pkp 14) 6AA";Z6AC-TJOd S6 A �/0) A A ev a a 1 R6Q'0 OL_ U56 4.5"X4.51X z' sPPo FootW45 wir4 20 x2a" �� PI69S FTL, WALL PlEk- FTGe Starr WT. TotAL oL = �,6 �fi 1. ¢ fo.s�` �6. 1 k fi /.6k = //. 2k > 9.9� ak S.B, = 58op5� Olc Ar PCB C4L-4Md3 WIT-4 No x-/32AunIG �Aos PNP = 3,IK (L c �� ' �N2c, R�acr►aAl 5g 1",.d = q,l K (L pWP = 3.5 (A2cm 2GAGT'104 S/o l6) R6q'O DL = ��5) 3.5k 5,25�` --� GSC 5Po" Faarl j4 = 3' X 3/ X 8 a.o66A w/T4 2a"X2p",j- PIER, uau F16 wAtL . i416R F'4 4o IL WT TOTAL QL = 1.6kfL f 9.yK ♦ o,9k + = S.Okti5,z5kOk S_8, � Io4opsF v� ; � I i 06. 3 a6 7 W 1V l V E25aL AEkosP)JcG, SHMMliKY OF ZPA05, caaV T-)A)K60: 'ENOw4LL' 104e a5s-81z" fIzAA16 IZ6oacripNv5 (aAlk4 5{i6sr AT X- c/?y6.' Fok QEgGj)pNS 58 Ok SID -7 N N N W W W W&M� coo N c o � Sh%rMA(ZY dF 06AO "40 cva : C4 r 8"s r6M WLL: V" Fop r,146: 6: / Ssu. wt ar6R.Fo01'�n1G : /.�k C4,5X'f.S�XZ' D66i°) AT x-BR, 6144 aCATIMS' N5'Z� 4 xZ' FOor/dG5. AT 5UPPjkT*j,-16 ZANoPY 6No X-Ag"4146 0405): Pvidpg7r5 oW oPr QcA�rr o,)5' 'e6q'D oL 1�56 SPRO F"OT)4 = ' d 6 laFar�) �� x 2' � Zg+`XZ4"PIER To-rAL OL = A 6/`f 1.4� f o.7� f /D,Sk + Z.qk= /74' zk a S. a. = 9.3K/(C')Z - 26ppsF ok- T YA &104 f x,r6Rs (6,c,6 T AT GaniyPe� 541 f uP = �, 5 Lc 11 !� 2Zo � �D CL l 6 (649.,o A6A4-r4 54� P„P s k LcO /7 , 26,q aL� �.s� l•5� = 2-.2-5l: 066? fTb� 1,11T+1 Zv1,1,x z®4 l°fE� ja1 Th6lE()d TOTAL, OL h G K+ /, 4 k t o,s k f a. 4 L = 3,q k > z,2- c,� '' " _ I I II I I i �H6ck. 26Q'� �EQ-r'L kE-5TC6L: /zC-Q"o o.ol 45 ,062 ACT 3lB - 95� s6cj: /a: 9 M/4�, CA66; I R.6A� 49 • n inl,5I-Q6 AS (o,of A9) Wus� 9�Ixq , (/a°t3`x/o'�3� '16�M.2 MinlJa = / �94" P , W W W S J N V! =AS• VI N o o '�.Ifolu = °37,:� /7�.,.,z k ^C rye ^eva aaa r r r clocks !loz�b'L TlE Kfinl�; VS S 27 2 A (FoR�3 TIGJ ��U6lei' 16,46 .a-- ` Foy— 40 Ill A1s, �N �w d P6le AST 31fl-95 �ooA3 9 w F'L s LSao�r' ,40 = '?f.5 A-M AJµ = FALT'0,4 60 �MPl�`JlI LaA o= f k '- ' � 521oa e Vc - 21 S� 2500 `la'SyJ6rr /2Blc zoo a. Pok 44r' j�-) a-//•,� Z= 4.22 ( 3 T 16 6.S106) J Vg c A x F, 4 SMJN �--�2Zti-.Zl(V��7) /4'SIl 7.�ii.L j r[JG 3 TI.-Soc Alf 3k r Z,l�cs s�rsAz- oN� c.,vr,�c3 •46Tw6B,� Z'�l6 TaP �cod P/6� � rl?G rr�.sr hd�a� rr6. � , I I 1 I lf1VIVG VAL- Af-4.OVAC9 (065,J of all4co �L��K•a��6 rd� ��/Q - poow�✓ = 3zKfi�%zk= Anro /PwazyT,,xi r �Onr) 'z?zk YFl YI YI W W W _'_ YI YI N coo �aa vaa A A A �0Q+3L T/f,�Nsj C4"C4 ION M/N, f u II o r' 0 Fp = �So �t ) 5� f 3G�PSF �1�� 5� = 2, Zk i9SSkM6 SL/pinl�i Ca EF � =o. 3S FP �►,,J ,�,e� gc(z Fox �,4)2Pi/j ' 1772k��S� - IS, l�` 2.2k &66 69" GNrv6,�� s�Ac6. D�TG�M„J6 Lc�JG-T�( OF KAl2J�l�) lZE�3NR (FoR SERVrt.E �oA�S� DcTeR,m1 P- T&►SIl-6 eA?AGT)-' OF 5'l 544a wl /2X/Z 1V2.q )!WZ.? HIsRN ASSltM E 457TM AS Z W IR-6 v JJ/1 0 f-4 _ e(5 ks i `� 66 CMC� g oe TA. ' (A�fy = �o.az9 �t)(b'S k5i) /. 89 �wM fl now ` o ETc-AmM.b kea'o L6nwrk Of SLA4 �A55cuKi!Vto Yi CP tkRuTT CAA*TMAOT,T Ole ,dl A) `Of—AfAx 1H,2us-r T=z k Fd _r= Zk"13k �iu� t,V� ASSKMe 45' TE,,)5iL6 FAIL &r= solve_ ` 6'.71 ' OEM of P-r=11JEw 1 ASSk, j E 49- Co REiNf. y= 6d ks o a 5. "r&VV 6 FAtLk?,G No&-M L knlCOAT6O k6 rn/F, P�-14/� ✓/GW Na. j( OA- 5'MALL62,SAXS: k i• 4 64A ASSw..L%UmAPr�/@ x. S�4 Al 4.5� AsSc�IE MIN,cut, coy�/t'd� Jai (4.4kZT<t1.sk 1'C 5 THE,J(064Aan.z) Fmo HArk W, 71 4.7'-O.5"= 4'z 17,8k<T: 2Zk �'C 45 C46 z5 z3oa 4`,• G.P1 Ir''i 22k CT Z6 -0- Fez#4 aAR(db_0.5) , .Qnd - 24" 4.21 26 k�T Tl� 8EA �02 � 58AQ(dy=0.625,1"�� Xd= 3ou fLok B A2()g=o.75l, )A s 36" e=18.9750 cos e= ��C 4 6AR2 /nl Ten/S/o,V: i Ct = � 0.20;,Il = 36 /C-Sieuow�z)7.zK 14.4k J$ 5 BA/Z /rl T6N31M: /, , 35,5 /BSc C f S 3L IDS i, Ok;T,u.ow=(t)IIK;2 f iaPE W 1V I d 6-25Av G�RrA how; d G fMM),V 6 M irl. P-6tAl f. /nl.. PER�M6?'6�2 84. l FaOT/NG; 5T6i 4 JVALL (S"TY/ . POt Act Y18-9 S S��T� IA.3.Z (18"N4x H S . J10�2 L PM„j 0,002 Mrn! qs = (o.Ge2) �8��1'Bh�,) o.Zq.:,Z rN c.L)h zNN / is E2[ ,d = D,ODIZ Minl q s{o,0a12 8"GS" r4,17 •i/c-iz /8rr GT IA#Ap#pA t1 O O .• r M .a - NOAZt- 51'xa1: 06. l x 9 °�) '� As "(��°•zo =o go-� err ` V 6 .� �� ' roc � s .Zot;.,Z�6R 8` Fa0r/A14 Fa4 STErtwAttr ($'' 'Nk- 3, /li : P6z A&I 318-95, Sscx. 7,12.2.1 Mr,V AS -; l�a�aLS[66�: k ► }-,�weS-7 Ass o.`�°.�;'- >�o,23,,;�_� k i i , . Trepanier Engineering Professional Civil Engineering DRAINAGE REPORT UNIVERSAL AEROSPACE 18640 59" DRIVE NE ARLINGTON, WA. W. r of w 63 A � , �V 1S E F'Gti f�NAt fxaiaes $/2/00 RECEIVED NOV - 9 1999 "I T Y OF ARLINGTON ?`?—380 , 1420 Hewitt Everett, Washington 98201 • Everett (425) 259-5556 FAX (425) 259-5558 DRAINAGE REPORT UNIVERSAL AEROSPACE BUILDING 18640 59T" DR. NE ARLINGTON, WASH. 98223 BY TREPANIER ENGINEERING PROJECT DESCRIPTION: UNIVERSAL AEROSPACE BUILDING IS LOCATED AT 18640 59T" DR. NE IN ARLINGTON. THE SITE IS LOCATED ADJACENT TO AN EXISTING UNIVERSAL AEROSPACE BUILDING. THIS PROJECT IS FOR THE DEVELOPMENT OF A 10,000 SF WAREHOUSE BUILDING WITH 0.088 ACRES PARKING ON A 0.66 ACRE LOT WATER QUALITY SINCE THE IMPERVIOUS ASPHALT IS LESS THAN 5000 SQUARE FEET, NO SPECIAL WATER QUALITY FEATURES ARE PROVIDED EXCEPT FOR A SHORT (IN LENGTH) SWALE TRIBUTARY TO THE INFILTRATION TRENCH. DRAINAGE CONSIDERATIONS THE PROJECT WILL USE TWO INFILTRATION TRENCHES EACH APPROXIMATELY 100 FEET LONG BY 4 FEET WIDE BY 3 FEET DEEP TO HANDLE THE STORMWATER. THE ENTIRE IMPERVIOUS AREA IS BROKEN INTO TWO TRENCHES AND EACH HAVING APPROXIMATELY'/THE RETENTION. THE SITE INFILTRATION RATE IS ASSUMED AT AN EXTREMELY CONSERVATIVE 15 MINUTES PER INCH. A SAFETY FACTOR OF 2 WAS USED. THE 100 YEAR STORM EVENT WAS USED IN THE CALCULATIONS. THE RESULTS FOLLOW: CLEARHIS I RLPCOMPUTE [RLPOOL]SUMMARY � 3 a 100 yr MatchQ=PeakQ= 0.1483 cfs Peak Out Q: 0.0494 cfs- Peak Stg: 103.21 ft- Active Vol: 384.68 cf Running CAProgram FileslworksHMS1RLPOOL Report.pgm on Tuesday, November 02, 1999 Summary Report of all RLPool Data Project Precips [100 yr] E3:8Ein BASLIST2 [DEVELOPED] Using [TYPE1A]As [100 yr] LSTEND _ ti. l y_;, LMe�-;V,o,k� A2Q/ BasinlD Peak Q Peak T Peak Vole0.17SBUH/SCS od Raintypee Event -- - (cfs) (hrs) (ac-ft) DEVELOPED 0.1483 7.83 0.0502 TYPE1A 100 yr �- BASLIST[TYPEIA]AS [100 yr] DETAILED [DEVELOPED] LSTEND Drainage Area: DEVELOPED Hyd Method: SBUH Hyd Loss Method: SCS CN Number Peak Factor: 484.00 SCS Abs: 0.20 Storm Dur 24.00 hrs Area CN TC Pervious 0.0000 ac 0.00 hrs Impervious EIN90 ac 98.00 0.08 hrs Total 0.1690 ac Supporting Data: Impervious CN Data: PARKING AND BUILDING 98.00 0.1690 ac Impervious TC Data: Flow type: Description: Length: Slope: Coeff: Travel T' Sheet BUILDING AND PARKING 200.00 ft 0.50% 0.0110 4.53 min TC of 4.53 min < 5 min, program will use a tc of 5 min in computations. HYDLIST SUMMARY us'F �✓ rV1)I.1S ' [BUGS] LSTEND HydID Peak Q Peak T Peak Vol Cont Area ------- (cfs) (hrs) (ac-ft) (ac) BUGS 0.05 9.00 0.0502 0.1690 STORLIST [TRENCH] LSTEND Node ID: TRENCH Desc: Manhole structure Start El: 100.0000 ft Max El: 108.0000 ft Contrib Basin: Contrib Hyd: Length Width Void ft 4.0000 ft 30.00 0 DISCHLIST [INFILTRATION TRENCH] LSTEND Control Structure ID: INFILTRATION TRENCH - Infiltration control structure Descrip: Multiple Orifice Start El Max El Increment 100.0000 ft 105.0 00 0.10 Infil: 2.00 in r Multiplier: 1.00 ;. c� • �♦ , ,`� N. 1 J4 COR. �i 1 4 L M- 12-23-20 SET 1/2" BAR & CAP SET 1/2' N ggi'29'22" E - BAR & CAP N gSZq'22" E • 148.9'r N 1 � 1 in oft LOT 30B 28,676 SQ. FT. 8_ 9 0.6583 AC. 1" = 40' 1 152.89' SET 1/2" �, ly 85"29.22" E BAR & CAP • SET 1/2" 5. 1/4 CCR BAR �e CAP JOB NO.: 12e7n DATE: 6/29 98 DWN.BY: TN. PORTION OF SEC. 22 - TWP. 31 N - R. 5 E. - W M. Engkmw i Surmlom PlaM1wo ATTACHMENT DRAINING FOR OiASCAa LOT 30B ,',Im LEGAL DESCRIPTIONS ARUM TOK W& EXHIBIT A Arlington Airport Lot 30-B Legal Desertion May 10, 1999 That portion of the Southeast quarter, of the Northwest quarter of Section 22, Township 31 North,Range 5 Fast,W.M. more particularly descried as follows: COMMENCING at the Northeast corner of the Northwest quarter of Section 22, Township 31 North,Range 5 East, W.M.; thence S 4° 30' 38"E along the North-South centerline of said Section 22 for a distance of 1475.00 feet; thence S 850 29' 22"W for a distance of 13335 feet to the TRUE POINT OF BEGINNING; thence continue S 85° 29' 22"W far a distance of 149.97 feet; thence S 3° 33' 16"E for a distance of 190.03 feet; theme N 850 29' 22"E for a distance of 152.89 feet; thence N 4* 44' 06"W for a distance of 190.00 Beet to the TRUE POINT OF BEGINNING. SUBJECT TO AND TOGETHER WITH casements, conditions, covenants, reservations ad restrictions of record. Situate in the County of Snohomish,State of Washington. Containing 0.6593 acres of land. 9� K Q P�G F. O 12rYs 12876.doo(Iqo winhd)o � d' � ' . Awliffim OF SNOHOMISH COUNTY AREA, WASHINGTON - SHEET NUMBER 19 R. 5 E. (Joins sheet 151� r ,�,`k � ,,y .r,r,� k fR •,1�� jCr ; X 30 �•r�i�y, r ARLINGTONAIRYORT \\ tiler ,.y, �r, _..!'.y •� a,:r � t ti ��; ��S 22 ' ��` .'err ll r� + i� � f � �� Ir' �• �� y.�,ll• _ 30 39 32 72 113 39 lid N. qr s �� 1 �`, .�� . ,�y, �'I �)era 4' • 7 , • r�" yln '• Y�+ ?�`jr > tri'� ,. �j 't°{�y, _ y 1 S �c�� ` ._ ili.�3��::�A4W^,Cr AI± •r ..39 ,F'6'1 n!F •i wI ;i8 ��a.�. ?Y ��a i� �.�I• y ;� y� t� I�i•�. ..,;fF E r ' 'r`� �. J*.'ti T J r. ••.. - r-t{ lf•4,..'I 13 -Y ��: S, r , V• I I .'! s a33.,. ^•..I•� ri• �. i 9 j13 Af 13 Ir 74 • 39 u . 37 �. 13 39' q' 72 I _ �:- �� "r t7 /,� t •39.•y. '�•�,. 4 1. + , 1•T: i ),Jg0. n ti, t1 39 ;,r1i� r�89• �"' ;ii:4i4> s r, ''` 77 +1s+ 17; �x ��'.1 33134 � 39 ~.13 "' �c ;j 0 3 • ''j :• -• r r,14 4 13 3 _ (Joins shoot 23) 0 I 2 MILES 0 I 2 KILOMETERS SCALE 1:24 000 I _a_ F - Lit ® ; I 1 Cemetery n t-�` •,•, •, •I Trailer '•r o u Parks • as . lr_ --__ ' • � • � 'ram_ II • t 1'• b • - == r, } I to°J, • _ .Grr _- '�. •=>os �1- a -- - N�4s= r u rn n. r '� o It■ c `�I Q I BM %• II ater / o� 144 i� �,yl �o 'm-_.. III .� '�, NZ ,tl II ^o. y • I = X 35 I ' r ssu: _ ,fir=�• ,,r ^1. 5335 0, 0. Pit CD RLINGTON MUNICIP :CD! O AIR ORT "I`��`;i ;,:'- d it J t BM �� •4'• , I � � n :� u 1 u � n 130 '•j Y s ' was i•� �� s�o p11 �_'..� •. '•�, n --- u o 5334 M it Edgecomb !°aEIE'- ° - ullllllll� - _ - - • '�� f ' ---�i 5333 28 . • 27 26 O d (`• 5332 11 Cox 0 J 0.1 :. a �,' I ql • •I J BM•it9'SP i � - 1 /' u., 1 •i' 35 °°' 5331aaom N. mn cm Z 33 )cmMo O < � < O ro m -" D n� � � 2 C.3 co— wO c°n c o0 ? � �o U) � 0 z 6 D�- m O co CD0 N < V, H wm y m 0 CJ O r r D r o H L \ DI ■ C n7 m 4 rrn `.,, w o mr o D o -. m m z z m r 0 —1 O U Z N v tC ca N O m m c') m � D •Q O Z cn m 0 m o -o tU --I Z m o 0 X cn cn :0 � � � 00 � o o ry G Qr c) o� ir, -� t �,,,.. PROM N.LEH i]NEN En g i r omr i ng'l - PHONE NO. 206+252+2373 _ Sep. 05 2000 11:34AN PI g en 3-216'Wetinore Ave- CT 10N IA-AIIA. F- ��; 'Suild�ng at p TE: qug. 25,.�0AO ,j 'Sunny rFlI1P4f F 711s�atttrto�dtd�' ��,` hohS and gTOW Were in sccoirdance*ith igh Aft h trenrtr n9&. ri id -�-irig}i-5kren�kriY4lt�"titr-t,.� frnme. edorte 'A: .C. YOLi;OVO=Ui'L ' 'UR'CUG' At''TOW'Llgg k:NCL�SU��: LD Y.. ..ice ..... Fg,l og...} $ gam � 1 � . s, FIELD REPORT ASSOCIATED EARTH SCIENCES, INC. Field Report# ) Page) of 911 Fifth Avenue, Suite 100 179 Madrone Lane North Date Project Name Project Number Kirkland,Washington 98033 Bainbridge Island,WA 98110 14.5r V r !s ,' Y! --:'rq 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 Location ! Weather 1 RGo— Dr, OU r � Municipality Bldg, Permit Number 4.i T J1 �o T0: an ` Si fr O� l,`�,n 1 If.c, Eng neer/Architec `J1 c 167 •A!• W r Client/Owner Sf r UJA 70297- , 1 ry Mr , General Contractor/Superintendent r�r, i�R'1� /Oee�,prlro ®,�.• _S.�f 1�'�'TiP AS REQUESTED BY: /�� yam! { a Earthwork Contractor/Superintendent 1'Is°r J f7T l'�0 THE FOLLOWING WAS NOTED: Ah kc SX � ''�� vc 1.r r'ti �w 7<ivt 1rr'ur� ->a 1f�� r•i si.�'� .c.'7�r n� r.�'!pa Ti '�L� !r ` e �'• �/A .r� �)� I"f7 IN.� It.vs /w n PrlEe o/ ViN.r/! ly.ti �'irr.a 'I r.sl /lY�i r._..�e4. /1rr/I►..�� r+rl^! r (( XF 11J er> )/'--i s-t-el. nr -xr•.l.rch T/1 1,✓2,eI te.- ui✓r n ASYM TEST LOCATION DEPTH/ MOISTURE PROCTOR COMPACTION PASS/ NO. ELEV. % VALUE % FAIL 1 eg ,, '.'> ) 9C FIELD COMPACTION EQUIPMENT UTILIZED: PROCTOR ASTM ASTM D698 D1557 AREAS OF ADDITIONAL CONCERN: ADDITIONAL TESTS REQUIRED: YES NO WHERE? COPIES TO FIELD REP: DATE MAILED *PROJECT MGR: *Field Report subject to review by AESI Project Manager `■ r _ I _ • , LAI. MEN 0 NNE II - • � •LW _ - r ti I or I I I ;. IN . 1 r r • r ■ INE IN - - - IN ON IN 1 ■_ I 1 _ I I - I _ - • II _T - • I I _ _ M _ MIN _ Z i - �+ �..- _ - _ _ ■ 1 o 1 _ r ■ - - - - .� -� - - - I- - •- . - II - 7 — �— — • — r — —■. of ■ - 1 ■ ■ i - ■ ■ - IIIIIIIIIIIIN I Pr L L Re Y, _ 111 NNIE lei •r y r AR:iNCTON MUNICIPAL AIRPORT 18204 59Tfi DWE N.E. ARLINGTON. WASIIINGTnr4 98223 '- PPCEIVED March 15, 1999 �" NO V - 9 1999 Universal Aerospace ARINGTON Attn: James E. Booker 18640 59H'Dr.NE b ta Arlington,WA 98223 •—-- Mr. Booker: Below I have outlined the I e site plan. If there are any questions regarding eit_.__ _.__ .____ __.__._._.._ __ _.__ �__.. _ e a call. If everything is agreeable, I will prepare a memo for the Airport Commission approval. LEASE CONDITIONS: • The term of the lease shall be for 45 years, which is consistent with your current lease. • The rental rate for 1999 will be at .14 cents per square foot. The rental rate for 2000 - 2005 will be at the appraised value. • All improvements will be owned by the tenant. • Business purpose of the lease will reflect the uses allowed under the zoning. SITE PLAN ►� Landscaping - The landscaped areas appear to meet the UDC. Your official/pplan need to show the actual location and t Landscape requirements area Type III for Airport Industrial zoning. The mature height of any tree plants cannot exceed 35 feet. I realize that there are trees in that location-thaiis.aiready_Ngher then that but eventual!yAeV will have to come down. The are encroaching into the air space thaf we akeep dear. Building-The setbacks and location of the building looks good. Do you have an elevation sketch showing what the front of the building will look like? I would appreciate it if you would send me one. We are trying to avoid the an wall, metal building look. Parking-Under the current Airport Industrial zoning your panting requirements will be for 34 spaces. The number shown on your site plan is 24 spaces. The 24 space will be sufficient if � 'G L� the codes change to what we are proposing but for now, w will allocate 10 spaces near the airport office. Access Drive - The access drive shall be approximately 24' of paved surface with extruded curbs or curb/gutter and a 5' sidewalk Refer to City of Arlington Public Works Construction Standards and Specifications for Residential and Local Access(standard plan number R 1) for construction specifications and materials. (360) 435-8554 • FAx: (360) 435-1012 • Page 2 March 15, 1999 o Gate —The gate will need to be moved further west to allow Arlington Helicopter access to 0 their property. I need to get together with Dan to determine what will work. Storage — Any outside storage needs to be located in the back of the building with a site- ��w obscuring fence. At this time, you do not show any outside storage. F Sewer — We have discussed sewer and the nearest manhole is west of the gate near the taxiway. Water — We have not discussed the construction of any water lines. I assume there is adequate fire protection in the area and that you won't have to construction any water lines. I it is determined during the site review by the City that water lines are required, you will construct them at your cost. c �. Site—The Airport will have the site surveyed to include the 20'of the easement. I will provide you with a copy so that you can use them for your official drawings. Sincerely, Rob Putnam Airport Supervisor Arlington Municipal Airport GUARDIAN®SAFETY OCLARKEAMERICAN BA 0 moD i Mm m I LizJR y a�- o ti 03 .n LLJ '� CID to CA D N C z o 7C co r oz0 i cn Ui O D�1 ii to O CD N Y N C O C O Nan g Y CL rO m O U �' 70 r co > w -C Q3 I i ICER rlu r N — Iln Y } CEQ^ E r r L �� Ocri ,0Q � a :� o O V- a) 0 Z O>..� > t J '�°p C c0i m m V N `CO c0 47 i i �v LL v co4 >* ' . Z. v F r 11 (O �.. O f CCD� NOV ® 9 19�� N W Or- =�z ter'•; ti.`Za" '-Q__. ..'::... _ \.�;, ' ',Zs, Cj�^''t..}+.r..ty-''11�"'..•"✓'�' 'i^`.--Y`-t: •• c� t - I STRUCTURAL CALCULATIONS FOUNDATION DESIGN FOR NEW PRE-ENGINEERED METAL BUILDING UNNERSAL AEROSPACE ARLINGTON,WASHINGTON FOR S.W. GOHL CONSTRUCTION v a m C_7 c coo c '� nz �O OCTOBER 1999 "Ilk Z S � m czn r; cm 0 0 � G? rrr. v r -< 0 -, N �� a z BY � -zi O SGC ENGINEERING �'s'e oNBTra ��ti P.O. BOX 315 WALLA WALLA, WA 99362 EXPIRES 8 td 100 '��' (509) 525-6911 RECEIVED NOV - 9 1999 CITY OF ARLINGTON W - -3S6 6 o F -7 P/Z-0J6C'(', MIV646AL— 04605/AC6 AKLrnlQ'CON� d✓A Q 6-YC41P I,0IV: k( SPAn/ = 8 B+ Cu�A�1, 5 /3�vkS @ ZS� oc EA,i FL.kSK FRAIy60 414T5 wing 3-1,0144 llo jr0. SNow- z7psf, uii�p -:go;��h, �kP, "c„ 4 A,2co To's 4 9 9 /¢z 1FIAY 5 kl-,l-lP RY o� LaAOS Or✓ fvKNO_,�'D'> �60� m t'L j3 i-06 /1jF� CCARco,: - W W W xxx coo �P149L��546kALL " �RAe�-t� d�c��i,JS (erv" slmrr a eo N a a a ' A1' .0jpw1V 35,Sk LC. Fr AAA rnCIO 3 5'.5 = I�zo PSF 2 5 SF NET PaP �� A QOLTS) = /Z, 7 (Lc am s: Sw -rX 40WL) P6�197 #4c- 564. 1121,1, ef5c V6 of wr ooaFr lsuc6 hr• wloTQ oa D�S/� �tiP . �/✓ �2• / k — yr 6� R.6q/0 F5. ' 4512. s'*MMARF' �F 06AO �� CNo ca�tR,g'n/ASSG,yEO�o2oM $iAS)•' ton+-r. PT�F : s x/6k 7 A= 0•87 4Pt- 12' "46 '910 Sr"WA►A-,' g'XAf" f /V= 0.79 SF 40L, P/G,e S'4"xZ4" A= 4.4, SF = 0-7 14"dro 21 o6 00 RAO F r4: 5`x 5' � A = -2 5,v -7 5 6l0 . pef) SoIL Wr oY62fT6: A9 Z5 sF-4YP-2-l.o fr tp 1• �x lO" 06Q0 13.1 kgx 456 5'k5WX2 AM FIGS @ A-iAW TRAM{ CoL'S, )"'CAC1„I4 4'AOS /i� �7106WA+-L ( a62 G,Ag" Sheer 1;-4) ; WL G?LI fT = 7.5� 9.56�.F°z F,eaMc �w. 3 , OL = 2.9�}l < 12.9k EQ X-8Rgcl,V(s 8AS6 544k (I1 To 5/0EwALL5--r" Aw..' V-ia s 7 k X '(.7)10,7 k= 18,Zk MA k6 Sal6�Yq OF PI GfL/S NOE rtA1 S. (ok, sGE cgzy 10 ' 0 7) Ko�+�L THR+t sT = Z7.Zk' (Lr—l*/6 OR #/,o) ( (I to RWO MAIL!FRAM 956 6"&VO60 Si164(k le C1 2yz" B6lAJTOP oFSW) W6LVW 'fo hAI+�P+nl, ra'C �S. -/. 5, R640 SI-141v6 c (5)2-7.zk= `d-Sk �. �, �l I I I I 2 d F Un11VGL'_5AL /1Ego5/0AC-6 (4�5� of CaA eCo FOW.,: SNMMAP-Y OF LOA05, C- JTIn/uE0; 'G-�Ownl,L' PS 6 Cw5-,6RAc4W fAN1E keAcrled_f 066T Af X-6"r-11V4: W W W pNP = �.3k (L6-P 5) (AXCO A6Acta, SZ LG In 0 N PL a �.`k ��#I f� (W"REgcT�o� S6 �Na / 11 C4 rC4 vaa `LC COI A A Po N N N R6Q'o 0L x 9,9k U56 4.5 X4.5 X z SPAO Feat)445 wIT# Zo X2 " cOL Pl6,zs FTG NALL .pl62 _. FTC So1L wT. TorFL OL = l46 kf 1.¢� FO.S1` 6.( k �.61c = ll. 2k > 9.9� Ok AT P*B co"A- 3 wITR Alto X-61tAc/drz LOA,OS P,,p = 3.I I< (L cSTI( ) G��co REAcrien� s$ k p ,�CLL ll 6NRco 2GAC-710 l SIC Po.w.► _ �.Sk �Gc Or m } 5P" 3' X 3' B"a66A wtth 2O"X2o"4aL P/ER. w4LL FtY. wnu, 40164 FT4 saWWT TOTAL QL = l.6kt1,4�- foyK ♦ o1k t a.61` = S.Ot`tiS,zSK o� s a, lo4opsF ok- { ? . 3 0f� 7 SNM�.AKY o LoA05j coo/r/n1K60; '640 /4u! 10� cito5s-8Mc40 FRAM 6 Z6ogc rlaN5 (aAtzcs 5h6sr G3�64-): Ij,QIQ LlN{� Al l'Daw,j — l0.'f (LG4:P ) FDkR Plop = - 6, �►� �gcj)oNs S9 DeS10 J W W W NNy 2EQII 01- =, (45j 67 10. 1k nco C4 Skr/MA��/ O� -f16/QO 1-aA4 ra 20"X2o"COL.P/69; (4,S.Y4.S'Xz' D6sP) 59014. WToY6R.FooTtive t /,Pk � �h z l� o �a AT x-9"cff)4 LLc j-1otj5 uSC AT 13, eoL14-„ -5 50APO M-46a 4QNaPY (Na x-ekAuIJG 0405): u P l a `` (L L # S� FOR REACT1 onl SS' S a/Po/Zr5 �A�J oPY 9.6 k (C c 4 S) CA Ti a,�SZ� R6Q�0 �L = �•S, l0,$K = 4/ Zl� /vFar�l) 2' T,,'rAL 0L = A, /` f 1,4 + k + z.9k= l7�k�l�,Zk o S_R. = 9.3K1c)Z = z6opse sk TYP I?GDG C194695 (6XG6P7 AT Cg$J Pe� AL A (GAP-CO R6Ar.TrP� 541 /up s /, 5 11 /1 OP zo lip L l 13 (GAAXO A4A,-rho 54) Pup 5 k /7 2EQ10 aL- �.s� l•5� = 2-.Z5k ` 4 SE �'a(Zix 8a ,bE6P fTb� w/T 20'1,N ZC' P/6,,z- AT T116JC--(jL 3 '4 pig Fr6 JV5. TOTAL OL a 1.6 r F 1, '��` � o.5 e` f 0. +L 3. > 2.2-5"- p� �: I I i N r�►v��-��L AE,�s Pia�E (�s� a� G�� Fo a.) G6l-kMA/ P/6�5: cif 6C/c 26 Q'd I�EQ.T�L kE-STE6L: Ml� iZccQ'0 VCeT'S ; o.a! q9 p6� ACT 3/B - 95j sgcT: l0:7 R6/,4�. CA66; �9,,26AI 9 r.W W rr x R`'. /o�t3` ic�f3� =167�.,2 - M lA)As ku 'r'== h o r 7 12.qk11 l . . o. o aC4.0 r r r cat REgo Ho,e i b�L TlE R 6 iN�_ (FoR 3 T16j#61/6kT T16 5PAc,nl4: dde 6A t1'PI6,2 DIM =zo b Fox- 4Oc-40-1 VG s 2 C1 �a /f Ow°� P6��Z 318-95�SGcr .3•f.2 loco Nµ = FACfioa6o c-,--,/,,!a',j 40A0= /4(7, kJ l 7 z¢,f�� =5z.3k-' S2 oo S2 3vo e o Ve 21 _1 2So0 �l°`5 r J l�rr dZ B Ic act Ar_ �� o# Z= ©.22 . OF . 3 T16; 6.SIOE) Vs S _ -22,7,Z) �'oaas�/o.5" = 3,$ L 3tiT' �y15 S/16A,� oN4' GNTRdL_f �6Z'W68n� ��6 '('aP °F caL �/6Q, � r'G16 F«s f' hczaL- 7-(6. in of � u/VIVGkVAL- l4e4oS9AC6 (065,J 4f a/12G® r-DN,) CaNs106i2 `AMtAv - T'`//z.Ast,(�3) Xj11i I L46 Foarin/(�S,' W)VI UI W W W W W W YI IA 0 Coe "0c �°w J Ana "C4 Q7 l• W.F11 lit lON M/N, O II N f O O p6G2 97 ti3c- TA, lg-T-,�, _ �.vTc,�� '.vss,vE /',e6"SSu�6(�6SIST,a�vG6) FP Flo : So9"14�i'� 5' t 30opsF Ci') S' = -2, z 14SSc,�6 SL/O/�li �o EF �1` =o. 3S 3$ (rf 3, FP r►/,J ,ecE 96-Q' OX �A)/LP/rl = (z7 2 l 5� _ 15, 1�` 2 Zk= L�. .5 I GNNV64"L- /JC,�G5,-AC6' oC=rC-,eM,A)6 OF (FeK SSIOICe LoAO5) DETep-mlWa TENSILk 's4PAGT1-' OF 54 5L413 wl /2X/Z- W2.9 )(WZ.? bvWf As = o.o z9 HI9999 - ASSuM6_ ATM ASZZ Wpm ►�! lao �F y � Ge TAGL1ti1 fA3fy — (0.029 �t)(65 naw Uw Q ETGAM A6 A-Ga'o L6 J47k of SLA,6 (45fkLm W(v yi a F TkAuST--P o�Awn) Foy -r, l�k� ;Q = 6.9 ��.89►Yo 4.71 FQ MAX T/ft uSTj T=2 k r A55d,(M E 4-5* T'El151L4 FAtwx,(= coloe, MA 1'JI �rt 66C0= r 3 k1/Fr � i Mi�NAI2OrN�- 6.9'-0,5' sG.7 5 6V-: IS.43OC-Vr. -IF R6�iJF:A:5 uM"e �� 25O0PSi 7' i45Sk�E �Q Lo REiAlf, - sV TF�vslc6 FAtLu¢t= - NoR.%rAL Llrt ca NC. I CON6� kAfUA"C6O ,e61AlF. PLA/� V/CW iva. 1! O e- 5MA L162 3 gAZS: T:5 /4.4 k i' 4 64 A55"L9/f419,0jV@ x 5I-A8 Mr 4 5' A5,5ti IE MjN,cLo,- coy62—'di <.l�ky I 14,4kGT<17,8k I'C �S TH&J(,",oa n.z) Fl n/p pAr2P1IV, vv/ � �71—;('6a oee) _ $S w 4.7'-0,5"=4.2 17,S��T: ,ZZk �'C 45 i 22k GT-e fo,C � 61�Q`o�b=0.5 / , n = Zan \ 26kG T TIC 8EA �02 S BA2l'dy =0,625,,E1"�, 4.,2 Kok #6 B Ak(d b=0.75�J, JA z 36'' 0=10.1751 a C-o3 a= 7/� AX c.�16,43 5° Cr ` - 7. zo;. '� = - 3� /csc' <[7C, J$ 5 SAX- M r6N3/1/d: err = N�3/ i _ 35,5 le-5 C f F = 3,c Ok t �z r �TA i 'I P7 ot: 7 W IV I►/V46A cr 06'lS-IP,m nl6 M iiv. R6/N f. A:X YAySt6g /3r of FaaT/NG: YT6M WA LL (S'f Til , P6vc Act 118-9 S SGGTr I .3,v (IS"H4X Nf) J NDl2 P M r,d = 0,00 2 mlfj AS 8" l8"jr,)=O.Zf n: 2 t'Ntu f kiL HT FA IA Vl W W W VI V1N V�E�� -�Mt�1 ` ' O,ODI Z M/n1 As =�0,�012,$"�IS"�Cb,l7.;,'-PC-218��,IA W6r# O O O NOO M C4 a C zo :0,40•�Z> zyz A A A N CI N Y c .62r S '�L 'if Ot- MrrJ As c (0, Z3.,;,Z ,j I I I I I v . ,... •_•, ,.....•,_ •si i•tT:Nt''TL<EYlil+h+l�1�'�r:. Arlington Airport Lot 30-B Legal Demotion May 10, 1999 That portion of the Southeast quarter. of the Northwest quarta of Section 22,Township 31 North,Range 5 East,W.M. more particuhirly described as follows: COMMENCING at the Northeast corner of the Northwest quarter of Section 22, Township 31 North,Range 5 East, W.M.; thence S 4° 30' 38"E along the North-- o center5ne of said Seatron 22 for a distance of 1475.00 feet; thence S 85°29' 22"W for a distance of 13335 feat to the TRUE POINT OF BEGINNING; dw= eonfimte S 85° 29' 22"W for a distame of 149.97 feet; thence S 3° 33' 16"E for a distance of 190.03 feet; thence N 85°29' 22"E for a distance of 152.89 feet; thence N 40 44' 06"W 1br a distance of 190.00 feet to the TRUE POINT OF BEGINNING, SUBJECT TO AND TOGETHER WITH easernents, conditions, covenants, reservations ad restrictions of record. Situate in the County ofSnoboarish,State of Washington Containing 0.6593 acres of Ind. St GK F. G tsJ1l� 12876.doo(log) Wbk% jo RECEIVED Nov - 9 1999 CITY OF ARLINGTON i r 9/98 9 '' 4 VEINED GARCQ�BUILDING SYSTEMS NOV 9 1999 DESIGN CERTIFICATION Garco Building Systems is an "AISC" certified manufacturer. .lTy F ARLING-r This is to certify that the metal building system to be furnished shall be designed in accordance wl the order documents and will meet or exceed the load requirements as specified below. This includes all primary and secondary framing members, roof and siding panels, and all accessories furnished. Design shall be in accordance with the "AISC" ninth edition "Manual of Steel Construction" and "AISI" (1996) "Cold-Formed Steel Design Manual". The Owner and/or Contractor are responsible for retaining a Professional Engineer if building components are altered, except as required to fit manufacturer's drawings. ENGINEERING CALCULATIONS BUILDING JOB NUMBER: 99142 DATE: CODE 9/8/99 97 UBC JOB NAME: UNIVERSAL AEROSPACE DESIGNED BY: DLC OCCUPANCY JOB LOCATION: ARLINGTON, WA. CHECKED BY: CATEGORY STANDARD BUILDER: S. W. GOHL CONSTRUCTION ^A�,'rL_ 11 IL_ DESIGN PARAMETERS COMMENTS FRAME TYPE: RF ROOF SLOPE: 2:12 BAY SIZE: 25'-0" NOMINAL WIDTH: 80'-0" LENGTH: 125"-0" EAVE HEIGHT: 18'-0" DESIGN LOADS IF ENGINEER'S SEAL FRAME SELF WT. : INCLUDED D ROOF DEAD LOAD: 2.5 psf WAS COLLATERAL LOAD: 3.0 psf LIVE LOAD: 25 psf EXP FAC IMP FAC ROOF SNOW LOAD: 27 psf _ 0.7 1.00 SEISMIC ZONE: 3 1.00 W WIND SPEED: 80 mph C 1.00 °' . k��S�gEO t�' ti ✓ ENCLOSURE TYPE: O Un/Enclosed p Partially Enclosed sslnNA11 �� CRANE CAPACITY: NA CLASS NA MAX. WHEEL LOAD: NA _^ EXPIRES 9-08-00 MIN. WHEEL BASE: ^ NA SPECIAL LOADS: _ This seal is intended for certification of the structural design of the Metal Building System and Components as — provided by GARCO BUILDING SYSTEMS. Design and — overview of all other portions of this project are NOT SEND FILE: _ within the scope of GARCO BUILDING SYSTEMS or this seal. j 1►��y��I i% Building Specifications 5. ROOF AND WALL COVERING (RW & AW) 5.1 General (RW and AW) 1. SCOPE 5.1.1 Material for steel panels and flashings shall be a Garco computer engineered, prefabricated steel, minimum 26 gauge Grade D galvanized or pre- Tapered Beam and Column, Rigid Frame, Tapered paintEA galvanized conforming to ASTM Spec. Rigid Frame, or Modular Beam and Column primary A446 and G-90 coating class, as per ASTM A- structural framing, steel purlin and girt secondary 525, or Zincalume® conforming to ASTM A-792 framing; formed steel roof and wall panels; flashings, and AZ50 coating class. fasteners, closures, and connecting bolts. 5.1.2 Type"RW" panels shall have 1%" deep major box 2. DESIGN ribs spaced 12" on centers with intermediate 2.1 General stiffening ribs. Type"AW" panels shall be similar 2.1.1 A.I.S.C. Specifications for Structural Steel to"RW" configuration except shall be modified A.I.S.I. Specifications for Light-Gauge for"inside-out" or reverse installation. Cold-Formed Steel 5.1.3 Sealant for sidelaps and endlaps shall be 3/16" Metal Building Manufacturers Association dia. butyl mastic tape. Design Practices Manual 5.1.4 Closures shall be preformed closed cell Uniform Building Code laminated-polyethylene foam matching the panel 2.1.2 Design Loads profile. Roof Live Loads: as required 5.1.5 Fasteners for panel to secondary framing shall, Wind Loads: as required be zinc plated #12 x 1-1/4" self-drilling, self- 2.1.3 Design Load Combinations tapping "TEK" screws with 5/16" hex heads and DL + LL, DL +WL and DL + '/2LL +WL neoprene washers. Fasteners for panel sidelaps shall be zinc plated #14 x 3/4" self-drilling lap 3. PRIMARY STRUCTURAL FRAMING "TEK" sheet metal screws with 5/16" hex heads 3.1 General and neoprene washers. 3.1.1 All primary structural framing members shall be 5.1.6 Flashings and trim shall be furnished at rake, automatic submerged arc welded built-up "I" eave, corners and openings to provide finished sections with minimum flange thickness of 3/16" appearance and weathertightness. Minimum and minimum web thickness of Ye". Steel shall be thickness to be 26 gauge. ASTM A572, A529 or A570, with a minimum yield 5.1.7 Ridge panels shall be formed to same stress of 50,000 psi. configuration as roof panels except for slopes 3.1.2 Tapered Beam and Column, Rigid Frame, and greater than 2:12. These utilize a ridge cap Tapered Rigid Frame to be clear span with bay flashing. spacing as specified. 5.2 General (GSS) Standing Seam 3.1.3 Modular Beam and Column Frame to have 5.2.1 Material for plain or pre-painted Zincalume°steel intermediate supporting columns with modules panels and flashings shall be minimum 26 gauge and bay spacing as specified. Grade D conforming to ASTM A-792 and AZ50 3.1.4 Bearing End Frames shall consist of built-up "I" coating class. sections for corner columns, intermediate 5.2.2 Panels shall be 24", 18" or 12" wide, with one 3" columns, and roof beams. deep major rib formed between panels when 3.2 Bolting interlocked. Seam is formed at top of rib. The 24" 3.2.1 All primary connections to be bolted with and 18" wide panels only shall have intermediate 5/8" minimum diameter heat treated ASTM A- stiffening ribs. 325N bolts. ' 5.2.3 Factory applied non-hardening sealant is located 4. SECONDARY STRUCTURAL FRAMING at each sidelap. Eave, ridge, and endlap 4.1 General conditions shall be constructed using extra wide 4.1.1 All light gauge cold-formed sections shall be '/e" x 11/2" butyl sealant tape. manufacturered by precision roll or brake 5.2.4 All exposed fasteners shall have long-life 20 year forming from ASTM 446 Grade D (55,000 psi), heads. galvanized steel or prime coated steel. Minimum 5.3 Skylites thickness shall be 16 gauge. 