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Permit D99-0281 - Carlyle Inc - Warehouse
*A14 . .. .r:q ft {t {iY: 748G ii +E F1 R.7 1 v '6.ac D99 -0281 6801 So. 180th St. EXPIRED Carlyle Warehouse a City of Tukwila • Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 362304 -9087 Address: 6801 S 180 ST Suite No: Location: Category: AWSE Type: DEVPERM Zoning: TUC Const Type: II N Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License No: CALDERCI094J5 Permit Center Authorized Signature: Permit No: Status: Issued: Expires: Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: TUKWILA Slopes: N Streams: (206) 431 -3670 D99 -0281 ISSUED 10/13/1999 04/10/2000 WAREHOUSE 1997 SPRINKLER /AFA .0 OCCUPANT CARLYLE WAREHOUSE Phone: 6801 S 180 ST, TUKWILA, WA 98188 OWNER WELLS FARGO BANK Phone: (415)396 -7929 BANK PROPERTY T -14 / 531. 394 PACIFIC AVE 5TH FLR, SAN FRANCISCO CONTACT JOHN DEININGER Phone: 425 -880 -4455 4128 W AMES LAKE DR NE, REDMOND, WA 98053 CONTRACTOR CALDERWOOD CONSTRUCTION INC Phone: 425- 487 -1680 17455 68 AV NE #102, BOTHELL, WA 98011 ******************************************************** * * * * * *•k *•k * *** * * *** * * ** * * * *•k* Permit Description: ADDITION OF AN 8,250 SO FT PRE - ENGINEERED METAL BUILDING. PW ACTIVITIES INCLUDE LAND ALTERING AND STORM DRAINAGE. ***************************************************** * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 210,375.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: LJM Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 185 Fill: 110 Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Water Main Extension: N Private: N Public: N *•*********************************************** k****** * * *•k * * *'k * * * * * * * ** * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 2,804.33 ****************************************************** * * * * * * * *•k * * * * * * * * *k * * * * * * * * * ** I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this developnren •ermit. Sign-4461111111111g; �""' Date: V) Print Name: ©H-Y)_ ADVitlin This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. I • OF TUKWILA ' Address: 6601 5 160 ST. Permit No: D99-0261 jenant:... • TypeDEVPERM Oaace14: .362304-9067 • Status: ISSUED "Applied: 08/09/1999 Issued: 10/1311999 .::ii. WTWV Plif.0, 10 L1PL tITIg riV itKPCCIT4. HP 14ktli-44r Permit Conditions: No. be made to plans unless Oproved by the Engineer and the 1 Al 1 permits, inspectionreccirdsan plans shall be . 'Tayailable at thejob*Site to ,the sta:r.tof....any con- struCtion, Thesedbctiments.:.are tO. maintained and avail- bJe until firial'inspeCt4OnaPprOVai is grahted. JElectrical 'PerMitsshalf: be Obtained WaShington State bivi*Ion,ofLabOr and,industries antt-allHelectriCal • work vilf..ybe,inSpeCted.by'rhatagency C.24676630):: Plumbing be obtained througn'the Seatt.le-king : Of Public 4iealth... Plumbing will:be . '..iinspetted:!bv thatagencY including all pfping' , A11 A4ork Shall be cinder separate permit IS thelOitV'orukwila. , . . . tObe,done:in confOrmance with approved olOns and reqUirements Of c tufl.ding Code (1149: EdAtiom) as amended ,AlnIfOM Me (1997 'Edition andashingtonState-EpergY'Code'.(199.I. Edition, l)4ityof Permit. The issuance'ofa permit or approVal,of .pl'ans'.: :and, Shall nor be con trued to be a permit for or an approval.of. any violation:, OT : theprovisionS of the.building_cOde or of any • 4.:ithertirdinance or the jurisdiction. .J4o perMit presuming to 'give:authority to ylolate or canCel.the-provisions of 'code:shall be valid. when'Special insPection is required either the owner.. architeCt or engineer shall not the Tul w 1 1 a udding Divisiorrof appointmeff t. of the inspection agencies prior:to the firs.t inspection. Copies of all special inspection reports. shall be submitted to the Building Division in a timely manner. Reports snall contain address. proiect name permit number and type .of inspection being performed. 9, The soecial inspector shall submit' a final .signed report stating whether the work requiringspecial inspection was. to the best of the inspectors knowledge. in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 10, Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection, 11. All structural concrete shall be special inspected (LIBC - Sec. 12. All structural welding shall be one byW.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 13. All .high-strength bolting shall be special inspected tUBC - Sec. 14. Bolts installed in concrete shall be special inspected (UBC Sec. 1701,t;.2). GREG 1/•ILLANIIEVA' i s 206) 43. i, -0179. OF ,:.COmflEHCEMENF ,:AND COMFL�E.T1ON OF AT` L' EAST .24 FOURS IN .ADVANCE..' .•Betor;e Final Insu.ec�tinn:. •Appl 4sh.all reniiiire:.the e' i'' tines ,:1ncil'e''.ch)eck 'dalve'and :rAe01a►e;..the _.irt'�le v,raive w : i tlr ..a`: ,p.aa i 7 A "11 catch `ba i.ri,.. irtwta es1 ..under.' c`h1 i e.r mi t _ :she l 1 newt l(lro+] 'County Surface Water Des I n.Manua :St'antt1, 0.;-, a. : Haar l.inu over :50. Gw'.zha1.I reggtrit - c app I • .foes . :a Haul lrtu Permit prior. to .: :anv a:;:;ac, iat :ed: act iv�i rir:: Project Name/Tenant: • GA42. on t- : LuAge Rots i.bU 1T1 UY1 Value of Construction: III 1140 240 Site Address: City State/Zip: 4 e01 50 1,0 ST WicwllIJ4 1,04 4 1619•% Tax Parcel Number: 3(IP2004-lee" 44 Phone: t Property Owner: WttI• rosil b $I`4nk. Street Address: Tie L *3 morn to Pt.. State /Zip: *MA MINC U4 Fax #: Contractor: CA kA eo comOr. Inc.. Phone: Street Address: 11468 Glsi• Ale vie City State /Zip: ssemet.Him. Fax #: Architect: `O n` ��� A-1•16. • Phone: • Street Address: City State/Zip: 4%26 Weiss LIe.DCt. %N.. gyp, tt . •3 Fax #: Engineer: hIcic t.sonnPP Phone: Street Address: 3 ZI(. 14.4Nrhit42E AS City State/Zip: evEY1E1 r1 1 WA giS201 Fax #: Contact Person: . • %)044 VI tat VIlvi ..12., 1 µ1't'£-,- '` Lk. Phone: Street Address: City State /Zip: Fax #: 1428 h). #444jE6. Lip.flR,ne. 'RE'VVVIOV110 WA. . c" Description of work to be done: Roo tr1ni 52e, C ' F1= - £,vIGl 0 wilt.. e1.)z, Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family CO Warehouse Hospital ❑ Church gl Manufacturing ❑ Motel /Hotel 'Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family KWarehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College/University ty C71 Other Will there be a change of use? El yes .s.1 no If yes, extent of change: Existing fire protection features: sprinklers l�1 automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: 54• existing g2C.aGt' k new Area of Construction: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes 0 no quantities & Material Safety Data Sheets CITY OF TUKWILA Permit Center b 6300 Southcenter B. d., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. r GM NCPERMIt.DOC 1/29/97 End Time: ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: ( Additional reviews may be determined by the Public. Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street Use ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s) ❑ Miscellaneous Est. quantity: gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date ap n acc So .. Date ap lcallortes: v �' atiell, App on ken y,• (Initials) PLEASE SIGN BACK OF APPLICATION FORM • r "Lvfx^ Our _ :. rYN t ti 4Zr % �ki��t h1.: }li•JxL�'�t� {�' • bi4h *A t * #kkht *l* k * * •k>',k•krr*k * *A /ektk• * * *k.A * *kA+# *A* * *k*:lk *Ak* #i #* +CITY tIE I'u A WA �� Q� 'TRANSMIT *' A**.4* A'4sk A* A*4.' kA AJr:#kA * * *A*n*#*k4•k *+* A*A•hA•k+#k# /cA irrlr:lkhfi*;#kA* *khA .. I ?ANSMT1 Number: 'R98000239 Amount: 2 3.50 . 02/23/00 11:41 Payment (Method: 'I HECK Notation: CALDER WOW) COJvS " In•i I. NEI2 Permit 14o: D99-0281 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: .36:.'•'304 -'?0R a Site Nddress: .6801 S 1130 Si Total I'ner:. 2.827.13:3 23.'50 Total ALL: Pmts: 2.327.83 13a1 a nee: .00 . 4••/r/.•k*4**•l. :k•: *fi k hA* * *A*A*** k **il* h *Afi***#r*** k * *A A kk * **•h k *k:l *4•* Account Code .Des.Criptioni. Amount O.00 145. 33O PLAN CHECK - TONNES 23.511 185102/24 9717 TOTAL 23.50 1r. kk!r dt A'Ah.L kit.* fit. A A A*k AAh:t :L k h hA* *6 A ' •hA hf•*6 - *,;k A A*:k :t-k•1,. t. *A k.k: *hA. I; 1.T 4' 'uF 1'UI:1Lx WH ` U Ti�:frr!,r3I 1 'h* k. 1, kA Ah••` r.****' rd' A*•d*: tkh.hh,rA-AAA:Ak. *hh:'c,AA** AAAA ;k'ii** *Yk k* O be .: R° -4 i001.bt, Amount 1.254.35 1.Crr:l. ji'i'.+ 1:3: i'a �i.InAr�l; 34ei.hocl: CHECK Notation ;J("l41 I)rIHLJ'GLR fLE �'NI ~in i:t I40., D99••') '1l .f DEVELOPMENT PERMI T • :Parcel. No: • 3Fi2'304 ":90[`3 "r' .S itt.� Hdur'ess t • 3 801 3 1130 3T 1•I•r i ti Ptivnj rrt AAA* oL* AA. * **A4 *.*A*,LAA#•A-k*:44.**j *A*4AAi.* *:;A,.4r DA4. A-a'• *A.A- A• * *k* HC'::ouni: Cads? 000/32.100 000/345.1330 000/3'45.E330 000/306.-904 43,2/342'.400. 000/322..100 000/345.820 1.754.35 Tvtal ALL.. (•mta: Balance: •()Fqt:l''intiof BUILDING -• rlC3rlkE:G PLAN. CHECK NCNHIES ('LAN CHECK - STAN: BUILDING SURCHARGE ].N5(' FEE - JT0k1TI li►; FlIN LHUI) ALTERING PIER34T'f FEE LING ALTERING PLAN CHECK 2..804.3:3 2.G04'.32 .00 Amount ';x:•5..27 • 1.04M8 10. 4.50 15.00 ?2.00 :;%.:0 7919 10/15 9717 TOTAL. 1754.35 3 J fv. *A• *.** *.t} ' :1• *' *.k,t4 * ** * *s1>t * * * * * * *Af *F 1:1 *�. * it t1�1 * *+ * *.t * * *s\.t sh/.*'ti i..T Y OF TUKWIC.t3,. WA Reprinted:: )B'u9 /99 12s1:3 'fl'tA(JrM f *1t' * *4•k*,%k *�4s1* rkk *• *** AAA* 4kk********* A �4k* ir **t1 *•4*• * *:A• * **A** * * *t1 *AeVAr TRAWSMI1' .Uuniberr a R98QO123.: Amount:, i r, 0 49„r98 013, f2:17 Payment Method: CHECK t'tctat i ar c JOHN I.)El:NINt,ER i:n It: Cp;i ..Pt~r•mit Na p99 -028J. '. Type: DEVPERM -DEVELOPMENT PERMIT •S i.te Address: Gf301 $ LSO $1 Total Deer:,, 2,,669.83 This Payment.. , 1.049 9 3 Total ALL Pmts: 1.049,98 Balance:: 1.619.85 . • 4* 4 ******** 4*: 1*** it**• 4*• k*** e1 *4A * * *sih•1t1 *k *A•A*t \t \A**ilt *A**At1** ** titIt* Account; Code' Delic r ii n t i nn . farncun' 000/322. 104 • BUILDING -, i OMPE$ 1.049.98 'i r �`" ���J: Ky�' i5- �: ��" ���? a` �` t' i: ty�:`, s' �t?' rz" r � r+ rs. ,.�^- •*„�-� r = . r , .. ; , v r- .a -.�i !3853 08/1:L 1717 TOTAL 1O49.9O P ect: ,e12._ Inspe• ion: .i • •dr• s: , %ald: Special instructions: c(:30 A.- i6 -Qg0 Dat• nt d: i c• SW • i . terb re 4.4 P • --. - 1 1002-q - 2 1 /3 fF INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98;188 (206)431 -3670 Approved per applicable codes. COMMENTS: c r7.74.e' z_A41,1,./ 4111 / .. 4,, Inspector: INSPECTION RECORD Retain a copy with permit wak*na .s.w1ru+nmp.twrywr4ta mts erwo ae.ts PERMIT NO. Corrections required prior to afrp7oValt c El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectibn. Receipt No: Date: • ? � COMMENTS: Type of Inspection: phi Address: 01 S. /PA 0y 'W 14, ..� D1 dk -SS e 7., r Pii uii•�tpt e io < I,A..,twc,ii...�.., 5 � r‘) ( To Ai 1444.4. thttL0 q �c 4 $ LL41, i5 g0 (4a orl i 1 / . cA / tkot.t f0 U 1 j J No A.4.: 5 . 5641 co "A„yo / � / 'n" f a • /� L4) 4.4,•*._{ 4-1.4,-.- .7160 44 t/ i .1, Project ; � Type of Inspection: phi Address: 01 S. /PA Date called: ,10/ Special instructions: Date wanted: - - _ a.m. .' P.m. Requester• 44 ri.�l / rr Phone: ftA) INSPECTION NO. I INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 �� z)99-,Art PERMIT NO. (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector: 1 V Date: 5 7fs7rl . ID $47.00 REINSPECTION FIE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: ae. P je i t 1 1 1 ,1(4 0494. Typ 1 1 d in do 1 7) /s 6 .1 4 . , st D caller 60 Special instructions: I \ .1 bo arr.\ Da41.4yanit;__ _ 0 ail. Reqg: 50 t Q 2 C:t r t Phone: (90t9-10 , • , I., • , • • f ) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PEOIT NO. (206)431-3670 R . Corrections required prior to approval. $47.06 REINSPECTION EREQUIKED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: /) t%gel 45 / de f r->, G • .!..■•••. Pro' t. cewttie,g_ TypeAtInAki: ,-.1 rs3 Ar got.. 5 m om Date ca 00 V / Special instructions: . . Date w4e , a.m. P.m. Requepri Phque: 45/0.... o740 • . Wdr/E161 • • • • • • INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (H)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1■4Yv(-Sopini yoa,' etfputepC--- f 4 ' ) Inspector: Date: 5 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4 COMMENTS: Type of Inspection: J l) LI / 09 i .G It 4 Date called: ?, V00 -ipt t v r4 r art v`, , t it if • A. ,' a .. 51nALA 1 a . (4 - Ao Nttc tom. (. NiP 64(,I S A (4ktf 5 ..•_am * 6Ak ttivt op t fit` 1I.L.IP. t' t- , a Pro ect: CM Type of Inspection: J l) Address: U 60. ', 05011/1 Cr: Date called: ?, V00 Special instructions: Date wanted: l t{' - /04 a.m. p.m. Requester: 1....0.10A CaK4.4 Phone: INSPECTION REC Retain a copy with per INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 Oq -O?4 PERMIT NO. (206)431 -3670 El Approved per applicable codes. El Corrections required prior to approval. Inspector: tiQ Date: t 'I f1 /v0 0 $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: r Prr ject: ecte Ct/t Type of Inspection: cnuci-de ,s(cdo Addr: e ( Og s p ) % 1 EDin Date called: )54 a Special instructions: 3 ( hoaA Date war i a.m. c Lo o() p.m. Requester. , Phon9A , ..._ )b 0 -C 4c) •■■■•■ 1 2 1 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 t4 Approved per applicable codes. PERMIT NO. (206)431-3670 El Corrections required prior to approval. COMMENTS: / 06".( 1 2.1r , ■ El $47. REINSPECTION FE EQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Pro6c)i (AL( , Type of Inspection: 6971/(424/10.4.1 Add es &NY- S, /6 0 Sr Date called: ..,----- Special instructions: Date wan ...;..... P.m. Reque : 146_ Phone: 113111 INSPECTION NO. MiCtitlfAIMMUMMILYZNICIUMVOIMMIOMMWTMILWSIPMEWSOMINIOVVI.WIMISVret. • INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 R i<proved per applicable codes. LI Corrections required prior to approval. COMMENTS: (0 t r4 L 0 A-t/ell, rei/Ak;v477971S n91 LI eif $47.01 [INSPECTION FEE REQUIRED. Prior to insp ction, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: . . Pro' ct: e 1 Q- ,q Q U&C . TVire* . Ad4eg Date tll 1 ic o Special instuctions: r paer @ 1000C1(44 _ %A 62 Date 0 P.m. g Re, - 5rDb ?eat( Phona cErs10 _ 053c .f...0130FarArfteperer WIMERPECIONTOOVV.11.1 • • • f INSPECTION NO, INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: Z .4/2" .C / ot.i 61/1-7 2/26-4- 4/((,S,,)-( vvoi fre, S 11 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • • sm.. f • ...At . r COMMENTS: ' 311 1 / 00 ,__: 5- cp, *- 1 . D. S. 7`\.ci4) G p.)