5.3.1 Skylites and wallites shall be white reinforced 4.1.2 Eave struts shall be 6", 8", 10" or 12" formed Zee fiberglass of same configuration as roof or siding shape. Purlins shall be 6", 8", 10", or 12" Zee panels and shall meet commercial standard CS- sections and shall be either simple span or 214-62 for Type 1 general purpose resins. lapped at connections to provide a continuous 5.4 Color Finish span. Girts shall be 6", 8", 10", or 12" Zee 5.4.1 Color coating of exposed roofing and siding sections. shall be thermoset polyester melamine, applied at .8 mils nominal dry film thickness over .2 mils nominal dry film thickness of epoxy primer. y ■ f- ■ ■ y ■ ■.■ ■..f� MOM ■ F■ 0- 0 MEMO ■ ■ ■ ■ ■ ■ ■ MEN 'l ■ s: ■ I uarcom ROOF & WALL Building Systems RW PANEL & AW PANEL SPECIFICATIONS RW PANEL: The 26 and 24 gage panel brings optimum strength and efficiency to roofs,and has the following features: • Full bearing under rib at side lap provides consistent weather-tight joint. • Roll formed to rigid specification on a 14 pass electronically controlled roll former. • 26 and 24 gage high strength galvanized and Aluminum-Zinc alloy coated steel available in several colors. • Deep trapezoidal ribs on 12"centers for maximum strength. • Two minor trapezoidal strength producing intermediate stiffeners between major ribs • Economical, clean configuration completely compatible with other types of building materials. • 36 inch net covering width in custom lengths. Effective Panel Pro ertles 11250 _ q PAINTED SIDE UP 03125 Material Top In Comp. Bottom In Comp. n� 023381 1}O?Jd 04375 / 01250 THK Wi Fb IxEFF SxEFF IxEFF SxEFF �- I II RADIUS GAGE (IN) (PSF) (KSI) (IN/FT.) 3 3 (IN IFT) (IN/FT.) (IN IFT) o 1675 rpi i 20032 J.-39 �45' 26 0.0180 0.8540 30.0 0.0334 0.0375 0.0324 0.0889 16626 1386 13426 1565 I I�--- - - * _ _ 24 0.0232 1.1200 30.0 0.0460 0.0520 0.0440 0.0540 I- 17-nfl(x7 - - 12 0000 120000 -160000 - - NOTE: Increase bending load values 1l3 for wind ROOF AND WALL PANELS Description Panel Spacing (inches) Condition of Load Gage 24 30 36 42 48 54 60 66 72 78 84 90 Bending 26 182.7 116.5 80.6 59.0 44.9 35.3 28.4 23.3 19.4 16.4 14.0 12.1 Simple 24 247.7 158.1 109.4 80.0 60.9 47.9 38.5 31.6 26.4 23.3 19.0 16.4 Span Deflection 26 182.7 116.5 80.6 59.0 44.9 31.7 22.8 16.9 12.8 9.8 7.7 6.1 24 247.7 158.1 109.4 80.0 59.0 41.1 29.6 21.9 16.6 12.8 10.0 7.9 Bending 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 Two 24 208.3 132.8 91.8 67.1 51.1 40.1 32.2 26.4 22.0 18.5 15.8 13.6 Span Deflection 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 24 208.3 132.8 91.8 67.1 51.1 40.1 32.2 26.4 22.0 18.5 15.8 13.6 Bending 26 229.8 146.7 101.6 74.4 56.7 44.6 35.9 29.5 24.6 20.9 17.8 15.4 Multi 1 24 260.7 166.4 115.1 84.3 64.2 50.5 40.6 33.3 27.8 23.5 20.1 117.3 Span Deflection 1 26 229.8 146.7 101.6 74.4 56.7 44.6 35.9 29.5 24.6 19.4 15.4 12.3 24 260.7 166.4 115.1 84.3 64.2 50.5 40.6 33.3 27.8 23.5 20.0 16.0 AW PANEL• Garco's AW panel adds a custom appearance to the exterior walls it's designed for. Its ribbed-panel finish provides beauty as well as protection. A fluted 1"shoulder separated the shadow face from the deep rib to accentuate both the face and the rib, and has the following features: • Distinctive shadow effecting profile for decorative and architectural uses. • Roll formed to rigid specifications on a 14 pass electronically controlled roll former. • 26 gage high strength Galvanized and Aluminized-Zinc alloy coated steel available in several colors. • Economical, clean configuration completely compatible with other types of building materials. • 36 inch net covering width in custom lengths. • Fasteners are recessed deep with-in major ribs promoting clean appearance. Effective Panel Pro ertles 1250 o 1815 , m 04375 PAINTED SIDE OUT Material Top In Comp. Bottom In comp. /45° THK WT Fb IuEFF SxEFF IxEFF SxEFF � =�~11 1 0 3125 GAGE (IN) (PSF) (KSI) (IN/FT.) 3 INIFT. 3 10000 1ax>a \ Rniiws }(IN IFT) t ) (IN IFT) �-I 1�23v1 1023MJJ rVP 26 0.0180 0.8540 30.0 0.0334 0.0375 0.0324 0,0889 15625+ 3_31+j 2o0/ s6z5 NOTE:Increase bending load values 1/3 for wind _ 120000 + 20000 120000 if MIX, ARCHITECTURAL WALL PANELS Description Panel Spacing (inches) Condition of Load Gage 24 30 36 42 48 54 60 66 72 78 84 90 Simple Bending 26 182.7 116.5 80.6 69.0 44.9 35.3 28.4 23.3 19.4 16.4 14.0 12.1 Span Deflection 26 182.7 116.5 80.6 59.0 44.9 31.7 22.8 16.9 12.8 9.8 7.7 6.1 Two Bending 1 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 Span Deflection 26 183.7 117.2 81.1 59.3 145.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 Multi Bending 26 229.8 146.7 101.6 74.4 56.7 44.6 35.9 29.5 24.6 20.9 17.8 15.4 Span Deflection 26 1 229.8 146.7 1 101.E 1 74.4 11 V56.7 1 44.6 1 35.9 1 29.5 1 24.6 1 19.4 1 15.4 1 12.3 MAILING ADDRESS:BOX 19248 SPOKANE WA 99219•PLANT ADDRESS GARrIELD&MCFARLANE ROADS•PH#(509)244 5611 FAX#(509)244.2850 .. I '' I I i 0 w ul N W N In M (7 M W O m N O W � N It A — R' o a Lu Q to U z a n n n tD 'iti N N (O p CN a N N N N n IN M n U O 0 o in O 0 a N a` 'O 0 'N O (D a0 co Q N 01 W W IN N N n N g W � y a LLI n aO Cl N N N N LO W co (rj pj �p • f" i0 co (D l0 O n Cl) (.) (O a0 (D d N N 11 (D In V z cq O V Li K AA jjyy'��tt�� ( Dom) (ND co 10 O O '�n M Z AAAATl 5 R 4 V O O O �— - 1-1-1-1.51! W O .�- W pMp IW- H C J C M Vl O O G Q W W _Z W ! tD co N 0 Q (D N O O ae [M F0., O p a 0. O Q cl oo� LLI� W J cl gW " N a .��-+ W O LO O d O . . N Q v C O O F .- 4'1 Z ono 0) O N Cl) z _ O m p M Na W z Qa 0 V In O O O x Ili M O KOf ag.V Mc? M N vo0 In QLLC O C o NW lL O O U) J ¢ J -� (' � zv Nno J O n a O LO O N LO 'fD W a N N 0) d N f0 iN z _ . 0 to D (9 o w Q Q y W T ONj CD N Q N m O a y Oy 0 f0 K C.) U) ——_ W (7 Z y Z V z Q ¢ » 0 CD (Do Q o W o 3 o 0 FZW- � c Cl M 'T co N N F N uS 9� LL u. __ Z O 7 7 V1 L NO a oU . OU (� j G W T W N a L Uj w K K •- •- N K Z •- N N W ~a. a i s i- W �_ a m a c=i H m w w Z gW U) UJw ILI I a W W W N _ Vl � W W N a a W W r I I � a i I 'I u I I'I I I y" r'1'Ci a't 1 LJ G'1�7m..1,.v».a7'_L7C-i��_�.,.,.•.,w.._.._._,,.,... �_ ._ Engineering Properties FOR ALL SECTIONS Fy-65 KM!•E-79,bW KM! ZEE SECTION PROPERTIES W 1' W Y T W R Area Wt. IxEFF. SxEFF. ly H Sect. (in.) (in.) (in.) On!) (Lb./Ft) (in!) (in 3) (in.4) (in.) T T 6Z16 0.066 2.5 0.3125 0.817 2.78 4.516 1.424 1.67 6 H X- X H X -X 8Z16 0.065 2.5 0.3125 0.938 3.19 8.873 2.110 1.67 8 R R SZ14 0.076 2.5 0.3125 1.097 3.73 10.471 2.501 1.85 8 BZ12 0.109 2.5 0.3125 1.567 5.33 14.199 3.550 2.13 8 Y Y 1OZ14 0.076 2.5 0.3125 1.249 4.25 17.799 3.513 1.85 10 1OZ12 0.109 2.5 0.3125 1.786 6.07 24.197 4,839 2.13 10 1 ZZ12 0.109 3.5 0.3125 2.166 7.36 43.548 6.506 5.62 12 Allowable Loads I"rousios Po Lwm Foon Max. Bending Deflection at Max. Bending Load Condition Span Load (Lb./Ft.) (as a ratio of the Span U 6Z16 SZ16 SZ14 SZ12 1OZ14 1OZ12 12Z12 6Z16 8Z16 SZ14 8Z12 1OZ14 10Z12 12Z12 ® 16' 122.1 181.0 221.4 304.5 301.3 415.0 558.0 L/142 U188 U182 U179 L/227 L/224 L/300 4 t 20' 78.2 115.8 141.7 194.9 192.8 265.6 357.1 U114 L/151 U145 U143 L/182 L/179 L/240 I 24' 54.3 80.4 98.4 135.3 133.9 184.4 248.0 US L/126 U121 1-/119 U151 L/149 L/200 Simple 25' 50.0 74.1 90.7 124.7 123.4 170.0 228.E US L/121 L/116 L/115 L/145 L/143 L/192 Span 28' 39.9 59.1 72.3 99.4 98.4 135.5 182.2 US L/108 L/104 1 L/102 L/130 L/128 L/171 30' 34.7 51.5 63.0 86.6 85.7 118.1 158.7 L/76 L/100 L/97 US L/121 L/119 L/160 16' 254.8 338.7 437.6 644.2 509.7 832.0 1026.3 L/213 L/311 L/287 L/265 U425 L/354 L/514 20' 158.8 219.2 286.7 396.1 346.9 539.8 682.2 L/167 L/238 L/215 L/211 L/299 L/261 L/372 24' 105.8 145.7 187.3 264.1 251.7 369.9 488.5 L/137 L/192 L/176 1-/173 L/227 L/214 L/286 ® 25' 96.8 132.1 169.0 241.1 234.0 338.9 452.5 L/131 L/185 L/171 L/166 L/214 L/206 L/276 ` 28' 72.7 100.1 127.7 183.1 188.2 261.9 353.5 L/119 L/168 L/157 L/149 L/187 L/183 1-/244 30' 61.2 85.8 108.0 153.5 159.0 226.9 303.5 U715 L/159 L/149 U142 U175 L/169 L1227 32' 136.1 196.9 263.5 L/167 L/156 1-/212 Multiple 34' 117.7 171.9 227.4 L/159 U149 L/201 Span 36' 102.8 151.9 197.4 L/151 L/140 L/193 38' 1173.0 L/185 40' 1152.8 U178 Standard purlin laps are se follows; PURUN SIZE FIRST INTERIOR FRAME ALL OTHERS INTERIOR FRAMES 6'6 6' S'4- 314. 10'6 12' 7'4- 4-6- NOTES: t All values are total loads, including ' The Multiple Span portion of the table dead, live, and self weight. assumes three or more bays and a 2 Loads may be increased by a factor of: setback of the end frame decreasing 1.007 for a 1:12 Roof Slope the nominal bay length for the end bay 1.028 for a 2:12 Roof Slope by one foot. 1.11 1 for a 4:12 Roof Slope "Garco has made every effort to use accurate product descriptions and specifications at the time of this printing. However, because of continuing product improvement and code changes, all specifications and descriptions are subject to change without prior notice.' Revived 10/01/92 F -4W- JOB INFORMATION Garco Job Number: 99142 Customer Name : S. W. GOHL CONSTRUCTION Job Name UNIVERSAL AEROSPACE BUILDING INFORMATION Width : 80.00 Ft Roof Type Length : 125.00 Ft O• Gable Eave Height :_ 18.00 Ft Roof Slope..: � 2 :12 O Single Slope Enclosure Class O Un/Enclosed Number of Bays - 5 Each O Partially Enclosed ID INFORMATION Bay 1 = 25.00 Ft SW Bracing Type Bay 2= 25.00 Ft O• "X"Bracing Bay 3= 25.00 Ft O Portal Frame Bay 4= 25.00 Ft Q Compression Bay 5= 25.00 Ft Sum of Bays= 125.00 Ft ENDFRAME INFORMATION-' Number of Interior Columns: 3 (t) 1/2 Full Load CSP 1 CSP 2 CSP 3 CSP 4 20.00 Ft 20.00 Ft 20.00 Ft 20.00 Ft O P&B O RF The Sum of the column spaces= 80.00 Ft RIGHT ENDFRAME INFORMATION Number of Interior Columns : 3 p 1/2 O Full Load CSP 1 CSP 2 CSP 3 CSP 4 20.00 Ft 20.00 Ft 20.00 Ft 20.00 Ft O P&B O RF The Sum of the column spaces= 80.00 Ft IOADING INFORMATION Importance Factors ROOF DEADiOAD :' 2.5 psf Isn=1.00 Isz=1.00 Iw=1.00 COLLATERAL LOAD :. 3 psf ROOF LIVE,LOAD., 25 psf Snow Occupancy Category(Table A-116-13)SNOW:LOAD..:. 27 psf O 1.Essential Facility WIND SPEED: 80 mph O 2.Special >300 person(in one room) Exposure,C O 3.Agricultural Buildings O B Q C O D O. 4.All Others Seismic Zone Occupancy Category(Table 16-K 01 Z=0.075 O 1.Essential Facility O 2A Z=0.20 O 2.Hazardous Facility O 2B Z=0.20 O 3.Special Occupancy Structure O. 3 Z=0.30 O. 4.Standard Occupancy Structure 04 Z=0.40 (RASTER ENGINEERING Mql PAC E..-J- O 3 S i F[SEI0SMIC ZON0.3 01 02A 02B QO 3 04 8.5 psf TA15CE "CRro 1.00 '�' �SO L ER 63 Sp by default 3.5 psf R 0. 2.5 psf '�! ERAIv1 4.5 2.8 'ME�SEL Y' 2.5 psf B 5.6 2.2 �{ i,isSNa ,l;U c 27 psf 0 GI, 5.6 2.2 x ' U�Ilpl ° ft. fJILdUINGE ,,C T 125 ft. Q` E �tN S C CT as{ 1.5 1.5 default P,0$T&Br171I WI T� 12.5 ft. t R�Gt D FR1AAE, , f. t CIENT � 0.36RI SIDEWALL BRACIN calculated design F rD R; =? C AC70 ' -' 1.00 1.00 0 PORTALS Q X-BRACING w�.� • per side L R0.00 1.00 EDN G PACTO�R' 1.60 1.50 rRIGID FRAME TYP_ I O SHED FRAME 0• RF I SSRF I MBC PERCENT SNOW LOAD USED - FOR SEISMIC CALCULATIONS 25 % BRACED TO ONE Slo" IF SNOW IS > 30 PSF 0 YES .0 NO� `- indicate minimum number of sw braces or portals per side, i.e. if one bay is braced on one side and two bays are braced on the other, indicate 1. For braced to one side indicate total number of braced bays. Note : 25% of snow load, if greater than 30 psf, is Garco's default position unless directed otherwise- LONGITUDINAL note: design roof seismic=V'p/1.4 The total design base shear need not exceed the following: design sw, conn., bracing seismic=V*omega/1.4 equation 30-5 governs seismic by default (30-5) V= 2.5 R a I W= 1.37 psf jU';- DESIGN ROOF.:SEISf1hIC"COnD = 1.46 psf = 14.64 kips total * (use roof sz for portal sw load) DESIGN SIDEWALL SEISMIC'LO\D 2.15 psf = 21.47 kips total (for x-bracing or portal conn's) NNECTIO( rDCbIGN FACTOR i mega/p = 1.47 (for portals only) NNVTVIMWTT�� The total design base shear need not exceed the following: (30-5) V= 2.5 R a I W= 1.70 psf ` GTV' O 7t- ��111I 1.21 psf = 2.43 kips total ESIGN CONNECTION;SEISMIC L�JAQ 3.40 psf = 6.80 kips total CONNECTION DESIGN FACTOR = mega/p = 2.80 MPOST&BEAM The total design base shear need not exceed the following: 2.5 ' Ca " I (30-5) V= R W= 1.37 psf bESIGNRQOF SEISMIC L�JF1I' 0.98 psf = 0.98 kips total DESIGN 13RA'CING SEISMIC LOFT = 2.15 psf = 2.15 kips total . . ,- _. WASIER ENGINEERING S �, l ft Z 3 M I I r v �s i EW CALC.xls �~ 3:54 PM � 9/8/99 ENDWALL LOCATION : O. Left O Right O Both JOB NUMBER: 99142 Tributary Areas For Wind Pressure To Force Calculations Width : 80.00 ft Number of int cols: _ 3 Sum of Eff.Areas= 853 sqft Left Eave Height : 18.00 ft First Module CSP1 : 20 I 2"Effective Area= 1707 sqft Right Eave Height: 18.00 ft CSP2 : 20 Direct Total Area= 1707 sqft Left Ridge Offset: 40.00 ft CSP3 : 20 Left Roof Slope : 2.00 :12 Last Module CSP4 : 20 Right Roof Slope= 2.00 :12 Right Ridge Offset= 40.00 ft Wind Pressure, P(Cq): 18.75 psf ressure Cq: 0.80 Sum of Column Spaces= 80 ft Suction Cq: 0.50 L. Eave Col 1 Col 2 Col 3 j R. Eave Column Line to Framing Line Elevation(ft) 18.00 1 21.33 1 24.67 1 21.33 I 1 I I ( 18.00 Effective Tributary Area Per Endwall Column(sq.ft) 94.17 1 213.33 1 238.33 213.33 I I I I 94.17 Wind Pressure Forces(kips) 1.41 3.20 3.57 3.20 1 1.41 Wind Suction Forces(kips) 0.88 2.00 2.23 2.00 I I I I 1 0.88 WASTER ENGINEERING OX"",? PAGE 1 0F 3 g I I . _ i EW Ch C.xis 3:54 PM - _- ^' 9/8/99 ENDWALL LOCATION : O Left O Right O Both JOB NUMBER : 99142 Tributary Areas For Wind Pressure To Force Calculations Width : 80.00 ft Number of int cols: 3 Sum of Eff.Areas=859 sgft Left Eave Height: 18.00 ft First Module CSP1 : 26 2'Effective Area= 1717 sqft Right Eave Height: 18.00 ft CSP2 : _ 14 Direct Total Area= 1707 sqft Left Ridge Offset: 40.00 ft CSP3 : 20 Left Roof Slope : 2.00 :12 Last Module CSP4 : 20 Right Roof Slope= 2.00 :12 Right Ridge Offset= 40.00 ft Wind Pressure,P(Cq): 18.75 psf ressure Cq: 0.80 Sum of Column Spaces = 80 ft Suction Cq: 0.50 RESULTS L. Eave Col 1 Col 2 Col 3 l R. Eave Column Line to Framing Line Elevation(ft) 18.00 1 22.33 1 24.67 21.33 j 18.00 Effective Tributary Aiea Per Endwall,Column(sq.ft) 124.04 1 223.33 1 203.65 213.33 94.17 Wind Pressure Forces(kips) T.86 ( 3.35 1 3.05 3.20 i 1.41 Wind Suction Forces(kips) 1.16 2.09 1.91 2.00 0.88 WASTER ENGIN~'r•AINGCO�,I PAGE QIr 3 s i i i WIND CALCULATIONS Method I (Normal ForceMethod) Wind Speed= 80 mph Stagnation Pressure,cis= 16.4 psf Exposure Coefficient, Ce= 1.14 Design Wind Pressure, mportance Factor, I= 1.00 P = (Ce)(Cq)(gs)(I) = 18.75 (Cq) psf Longitudinal . Total Endwall Area = 1706.67 Sq Ft Effective Endwall Sail Area= 853.33 Sq Ft Pressure, Cq : 0.80 Effective Pressue Load (P)(A) = 12.80 kips Suction, Cq : 0.50 Effective Suction Load M(A)= 8.00 kips Misc..Additional Load =. 0.00 kips Additional Sail Areas : 0.0 sq ft Total = 20.80 kips __0.0 sq ft or, 10.40 kips per side Left Endframe Location : L. Eave Col 1 Col 2 Col 3 R. Eave Elevation : 18.00 Ft 21.33 Ft 24.67 Ft 21.33 Ft 18.00 Ft _ Area (sgft) : 94.2 213.3 238.3 213.3 94.2 Fp : 1.41 k 3.20 k 3.58 k 3.20 k Fs : 0.88 k 2.00 k 2.23 k 2.00 k 0.88 k Pressure Sum= 12.80 k Suction Sum= 8.00 k Combined Sum= 20.80 k Right Endframe Location L. Eave Col 1 _Col 2 Col 3 R. Eave Elevation : 18.00 Ft 22.33 Ft 24.67 Ft 21.33 Ft 18.00 Ft Area : 124.0 223.3 203.7 213.3 94.2 f Fp : 1.86 k 3.35 k 3.05 k 3.20 k 1.41 k Fs 1.16k 2.09k 1.91k 1 2.00k 0.88k Pressure Sum= 12.88 k Suction Sum= 8.05 k Combined Sum= 20.93 k Endfrarne Lateral Wind Forces Left Side Right Side Cq Values Column Rafter Rafter Column Left Wind : 0.8 0.3 -0.7 -0.5 Right Wind : -0.5 -0.7 Loads Based on a Trib. Width of 12.50 Ft Eff. Lateral Left Wind Force'"-: 4.30 k Cq Eff. Lateral Right Wind Force = 2.43 k - > Left Wind Right Endframb Cq ► E- Right Wind Loads Based on a Trib. Width of 12.50 Ft Eff. Lateral Left Wind Force `. 4.30 k (Figure 1.0) Eff. Lateral Right Wind Force,= 2.43 k (ASTER ENGINEERING CO-P7 PAGE---L- OF 3 5 . . - _ � � ._ i SECONDARY ROOF MEMBERS Material Yields Allow 1/3 increase in working stress for Wind. Purlins,Fy: 55 ksi Cladding,Fy: ^80 ksi O No Yes O ROOF PANEL Gage&"type Q 26 Ga, Rw Applicable Dead + (Snow or Live) Load = 28.0 Psf p 24 Ga, Rw Allowable Load (based on Multi-Span) = 35.9 Psf Q 24 Ga,GSS Panel is OK for Applied Load& 60.0 in purlin spacing. O By Others (Figure 2.0) Purlin Uniform Spacing: 60.0 inches o.c. O Simple Span Bay Size : h 25.0 Feet Q Lapped Span Purlin'Siie 8Z14 3.73Ib/ft Max. Allowed C.S.R. : 1.0 ',... n.,.. me nt+ N,.,. ry ••, r,.. - r-a..vy � +lA•-v. M.�' i_"' •�f•*T` r Gravity!Condlfion" f'` 4.Bay Size r Unit Loadf :T[ib!'. Id'� Appiied� f Allo'v'�ed;,Q+;�C S;R. Clieck_�1�' Full Span Bending=>,i 25.00 Ft 31.0 psf 5.00 Ft 158.7 plf 169.0 plf 0.94 OK Deflection Ratio=> 1-/182 1Nin d Condition Bay Size Gross, Cq "Net7; q �Applied� Allowed Full Span:Bending=> 25.00 Ft __ -1.3 -1.0 -85.0 pif 157.3 plf 0.54 OK Ridge,Edge Zone-> _25.00 Ft -2.6 _-1.8_ -160.0 plf 224.8 plf 0.71 OK Rake Edge Zone=>I 25.00 Ft -2.6 -_9.8 57.5 plf 157.3 plf 0.37 OK_ Eave;Edge Zone- 25.00 Ft -2.6 -1.8 -160.0 plf 224.8 plf 0.71 OK Addition strut braces for Eave Edge Zone: Q Yes O No Notes : A positive applied load is"inward"and a negative applied load is"outward". \ SAG ANGLES REQUIRED AT THE RIDGE AND THE EAVE 1 USE 8Z13 One Piece Eave Strut SIMPLE SPAN USE 8Z14 Purlins @ 60.0 in o.c. LAPPED SPAN 12 Rake Edge Zone -_ 2 �- Eave Edge Zone /125.0 ' 18.01 Corner Edge Zone I � 80.0' - - - - (Figure 3.0) WASTER ENGINEERING COFV PA�� 6 OFF_ 1 I I I _. r . . . � I Material Yields Girts,Fy: 55 ksi Cladding, Fy: 80 ksi Max. Allowed C.S.R. : 1.0 WALL.PANEL, Gage&Type Q 26 Ga, Rw Panel Pressure Coefficient, Cq : 1.2 p 24 Ga, Rw Applicable Wind Load = 22.5 Psf p 26 Ga,Aw Allowable Load (based on Multi-Span) = 75.4 Psf Panel is OK for Applied Load& 48.0 in max.girt spacing. p By Others (Figure 4.0),--,,._, • • SIDEWALL Maximum Girt Trib : 48.0 inches Girt Size : 8Z17 ,Jkw;Bay-Slze`, Gross, Cq ; Nef Cq�Applietl 1 Allowed: C S:R: Check,;l�� Full Span'Begding,-> 25.00 Ft 1.2 0.9 67.5 plf-� 86.1 plf 0.78 OK Edge Zgne'> 25.00 Ft 1.5 1.2 26.0 pif 86.1 pif 0.30 OK SAG ANGLES REQUIRED USE 8Z17 SW Girts Simple Span -BOTTOM SIDEWALL Maximum Girt Trib : 48.0 inches Girt Size : - 8Z17 ";14, - 'lAl 'i'-' 'J 4 n,.-:SOT lf. tit" ��'� Locabon` °j�, .Bay:Size Gross,•Gq et,'-'Cq. 'y !AppUed Allowed s C $;Rn, }:Gtieck� a -> 25.00 Ft 1.2 0.9 67.5 If 86.1 If 0.78 OK Full'SpanBending.- i p p Edge'Zone'=>i 25.00 Ft 1.5 1.2 26.0 plf 86.1 plf 0.30 OK SAG ANGLES REQUIRED USE 8Z17 SW Girts Simple Span LEFT r Maximum Girt Trib :1 48.0 _inches Interior Girt Size : 8Z17 Corner Girt Size : 8Z17 " .L'oca lornA Bay.Slze ' Gross,�Cq Net, Cq �S Applied` =Allowe S.R: Checkfi; Max..Inte'rior'Bay=>i 20.00 Ft 1.2 1.0_ 72.0 plf 134.5 plf 0.54 OK_ Corner,eayFull'Spanr=> 20.00 Ft 1.2 1.0 �72.0 pif 134.5 pif 0.54 OK ;;Edge Zone'=>i 20.00 Ft 1.5 1.3 38.7 pif 134.5 pif 0.29 OK USE 8Z17 Interior EW GirtssiG ANGLES REQUIRED USE 8Z17 Corner EW Girts r Maximum Girt Trib : 48.0 inches Interior Girt Size : 8Z17 Corner Girt Size : 8Z17 Location Bay Size Gross, Cq' ' Nett "Applied Allowed G.S:R. Check7" Max.Interior Bay=>i 20.00 Ft 1.2 _ 1.0 72.0 pif 134.5 plf _0.54 OK 'Corner Bay'FUII Span=>I 26.00 Ft 1.2 0.9 67.5 pif 79.6 plf 0.85 OK Edge-Zone=>; 26.00 Ft 1.5 1.2 24.4 pif 79.6 pif �i0.31 OK USE 8Z17 Interior EW Girt,<n)G ANGLES REQUIRED USE 8Z17 Corner EW Girts WASTER EI;GIti�tr=;lyduC�l �l pAGE._ Z _OF 3S i ' I i I 3 CMU33NIJN3 URSVIO �- - - -- - - r - _r it b9-�Z'Z ......................................_r -- -- O X LA m _ z � p H d W u� cq G 0 o O O coU -C 01 A p A r r- 70 0 a -7 -17 -n rh-co £'}y n � S �• 1 I I I I 13R. N 6=? RT. E N P vV A L�- 4noo wWW WU,W LnLn� GANo Py /� � GABS-C O O tl Ln 3. M V M L' 6H poop I ALl_yy l AL' L C Lc7A 05 : 716 0 ROD ll. Sk %Z 0 ROD > 3, 3 3*Q GA 8L ?.?k C 1, 33 2- [RASTER ENGINEERING CO? l PAM 9 ®F ]31 I i 'T X O N I J� ^ L lJ = �I "i 0 0li v � 00 NOf M Q w d w �n m a �`' oa cng �nm O O �VI m (D 1, n m U O p C; N O ui ` r C4 CO N Pi = O1 J2 lD N N Iq 6 m z (D O NN O CV J Z O O N 0 0 0 0 0 a D_ O O O O O W 00 m J w O m 0) 0 0 " + 4 m O rn 0) 0 0 Q 00 O) Ol 00 OJ m m n O E Li 6�1 N m U O O O O .N .� O Cl.- 0 0 Cl 0 0 Y J W O OJ O] O O y r O o O rn rn O O O O Ln Ci Z a CO 0) 01 CO CO N CO !]. , O m r r + N S hJ N m m]C Ol O O O 01 W W C7 OD 00 0 3 2 N N N 3 (n 0 0 0 0 0 O vJ N O O O m W O CD Y 0 00 n- CD O CN n t\ 00 m �S N N N -- �`~ 0 6 61616 W 0 0 0 0 0 0 0 0 0 to Z CD O O C.) O O O O ED 00 m Z_m 0 0 0 0 0Lq0 0 I% N 3 JO - N LO lV M 1� 00 N � 00 O O O A LO o Y 0 0 0 f` I\ S N N N J � mQ ~ 0 0 00 O p p Q a \ U / w 0 0 0 0 0 Q O O O Cl O 0 0 0 0 0 O en S 3 Z J \ 'oo cti .r ui viO N O U N � N z \ 00 W Lq \ Y NMv cn m O. N / X (n m Ol Lj Z z i cn m W ,I p �I rn m iv M O E a RASTER ENGINEERING -f" OAGE.- ° OF 3� Q I I ._ 1 • 1 � I I �I h� B / \ D B B B I T1 3 /TO 4 1 �T9 5 /T10 2 T7 S1_, S5-i- S7--J>V S9--1 S3-, S2� S6 S8l S10 S4f UNIVERSAL AEROSPACE MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 6. 0' by 8. 0' 4 - 3/4' 0 BP2 6. 0' by 8, 0' 4 - 3/4' 0 BP3 6. 0 by 8. 0' 4 - 3/4' 0 BP4 6. 0' by B, 0' 4 - 3/4' 0 BP5 6. 0' by 8, 0' 4 - 3/4' 0 LOAD COMBINATION I LOAD COMBINATION 3 1.00 SW + 1. 00 DL + 1.00 CL + 1.00 SL 1,00 SW + 1.00 DL + 1.00 CL + 1.00 UNB SLIT SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR K[P-FT) NUMBER (KIPS OR KIP-FT) S 1 -0.000 S 1 -0.000 S2 5.047 S2 5.047 S3, -0.000 S3 -0.000 S4 5.037 S4 3.067 S5 0.000 S5 0.000 S6 B.999 S6 8.999 S7 -0.000 S7 -0.000 S8 9. 106 S8 7.311 S9 -0.000 S9 -0.000 S10 8.983 SIO 5.433 T I 0.00 T 1 0.000 T8 0.000 TB 0.000 T9 0.000 T9 0.000 T 10 0000 TtO 0.0pp0 T7 0.000 T7 0.000 LOAD COMBINATION 2 , LOAD COMBINATION 4 1. 00 SW + 1. 00 DL + 1.00 CL + 1.00 UNB SLI 1.00 SW + 1.00 DL + 1.00 CL + 1.00 LL SUPPORT R ACTION SUPPORT REACT ON NUMBER (Kl S OR KIP-FT) NUMBER (KIPS ❑� KIP-FT) S1 -0.000 SI -0.000 S2 3.098 S2 4.759 S3 -0.000 S3 -0,000 S4 5.037 S4 4,749 S5 0,000 S5 0.000 S6 5.443 S6 8,473 S7 -0.000 S7 -0.000 S8 7.311 S8 8.575 S9 -0.000 S9 -0.000 SIC O 8.989 S 10 8.463 T 1 01000 T 1 01000 T8 0.000 TB 0.000 T9 0.000 T9 0.000 T 10 0.000 T 0 0.000 T7 0.000 T� 0.000 [AASTER ENGINEERING COPY BuRdi Washington Spokane REACTIONS Page No, F l-A-01 Eil Systems Date t 09/15/99 08: 41147 Job No, 99142B 1. Support definitions necessary to Insure Frame stability are not shown. 3. Foundations, footings, anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and soli conditions of the bullding site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be Supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions, 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. E I , _ � - - i - - - - -- � LOAD I I o .00 ACTT b00 LWLI U'`� RT+�.�KIPSCOROKOIPCFi) 1.00 SL + 50 LVL I I NUM6 (KI S O1� KIP-FT) NUM SI -4.424 SI -3.219 S2 -4.260 S2 3. 158 S3 -1,070 S3 -0.535 S4 -1.400 S4 3.981 S5 -0.004 S5 -0.004 S6 -1. 110 S6 IL824 S7 -0.000 S7 -0.000 SB -2. 195 SB 8.985 S9 -0.004 S9 -0,004 S10 -2.474 SIC 7.210 T9 0.0 T9 0.000 T1O 0.0�0 TIO 0.000 T7 0.000 T7 0.000 LOAD COMBINATION -6 1 LOAD COMBINATION - 1.00 SW + 1.00 DL + 1.00 CL + .50 SL + L 00 LWLI 1.00 SW + 1.0O1 DL + 1.00 RWL I SUPPORT REACTRON SUPPORT REACT ON NUMBER (KIPS 0 KIP-FT) NUMBER (KIPS O KIP-FT) S1 -4.423 SI 1.070 S2 -1.876 S2 1.421 S3 -1.070 S3 J. S4 0.975 S4 -1.453 S5 -0.004 S5 2.717 S6 3.237 S6 -4.831 S7 -0.000 S7 -0.000 S8 2, 195 S8 -3.099 S9 -0.004 S9 0.003 SIC 1.874 SID -3.485 T 1 0.000 T 1 0.000 T8 0.000 TB 0.000 T9 0.000 T9 0.000 TIC 0.000 T l C 0.000 T7 0.000 T7 0.000 LOAD COMBINATION -7 - LOAD COMBINATION -12 1.00 SW + 1.00 ➢L + 1.00 CL + 1.00 SL + .50 LWLI 1.00pSW + 1.0 OL + 1.00 CL + .50 SL + 1.00 RWLI SNUMBER (KIPSCOROKIP-FT) SNUMBER (KIPSCOROKIP-FT) SI -2.211 S1 1.070 S2 2.560 S2 3.804 S3 -0.535 S3 1.712 S4 3.981 S4 0.931 S5 -0.002 S5 2.717 S6 7.896 S6 -0.483 S7 -0.000 S7 -0.000 S8 7.446 S8 1.291 S9 -0.002 S9 0.003 S 10 7.209 SIC 0.662 T� 0.000 T 1 0.000 T 0.000 T8 0.000 T 0.000 T9 0.000 TIC 0.000 T l O 0.000 T7, 0.000 T7 0.000 LOAD COMBINATION -8 , LOAD COMBINATION -13 1.00 SW + 1.00 DL + 1.00 LWL11 1.00pf W + 1.00 ➢L + 1.00 CL + 1.00 SL + .50 RWLI SNUMBER (KIPSCOR KIP-FT) SNUMBER (KIPSCORDKIP-FT) S1 -6.439 S1 0.535 S2 -3.064 S2 5.400 S3 -1.070 S3 0.856 S4 -1.408 S4 3.958 S5 -0.007 S5 1.358 S6 6.746 S6 6-036 S7 -0.000 S7 -0.000 S8 0.892 S8 6.994 S9 -0.COD S9 0.002 S10 -2.048783 S10 6.704 TB 0000 TB 0000. : T9 0. T9 0.000 T 10 0.000 T 10 0.000 T7 qq 0.0`00 opT7 ppLL0.0100 LOAD IUOOISWTi01.009Rl bI0N0 CL + .50 SL + 1.00 LWLI[ LOAD COMBINASIJPPORTT+O1,004REACTIpNO RWL1I SUPPORT I NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI -6.438 SI 1.070 S2 -0.680 S2 3.516 S3 -1.070 S3 1. 712 S4 0.975 S4 1.837 S5 -0.008 S5 4.736 S6 11.094 S6 -6.589 S7 -0.000 S7 -0.000 SB 5.272 S8 -0.694 S9 -0.008 S9 0.006 Stt0 11,874 SIO 2.614 T I 0.000 T I 0.000 T8 0.000 TB 0.000 T9 0.000 T9 0.000 T 10 0.000 T O 0.000 T7 0.000 T� 0 000 PASTER ENGINEERING COM, PAGE- 1 Z ®F !S ��r z,� Building Spokane REACTIONS Page No. F 1-B-01 a Systems Washington Date ; 09/15/99 08: 41: 47 ,bolo No, 99142B 1. Support definitions necessary to Insure Frame stability are not shown. 3. Foundations, Footings, anchor halt Imbedment, thrust angle, hairpins or ties _ For thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and soli conditions of the bullding site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. I!� 1 i � � �* I TT • .so SL • 1.oo RvL i i p 1 • 1.0 RACT p00 TS MUM (KI S00 bKIP-FT) NUMB R <KI S 0� KIP-FT) S2 699 S2 -1,475 S3 1. 712 S3 -I.499 S4 4. 220 S4 -1.486 S5 4. 736 S5 0.037 S6 -2.242 S6 -2.465 S7 -0.000 S7 -0.000 so 3.696 SO -1.523 S9 0.006 S9 -0.000 sic O 6. 990. pp61 STT 10 -2.475 T9 0.000 I -4.001 J T10 0.000 TI0 -3.5R7 T7 0.000 T7 1.497 LOAD C❑MSIy�TI❑N -16 LOAD COMBINATION -21 1. 0 a + 1.00 DL + I.00 CL + 1.00 SL + .50 RWLI I 1.00 SW + 1.00 ➢L + 1.00 CL + .50 SL + 1.00 TS SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS ❑ KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 Q.535 S 1 1.499 S2 6.448 S2 0.908 S3 0.856 S3 1.499 S4 5.603 S4 0.897 S5 2 368 S5 0.000 S6 5. 157 S6 1.8B2 S7 -0,000 S7 -0.000 S8 & 197 SO 2.866 S9 0.003 S9 -0.000 T10 0 000 T10 -1 49727 T8 0.000 T8 - .507 T9 0.000 T9 -4.013 T 10 0.000 T 10 -3.50 T7 0 000 T7 1.497 LOAD COMBINATION -17 LOAD COMBINATION -22 1.00 SW + 1.0 DL + 1.00 TP I.0 SW + 1.00 DL + 1.00 CL + 1.00 SL + .50 TS SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 1.461 S 1 0.750 S2 -1.475 S2 3.952 S3 -1.490 S3 -0.750 S4 -1.496 S4 3.942 S5 0.037 S5 0.000 S6 -2.465 S6 7.219 S7 -0.000 S7 -0.000 S8 -1.524 S8 7.782 S9 -0.000 S9 -0.(100 S10 -2.475 S10 7.209 T1 1.497 T1 -0.748 TB 3.507 T -1. 753 T9 4.013 T9 -2.006 T10 3.507 TIO -1.753 T7, -1.497 T7 0.748 LOAD COMBINATION -I8 1 LOAD COM_@IMgTION -23 1.00 SW + 1.00 ➢L + I.00 CL + .50 SL + 1.00 TP I.uu Sv + 1.00 DL + I1.00 CL + . 71 SZ 1 SNUMBER (KRPSCRROKIP-FT) SNUMBER (KIPSC0ROKIP-FT) S1 1.498 S1 -0.992 S2 0.908 S2 0. 135 S3 -1.49B S3 -0.000 S4 0.698 S4 I. 120 S5 0.000 S5 -0.002 S6 1,882 S6 2.793 S7 -0.000 S7 -0.000 SO 2.866 S8 2.090 S9 -0.000 S9 -0.002 S10 1.B72 S10 1.836 T 11 1.497 T 1 0.000 T8 3.507 TO 0.000 T9 4.013 T9 0.000 T 10 3.507 T 10 0.000 T7 -1.497 T7 0.000 LOAD COMBINATION -�9 • LOAD COMBINATION -24 1.0 SW + 1,0 DL + 00 CL + 1.00 SL + .50 TP 1.00 SW + 1.00 DL + 1.00 CL + . 71 SZII SUPPORT REACT ON SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Sl 0.749 S1 -0.000 S2 3, 952 S2 2. 162 S3 -0. 749 S3 -0.000 S4 3.942 S4 1. 156 S5 0.000 S5 0.994 S6 7.219 S6 0.980 S7 -0.000 S7 -0.000 SO 7.782 SB 1.759 S9 -0.000 S9 0.001 SIG 7,209 SIG I 917 T 1 0, 48 T 1 b.000 TO 1.753 TO 0.000 T9 2.006 T9 0.000 T 0 1. 753 T II0 0.000 T� -0. 74B T7 0.000 WASTER ENGINEERING ON'l PAGE 13 o T 3 s_ Building Spokane RE ACT I ONS Pa e No, Fl-e-01 Eig Systems Washington Date : 09/15/99 08: 41147 Job No. 99142B 1. Support deFlnitlons necessary to Insure Frame stability are not shown. 3. Foundations, Footings, anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a quallfled pro Fessional engineer loased on concrete strength and soli conditions of the bullding site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be sv'pplled by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM spec)Flcatlon A307 or better. i _ _ _ _ i . , _ .. . - R ACT <KI S 0 KON IP-FT) S1 -0.000 SI 0.000 S2 0.715 S2 3.611 S3 -0.000 S3 -0.000 S4 0 704 S4 3. 611 S5 0.000 S5 0.000 S6 1.096 S6 6.586 S7 -0.000 S7 0.000 S8 1. 126 SB 6.651 S9 -0.000 9 SID 085 SID 6.596 T� 9.000 0.000 T9 0.000 T I O 0,000 T I O 0.000 T7 0.000 000 LOAD COMBINATION 26 , LOAD COMBINATION 31 : SUPPORT REACTION SUPPQRjLI REACTION NUMBER (KIPS OR KIP-FT) NUM E (KIPS OR KIP-FT) S1 0,000 SI -4. 424 S2 0.434 S2 -4.974 S3 0.000 S3 -1.070 S4 0.434 S4 -2. 112 S5 0.000 S5 -0.004 S6 0. 791 S6 -2.206 S7 0.000 S7 -0.000 SO 0.799 SO -3.320 S9 -0.000 S9 _ S10 0.791 SID TI 0.000 3. 559 T� 0.000 T70 0.000 T70 0.000 LOAD COMBINATION 27 , LOAD CQa0l1L(AWTION 32 1.00 SL 1. SUPPORT REACTION E NUMBER (KIPS OR KIP-FT) NUMBEER (>KI SC0 KIP-FT) S1 0.000 S1 -6. 439 S2 3.899 S2 -3. 778 S3 -0.000 S3 -1.070 S4 3.899 S4 -2. 112 S5 0.000 S5 -0.007 S6 7. 112 S6 5. 651 S7 0,000 S7 -0.000 S8 7. 192 SB -0.243 S9 -0.000 S9 -0 C.09 S10 7. II SID -3.559 00 T9 0. T9 0.000 TIC] 0.000 T 10 0.000 T7, 0.000 T7 0.000 LOAD COMBINATION 28 LOAD COMBINATION 33 1.00 UNB SLI 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0,000 SI I.070 S2 1.949 S2 0.707 S3 -0.000 S3 1.712 S4 3. 899 S4 -2. 157 S5 0.000 S5 2. 717 S6 3.556 S6 -5. 926 S7 0.000 S7 0.000 SB 5.386 S8 -4.224 S9 -0.000 S9 0.003 S10 7. 112 SIG -4.571 T9O 000 0. T9 B.000 T 10 0.000 T 10 0.000 T7 0.000 T7 0.000 LOAD COMBINATION 29 : LOAD COMBINATION 34 S00 UNB SLII 1.00 RWL I UPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.000 S 1 1.070 S2 3,899 S2 2. 802 S3 0.000 S3 1.712 S4 1.949 S4 1. 132 S5 0.000 S5 4.736 S6 7. 112 S6 -7.695 S7 0.000 S7 0. 000 S8 5.266 S8 -1. 819 S9 -0.000 S9 0.006 b T10 0.000 T10 000 528 TO 0.000 TD 0. 000 T9 0,080 T9 0.000 T10 0.0 0 T10 0.000 17 0.000 T7 0. 000 WASTER ENGINEERING COPY PAGE ®F 3 s_ EEI Building Spokane REACTIONS Pa e No, F1-D-01 Systems Washington Date : 09/15/99 0& 41 14 7 ,j o Jo N o, 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. foundations. footings, anchor bolt Imbednent. thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and soli Conditions of the building site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be supplied by the concrete contractor. 4• The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. �. �� .� � I _ ., _ . i WIMPf T) SI 1,452 S2 -2. 190 S3 -1.490 S4 -2. 190 S6 3.561 S7 0.000 S8 -2.649 Tb 1.497 T70 -1.491 LOAD COMBINATION 36 SNUMBER (Ki SCOROKIP-FT) S1 1.453 S2 -2. 190 S3 -l.499 S4 -2. 190 S5 0.046 S6 -3.561 S7 0.000 SB -2.649 S9 -0.000 SIO -3.561 Te -1:0507 Tl0 -3:Sa7 T7 1.497 LOAD COMM81NATION 37 SNUMBER (KIPSCOROKIP-FT) S1 -1.389 S2 -1.418 S3 -0.000 S4 -0.025 S5 -0.002 S6 1,268 S7 01000 SB 0.232 S9 -0.002 S 10 -0.056 T9 0. T70 0.000 0000 LOAD COMS152TION 38 SNUMBER (KIPSCOROKIP-FT) S I 0.000 S2 1.419 S3 0.000 S4 ❑.025 S5 1.392 S6 -1.269 S7 0.000 SB -0.232 S9 0.002 TI0 0,g00 T9 0.1 T70 0.000 WASTER ENGINEERING CO-Pl PAGES OF 3S Building Spokane REACTIONS Page No, F 1-E-01 �f�2Ul��J Systems Washington Date : 09/15/99 08: 41: 47 J o b N o, 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations, Footings, anchor bolt Imbedment, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and soil conditions of the building site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. <.- I 0 N n O O O M fn OO )) M O O M r p0 N CQ C) n a w (n N L U) m LC) O O O (�.J r� M Q) oO U ro rn 0, rn 00 Q U O CU O O N O a C o 0 ._.� 000 _ o o 0 c:> O O p W Z N W � + J G V O I d o 0 0 4 w .WI. �w 0000 Q -� U v� p 0000 '= 1 4 M N (N N CD 2. L,) w � z = z a 0 6 0 O N (n LL i� r �/ QWp CD C:) C) O co LLJ LLI O 0 t- NNt6o � w O O Of 0 (81 OO in O (Nnw UoNpm m U � Lo DO Ln Q' d ��aaJJ + 2 N N 3 V, .. ~ 0 0 0 O 0 a� W J N U O O Io N C, w= 0000 OOOOrn Z 0 0 0 O O O O (O N Z p 0 0 0 0 IQ C! q - tD 00 00 (o CO N M t\ 00 °O O O O Ln I Y 0 0 (n N U Lq Lq M M OJ p O O O O w p 0 N o 0 CD o oa o 0 0 0 Lil 3 ao 00 (o co b44 a a W O L L LJ pp O U (N 3 bl f- LL- M N CD O -� mm � v v a, rn rn 0 rn o, m a o, w mwM ME 0, Z _ o cn co I N N , n N IUSTER ENGINEERING COP'l d `^ 3 OF �S U; ° N m i I B B P P I 2 S1- S3- S2 S4 UNIVERSAL AEROSPACE MARK WIDTH BY DEPTH ANCHOR DOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 8. 0' by 12. 0' 4 - 1' 0 BP2 8. 0' by 12. 0' 4 - 1' 0 LOAD COMBINATION 1 ' LOAD COMBINATION -7 1.00 SW + I. 00 DL + 1.00 CL + 1.00 SL 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + .50 LWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Sl 25.342 S1 16, 790 S2 35.465 S2 26.735 S3 -25.342 S3 -22,038 S4 35. 465 S4 28.825 LOAD COMBINATION 2 , LOAD COMBINATION -8 1 1.00 SW + 1.00 DL + 1. 00 CL + 1.00 UNB SLI 1.00 SW + I.00 DL + 1.00 LWL11 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 20.249 SI -7.963 S2 24.930 S2 3.559 S3 -20.250 S3 -6.375 S4 32.090 S4 -2. 124 LOAD COMBINATION 3 - LOAD COMBINATION -9 I.00 SW + 1.00 DL + 1.00 CL + 1.00 UNB SLII 1.00 SW + 1.00 DL + 1.00 CL + .50 SL + 1.00 LWLI[ SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 20.250 S1 4.484 S2 32.090 S2 20.556 S3 -20.249 S3 -18.822 S4 24.930 S4 14.874 LOAD COMBINATION 4 - LOAD COMBINATION -10 1 1.00SW + 1.00DL + I.000L + 1.00 1.00SW + 1.00DL + 1.000L + I.00SL + , 50LWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 23.833 S 1 20.005 S2 33,404 S2 34.964 S3 -23,833 S3 -27. 174 S4 33. 404 S4 32. 123 LOAD COMBINATION -5 - LOAD COMBINATION -11 1.00 SW + 1.00 DL + 00 LWLI 1.00 SW + 1.00 DL + 1.00 RWLI SUPPORT REACT ON SUPPORT REACTION NUMBER (KIPS O KIP-FT) NUMBER (KIPS OR KIP-FT) SI -14.392 SI -3.896 S2 -12. 901 S2 -8.721 S3 3.896 S3 14.392 S4 -8. 721 S4 -12.901 LOAD COMBINATION -6o-L LOAD COMBINATION -12o1L SUPPORT 1. 00 REACT�bNO CL + .50 SL + 1,00 LWLI If RUTW + 1.00 REACT]bN CL + .50 SL * 1,00 RWLI NUMBER (KIPS ❑ KIP-FT) NUMBER (KIPS OR KIP-FT) SI -1.945 S1 8.551 S2 4.098 S2 8.278 S3 -8.55l S3 1.945 S4 8. 277 S4 4.098 Building Spokane REACTIONS Page No, F 1-A-02 Eig Sys tetl5 Washington Date : 09/13/99 091 381 11 J o b N o, 99142B 1. Support definitions necessary to Insure frame stability are not shown, 3. Foundations, Coatings, anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and Boll conditions of the building site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be Supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In nccordnnca•,l+lth sp ICI I n A307 orb tter. 1 0l, i�A1 IC 1-7 e I I _ � �1 r_ _ • II 4 RR TT p� fK fP•iT) (K(�t00B KIP-FT) SI 22.038 S1 IB 858 S2 28.025 S2 25.754 S3 -16.790 S3 -18.058 S4 26. 735 S4 25.754 LOAD �OMM�IINATION -64 ,ACT bN0 RWLIf LOAD COMBINATION 25 1 NUMB R (KIPS 0R KIP-FT) RNUMBER 1 (KIPSCOROKIP-FT) SI 6,375 SI -17. 104 S2 -2. 124 S2 -17.460 S3 7.962 S3 6.607 S4 3.558 S4 -13.200 LOAD 1.00'SSWT:°1.0 DL + 1.00 CL + .50 SL + 1.00 RWLII LOAD COMBINATION 26 SUPPBRT RPACTION SUPPORT REACTION NUM ER (KI S ❑ KIP-FT) NUMBER (KIPS OR KIP-FT) S1 18.822 St -10.674 S2 14.874 S2 -1.002 S3 -4.484 S3 -3.664 S4 20.556 S4 -6.6B4 LOAD COMBINATION -16p LOAD IClOMBINAT�ON 27 R.00 SW + 1.00 REACTION0 CL + 1.00 SL + .50 RWLII SU00 RTL REACTION UPPORT NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 27. 174 St -6.607 S2 32. 124 S2 -13.280 S3 -20.005 S3 17. 104 S4 34. 965 S4 -17.460 LOAD COMBINATION -17 1 LOAD COMBINATION 28 1.00 SW + 1.00 DL + 1.00 CL + .71 SZ1 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS ❑ KIP-FT) NUMBER (KIPS OR KIP-FT) St 3. 776 S1 3.664 S2 7.022 S2 -6.683 S3 -6. 173 S3 10.674 S4 8.277 S4 -1.001 LOAD 1C1OMBINATION -18pL ll LOAD COMBINAATION 29 Sl1PPORT + 1. 00 REACTION° CL + .71 SZII RUPPORTI REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 6. 173 S1 -1.678 S2 8.277 S2 -0.878 S3 -3. 776 S3 -1.67B S4 7,022 S4 0.878 LOAD COMBINATION LOAD COMBINATION 30 1.00 SW + 1. 0l9 DL 1.00 SZ I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 2.712 S1 1.678 S2 4.559 S2 0.878 S3 -2, 712 S3 1.678 S4 4.559 S4 -0.87B LOAD COMBINATION 20 � 00 CL 11PPORT REACTION NUMBER (KIPS OR KIP- SI 2.263 S2 3.090 RFACTIDNS! S3 63 S4 -2.3.090 WIND SEISMIC LOAD COMBINATION 21 00 SL IJPPORT REACTION NUMBER (KIPS OR KIP-FT) SI 20.367 4 S2 277.816 S4 27.866 �Z g�' �3'Z� LOAD COMBINATION 22 1 / SUPP RT REACTION �. NUMBER (KIPS OR KIP-FT) -q 7 S1 15.274 S2 17.281 ------- S3 -15.275 S4 24. 441 LOAD 1.001UNB10SLI123 Yv K 7 ? k SUPPORT REACTION ^91 7�� 7 7 ! l NUMBER (KIPS OR KIP-FT) ! ' S1 15.275 S2 24. 441 S3 -15.274 S4 17.281 (RASTER ENGINEERING C0C0J (PArGF. l c- OF s_ o Building Spokane REACTIONS Page NO, F l-B-02 Systems Washington Date 09/13/99 09: 38l 11 J O b No, 99142B 1. Support definitions necessary to Insure frane stablllty are not shown. 3. Foundatlons, footings, anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and soli conditions of the building site. 2. All anchor bolts (Including bearing angles or bars welded at top) ore to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTH specification A307 or better. I I I - - � _ _ _ BASE CONNECTION : F - 5/8 " PLATE 4 - 1 " 0 BOLTS Building Spokane MBP Run: 99142B_02 Systems Washington WASTER ENGINEERING , Dote: 09/1 /J9 09:38:11 — Connection: 1 `A1rcE 0F 3 S i I M 'Ct Of 11,in WPM orce'Gol rn "I y. Outer Flange Width bl: 8.0000 inches 1.00 SW+ 1.00 DL+1.00 CL+ 1.00 SL Axial Load Combination Outer Flange Thickness tfl: 0.5000 inches Axial Force -35.4652 kips Web Depth d: 10.9588 inches 1.00 SW+ 1.00 DL+1.00 CL+ 1.00 SL Web Thickness Nv: 0.2500 inches Shear Load Combination Inner Flange Width b2: 8.0000 inches b Shear Force -25.3421 kips Inner Flange Thickness tf2: 0.5000 inches 'riateXiesign .1301t Design Base Plate Width w: 8.0000 inches Bolt Size 4- It' 1.00 SW+1.00 DL+ 1.00 CL+1.00 SL Base Plate Depth h: 11.9588 inches Load Combination I Plate Thickness t: 0.3750 inches Actual Shear Force -25.3421 kips Cantilever Distance I cl: 0.0000 inches Allowable Shear Force 31.6000 kips Cantilever Distance 2 c2: 0.0000 inches Actual Axial Force -35.4652 kips Bearing Area 36.5529 inches Allowable Axial Force 0.0000 kips Allowable Concrete Bearing 1 487.5000 psi Allowable Increase 1.0000 Allowable Bearing for the 54.3725 kips base plate thickness cH l tf1 2t 2k U c2 W eb Weld;Design -H H-H Web Weld 3/16"Single ............ .......... . I 12t Allowable Shear Force 30.4304 kips bl tw b2 Allowable Increase 1.0000 .......... 2t d << 1�. F lq'n"'g s W c I d D6igii Flange Weld 0.25 Single Allowable Axial Force 59.3880 kips H-H H H cl tf1 2t 2t U2 c2 Allowable Increase 1.0000 WASTER ENGINEERING COP11. OF 3,K i ., I HAUNCH CONNECTION : 5/8 " PLATE 12 - 7/8 " 0 BOLTS G3 GUSSETS (f Building Spokane MBP Run: 991428_02 Dote: 09/13/99 09:38:1 1 l� systems Washington WASTER ENGINEERING Cl��f�''7 Connection: 2 i on pad ( un u 1j,"ZEN,21 1.74,LW 4 6 TMA EMMA MO .- "i"41, (A�WPT? V.!Vvjj .1 61 "1`1111111iiATO F14,14, 'WgUnf�d.' on; rl�= Outsidenfla 1.00 SW+ 1.00 DL+ 1.00 CL+ 1.00 SL 1.00 SW+ 1.00 DL+ 1.00 LWLI Load Combination Number I Load Combination Number -5 Moment .3355.6587 kip ft Moment 163.4473 kip fit Tension 0.0000 kips Tension 13.5965 kips Dist R I to comp. Flange L 1 33.2200 inches Dist RI to comp.Flange L 1 33.2200 inches Trial Number of Bolt Pairs 4,0000 pairs Trial Number of Bolt Pairs 2.0000 pairs Bolt Spacing 3.5000 inches Bolt Spacing 3.5000 inches Bolt Gage 3.0000 inches Bolt Gage 3.0000 inches Trial Bolt Size 0.8750 inch Trial Bolt Size 0.8750 inch Allowable Increase 1.0000 Allowable Increase 1.3300 Flange Weld t, 0.2500 inches Flange Weld 0.2500 inches Gussett Weld 0.3750 inches Gussett Weld 0.3750 inches Flange Thickness 0.5000 inches Flange Thickness 0.5000 inches I Gussett Thickness 0.3750 inches Gussett Thickness 0.3750 inches b 3.0000 inches b 3.0000 inches Outside Bolts Inside.Bolls RI Pr. (Moment) 44.4400 kips RI Pr. (Moment) 32.7900 kips Total Tension Load Pr. 44.4400 kips Total Tension Load Pr. 36.1900 kips Allowable Tension Load Pr 52.1700 kips Allowable Tension Load Pr 70.2300 kips Actual Shear Load 3.5100 kips Actual Shear Load 1.7900 kips Allowable Shear Load 21.0000 kips Allowable Shear Load 27.9300 kips Bolt Material A-325N Bolts Bolt Material A-325N Bolts Bolt Size 7/8 inch Bolt Size 7/8 inch o plf,777717.. On6idc Connection Plate Ins,:ide on*iecec le e Flana -1 1.1045 inches le Flange 1.1045 inches le Gusset 0.8286 inches le Gusset 0.8286 inches Mu 5.2599 kip in Mu 4.2834 kip in Peff 9.5245 kips Peff 7.7563 kips S Required 0.1403 in A' S Required 0.0859 in,"') MASTER ENGINEERM C"P, t T Required 0.5296 inches T Required I�L0.4145 inches 4 4. (fair)Outside With 0,63 Plate and 0.88 diameter A-325N Bolts L),'jt 3.50 E1 .1N 0 63 Plate and diameter 11,?,7A325N'BdIt§"- at INCHES O.C. II i i _ - _ . _ _ _ � _ _ _ RIDGE CONNECTION - 3/8 PLATE 8 - 3/4 " 0 BOLTS Building Spokane MBP Run: 99142E1_02 Systems Washington WAMER ENGINEER i G o rD0te: 09/13/99 09:38:11 onnection• 3 -o- L u i� _ _ _ - _ ' I - I '�� ►�v 941 Tf . '1110, ^A' ;,;0titsrule�L al C nnec o GrI eria Inside Y:oad Anc��Connec ib�i,Criteiria ;; t,��r ,�rF, 1.00 SW+ 1.00 DL+ 1.00 LWLI 1.00 SW+ 1.00 DL+ 1.00 CL+ 1.00 SL Load Combination Number -5 Load Combination Number 1 Moment 23.0783 kip ft Moment 73.5252 kip ft Tension 10.4203 kips Tension 0.0000 kips Dist R1 to comp. Flange L1 21.4600 inches Dist R1 to comp. Flange L1 21.4600 inches Trial Number of Bolt Pairs 2.0000 pairs Trial Number of Bolt Pairs 2.0000 pairs Bolt Spacing 3.0000 inches Bolt Spacing 3.0000 inches Bolt Gage 3.0000 inches Bolt Gage 3.0000 inches Trial Bolt Size 0.7500 inch Trial Bolt Size 0.7500 inch Allowable Increase 1.3300 Allowable Increase 1.0000 Flange Weld 0.2500 inches Flange Weld 0.2500 inches Gussett Weld 0.3750 inches Gussett Weld 0.3750 inches Flange Thickness 0.3125 inches Flange Thickness 0.3125 inches Gussett Thickness 0.3750 inches Gussett Thickness 0.3750 inches b 3.0000 inches b 3.0000 inches Outside I3(Iltti �_-- - IIISIde B111tS':f4.�;. �t�i �i +'i•� tf9.`i .� R1 /Pr. (Moment) 7.4200 kips R1 /Pr. (Moment) 23.6300 kips Total Tension Load/Pr. 10.0300 kips Total Tension Load/Pr. 23.6300 kips Allowable Tension Load/Pr 51.7100 kips Allowable Tension Load/Pr 38.8800 kips Actual Shear Load 0.0500 kips Actual Shear Load 0.0000 kips Allowable Shear Load 27.9300 kips Allowable Shear Load 21.0000 kips Bolt Material A-325N Bolts Bolt Material A-325N Bolts Bolt Size 3/4 inch Bolt Size 3/4 inch Outside'Coiincctioii Plate I _ - ;. Inside Connection'I'lafe r le Flange 0.9795 inches le Flange 0.9795 inches le Gusset 0.8599 inches le Gusset 0.8599 inches Mu 1.1482 kip in Mu 2.7050 kip in Peff 2.3444 kips Peff 5.5233 kips S Required 0.0230 in^3 S Required WASTER ENGINEERING CO� .0721 in^3 T Required 0.2146 inches T Required 1, F3 S® .3798 inches r 2 �,�^(Parr)Outsade�With 0.50 i Plate rind ; 0.75 diameter A-325N Bolts at 3 00 a CHES�,C l� (Pair) Inside Wrthy�,0 50„ Plate and 0.75" diameter ';p-325NiBolts at �"'' 3'00. INCHESO.0 II i �� Y N S 7 m O CD O M CD0 0 LJ M O O M N M N � U a m w Qii w fWil W a-- co 0M I- N d m O W M [O M to M O cD c0 O V N O al N cO LO m cO I� r\ Q U 0 0 0 0 O O O 0 0 D_ N 1 / O Or w W J d cU LO fl) w d M M m Q \ / = Ol M o0 r2 rn CO O l0 < to N M d N c0 N oO fN U l0 w d' O O tO O M al w co o w N N N N N �t M I J Z \ O O N / \ 0 0 0 0 o O 0 0 0 \ a 0 0 0 0 0 0 0 o a w J W 0 0 0 0 0 0 0 0 0 \ 4 p 0 0 0 0 0 0 0 0 0 Q d 0 0 0 0 00 d m m ~ m o E - o m ° = 000000000 � °r�° Uo a o o C. o 0 o O o o J W 0 0 0 0 0 0 0 0 0 N rn�_ CL Q p 0 - 0 0 0 0 0 0 0 Cl. � Z d 0 0 0 000 d 00 00 cc 10 J -O mcm d n I N = N N I to co c0 (D cD c0 to c0 l0 N W C7 00 00 m m Y Ic) O1 a1 O) 01 O1 I� a] O) W a �n �_ N 3 y -W ~ o 0 0 0 0 0 0 0 o p w w J N Y 0 0 0 0 O O O r- r- > W W d O U In In In In In LO In 00 0 - " CV N N N N N . .--. 0 0 0 0 0 0 0 0 0 --� o- w= O O O O O Cl O O O O O O O co O Z r 0 0 0 0 0 0 0 0 0 0 0 0 W M O O O O O O to 0 0 I- N rY�, ro 3 00 lD cCl Iu) M c0 00 10 rn N M r, 00 .- °0 0000000Lntn Y 0 0 0 0 0 0 0 rl n a a: Ln In to to In In l0 00 o Q W, N N N N CV N N p Elf O O O co O O O O O p J p O = 0 0 0 o 0 o 0 0 0 0 cl o ¢ J Z J O O O O O O O O O J J U J O O o 0 0 0 0 0 0 0 0 0 Ca tD cD In rn r0 00 to In p CD p j Z c0 C3 O M: Z W ? w pc� cn3cn ti a I g Q O Y W N M d' tf) t0 I- 00 O) z N � w w J to () j m cD F-- In 9 O� O a m m al p 3 U r \ N N N Z M d d r I I I CD n cq '.t a07 O W � S Qt I- I' O l0 'I O O /I m I I N M N c y c }�j 3 •S u 1AASrER ENGINEERING COP'Ll7 m g. e 2r m I ■ ��_ - - - - - -. - w - - - _ B B B \B J':� I T1 3 IdT8 4 �T9 5 �T10 T7 SI S5-® S7-+► S9-F> S3 S2 S6 S8 S10 � UNIVERSAL AEROSPACE MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 8. 0' loy 14. 0' 4 - 3/4' 0 BP2 6. 0' loy B. 0' 4 - 3/4' 0 BP3 8. 0' by 14. 0' 4 - 3/4' 0 BP4 6. 0' by 8. 0' 4 - 3/4' 0 BP5 6. 0' by B. 0' 4 - 3/4' 0 LOAD COMBINATION 1 1 LOAD COMBINATION 3 ' 1.O SW + 1.00 DL + I,OO CL + 1.00 SL 1.00 SW + 1.00 DL + 1.00 CL + 1.OO UN SLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 -0.000 S 1 -0.000 S2, 6.609 S2 6.609 S3 -0.000 S3 -0-000 ,S4 5.044 S4 3.094 S5 0.000 S5 0.000 S6 9.263 S6 9.263 S7 -0.000 S7 -0.000 SB 7.811 S8 6.Ol5 S9 -0.000 S9 -0,000 T 10 0.000 T 10 0.000 T8 0.000 T 18 0.000 T� 0.000 T7D 0 000 LOAD COMBINATION 2 1 LOAD COMBINATION 4 1. 00 SW + 1,00 DL .+ 1.00 CL + 1.00 UNB SLI 1.00 SW + 1.00 DL + 1.00 CL + 1.00 LL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS DR KIP-FT) NUMBER (KIPS OR KIP-FT) St -0.000 S1 -0.000 S2 4.098 S2 6.238 S3 -0.000 S3 -0.000 S4 5.044 S4 4.756 S5 0.000 S5 0.000 S6 5.730 S6 8.740 S7 -0.000 S7 -0.000 S8 6.554 SB 7.359 S9 -0.000 S9 -0.000 Sl0 9.016( Tj0 B.0,490 TB 0,010000 T70 0.000 T8 0.000 T9 0.000 T90 0.000 T7 0.000 PLUSTER ENGINEERING COPP 7 Building Spokane REACTIONS P a e No, F l-A-06 Eig Systems Washington Date 09/14/99 13: 291 07 J O IJ N O, 99142B 1. Support deFlnitlons necessary to Insure Frame stability are not shown. 3. Fovndatlons, footings, anchor butt Imbecinent, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional 2. All anchor bolts (Including hearing angles or bars welded at top) are s engineer baed on concrete strength and salt condtlons of the building site. to be Supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. 1 I I - - _ . I T - '47 46 3,91 S 54 a 4 SS 0.005 -10.831 S6 6. 171 59 -S.273 SB 0,004 S90 -0:001 T90 10.ON ,{i 1 99i D T 0 .00 T70 00 LOAD 04HHINATION -6 : LOAD COMBINATION.-II : tl7 SW + 1.00 D + II 00 CL + .50 SL + 1.00 LWLI 1.00 SW + 1.0 DL E + 1.00 RWLI NUMBER (KR�SCOROKIP-FT) SNUMBER (KI SCOROKIP-FT) sl -1.706. 8 S1 1.069 S2 -9.345 S3 -1.065 S3 703 S4 0.984 S4 -1,1.442 S5 -0.005 S5 0.007 S6 -6.512 S6 -9.824 S7 -2,720 S7 -0.000 SO -1.542 S8 1.012 S9 -0.004 S9 2,725 S10 5. 120 SID -6.678 TR -2.600 T70 0.000 T90 0.000 LOAD COMBINATION -7 LOAD COMBINATION -12 1.00 SW + 1 00 DL + 1.00 CL + 1.00 SL + ,50 LWLI 1.00 SW • 1.00 DL + 1.00 CL + .50 SL + 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Sl -0.854 S1 1.069 S2 1.322 S2 -6.275 S3 -0,533 S3 1,703 S4 3.989 S4 0.942 SS -0,003 S5 0,007 S6 3, 142 S6 -5.505 S7 -1,360 S7 -0.000 S8 4.661 S8 4.743 S9 -0.002 S9 2.725 slo _B.844666 S10 -2.331 -3.244 T9 0.000 T7. 0.000 T70 0,000 LOAD COMBINATION -8 : LOAD COMBIMATION - 3 : 1. 00 SW + 1. 00 DL + 1. 00 LWL I l 1.00p�SSTWT + 1.OR REACT 1.00 CL + 1.00 SL + .50 RWL 1 SUPPORT REACT NUMBER (KIPS REACTION KIP-FT) NUMBER (KIPS O KIP-FT) SI -1.708 Sl 0.534 S2 -5.299 S2 1.423 S3 -1.065 S3 0.852 S4 -1.399 S4 3.967 S5 -0.009 S5 0.004 S6 -4.772 S6 3.645 S7 -4.735 S7 -0.000 SB -5.840 S8 7.802 S9 -0.007 S9 1.362 S1110 3. 158 Sl0 5. 121 T8 -2.600 11 T8 -1.300 TIO 0.000 T7 T70 0.000 O.000 LOAD COMBINATION -9p:L LOAD COMBINATION -14 1UPPORT + 1,00 REACT10N0 CL + .50 SL + 1.00 LWLI! 1.00 RT + 1.00 DL + 1,00 RWLI1 NUMBER (KIPS OR KIP-FT) SNUMBER (KIPS OR SI -1.708 S1 1.068 S2 -2.229 S2 -9,345 S3 -1.065 S3 1,703 S4 0.984 S4 1.843 S5 -0.009 S5 0,011 S6 -0.453 S6 -9.823 S7 -4. 734 S7 -0.000 S8 -2. 108 SB 6. 135 S9 -0.007 SIO T1 -37.505.244 S9 1.741 T10 -3.244 T90 0.000 TO -2.600 T7 000 T7D 0.000 WASTER ENGINEERING COV PAGE_ Z7 ®F 3S Building Spokane REACTIONS P a e No, F l-B-06 Ei � System s Washington Date : 09/14/99 131 291 07 J o b N o, 99142B 1. Support deflnitlons necessary to Insure frame stability are not shown 3, foundations, footings, anchor bolt Inlaednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional 2. All anchor bolts (including bearing nn0les or bars welded at top) are engineer based on concrete strength and solL eonditlons of the bultding site. to be supplied by the concrete contractor. - 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. i ,�` I ., I TK fP%1T) (K S (1 IP-PT) S1 1.060 S1 1.495 S2 -6.275 S2 -9.423 S3 1.703 S3 -1.492 S4 4.226 S4 -1.477 S5 0.012 S5 0.000 S6 -5.505 S6 -9.826 S7 -0.000 S7 -0.040 S8 9.866 SO -I.006 S9 4, 741 S9 0.037 S10 1.23286 SIO -22g...44465 TB -2.600 T -6.29694 TIO 0.000 T99999910 -3.492 T7 0.000 T7 1.489 LOAD COMBINATION -16 - LOAD COMBINATION -21 1. 00 SW + 1. 00 DL + 1,00 CL + 1.00 SL + .50 RWLII 1.00 SW + 1.00 DL + 1.00 CL + ,50 SL + 1.00 TS SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I 0.534 S 1 1.495 S2 1. 423 S2 -6.353 S3 0. B52 S3 -L 492 S4 5.610 S4 0.906 S5 0.006 S5 0.000 S6 3.646 S6 -5.507 S7 -0.000 S7 -0.004 SO 10.364 SB 2.645 S9 2.370 S9 -0.000 S10 6.980 SID 1.902 T 1 -1.622 T 1 -5. 169 T8 -1.300 TO -6.264 T9 0,000 T9 -3.398 TIC 0.000 TIO -3.492 T7 0.000 T7 1.4B9 LOAD COMBINATION - 7 LOAD COMBINATION -22 1. 00 TVT + 1. 0� DL + 11.00 TP 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + ,50 TS SNUM R (KIPSCOROKIP-FT) SNUMBER (KIPSCOROKIP-FT) S1 1.495 SI 0.748 S2 -9.423 S2 1,384 I S3 -1.491 S3 -0.746 S4 -1.477 S4 3,950 S5 0.000 S5 -0.000 S6 -9. 826 S6 3.644 S7 -0.040 S7 -0.002 S8 -1.086 S8 6. 754 S9 0.037 S9 -0.000 S10 -2. 445 S10 7.237 TO -1. 318 T1 -2.585 1.064 TO -3. 32 T9 3. 398 T9 -1.�99 TIO 3, 492 T10 -1.746 T7• -1.489 T7 0.745 LOAD COMBINATION LOAD COMBINATION -23 1.00 SW + 1. 0-?DL DL + 1.00 CL + .50 SL + 1.00 TP 1.00 SW + 1.00 DL + 1.00 CL + . 71 SZI SUPPORT REACTION SUPPORT REACT ON NUMBER (KIPS OR K[P-FT) NUMBER (KIPS ❑R KIP-FT) S1 1, 495 S1 -0.000 S2 -6. 353 S2 1.610 S3 -1. 491 S3 -0.000 S4 0. 907 S4 1. 128 S5 0.000 S5 -0.002 S6 -5.507 S6 2.237 S7 -0.004 S7 -0.992 S8 2.645 S8 0,526 S9 -0.000 S9 -0.002 SIO 1.902 SttlO 3.037 TR 1.064 T8 0.000 T9 3.398 T9 0.000 TIO 3, 492 T I 0 0.000 T7 -1. 489 T7 0.000 LOAD COMBINATION -19 • LOAD COMBINATION -24 I. 00 SW + 1. 00 DLL + ll OO CL + 1.00 SL + .50 TP I,0p SW + 1,00 DL r 00 CL + . 71 SZI l SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 0.747 Sl -0.000 S2 1.384 S2 1.563 S3 -0. 745 S3 -0.000 S4 3.950 S4 1. 162 S5 -0.000 S5 0.002 S6 3,644 S6 2. 157 S7 -0.002 S7 -0.000 SO 6. 754 SO 2.885 S9 -0.000 S9 0,993 S10 .0659 TB 0.000 T191 I,¢9 T9 0,000 T7O -0. 745 T 10 0.000 7/ 0.000 02ASTER ENGINEERING COH PAGE Z`a ®F 3S EEI Systems Building Washington REACTIONS Pa e No, F1-C-06 Date : 09/14/99 13: 29l 07 J O b N O, 99142B 1. Support definitions necessary to Insure Frame stability are not shown. 3. Foundations, Footings• anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a quaUfled professional 2. All anchor bolts (Including bearing angles or bars welded at top) are engineer based on concrete strength and soil eondtlons of the bullding site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better, I� 1 01 i n pV 0 000 3 4 S3 0.0 0 12 1.411 0. 101. s611 s 0.000 SB -0.0000 S7 0.000 13 6.343 S9 -0.000 27 S9 -0.000 0 8. 6 ' T 0 0. i1o" .00 T 7 0. LOAD OMNATION 26 LOAD COMBINATION 31 Do EE TT 1.00p❑LIIL EE NUM R (KRIPSCOROKIP-FT) SNUM9ER (KI SC0ROKIP-FT) S1 0.000 Sl -1,709 S2 0.559 S2 -10,575 S3 0.000 S3 -1.065 S4 0,434 S4 -2, 110 S5 0.000 S5 -0.005 S6 0.786 S6 -12.242 S7 0,000 S7 -2,721 S8 0,679 SO -6.301 S9 -0.000 S9 -0.004 SID 0,791 SID -0.339 T 1989 0.000 T70 0.000 0 000 TIO 0.000 T7 0.ODO LOAD COMBINATION 27 LOAD COMBINATION 32 1.00 SL 1.00 LIIL I SUPPORT REACT ON SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 0 000 S1 -1.709 S2 5.023 S2 -6.326 S3 -0.000 S3 -1.065 S4 3.899 S4 -2 to SS 0.000 S5 -0.009 S6 7.066 S6 -6. 183 S7 0.000 S7 -4. 735 S8 6. 104 S8 -6.867 S9 -0.000 S9 -0,007 SID 7. 112 SID 2.046 T70 0.000 T7D 0.000 LOAD COMBINATION 28 LOAD COMBINATION 33 1.00 UNB SLI N ACT 1,00 RNL SUPPORT RE O SUPPORT REACTION NUMBER (KIIS [1R KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0,000 S1 1,068 S2 2,511 S2 -10.373 S3 0.000 S3 1.703 S4 3.999 S4 -2. 153 S5 0.000 S5 0.006 S6 3,533 S6 -11.235 S7 0,000 S7 0.000 SB 4.W.8 SB -0.015 S9 -0.000 S9 2.725 S10 7. 112 11 ocoTI - D 3.790 T8 c).(1(;) TO 0.600 0 0.000 T7 T70 0.000 000 LOAD COMBINATION 29 : LOAD COMBINATION 34 1.00 UNB SLI i 1.00 RWL I I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 0.000 S1 1.060 S2 5.023 S2 -10.373 S3 0.000 S3 1.703 S4 1.949 S4 1. 132 S5 0.000 S5 0.011 S6 7,066 S6 -11.235 S7 0.000 S7 -0.000 S8 4.309 SB 5, 108 SID 3.556 S9 4,741 T8 0.000 T10 -3.244 T9 0.000 T8 -2.600 T70 T9 0.000 0.000 T70 0.000 [ULSTER ENGINEERING CW'7 PAG-E--L9-- OF 3 S- E(� _ Building Spokane REACTIONS P a e No, F l-D-06 \= u 0 Systems Washington Date : 09/14/99 13: 29: 07 J o b N O, 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations, footings, anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and salt conditions of the building site. 2. All anchor bolts (Including bearing angles or bars welded at tap) are to be sopplled by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor baits are to be In accordance with ASTM specification A307 or better. ili i i i? -1 i _t°: 7 S7 -0.054 S8 -2. 113 ;j S9 0.050 { 0 - T -I, 4H LOAD ZONATION UNN (KRPSCOROKIP-FT) USI 1.495 S2 -10.451 S3 -1.492 S4 -2, 188 S5 0.000 S6 -11.237 S7 -0,054 S8 -2. 113 SIG -3,5507 TO -6.264 TIC -3 492 77 1..489 LOAD COMBINATION 37 1.00 SZI EE 7T SNUMBER (KRPSCIIRO KIP-FT) S 1 -0.000 S2 0.033 S3 0,000 S4 -0.024 S5 -0.003 S6 0.056 S7 -1,389 S8 _I,653 S9 -0.002 SIG 80 T I 0.000 T 10 000 ,000 LOAD COMBINATION 38 1.00 SZI 10SNUMBER (KIPSCOROKIP-FT) S 1 O,000 S2 -0.033 S3 0.000 S4 0,024 S5 0.003 S6 -0.056 S7 -0.000 SB 1.651 S9 1.390 SIG -1.586 T9 0.000 T70 a. 000 [CASTER ENGINEERING Mi;l �) Systems Washington REACTIONS Paqe No, F1-E-06 Date : 09/14/99 13: 29: 07 ,�o b N o, 99142B 1. Support de Flnitlons necessary to Insure Frame stability are not shown 3. Foundations, Footings, anchor bolt Imbedment, thrust angle, hairpins or ties for thrust and nU rein Forting are to be designed by a qualified pro Fessional 2. All anchor butts (Including bearing angles or bars welded at top) are engineer based on concrete strength and soil conditions of the building site. to be supplied by the concrete contractor, 4. The above symbols are shown In their respective positive directions. 5. Anchor halts are to be In accordance with ASTM specification A307 or better, Cf}NOPr (p EIV D WA Lt_ : I USE %y X F LA104E" W C : Iz. spot 3 -r-t o• C- 12, �a� i Ff3 www , IZ2 000 311 wEe CNINN Typ , • • 7yp NXq �I 1,4 -Vie1c1 Ez-� -TYp 8- ,y 95 3 \�I i OSTER ENGINEERING CO" PACE--3D —. of =- I CAMO PY CJ L—•/VV WA L 1 11.1 _ p1ZlFT' � pL �- 5L 140 ?sip \\ 3o Psi FhF- W W to W W W s3:z J — i'1-11 000 � X eV K/ f` �1� tV N CI ttinM D(�IFT = %2�0, 3��, ram- 2-7) 13V 000 = Z, I1{ K DL SL = ( z-1 + 3t �,� 13 (Zj �/000 I J A' PPL14�- PSG NvL - q)-� Ci3� ��2 Pt-F V = WUKlll000 = 7 , 7 r` v [RASTER ENGINEERING C�'Y 1 I Drift.xls JOB NUMBER: 99142 Drift Loads on Lower Roofs, Decks and Projections (1997 UBC) Sec.1644 Indicated(unfactored)minimum roof snow load, Pf:� 27.0 psf Snow exposure factor(TABLE NO.A-16-A), Ce: 0.7 Snow load importance factor(TABLE NO.A-16-13), 1: 1.00 Horizontal dimension of upper roof(>50ft or<500ft),Wb: 125.00 feet Difference in height between the upper and lower roof, hr: 3.50 feet Upper roof slope: 2 : 12 Lower roof slope: 1 : 12 Horizontal seperation between structures(if applicable), S: 0.00 feet Are the roofs unobstructed and slippery(yes or no): yes Roof slope in degrees(upper), a= 9.46 Roof slope in degrees(lower),a= 4.76 Back calculated Ground Snow Load, Pg= Pf = 38.57 psf (Ce)•I Calculated Roof Snow Load, Pf=Ce•I•Jog-Cs = 27.00 -Cs psf Cs= 1.00 Therefore, P,f'= 27.00 psf Applicable Wb= 125.00 feet &hd =0.43.3 Wb - 1 ,,-i 10—1.5 = 4.18 feet Snow Density, D= 19.01 pcf Lower roof balanced depth, hb= 1.42 feet Drift Width,Wd= 8.32 feet Maximum intensity, Pm= 66.55 psf (h•—hb) = 1.46 >0.2,Therefore Drift must be considered 17b —� -L 12ZIZ I / ,APPI.►ED ; 3' TA?B CAL = �2s• 3) -t- -1 3 (6 _ /�`>'•8� PLF WL [$.7S Z,3� — I] 3 - -7 .