-31-8... A ,: u.....st....rs a..., , 5 (..:(AN. Cd) KA i .t. t -a 6 sL P ate. AI iy•lh al I ail c C, 1 1 r2 ' c L#y$' v t.A (.. ...,.A r�.� . y%. 0 1 Tr ' p t f= k ( a TA t 2. ' s_.,.,.. I T ./ RSr1 t t A--,A� A e.A. sS�„ . 5IaN.P LA.a.e C ANAN2 X 1 J•"■ ' ' 1?a CF . i a.ratAi -ri r Li J ( c t.) S.ko to-44sA1 (,, (7 94G 11.1 c- 1 -(o CO Tv C. A - 2 . Project: C l y f 2 Type of Inspection: downipe 1- C 3 4 * I Address: 68o i s ► 8oih Si Date called: 3— I -o0 Special instructions: Date wanted: a.m. 3 - 1 7 -00 ai Requester: Bob Pear I Phone: 20 f 51 o- o7go KO INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 a, ��: �: ro+ aw. nv+ w+•..., �,. w... v.•¢. �rFU�o .;nc+,w.xom*.we.urs+r..rw. �.vs�GK.E:7RD3�1.'i1 ,•.,; Y° N INSPECTION RECORD D9 2 Retain a copy with permit 9 PERMIT NO. (206)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: (v Date: 3/ 1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: t✓ Projec -.-,--- i el 4 ,tri ( Type of Inspection: Add7s: e q.) /4- Date called: Special stru ions: Date wanted/ a.m. ----2 Requester: Phone: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. . COMMENTS: C L J 1-404% *ord. p- " at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. romnrarsoravio.;,?:' $4 .00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid Receipt No: Date: P - --f-�� . Typ Insp ction: y ✓'f'• f/' Adexya / Q/ -�'' D to c Ilyi Special instructions: pm.. pc I Dat7 d ^ 1 (s(J Ca.mm p.m. ow Atte { INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO. (206)431 -4 70f Approved per applicable codes, J Corrections required prior to approval. r . /. Li . $47.00 REINSPE if ON FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: /�GI �1"'S ./•'- ('� /;71 d /3e Date: /- , 777:—$-PIF•."44 , 444 4, 477 1 47 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. (206)431-3670 fl Corrections required prior to approval. COMMENTS: .4- Po c‘e,_ - 0,7e. D & A El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4 _1 . .4• YPe of I s•ectio. '''" " " .4 Adz; 3 ss 0 : I gi . /sm .5 . 7 ,... Date . ed: 04 / /00 Special instructions: . - Date wanted6/ (e a:Yr - 1 / 00 p.m. / Requester: /30. Phan • e. &04 — 5/6 1- 074 , 777:—$-PIF•."44 , 444 4, 477 1 47 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. (206)431-3670 fl Corrections required prior to approval. COMMENTS: .4- Po c‘e,_ - 0,7e. D & A El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4 _1 . .4• 1\'rtt: \ To of IT Agress: I Dat called: i 10-* Special instructions: I a‘ CX) \.3,X i ; Date wanted: t Requester: _ fr OPc__ Z (ti1MENTS: Type of lnsp on ` iid ess: l /W / ■ i%/ _ eci I instructions: `! q.,' 6"�`` e) ; Date wanted: I ; � I a.m. : e: �! lY n ` [ —t�5 4 1. M Proje � rk q I, n Type of lnsp on ` iid ess: l cV f f Date called: V S o ; eci I instructions: `! q.,' 6"�`` e) ; Date wanted: I ; � I a.m. : e: �! lY n ` [ —t�5 El Approved per applicable codes. tJ Inspector: Receipt No: INSPECTION RECORD Retain a copy with permit . INSPECTION NO. .CITY OF TUKWIIABUILDING DIVISION 6300 Southcenter Blvd, #1005 Tukwila, WA 98188 PERMIT NO. (206)431 -3670 3 Corrections required prior to approval. Date: / //J r OD 7 $ E(111SRfqT 3N FE R „9UIREU., Nor to inspec / ion, eelra141 b ci) at 6300 'Southcenter Blv , Suite 100. to schedule reinspec Ion. Date: COMMENTS: g 4 7� /3T e0 A .SCE t E SS .4REA - (V GO49ircl7 Dock_ ,trO e E y TObAti Peg Pc..4,4 e.e_vts t 0AI++ t y„- '' 4e1 ., A ,t/o 5 Pf (.pnr / A rS ,4 c77 ' ° ' t ryn y/ 0 E.4 77/ On,il'i v1 r - e i7c /, << .rs i Re,b -T-'S -Z 855 -.2. tic /a /r,. - f 7e- So /c. Care ( ,,i .ea.. 64(. CImic g476 ,Cri7 6 4T-e.' .4:l _2:. 7D rBc, /-/ ( 0 R)/A --rT 0 " Date want . / / /,, .? A Projsst: l ` Lt'Ge I - /tie `-- 'Type of Inspection: r7.c10 � � , ess: y S 5 Date called:/ / 9° , Special ins ructions: Date want . / / /,, a.m • P.m... Req Serf bi3 t ,' Phone: S 9 -/ \ ..•.e+.r erw-r .^nN.v!,rer.!.sns!.4'+5'StratA kl 1N.' GCIAFt: Yan ]t!'tiRMeSYP.'r.Y%TS!.SYNi'if. TV .YlJ...1MIL•N:71*f'� ��.✓L�J4'! e.1 Q4a' 1 INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING,DIVISION/ 6300 Southcenter Blvd, #100, Tukwi a, 1 9818 INSPECTION NO. Approved per applicable codes. • Corrections required p hor to approval. El $47.0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Dat PERMIT NO. (206)431 -3670 Receipt No: Date: rti,4e4. ,F..�1� ^M�.� Twf :At�ek)n.�.. 0:101'.1 ! .. COMMENTS: F o u 1 2 To S3 E.. S C I i-fii) o. c, ME )c cN ceic - Pa-4SE.. 6444 >l>e- / K.6 Pe_ 0 8 I /AID /CO34-7 ,-r//g 77,-/i" " Date wante : QG efr a.- 1 o - / ! p.m. S P (d /A r 5 c-r>� .e ffSft iv_ Phone: cO( SICK 0'7' -/D 4'4—v & , (S vim/ r77 4 4 7)4s. of /0 9 9 Aco r eT•e T r7C - t' .7". r2- -r/.�C A-le- I / 70 /A..rSA...ci'76,(/ Projects (\� �� hC Type of Inspection: F t $ . tD U I SU' k S+ Date called: i ) - ` Special instructions: in Date wante : QG efr a.- 1 o - / ! p.m. Requester: I i 1 1-e.._ Phone: cO( SICK 0'7' -/D INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 ndtLXAr.1YY+eUI71KPA f PERMIT NO. (206)431 -3670 pproved per applicable codes. K2 required prior to approval. 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: // /6 - s7 EIJ i J ,K to /,'' /9 �rJ v1 i) ��f�%( ()71.1-e4 if v . _ SQ out K / L4- -, /;4 4 /9 0 09/4 W4 . it w_ 1�p c-- t s at i,i / e_ -FOP W/ S ..6 (Ina /, f G•ct re S ! G'-c- CdrJ /L g., veil I S f.0 -P -(rP li►-J i , Project: C a (-any, e W arehouse. Type of Inspection: rre -Con ' Address: ` o0 , n I So ♦h 5 i , t00 J Date called: i i - j (i q `'T — '"1 1 Special instructions: Date wanted: i 1+ 5 - q1 a.m. t Requester: 5 De Phone: q25- 850—x$81 INSPECTION 'RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDIN.G DIVISION 6300 Southcenter. #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: tX1 Date: / ���r�� $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd. /Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: 4 97c — IS? — /a2i00 ` !►1 / C'D 7 C/r5� I /C,qG 5,r - 1/d? 4Jb7'� l % I s / T 7^D ye,' ,--,. e o /� (�.DD, - r - rs" Alas ( i y Special instructions: 5f �, ,t ob nn rr �LY j j y� .1'�1� yikii`.. 1112.- 1.�f��1 I o t(� A 2_ --' PAotf o,�� 'S r '7`. �/ S77�S AC le-P. -K.7 _ mc 4 C /41S,O,E (W67C/ •- ( Tr If , c- T3 . Proj 1t: LI,v(� V W a�Uiw Type of Inspection: . Mto . - M"Yl Ad. ress: /MP Api 6. I )0 Date c I led: l o- Zvi ql Special instructions: 5f �, ,t ob nn rr �LY j j y� .1'�1� yikii`.. 1112.- 1.�f��1 I o t(� Date wanted: � I 24 p.m. Requester:l� � Phone: 2up- q►5 - 1115 e clA INSPECTION NO. y'. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 PERMIT NO; (206)431 -3670 Approved per applicable codes. n Corrections required prior tg Approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 0 City of Tukvvi John W. Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief Project Name La ;z 'L t / Lt LA-)A / ICSC- Address �• b 1 ` � • /PO J Retain current inspection schedule Needs shift inspection u Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: A/ Monitor: A/ A r/ Wi CTJ"? 1NC Pre -Fire: Permits: ttak Authorized Signature . �i:; f y:'y ; »}:'t j.'r�..