� PLLo4vEh (2 pc.r-- All conditions applicable to Roof Snow Loads(Sec.1641)must be verlfied for this worksheet to be valid. WASTER ENGINEERING COPY - - - - - - - - - - - - -r I I I I Column2.xls 9/13/99 JOB NUMBER : 99142 AXIAL COMPRESSION AND BENDING Ninth Edition (AISC) MEMBER IDENTIFICATION : CANOPY@ ENDWALL LOAD AND MEMBER CRITERIA' Axial Load, P : 0.0 Kips Yield, Fy : 50 Ksi Strong Axis Moment, Mx: 46.2 Kip feet E : 29000 Ksi Weak Axis Moment, My : 0.0 Kip feet Cm x : 0.85 Shear Load, Vx: 7.7 Kips Cm y : 0.85 Kx: 1 Lx: 12.00 Feet (144.00 Inches) KI/rx= 19.69 Ky : 1 Ly : 6.00 Feet (72.00 Inches) KI/ry= 60.56 lubx :_ 6.00 Feet (72.00 Inches) Cb: 1.00 luby : 6.00 Feet (72.00 Inches) Flange Width, bf: 6.0000 Inches Flange Thickness, tf: 0.2500 Inches Web Depth, h : 18.0000 Inches Web Thickness, tw : _0.187.5 Inches Allowable stress increase for wind= 1.00 RESULTS Member Properties Actual Stresses Area = 6.38 inA2 fa = 0.00 ksi Ix= 340.94 in^4 fbx= 15.04 ksi rx= 7.31 in fby = 0.00 ksi Sx= 36.86 inA3 fv= 2.28 ly = 9.01 inA4 ry = 1.19 in Allowable Stresses Sy = 3.00 inA3 Fa = 17.55 ksi rt= 1.48 in Fbx= 27.62 ksi Weight= 21.69 Ibs/ft Fby = 27.62 ksi Fv= 9.13 COMBINED STRESS RATIO RESULTS f° = 0.000 < 0.15, Therefore (1-11-3) Governs Combined Stress = 0.54 fv = 2.281 h/tw= 96.00 Fv= 9.13 a/h = 8.000 SSR=fv/Fv = 0.25 kv= 5.403 SHEAR STRESS OK Cv= 0.528 USTER ENGINEERING CC PT PAT 34( OF-IC s i a Usaframe.xls 9/13/99 JOB NUMBER: 99142 CONNECTION DESIGN FRAME ID: CANOPY @ ENDWALL CONNECTION ID: ENDWALL LOAD AND CONNECTION CRITERIA Plate Yield,Fy: 50 ksi Outside Connection Inside Connection DL+SL _ :Load Combination : DL+WL 34.10 kip ft(-) :Moment: 46.20 kip ft(+) 0.00 kips :Tension : 0.00 kips _ 19.50 inches :Dist.R1 to comp.flg L1 : 19.50 inches 2.00 pairs :Trial Number of Bolt pairs: 2.00 pairs 3.00 inches :Bolt Spacing(gauge): 3.00 inches 0.750 inch :Trial Bolt Size: 0.750 inch 1.00 :Allowable increase for Wind or Seismic : 1.33 Connection Results BOLTS 12.23 kips <=RI /pair=> 16.57 kips 12.23 kips <=Max.Bolt Load/pair=> 16.57 kips 38.88 laps <=Bolt capacity/pair=> 51.71 kips OK to use (A-325N Bolts) OK to use 3/4" Bolts 3/4" Bolts CONNECTION PLATE 0.95 inches <=le=> 0.95 inches 3.06 kips <=Pu=> 4.14 kips 1.45 kip in <=Mu=> 1.96 kip in 0.04 inA3 <=S req=> 0.04 inA3 0.28 inches <_=T req=_> 0.28 inches Outside Inside BOLTING: 2 (Pair) Outside With 3/8" Plate and 2 (Pair)Inside 3/41' A-325N at 3.0 INCHES O.C. [RASTER ENGINEERING COUPY AGE ®F 3 i ,. I I Usaframe.xls 9/13/99 JOB NUMBER: 99142 CONNECTION DESIGN FRAME ID: CANOPY @ ENDWALL CONNECTION ID: ENDWALL LOAD AND CONNECTION CRITERIA Plate Yield, Fy : 50 ksi Outside Connection Inside Connection DL+SL :Load Combination : DL+WL 34.10 kip ft(-) :Moment: 46.20 kip ft(+) 0.00 kips :Tension : 0.00 kips 19.50 inches :Dist.R1 to comp.flg L1 : 19.50 inches 2.00 pairs :Trial Number of Bolt pairs: 2.00 pairs 3.00 inches :Bolt Spacing(gauge): 3.00 inches 0.750 inch :Trial Bolt Size: 0.750 inch 1.00 :Allowable increase for Wind or Seismic: 1.33 Connection Results BOLTS 12.23 kips <=R1 /pair=> 16.57 kips 12.23 kips <=Max.Bolt Load/pair=> 16.57 kips 38.88 kips <=Bolt capacity/pair=> 51.71 kips OK to use (A-325N Bolts) OK to use 3/4" Bolts FF 3/4" Bolts CONNECTION PLATE 0.95 inches <=le=> 0.95 inches 3.06 kips <=Pu=> 4.14 kips 1.45 kip in <=Mu=> 1.96 kip in 0.04 in^3 <=S req=> 0.04 inA3 0.28 inches <_=T req==> 0.28 inches Outside J Inside BOLTING: 2 (Pair) Outside With 3/8" Plate and 2 (Pair)Inside 3/4" 4 A-325N at 3.0 INCHES O.C. 19ASTER ENGINEERING OXr7 i 1. RCEIVE® Memo APR 4 - 2000 CITY OF ARLINCTON Date: April 4,2000 To: Dave Anderson Cc: From: Paul A. Rich rt, RE: Universal Aerospace The attached drawings for drainage are approved. Attached are two copies, one for your files and one for the applicant when you return the set of approved building construction plans. Please let me know if you have any questions. 1/4/00 1 - - - - --} •r tis _ .,,, � I I I - ie-+s•i�,�•,.'r•'��C �1.i-4afaS�Ti1.A?�. �':�,.pt '(, '• •''�r :�'.if'fi^'sY`+t ,:t rJ'n: : 4' ":ty�•�,t• •"'�s'j'-' K A N. 1/4 COR. a .I L L 1T�9 r- RES: 12-23-00 ~ SET 1;2" BAR & CAP N 85"24+22« E n — �1 SET 1/2' N 8S'29'22' —"' BAR do CAP E — 13S 35' • 148.97' �! 1~ i a 1 � 1 m LOT 30B u o 28,676 SQ. FT. o 0.6583 AC. 1 1" = 40' 1 f 152.89' • SET 1/2" • N 85'29'2e E BAR do CAP • SET 1/2" S. 1/4 COR BAR & CAP JOB NO.: 12878 1 DATE: 8/29/98 DWN.BY: TN. PORTION OF SEC. 22 — TWP. 31 N — R. 5 E. — W M Engineers Surveyors Planners ATTACHMENT DRAWING FOR OASCADE LOT 3 0$ GUMEMIG AND INGINEIMINA. In a.LEGAL DESCRIPTIONS -* MUNWON, WA. RECEIVE® EXHIBIT A NOV - 9 1999 CITY OF ARLINGTON ., �: �• -� :� i+ �� :�. [GarcBuilding o. Systems A division of MIDCO Mfg.,Inc. ENGINEERING TRANSMITTAL First Class Mail AIRBORNE DHL/Letter/Pkg Hand Delivered UPS(Blue or Red) X Ground Trac To: S.W. GOHL CONSTRUCTION Address: 17527 160TH S.E. City: MONROE State: WA Zip: 98272 Attention: STEVE GOHL Phone No: (360)794-6061 Job No. 99142 Job Name: UNIVERSAL AEROSPACE Date: 9-23-99 WE TRANSMIT TO YOU HEREWITH THE FOLLOWING DOCUMENTS ON THE ABOVE JOB. 2 Bolt Setting Plan (s) 2 Set(s) of Reactions Revised Bolt Setting Plan (s) 2 Design Calculations 6 Set(s) of Approval Drawings 1 Standard Details Set(s)of Final Drawings Material List Note: ALL DRAWINGS AND CALCS STAMPED WITH WA ENGINEER STAMP(MKR) BOLT SETTING AND REACTIONS SENT TO STEVE GREGG By: Paulla North Mailing Address: 2714 S.Garfield Rd. Spokane,WA 99224-9595 Phone Numbers: (509)244-5611 (800)941-2291 (509)244-2850(Fax) http://www.midcoinc.com a �. .� ai s �� r 1� i � - 4 1 J ~� ti I 1• � City of Arlington • Planning and Community Development Minor Development Permit March 24, 2000 Universal Aerospace MN-99-0147/SEPA #301 I. PROJECT DESCRIPTION AND REQUEST Universal Aerospace requests a land use permit to construct a 10,000 square foot metal warehouse with parking, landscaping and stormwater facility on an approximately 0.66 acre site. Universal Aerospace will use this building as a storage facility for their current location, which is immediately to the north of the subject property. II. GENERAL INFORMATION 1. Applicant/Owner: Universal Aerospace, 18640 591h Drive NE, Arlington, WA 98223 2. Contact Person: Jim Carter, P. O. Box 3689, Everett, WA 98203 3. General Location: Lot 30B of Arlington Airport, which is immediately south of the present Universal Aerospace building located at 18640 591h Drive NE, in Arlington, WA 4. Address of the property: No address has been assigned to this vacant property 5. Description of Proposal: Construction of a 10,000 square foot metal building and associated site work 6. Approximate Acreage: Approximately 0.66 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project site Airport Industrial Airport Industrial Vacant North of site Airport Industrial Airport Industrial Industrial South of site Air ort Industrial Airport Industrial Airport Office East of site Industrial Industrial Street/Vacant West of site Airport Industrial Airport Industrial Helicopter Facility HAMN99-147-Univ Aerospace-SR.doc yjp;3/24/00 Page 1 of 5 F� ti _ � f I f 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: City of Arlington Police: City of Arlington Garbage: Waste Management Northwest Fire: City of Arlington Storm Water: City of Arlington School: Arlington School District#16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Mitigated Determination of Nonsignificance was published, posted, and mailed on February 9, 2000, with comments due no later than February 23, 2000; no comments were received. III. ENVIRONMENTAL REVIEW A Mitigated Determination of Nonsignificance (MDNS) was issued on February 9, 2000, with a 15-day comment period followed by a 10-day appeal period; no comments were received. Mitigation measures from the MDNS were to pay traffic mitigation to the Washington State Department of Transportation and to have a minimum of 100 feet from any infiltration system or other source of contamination to the existing well; these are included as conditions to this permit (see "Conditions" below). IV. BACKGROUND The subject minor development permit/environmental review application was received by the City of Arlington on November 10, 1999, and the application was deemed incomplete on December 3, 1999. The requested revisions and additional information were submitted on various dates, but the last of it was received on January 12, 2000, and the application was deemed complete on February 1, 2000. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections C.1 and C.5. V. FINDINGS OF FACT 1. Application Process: The minor development permit/environmental review application was received by the City of Arlington on November 10, 1999. The application was deemed incomplete and, following submittal of additional requested materials, the application was deemed complete on February 1, 2000. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.5. A Mitigated Determination of Nonsignificance (MDNS) was issued on February 9, 2000, with a 15-day comment period followed by a 10-day appeal period. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Airport Industrial. The subject property is zoned Airport Industrial per UDC, Chapter III, zoning map, Page III-2. Warehousing/storage facilities are a permitted use per Chapter V, Section J, of the UDC. 3. Lot Dimensions, Density and Related Requirements: The proposed development complies with the minimum lot dimensions for a warehousing/storage facility (20,000 square feet in size and 100-foot minimum width) and yard setbacks HAMN99-147-Univ Aerospace-SR.doc yjp;3/24/00 Page 2 of 5 (front 25 feet, rear 25 feet, and side 25 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Airport Industrial zone. The proposal is in compliance with the airport height regulations per Arlington Municipal Airport staff. 4. Off-Street Parking: The proposed use as calculated per UDC Chapter IX, Section CA Parking Requirements, requires 10 parking spaces, at 1 space per 1,000 square feet of gross floor area, for plus 1 loading space and 1 dumpster space. The proposed site plan shows 11 parking spaces, a loading space in front of the overhead door, and a dumpster space, which meets the minimum requirements. 5. Landscaping: The required landscaping for warehouse/storage uses is category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The landscape requirement for the parking area is a minimum of 17-1/2 square feet of landscaping for each parking stall per Chapter IX, Section N.7. The landscape plan reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N.7. However, the proposed Excelsa Cedar is not considered an appropriate tree for frontage and parking area locations. The landscaping plan shall be revised to show a different variety of tree, the total count of all trees and plants, and the current recommended planting method. 6. Transportation: The proposed development fronts on 59th Drive NE (frontage road); no improvements are required on 59th Drive NE. However, per the lease between the applicant and the Airport, a 24-foot paved access driveway will be constructed just north of the lot in line with the proposed gate and a 5-foot sidewalk will be installed north of the driveway; the site plan shall be revised to show the proposed paved driveway. Transportation mitigation fees shall be paid to the City of Arlington at $1,038.00 per p.m. peak hour trip and to WSDOT at $184.02 per average daily trip. 7. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that it will probably work. Per City of Arlington Ordinance 1216, there shall be a payment of storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area. 8. Critical Areas: The site contains no identified environmentally sensitive areas; however, there is an existing well south of the subject property, and the MDNS included a condition to have a minimum of 100 feet from any infiltration system or other source of contamination to the existing well. 9. Park Mitigation and Impact Fees: Per UDC Chapter XI, Section B.4, there shall be a payment of 5 cents ($0.5) per square foot of land per approved site plan. 10. Water and Sanitary Sewer: Adequate City water and sanitary sewer service is available to the site; utility services to the building and fire hydrants and fire HAMN99-147-Univ Aerospace-SR.doc yip;3/24/00 Page 3 of 5 4 �K �� 1 protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan per the lease between the applicant and the Airport. 11. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Department of Planning and Community Development is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and.that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. VI. CONCLUSIONS 1. The proposed construction as noted and conditioned is consistent with the City of Arlington Comprehensive Plan and is allowed in the Airport Industrial zone. / 2. The requested minor development permit as conditioned meets all UDC �( requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. r 3. The minor development permit should be approved subject to co it noted below. VII. DECISION l! The minor development permit is hereby APPROVED, subject to the following conditions: 1. The applicant shall file for review and administrative approval a final \ site/landscapingIan and construction plans, meeting the following conditions in P p 9 9 conjunction with a building permit application. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code and Uniform Fire Code. 0� 2. The final plan shall show the correct northem dimension of 148.87 feet per the survey and legal description provided and show a minimum of 100 feet from any infiltration system or other source of contamination to the existing well. 7: 3. The final site plan shall comply with the lease between the applicant and the '►1`p Airport. This includes showing all existing and planned utilities and the 24-foot paved access driveway just north of the lot in line with the proposed gate. H:1MN99-147-Univ Aerospace-SR.doc yip;3/24/00 Page 4 of 5 — The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. This includes showing the total count of plants and trees, a different variety of tree (see attached list), and the current recommended planting method (attached). Plant material must be guaranteed for one year with any replacements guaranteed for one year also. The final storm drainage plan shall meet the requirements of the Arlington 4 Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). 6. Prior to issuance of a building permit, the developer shall submit proof of payment of all re uired mitigation payments (transportation mitigation fees to P 1 W SOOT at $184.02_1 per average daily trip and to the Cit Arlin ton at $1,038.00 per p.m. peak hour trip, which is 5, for a total o $5 190.00; storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area, which is 19,432 square feet, for a total of tEj2E33 and park mitigation fees to the City of Arlington at 5 cents per square foot of land per approved site plan, which is 28,676 square feet, for a total of 7. Prior to issuance of a Building Permit, the developer shall clear all outstanding land use permit-processing accounts with the City. 8. The minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. EXHIBITS ' 1. File MN-99-0147/SEPA#301 2. Approved Preliminary Site Plan received January 12, 2000 ORDERED THIS 24TH DAY OF MARCH 2O00. Cliff Str �f, Planning Marta' erL Responsible Official (� Distributed to the Following Parties of Record: Universal Aerospace 18640 59'h Drive NE Arlington, WA 98223 Jim Carter P. O. Box 3689 Everett, WA 98203 HAMN99-147-Un1v Aerospace-SR.doc yjp;3/24/00 Page 5 of 5 t 1 � _� i I 1. Amanogawa Oriental Cherry, prunus serrulata `amanogawa' 2. Bowhall Red Maple, acer rubrum, 'bowhall' 3. Capital Callery Pear, pyrus calleryana `capital` 4. Autumn Blaze Callery Pear, pyrus calleryana `autumn blaze' 5. Columnar Norway Maple, acer platanoides 'cc_umnare' 6. Columnar sargent cherry, prunus sargenti colu:-nnaris; 7. Pyramidal Dawychii beech, Fagus sylvatica `Llawychii'; 8. Pyramidal hornbeam, carpinus betulus pyramidalis; 9. Skyrocket English Oak, 'quercus robur `skyrocket' 10. Fastigiate European Hornbeam, carpinus betul'_Is 'Fastigiata' 11. Karpick Maple, Acer rubrum 'Karpick' 1Z��L.f06� n «`l.\pus C�C�ICG r QC, S ou f� u hn N �5S 5 Lk via `\ 5. Japanese Maple, Acer palmatum 6. Japanese snowbell tree, styrax japonica; 7. Kousa Dogwood, corpus kousa S. Sugar Tyme Crabapple, malus 'sutysam' 9. Washington hawthorn, crataegus phaenopyrum. 10. Globe Ash, fraxinus excelsior 'globosa' 11. Krauter Vesuvius Flowering Plum, prunus cer:sifera `Krauter Vesuvius' 12. Thundercloud Flowering Plum, prunus cerisifera `Thundercloud' I3. Newport Flowering Plum, prunus cerisifera 'Yeewport'; 14. Okame Flowering Cherry, prunus 'Okame' 15. Globe Locust, Robinia pseudoacacis 'Inermis' 16. Golden Desert Ash, Frazinus excelsior 'Aureafo lia' 17. American Hornbeam, Carpinus caroliniana. 18. Canada Red Chokecherry, prunus virginiana ',_;anada Red' 19. Kwanzan Oriental Cherry, prunus serrulata 'se kiyama' 20. Bessoniana Black Locust, Robinia pseudoacac i a 'Bessoniana' 21. Paperbark Maple, acer griseum; 22. Cherry Dogwood, corpus mas; 23. Pink Pagoda Hupeh Mountain Ash, sorleus hupehensis 'Pink Pagoda'; 24. Japanese hornbeam, carpinus japonica; 25. Parrotia Persica, persian parrotia; HOW TO PLAN '.1169' A A TREE THA7' LIVES 200 YEARS IN THE maybe y.-tt1 nhould plant the tree in your vard FOREST HAS AN AVERAGE URBAN L11•E• on the other side;of the walkway. SPAN OF ONLY 20 YEARS. How's y ow, drainage? Many tr(=e Grown within !wo years after being You can prevent many of the most common planted in �y)orly drained soil. Compacted and causes of premature urban tree mortality by clay soil: _trc common in sidewalk- tree; !'nls thoughtfully selecting and properly planting and new 1-oi,,sing developments. Dig a Mole your,tree. about l(:•' 3,:ep (a shovel full) and fill with water. Ch:cic again in (en hours (overrlightj. is INN?F; ""i'i 4:,:h"1"F: 'L'E Ef.: 51 1'f- j it empty F it drains J,;ss than an inch an ;tour, _._.__._..__._.....__.— you have :. •ierious dratnare probiel}�. Skij� tc7 The RIGI-1"1"TIUI,:;in the RNIFF ' ]'LACE;will plan 11 (&e: back panel). assure you of success. 73efore you buy a tree, stand at the spot you intend to plant Gerd then Oil wha t ilje of tl><e hotrSc will the tree be answer these questions: planted? t lsually. l;eapie plant shade trcc's ;rrlea.nn;r, !sir; What ritilities are close? and dec.- :+loos' on the south side of the house: o., 177 •?�! -ill`- •C�L �I�tNt(i'a, ll!1 i u!'>1{ lJ�-^!!f! ' <yllll n��. (111,=� 1,;�'�t ►— c—�U�.111.�.�U I -- ::.��.'s'ngL�ii�u_��t� ..t,. • ! lip hilts= -iic��_nl�- —'It! Where are all electrical lines (look up)? •frees to shad:. :n the summer,and allow warming under or around electrical wires must have; fight to c ;lt;:r the windows in the winter. maximum heights ranging from ?5 to 30 feet. Conifer; av-:�better as winter windbreaks on tale Look for strop signs, fire hydrants, sewer and north o! windy side of the' house. ftope: sitirtlt, water lines, and other underground utilities. will Improve your home's energ)' efficiency. Most cities will send someone out to locate underground utilities for free. flow clost are walks, d.rivr ;vs.wa , windows, houses. and ears? What is the rooflrig area? Imagine the i-1,11--*rown Iree. Plarltinf;a wide: Sidewalk planting strips under five feet wide sprcKeoii: irc:e in a narrow strip between a are considered insufficient for all but the major!:trect (truck traffic:) and sidewalk srnallesl species. If you have a narrow strip (hrartciu's rit pedestrians) is anexampleof and want a regular sized tree (:30-50 feet) bad pik -:ill iig. 'frees close to people,alld then' r i structures need to meet special criteria. The rootball. Beware of bargains. Using reputable middle of your yard is often the best place for nurseries is of ten the best way to avoid this a large tree. type of prohlern. What: kind of care can be expected in the Best specics. future? There are no perfect trees, but you can rule out Is the tree planted next to a home, business,an those with really bad reputations for shedding, industrial site,or a parking lot? Will it go dropping lirrrb:i, raising sidewalks, and getting unwatered, bashed by cars or lawn mowers, or pests and dise�.ses. In other locations, these vandalized? Or will it be partially protected, trees might :,e good choices. Some sites well watered and mulched? require tough trees, those that can withstand mechanical injury and extremes of climate and temperature. Aesthetics is your final µSTEP TWO: MAKE THE PERFECT I consideration. Consult reference books and/or MATCH j your local prof vssional. Armed with answers to the preceding questions, you can now choose the best tree for I STEP 'I'HM1 .::2)1Ci 'fill; l'>v/. '1'1?VG the job. Use tree selection books and ask your I;IOLE local nurseryperson for help. Some things to look for in Dig a hole. picking a Your hole should be strong, healthy — � no deeper than the tree are: rootball, to avoid Strongtrunk aoTB,�L_L IA P'IErE I ooc_rWNI;T1aPVK settling later. ENE Fo�T� B�t-�- Loosen surrounding and good pI,�M FpR EACH+ � ��r��g soil by digging or trunk taper, tumin it over as far Do not accept I NC D TM-N K i A K'N ;7r �" outward as practical trees that 2 1AM Err-F, from the planting cannot stand up hole. Each inch without stake / increases chances of support. G k 6'L I NG survival in unfriendly soils. Trunk free - Dig the hole, at The from wounds - `=—� very least, beyond and abrasions. the area necessary Bark wounds, ` to spread out roots. especially at the Add nothing to the base, reduce backfill soil (it is chances of C�K,�_LINC-r not necessary to add survival. Tree ebb-r- peat moss or other wraps can hide INK�V Zoo'( amendments to the trunk wounds. planting hole). Sides of a clay hole Sufficient should be roughen- rootball. - ed, not left glazed Do not buy large trees in small pots. An ei ht by the shovel. foot tall tree with a one inch diameter trunk Unpot your free Remove pot(Including peat pots) and as much needs a rootball about one and one half feet in diameter, burlap, wire basket, or bag as you can without destroying the rcgAball. This may require No kinked or girdling knives, pruners, wire cutters, tin snips, etc. g' uzg roots. Slicing roots free of pot sides with a knife These are often hidden deep within the may be necessary. When absolutely necessary ► I I to prevent damaging the rootbalI, untreated back ill. All roc,:: should be covered with soil. burlap can be folded down and left in the Use your feet anij shovel handle to tamp out bottom of the hole. Seconds count with air pockets that c:tn dry out roots. For clay or exposed roots. Never let the rootball (or roots, saturated soil, sec pian "B"on back panel .Take if bare root) dry out or allow the rootball to care not to crush the roots on bare root trees. break, thus exposing or damaging roots. Check the planting depth. Soak it. Use water for If Before you set the tree, make sure it will not additional settli»-tl occurs add settling of tso but: be planted too deep. do not further tread on The root flare (also wet soil. When soil is called the collar or dry, watering a tree as crown) should be at soil level or a littlesoon as possible after above to allow for f planting i.s the most mulch. Usually, this t critical factor to flare is the same as the survival. soil line from the nursery, but not always '� �R- Dam it_ (sometimes they get Build a circular dam buried during the last or basin with loose potting upj. ., ck to soil around the tree to see where the roots . aid watering. Trees diverge from the trunk. need deep watering to That's your proper soil ( establish good root level. Trees nianted `�'S�A� systems. Water trees too deep can die within i A LOT the first year a few years or develop t or two, and always problems as many as during a drought. Let fifteen vears later. Use the root zone dry out a stick or shovel handle between waterings. to measure the rootball. i f Five to fifteen gallons Then, use the stick to t?a0r FLAM °'��zO"" a week is average, hole a the depth of the depending upon site t 4 . conditions and tree Yd r�-�.�' �. AhN�' Set the rootball. ( ,� �' �, .nt size. Now, spread out, score, n►_'_t— R=V_ tease out, or cut off all t Ntulch it. circling, m tmt girdling, and u � �t � � �, t ��, ' 1 J Mulch 's any material damaged roots . Root III (compost, bark, wood tips should make good ill �-+y, r „ 1 �t chips, shredded leaves, rd14 u, � 9w p straight contact with IN; etc.) used as a cover new soil, almost , wt \ r6AL:.. i�..t uu over the soil. In immediately. Lower your tree into the hole. nature, trees mulch u"v,sr`1 c v sa \� uw{,+� v v E 3�*GK.-�t;. themselves every fall. Never leave anything By keeping weeds tied around your tree's trunk. away, retaining water, and moderating the jS77EP FOUR: PLANT YOUR TREE soil temperature, nr.ulch improves the chances I of survival for your tree. Apply two to four inches of mulch a:; needed, but never let it Plant it. pile up against the -runk. After mulching the Plant your tree using the unamended soil as planting pit, brush back the mulch that is in contact with the trunk. _ Stake itT Or, locally, consult yi;ur County Cooperative Trees grown up to rely on stakes have Extension Agency, N'tirsery, Electrical Power weaker trunks and roots than free standing Utility, City Forester, or ISA Certified trees. It is the trunk's slight movement that Arborist. causes trees to grow sturdy. So, use staking only as needed to hold the tree up until the PL4 uN 'B" roots have become established (usually one year). Skip the stakes if they are•not Solutions for clay, ompacted;and poor necessary. The most important thing is to REMOVE STAKES AND TIES AS SOON draining soils: 1) L,�,ok for an alternate site. AS POSSIBLE . Trees are frequently 2) If possible, amend a very large rooting girdled by ties that people forgot to take zone by working to:i of organic matter into off, the top 12" of soil. 3" Bring in soil and build a large planting mound. 4) Set tree higher than If stalung is needed: normal in planting hate. 5) Do not work clay One or two 2x2 wood stakes, driven firmly or saturated soils whan planting, it will into undisturbed soil. Tie at one point about destroy the soil stru.-rure. 6) If planting strip one third-up-the tree to allow for maximum is continous; instaa])ositive drainage in- trunk movement. Soft, flat tie material rootzone ("perf' pipr., drain tile in ;ravel, or against the trunk is preferred (inner tube, similar) connected to storm drain or other flat soaker garden hose, commercial outflow. 7) Use water tolerant species such as products). Never use straight twine, gin Oak or Red Marie. electrical, or other types of wire against trunks. Avoid using pipe or rebar for stakes. Is fertilizer necess,i:ry? Experts disagree. Once set, they are difficult to pull out when Moderate use of a cr,mplete, slow release the time comes to remove them. fertilizer will probably not hurt your tree. STEP FIVE: CARE FOR YOUR TR�F Consult your local ,:.Irseryperson for recommendations. What now? Should I prune' Eq) NOT prune he top to The Little Prince said "Remember,you are compensate for root loss (an old =.nyth) or in responsible foreverfor that which you have order to "even out" :he crown. Pruning to tamed" Feel tree to contact names listed remove broken, rut tying, and weak branches below for more tree information. is alright. Avoid re�,rtoving more than one firth of the branches in �:ny case. PlantAmnesty _.. 906 N.W. 87th St. Seattle, WA 98117 (206) 783-9813 This brochure was American Forestry Association SIT �d in collaboration P.O. Box 2000 produ(; , Washington, DC 20013 With S,::'attle City Light (202) 667-3300 The National Arbor Day Foundation 100 Arbor Ave. Nebraska City, NE 68410 (402) 474-5655 �-- this brochure was ma,:,'-possible in part by: PlantAmnesty Tree People Washington State Dept, of Natural Resources 12601 Mulholland Drive Dr. Ray Maleike,Cool',arative Extension Service. Beverly Hills, CA 90210 �.was rigton State iJni•,,argay (818)-769-2663 1 i i 1 GENERAL PLANTING DETAIL I. Excavate three (3) times wider than the rot- _ 5. Place three (3) inches ball. Lcave sicics rough. --_ 01'mulch in saucer and "Alkc sure hole has good three inches from trunk. drainage. 2 Set tree straight and rootball on solid grOUnd 6. *Water immediately or tamp thoroughly. Top , _ and thoroughly, greater Of rootball must remain at 1 1 at first, 2 or 3 times per existing grade, week through dry season, (lien less until ; 3. Backfill 1\2 full with established. native soil and no 7. Stake only if necessary, amendments. Tamp soil I- to stabilize rootball. Cut outstdc rootball. Use I�� heavy chainlock tree ties away wire, string and or similar . Remove after burlap; Do not disturb y rootball. Finish ----, . one year. backfilling. I 4. Form water dam R. Fertilize alter around tree with soil to establishment with slow hold water. - release fertilizer or as soil tests require. WATIERING - Watering is absolutely the most critical step ' establishing any new planting. Always plan on a rep ular wa ern schedule at least the first two 2 g ng ) years. ,. - ` I City of Arlington Building Dep. ) PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # GYp DATE u P CrCJ ACCOUNT # NAME: p ADDRESS: � ��(� � �IC_'� LEGAL: BUILDING USE: Zz # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site RF64c/V On site PAVING: Off site Cj 5., 240 On site �OP4p STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO_ b ti� Vt-, BuilMorms\u-check labo VQ KA �� _ - I I Y � � •(` II � - � I�1 1 '. I � I• -- - I 1' i I- _ _ - - � 1�I I + IPM r II I 11 1 1 I Ll 11 II I I I r I rl I I I I I.• I � I "i I I I �� II ii I nl 1 1 1 ~ r _ Iy I 1N G �y City of Arlington Q MEMORANDUM Water Quality TO: Universal Aerospace FROM: Karen Latimer,.Water Quality Technician DATE: March 29, 2000 SUBJ: Water Quality Review Building Permit#99-3806 1 have completed my review of the documents submitted with building permit#99-3806. Listed below are items that must be completed before the Water and Wastewater departments will give approval for occupancy. 1. Complete and return the enclosed Cross Connection Survey and Industrial/Commercial Waste Discharge Permit application. 2. Provide the following information: a. What size of water meters are you requesting? b. Indicate what each meter will serve, i.e., an irrigation sprinkler, domestic water, etc. 3. A Double Check Valve Assembly (DCVA) must be installed on both water meters. Install per city'standard W-13. After the DCVA's,are installed they must be tested by a Washington State certified Backflow Assembly Tester, at the owner's expense, then be inspected by me. Provide a copy of the test report, prior to calling for inspection. 4. Inspections are required at the following times. Please provide minimum 24 hour notice when calling for inspection. a. Prior to covering underground water piping. b. Prior to covering interior water-piping. C. Prior to requesting final inspection by the Building Department. After I receive the requested information I will complete a final review and notify you of any additional water quality requirements, and provide a water/sewer fee estimate. I can be contacted at 360.403.3505 should you have any questions. 238 North 0i. Ave Arlington, WA 98223 .s .; I Z x 3 � 2 N m zl Z 5 \ 5 3" MIN is 3" MIN — vi N / 1 FLOW Z_i FLOW 2" c� 6 PLAN ELEVATION LEGEND: Ot STATE APROVED DOUBLE CHECK VALVE ASSEMBLY, INCLUDING TWO RESILIENT SEATED SHUTOFF VALVES AND FOUR RESILIENT SEATED TEST COCKS. z0 ENCLOSE THE DOUBLE CHECK VALVE ASSEMBLY IN TWO METER 80XES STACKED ON TOP OF EACH OTHER. MUST HAVE REMOVABLE STEEL COVER. O IN TRAFFIC AREAS USE PRECAST CONCRETE VAULT (UTILITY VAULT CO 233—LA, OR EQUAL), WITH STEEL COVER. Q IF A DAYLIGHT DRAIN CANNOT BE PROVIDED THERE MUST BE A 6" MIN LAYER OF FREE DRAINING GRAVEL AT THE BOTTOM OF BOX. O ANGLES MAY BE IN OR OUT OF BOX SO LONG AS SUFFICIENT ROOM IS ALLOWED AT EACH END FOR VALVE OPERATION AND DCVA REPAIR OR MAINT. O PROVIDE FREE DRAINING SOIL NOTES: 1. INSTALL ACCORDING TO MANUFACTURER'S SPECIFICATIONS. 2. INSTALL ONLY IN HORIZONTAL CONFIGURATION, UNLESS APPROVED OTHERWISE BY CITY. 3. INSTALL WITH TEST COCKS FACING UP OR TO ONE SIDE. _ 4. INSTALL BRASS PLUGS IN ALL TEST COCKS. 5. FOR 3/4" TO 1" ASSEMBLIES, USE A 10" x 13" BOX. 6. FOR 1 -1/4- TO 2" ASSEMBLIES. USE A 14" x 20" BOX. 7. ASSEMBLY REQUIRES CERTIFCATION UPON INSTALLATION AND RECERTIFICATION ANNUALLY. REVISED STANDARD PLA �~ NUMSER DOUBLE CHECK VALVE ASSEMBLY (DCVA) FOR 2" AND SMALLER SERVICES W 13 �N G City of Arlington 2 z 0 rskiNv` CERTIFIED BACKFLOW ASSEMBLY TESTERS Roger Summy Ron King Advance Testing & Service A-BAT Backflow Assembly Testing & PO Box 1485 Service Everett, WA 98206 PO Box 2374 Phone: 425.337.4175 Everett, WA 98203 Pager. 425.339.8998 Phone: 425.334.6423 Pager: 425.886.3260 Lewis Young Michael Patten AACRA Backflow Assembly Testing & Angela McGlinchey Service ORCA Backflow Testing and PMB A-11 621 SR9 NE Management Services Lake Stevens, WA 98258 PO Box 41 Phone: 425.334.4507 Buckley, WA 98321 Pager: 425.438.5316 Phone: 253.863.7001 238 North Olympic Ave. . Arlington, WA 98223 1' City of Arlington Building Dep 11 PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # `j g DATE '- Cd ACCOUNT # NAME: ADDRESS: l �p �� LEGAL: y BUILDING USE: �.IXL(� # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site CURBS: Off site On site SIDE WALK: Off site On site PAVING: Off site On site STORM DRAINAGE: Off site On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO Build\forms\u-check t- L ■ i � ■ a City of Arlington Building Dept- _, FIRE DEPARTMENT CHECKLh I' PERMIT # DATE: 300 NAME: u'y��it��1 ADDRESS: l��l> .��1J 1/J LEGAL: q BUILDING USE: _ Le�lGu'-u,Q _ OCCUPANCY CLASSIFICATION: A B E F H 1 1 2 12.1131 4 1 1 2 1 3 1 1 2 1 1 2 1 3 1 4 1 5 1 6 7 I M R. S / U 1.1 1 1.2 1 2 1 3 1 3 1 1 r 2 Lal 4 1 5 1 1 2 TYPE OF CONSTRUCTION I II III 1V V F.R. F.R. ONE-HOUR N ONE-HOUR N H.T. ONE-HOUR N Item inspected&completed Site Plan: Approved Denied Signature & Date: Access Requirements: Required: Fire lane: Sprinkler system: Alarm system: Knox Box: Fire extinquishers: Hydrant: #of hydrants required: Location of Hydrant: Location of Knox Box: Location of Fire Extinquishers: Fire Flow requirements: Location of address on building: FIRE DEPT: Date: Signature Build\formtdchecklist I IL 1 1 1 1 1 1 11 - I - _ 1 1 i I � I I City of Arlington • Planning and Community Development Revised Minor Development Permit November 3, 2000 Universal Aerospace MN-99-0147/SEPA #301 I. PROJECT DESCRIPTION AND REQUEST Universal Aerospace originally requested a land use permit to construct a 10,000 square foot metal warehouse with parking, landscaping and stormwater facility on an approximately 0.66 acre site. Universal Aerospace planned to use this building as a storage facility for their current location, which is immediately to the north of the subject property. The original minor land use permit was issued on March 24, 2000. The applicant would like to revise that permit by changing the use of the building from warehouse/storage to manufacturing. This revised minor development permit supersedes that permit, which is hereby made null and void. II. GENERAL INFORMATION 1. Applicant/Owner: Universal Aerospace, 18640 59th Drive NE, Arlington, WA 98223 2. Contact Person: Jim Carter, P. O. Box 3689, Everett, WA 98203 3. General Location: Lot 30B of Arlington Airport, which is immediately south of the present Universal Aerospace building located at 18640 591h Drive NE, in Arlington, WA 4. Address of the property: No address has been assigned to this vacant property 5. Description of Proposal: Construction of a 10,000 square foot metal building and associated site work 6. Approximate Acreage: Approximately 0.66 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project site Airport Industrial Airport Industrial Vacant North of site Airport Industrial Airport Industrial Industrial South of site Airport Industrial Airport Industrial Airport Office East of site Industrial Industrial Street/Vacant West of site Airport Industrial Air ort Industrial Helicopter Facility E:\Completed Minor Permits\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 1 of 6 �,., �- I I I 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: City of Arlington Police: City of Arlington Garbage: Waste Management Northwest Fire: City of.Arlington Storm Water: City of Arlington School: Arlington School District#16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Mitigated Determination of Nonsignificance was published, posted, and mailed on February 9, 2000, with comments due no later than February 23, 2000; no comments were received. III. ENVIRONMENTAL REVIEW A Mitigated Determination of Nonsignificance (MDNS) was issued on February 9, 2000, with a 15-day comment period followed by a 10-day appeal period; no comments were received. Mitigation measures from the MDNS were to pay traffic mitigation to the Washington State Department of Transportation and to have a minimum of 100 feet from any infiltration system or other source of contamination to the existing well; these are included as conditions to this permit (see "Conditions" below). After reviewing the proposed revisions, the Planning Manager determined that the change of use from warehouse/storage to manufacturing and the addition of 9 parking spaces on existing impervious surface was not significant and did not require additional environmental review. IV. BACKGROUND The original minor development permit/environmental review application was received by the City of Arlington on November 10, 1999, and the application was deemed incomplete on December 3, 1999. The requested revisions and additional information were submitted on various dates, but the last of it was received on January 12, 2000, and the application was deemed complete on February 1, 2000. The original minor development permit was issued on March 24, 2000. A request to change the proposed use of the building from warehouse/storage to manufacturing was received on June 13, 2000, with a revised site plan showing 9 additional parking spaces. Revised trip generation information was received on July 25, 2000, and a copy of the lease for the property for the additional parking spaces was received on October 19, 2000. A revision to a minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VI 1, Sections C.1 and C.S. V. FINDINGS OF FACT 1. Application Process: The original minor development permit/environmental review application was received by the City of Arlington on November 10, 1999. The application was deemed incomplete and, following submittal of additional requested materials, the application was deemed complete on February 1, 2000. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections C.1 and C.S. A Mitigated Determination of Nonsignificance (MDNS) was issued on February 9, 2000, with a 15-day comment period followed by a 10-day appeal period. The original minor development permit was issued on March 24, 2000. A request to E:\Completed Minor Perm its\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 2 of 6 �� •. -. � I I change the proposed use of the building from warehouse/storage to manufacturing was received on June 13, 2000, with a revised site plan showing 9 additional parking spaces. Revised trip generation information was received on July 25, 2000, and a copy of the lease for the property for the additional parking spaces was received on October 19, 2000. After reviewing the proposed revisions, the Planning Manager determined that the change of use from warehouse/storage to manufacturing and the addition of 9 parking spaces on existing impervious surface-was not significant and did not require additional environmental review. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Airport Industrial. The subject property is zoned Airport Industrial per UDC, Chapter III, zoning map, Page III-2. Warehousing/storage facilities and manufacturing facilities are permitted uses per Chapter V, Section J, of the UDC. 3. Lot Dimensions. Densitv and Related Requirements: The proposed development complies with the minimum lot dimensions for a warehousing/storage facility and manufacturing facility (20,000 square feet in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 25 feet, and side 25 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Airport Industrial zone. The proposal is in compliance with the airport height regulations per Arlington Municipal Airport staff. 4. Off-Street Parking: The proposed revised use (manufacturing) as calculated per UDC Chapter IX, Section C.4, Parking Requirements, requires 20 parking spaces, at 2 spaces per 1,000 square feet of gross floor area, for plus 1 loading space and 1 dumpster space. The proposed revised site plan shows 20 parking spaces, a loading space in front of the overhead door, and a dumpster space, which meets the minimum requirements. 5. Landscaping: The required landscaping for warehouse/storage and manufacturing uses is category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The landscape requirement for the parking area is a minimum of 17-1/2 square feet of landscaping for each parking stall per Chapter IX, Section N.7. The landscape plan reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N.7. Landscaping shall be installed in accordance with the attached recognized planting detail techniques. Plant material must be guaranteed for one year, with any replacements guaranteed for one year also. 6. Transportation: The proposed development fronts on 59th Drive NE (frontage road); no improvements are required on 59th Drive NE. However, per the lease between the applicant and the Airport, a 24-foot paved access driveway will be constructed just north of the lot in line with the proposed gate and a 5-foot sidewalk will be installed north of the driveway; the site plan was revised to show the proposed paved driveway. Transportation mitigation fees shall be paid to the City of Arlington at $1,038.00 per p.m. peak hour trip and to WSDOT at $184.02 per average daily trip. An evaluation of the difference in trip generation between warehouse space and manufacturing space, which showed no change in the trip E:\Completed Minor Perm its\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 3 of 6 generation ceiling, has been accepted by the City Engineer and WSDOT; -therefore, no addition traffic mitigation fees are required for the proposed change in use. 7. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that it will probably work. Per City of Arlington Ordinance 1216, there shall be a payment of storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area. After an evaluation of the location of the additional parking spaces, the City Engineer determined no additional storm water system development fees are required because the area is already impervious. 8. Critical Areas: The site contains no identified environmentally sensitive areas; however, there is an existing well south of the subject property, and the MDNS included a condition to have a minimum of 100 feet from any infiltration system or other source of contamination to the existing well. 9. Park Mitigation and Impact Fees: Per UDC Chapter XI, Section B.4, there shall be a payment of 5 cents ($0.5) per square foot of land per approved site plan. 10. Water and Sanitary Sewer: Adequate City water and sanitary sewer service is available to the site; utility services to the building and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan per the lease between the applicant and the Airport. 11. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Department of Planning and Community Development is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. E:\Completed Minor Permits\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc YJp:11/3/00 Page 4 of 6 VI. CONCLUSIONS 1. The proposed construction and use as noted and conditioned is consistent with the City of Arlington Comprehensive Plan and is allowed in the Airport Industrial zone. 2. The requested revised minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The revised minor development permit should be approved subject to conditions noted below. VII. DECISION The revised minor development permit is hereby APPROVED, subject to the following conditions: 1. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code and Uniform Fire Code and meet the following conditions. 2. The final plan shall show the correct northern dimension of 148.97 feet per the survey and legal description provided and show a minimum of 100 feet from any infiltration system or other source of contamination to the existing well. (NOTE: This was done on the revised site plan submitted June 12, 2000.) 3. The final site plan shall comply with the lease between the applicant and the Airport. This includes showing all existing and planned utilities and the 24-foot paved access driveway just north of the lot in line with the proposed gate. (NOTE: This was done on the revised site plan submitted June 12, 2000.) 4. The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. (NOTE: This was done on the revised site plan submitted June 12, 2000.). Landscaping shall be installed in accordance with the attached recognized planting detail techniques. Plant material must be guaranteed for one year with any replacements guaranteed for one year also. 5. The final storm drainage plan shall meet the requirements of the Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). (NOTE: This has been done.) 6. Prior to issuance of a building permit, the developer shall submit proof of payment of all required mitigation payments (transportation mitigation fees to WSDOT at $184.02 per average daily trip and to the City of Arlington at $1,038.00 per p.m. peak hour trip, which is 5, for a total of $5,190.00; storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area, which is 19,432 square feet, for a total of $3,633.78; and park mitigation fees to the City of Arlington at 5 cents per square E:\Completed Minor Permits\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc y1p;11/3/00 Page 5 of 6 �f� foot of land per approved site plan, which is 28,676 square feet, for a total of $1,433.80). (NOTE: This has been done.) 7. Prior to issuance of a Building Permit, the developer shall clear all outstanding land use permit-processing accounts with the City. (NOTE: This has been done.) 8. The revised minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. EXHIBITS 1. File MN-99-0147/SEPA#301 2. Approved Revised Site Plan received June 12, 2000 ORDERED THIS 3RD DAY OF NOVEMBER 2000. ao- J5—&� Cliff S ng, Pla ni g Manager Responsible O ic' I Distributed to the Following Parties of Record: • Universal Aerospace, 18640 59th Drive NE, Arlington, WA 98223 • Jim Carter, P. O. Box 3689, Everett, WA 98203 • Public Works Department, Paul Richart . Building Department, Dave Anderson E:\Completed Minor Perm its\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 6 of 6 1 ' CITY OF ARLINGTONT - DEPARTMENT OF COMMUNITY DEV_ )F NT 238 N. Olympic, Arlington, WA 98223 ❑ Building ❑ Engineering ❑ Planning DATE JOB NO. 9 b U Phone (206) 435.0724 FAX (206) 435-3906 ATTENT ON TO 6�74 - RE: WE ARE SENDING YOU J irAttachecl ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ,NrCopy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION VI-0 � THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS_ COPY TO RECYCLED PAPER: C� �P Contents:40%Pre-Consumer-10%Post-Consumer SIGNS If enclosures are not as noted,kindly notify s t once. I'1'1 r Ti I 5 • IN I 11 �1 1 11 r . _ ► _ 1 J J 1 • — — 1- -1=�1 � �■fr � 1 _,_ - - 1 Ic IN �w =I ENGINEERS/SURVEYORS/PLANNERS/DEVELOPMENT CONSULTANTS July 25, 2000 LSA File No. 4144 Yvonne Page Senior Planner City of Arlington 238 N Olympic Ave Arlington, WA 98223 Re: Universal Aerospace City of Arlington File No. MN-99-0147/SEPA#301 Trip Generation Dear Ms. Page: As requested by Jim Carter, I have been asked to provide additional traffic generation information regarding the above referenced project under review by the City of Arlington. According to Mr. Carter,the Universal Aerospace facility maybe used for more than warehouse space. Previous trip generation was based on ITE Land Use Code 150, Warehousing which has a trip generation rate of 4.96 average vehicle trips(ADT)per 1,000 sf. The trip generation for the 10,000 sf warehouse was then estimated to be 50 ADT. With the addition of manufacturing space, the facility would be classified as ITE Land Use Code 140, Manufacturing. As defined in the ITE manual, "Manufacturing facilities are areas where the primary activity is the conversion of raw materials or parts into finished products. Size and type of activity may vary substantially from one facility to another. In addition to the actual production of goods, manufacturing facilities generally also have office, warehouse research and associated functions." The trip generation rate for ITE LUC 150 is 3.82 trips per 1,000 sf. Therefore, the facility would, according to ITE, generate an estimated 38 ADT. Based on the above information, the trip generation ceiling as determined before for warehouse would be still valid under the proposed change in building use. The mitigation offer to WSDOT would also still be appropriate. Sincerely, f..J il-r) r.. . z�7'_ , Dale B. Watkins, P.E. �! cc: Jim Carter U JUL 2 6 2000 CITY OF ARLING-m Lovell-Sauerland &Associates, Inc. 19400 33rd Ave.W.,Suite 200, Lynnwood.WA 98036 800-775-7663 425-775-1591 425-672-7998 fax FIELD REPORT ooto-(L- ASSOCIATED EARTH SCIENCES, INC. Field Report# Pagel of Data Protect Name Project Number 911 Fifth Avenue, Suite 100 179 Madrone Lane North Kirkland,Washington 98033 Bainbridge Island,WA 98110 1,7 oo V ! f e e 425-827-7701 FAX 827-5424 206-780-9370 FAX 780-9438 Location Weather BGUo ��9 Dr, E _ooze_ f Municipality Bldg. Permit Number TO: c{ )' r Eng(neer/Archite 167b/U.La. ClientlOwner wA g7- I General Contractor/Superintendent ATTN: �7P�� R-Lrf l*•, oa-S,-/ Earthwork Contractor/Superintendent AS REQUESTED BY: `{ ,,, THE FOLLOWING WAS NOTED: /� A, /�FSX T 'r�r� veS)rr ce l 1 w 4've, hrr've � a1 fie• rioirc� s:�i n4 �qt�o ^;,, f�.. h✓J 1rr� Lb� ere.•f./a 4fn r YC w411✓/ra �f/vy� �, �re'1 / r•.+j1w!//• H �n)NP�j n! e�XIPr fr- 1 � l/. A e•rter^, Pt• �1 �r f.�.'/ (� r,rr i• , M/ri rr'� Ot. �F! 1•�, J ' !I l n Y T— TEST LOCATION DEPTH/ MOISTURE PROCTOR COMPACTION PASS/ NO. ELEV. % VALUE % FAIL J !. 1 C O.o .7 Si a L4 O 4. -1 l i r F 0 8 / J dA 3 FIELD COMPACTION EQUIPMENT UTILIZED:S;, G ,,,L,_�, . llr. ��-�,a_ PROCTOR ASTM ❑ ASTM / D698 D1557 AREAS OF ADDITIONAL CONCERN: I//or e- ADDITIONAL TESTS REQUIRED: ❑ YES [�rNO WHERE ----- COPIES TO: FIELD REP: DATE MAILED: 'PROJECT MGR: „'Field Report subject to review by AESI Project Manager a f I I ti Snohomish County Luc ff Planning and Development Services C NOTICE NOTICE OF REVIEW FOR FINAL PLAT APPROVAL NOTICE IS HEREBY GIVEN that a review is being undertaken for FINAL PLAT APPROVAL by the Department of Planning and Development Services for Brickwood, PFN 99-104193-SD. PROPONENT: Darling Investments, LLC PO Box 1887 Marysville, WA 98270 The subject plat consists of approximately 10.65 acres, divided into 59 lots, with an average lot size of 4,940 sq. ft. on property located in the City of Arlington east of Interstate 5 between 315t Avenue NE and Smokey Point Boulevard, approximately 400 feet north of 180th Street NE. A PUBLIC MEETING will be held before the Snohomish County Council to consider approving the Final Plat for recordation. If you would like to be notified of this meeting please contact,us at the address listed below, or call us at (425) 388-3311 ext. 2844.-_ Please indicate the Plat Name and PFN Number on all correspondence and phone calls. If calling, please leave your complete mailing address on the voice mail. Notification of the time and place of,the meeting is also posted on signs on the site. The complete case file for the subject plat may be reviewed at the Department of Planning and Development Services, 5th Floor, 3000 Rockefeller Avenue,'M/S 604,, Everett, WA. 98201 Refer all written comments to Jeanie Johnson, Sr. Planner, at the above address, which must be received within 15 days of the date listed below. For further information you may call, (425) 388-3311 ext. 2844. Dated this 11 December 2000 j`� Posted: 1 DEC 12 2000 IL S:Vorrnbank1400014750.doc ,� v r I H City of Arlington • Planning and Com unity Development Revised Minor Development Permit November 3, 2000 Universal Aerospace MN-99-0147/SEPA #301 I. PROJECT DESCRIPTION AND REQUEST Universal Aerospace originally requested a land use permit to construct a 10,000 square foot metal warehouse with parking, landscaping and stormwater facility on an approximately 0.66 acre site. Universal Aerospace planned to use this building as a storage facility for their current location, which is immediately to the north of the subject property. The original minor land use permit was issued on March 24, 2000. The applicant would like to revise that permit by changing the use of the building from warehouse/storage to manufacturing. This revised minor development permit supersedes that permit, which is hereby made null and void. 11. GENERAL INFORMATION 1. Applicant/Owner: Universal Aerospace, 18640 59th Drive NE, Arlington, WA 98223 2. Contact Person: Jim Carter, P. O. Box 3689, Everett, WA 98203 3. General Location: Lot 30B of Arlington Airport, which is immediately south of the present Universal Aerospace building located at 18640 59th Drive NE, in Arlington, WA ' 4. Address of the property: No address has been assigned to this vacant property 5. Description of Proposal: Construction of a 10,000 square foot metal building and associated site work 6. Approximate Acreage: Approximately 0.66 acres 7. Comprehensive Land Use Designations, Zoning Designation and Existing Land Uses of the Site and Surrounding Area: AREA LAND USE DESIGNATION ZONING EXISTING USE Project site Airport Industrial Airport Industrial Vacant North of site Airport Industrial Airport Industrial Industrial South of site Airport Industrial Airport Industrial Airport Office East of site Industrial Industrial Street/Vacant West of site Airport Industrial Airport Industrial Helicopter Facility E:\Completed Minor Permits\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 1 of 6 ,�•'y �� .� �'�� d �y,�� 8. Public Utilities and Services Provided by: Water: City of Arlington Cable TV: TCI Cable Sewer: City of Arlington Police: City of Arlington Garbage: Waste Management Northwest Fire: City of Arlington Storm Water: City of Arlington School: Arlington School District#16 Telephone: General Telephone Hospital: Cascade Valley Hosp. Dist. #3 Electricity: Snohomish County PUD #1 Gas: Cascade Natural Gas 9. Public Notification: A Notice of Application and Mitigated Determination of Nonsignificance was published, posted, and mailed on February 9, 2000, with comments due no later than February 23, 2000; no comments were received. III. ENVIRONMENTAL REVIEW A Mitigated Determination of Nonsignificance (MDNS) was issued on February 9, 2000, with a 15-day comment period followed by a 10-day appeal period; no comments were received. Mitigation measures from the MDNS were to pay traffic mitigation to the Washington State Department of Transportation and to have a minimum of 100 feet from any infiltration system or other source of contamination to the existing well; these are included as conditions to this permit (see "Conditions" below). After reviewing the proposed revisions, the Planning Manager determined that the change of use from warehouse/storage to manufacturing and the addition of 9 parking spaces on existing impervious surface was not significant and did not require additional environmental review. IV. BACKGROUND The original minor development permit/environmental review application was received by the City of Arlington on November 10, 1999, and the application was deemed incomplete on December 3, 1999. The requested revisions and additional information were submitted on various dates, but the last of it was received on January 12, 2000, and the application was deemed complete on February 1, 2000. The original minor development permit was issued on March 24, 2000. A request to change the proposed use of the building from warehouse/storage to manufacturing was received on June 13, 2000, with a revised site plan showing 9 additional parking spaces. Revised trip generation information was received on July 25, 2000, and a copy of the lease for the property for the additional parking spaces was received on October 19, 2000. A revision to a minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections CA and C.S. V. FINDINGS OF FACT 1. Application Process: The original minor development permit/environmental review application was received by the City of Arlington on November 10, 1999. The application was deemed incomplete and, following submittal of additional requested materials, the application was deemed complete on February 1, 2000. A minor development permit is an administrative review process per City of Arlington Uniform Development Code (UDC) Chapter VII, Sections C.1 and C.S. A Mitigated Determination of Nonsignificance (MDNS) was issued on February 9, 2000, with a 15-day comment period followed by a 10-day appeal period. The original minor development permit was issued on March 24, 2000. A request to E:\Completed Minor Perm its\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 2 of 6 change the proposed use of the building from warehouse/storage to manufacturing was received on June 13, 2000, with a revised site plan showing 9 additional parking spaces. Revised trip generation information was received on July 25, 2000, and a copy of the lease for the property for the additional parking spaces was received on October 19, 2000. After reviewing the proposed revisions, the Planning Manager determined that the change of use from warehouse/storage to manufacturing and the addition of 9 parking spaces on existing impervious surface was not significant and did not require additional environmental review. 2. Comprehensive Plan and Zoning: The City of Arlington Comprehensive Plan identifies this area as being Airport Industrial. The subject property is zoned Airport Industrial per UDC, Chapter III, zoning map, Page III-2. Warehousing/storage facilities and manufacturing facilities are permitted uses per Chapter V, Section J, of the UDC. 3. Lot Dimensions, Density and Related Requirements: The proposed development complies with the minimum lot dimensions for a warehousing/storage facility and manufacturing facility (20,000 square feet in size and 100-foot minimum width) and yard setbacks (front 25 feet, rear 25 feet, and side 25 feet) and with maximum building height (50 feet). Lot coverage is not applicable in the Airport Industrial zone. The proposal is in compliance with the airport height regulations per Arlington Municipal Airport staff. 