•= f'' ' rt'liy'Yx:�iiil'�'�4�i'.". `�4.¢\Ti`'+ t3t`'�v ^ i 't{�'�'al•••Wi1'.� °�►�'!�`v •t' `''' y 1 f nr4'w•j� :�7� •IiN, TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No. 9 4 7 -0;9 FINALAPP.FRM T.F.D. Form F.P. 85 Suite # D to Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 CONSTRUCTION HNLehtinen 3216 Wetmore Ave. SURVEILLANCE Engineering Everett, WA 98201 REPORT (425)252-2373 PROJECT: Warehouse Addition Carlyle Inc. REPORT NO: 1 6801 So. 180 St. Tukwilla, WA CONTRACTOR: CM Buildings Solutions, Inc. 17455- 68 Ave. NE Ste. 4101 Kenmore, WA 98028 DATE: March 7, 2000 WEATHER: Cloudy TEMP. RANGE: 45 F WORK IN PROGRESS: Crew installing siding PRESENT AT SITE: Crew 00-e PROJECT NO: #99111907 CP en-P tIA Y 5 Opr 20 ; F TRAirrc ENTER OBSERVATIONS: All high strength bolts and grades were in accordance with the approved drawings. Observed the tightening of all high strength bolts in rigid frame. All H.S.Bolts were tightened in accordance to the A.I.S.C., Specification 9 edition. eJ - FOLLOW-UP LETTER TO CONTRACTOR: YES ENCLOSURES: COPIES TO: REPORTED BY: Pg.1 of 1 NO - 4 .1., ",70; e <ZY 41'1 4 1 ` RE: TUKWILA WAREHOUSE LOC TUKWILA, WA. BUILDING DESCRIPTION: TYPE SPAN EAVE HEIGHT BUILDING LENGTH ROOF SLOPE BAY SPACING DESIGN LOADS: DEAD LOAD: DESIGN CALCULATION FOR JOB # 180733 CS 75' -0" 22' -0" 110' -0" 1.0/12 VARIES WEIGHT OF METAL BUILDING ONLY RECEIVED CITY OF TUKWILA AUG - 9 1999 PERMIT CENTER FILE COPY LIVE LOAD 25.0 PSF FRAMES) p ' % \' I 25.0 PSF PURLINS `��t3� �:5:,,, , WIND LOAD: UBC 1997, 80.0 MPH, EXP. B, I= ' 0 - ' ' :.k f 40 V OTHER LOADS: 4.00 PSF COLL.; , ;r ■ ' _....... :.....:1 t 1 JUL 21 1999 cjq 028) 30B TITLE 'J I DESCRIPTION GS 7S" //d X 7' X 7 / Y L VAa/ / •Prbr So/e4043 G x 1 o ° 2 /9t /G 1k /G /G Z•- zZ 77■ 23 z/ 1pA � � 2 2 =� 2 ' = ", G e 4 /.4 /d /1-o p /01,• cI'7- S yL/7zir b /yo rJg Awg. 4-s ASDv 0-400 • Ps& j 7 ,:;,7 0 / 3 2rits,____ a /epi----71 )4 14 , 70 .t Ope /Ai-807 A /3 604 .6 3 2 6' --- 7-13 7Y%3' I/! 3 2. 1 E _ - 'Z / 4 4, is't7'.1 c / S '.- 3 L ---- -- a /G ekt)(50 geg 24-4 7 - ' G t Vhx• L -- � Z e&I- � - q i k. eriet atom" aoy JOB NO . /e673 2 QUOTE NO. DESIGNEQ BY � CHK'D DATE SHEET NO (fro poop/ 1005) 4/4 a ?p'`e.�) s S4GTCJ 3 JOB TITLE DESCRIPTION Tr p 0 a N fJ� so "V 577.4/'S e (5 P7 ''D -j, ®% Cie s�w� to) �'St�J `ale t e /1'1)- 0Pl ;R t; s, e mItly,4042 ) PA a4 /177 sui P ct>b' y; /O L - 4' (T ) DL• GT P•) a 4 - 4 P,O4Ptfj es ' JOB NO /ye7?3 QUOTE NO. DESIGNED BY DATE Prt CHK'D BY SHEET NO � / DSPT G oyeoy Sr G /s1 "- ?Pd WDE D PyV17/17 yr - - bGTm - /G �D P4/24 ft v �T 5 W 3 3(7 CIL FRAME BLDG: A B C D E JOB NUMBER: 4.40 733 SHEET NO. of e X 14, G X s i b SLOPE _ :12 EH. 22"` D1 I- CC K G uo k 634 • FLANGE BRACES • ROOF: Z 4• S , 7/ t /O. - LOW EAVE TO HIGH EAVE) 11..@(3 )' x A325 w/ IR.'S A. BOLT W/ ¢ �) 8C (FGaS/1) p (Ay/al.-SS) 7, A/ TO /4 WALL "Q O.F. WEB I.F. REV. P & --3/4 —' 8sc. V2- 3 4. (BASE TO EAVE) 4 to- 30/0@( 7 ) x A325 w/ fa'S Frame Reaction Ver + pounds) . Moment Hor + Schematic (a11 reactions are in kips, I kip =1,000 + Description Grid Ver Hor Moment Description Grid Ver liar Moment DEAD + LIVE LOAD A 34.572 18.215 0.000 DL +EQR A 4.315 3.130 0.000 DEAD + LIVE LOAD B 34.296 - 18.215 0.000 DL + EQR B 2.629 -0.092 0.000 DL +WLL A -9.716 - 12.315 0.000 DL + WLL B - 6.372 0.133 0.000 DL + 1/2LL + WLL A 5.822 - 4.090 0.000 DL + 1 /2LL + WLL B 9.052 - 8.091 0.000 DL + 1 /2WLL + LL A 27.966 11.175 0.000 DL + 1/2WLL + LL B 29.386 - 17.265 0.000 DL +WLR A -6.428 -0.133 0.000 DL + WLR B -9.660 12.314 0.000 DL + 1/2LL + WLR A 9.110 8.092 0.000 DL + 1 /2LL + WLIt I3 5.764 4.089 0.000 DL +LL +1 /2WLR A 29.610 17.266 0.000 DL +LL +1 /2WLR B 27.742 - 11.175 0.000 DL + UNBL A 25.390 13.953 0.000 1)L + UN13L B 20.196 - 13.953 0.000 DL + UNIIR A 20.352 14.031 0.000 DL + UNBJt 13 25.415 - 14.030 0.000 DL + EQL A 2.676 0.096 0.000 DL + EQ1, 13 4.268 - 3.134 0.000 job Number: 180733/EGD - LN2 -5 At Lines: 2 -5 Jun 30, 1999 c: \dsul ib\ 18073 3 .d so PAGE 4/5 • Page: 1 of I 08:32:15 AM Buildinz Load Sheet Importance Factors ' Wind Load Other Loads Special Loads rA4E Job Number " or oa7ki It is the responsibility of the Contractor to confirm that these loads comply with the requirements of the local building department. Design Code 1 17 (Code and Edition) Roof Dead Load 2- (psf) Collateral Dead Load 4 (psf) Auxiliary Live Load (psf) Roof Live Load Primary Framing IV (psf) Secondary Framing Z (psf) Snow Load e (psf) Roof Ground Ce = Wind Load 1 (mph) (psf) Exposure Seismic Load Zone 5 Av Aa =- — Seismic Hazard Exposure Group Seismic Performance Category Site Coefficient Basic Structural System Dual system with ordinary moment frames of steel & concentrically braced frames. Response Modification Factor (R) A 4 32. Deflection Amplification Factor (Cd) •■•••... 1 Analysis Procedure Equivalent Lateral Force Snow Load I Seismic Load 1 Mezzanine Loads (psf) Dead Load (psf) Live Load Crane Loads Capacity & Ty i Wheel Load Wheel Base Bridge Weight Hoist Weight Class • JOB TITLE DESCRIPTION 5 ,V1 w.Diptaa -r AT sot) , 4, f • ¢3 -)it .t. /Q.s: )/) -PG10 P,8/a •/� (3.1".7/)1-/ 4- /0 -4 4 11 20A.4 1.'34 (fir 2.33' b WD ¢ (-.. 33) = y 3 z 73) z: /ff•¢ ('ti) • Psr �T ww `(;/a)/3 '�3 (4.7I)4 •4r — 6 ) = 3 . /• 3 4) /• G C (/'') 40- *) (3) - S s - . 9 z- PsP h �s syy JOB NO /bO 7 a3 QUOTE NO. DESIGNED BY CHK'D BY DATE SHEET NO 3S s" 3• z o .-,. 4.4.- Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10. MIDWEST METALLIC PAGE 1 * ** PURLIN DESIGN * ** c * ** GEOMETRIC DATA * ** BAY SPACING (FEET) :3 @22.,23.,21. INSET LEFT (FEET) .333 INSET RIGHT (FEET) .333 PURLIN EXTN LEFT (FT.): .66700 PURLIN EXTN RIGHT (FT.) .66700 ROOF SLOPE :1.000/12 HORIZONTAL SPACING (FT.): 5.00000 PURLIN DEPTH (INCH) 8.00 TOP FLANGE BRACED AT 1.00 FEET * ** DESIGN CRITERIA * ** DEAD LOAD (PSF) : 2.00 .V" LIVE LOAD (PSF): 29.00 WIND VELOCITY PRESSURE (q): 18.960 PSF SPECIAL WIND COEFF.: -1.03 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035 MAX. SHEAR OR BENDING UNITY CHECK :1.035 MAX. DEFLECTION LIMIT PER SPAN : L/180. * ** LOADING COMBINATION 1. DL +LL 2. DL +WL 3. DL +0.5LL +WL 4. DL +LL +0.SWL * ** CRITICAL ROW SUMMARY JOB NUMBER : 180733 ( FULL OPTIMIZATION ) * ** * ** f bis ()7) /g -y3 • SPAN ANALYSIS LAP SIZE OF LAP WIND DL + WL DL + LL LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF) 1 1.0004 .0000 8Z14 .0000 - 1.0300 -.0880 .1545 2 21.6666 .0000 8Z14 1.2291 - 1.0300 -.0880 .1545 3 22.0000 2.4791 8Z16 1.2291 - 1.0300 -.0880 .1545 4 22.0000 2.4791 8Z16 2.4791 - 1.0300 -.0880 .1545 5 23.0000 2.4791 8Z16 2.4791 - 1.0300 -.0880 .1545 6 20.6666 2.4791 8Z16 .0000 - 1.0300 -.0880 .1545 7 1.0004 .0000 8Z16 .0000 - 1.0300 -.0880 .1545 INSIDE. BRACES 101.0004 1@21.6666 1@22.0000 1022.0000 1023.0000 1020.6666 101.0004 • • • • . • • ' *** FLANGE BRACE INFORMATION SPAN NOLENGTH OUTSIDE PAN NO (FT . ) BRACES 1 1.000 101.0000 2 21.667 2201.0000 3 22.000 2201.0000 4 22.000 2201.0000 5 23.000 2301.0000 6 20.667 2101.0000 7 1.000 101.0000 JOB'NAME: 180733 LOADING COMBINATION -- DL +LL * ** PURLIN DESIGN * ** LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 6.08 3.83 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.08! -.15! 