4. Off-Street Parking: The proposed revised use (manufacturing) as calculated per UDC Chapter IX, Section CA, Parking Requirements, requires 20 parking spaces, at 2 spaces per 1,000 square feet of gross floor area, for plus 1 loading space and 1 dumpster space. The proposed revised site plan shows 20 parking spaces, a loading space in front of the overhead door, and a dumpster space, which meets the minimum requirements. 5. Landscaping: The required landscaping for warehouse/storage and manufacturing uses is category C, which requires 10 feet of Type III landscaping adjacent to all street frontages. The landscape requirement for the parking area is a minimum of 17-1/2 square feet of landscaping for each parking stall per Chapter IX, Section N.7. The landscape plan reflects sufficient frontage and parking area landscaping to meet the general landscape requirements specified in Chapter IX, Section N.7. Landscaping shall be installed in accordance with the attached recognized planting detail techniques. Plant material must be guaranteed for one year, with any replacements guaranteed for one year also. 6. Transportation: The proposed development fronts on 59th Drive NE (frontage road); no improvements are required on 59th Drive NE. However, per the lease between the applicant and the Airport, a 24-foot paved access driveway will be constructed just north of the lot in line with the proposed gate and a 5-foot sidewalk will be installed north of the driveway; the site plan was revised to show the proposed paved driveway. Transportation mitigation fees shall be paid to the City of Arlington at $1,038.00 per p.m. peak hour trip and to WSDOT at $184.02 per average daily trip. An evaluation of the difference in trip generation between warehouse space and manufacturing space, which showed no change in the trip E:\Completed Minor Permits\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 3 of 6 generation ceiling, has been accepted by the City Engineer and WSDOT; -therefore, no addition traffic mitigation fees are required for the proposed change in use. 7. Stormwater Management: The City has adopted storm drainage requirements per Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Puget Sound Basin (The Technical Manual). Site plan drawings with a proposed drainage system have been submitted. A preliminary review of the system indicates that it will probably work. Per City of Arlington Ordinance 1216, there shall be a payment of storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area. After an evaluation of the location of the additional parking spaces, the City Engineer determined no additional storm water system development fees are required because the area is already impervious. 8. Critical Areas: The site contains no identified environmentally sensitive areas; however, there is an existing well south of the subject property, and the MDNS included a condition to have a minimum of 100 feet from any infiltration system or other source of contamination to the existing well. 9. Park Mitigation and Impact Fees: Per UDC Chapter XI, Section B.4, there shall be a payment of 5 cents ($0.5) per square foot of land per approved site plan. 10. Water and Sanitary Sewer: Adequate City water and sanitary sewer service is available to the site; utility services to the building and fire hydrants and fire protection as required will be reviewed when construction drawings are submitted. All existing and planned utilities shall be shown on the site plan per the lease between the applicant and the Airport. 11. Criteria for Approval of an Application and Issuance of a Permit: Per UDC Chapter VII, Section D, Criteria for Approval, the Department of Planning and Community Development is required to review for compliance the following criteria before an application can be approved. a. The development is consistent with the dimensional, density requirements and Performance Standards of the UDC and other applicable laws and regulations; and b. The development as proposed incorporates, to the maximum extent feasible, mitigation measures to substantially lessen or eliminate all adverse environmental impacts of the development; and C. The applicant has presented certification that the applicant has filed and paid all the taxes, penalties and interest, and that the applicant has satisfactorily made agreement to pay the taxes (NOTE: this requirement is only applicable to subdivision plats); and d. Prior to final approval the applicant has followed all permit processing procedures and paid all applicable land use fees. E:\Completed Minor Perm its\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yip;11/3/00 Page 4 of 6 VI. CONCLUSIONS 1. The proposed construction and use as noted and conditioned is consistent with the City of Arlington Comprehensive Plan and is allowed in the Airport Industrial zone. 2. The requested revised minor development permit as conditioned meets all UDC requirements, including Chapter VII, Section D, Criteria for Approval, and all other applicable codes. 3. The revised minor development permit should be approved subject to conditions noted below. VII. DECISION The revised minor development permit is hereby APPROVED, subject to the following conditions: 1. The final site plan shall comply with all requirements of the Unified Development Code, Uniform Building Code and Uniform Fire Code and meet the following conditions. 2. The final plan shall show the correct northern dimension of 148.97 feet per the survey and legal description provided and show a minimum of 100 feet from any infiltration system or other source of contamination to the existing well. (NOTE: This was done on the revised site plan submitted June 12, 2000.) 3. The final site plan shall comply with the lease between the applicant and the Airport. This includes showing all existing and planned utilities and the 24-foot paved access driveway just north of the lot in line with the proposed gate. (NOTE: This was done on the revised site plan submitted June 12, 2000.) 4. The final site plan shall comply with the requirements of UDC Chapter IX, Section N, Landscaping. (NOTE: This was done on the revised site plan submitted June 12, 2000.). Landscaping shall be installed in accordance with the attached recognized planting detail techniques. Plant material must be guaranteed for one year with any replacements guaranteed for one year also. 5. The final storm drainage plan shall meet the requirements of the Arlington Municipal Code Chapter 16.10, Stormwater Management, and the Department of Ecology's Stormwater Management Manual for the Pugat Sound Basin (The Technical Manual). (NOTE: This has been done.) 6. Prior to issuance of a building permit, the developer shall submit proof of payment of all required mitigation payments (transportation mitigation fees to WSDOT at $184.02 per average daily trip and to the City of Arlington at $1,038.00 per p.m. peak hour trip, which is 5, for a total of $5,190.00; storm water system development fees to the City of Arlington at $374.00 per 2,000 square feet of impervious surface area, which is 19,432 square feet, for a total of $3,633.78; and park mitigation fees to the City of Arlington at 5 cents per square E:\Completed Minor Perm its\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 5 of 6 foot of land per approved site plan, which is 28,676 square feet, for a total of $1,433.80). (NOTE: This has been done.) 7. Prior to issuance of a Building Permit, the developer shall clear all outstanding land use permit-processing accounts with the City. (NOTE: This has been done.) 8. The revised minor development permit shall become null and void if use and reliance is not established within one year of the below date of approval. VIII. EXHIBITS 1. File MN-99-0147/SEPA#301 2. Approved Revised Site Plan received June 12, 2000 ORDERED THIS 3RD DAY OF NOVEMBER 2000. Cliff Skhng, Planni g Manager Responsible O fic* I Distributed to the Following Parties of Record: • Universal Aerospace, 18640 59th Drive NE, Arlington, WA 98223 • Jim Carter, P. O. Box 3689, Everett, WA 98203 • Public Works Department, Paul Richart Building Department, Dave Anderson E:\Completed Minor Permits\Universal Aerospace MN99-147\MN99-147-Univ Aerospace-revised permit.doc yjp;11/3/00 Page 6 of 6 ow to C4 0 0 C-1 W 0 Q C) z Q- ca 0 z zi �DN4 lid S��2-1-Nn .MNI JVd3U ONHO-11118 n y to NOBNMV JO A—LID C _cQ 01 0 0M CL -n S. > 0 (a m co m Ef Z m Co z 4 4 9/98 GARCO BUILDING SYSTEMS DESIGN CERTIFICATION Garco Building Systems is an "AISC" certified manufacturer. This is to certify that the metal building system to be furnished shall be designed in accordance with the order documents and will meet or exceed the load requirements as specified below. This includes all primary and secondary framing members, roof and siding panels, and all accessories furnished. Design shall be in accordance with the "AISC" ninth edition "Manual of Steel Construction" and "AISI" (1996) "Cold-Formed Steel Design Manual". The Owner and/or Contractor are responsible for retaining a Professional Engineer if building components are altered, except as required to fit manufacturer's drawings. ENGINEERING CALCULATIONS BUILDING JOB NUMBER: 99142 DATE: CODE - 9/8/99 97 UBC JOB NAME: UNIVERSAL AEROSPACE DESIGNED BY: DLC OCCUPANCY JOB LOCATION: ARLINGTON, WA. CHECKED BY: CATEGORY STANDARD BUILDER: S. W. GOHL CONSTRUCTION DESIGN PARAMETERS COMMENTS FRAME TYPE: RF ROOF SLOPE: 2:12 BAY SIZE: 25'-0" NOMINAL WIDTH: 80'-0" LENGTH: 125"-0" EAVE HEIGHT: 18'-0" DESIGN LOADS ENGINEER'S SEAL FRAME SELF WT. : INCLUDED RAD ROOF DEAD LOAD: 2.5 psf F WAS �O COLLATERAL LOAD: 3.0 psf � G'A LIVE LOAD: 25 psf EXP FAC IMP FAC ROOF SNOW LOAD: 27 psf 0. 7 1.00 SEISMIC ZONE: 3 1.00 WIND SPEED: 80 mph C 1.00 O l59� ENCLOSURE TYPE: O Un/Enclosed p Partially Enclosed SS�nNAi. ytQ CRANE CAPACITY: NA CLASS NA MAX. WHEEL LOAD: NA EXPIRES 9-08-00 MIN. WHEEL BASE: NA SPECIAL LOADS: This seal is intended for certification of the structural design of the Metal Building System and Components as provided by GARCO BUILDING SYSTEMS. Design and overview of all other portions of this project are NOT SEND FILE: _ within the scope of GARCO BUILDING SYSTEMS or this seal. �P�•h/��tir cur �� ti ��j• .l4iJ 1 'i��. � fir! Building Specifications 5. ROOF AND WALL COVERING (RW & AW) 1. SCOPE 5.1 General (RW and AW) 5.1.1 Material for steel panels and flashings shall be a Garco computer engineered, prefabricated steel, minimum 26 gauge Grade D galvanized or pre- Tapered Beam and Column, Rigid Frame, Tapered painted galvanized conforming to ASTM Spec. Rigid Frame, or Modular Beam and Column primary A446 and G-90 coating class, as per ASTM A- structural framing, steel purlin and girt secondary 525, or Zincalume© conforming to ASTM A-792 framing; formed steel roof and wall panels; flashings, and AZ50 coating class. fasteners, closures, and connecting bolts. 5.1.2 Type "RW" panels shall have 1'/8" deep major box 2. DESIGN ribs spaced 12" on centers with intermediate 2.1 General stiffening ribs. Type"AW" panels shall be similar 2.1.1 A.I.S.C. Specifications for Structural Steel to "RW" configuration except shall be modified A.I.S.I. Specifications for Light-Gauge for"inside-out" or reverse installation. Cold-Formed Steel 5.1.3 Sealant for sidelaps and endlaps shall be 3/16" Metal Building Manufacturers Association dia. butyl mastic tape. Design Practices Manual 5.1.4 Closures shall be preformed closed cell Uniform Building Code laminated-polyethylene foam matching the panel 2.1.2 Design Loads profile. Roof Live Loads: as required 5.1.5 Fasteners for panel to secondary framing shall, Wind Loads: as required be zinc plated #12 x 1-1/4" self-drilling, self- 2.1.3 Design Load Combinations tapping "TEK" screws with 5/16" hex heads and DL + LL, DL +WL and DL + 1/2LL +WL neoprene washers. Fasteners for panel sidelaps shall be zinc plated #14 x 3/4" self-drilling lap 3. PRIMARY STRUCTURAL FRAMING "TEK" sheet metal screws with 5/16" hex heads 3.1 General and neoprene washers. 3.1.1 All primary structural framing members shall be 5.1.6 Flashings and trim shall be furnished at rake, automatic submerged arc welded built-up "I" eave, corners and openings to provide finished sections with minimum flange thickness of 3/16" appearance and weathertightness. Minimum and minimum web thickness of/e". Steel shall be thickness to be 26 gauge. ASTM A572, A529 or A570, with a minimum yield 5.1.7 Ridge panels shall be formed to same stress of 50,000 psi. configuration as roof panels except for slopes 3.1.2 Tapered Beam and Column, Rigid Frame, and greater than 2:12. These utilize a ridge cap Tapered Rigid Frame to be clear span with bay flashing. spacing as specified. 5.2 General (GSS) Standing Seam 3.1.3 Modular Beam and Column Frame to have 5.2.1 Material for plain or pre-painted Zincalume°steel intermediate supporting columns with modules panels and flashings shall be minimum 26 gauge and bay spacing as specified. Grade D conforming to ASTM A-792 and AZ50 3.1.4 Bearing End Frames shall consist of built-up "I" coating class. sections for corner columns, intermediate 5.2.2 Panels shall be 24", 18" or 12" wide, with one 3" columns, and roof beams. deep major rib formed between panels when 3.2 Bolting interlocked. Seam is formed at top of rib. The 24" 3.2.1 All primary connections to be bolted with and 18" wide panels only shall have intermediate 5/8" minimum diameter heat treated ASTM A- stiffening ribs. 325N bolts. 5.2.3 Factory applied non-hardening sealant is located 4. SECONDARY STRUCTURAL FRAMING at each sidelap. Eave, ridge, and endlap 4.1 General conditions shall be constructed using extra wide 4.1.1 All light gauge cold-formed sections shall be '/s" x 1 Yz" butyl sealant tape. manufacturered by precision roll or brake 5.2.4 All exposed fasteners shall have long-life 20 year forming from ASTM 446 Grade D (55,000 psi), heads. galvanized steel or prime coated steel. Minimum 5.3 Skylites thickness shall be 16 gauge. 5.3.1 Skylites and wallites shall be white reinforced 4.1.2 Eave struts shall be 6", 8", 10" or 12" formed Zee fiberglass of same configuration as roof or siding shape. Purlins shall be 6", 8", 10", or 12" Zee panels and shall meet commercial standard CS- sections and shall be either simple span or 214-62 for Type 1 general purpose resins. lapped at connections to provide a continuous 5.4 Color Finish span. Girts shall be 6", 8", 10", or 12" Zee 5.4.1 Color coating of exposed roofing and siding sections. shall be thermoset polyester melamine, applied at .8 mils nominal dry film thickness over.2 mils nominal dry film thickness of epoxy primer. ,.� 1 I L G'arco® ROOF & WALL Building Systems R W PANEL & AW PANEL SPECIFICATIONS RW PANEL: The 26 and 24 gage panel brings optimum strength and efficiency to roofs,and has the following features: • Full bearing under rib at side lap provides consistent weather-tight joint. • Roll formed to rigid specification on a 14 pass electronically controlled roll former. • 26 and 24 gage high strength galvanized and Aluminum-Zinc alloy coated steel available in several colors. • Deep trapezoidal ribs on 12"centers for maximum strength. • Two minor trapezoidal strength producing intermediate stiffeners between major ribs • Economical, clean configuration completely compatible with other types of building materials. • 36 inch net covering width in custom lengths. Effective Panel Pro erties 11250 PAINTED SIDE UP 0 8750 ` 0 4375 Material Top In Comp. Bottom In Comp. 1250 03125 2338 0231 THK wT Fb NEFF SxEFF NEFF SxEFF RADIUS II II IIII RA GAGE (IN) (PSF) (KSI) (IN/FT.) (IN 3/FT) (IN/FT.) (IN 3/FT) o zols3a aos3f 20533 \av 26 0.0180 0.8540 30.0 0.0334 0.0375 0.0324 0.0889 1 Sa25 13426 13426 1 5a 5 -i70000 - -- -- - - Iz0000 - -'I 24 0.0232 1.1200 30.0 0.0460 0.0520 0.0440 0.0540 + 120000 3e ooao NOTE:Increase bending load values 1/3 for wind ROOF AND WALL PANELS Description Panel Spacing (inches) Condition of Load Gage 24 30 36 1 42 48 1 54 60 1 66 72 1 78 84 1 90 Bending 26 182.7 116.5 80.6 59.0 44.9 35.3 28.4 23.3 19.4 16.4 14.0 12.1 Simple 24 247.7 158.1 109.4 80.0 60.9 47.9 38.5 31.6 26.4 23.3 19.0 16.4 Span Deflection 26 182.7 1 116.5 80.6 59.0 44.9 31.7 22.8 16.9 12.8 9.8 7.7 6.1 24 247.7 158.1 109.4 80.0 59.0 41.1 29.6 21.9 16.6 12.8 10.0 7.9 Bending 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 Two 24 208.3 132.8 91.8 67.1 51.1 40.1 32.2 26.4 22.0 18.5 15.8 13.6 Span Deflection 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 24 208.3 132.8 91.8 67.1 51.1 40.1 32.2 26.4 22.0 18.5 15.8 13.6 Bending 26 229.8 146.7 101.6 74.4 56.7 44.6 35.9 29.5 24.6 20.9 17.8 15.4 Multi 24 260.7 166.4 115.1 84.3 1 64.2 50.5 40.6 33.3 1 27.8 1 23.5 20.1 17.3 Span Deflection 26 :229.8 146.7 101.6 74.4 56.7 44.6 35.9 29.5 24.6 19.4 15.4 12.3 24 260.7 166.4 115.1 84.3 64.2 50.5 40.6 33.3 27.8 23.5 20.0 16.0 AW PANEL: Garco's AW panel adds a custom appearance to the exterior walls it's designed for. Its ribbed-panel finish provides beauty as well as protection. A fluted 1"shoulder separated the shadow face from the deep rib to accentuate both the face and the rib, and has the following features: Distinctive shadow effecting profile for decorative and architectural uses. • Roll formed to rigid specifications on a 14 pass electronically controlled roll former. • 26 gage high strength Galvanized and Aluminized-Zinc alloy coated steel available in several colors. • Economical, clean configuration completely compatible with other types of building materials. • 36 inch net covering width in custom lengths. • Fasteners are recessed deep with-in major ribs promoting clean appearance. Effective Panel Pro orties o 0 1,z5o 0 1675 m �n ( 04375 PAINTED SIDE OUT Material Top In Comp. Bottom In Comp. t /45° 3a THK WT Fb IxEFF SxEFF IxEFFL(IN EFF 1 1 _ GAGE "i o000 1000D o Izso (IN) (PSF) (KSI) (IN/FT.) (IN3/FT) (IN/FT.) /FT) 10. alwlus26 0.0180 0.8540 300 0.0334 0.0375 0.0324889 1 sa2s 32037 32037 1 56-15 NOTE Increase bending load values 1/3 for wind 1?00gp 120000 120000 36 GOOD ARCHITECTURAL WALL PANELS Description Panel Spacing (Inches) Condition of Load Gage 24 30 36 42 48 54 60 1 66 72 78 84 90 Simple Bending 26 182.7 116.5 80.6 59.0 44.9 35.3 28.4 1 23.3 19.4 16.4 14.0 12.1 Span Deflection 26 182.7 116.5 80.6 59.0 44.9 31.7 22.8 1 16.9 12.8 9.8 7.7 6.1 Two Bonding 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 Span Deflection 26 183.7 117.2 81.1 59.3 45.2 35.5 28.5 23.4 19.5 16.5 14.1 12.1 Multi Bending 26 229.8 146.7 101.6 74.4 56.7 44.6 35.9 29.5 1 24.6 1 20.9 1 17.8 1 15.4 Span Deflection 26 229.8 146.7 101.E 74.4 56.7 44.6 35.9 29.5 24.6 19.4 15.4 12.3 MAILING ADDRESS:BOX 19248 SPOKANE WA 99219•PLANT ADDRESS GARFIELD&MCFARLANE ROADS•PH#(509)244 5611 FAX#(509)244.2850 # = B / w CL \ § \ \ w u §� ] Ia o §�z G§m f\j ) ■ § ' ( § § § 0 0 m C) n 2 k « § N g a § / 2 w °^ k ® $� b ° m 2 S S ) n 2 0. to to fD g IL � ] , m 2@ § / a §n ~ = k » a \ h wn ° § § �� 2 0 O a ® / ® \ ®� 8 - m § ; O (§ LLJ - :3 Lo o o h n S & S < e co ) 8 § § Cl) e , < sae � o w 0 Gn o � 2 G0. # §§2 2 § ) o po � o hn k » - 3 o G z § k ' � @ n _ co ' G & § D 7 §\ 85 0 0 0 0 0 e n n o § I k < kL ® 02 / g M § t ( > 2 § j LL z0 j C Ix ! a L 2 LC) aLu e n LLJ co V) , FX « 0 )/\/ k § d f \ � � Rto w mom 2 �� ( z gym § k §§ §/ § m S 2 � a § ,� § - § 70 < m) �_ �_ ! j ) \ a. § � - - ° a � � §° ° ° ° ° §k - - o ( © Lu rw ■ uj = E � - 04 wm � � � ~ ; 22 / w § � e r r s ; n w w � n , R ) ~ ® ® LL § akyk § kkk / / ) � � A § } ; 2 / i Framing Members (C's & Z's) Engineering Properties FON ALL sEcrKW: Fy.55 KM!♦E-20,600 KM' ZEE SECTION PROPERTIES W y W y T W R Area Wt. IxEFF. SxEFF. ly H Sect. (in.) (in.) (in.) (in.') (Lb./Ft) (in.`) (in.") (in.`) (in.) 7 T 6Z16 0.065 2.5 0.3125 0.817 2.78 4.516 1.424 1.67 6 H X X H X -X 8Z76 0.065 2.5 0.3125 0.938 3.19 8.873 2.110 1.67 8 q R SZ14 0.076 2.5 0.3125 1.097 3.73 10.471 2.581 1.85 8 8Z12 0.109 2.5 0.3125 1.567 5.33 14.199 3.550 2.13 8 Y y 10Z14 0.076 2.6 0.3125 1.249 4.25 17.799 3.513 1.85 10 1OZ12 0.109 2.5 0.3125 1.785 6.07 24.197 4.839 2.13 10 12Z12 0.109 3.5 '0.31251 2.166 7.36 43.548 6.506 5.62 12 Allowable Loads re+PouNDs PER uNEAL Foon Max. Bending Deflection at Max. Bending Load Condition Span Load (Lb./Ft.) (as a ratio of the Span L) 6Z16 8Z16 8Z14 8Z12 1OZ14 1OZ12 12Z12 6Z16 8Z16 8Z14 8Z12 1OZ14 1OZ12 12Z12 ® 16' 122.1 181.0 221.4 304.5 301.3 415.0 558.0 L/142 U188 U182 U179 L/227 L/224 L/300 } t 20' 78.2 115.8 141.7 194.9 192.8 265.6 357.1 U114 L/151 U145 U143 L/182 L/179 L/240 24' 54.3 80.4 98.4 135.3 133.9 184.4 248.0 L/95 L/126 U121 L/119 L/151 L/149 L/200 Simple 25' 50.0 74.1 90.7 124.7 123.4 170.0 228.6 L/91 L/121 L/116 L/115 L/145 L/143 L/192 Span 28' 39.9 59.1 72.3 99.4 98.4 135.5 182.2 US L/108 L/104 L/102 L/130 L/128 L/171 30' 34.7 51.5 63.0 86.6 85.7 118.1 158.7 L/76 L/100 L/97 L/95 L/121 L/119 L/160 16' 254.8 338.7 437.6 644.2 509.7 832.0 1026.3 L/213 1-/311 L/287 U265 L/425 L/354 L/514 20' 158.8 219.2 286.7 396.1 346.9 539.8 682.2 L/167 L/238 L/215 L/211 L/299 1-/261 L/372 24' 105.8 145.7 187.3 264.1 251.7 369.9 488.5 U137 L/192 L/176 L/173 L/227 L/214 L/286 25' 96.8 132.1 169.0 241.1 234.0 336.9 452.5 U131 L/185 U171 L/166 L/214 L/206 L/276 I + 30' 61.2 185.8 108.0 153.5 159.0 226.9 303.5 U115 L/159 L/149 U142 U775 L/169 L/227 32' 136.1 196.9 263.5 L/167 L/156 L/212 Multiple 34' 117.7 171.9 227.4 L/159 U149 L/201 Span 36' 102.8 151.9 197.4 L/151 L/140 L/193 38' 173.0 L/185 40' 152.8 U178 Standard pLAin lope are w follows: PURUN SIZE FIRST INTERIOR FRAME ALL OTHERS INTERIOR FRAMES 6'8 8' 6.4' 3-4- 10'6 12' 7.4' 4.8' NOTES: 1 All values are total loads, including 3 The Multiple Span portion of the table dead, live, and self weight. assumes three or more bays and a 2 Loads may be increased by a factor of: setback of the end frame decreasing 1.007 for a 1:12 Roof Slope the nominal bay length for the end bay 1.028 for a 2:12 Roof Slope by one foot. 1.111 for a 4:12 Roof Slope "Garco has made every effort to use accurate product descriptions and specifications at the time of this printing. However, because of continuing product improvement and code changes, all specifications and descriptions are subject to change without prior notice." Revised 10/01/92 �, I I I 1:11 PM Garco Building Systems 9/8/99 • : • - • Garco Job Number : 99142 Customer Name : S. W. GOHL CONSTRUCTION Job Name : UNIVERSAL AEROSPACE BUILDING INFORMATION Width : 80.00 Ft Roof Type Length 125.00 Ft O• Gable Eave Height : 18.00 Ft Roof Slope : _2_;12 O Single Slope Enclosure Class O Un/Enclosed Number of Bays : 5 Each . ._ Q Partially Enclosed SIDEWALL INIFORMATION Bay 1 = 25.00 Ft SW Bracing Type Bay 2= 25.00 Ft p"X"Bracing Bay 3= 25.00 Ft Q Portal Frame Bay 4= 25.00 Ft Q Compression Bay 5= 25.00 Ft Sum of Bays= 125.00 Ft LEFT ENDFRAME INFORMATION- Number of Interior Columns : 3 p 1/2 O Full Load CSP 1 CSP 2 CSP 3 CSP 4 20.00 Ft 20.00 Ft 20.00 Ft 20.00 Ft O P&B O RF The Sum of the column spaces= 80.00 Ft RIGHT ENDFRAME WFORMATION Number of Interior Columns : 3 1/2 p Full Load CSP 1 CSP 2 CSP 3 CSP 4 20.00 Ft 20.00 Ft 20.00 Ft 20.00 Ft O P&B Q RF The Sum of the column spaces= 80.00 Ft LOADING • - • Importance Factors ROOF DEAD LOAD 2.5 psf Isn=1.00 Isz=1.00 Iw=1.00 COLLATERAL LOAD : 3 psf ROOF LIVE LOAD :, 25 psf Snow Occupancy Category(Table A-16- ROOF SNOW LOAD : 27 psf O 1.Essential Facility WIND SPEED : 80 mph Q 2.Special >300 person(in one room) Exposure,Ce p 3.Agricultural Buildings O B OO C O D Q• 4.All Others Seismic Zone Occupancy Category(Table 16-K 01 Z=0.075 O 1.Essential Facility O 2A Z=0.20 O 2.Hazardous Facility O 2B Z= 0.20 O 3.Special Occupancy Structure OO 3 Z=0.30 Q 4.Standard Occupancy Structure 04 Z= 0.40 WASTER ENGINEERING C�5'q i 1 � CALCULATIONS • SEISMIC ZON 00 01 02A 02B 03 04 � � Z 0.3 TOTAL SEISMIC DEAD LOAD= 8.5 psf IMPORTANCE FACTOR= 1.00 SOIL TYPE PER 1636.2= Sp by default COLLATERAL LOAD= 3.5 psf R Q. ROOF DEAD LOAD= 2.5 psf RIGID FRAME 4.5 2.8 FRAME SELF WEIGHT= 2.5 psf POST AND BEAM 5.6 2.2 f ' Al is SNOW LOAD = 27 psf LONGITUDINAL 5.6 2.2 UILDING WIDTH = 80 ft. BUILDING LENGTH = 125 ft. (ZONE 4j NEAR SOURCE FACTOR NA = 1.5 1.5 default POST& BEAM TRIB WIDTH = 12.5 ft. RIGID FRAME TRIB WIDTH = 25 ft. SEISMIC COEFFICIENT C, 0.36 SIDEWALL BRACIN calculated design C PORTALS Q• X-BRACING RIGID FRAME REDUNDANCY FACTOR = 1.00 1.00 P&B REDUNDANCY FACTOR= 0.00 1.00 �'1r;#OF SW BAYS BRAG%�1. 1 *per side LONG. REDUNDANCY FACTOR 1 1.60 1.50 # OF_P&B MOD BRACED= 1 - fRIGID FRAME TYP O SHED FRAME * RF/SSRF/MBC PERCENT SNOW LOAD USED FOR SEISMIC CALCULATIONS - 25 % BRACED TO ONE SIDE-, IF SNOW IS > 30 PSF Q YES Q• NO *- indicate minimum number of sw braces or portals per side, i.e. if one bay is braced on one side and two bays are braced on the other, indicate 1. For braced to one side indicate total number of braced bays. Note : 25% of snow load, if greater than 30 psf, is Garco's default position unless directed otherwise. LONGITUDINAL note: design roof seismic=V*p/1.4 The total design base shear need not exceed the following: design sw, conn., bracing seismic=V*omega/1.4 2.5*Ca* I equation 30-5 governs seismic by default (30-5) V= R W= 1.37 psf DESIGN ROOF SEISMIC LOAD = 1.46 psf = 14.64 kips total * (use roof sz for portal sw load) DESIGN SIDEWALL SEISMIC LOAD *= 2.15 psf = 21.47 kips total (for x-bracing or portal conn's) CONNECTION DESIGN FACTOR =1 mega/p = 1.47 (for portals only) RIGID FRAME The total design base shear need not exceed the following: * * (30-5) V= ' R a I W= 1.70 psf DESIGN ROOF SEISMIC LOAD = 1.21 psf = 2.43 kips total ESIGN CONNECTION SEISMIC LOAD = 3.40 psf = 6.80 kips total CONNECTION DESIGN FACTOR = mega/p = 2.80 POST&BEAM The total design base shear need not exceed the following: (30-5) V= 5 .R a I W= 1.37 psf DESIGN ROOF SEISMIC LOAD = 0.98 psf = 0.98 kips total DESIGN BRACING SEISMIC LOAD = 2.15 psf = 2.15 kips total WASTER ENGINEERING C MgE Z QE 3 ; I EW_CALC.xls 3:54 PM 9/8/99 ENDWALL LOCATION : Q Left O Right O Both JOB NUMBER: 99142 Tributary Areas For Wind Pressure To Force Calculations Width : 80.00 ft Number of int cols: 3 Sum of Eff.Areas= 853 sqft Left Eave Height : 18.00 ft First Module CSP1 : 20 2"Effective Area= 1707 sqft Right Eave Height : 18.00 ft CSP2 : 20 Direct Total Area= 1707 sqft Left Ridge Offset: 40.00 ft CSP3 : 20 Left Roof Slope : 2.00 :12 Last Module CSP4 : 20 Right Roof Slope = 2.00 :12 Right Ridge Offset= 40.00 ft Wind Pressure, P(Cq): 18.75 psf ressure Cq: 0.80 Sum of Column Spaces = 80 ft Suction Cq RESULTS L. Eave Col 1 1 Col 2 1 Col 3 1 1 R. Eave Column Line to Framing Line Elevation(ft) 18.00 ; 21.33 ; 24.67 I 21.33 I I 1 I I 18.00 Effective Tributary Area Per Endwall Column(sq.ft) 94.17 1 213.33 1 238.33 213.33 I I 94.17 Wind Pressure Forces(kips) 1:41 1 3.20 1 3.57 3.20 1 1 I I 1 1.41 Wind Suction Forces(kips) 0.88 1 2.00 I 2.23 1 2.00 I I I I I 0.88 ; ; ; ; 91ASTER ENGINEERING CO.""',? PAGE 3 OF--Ls s EW_CALC.xls 3:54 PM 9/8/99 ENDWALL LOCATION : O Left OO Right O Both JOB NUMBER : 99142 Tributary Areas For Wind Pressure To Force Calculations Width : 80.00 ft Number of int cols: 3 Sum of Eff.Areas=859 sgft Left Eave Height:_ 18.00 ft First Module CSP1 : 26 2*Effective Area= 1717 sqft Right Eave Height: 18.00 ft CSP2 : 14 I, Direct Total Area= 1707 sqft Left Ridge Offset: 40.00 ft CSP3 : _ 20 Left Roof Slope : 2.00 :12 Last Module CSP4 : 20 Right Roof Slope = 2.00 :12 Right Ridge Offset= 40.00 ft Wind Pressure, P(Cq): 18.75 psf ressure Cq 0.80 Sum of Column Spaces = 80 ft Suction Cq: 0.50 RESULTS L. Eave Col 1 Col 2 I Col 3 1 �L �� I R. Eave Column Line to Framing Line Elevation{ft) 18.00 1 22.33 1 24.67 1 21.33 j 18.00 Effective Tributary Area Per Endwall Column(sq.ft) 124.04 1 223.33 1 203.65 213.33 94.17 Wind Pressure Forces(kips) T.86 1 3.35 1 3.05 3.20 1.41 Wind Suction Forces(kips) 1.16 ! 2.09 1.91 2.00 0.88 ; WASTER ENGINEwRINGCCIPI �.