6.08 3.83 .04 .01 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.08! 1.33! 6.08 3.83 .35 .01 .12! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 5.61! .00! 6.08 3.83 .00 .92 .92! 187 !RL! -5.23! -1.83! 6.08 3.83 .48 .86 .97! !RS! -7.61! -2.02! 11.05 6.11 .33 .69 .58! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES PAGE 2 UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -7.61! 1.78! 11.05 6.11 .29 .69 .56! !LL! -3.67! 1.40! 4.82 2.28 .61 .76 .95! 3!FM! 2.64! .00! 4.97 2.28 .00 .53 .53! 542 !RL! -3.96! -1.43! 4.97 2.28 .63 .80 1.02! !RS! -5.84! -1.62! 9.94 4.57 .35 .59 .47! LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL •: #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -5.84! 1.67! 9.94 4.57 .37 .59 .48! !LL! -2.17! 1.29! 4.97 2.28 .56 .44 .51! 4!FM! 3.21! .00! 4.97 2.28 .00 .65 .65! 349 !RL! -2.62! -1.34! 4.97 2.28 .59 .53 .62! !RS! -6.43! -1.73! 9.94 4.57 .38 .65 .56! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -6.43! 1.73! 9.94 4.57 .38 .65 .56! !LL! -2.62! 1.34! 4.97 2.28 .59 .53 .62! 5!FM! 3.22! .00! 4.97 2.28 .00 .65 .65! 365 !RL! -3.51! -1.44! 4.89 2.28 .63 .72 .91! !RS! -7.57! -1.83! 9.94 4.57 .40 .76 .74! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -7.57! 1.96! 9.94 4.57 .43 .76 .76! !LL! -3.19! 1.58! 4.97 2.28 .69 .64 .89! 6!FM! 4.85! .00! 4.97 2.28 .00 .98 .98! 201 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.08! -1.23! 4.97 2.28 .54 .02 .29! JOWNAME: 180733 LOADING COMBINATION C LO !MOMENT ! SHEAR! ! #! K-FT ! KIP ! !LS!. -,06! .15! !LL! .00!. .00! 7!FM! .00!. .00! 1RLA: .00! .00! UNITY CHECKS t DEFL ALLOWABLE .FORCES" MOMENT(Ma) SHEAR(Va) SHEAR BEND. COMB!-L/- 4.97 2.28 .00 .00 .00 .00 .00 .00. .00 .00 .07 ' .02 .00! .00 '.00 .00! .00• '.00 .00! 0 .00. .00 .00! :00 ..00 .00! ' JOB'NAME: 180733 LOADING COMBINATION -- 'DL +WL * ** PURLIN DESIGN (: LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ,! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 8.10 5.10 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .04! .09! 8.10 5.10 .02 .01 .00! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES * ** PAGE 4 UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .04! -.76! 8.10 5.10 .15 .01 .02! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -3.20! .00! 5.67 5.10 .00 .56 .00! 328 !RL! 2.99! 1.04! 8.10 5.10 .20 .37 .18! !RS! 4.33! 1.15! 14.73 8.15 .19 .29 .12! UNITY CHEC -KS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 4.33! -1.01! 14.73 8.15 .17 .29 .11! !LL! 2.09! -.80! 6.63 3.05 .26 .32 .17! 3!FM! -1.51! .00! 4.64 3.05 .00 .32 .00! 952 !RL! 2.26! .81! 6.63 3.05 .27 .34 .19! !RS! 3.33! .92! 13.25 6.09 .20 .25 .10! LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 3.33! -.95! 13.25 6.09 .21 .25 .11! !LL! 1.23! -.73! 6.63 3.05 .24 .19 .09! 4!FM! -1.83! .00! 4.64 3.05 .00 .40 .00! 612 !RL! 1.50! .77! 6.63 3.05 .25 .23 .11! !RS! 3.66! .98! 13.25 6.09 .22 .28 .12! UNITY CHECKS ! DEFL ! #1 K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 3.66! -.98! 13.25 6.09 .22 .28 .12! !LL! 1.49! -.77! 6.63 3.05 .25 .23 .11! 5!FM! -1.84! .00! 4.64 3.05 .00 .40 .00! 641 !RL! 2.01! .82! 6.63 3.05 .27 .30 .16! !RS! 4.31! 1.04! 13.25 6.09 .23 .33 .16! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 4.31! -1.12! 13.25 6.09 .24 .33 .17! !LL! 1.82! -.90! 6.63 3.05 .29 .27 .16! 6!FM! -2.76! .00! 4.64 3.05 .00 .60 .00! 354 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .04! .70! 6.63 3.05 .23 .01 .05! 1� JCS*.NAMEJ 180733 LOADING COMBINATION -- DL+WL 'LO!MOMENT! SHEAR! ALLOWABLE FORCES #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) !LS! A41 -.09!• 6.63 !LL! .00! ' .001 - '.00 .00 ....i !RL! ' - .0.0t .00! : -,00',, . !RS! :40! -..00! ' .00 7!,FM! .00! .00! -• • •,*** HPURLIN• DESIGN **,!-;•• „ . • • • PAGE 5 • UNITY CHECKS ! DEFL . . SHEAR , BEND COMB! -L/- . 3.05 .03 .01 .00! .00 .00 • .00 .00! .00 .00 .00 .00! .00 .00 .00 .00! .00 .00! • JOB'NAME: 180733 LOADING COMBINATION -- DL +0.5LL +WL PURLIN DESIGN 'LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES * ** PAGE 6 UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 8.10 5.10 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .01! .02! 8.10 5.10 .00 .00 .00! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .01! -.14! 8.10 5.10 .03 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -.57! .00! 5.67 5.10 .00 .10 .00! 1828 !RL! .53! .19! 8.10 5.10 .04 .07 .01! !RS! .78! .21! 14.73 8.15 .03 .05 .00! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .78! -.18! 14.73 8.15 .03 .05 .00! !LL! .38! -.14! 6.63 3.05 .05 .06 .01! 3!FM! -.27! .00! 4.64 3.05 .00 .06 .00! 5302 !RL! .40! .15! 6.63 3.05 .05 .06 .01! !RS! .60! .17! 13.25 6.09 .04 .05 .00! C !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .60! -.17! 13.25 6.09 .04 .05 .00! !LL! .22! -.13! 6.63 3.05 .04 .03 .00! 4!FM! -.33! .00! 4.64 3.05 .00 .07 .00! 3413 !RL! .26! .14! 6.63 3.05 .04 .04 .00! !RS! .66! .18! 13.25 6.09 .04 .05 .00! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .66! -.18! 13.25 6.09 .04 .05 .00! !LL! .27! -.14! 6.63 3.05 .05 .04 .00! 5!FM! -.33! .00! 4.64 3.05 .00 .07 .00! 3574 !RL! .35! .15! 6.63 3.05 .05 .05 .01! !RS! .77! .19! 13.25 6.09 .04 .06 .01! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .77! -.20! 13.25 6.09 .04 .06 .01! !LL! .33! -.16! 6.63 3.05 .05 .05 .01! 6!FM! -.49! .00! 4.64 3.05 .00 .11 .00! 1973 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .01! .13! 6.63 3.05 .04 .00 .00! 1 4 JOBP NAME: 180733 LOADING COMBINATION - C OOT SHEAR! #! K-FT ! KIP! !LS! .01! -.02! 6.63 • !LL! .00! .00! .00. 7!FM! .00! .00! .00 !RL! .00! .00! .00 !RS! .00! .00! • .00 PURLIN DESIGN *** - DL+0.5LL+WL ALLOWABLE FORCES MOMENT (Ma) SHEAR (Va) 3.05 .00 .00 :00 .00 . 01 .00 .00 .00 . .00 UNITY CHECKS ! DEFL SHEAR • BEND COMB! - L/- .00 .00 .00 .00 .00 PAGE 7 .00! .00! .00! 0 .00! .00! JOB -NAME: 180733 * ** LOADING COMBINATION -- DL +LL +0.5WL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES PURLIN DESIGN * ** PAGE 8 LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .00! 8.10 5.10 .00 .00 .00! !LL! .00! .00! .00 .00 .00 .00 .00! 1!FM! .00! .00! .00 .00 .00 .00 .00! 0 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.05! -.11! 8.10 5.10 .02 .01 .00! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -.05! .91! 8.10 5.10 .18 .01 .03! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 3.83! .00! 8.10 5.10 .00 .47 .47! 273 !RL! -3.57! -1.25! 8.10 5.10 .25 .44 .25! !RS! -5.20! -1.38! 14.73 8.15 .23 .35 .18! UNITY CHEC -KS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -5.20! 1.22! 14.73 8.15 ! .20 .35 .16! !LL! -2.51! .95! 6.43 3.05 .31 .39 .25! 3!FM! 1.80! .00! 6.63 3.05 .00 .27 .27! 794 !RL! -2.70! -.98! 6.63 3.05 .32 .41 .27! !RS! -3.99! -1.11! 13.25 6.09 ! .24 .30 .15! 'LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -3.99! 1.14! 13.25 6.09 .25 .30 .15! !LL! -1.48! .88! 6.63 3.05 .29 .22 .13! 4!FM! 2.19! .00! 6.63 3.05 .00 .33 .33! 511 !RL! -1.79! -.92! 6.63 3.05 .30 .27 .16! !RS! -4.39! -1.18! 13.25 6.09 .26 .33 .18! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -4.39! 1.18! 13.25 6.09 .26 .33 .18! !LL! -1.79! .92! 6.63 3.05 .30 .27 .16! 5!FM! 2.20! .00! 6.63 3.05 .00 .33 .33! 535 !RL! -2.40! -.99! 6.53 3.05 .32 .37 .24! !RS! -5.17! -1.25! 13.25 6.09 .27 .39 .23! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -5.17! 1.34! 13.25 6.09 .29 .39 .24! !LL! -2.18! 1.08! 6.63 3.05 .35 .33 .23! 6!FM! 3.31! .00! 6.63 3.05 .00 .50 .50! 295 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -.05! -.84! 6.63 3.05 .28 .01 .08! JOB' NAME: 180733 LOADING COMBINATION -- DL +LL ±0.5WL LO !MOMENT !. SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL #! K -FT.! KIP !. MOMENT (Ma) SHEAR (Va)!. SHEAR BEND COMB! -L/ !LS! -.05! .11! :6.63 3.05 ! .03 .01 .00!. !LL! .00! .00! .00 .00 ! .00 .00 .00! 7!FM! .00!; .00! .00 00 ! 00 .00 .00! !RL! .00! ;00! :00 .00 ! .00 .00 .00!. !RS! .0.0.! .00,! .'00 .00" ! . 00 .00 .00!:. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, MIDWEST METALLIC * ** GIRT DESIGN * ** * ** FRONT SIDEWALL * ** C • * ** * ** GEOMETRIC DATA 1. WLP 2. WLS * ** JOB NUMBER : 180733 ( FULL OPTIMIZATION ) 13 ga= 0.085, 12 ga 0.10 PAGE 1 BAY SPACING (FEET) :3 @22.,23.,21. INSET LEFT (FEET) .3333 INSET RIGHT (FEET) .3333 ROOF SLOPE : 1.00 /12 MAX. TRIBUTARY SPACING (FT.') : 4.6667 GIRT DEPTH (INCH) : 8.00 GIRT CONDITION :BY -FRAME OUTSIDE FLANGE BRACED AT 1.00 FEET DESIGN CRITERIA * ** WIND VELOCITY PRESSURE (q): -18.96 PSF WIND LOAD PRESSURE COEFF. .90 WIND LOAD SUCTION COEFF. .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 21.6667 4.6667 .9000 -.9000 .0796 -.0796 2 22.0000 4.6667 .9000 -.9000 .0796 - .0796 3 22.0000 4.6667 .9000 -.9000 .0796 -.0796 4 23.0000 4.6667 .9000 -.9000 .0796 -.0796 5 20.6667 4.6667 .9000 -.9000 .0796 -.0796 * ** LOADING COMBINATION * ** * ** CRITICAL ROW SUMMARY * ** SPAN ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 1 21.6667 .0000 8Z14 .3125 2 22.0000 .3125 8Z16 .3125 3 22.0000 .3125 8Z16 .3125 4 23.0000 .3125 8Z16 .3125 5 20.6667 .3125 8Z16 .0000 , • ..." ,•..: *** FLANGE BRACE INFORMATION *** SPAN NOLENGTH OUTSIDE ( PAN NO (FT . ) BRACES 1 21.667 2201.0000 2 22.000 2201.0000 3 22.000 2201.0000 4 23.000 2301.0000 5 20.667 2101.0000 • • .•. . t• :■•• INSIDE BRACES 1022.0000 1022.0000 1022.0000 1023.0000 1021.0000 • • • JOB NAME: 180733 LOADING COMBINATION -- WLP GIRT DESIGN FRONT SIDEWALL PAGE 2 A..a!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! .75! 8.10 5.10 .15 .00 .02! !LL! .23! .72! 8.10 5.10 .14 .03 .02! 1!FM! 3.53! .00! 8.10 5.10 .00 .44 .44! 260 !RL! -2.14! -.95! 8.10 5.10 .19 .26 .10! !RS! -2.45! -.98! 14.73 8.15 .16 .17 .05! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/ !LS! -2.45! .88! 14.73 8.15 .14 .17 .05! !LL! -2.18! .85! 6.63 3.05 .28 .33 .19! 2!FM! 2.37! .00! 6.63 3.05 .00 .36 .36! 368 !RL! -2.18! -.85! 6.63 3.05 ! .28 .33 .19! !RS! -2.45! -.88! 13.25 6.09 .19 .18 .07! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/ !LS! -2.45! .88! 13.25 6.09 .19 .18 .07! !LL! -2.18! .85! 6.63 3.05 .28 .33 .19! 3!FM! 2.37! .00! 6.63 3.05 .00 .36 .36! 368 !RL! -2.18! -.85! 6.63 3.05 .28 .33 .19! !RS! -2.45! -.88! 13.25 6.09 .19 .18 .07! L ..!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! .92! 13.25 6.09 .20 .18 .07! ILL! -2.16! .89! 6.63 3.05 .29 .33 .19! 4!FM! 2.82! .00! 6.63 3.05 .00 .43 .43! 284 !RL! -2.16! -.89! 6.63 3.05 .29 .33 .19! !RS! -2.45! -.92! 13.25 6.09 .20 .18 .07! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! .94! 13.25 6.09 .21 .18 .08! !LL! -2.16! .92! 6.63 3.05 .30 .33 .20! 5!FM! 3.12! .00! 6.63 3.05 .00 .47 .47! 265 !RL! .22! -.68! 6.63 3.05 .22 .03 .05! !RS! .00! -.70! 6.63 3.05 .23 .00 .05! JOB NAME: 180733 LOADING COMBINATION -- WLS GIRT DESIGN FRONT SIDEWALL SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ILO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! -.75! 8.10 5.10 .15 .00 .02! !LL! -.23! -.72! .93 5.10 .14 .25 .08! 1!FM! -3.53! .00! 4.05 5.10 .00 .87 .00! 260 !RL! 2.14! .95! 8.10 5.10 .19 .26 .10! !RS! 2.45! .98! 14.73 8.15 .16 .17 .05! UNITY CHECKS ! DEFL ! #!. K -FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L /- !LS! 2.45! -.88! 14.73 8.15 .14 .17 .05! !LL! 2.18! -.85! 6.63 3.05 .28 .33 .19! 2!FM! -2.37! .00! 3.31 3.05 .00 .72 .00! 368 !RL! 2.18! .85! 6.63 3.05 .28 .33 .19! !RS! 2.45! .88! 13.25 6.09 .19 .18 .07! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 2.45! -.88! 13.25 6.09 .19 .18 .07! !LL! 2.18! -.85! 6.63 3.05 .28 .33 .19! 3!FM! -2.37! .00! 3.31 3.05 .00 .72 .00! 368 !RL! 2.18! .85! 6.63 3.05 .28 .33 .19! !RS! 2.45! .88! 13.25 6.09 .19 .18 .07! C !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 2.45! -.92! 13.25 6.09 .20 .18 .07! !LL! 2.16! -.89! 6.63 3.05 .29 .33 .19! 4!FM! -2.82! .00! 3.31 3.05 .00 .85 .00! 284 !RL! 2.16! .89! 6.63 3.05 .29 .33 .19! !RS! 2.45! .92! 13.25 6.09 .20 .18 .07! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! 2.45! -.94! 13.25 6.09 .21 .18 .08! !LL! 2.16! -.92! 6.63 3.05 .30 .33 .20! 5!FM! -3.12! .00! 3.31 3.05 .00 .94 .00! 265 !RL! -.22! .68! .85 3.05 .22 .25 .11! !RS! .00! .70! 6.63 3.05 .23 .00 .05! PAGE 3 " �. Design.Thk.:. 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070; 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1 GIRT DESIGN BACK SIDEWALL * ** GEOMETRIC DATA * ** DESIGN CRITERIA * ** * ** * ** LOADING COMBINATION * ** 1. WLP 2. WLS JOB NUMBER : 180733 ( FULL OPTIMIZATION ) OUTSIDE FLANGE BRACED AT 1.00 FEET BAY SPACING (FEET) :3 @22.,23.,21. INSET LEFT (FEET) .3333 INSET RIGHT (FEET) .3333 ROOF SLOPE : 1.00 /12 MAX. TRIBUTARY SPACING (FT.) : 6.6460 GIRT DEPTH (INCH) : 8.00 GIRT CONDITION : WIND VELOCITY PRESSURE (q): -18.96 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 21.6667 6.6460 .9000 -.9000 .1134 -.1134 2 22.0000 6.6460 .9000 -.9000 .1134 -.1134 3 22.0000 6.6460 .9000 - .9000 .1134 -.1134 4 23.0000 6.6460 .9000 -.9000 .1134 - .1134 5 20.6667 6.6460 .9000 -.9000 .1134 -.1134 GIRTS ARE CONNECTED USING LONG CLIP. * ** CRITICAL ROW SUMMARY * ** SPAN ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 1 21.0625 .0000 8Z13 .0000 2 20.7917 .0000 8Z14 .0000 3 20.7917 .0000 8Z14 .0000 4 21.7917 .0000 8Z13 .0000 5 20.0625 .0000 8Z13 .0000 SPAN NOLENGTH.. OUTSIDE .INSIDE SPAN NO ,(FT.) BRACES BRACES C 1. 21:.062 22 @1:0000. 1 @22.0000 2 '_20:792 22 @1.,0000 1 @22'.0000 3:. .20.792 22 @1.0000 1 @22.0,000. 4• '21:77_9,2 23 @1.0000 1 @23.0000 5 20.062 2101-.0000.. 1021.0000 JOB NAME: 180733 LOADING COMBINATION -- WLP GIRT DESIGN BACK SIDEWALL PAGE 2 !LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL !. #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! 1.08! 10.33 9.17 .12 .00 .01! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM! 5.13! .00! 10.33 9.17 .00 .50 .50! 215 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -2.45! -1.31! 10.33 9.17 .14 .24 .08! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! 1.18! 8.10 5.10 .23 .30 .14! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! 3.68! .00! 8.10 5.10 .00 .45 .45! 271 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -2.45! -1.18! 8.10 5.10 .23 .30 .14! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! 1.18! 8.10 5.10 .23 .30 .14! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! 3.68! .00! 8.10 5.10 .00 .45 .45! 271 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -2.45! -1.18! 8.10 5.10 .23 .30 .14! ( SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! 1.24! 10.33 9.17 .13 .24 .07! !LL! .00! .00! .00 .00 .00 .00 .00! 4!FM! 4.29! .00! 10.33 9.17 .00 .41 .41! 263 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! -2.45! -1.24! 10.33 9.17 .13 .24 .07! UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! -2.45! 1.26! 10.33 9.17 .14 .24 .07! !LL! .00! .00! .00 .00 .00 .00 .00! 5!FM! 4.55! .00! 10.33 9.17 .00 .44 .44! 257 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! -1.02! 10.33 9.17 .11 .00 .01! JOB NAME: 180733 LOADING COMBINATION -- WLS GIRT DESIGN BACK SIDEWALL PAGE 3 (11,]!MOME0T! SHEAR! ALLOWABLE FORCES ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- UNITY CHECKS ! DEFL !LS! .00! -I.08! 10.33 9.17 '12 .00 .01! !LL! .00! .00! .00 .00 .00 .00 .00! l!FM! -5.13! .00| 5'17 9.17 .00 .99 .00! 315 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! 2.45! 1'31l 10'33 9'17 .14 .24 '08! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2.45! -1.18! 8'10 5.10 .23 '30 .14! !LL! .00! .00! .00 .00 ,00 .00 .00! 2!FM! -3.68! .00! 4'06 5'10 .00 '91 .00! 271 !RL! .00l .00! ,00 .00 .00 .00 .00! !RS! 2.45! I.18! 8'I0 5'I0 .23 '30 '14! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !LS! 2'45! -I'18! 8'10 6'I0 .23 '30 '14! !LL! .00! .00! ,00 .00 '00 .00 .00! 3!FM! -3.68! .00! 4'06 5.10 .00 .91 '00! 271 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! 2.45! 1.18! 8'10 5.10 .23 '30 '14! G LO!MOMENT! GBEAB! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #! 8-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !L8! 2.45! -1'24! I0'33 9'17 .13 .24 '07! !LL! .00! .00! .00 .00 ,00 .00 .00! 4!FM! -4.29! '00! 5'17 9'17 .00 .83 '00! 263 !RL! .00! .00! .00 .00 .00 .00 ,00! !RS! 2.45! 1.24! 10'33 9'17 .13 .24 .07! UNITY CHECKS ! DEFL | #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! 714/- !L8! 2.45! -1,26! 10.33 9.17 .14 .24 '07! !LL! .00! .00! .00 ,00 .00 ,00 .00! 5!FM! -4.56! ,00! 5.17 9.17 .00 .88 .00! 257 !RL! .08! .00! .00 .00 .00 .00 .00! !RS! .00! I.02l 10.33 9.17 .11 .00 '01l Design Thk.: 16 ga= 0.059, * ** c * ** GEOMETRIC DATA BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE. GIRT DEPTH (INCH) * ** DESIGN CRITERIA SPAN BAY 1 2 3 SPAN 1 2 3 24.1563 25.0000 24.1563 1. WLP 2. WLS * ** * * * ** 4.5832 4.5832 4.5832 * ** LOADING COMBINATION * ** 15 ga= 0.065, 14 ga= 0.070, 13 MIDWEST METALLIC GIRT DESIGN LEFT ENDWALL JOB NUMBER : 180733 ( FULL OPTIMIZATION ) :3 @25.000 .8438 . .00/12 : 8.00 OUTSIDE FLANGE BRACED AT 1.00 FEET INSET RIGHT (FEET) MAX. TRIBUTARY SPACING (FT. GIRT CONDITION WIND VELOCITY PRESSURE (q): -18.96 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. :- .90 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) .9000 .9000 .9000 GIRTS ARE CONNECTED USING LONG CLIP. * ** CRITICAL ROW SUMMARY * ** -.9000 -.9000 -.9000 ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 23.2813 .0000 8Z14 .0000 23.7917 .0000 8Z16 .0000 23.2813 .0000 8Z14 .0000 .0782 .0782 .0782 ga= 0.085, 12 ga= 0.10 1 -.0782 -.0782 . .8438 4.5832 :FLUSH ILAN6E.'BRACE SPAN NOLEN6TH . HOUTSIDE NO (FT.) (7.7" - 23.28 . 1 23.792 .23.281 BRACES 25@1.0000 25@1.0000 25@1.0000 • • • ' JOB NAME: 180733 LOADING COMBINATION -- WLP °++ GI RT DESIGN ^++ , - Jr** LEFT ENDWALL ^*^ ' (::::LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #1 K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- !LS! .00! .81! 8.10 5'I0 .16 .00 '02! !LL! .00! .00! .00 .00 .00 .00 .00! 11FM! 4.16! .00! 8.10 5.10 .00 .51 .51! 202 !RL! ,00l .00! .00 �.00 .00 .00 ,O0! !RS! -2.45! -1.02l 8'I0 5'10 .20 '30 .13! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #1 K-FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L/- !L8! -2.45! '93! 6'63 3'05 '31 .37 .23! !LL! .00! .00! .00 ` .00 '00 .00 '08! 2!FM! 3.09! .00! 6.63 3.05 .00 .47 .47! 246 !RL! .00! ,00! .00 .00 .00 .00 .00! !RS! L2'45( -'93! 6.63 ' 3'05 .31 .37 .23! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- !LS! -2.45! I'02! 8'10 5.10 '30 '30 '13! !LL! ,00! .00! .00 .00 .00 .00 .00! 3!8M! 4 .00! 8.10 5'10 .00 .51 .51! 202 !RL! 'OO! .00! ,00 .00 .00 .00 .00! !RS! .00! -'OI! 8-10 6'10 '16 .00 '03! (... ' GIRT DESIGN LEFT ENDWALL JOB NAME: 180733 PAGE 3 LOADING COMBINATION -- WLS :LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL !" #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) ! SHEAR BEND COMB! -L /- !LS! .00! -.81! 8.10 5.10. ! .16 .00 .02! !LL! .00! .00! .00 .00 ! .00 .00 .00! 1!FM!" -4.15! .00! 4.05 5.10 .00 1.02 .00! 202 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! 2.45! 1.02! 8.10 5.10 .20 .30 .13! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! UNITY CHECKS ! DEFL ! #!. K -FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L /- !LS! 2.45! -.93! 6.63 3.05 .31 .37 .23! !LL! .00! .00! .00 .00 .00 .00 .00! 2!FM! -3.09! .00! 3.31 3.05 .00 .93 .00! 246 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! 2.45! .93! 6.63 3.05 .31 .37 .23! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K -FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L /- !LS! 2.45! -1.02! 8.10 5.10 .20 .30 .13! !LL! .00! .00! .00 .00 .00 .00 .00! 3!FM! -4.15! .00! 4.05 5.10 .00 1.02 .00! 202 !RL! .00! .00! .00 .00 .00 .00 .00! !RS! .00! .81! 8.10 5.10 .16 .00 .02! L. Design Thk.: 16 ga= 0.059, 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 MIDWEST METALLIC PAGE 1. GIRT DESIGN RIGHT ENDWALL * ** * ** * ** GEOMETRIC DATA * ** BAY SPACING (FEET) INSET LEFT (FEET) ROOF SLOPE GIRT DEPTH (INCH) OUTSIDE FLANGE BRACED AT * ** DESIGN CRITERIA * ** JOB NUMBER : 180733 ( FULL OPTIMIZATION ) 25.000,24.000,26.000 .8438 INSET RIGHT (FEET) .00/12 MAX. TRIBUTARY SPACING (FT.) 8.00 GIRT CONDITION 1.00 FEET WIND VELOCITY PRESSURE (q): -18.96 PSF WIND LOAD PRESSURE COEFF. : .90 WIND LOAD SUCTION COEFF. MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1.03 MAX. SHEAR OR BENDING UNITY CHECK : 1.03 MAX. DEFLECTION LIMIT PER SPAN :L/ 90. SPAN BAY MAX PRESSURE SUCTION PRESSURE SUCTION NO. SPACING TRIB SPA COEF COEF (KLF) (KLF) 1 24.1563 4.5832 .9000 -.9000 .0782 -.0782 2 24.0000 4.5832 .9000 -.9000 .0782 -.0782 3 25.1563 4.5832 .9000 -.9000 .0782 -.0782 * ** LOADING COMBINATION * ** 1. WLP 2. WLS GIRTS ARE CONNECTED USING LONG CLIP. * ** CRITICAL ROW SUMMARY * ** SPAN 1 2 3 ANALYSIS LAP SIZE OF LAP LENGTH LEFT SECTION RIGHT 23.2813 .0000 8Z14 .0000 22.7917 .0000 8Z16 .0000 24.2813 .0000 8Z13 .0000 .8438 4.5832 :FLUSH .90 *** FLANGE BRACE INFORMATION SPAN NOLENGTH OUTSIDE SPAN NO ( FT . ) BRACES C 1 23.281 25@1.0000 2 22.792 24@1 . 0000 3 24.281 26@1.0000 INSIDE BRACES - • 1@25A009 1@24,0000 JOB NAME: 180733 LOADING COMBINATION -- WLP !LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K-FT! KIP ! !LS! .00! .81! 8'10 5.10 l .16 .00 .02! !LL! .00! .00! .00 .00 .00 '00 .00! llFM! 4.15! .00! 8.10 5.10 .08 '51 .51! 