� 7 Garco Building Systems 9/9/99 CALCULATIONS, Wind Speed= 80 mph Stagnation Pressure, qs= 16.4 psf Exposure Coefficient, Ce= 1.14 Design Wind Pressure, mportance Factor, I= 1.00 P = (Ce)(Cq)(gs)(I) = 18.75(Cq) psf . orces Total Endwall Area= 1706.67 Sq Ft Effective Endwall Sail Area = 853.33 Sq Ft Pressure, Cq : 0.80 Effective Pressue Load (P)(A) = 12.80 kips Suction, Cq : 0.50 Effective Suction Load (P)(A) = 8.00 kips Misc. Additional Load = 0.00 kips Additional Sail Areas : 0.0 sq ft Total = 20.80 kips 0.0 sq ft or, 10.40 kips per side J Left Endframe Endwall Column Forces Location : L. Eave Col 1 Col 2 Col 3 1 R. Eave Elevation : 18.00 Ft 21.33 Ft 24.67 Ft 21.33 Ft 18.00 Ft Area (sqft) : 94.2 213.3 238.3 213.3 94.2 Fp : 1.41 k 3.20 k 3.58 k 3.20 k 1.41 k _ Fs : 0.88 k 2.00 k 2.23 k 2.00 k 0.88 k Pressure Sum= 12.80 k Suction Sum= 8.00 k Combined Sum= 20.80 k Right Endframe Location : L. Eave Col 1 Col 2 Col 3 R. Eave Elevation 18.00 Ft 22.33 Ft 24.67 Ft 21.33 Ft 18.00 Ft Area : 124.0 223.3 203.7 213.3 94.2 Fp : 1.86 k 3.35 k 3.05 k 3.20 k 1.41 k Fs : 1.16k 2.09k 1.91k 1 2.00k 0.88k Pressure Sum= 12.88 k Suction Sum= 8.05 k Combined Sum= 20.93 k Endframe Lateral Wind Forces Left Side Right Side Cq Values Column ( Rafter Rafter Column Left Wind : 0.8_ _ 0.3 -0.7 -0.5 Right Wind : -0.5 -0.7 - -0.9 r 0.8 Left Endframe Loads Based on a Trib. Width of 12.50 Ft Eff. Lateral Left Wind.Force= 4.30 k Cq Eff. Lateral Right Wind Force= 2.43 k r -� Left Wind - Cq F- Right Wind �- Loads Based on a Trib. Width of 12.50 Ft Eff. Lateral Left Wind Force = 4.30 k (Figure 1.0) Eff. Lateral Right Wind Force= 2.43 k LUSTER ENGINEERING=1 PAGE--L- OE --3 �: I Garco Building Systems 9/10/99 99142 • D• - • • Material Yields Allow 1/3 increase in working stress for Wind. Purlins, Fy: 55 ksi Q No Q. Yes Cladding, Fy: 80 ksi ROOF PANEL Gage&-type O 26 Ga, Rw Applicable Dead + (Snow or Live) Load = 28.0 Psf O 24 Ga,Rw Allowable Load (based on Multi-Span) = 35.9 Psf Q 24 Ga,GSS Panel is OK for Applied Load& 60.0 in purlin spacing. O By Others (Figure 2.0) Purlin Uniform Spacing : 60.0 inches o.c. Q Simple Span Bay Size : 25.0 Feet _ Q• Lapped Span Purlin Size : 8Z14 3.73 Ib/ft Max. Allowed C.S.R. : 1.0 Gravity°Condition Bay Size Unit Load Trib. Width Applied ' Allowed C.S.R. Check Full Span Bending => 25.00 Ft 31.0 psf 5.00 Ft 158.7 plf 169.0 plf 0.94 OK Deflection Ratio => U182 Wind Con itlon Bay Size Gross;-Cq :Net;Cq App did '' Allowed C.S.R. Check Full Span Bending=> 25.00 Ft -9.3 -1.0 -85.0 plf 157.3 plf 0.54 OK Ridge Edge Zone=>, 25.00 Ft -2.6 _-9.8 --1_60.0 plf 224.8 plf 0.71 OK Rake;Edge Zone 25.00 Ft -2.6 -9.8 -57.5 plf 157.3 plf 0.37 OK Eave Edge Zone=» 25.00 Ft -2.6 -1.8 -160.0 plf 224.8 plf 0.71 OK Addition strut braces for Eave Edge Zone: Q Yes Q No Notes : A positive applied load is"inward"and a negative applied load is"outward". i_ SAG ANGLES REQUIRED AT THE RIDGE AND THE EAVE) USE 8Z13 One Piece Eave Strut SIMPLE SPAN USE 8Z94 Purlins @ 60.0 in o.c. LAPPED SPAN 12 Rake Edge Zone 2 �- �_ Eave Edge Zone 125.0' 18.01 Corner Edge Zone I i � -�--- 8.0' -�- - 80.0' -- (Figure 3.0) WASTER ENGINEERING COF 1 I Garco Building Systems 9/10/99 • Material Yields Girts7FY 55 ksi Cladding, Fy: 80 ksi Max. Allowed C.S.R. : 1.0 WALLPANEL Gage&Type O 26 Ga, RW Panel Pressure Coefficient, Cq : 1.2 O 24 Ga, RW Applicable Wind Load = 22.5 Psf O 26 Ga,AW Allowable Load (based on Multi-Span) = 75.4 Psf Panel is OK for Applied Load& 48.0 in max.girt spacing. Q By Others (Figure 4.0) • • Maximum Girt Trib : 48.0 inches Girt Size : 8Z17 Location Bay Size Gross, Cq Net, Cq "Appli'ed Allowed 'C.S.R. Check Full Span Bending => 25.00 Ft 1.2 0.9 67.5 plf 86.1 plf 0.78 OK Edge Zone==• 25.00 Ft 1.5 1.2 26.0 plf 86.1 plf 0.30 OK SAG ANGLES REQUIRED USE 8Z17 SW Girts Simple Span Moir BOTTOM SIDEWALL Maximum Girt Trib : 48.0 _inches Girt Size : 8Z17 Location Bay Size Gross, Cq Net, Cq Applied Allowed C.S.R. Check Full Span Bending => 25.00 Ft 1.2 0.9 67.5 pif 86.1 pif 0.78 OK Edge Zone=> 25.00 Ft 1.5 1.2 26.0 plf 86.1 plf 0.30 OK SAG ANGLES REQUIRED USE BZ17 SW Girts Simple Span Maximum Girt Trib 48.0 inches Interior Girt Size : 8Z17 Corner Girt Size : 8Z17 Location Bay Size Gross, Cq Net, Cq Applied_., Allowed C.S.R. Check Max. Interior Bay=> 20.00 Ft 1.2 1.0_ 72.0 plf 134.5 plf 0.54 OK Corner Bay Full Span => 20.00 Ft _1.2 1.0 72.0 pif _ 134.5 plf 0.54 OK Edge'Zone=> 20.00 Ft _ 1.5 1.3 38.7 plf 134.5 pif 0.29 OK USE 8Z97 Interior EW Girtss)AG ANGLES REQUIRED USE 8Z17 Corner EW Girts Maximum Girt Trib : 48.0 inches Interior Girt Size : 8Z17 Corner Girt Size : 8Z17 Location Bay Size Gross, Cq Net, Cq Applied Allowed C.S.R. Chet Max. Interior Bay=> 20.00 Ft 1.2 1.0 72.0 plf 134.5 pif 0.54 OK Corner Bay Full Span=> 26.00 Ft 1.2 0.9 67.5 plf 79.6 pif 0.85 OK Edge Zone=>. 26.00 Ft 1.5 _ _ 1.2 24.4 plf 79.6 plf 0.31 OK USE 8Z17 Interior EW Girl-s G ANGLES REQUIRED USE 8Z17 Corner EW Girts ) WAST1. I, I I I J J co ; rA 3 4 ro �► J� te , o o 0 L6 N LD J C( p LO DTP 7 N Q Q Q O ,vd � IV C3@ in N � z - > � CD N w` .......... =T ri 1 � d- ;,�� LUSTER ENGINEERM C 9 iyz uN/vEr, sAL- A&-Pol-) ---"A e)/9/ 9) � 13RAc-! N_C- RT, E N P VVAi-L- I i I ,ntn# LUtiw W uj LU IL ,Ln 'n®c GANoPY 3/� � G�4BLE ^� 1, 3 w` CN C4 3 Z2x�4 eclb '�p. 19' d7' O6H Pc>oF, o I i ALL-JWAL' L C LtDADs E RASTER ENGINEERING 1 1 1 1 I LO X LLI O N O O O N = m M O O O < N W aO N rM w rl w rn m a �` o cn rn m O 13, M O O D to wmr, r, m 0 0 0 0 0 0 rl rn N 0 < _ 6 M O 00 C14rb00 N LO = n � cq ON N n Of CD C O N N LLJ n 1 J Z N o0 0 0 0 0 m J w O m rn 00 0 Q o O rn C) 0 0 a ao ai of eo m m m Y CD E m m 0 0 0 0 0 � o 0 0 0 0 0 Y J w O 0) Q] O OLn a O m. rn 0 0 0 o Ln .O . Z JQ 00 m m W In IL N U N 2 N N � U O O O f0 N W C7 co W \ m Y Ol O M �O 01 O7 W d W ' w U � M � r o 3x N N rj 3 In n 1 ~ 0 0 0 0 0 W W m cli 9cr 000Tn �n CL Y 000r` r, rwwa � 01nr' r' mm cV N N 0 0 0 0 0 W= 0 0 0 0 0 0 0 0 0 w m Z p 0 0 0 0 0 0 0 0 CO C0 � _ N O O n 3 c0 t � In In N M r\ M N a0 OOOrn rn 1 _ cc 0 0 0 r� r, O p ca v In r, r� Ib ao QO J N N N J O ¢m m0 0 0 0 0 J pp Q U W O O O O O Q p Q 9 0 0 0 O O J U O D O O O O O J 0 3 (0 � � LOLn ooN Q M / O m Z Z U N 3 W N N M 117 Z \ .0 N O In 1 O / \ � m m O O rn m rn w m w m F, o 7Ir�'— m J ,I I I N N M OE 0 0 In 3 WASTER ENGINE-E-RING CCY'i � PAGE 2 OF-2L � mN c I 1 B \ B B B B j T1 3 T8 4 T9 5 T10 2 T7 S1 S5 S7 S9 S3 S2 S6 S8 SIO S4 UNIVERSAL AEROSPACE MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 6. 0' by 8. 0' 4 - 3/4' 0 BP2 6, 0' by 8. 0' 4 - 3/4' 0 BP3 6, 0' by 8. 0' 4 - 3/4' 0 BP4 6, 0' by 8. 0' 4 - 3/4' 0 BP5 6. C' by B. 0' 4 - 3/4' 0 LOAD COMBINATION I i LOAD COMBINATION 3 1. 00 SW + 1.00 DL + 1,00 CL + 1.00 SL 1,00 SW + 1.00 ➢L + 1.00 CL + 1.00 UNB SLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.000 S1 -0.000 S2 5,047 S2 5.047 S3' -0.000 S3 -0.000 S4 5,037 S4 3.087 S5 0.000 S5 0.000 S6 8.999 S6 8.999 S7 -0.000 S7 -0.000 S8 9. 106 S8 7.311 -0.sic B.000 S9 -0.000 433 T1 0. T8 0.000 T9 0.000 Sl0 5,TI 0.000 000 T70 0.000 T7D. O000 T9 ,000 LOAD COMBINATION 2 LOAD COMBINATION 4 1.00 SW + 1.00 ➢L + 1.00 CL + 1.00 UNB SLI 1.00 SW + 1.00 DL + 1,00 CL + 1.00 LL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -0.000 SI -0.000 S2 3.098 S2 4,759 S3 -0.000 S3 -0,00C S4 5,037 S4 4.749 S5 0,000 S5 0,000 S6 5.443 S6 B.473 S7 -0.000 S7 -0.000 S8 7.311 SB 8.575 S9 -0.000 S9 -0.000 T 10 0,000 SIC 0,000 cooT9 0.0 D.000 00 T7 0.000 T70 0,000 f1ASTER ENGINEERING Wl PAO E� o Building Spokane REACT I ENS P a e No, F 1-A-01 Syster)s Washington Date : 09/15/99 08: 411 47 J o b N o, 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3- foundations. footings, anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional 2. All anchor bolts (including bearing angles or bars welded at {op) are engineer based on concrete strength and soli conditlons of the bultding site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions, 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. LOAD COMBINATION -5 LOAD COMBINATION -10 1.00 SW + 1,00 DL + 1.00 LWLI 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + . 50 LWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Si -4.424 S1 -3.219 S2 -4.260 S2 3. 150 S3 -1.070 S3 -0.535 S4 -1.408 S4 3.981 S5 -0.004 S5 -0.004 S6 -1. 110 S6 11.824 S7 -0.000 S7 -0.000 S8 -2. 195 SB B.985 S9 -0.004 S9 -0.004 T1 0.000 T10 0.000 8 0 0000 C 0000T7 . TI . LOAD COMBINATION -6 1 LOAD COMBINATION -11 1.00 SW + 1.00 DL + 1.00 CL + .50 SL + 1.00 LWLI 1.00 SW + 1.00 DL + 1.00 RNLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -4.423 Si 1.070 S2 -1.876 S2 1,421 S3 -1.070 S3 1.712 S4 0.975 S4 -1.453 S5 -0.004 S5 2.717 S6 3.237 S6 -4.831 S7 -0.000 S7 -0.000 S8 2. 195 S8 -3.099 S9 -0.004 S9 0,003 T10 0.000 TB0 0.000 TIC 0.000 TIC 0.000 LOAD COMBINATION -7 • LOAD COMBINATION -12 , 1.00 SW + 1. 00 DL + 1.00 CL + 1.00 SL + .50 LWLI 1.00 SW + 1.00 DL + 1.00 CL + .50 SL + 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Si -2.211 S1 1.070 S2 2,560 S2 3,804 S3 -0.535 S3 1.712 S4 3.981 S4 0.931 S5 -0.002 S5 2.717 S6 7.896 S6 -0.493 S7 -0.000 S7 -0.000 S8 7.446 S8 1.291 S9 -0.002 S9 0.003 S10 7.209 S10 0.862 T8 0.000 00 TIC .000 0 . 0I 0 T7 000 LOAD COMBINATION -8 • LOAD COMBINATION -13 1.00 SW + 1.00 DL + 1.00 LWLII 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + • 50 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS 0 KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -G.439 S1 0,535 S2 -3.064 S2 5.400 S3 -1.070 S3 0.956 S4 -1.408 S4 3.958 S5 -0.007 S5 1.358 S6 6,746 S6 G.036 S7 -0.000 S7 -0.000 S8 0.882 S8 6.994 S9 -0.008 S9 0.002 S10 -2.473 S10 6. 704 T8 0.000 T8 0.000 T70 0.000 T70 0.000 LOAD COMBINATION -9 • LOAD COMBINATION -14 1. 00 SW + 1.00 DL + 1 00 CL + . 50 SL + 1.00 LWLII 1.00 SW + 1.00 DL + 1 00 RWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Si -6.438 S1 I,070 S2 -0.680 S2 3.516 S3 -1.070 S3 I.712 S4 0.975 S4 1,837 S5 -0.coo S5 4.726 S6 11,094 S6 -6.599 S7 -0.000 S7 -0.000 SB 5,272 S8 -0.694 S9 -0.COD S9 0,0106 T10 0.088 T10 0.0 0 T70 0.000 T70 0.000 MASTER ENGINEERING CO-P PAGE OF 3 S CG- Building Spokane REACTIONS P a e No, F l-B-01 D��@Qlsystems Washington Date 1' 09/15/99 08: 41: 47 Job No. 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations. Footings, anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional E. All anchor halts (Including bearing angles or bars welded at tap) are engineer based on concrete strength and soq conditions of the building site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM speclFlcatlon A307 or better. 1 1 LOAD COMBINATION -15 LOAD COMBINATION -20 1. 00 SW + 1. 00 DL + 1.00 CL + .50 SL + 1.00 RWLII 1.00 SW + 1.00 ➢L + 1.00 TS SUPPORT R�ACT40N SUPPORT REACTION NUMBER (KI S OKIP-FT) NUMBER (KIPS OR KIP-FT) S 1 1.070 S1 1.462 S2 5.899 S2 -1.475 S3 1.712 S3 -1,499 S4 4.220 S4 -1.486 S5 4.736 S5 0.037 S6 -2.242 S6 -2.465 S7 -0.000 S7 -0.000 S8 3.696 SB -1.523 S9 0.006 S9 -0.000 SIC 6.961 SIC -2.475 TI T8 0.000 0.000 Te -3.507 T7 0.0.000 T70 1.497 LOAD COMBINATION -I6 , LOAD COMBINATION -21 • 1.00 SW + 1. 00 DL + 1.00 CL + 1.00 SL + .50 RWLII 1.00 SW + 1.00 DL + 1.00 CL + . 50 SL + 1.00 TS SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.535 S1 1.499 S2 6.448 S2 0.908 S3 0.856 S3 -1.499 S4 5.603 S4 0.897 S5 2.368 S5 0.000 S6 5. 157 S6 1.882 S7 -0.000 S7 -0.000 S8 B. 197 SD 2.866 S9 0.003 S9 -0.000 T10 0,COO T10 -1.497 TIC 0.0.000 T10 -3.507 LOAD COMBINATION -17 1 LOAD COMBINATION -22 1.00 SW + 1. 00 DL + 1.00 TP 1.00 SW + 1.00 ➢L + 1.00 CL + 1.00 SL + •50 TS SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I 1.461 S1 0.750 S2 -1.475 S2 3.952 S3 -1.498 S3 -0.750 S4 -1.486 S4 3.942 S5 0.037 S5 0.000 S6 -2.465 S6 7.219 S7 -0.000 S7 -0.000 SB -1.524 SB 7.782 -O.000 S9 -0.000 S10 -2.475 S10 7.209 T70 0.748 1 I.497 86 T10 -1.507 LOAD COMBINATION -18 • LOAD COMBINATION -23 , SUPPORT + 1.00 C ON0 CL + ,50 SL + 1.00 TP 1.00 SW + 1.00 DL + 1.00 CL + . 71 SZI T SUPPORT REACTION NUMBER (K KIP-FT) NUMBER (KIPS OR KIP-FT) S1 1.498 S1 -0.992 S2 0.908 S2 0. 135 S3 -1.498 S3 -0.000 S4 0.098 S4 1. 120 S5 0.000 S5 -0.002 S6 1.882 S6 2.793 S7 -0.000 S7 -0.000 S8 2.866 S8 2.090 S9 -0.000 S9 -0.002 S10 1.872 SIC 0,836 T8 3.507000 TIC 3.507 T10 0.000 T7 -1.497 T7 0.000 LOAD COMBINATION -09 LOAD COMBINATION -24 1. 00SW + 1.0 DL + 1. 000L + 1.00SL + .50 TP 1.00 SW + 1.00DL + 1.000L + . 71 SZII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.749 S1 -0.000 S2 3.952 S2 2. 162 S3 -C.749 S3 -0.000 S4 3.942 S4 1. 156 S5 0.000 S5 0.994 S6 7.219 S6 0.980 S7 -0.000 S7 -0.000 S8 7.782 SB 1.759 S9 -0.000 S9 0.001 T10 0.7448 SIC 1.917 TI 0.000 000 T70 -0.748 T70 01000 WASTER ENGINEERING CC'7 RACM.3 of 3 s- EED Building Spokane REACTIONS Pa e No, F1-e-01 Systems Washington Date : 09/15/99 08: 41 l 47 J o b N o, 99142B 1. Support definitions necessary to Insure franc stability are not shown. 3. foundations, footings, anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional 2. All anchor bolts (Including bearing angles or bars welded of top) are engineer based on concrete strength and salt conditions of the bullding site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive dlrectlons. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. • n LOAD COMBINATION 25 : LOAD COMBINATION 30 1.00 SW + 1.00 DL 1.00 LL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -0.000 S1 0.000 S2 0,715 S2 3.611 S3 -0.000 S3 -0.000 S4 0.704 S4 3.611 S5 0.000 S5 0.000 S6 1.096 S6 6.586 S7 -0.000 S7 0.000 S8 1. 126 SB 6.651 S9 -0.000 S9 -0.000 SIC 1.085 SIO 6.596 T 1 0.000 T 1 0.000 78 0.000 TB 0.000 T9 0.000 T9 0.000 T10 0.000 TIC 0.000 T7 0.000 T7 0.000 LOAD COMBINATION 26 1 LOAD COMBINATION 31 1.00 CL 1.00 LWL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 0.000 S1 -4.424 S2 0.434 S2 -4.974 S3 0,000 S3 -1.070 S4 0.434 S4 -2. 112 S5 0.000 S5 -0.004 S6 0.791 S6 -2.206 S7 0.000 S7 -0.000 S8 0, 799 SB -3. 320 S9 -0.000 S9 -0.004 SIC 0.791 S10 -3. 559 T1 0,000 T1 0.Olio T8 0.000 TB 0.000 T9 0.000 T9 0.000 TIC 0.000 TIC 0.000 T7 0.000 T7 0.000 LOAD COMBINATION 27 : LOAD COMBINATION 32 1,00 SL o SUPPORT REACTION SUPPORT REACTION NUMBER CKIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.000 S1 -6.439 S2 3.899 S2 -3.778 S3 -0.000 S3 -1.070 S4 3.899 S4 -2. 112 S5 0. 000 S5 -0.007 S6 7. 112 S6 5. 651 S7 0.000 S7 -0.000 S8 7, 182 SB -0. 243 S9 -0, 000 S9 -0.009 SIC 7. 112 SIC -3.559 T 1 0. 000 T 1 0.000 T8 0.000 T8 0.000 T10 0.000 T9 0.000 T7, 0.000 T70 0,000. 0 LOAD COM�TLION 28 : LOAD COMBINATION 33 uu�r++ttff 1,00 RWLI SUPPORT SL REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0,000 S1 1,070 S2 1.949 S2 0.707 S3 -0.000 S3 1. 712 S4 3.899 S4 -2. 157 S5 0.000 S5 2.717 S6 3,556 S6 -5.926 S7 0.000 S7 0.000 S8 5.386 SB -4.224 S9 -0.000 S9 0.003 SIC 7. 112 SIC 4.571 0:888 T9 0.000 T9 0.000 T70 0.000 T70 0.000 LOAD COMBINATION 29 : LOAD COMBINATION 34 SUPPORT' SLII REACTION SUPPORTLII REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.000 S1 1.070 S2 3.899 S2 2.802 S3 0.000 S3 1.712 S4 1.949 S4 1. 132 S5 0.000 S5 4. 736 S6 7. 112 S6 -7.685 S7 0.000 S7 0.000 S8 5.386 SB -1.819 S9 -0.000, S9 0.006 SIC 3.556 SIO 1.528 T I 0.000 T 1 GOOD T8 0. 0 TB 0.000 T9 0, T9 0.000 T70 0.0 0 T70 0 000 WASTER ENGINEERINGCOPl PAGE- OF CONTINUED EIN PACT FI-F-nl o Building Spokane REACTIONS Page No, F1-D-01 Systerls Washington Date 09/15/99 08: 41: 47 J o b N o, 99142B 1 Support definitions necessary to Insure Frame stablllty are not shown. 3. Foundations. Footings, anchor bolt Imbednent, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional 2, All anchor bolts (Including bearing angles or bars welded at top) are engineer based on concrete strength and salt conditions of the building site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions, 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. I 1 LOAD COMBINATION 35 1. 00 TP SUPPORT REACTRON NUMBER (KIPS 0 KIP-FT) SI 1,452 S2 -2. 190 S3 -1.498 S4 -2. 190 S5 0.046 S6 . -3.561 S7 0.000 S8 -2,649 S9 -0.000 S10 -3.561 T8 3.507 TIO 3.507 T7 -1.497 LOAD COMBINATION 36 1.00 TS SUPPORT R ACakON NUMBER (KI S uK KIP-FT) S1 1.453 S2 -2. 190 S3 -1.499 S4 -2. 190 S5 0.046 S6 -3.561 S7 0.000 S8 -2,649 S9 -0.000 S 10 -3.561 T1 -1.497 T8 -3.507 TIC -3.507 T7 1.497 LOAD COMBINATION 37 1. 00 SZI EE ��[[ SNUMBER (KRPSC13ROKIP-FT) S1 -1.389 S2 -1.418 S3 -0.000 S4 -0.025 S5 -0.002 S6 1.268 S7 0.000 S8 0.232 S9 -0 002 S10 -0.056 T9 0 000 T7 0.000 LOAD COMBINATION 38 1. 00 SZI SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 0.000 S2 1.419 S3 0.000 S4 0.025 S5 1,392 S6 -1.269 S7 0.000 S8 -0.232 S9 0.002 S 10 0.057 T9 0.000 T70 0.000 DUSTER ENGINEER NG COP)' PAGE, sZ OF Building Spokane REACTIONS P a e NO, F 1-E-01 � Systems Wnshington Date : 09/15/99 08: 41 i 47 J O b N O, 99142B 1. Support definitions necessary to Insure frame stability are not shown, 3. Foundations. footings. anchor bolt Imbedment. thrust angle, hairpins or tles for thrust and all reinForcing are to be designed by a qualified professional 2. All anchor bolts (Including bearing angle: or bars welded at top) are engineer based on concrete strength and soft conditions of the building site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. P m N O O O M M O O M M O O M m N fj U n U¢ w cn cn cnm LoCDCDco l..! Q M m a0 vi mmmm ¢ 0 O Of O O Q co m o 0 0 � = o ui CD o ¢ NO O O V) c(j O O O W LL J .--- N Y J L �^ O Q v 0 I d O O O O w Jw 0000 Zp0000 � o f N co 0 0 G M N cN N � w Z � U J a o 0 0 o N o� Uo N �-�- J w O O O O Y N . - W �� p 0 0 0 O O Li dm- O W W O O z� � c14 co MN C) w O CL V O d' I� O Oc-) 11 O cA O S N N m Y 0 0 fr) - w 00 m LLJ U In Lo m cf) N L y Y 2 N N ~ 0 0 0 0 0 w w N �¢ of Y 0 0 0 m w c p O O Lo N } O O O O w= CD IDCDIDO O CD m Z 0 0 0 0 0 0 0 m N 22 0 0 0 c) ,Y 3:: m m c6 cD N M I- m O O O cn Y O O Ln � p Lo c) c.D V O O n ¢O N = O O O O J J U V) O cl 0 0 0 C) W ?i m m cD 6 mCD O N QZ p O N � W ry N M U ON m ml m N N M " O) •— O m m m m m m N _ w T_ mwM L Mi zD m Z '' O .. fI� Ili ' N N M7 cn IMSTER ENGINEERING COP b " OR-P-E OF '35- c m i 1 B B P P 1 � S1 S3 S2 S4 UNIVERSAL AEROSPACE MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI B. 0' by 12. 0' 4 - 1' 0 BP2 B. 0' by 12. 0' 4 - 1' 0 LOAD COMBINATION I ! LOAD COMBINATION -7 1. 00 SW + 1. 00 DL + 1. 00 CL + 1.00 SL 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + .50 LWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S 1 25.342 S1 16.790 S2 35.465 S2 26.735 S3' -25,342 S3 -22.038 S4 35.465 S4 28.825 LOAD COMBINATION 2 • LOAD COMBINATION -8 1 1.00 SW + 1. 00 DL + 1.00 CL + 1.00 UNB SLI 1,00 SW + 1.00 DL + 1.00 LWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 20.249 S1 -7. 963 S2 24.930 S2 3.558 S3 -20.250 S3 -6.375 S4 32.090 S4 -2. 124 LOAD COMBINATION 3 1 LOAD COMBINATION -9 1. 00 SW + 1. 00 DL + 1, 00 CL + 1.00 UNB SLII 1.00 SW + 1.00 DL + 1,00 CL + .50 SL + 1,00 LWLI I SUPPORT REACT ON SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S I 20.250 SI 4.484 S2 32.090 S2 20.556 S3 -20.249 S3 -18.822 S4 24,930 S4 14.874 LOAD COMBINATION 4 1 LOAD COMBINATION -10 1 1. 00SW + 1. 00DL + 1.000L + 1.00LL 1.00SW + 1.00DL + I.000L + I.00SL + .50LWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 23.833 S1 20.005 S2 33.404 S2 34.964 S3 -23. 833 S3 -27. 174 S4 33.404 S4 32. 123 LOAD COMBINATION -5 LOAD COMBINATION -11 1.00 SW + 1. 00 DL + 1.00 LWLI 1,00 SW + 1.00 DL + 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -14.392 S1 -3.896 S2 -12. 901 S2 -B.721 S3 3.896 S3 14.392 S4 -8.721 S4 -12.901 LOAD COMBINATION -6 , LOAD COMBINATION -12 1, 00 SW + 1.00 DL + 1, 00 CL + ,50 SL + 1,00 LWLI 1,00 SW + 1,00 DL + 1 00 CL + .50 SL + 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -1.945 S1 8,551 S2 4.098 S2 B.278 S3 -8,551 S3 1.945 S4 8.277 S4 4.09B F7o Building Spokane REACTIONS Page No, F 1-A-02 1 Systems Washington Date 09/13/99 09: 38: 11 ,j o b N o, 99142B 1. Support de FInitlons necessary to Insure frame stability are not shown. 3. Foundations. footings, anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a quail Fled professional 2. All anchor bolts (including bearing angle!; or bars welded at top) are engineer based on concrete strength and soR conditions of the building site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be in accordance It sp Ifl a I n A3 7 or b tter. rMA1 n C 1-7 nr- -"(;- � � i LOAD COMBINATION -13 LOAD COMBINATION 24 1. 00 SW + 1. 00 DL + 1. 00 CL + 1.00 SL + .50 RWLI 1.00 LL SUPPORT REACTION SU%RT REACTION NUMBER (KIPS OR KIP-FT) NUM ER (KIPS OR KIP-FT) SI 22.038 S1 18.858 S2 2B.825 S2 25.754 S3 -16. 790 S3 -18.85B S4 26.735 S4 25.754 LOAD COMBINATION -14 1 LOAD COMBINATION 25 1 �UPPORT + 1. 11 REACTIUNO RWLII 1.00 LWLI SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 6.375 S1 -17, 104 S2 -2. 124 S2 -17.460 S3 7. 962 S3 6.607 S4 3.558 S4 -13.280 LOAD COM INATION -15 , LOAD COMBINATION 26 pp (7SV + 1. 00 DL + 1. 00 CL + .50 SL + 1. 00 RWLII 1.00 LWLII RT NUMBER CKREACTIOKIP-FT) SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 IB. 822 S1 -10.674 S2 14.B74 S2 -1.002 -4.484 S3 -3.664 S4 20.556 S4 -6.684 LOAD OUT -16 II LOAD IOM1@IUTATION 27REACTION SUPPORT + 1. 00 DL CL + 1.00 SL + .50 RWLII UCI_R1+�111 NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 27. 174 S1 -6,607 S2 32. 124 S2 -13,280 S3 -20.005 S3 17. 104 S4 34.965 S4 -17.460 LOAD COMBINATION -17 1 LOAD COMBINATION 28 1. 00 SW + 1. 00 DL + 1. 00 CL + . 71 SZI 1.00 RWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 3. 776 S1 3.664 S2 7.022 S2 -6.693 S3 -6. 173 S3 10.674 S4 8,277 S4 -1.001 LOAD COMBINATION -18 • LOAD COMBINATION 29 1-PROSY SV + 1. 00 ➢L + 1 00 CL + .71 SZII 1.00 SZI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 6. 173 S1 -1.678 S2 8.277 S2 -0.878 S3 -3.776 S3 -1.67B S4 7.022 S4 0.878 LOAD COMBINATION 19 1 LOAD COMBINATION 30 1.00 SW + 1.00 DL 1.00 SZI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 2,712 S1 1.678 S2 4,559 S2 0.878 S3 -2. 712 S3 1.678 S4 4,559 S4 -0,878 LOAD COMIINATION 20 SNUMBER (KIPS KIP-FT) SI 2.263 S2 3.090 S3 -2.263 BASE REACTIONS, S4 3.090 WIND SEISMIC LOAD COMBINATION 21 1. 00 SL SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 20.367 S2 27, 816 0. 6 S4 277.816 a'Z.8 k' 13.2- LOAD COpppMpBppIN�TION 22 1 1.SNIIMBERB SL! (KRPSCTI KIP-FT) b, k k-. SI 15.274 ��'y S2 17.281 S3 -15.275 S4 24.441 LOAD COpMpQppp1 �jZIONII23 k SNUMBER (KIPS KIP-FT) / 15 K 7, K 7.7 71 S1 15.275 S2 24. 441 S3 -15.274 S4 17.281 WASTER ENGINEERING=01 ODAGE®OF 3 S^ ERBuilding Spokane REACTIONS P a e NO. F l-B-02 Systems Washington D a-t e 09/13/99 09! 38: 11 J O b No. 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations, footings. anchor bolt Imbednent, thrust angle, hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and Sall conditions of the bullding site. 2. All anchor bolts (Including bearing angles or bars welded at top) are to be svpplled by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. BASE CONNECTION : 5/8 " PLATE 4 - 1 " 0 BOLTS Building Spokane MBP Run: 99142B_02 Systems Washington Date: 09113199 09:38:1 1 RASTER ENGIhttfNG ' Connection: 1 99142 Frame Number 2 Connection Number 1 9/14/99 Base Connection Design Column Base Dimensions Plate and'.Weld Design Forces J. e ' Outer Flange Width bl: 8.0000 inches L00 SW+1.00 DL+1.00 CL+1.00 SL Axial Load Combination 1 Outer Flange Thickness to: 0.5000 inches Axial Force -35.4652 kips Web Depth d: 10.9588 inches 1.00 SW+1.00 DL+1.00 CL+1.00 SL Web Thickness tw: 0.2500 inches Shear Load Combination 1 Inner Flange Width b2: 8.0000 inches Shear Force -25.3421 kips Inner Flange Thickness tf2: 0.5000 inches Bolt Design - -Plate Design - -- _ Bolt Size 4- 1" Base Plate Width w: 8.0000 inches 1.00SW+I.00DL+I.00CL+I.00SL Base Plate Depth h: 11.9588 inches Load Combination I Plate Thickness t: 0.3750 inches Actual Shear Force -25.3421 kips Cantilever Distance I c 1: 0.0000 inches Allowable Shear Force 31.6000 kips Cantilever Distance 2 c2: 0.0000 inches Actual Axial Force -35.4652 kips Bearing Area 36.5529 inches Allowable Axial Force 0.0000 kips Allowable Concrete Bearing 11487.5000 psi Allowable Increase 1.0000 Allowable Bearing for the 54.3725 kips base plate thickness cl tf. .1 2t 2t�tf_2t�2 Web Weld Design ;H i 7 = Web Weld 3/16" Single """""""""""........... Allowable Shear Force 30.4304 kips bl I tw b2 i ......... ............ ... Allowable Increase 1.0000 � _. 2t 7 t: ♦j• i S i i d ' Flanges Weld Design Flange Weld 0.25 Single It Allowable Axial Force 59.3880 kips c1 F f 2 2t�f2 c2 Allowable Increase 1.0000 IUSTER ENGINEERING C�7, 7 MADE Z-0 0F Js r HAUNCH CONNECTION : 5/8 " PLATE 12 - 7/8 " 0 BOLTS G3 GUSSETS Building Spokane MBP Run: 99142E_02 Systems Washington WASTER ENGINEERING 00,,,E Date: 09/13/99 09:38:11 r— Connection: 2 rA 7 J i 99142 Frame Number 2 Connection Number 2 9/14/99 Moment Connection Design Otitside LoAd And Connectiog Criteria. T Inside Load And Connection Criteria 1.00 SW+ 1.00 DL+ 1.00 CL+ 1.00 SL 1.00 SW+ 1.00 DL+ 1.00 LWLI Load Combination Number 1 Load Combination Number -5 Moment 355.6587 kip ft Moment 163.4473 kip ft Tension 0.0000 kips Tension 13.5965 kips Dist R1 to comp. Flange L1 33.2200 inches Dist R1 to comp.Flange L1 33.2200 inches Trial Number of Bolt Pairs 4.0000 pairs Trial Number of Bolt Pairs 2.0000 pairs Bolt Spacing 3.5000 inches Bolt Spacing 3.5000 inches Bolt Gage 3.0000 inches Bolt Gage 3.0000 inches Trial Bolt Size 0.8750 inch Trial Bolt Size 0.8750 inch Allowable Increase 1.0000 Allowable Increase 1.3300 Flange Weld 0.2500 inches Flange Weld 0.2500 inches Gussett Weld 0.3750 inches Gussett Weld 0.3750 inches Flange Thickness 0.5000 inches Flange Thickness 0.5000 inches Gussett Thickness 0.3750 inches Gussett Thickness 0.3750 inches b 3.0000 inches b 3.0000 inches _ Outside Bolts - -- _Inside Bolts:i. R1 /Pr. (Moment) 44.4400 kips RI /Pr. (Moment) 32.7900 kips Total Tension Load/Pr. 44.4400 kips Total Tension Load/Pr. 36.1900 kips Allowable Tension Load/Pr 52.1700 kips Allowable Tension Load/Pr 70.2300 kips Actual Shear Load 3.5100 kips Actual Shear Load 1.7900 kips Allowable Shear Load 21.0000 kips Allowable Shear Load 27.9300 kips Bolt Material A-325N Bolts Bolt Material A-325N Bolts Bolt Size 7/8 inch Bolt Size 7/8 inch - Outside Connection Plate !^ Inside Co nnectioy Plate': �:, • Yu ,.t. ,.•. le Flange 1.1045 inches le Flange 1.1045 inches le Gusset 0.8286 inches le Gusset 0.8286 inches Mu 5.2599 kip in Mu 4.2834 kip in Peff 9.5245 kips Peff 7.7563 kips S Required 0.1403 in^3 S Required RASTER ENGI�EER� p.07�859 in/3 T Required 0.5296 inches T Required �1=� Z-Z«_ C?1-3S'0.4145 inches (Pair)Outside With 0.63 Plate^and 0.88 € diameter A-325N Bolts at 3.50 INCHES O.C. ll 2 (Pair) Inside With' 0 63'. ,} Plate and 0.88 --1 diameter A-325N Bolts at 3.50 INCHES O.C. II i• f� RIDGE CONNECTION : 3/8 " PLATE 8 - 3/4 0 BOLTS Building Spokane MBP Run: 991428_02 Systems Washington WASTEM ENGINEER � l Dote: 09/13/99 09:38:1 1 Connection: 3 99142 Frame Number 2 Connection Number 5 9/14/99 Moment Connection Design - - - - --- - qw;: Outside Load And Connection_Criteria _^ �., Inside Load And Connection Criteria _ 1.00 SW+ 1.00 DL+ 1.00 LWLI i.00 SW+ 1.00 DL+ 1.00 CL+ 1.00 SL Load Combination Number -5 Load Combination Number 1 Moment 23.0783 kip ft Moment 73.5252 kip ft Tension 10.4203 kips Tension 0.0000 kips Dist R1 to comp.Flange LI 21.4600 inches Dist Rl to comp. Flange L1 21.4600 inches Trial Number of Bolt Pairs 2.0000 pairs Trial Number of Bolt Pairs 2.0000 pairs Bolt Spacing 3.0000 inches Bolt Spacing 3.0000 inches Bolt Gage 3.0000 inches Bolt Gage 3.0000 inches Trial Bolt Size 0.7500 inch Trial Bolt Size 0.7500 inch Allowable Increase 1.3300 Allowable Increase 1.0000 Flange Weld 0.2500 inches Flange Weld 0.2500 inches Gussett Weld 0.3750 inches Gussett Weld 0.3750 inches Flange Thickness 0.3125 inches Flange Thickness 0.3125 inches Gussett Thickness 0.3750 inches Gussett Thickness 0.3750 inches b 3.0000 inches b 3.0000 inches Outside Bolts ' , t p RI /Pr. (Moment) 7.4200 kips R1 /Pr. (Moment) 23.6300 kips Total Tension Load/Pr. 10.0300 kips Total Tension Load/Pr. 23.6300 kips Allowable Tension Load/Pr 51.7100 kips Allowable Tension Load/Pr 38.8800 kips Actual Shear Load 0.0500 kips Actual Shear Load 0.0000 kips Allowable Shear Load 27.9300 kips Allowable Shear Load 21.0000 kips Bolt Material A-325N Bolts Bolt Material A-325N Bolts Bolt Size 3/4 inch Bolt Size 3/4 inch Qutside Conneeiiori Plate Inside Connection'Plaie :4 le Flange 0.9795 inches le Flange 0.9795 inches le Gusset 0.8599 inches le Gusset 0.8599 inches Mu 1.1482 kip in Mu 2.7050 kip in Peff 2.3444 kips Peff 5.5233 kips S Required 0.0230 in^3 S Required 0.0721 inA3 WASTER ENGINt 't AING CO-PI T Required 0.2146 inches T Required pZ ®� 3V 0.3798 inches I (Pair)Outside With 0.50 ,etwandij 0.75 diameter A-325N Bolts at 3.00 INCHES O.C. II I. (Pair)Inside With ro; 0 50; • Plate and J='-,{0.75 diameter A-325N Bolts- ' at 3.00 INCHES O.C. II ,: I I I V, N 7 cJ 1.0 O O O 1 M 0 0 0 o M O O M (D W Q m o W (n a >>¢ � N l� NO m G ck� 00 O M n N <h 00 O W \ M CD m Cn Nl O O cD O (n O N CD cD cq CD N I� Q O C"3 O O O O 0 0 CD O d Ui / O OC cn V O Cn M (b M o m ¢ = to N M - Cn 00 N rl 00 Vi a C0 C. c. 0 0 cD O M O � 1 m o w N N N N N �- M1 I\ J O N = 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 w J W O O O o 0 0 0 0 0 J / Q 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 Cp 00 00 m ClE m F- o 0 0 0 0 0 0 Cl 0 . -d cov a 0 0 0 0 0 0 0 0 0 Y 0 d J w 0 0 0 0 0 0 0 0 0 it ¢p 0 0 0 0 0 0 0 0 0 rn 0.7 O z O O O O m 4 00 m tn d IN Co J -C) V m ~ w N O n S I to S N N I!'] CD cD [D co CD In to [p N w U Cb CX m m Y Il- 01 Q) cn O1 02 c� O IT w d W \ W V 00 (X) y 2 � N , 3 . ~ 0 0 0 O O O O O O O w w J Y 000 . 000Co ,owa4 �40 � O CD O O O O I-I I\ W w 0_ U C,U n Ln In In In In In m (b N N N N N N N _ 0 0 0 0 0 0 0 0 0 J J w= 0 0 0 0 0 0 0 0 0 O O O O tD 0 Y 0 0 0 0 0 0 00 0 0 0 w 00 Y Z p O O O O O O O O O in O O I- N t` m c0 O co CC') cD 00 u'7 M N m M I� m N 00 0 00 0 0 0 0 Ln �o Y 0 0 0 0 0 0 0 I n m In In Ln Ln Ln In Lo m 00 J N N I!"r N CV N N O p 0 Cl 0 0 0 0 0 0 0 J ¢ U= 0 0 0 0 0 0 0 0 0 ¢ o ¢ o Z O r O O O O O O O O O J OJ U O 0 0 0 0 0 0 0 0 0 0 J ¢ 00 CD c0 to Lo CD o0 to tf'1 ¢p S p N Q Z m W O Z Z W M to co I� m p U N 3 cif Z O N N N O l.�j m c0 Z O J \ m m N I �r s v QI m r. m rn rn t-: CDcn (� rn O W m w 0 •z ZE JIL �JIL Z .Z O N i7 n l(n WASTER ENGINEERINGC�V �a ,F 2 5— r :71 B B B \B B S1 P T1 S5-W /TB S7 4 If�T9 S9 5 /T10 S3 2 T7 S2 S6 S81 S10 S4 UNIVERSAL AEROSPACE MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 8. 0' by 14. 0' 4 - 3/4' 0 BP2 6. 0' by B. 0' 4 - 3/4' 0 BP3 B. 0' by 14. 0' 4 - 3/4' 0 BP4 6. 0' by 8. 0' 4 - 3/4' 0 BP5 6. 0' by 8. 0' 4 - 3/4' 0 LOAD COMBINATION 1 • LOAD COMBINAqTION 3 1.00 SW + 1. 00 DL + 1.00 CL + 1.00 SL 1.00 SV + 1.00 DL + 1.00 CL + 1.00 UNB SLI I SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -0.000 S1 -0.000 S2, 6.609 S2 6.609 S3 -0.000 S3 -0.000 ,S4 5.044 S4 3.094 S5 0.000 S5 0.000 S6 9.263 S6 9.263 S7 -0.000 S7 -0.000 S8 7.811 SB 6.015 S9 -0,000 S9 -0.000 T 10 0.000 SIC 0.000 T9 0.000000 g' T 1 000 T70 0.000 LOAD COMBINATION 2 • LOAD COMBINATION 4 1.00SW + 1.00DEEL + 1.000L + 1.000NB SLI 1.00gW + 1.00DL + 1.000L + 1.00LL SNUMBER (KRPSCT OKIP-FT) SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 -0.000 SI -0.000 S2 4.098 S2 6.23B S3 -0.000 S3 -0.000 S4 5.044 S4 4.756 S5 0,000 S5 0.000 S6 5.730 S6 8.740 S7 -0.000 S7 -0.000 S8 6.554 S8 7.359 S9 -0.000 S9 -0.000 SID 9.016 S10 0,490 T70 0.000 0,000 Ti17 0,000 CASTER ENGINEERING CGnY RAG E__LL_ OF o9Building Spokane REACTIONS P a e No, F l-A-06 SySt2I+'IS Washington Date '' 09/14/99 131 291 07 J o b N o, 99142B 1. Support de Flnitlons necessary to Insure frame stability are not shown. 3. Foundations, Footings, anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional 2. All anchor bolts (Including bearing angles or bars welded at top) are engineer based on concrete strength and soft conditions of the building site, to be supplled by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better, M �� i LOAD COMBINATION -5 LOAD COMBINATION -10 SUPPORT R ON 1.c0 SW + 1, 00 DL + 00 LWLI SUPPORT REACTION 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + .50 LWLI! EEAC NUMBER (KIPS KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -1. 708 SI -0.854 S2 -9.547 S2 3,446 S3 -1,065 S3 -0,533 S4 -1.399 S4 3,999 S5 -0.005 S5 -0.005 S6 -10.831 S6 6. 171 S7 -2.721 S7 -2.367 S8 -5.273 SB 4,378 S9 -0.004 S9 -0.004 sic 0. 773 T I -3.244 sic 10.038 T70 0.000 TIO 0,000 LOAD COMBINATION -6 LOAD COMBINATION -11 1.00 SW + 1.00 DL + 1. 00 CL + .50 SL + 1.00 LWLI 1.00 SW + 1.00 DL +TTI1I.00 RWLI SUPPORT REACTION SNUMBER CKRPSCOROKIP-FT) NUMBER (KIPS OR KIP-FT) S1 -1.708 SI 1.068 S2 -6.477 S2 -9.345 S3 -1.065 S3 1.703 S4 0,984 S4 -1.442 SS -0.005 S5 0.007 S6 -6.512 S6 -9.824 S7 -2.720 S7 -0.000 S8 -1.542 SB 1.012 S9 -0.004 S9 2.725 S10 5. 120 Tj0 -3.678 T8 -2.600 9 _ T70 0.000 T I O 0.000 000 LOAD COMBINATION -7 LOAD COMBINATION -12 1, 00 SW + 1. 00 DL + 1. 00 CL + 1.00 SL + .50 LWLI 1.00 SW + 1.00 DL + 1.00 CL + ,50 SL + 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -0. 854 SI 1.069 S2 1.322 S2 -6.275 S3 -0.533 S3 1.703 S4 3,989 S4 0,942 S5 -0.003 S5 0.007 S6 3, 142 S6 -5.505 S7 -1. 360 S7 -0.000 S8 4.661 S8 4.743 T9D -8.622 S9 2.725 _ T10 -3.244 T9 0.000 T70 00..000 T I O 0,000 LOAD COMBINATION -8 LOAD COMBINATION -13 1.00 SW + 1. 00 DL + 1, 00 LWLI I 1.00 SW + 1.00 ➢L + 1.00 CL + 1.00 SL + .50 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER tKIPS OR KIP-FT) S1 -1.70B S1 0.534 S2 -5.299 S2 1.423 S3 -1. 065 S3 0.852 S4 -1.399 S4 3.967 S5 -0.009 S5 0.004 S6 -4.772 S6 3,645 S7 -4. 735 S7 -0.000 S8 -5. 840 SB 7.802 S9 -0.007 S9 1.362 S10 3. 158 Sic -5,6121 TIO 0.000 TB 1.300 T7 0.000 T7 0.000 LOAD COMBINATION -9 • LOAD COMBINATION -14 1 00 SW + 1.00 pp + 00 CL + .50 SL + 1.00 LWLI I 1,00 gW + 1.00 DL + 1,00 RWLII SUPPORT LCTIN SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -1.708 S1 1.068 S2 -2.229 S2 -9.345 S3 -1.065 S3 1.703 S4 0. 984 S4 1.843 S5 -0.009 S5 0,011 S6 -0. 453 S6 -9.823 S7 -4. 734 S7 -0.000 S8 -2. 108 S8 6. 135 S9 -0.007 S9 4,741 S10 -7,SOS sic -3,244 T9 0,020p00 1 T70 0.$00 T7O 0.000 RASTER ENGINI_ERM Miif ®F 3 S (� Building Spokane R E A C T I O N S P a e No. F 1-B-06 ��=.•�Z.•.•.�u�I�- '��'�� $y5tPM5 Washington Date ; 09/14/99 13:: 29; 07 J o{o N o, 99142B 1. Support de Flnitlons necessary to Insure frame stability are not shown. 3 Foundations, Footings. anchor bolt Imbedment, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional 2. All anehan bolts (Including bearing angles or bars welded at top) are engineer based on concrete strength and salt conditions of the bulld.ng site. to be SUpplled by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM speclflcatton A307 or better. LOAD COMBINATION -15 LOAD COMBINATION -20 1.00 SW + 1. 00 DL + 1.00 CL + ,50 SL + 1.00 RWLI I 1.00 SW + 1.00 ➢L + 1.00 TS SUPPORT REACTION SUPPORT REACTI[ON NUMBER (KIPS OR KIP-FT) NUMBER (KIPS ❑R KIP-FT) S1 1.069 S1 1.495 S2 -6.275 S2 -9.423 S3 1.703 S3 -1.492 S4 4.226 S4 -1.477 S5 0.012 S5 0.000 S6 -5.505 S6 -9.826 S7 -0.000 S7 -0.040 S8 9.866 SB -1.086 S9 4.741 S9 0.037 T0 1.386 S10 -2.4451 - T 6648 B - .2 0 000 T0 149T 0. 7 . 8 LOAD COMBINATION -16 , LOAD COMBINATION -21 • 1, 00SW + 1. 00DL + 1. 000L + 1.00SL + .50RWLII 1.00SW + 1.00D + 1.000L + . 50SL + 1.00TS SUPPORT REACTION SUPPORT R AC&ON NUMBER (KIPS OR KIP-FT) NUMBER (K S uKK KIP-FT) Si 0.534 S I 1.495 S2 1.423 S2 -6.353 S3 0,852 S3 -1.492 S4 5.610 S4 0.906 S5 0.006 S5 0.000 S6 3,646 S6 -5.507 S7 -0.000 S7 -0.004 S8 10. 364 S8 2. 645 2.370 S9 -0.000 Sl0 6.980 TID -I.902 5. 169 T8 -6.264 1 -1.622 T7 0.000 T70 1.489 LOAD COMBINATION -17 • LOAD COMBINATION -22 • 1.00 SW + 1. 00 DL + 1.00 TP 1.00 SW + 1.00 DL + 1.00 CL + 1.00 SL + ,50 TS SUPPORT REACTION SUPPORT REACTION NUMBER (KI S OR KIP-FT) NUMBER (KIPS 0 KIP-FT) S1 1.495 S1 0.749 S2 -9. 423 S2 1.384 S3 -1.491 S3 -0.746 S4 -1.477 S4 3.950 S5 0.000 S5 -0.000 S6 -9. 826 S6 3.644 S7 -0.040 S7 -0.002 S8 -1.086 S8 6.754 0.037 S9 -0.000 S10 -2.445 S10 7,237 585 TS -1.746 1 -1.318 132 T7, -1.3.489 T7 0.745 LOAD COMBINATION -18 , LOAD'COMBINATION -23 • 1.00 SW + 1. 00 DL + 1. 00 CL + .50 SL + 1.00 TP 1,00 SW + 1.00 ➢L + 1.00 CL + ,71 SZI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 1.495 Si -0.000 S2 -6.353 S2 1.610 S3 -1.491 S3 -0.000 S4 0.907 S4 1. 128 S5 0.000 S5 -0.002 S6 -5.507 S6 2.237 S7 -0.004 S7 -0.992 S8 2.645 SB 0, 526 S9 -0.000 S9 -0,002 S10 1.902 T10 3.037 T90 3.3.398 T8 0.000 T7 -1.492 T70 0.000 LOAD COMBINATION -19 • LOAD COMBINATION -24 1. 00SW + 1. 00DLl. 1. 00CL + 1.00SL + ,50TP SUPPORT R E ACT ON 1,00SW + 1.0011L + 100CL + . 71 SZII RE NUMBER (KIPS OR KIP-FT) SUPPORT ACTION NUMBER (KIPS OR KIP-FT) S1 0.747 S1 -0.000 S2 1.384 S2 1.563 S3 -0. 745 S3 -0.000 S4 3.950 S4 1, 162 S5 -0.000 S5 0.002 S6 3.644 S6 2. 157 S7 -0.002 S7 -0.000 S8 6.754 SB 2.885 S9 -0.000 S9 0.993 T l O -0.659 T 10 0.000 8 0.532 TB 0,000 T70 -0.745 T70 0.000 [CASTER ENGINEERING COH CAGE Z2 OF-?S- . Building Spokane REACTIONS P a e No, F l-C-06 EEI Systems Washington D a t e 09/14/99 13: 29: 07 J o l'o N O. 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations, footings, anchor bolt Imbednent, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a ciuci fled professional engineer based on Concrete strength and soli conditions of the bullding site. 2, All anchor bolts Clncluding bearing angt¢s or bars welded at top) are to be BuppOod by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specification A307 or better. i LOAD COMBINATION 25 : LOAD COMBINATION 30 1,00 SW + 1,00 DL 1.00 LL SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -0.coo S1 0.000 S2 1,028 S2 4.651 S3 -0,000 S3 0.000 S4 0.711 S4 3.611 S5 0.000 S5 0,000 S6 1.411 S6 6.543 S7 -0.000 S7 0.000 SO 1.027 S8 5.653 -0.000 S9 -0.000 T10 1. 112 SIC 6.586 TO 0.000 TB 01000 T9 0.000 T9 TIC 0.0,0000 0 T110 0 000 T7 0.000 LOAD COMBINATION 26 LOAD COMBINATION 31 1. 00 CL (�pp TT�� NN 1.00 LWLI SNUMBER (KIPSCOROKIP-FT) SNUMBER (KRIPSC0ROKIP-FT) S1 0,COO S1 -1.70B S2 0.559 S2 -10.575 S3 0.000 S3 -1.065 S4 0.434 S4 -2. 110 S5 0.000 S5 -0.005 S6 0.796 S6 -12.242 S7 0,000 S7 -2.721 S8 0.679 S8 -6.301 -a,000 S9 -0.004 SIC 0.791 SIC -0.339 T80 0.000 T7 0.000 T7° 0.000 LOAD COMBINATION 27 : LOAD COMBINATION 32 : 1. 00 SL 1.00 LWL I SUPPORT RPACTRpK SUPPORT REACTION NUMBER (KI S OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0.000 S1 -1.708 S2 5.023 S2 -6.326 S3 -0.000 S3 -1.065 S4 3.899 S4 -2. 110 S5 0.000 S5 -0.009 S6 7.066 S6 -6. 183 S7 0.000 S7 -4.735 S8 6. 104 SO -6.867 S9 -0 000 S9 -0.007 SIC 10012 SIC 2,046 TI T9 0.000 1 -3.044 0.000 T7 0.000 TBD 0.000 LOAD COMBINATION 28 LOAD COMBINATION 33 ; 1.00 UNB SLI 1.00 RWLI SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0,000 S1 1,068 S2 2.511 S2 -10.373 S3 0.000 S3 1.703 S4 3.899 S4 -2. 153 S5 0.000 S5 0,006 S6 3.533 S6 -11.235 S7 0,000 S7 0.000 SO 4.848 SO -0.015 S9 -0.000 S9 2.725 T1 0.000 S10 7, 112 T1 -3.244 600 T10 0.000 TIC 0,000 T7 0.000 T7 0.000 LOAD COMBINATION 29 LOAD COMBINATION 34 1.00 UNB SLII 1.00 RWLII SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 0,000 S1 1,068 S2 5.023 S2 -10.373 S3 0.000 S3 1.703 S4 1.949 S4 1. 132 S5 0.000 S5 0.011 S6 7.066 S6 -11.235 S7 0.000 S7 -0.000 SO 4.309 S8 5. 108 S9 -0.000 S9 4,741 T10 0.000 T10 -3.244 TIC 0.000 T70 0.000 RASTER ENGINEERM C PAGE 2-9 OF 3 Bultdin9 Spokane REACTIONS P a e No. F 1-D-06 EE9 Systems Washington Date ' 09/14/99 13; 291 07 Job No. 99142B 1. Support de Flnitlons necessary to Insure frame stability are not shown. 3. Foundations, footings, anchor bolt Imbednent, thrust angle, halrpins or ties For thrust and all relnforcing are to be designed by a qualified professional engineer based on concrete strength and soil conditions of the building site. R. All anchor bolts (Including bearing nngles or bars welded at top) are to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions, 5. Anchor bolts are to be In accordance with ASTM speciFicatlon A307 or better. i LOAD COMBINATION 35 1.00 TP SNUMBER (KIPSCOROKIP-FT) S1 1.495 S2 -10.450 S3 -1.491 S4 -2. 188 S5 0.000 S6 -111.2377 S7 -0.054 S8 -2. 113 S9 0.050 S10 -3.557 TS 1.064 T10 3.492 T7 -1.489 LOAD COMBINATION 36 1.00 TS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) S1 1.495 S2 -10.451 S3 -1,492 S4 -2, 188 S5 0.000 S6 -I1.237 S7 -0.054 S8 -2. 113 S9 0.050 SIO -3,557 T8 -6.264 T9 -3.398 T10 -3.492 T7 1.489 LOAD COMBINATION 37 1.00 SZI SNUMBER (KIPSCOROKIP-FT) SI -0.000 S2 0.033 S3 0.000 S4 -0,024 S5 -0.003 S6 0.056 S7 -1.389 S8 -1.653 S9 -0.002 S10 1.588 T9 0-0000 00 T7- 0.000 LOAD COMBINATION 38 SUPPORTTI R` RPAC6 ON NUMBER CKI S KIP-FT) S 1 0,000 S2 -0.033 S3 0.000 S4 0.024 S5 0.003 S6 -0.056 S7 -0.000 SB 1.651 S9 1.390 SIC -1.508�6 TB 0.008 T10 0.000 T7 0.000 WASTER ENGINEERING COPY mn F- 3 C OF 3 s EEIBuilding Spokane REACTIONS P a e No. F l-E-06 Systems Washington Date 09/14/99 13: 29i 07 J o b N o, 99142B 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations, footings, anchor bolt Imbednent, thrust angle, hairpins or ties For thrust and all reinforcing are to be designed by a qualified professional 2. All anchor bolts (Including bearing angles or bars welded at top) are engineer based on concrete strength and soil conditions of the building site. to be supplied by the concrete contractor. 4. The above symbols are shown In their respective positive directions. 5. Anchor bolts are to be In accordance with ASTM specl Flcatlon A307 or better, � 9 142- uNiIvE-PSAL AE - PAc-E 9/9/ 99 CAA O f� E1V D WA L L. : u6E %y X F LA Al 4 12. 5LoF 3 -Pt i W W W F F3 W W W V!VI oco Ln I 7f 31/b WEC; �vv ' t`NIMN -• ' 61 X6 Pq'-6,� I Typ 1 7y��-�-_ I VJEQ :5T- T:EN EZ�- TYR I /7 v ;-, i` 3 i• i t PASTER ENGINEERING C,',` ? PAGE -L-3-J i 1 99 1 `� Z vN�vc� sAL_ GAAyo PY @J E-ND WA L L pL +- 5) Lo A 3o Psi h h h W W W W W W aaa - oao X N — .-N Kt l^INN 1 N N N 1) F7- 3)LC I V oo o 114 13 141 3 " WIND LoA (:) v = w�(Klll000 = -7 , 7 14. M WASTER ENGINEERING CCIF Y PAgE 3 2, ®�j� Drift.xls JOB NUMBER: 99142 Drift Loads on Lower Roofs, Decks and Projections (1997 UBC) Sec.1644 Indicated(unfactored)minimum roof snow load, Pf: 27.0 psf Snow exposure factor(TABLE NO.A-16-A), Ce: 0.7 Snow load importance factor(TABLE NO.A-16-13), 1: 1.00 Horizontal dimension of upper roof(>50ft or<500ft),Wb: 125.00 feet Difference in height between the upper and lower roof, hr: 3.50 feet Upper roof slope: 2 : 12 Lower roof slope: 1 : 12 Horizontal seperation between structures(if applicable), S: 0.00 feet Are the roofs unobstructed and slippery(yes or no): yes Roof slope in degrees(upper), a= 9.46 Roof slope in degrees(lower),a= 4.76 Back calculated Ground Snow Load, Pg=- 1 = 38.57 psf Calculated Roof Snow Load, Pf=Ce-I•Pg•Cs = 27.00 -Cs psf Cs= 1.00 Therefore, Pf_ 27.00 psf Applicable Wb= 125.00 feet &hd =0.43.3 W •tit Pg+ 10—1.5 = 4.18 feet Snow Density, D= 19.01 pcf Lower roof balanced depth, hb= 1.42 feet Drift Width,Wd = 8.32 feet Maximum intensity, Pm= 66.55 psf (h,—hb) = 1.46 >0.2,Therefore Drift must be considered hb , yo Psc Z� 1 7-7 PSF ! z 3 a c 3� r'3 3 iJ 3 APPI-IED ,_3� TR'a L-7 L _ (2 s. s t- zz Ps (3� -4- 7.3 6 = /4`/.8(11 PL F WL [$.75- � Z,3� — I] 3 - -7 .3 (0 = // 9 • 0Z PLF ALLowEb ' (2 12 (z�_' :5pAjj) = 2//, 31 P L All conditions applicable to Roof Snow Loads(Sec.1641)must be verified for this worksheet to be valid. [ASTER ENGINEERING Chi,,V PAGIE ®F 3S_ Column2.xls 9/13/99 JOB NUMBER : 99142 AXIAL COMPRESSION AND BENDING Ninth Edition (AISC) MEMBER IDENTIFICATION : CANOPY @ ENDWALL LOAD AND MEMBER CRITERIA' Axial Load, P : 0.0 Kips Yield, Fy : 50 Ksi Strong Axis Moment, Mx: 46.2 Kip feet E : 29000 Ksi Weak Axis Moment, My : 0.0 Kip feet Cm x : 0.85 Shear Load, Vx : 7.7 Kips Cm y : 0.85 Kx: 1 Lx: 12.00 Feet (144.00 Inches) KI/rx= 19.69 Ky : 1 Ly : 6.00 Feet (72.00 Inches) KI/ry= 60.56 lubx: 6.00 Feet (72.00 Inches) Cb : 1.00 luby : 6.00 Feet (72.00 Inches) Flange Width, bf: 6.0000 Inches Flange Thickness, tf: 0.2500 Inches Web Depth, h : 18.0000 Inches Web Thickness, tw: 0.1875 Inches Allowable stress increase for wind= 1.00 RESULTS Member Properties Actual Stresses Area = 6.38 inA2 fa = 0.00 ksi Ix= 340.94 in^4 fbx= 15.04 ksi rx= 7.31 in fby = 0.00 ksi Sx= 36.86 inA3 fv= 2.28 ly = 9.01 inA4 ry = 1.19 in Allowable Stresses Sy = 3.00 inA3 Fa = 17.55 ksi rt= 1.48 in Fbx= 27.62 ksi Weight= 21.69 lbs/ft Fby = 27.62 ksi Fv= 9.13 COMBINED STRESS RATIO RESULTS f° = 0.000 < 0.15, Therefore (1-11-3) Governs Fa IF Combined Stress = 0.54 fv= 2.281 h/tw= 96.00 Fv= 9.13 a/h = 8.000 SSR =fv/Fv= 0.25 kv = 5.403 SHEAR STRESS OK Cv= 0.528 LUSTER ENGINEERING CCf-Y i f UsaframeAs 9/13/99 JOB NUMBER: 99142 CONNECTION DESIGN FRAME ID: CANOPY @ ENDWALL CONNECTION ID: ENDWALL LOAD AND CONNECTION CRITERIA Plate Yield,Fy: 50 ksi Outside Connection Inside Connection DL+SL_ :Load Combination : DL+WL 34.10 kip ft(-) :Moment: 46.20 kip ft(+) 0.00 kips :Tension: 0.00 kips 19.50 inches :Dist.RI to comp.flg L1 : 19.50 inches 2.00 pairs :Trial Number of Bolt pairs : 2.00 pairs 3.00 inches :Bolt Spacing(gauge): 3.00 inches 0.750 inch :Trial Bolt Size: 0.750 inch 1.00 :Allowable increase for Wind or Seismic : 1.33 Connection Results BOLTS 12.23 kips <=R1 /pair=> 16.57 kips 12.23 kips <=Max.Bolt Load/pair=> 16.57 kips 38.88 kips <=Bolt capacity/pair=> 51.71 kips OK to use (A-325N Bolts) OK to use 3/4" Bolts 3/4" Bolts CONNECTION PLATE 0.95 inches <=le=> 0.95 inches 3.06 kips <=Pu=> 4.14 kips 1.45 kip in <=Mu=> 1.96 kip in 0.04 in^3 <=S req=> 0.04 in^3 0.28 inches <==T req==> 0.28 inches Outside Inside BOLTING: 2 (Pair) Outside With 3/81' Plate and 2 (Pair)Inside 3/4" A-325N at 3.0 INCHES O.C. WASTER ENGINEERING COPY I I I c" CD Qn 1141 CD CA > eD > rL M tzl Z tri 0 r. %-o 00 w CD 00 / � O fD ITI F-3 Pot r) tw I-N �-3 0 P-4 po O . z 0 z �3 CL r) 0 Z -3 o > n 0 Q r-I 1--d tTl 17-1 T. tj m C) lot m n F-3 n > 2 - 21 0 M Er rD 00 rt • City of Arlington Building Dept PUBLIC WORKS DEPARTMENT CHECKLIST PERMIT # ? C. DATE r? ACCOUNT # NAME: i ADDRESS: ~� „ �",� � LEGAL: BUILDING USE: �. "�,+�I�� dLG , # OF BUILDING UNITS: TOTAL ERU DESIGN UNITS: Item is inspected and complete Existing Required SIGNATURE: Date WATER METER REQUIRED: 7 HEALTH DEPT. APPROVAL: SIDE SEWER PERMIT REQUIRED: GARBAGE CONTAINER PAD: �+ CROSS-CONNECTION CONTROL: BACKWATER VALVE: SEWER REQUIRED: Off site On site / —��, —�, 3 —v J CURBS: Off site On site SIDE WALK: Off site On site FC�r.,_ _ l.) PAVING: Off site SEP 2 8 On site 20n1i STORM DRAINAGE: Off site OF ARC/NGrON On site PRETREATMENT DISCHARGE PERMIT: YES NO WATER/SEWER FEES PAID: YES NO� evl a M 4- Build\form�s-\pu ck b-che k I I r ■ 11 1 ■I ti ■■ so 0 CITY OF ARLINGTON WI 7R & SEWER DEPARTMENT APPLIC ION Application is hereby made by the undersigned property owner for all water and sewer services required or used for any purpose at: Service Address: 18620 59th Drive NE J � ! Lot Number: - Plat Name: Arlington Airport Property Tax Number: in or near Arlington, Washington, for which I agree to pay in advance and in accordance with existing ordinances and regulations of the City, the following estimated charges, the exact charges will be determined and payable immediately upon completion of the installation. Building Permit # 99-3806 allows for 1 ERUs. Water Tap-In Charge $ 5,375.00 Water Service Connection Charge (Metering Charge) 1" $ 750.00 Sewer Tap-In Charge $ 2, 500.00 Side Sewer Permit(s) $ 125.00 Street Repairs $ 0.00 Fire Hydrant Installation $ 0.00 Other $ n' Total $ Special Conditions: Road crossing restoration $500, DCVA at water service, monitoring manhole at sewer service. I further agree that all rates and charges for water and sewer service to the above property shall be paid in accordance with existing ordinances and regulations of the City, or any such ordinances and regulations passed hereafter. I hereby authorize the following tenant, Universal Aerospace to have all accounts for water kept in his name under Account No. with the understanding that water bills mailed to said tenant shall not relieve the property from liability for water charges incurred. I understand that the City will use all reasonable effort to maintain uninterrupted service, but reserves the right to shut off the water at any time without notice for repairs, extensions, non-payment of rates or any other reason and assumes no liability for any damage as a result of interruption of service from any cause whatsoever. W/s ication Number: 2499 )) �• r owner Date: —7 Address: C q �~� r �� S: .S i u 1', ., r ��. - i I Building Dept Project Tracking Form Contractor Name & address Permit No. 1C1 - COO SF I q a �-h ox e Date Received: I (— —C'C More info required: n 1 rig I Q)'( Information received: pSent to: date sent, due back called- received `e I A v. f r' ` J R'—&Ozz x) 6-8,ri ric Comments: c d�At� I 4e- �� . •vLA U r tracking �'O o I l BUILDING PERMIT APPLICATION CHECKLIST A COMPLETED APPLICATION CONTAINING THE FOLLOWING: Owner's name, Address, City, Zip, Phone# Architect's name, Address, Phone (if over 4,000 square feet) 4 Contractor's name, Address, City, Zip, Phone, License# Class of work Valuation Description of work Proposed use 4 Legal Description/TAX ID# form property tax RESIDENTIAL SINGLE MULTI-FAMILY, COMMERCIAL & FAMILY & DUPLEX INDUSTRIAL 2 copies of site plan 5 copies of site plan 2 copies of Architectural drawing 5 copies of Structural & Architectural ✓ drawings 2 copies of WSEC Energy 5 copies of WSEC Energy Calculations Calculations on City of Arlington on City of Arlington form form 2 copies of storm drainage design 5 copies of Storm Drainage Design 1 copy of current contractor's license 5 copies of Structural Calculations On-Site Utilities Drawings Off-Site Improvement Drawings SEPA Checklist (if building is over 4,000 sf) These items must be submitted with the application. Failure to submit these items will result in having your application returned to you as incomplete. There are no exceptions unless they are approved by the Building Official. buildingWorms\perchkls CTTY OF ARLINGTON B u il.LDING DEPARTMENT (360) 435-0724 FAX: (360) 435-3906 OBTAINING A BUILDING PERMIT BUILDING PERMITS ARE REQUIRED BEFORE CONSTRUCTION IF YOUR PROJECT INVOLVES 1) Any new structure that exceeds 120 square feet in area- 2) Remodeling involving structural alterations or changes in use. 3) Re-roofing a existing residence or commercial building. 4) Any fence exceeding 6 feet in height. 5) Placement of mobile home. A COMPLETED BUILDING APPLICATION' UST INCLUDE: 1) A completed building permit application form including a full description of the work to be performed. 21) Assessor's parcel number or legal description. 3) Evidence of an approved sewage disposal system if city sewer is not available within 300 feet. 4) An address if needed. 5) Three complete sets of architectural and structural drawings. 6) Three copies of structural calculations if applicable to your project. 7) Energy code compliance(Washington State Energy Code). 3) Storm drainage design including temporary erosion/sedimentation control if applicable. 9) Environmental checklist if your project exceeds 4,000 square feet or four multifamily units. 10) Payment of a plan review fee based on the valuation of your project. 11)State law requires all plans over 4,000 square feet to be stamped by a professional architect or engineer. A COMPLETE SET OF PLANS CONSISTS OF THE FOLLOWING: 1) SPTE PLAN Indicate all property dimensions. Indicate distances between proposed and existing structures. Show distances from proposed and existing structures to property lines. Indicate sizes of all structures. Indicate direction of North. Indicate location of water supply and sewer or septic system including drain fields. Indicate location of storm drains and footing drains around all structures. Indicate slope with direction arrow. For other than mildly sloping lots provide topographic contour lines on the site plan.Topographic datum to be USGS. List negrest vertical benchmark. 2) BUILDING PLANS, DRAWING AND SPECIFICATIONS Drawn at a scale of 1/4" = 1 The use of our departmental checklist will assist you with your design. FLOOR PLANS: Show the arrangement of partitions and rooms; location of plumbing fimirm, appliances, windows(show sues and openings), doors, chimneys and the size, directions and spacing of structural beams, headrafters,ailing joists or trusses.If trusses are to be used, supply manufacturer's name and engineering. FOUNDATION PLANS: Show the size and shape of the foundation wall; the size and location of beams, posts, footings,air vents or windows, access hole or stairway and the size, directions and spacing for floor joists. CROSS SECTION: Show the method of framing, roof pitch, roof braces, amount of overhang, ceiling heights,bearing partitions,posts, beams, foundation, finish grade and excavation. Show sizes and types of all materials.If applicable,show cross section of stairs showing rise, run, landing and headroom. ELEVATIONS: Main elevation drawn at '/4" = 1 others, height at "= 1 or larger.Show type,sizes and spacing of all exterior materials, windows and other details. SPECIFICATIONS: a) Specify grades and sizes of all lumber material; studs,joists,posts beams, girders, plywood,roofing,siding, framing connections,column bases, tie straps, beam connectors, etc. b) Show (R) value of insulation to be used in residence, for all ailing, walls,and floors.Show compliance with glazing requirements of the State Energy Code. c) Commercial buildings require water supply for fire fighting(fire flow)as defined by Uniform fire Code Sec. 10.301 and may require fire extinguishing equipment. These items may have a substantial impact on the project_ 3) ON-STYE AND OFF-SITE DRAWINGS SHALL INCLUDE 1) Fire Protection(Hydrants) 7) Easements 2) Storm Drainage Design 3) Estimate Cons;rruction Costs 3) Water/Sewer Lines&Profiles 9) 2.5%Plan Review fee of estimated construction costs 4) Paving requirements including detail curs 10) Topography Elevations 5) Parking Requirements 11) TECSP Details&Requirements 6) Landscaping Submitted plans shall be clear in detail and include the name, addess and phone number of the person who prepared them CONTACT PUBLIC WORKS regarding on-site & off-site requirements & inspections 435-3811 CONTACT THE FIRE DEPT. regarding on-site & off-site requirements & inspections 435-3818 II --�v► °b = _ = goo � � ooz Q z z z da30cFQ- < m l'••1 J.v J U QCd Q Z V1 C~ V) 1 t( Imod' LL K \A� i.w H W � O Q = O O w LL Z 1 u� O Z _ u y W � 2w � Oa < Z J U Zuk- 2Ur = 0 c = - =CL u � ~ nJ < 0Z � OQF- � z z I z W C ws <z OOp I ~ Z j m Q _ F cl W ! i� o � "' > a � O � w Or _ d � � < � pV) WzpW � � N ' \1 �I� �� QWNWF- t_n � V C] p� 'v y F I^ < lip _ .� v W o0w = OlLL' tna O U w` 1 > m� /may M O w � Z W ZO 50; ��+j n z D z g x^ d Q �y ¢ = w � LLoK G S O E N p V u = � z � O *Ot I �, I u a N�NGN �N N p rnv � f� O _: m rn Z; In I U c 8 z j V w Q W O ~ C6 I m z ai ° z 0 Z a ; u o U cc 3 ° z E I o o ❑ =i-. �' o _7 LL > ¢ ¢ OF < d F F F A ° ° ^J a f7 w W j u w > u N 66 co W K r J d O I W a tr] 0 O L w f W 0 � v7i LL C Z Z j, m WY ¢ � O � � o o �? �' ° a w Z " Y J oQ W < a oV O ,� a Vvj� U F > WW vv�� z W O z Y Y Y Y ❑ 7' O W Z O J 4 U C, O C p Z > a r < < w 2 Z Z Z Ou 3 o� m .- `- r- I11 m < n] F- � .JH u m < .m > Z2 y I Z z < < rn0 Z p _ < owe = < Z V J 5a. ,. ��a p 2OO -� � QUOz UU ° I y a m r1 f v~iw d 3 d 3 a ` LL F m Q i o o n❑ �. < yt-' U V Z o LU K o LLJ W. Y rn U < -K _ �r�, ce Z W O N W d W e V FQ �< u ° xQ W Y p f x y W < O K ❑ LL• N N N N IA ❑ I K Z ^. O N N N N N PV➢ i W W W W X C ` ❑ G � < ® m .] F Wcc Z <( , < < f < H o O W Y p W tl tl a ;a {\ oc J U) J F Z 0� rn h Fm \ .� � 4 pO y tV� Z z .� LL I t - N m C ` ,n O Z u r� G p z ° m o p x z a I m 1 a S- � i Uo — z (� c� v I 0 aE 3 max oz zM, a 0C Y✓f o f L) 0 Z vm� C e �o < y -Oj F v�(►�//� tn at �J m ' z .c� I a V 7 O Z < Fw x „� Z O Q < CD 0 /x ° a y < 3 Y O J m(nIt,, O et C T Z Z Z O O 0 p� 9 N N U1 O ZO O Ip ❑ 3 ^ m ¢ jeYv J y C7 < < O C a' m C O z \� °u W U1 p I.J < v ,3 Z � � ✓. Z� Oz ��11 �m < U T a zI it 3 m r ? �/, 0 s �c�/ o �.1Q - O N• s Z v.� u D < z J r 1 j ) - < m `p, Z ' ` v 102 V J ❑ 3 of �W U JJ J < W pr J v O •"• N � N < 'i N O tl J J MOHHII 33M138 S3Nil fill 3131dW0O �- uNlr_ -- EX15, .JLDCa EX15TWT b' AKI`2 5._O. K SIDEWAL wrt: MZsen 11.r-� �0 10' z m G NOTE: 35'' - o PROVIDE GATE PER CITY 15. W ry OF ARLNGTON I AIRPORT N LEASE AGREEMENTS 24'-0'x 4'-0'NIGH A E a "N LINK FENCE a TYPE I w,GATE LANDSCAPE TYP. —�• 14S39' N `q SITE DATA '22.E m b'CURB e LEGAL DESCRIPTION LOT 30B PLAT OF N3 O 1� 3 That portion of the Southeast quarter,of the Northwest quarter of e'-e' PApG1NG 6'-5 kl0'-0` 1 I I 9 TYPE III©„ Section 22,Township 31 North,Range 5 East,W.M. FOUR YARD FmRDUMP ER w/ LANDSCAPE U TAX ACCOUNT NO. FENCE AIROJND 3 4 5 b AREA SUNIlVIARY BUILDING 10000 S.F. IMPERVIOUS SURFACE BUILDING 10000 S.F. AL D5. 5' ©` SIDEU 1 14'OH Urn CALCULATIONS WALKS 551 S.F. s>� MAN DOOR DOOR GRASS LINED SWALE PER ✓., y PARKING 7273 S.F. I aulr 6,alp LauN CIVIL ENGINEERING < N it TOTAL 17,824 S.F. T�II / ; DOOR . 25'X Iz'OH CANOPY (SEE CIVIL ENGINEERED DRAWINGS FOR STORM WATER MANAGEMENT) i A Y-5'51CRN S&BE PLACED I AT EO PARX SPACE SFELETPY: m cn O +I I I Q W T03 y 1 I Q BUILDING DATA I STATE DI5ABI1i1 PAw PEeaT ° �'au IIAIDICAP Loco. � s�I I w BUILDING OCCUPANCY GROUP S-2 LOW HAZARD STORAGE g�� I 1 _ �" CONSTRUCTION TYPE: V-N m O�'-�I i ' �� fnll }— STEEL FRAME&STUD CONSTRUCTION BY: PROPOSED GARCO BURADING SYSTEMS PARKING(PER CITY OF ARLINGTON): I UNIVERSAL AEROSPACE pL I I �, W 11 SPACES INCLUDLNG 1 FULL SIZE ADA APPROVED PARKING. I �I BUILDING � `l NOTc LANDSCAPE SCHEDULE �, 10,000 S.F. GROUND COVER SHALL BE o I m PLANTED 50 AS TO WITHSTAND OI EXCELSA CEDAR MIN 10-0'HIGH s PLAITING/30'-0` Or- z 1 I FOOT TRAr=1G AND PROVIDE 1 VIBRj DAVICII (GROUND CDVI='�FOUR(4)NCH POT5 e r I NW, (W)PERCENT COVERAC-Z O I ' � uroRn s`�� - EITTEEN(18)NCHES ON CEN--R w L�111` WITHIN THREE(3)YEARS OF PLANTIW-i O HIND CRIMSON AZALEA 24'HIGH MIN.HEIGHT TIME I z 0, OF PLANTING w/5 SHRUBS PER 100 5P. '4!` 6 3 V � U 3'MAN DOOR of r Of f"ii'Einrvon LEGEND _ I D.... N O L TIMPeNN.AN CS FIR kYDRANT /Wn 5. J ThIF.profW S7�c t`?I�en f^r111?J e��'''tD C-Wr.¢1'�'.�3� � c7 s W"TO.Oe STA03lOWlOW25T 8 CONG.PAD MR 10'-(��' W 2 pAND"TOPWVWTDAMAN WATER METERS W1115, I Q 0.8p;3ti,:a k Cb' '';'Ou:e15'?Sy m �f. � � TYF` III 7:1I1�^.4 3'i.�! c J. aussTuee7wm+sTA�ANOToee E e > "'.. r®wANnNc 7tATtoNs ELECTRIC METER LANDSCAPE a * _M _-rtw •,- t 7z• A. —2 W=Xr P1GL0DQNXESTAEES I1+r 'A�• .•• g^sa r,: R • ^C�.,•^ ONSTALLWUMTww000mmu m �•�ii" •li i `✓'.J:ta7f`sr:i -.°^:`rG"i r Ys.f 7 s 27ArRwrTAaeTS L9 so t 24- I S&AL.7.19 iwl.7.2A•S=.2 1•J.✓'' Fi.l f _ by the -,.�„�G Y1 Y1 l Ylnt1 1� r ` a wL940'-a*rnaww.i-rAw� m W 4�" ;j I I , ►bQ9�P1AGe) QQmm G I 17. 1AYTNWAWW0&&MNAW5M00T1 W i ., N N T Ao6A1 AT EM��'MN� 3� r�L Z A. WAt]S MENTI®000/Q ALL E. YF.YAINING MS M I 0 1 • �n �. wA�.�nL�se. 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