302 !RL! .00! .00! '00 .00 .00 .00 .op! !RS! -2.45! -I.03/ 8,10 5.10 .20 '30 .13! UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- Sg!LO!MOMONT! SHEAR! ALLOWABLE FORCES GIRT DESIGN °*+ RIGHT ENDWALL t** • MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- !LS! -2,46! '89! 6'63 3'06 .29 .37 .22! !LL! .80! .00! .00 ,00 .00 .00 .00! 2!FM! 2.63! .00! 6.63 3'06 .00 .40 .40! 312 !RL! .OU! .00! .08 .00 .00 .00 .00! !RS! _2'45! -.891 6.63 3.05 .29 '37 .22! SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- !L8! -2.45! I'05! I0'33 9'17 .11 .24 .07! !LL! .00! ,00! ,00 .00 ,00 .00 ,00! 3!FM! 4.61! .00! 10'33 9'17 .00 '45 '45! 209 !RL! '00! .00! _00 '00 .00 '00 .00! !RS! '00! -.85! 10.33 9'17 '09 .00 .01! � �� � '� ' � PAGE 2 ?�. � . x"�� `~ � � � JOB NAME: 180733 LOADING COMBINATION -- WLS !LS! .00! -.81! !LL! .00! .00! 1!FM! -4.15! .00! !RL! .00! .00! !RS! 2.45! 1.02! PAGE' '3 t L LO!MOMENT! SHEAR! ALLOWABLE FORCES UNITY CHECKS ! DEFL K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- 8.10 5.10 .16 .00 .02! .00 .00 .00 .00 .00! 4.05 5.10 .00 1.02 .00! 202 .00 .00 .00 .00 .00! 8.10 5.10 .20 .30 .13! ALLOWABLE FORCES UNITY CHECKS ! DEFL ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) SHEAR BEND COMB! -L/- SP!LO!MOMENT! SHEAR! !LS! 2.45! -.89! !LL! .00! .00! 2!FM! -2.63! .00! !RL! .00!. .00! !RS! 2.45! .89! !LS! 2.45! -1.05! !LL! .00! .00! 3!FM! -4.61! .00! !RL! .00! .00! !RS! .00! .85! 6.63 .00 3.3.1 .00 6.63 10.33 .00 5.17 .00 10.33 3.05 .00 3.05 .00 3.05 SP!LO!MOMENT! SHEAR! ALLOWABLE FORCES ! #! K-FT! KIP ! MOMENT(Ma) SHEAR(Va) 9.17 .00 9.17 .00 9.17 .29 .37' .00 .00 .00! .00 .79 .00! 312 .00 .00 .00! .29 .37 .22! UNITY CHECKS ! DEFL SHEAR BEND COMB! -L/- .11 .24 .07! .00 .00 .00! .00 .89 .00! 209 .00 .00 .00! .09 .00 .01! Design Thk. C * ** GEOMETRIC DATA * ** ENDWALL COLUMN SPACING: 3 @25.000 ENDWALL COLUMN SPACING: ENDBAY (FEET) :22.0000 FRONT SIDE CANOPY (FT): .0000 FRONT SIDE ROOF SLOPE : 1.00/12 PURLIN SPACING (FEET) : 5.017 * ** DESIGN CRITERIA DEAD LOAD (PSF) 3.000 WIND VELOCITY PRESS(q): 18.960 PSF SPCL. GCp @ ENDBAY /2 .000 SHEAR OR BENDING LIMIT: 1.035 * ** LOADING COMBINATION * ** 1. DL +LL 2. DL +WL 3. DL +0.5LL +WL 4. DL +LL +0.5WL * ** LOADING * ** ANALYSIS SPAN LENGTH ENDBAY /2 OH 1.0035 1 24.0832 2 25.0867 3 24.0832 OH 1.0035 * ** DESIGN RESULTS * ** MEM 1 2 3 4 16.ga =.0.059, 15 ga= 0.065, 14 ga= MIDWEST METALLIC ENDWALL DESIGN LEFT ENDWALL ENDWALL RAFTER SIZE W12X14 W12X14 W12X14 W12X14 * ** 11.0000 11.0000 11.0000 11.0000 11.0000 JOB NUMBER.: 180733 ( ANALYSIS ONLY ) LENGTH 18.0936 18.5329 18.5329 18.0936 0.070, 13 ga= 0.085, 12 ga= 0.10 PAGE 1 PURLIN EXTN. (FEET) BACK SIDE CANOPY (FT) BACK SIDE ROOF SLOPE .6670 .0000 . 1.00/12 LIVE LOAD (PSF) 35.546 BUILDING CONDITION (E,P,O): E SPCL. GCp @ OVERHANG -1.030 RAFTER DEFLECTION LIMIT : L /150. GCp PURLIN GCpX DL +WL DL +LL COEF. EXTN. COEF. (KLF) (KLF) .0000 .6670 - 1.0300 .0219 .4482 . 0000 .6670 - 1.0300 .0219 .4482 .0000 .6670 - 1.0300 .0219 .4482 . 0000 .6670 - 1.0300 .0219 .4482 .0000 .6670 - 1.0300 .0219 .4482 JOB NAME: 180733 LOADING COMBINATION -- DL +LL C AI SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 1 ! 1 ! * *! -.23! 4.29! 23.37! ! 1 !FM! 20.27! .00! 23.37! 1 ! * *! -3.97! -3.82! 23.37! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 2 ! 1 ! * *! 3.97! -3.82! 23.37! 1 !RS!- 26.97! -6.51! 23.37! 2 !LS!- 26.97! 5.62! 23.37! 2 ! * *! -8.29! .00! 23.37! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 3 ! 2 ! * *! 8.29! .00! 23.37! 2 !RS!- 26.97! -5.62! 23.37! 3 !LS!- 26.97! 6.51! 23.37! 3 ! * *! -3.97! 3.82! 23.37! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/ ! 3 ! * *! 3.97! 3.82! 23.37! ! 3 !FM! 20.28! .00!. 23.37! ! 3 ! * *! .23! -4.29! 23.37! RAFTER DESIGN LEFT ENDWALL . 00! . 00! .00! .00! . 00! .00! .00! . 00! . 00! .00! .00! .00! .00! .00! . 11! .00! . 10! .10! .16! . 14! . 00! . 00! .14! .16! .10! .10! . 00! .11! .01! .70! 443 .14! .14! .93! .93! .29! .29! 2392 .93! .93! .14! .14! .70! 443 .01! PAGE 2 JOB NAME: 180733 LOADING COMBINATION -- DL +WL C 3 ! 2 ! 2 3 ! 3 ! * *! !RS! !LS! ! * *! -.01! .99! -.19! .41! .00! - 1.32! -.27! -1.32! .32! -.19! .19! 23.37! 23.37! 23.37! 23.37'! 23.37! 23.37! 23.37! ! 3 ! * *! . 19! .19! 23.37! ! 3 !FM! 1.00! .00! 23.37! ! 3 ! * *! .01! -.21! 23.37! 'RAFTER DESIGN LEFT ENDWALL . 00! .00! .00! . 00! .00! .00! .00! .00! .00! . 00! !SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- . 01! .00! .00! .00! .03! 9125 .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! , KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 2 ! 1 ! * *! .19! -.19! 23.37! .00! .00! .01! ! 1 !RS! -1.32! -.32! 23.37! .00! .01! .05! ! 2 !LS! -1.32! .27! 23.37! .00! .01! .05! ! 2 ! * *!. -. 41! .00! 23.37! .00! .00! .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- .00! .01! .01! . 00! .00! .00! .01! .01! 9999 .05! .05! .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- .01! .03! 9125 .00! JOB NAME: 180733 LOADING COMBINATION -- DL+0.5LL+WL RAFTER DESIGN LEFT ENDWALL C M!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO . ! DEFL # !# ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 1 ! 1 !**! -.12! 2.19! 23.37! .00! .05! .00! ! 1 !FM! 1.00! .00! 23.37! .00! .00! .03! 797 ! 1 !**! -2.02! -1.95! 23.37! .00! .05! .07! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 2 ! 1 !**! 2.02! -1.95! 23.37! ! 1 !RS!-13.75! -3.32! 23.37! ! 2 !LS!-13.75! 2.87! 23.37! ! 2 !**! -4.23! .00! 23.37! 3 ! 2 !**! 4.23! .00! 23.37! ! 2 !RS! -13.75! -2.87! 23.37! ! 3 !LS! -13.75! 3.32! 23.37! ! 3 !**! -2.02! 1.95! 23.37! . 00! .00! . 00! .00! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- .00! .00! .00! . 00! ***': *** • : .05! . 08! .07! .00! .00! .07! .08! . 05! . 07! .47! .47! .15! .15! 4695 .47! . 47! .07! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- PAGE 4 ! 3 !**! 2.02! 1.95! 23.37! .00! .05! .07! ! 3 !FM! 1.00! .00! 23.37! .00! .00! .03! 797 ! 3 !**! .12! -2.19! 23.37! .00! .05! .00! *** *** JOB NAME: 180733 LOADING COMBINATION -- DL+LL+0.5WL C !SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT. SHEAR ! SHEAR BEND ! -L/- 1 ! 1 !**! -.22! 4.22! 23.37! .00! .11! .01! ! 1 !FM! 1.00! .00! 23.37! .00! .00! .03! 443 ! 1 !**! -3.91! -3.77! 23.37! .00! .09! .13! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 2 ! 1 !**! 3.91! -3.77! 23.37! ! 1 !RS!-26.57! -6.41! 23.37! ! 2 !LS!-26.57! 5.54! 23.37! ! 2 !**! -8.17! .00! 23.37! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -Li- 3 ! 2 !**! 8.17! .00! 23.37! ! 2 !RS! -26.57! -5.54! 23.37! ! 3 !LS! -26.57! 6.41! 23.37! ! 3 !**! -3.91! 3.77! 23.37! 1. ! 3 !**! 3.91! 3.77! 23.37! ! 3 !FM! 1.00! .00! 23.37! ! 3 !**! .22! -4.22! 23.37! RAFTER DESIGN *** LEFT ENDWALL *** . 00! . 00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .09! .16! .14! .00! .00! .14! .16! .09! .09! .00! .11! . 13! .'92! .92! .28! .28! 2392 .92! .92! . 13! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! - L/ - .13!- .03! 443 .01! PAGE 5 Design Thk:: 16 gam ,0.059, 15 gam 0.065,'14 gam 0.070i 13 • MIDWEST METALLIC COLUMN ' DESIGN LEFT ENDWALL 'JOB NUMBER :180733 • ( ANALYSIS ONLY ) • GEOMETRIC DATA 4 .* ' •w' AY SPACING (FEET) : 3625:000 BAY SPACING (FEET) FS EAVE HEIGHT (FEET) :% 22.00 FS TO RIDGE' (FEET). '37.500 . END FRAME (BF,MET • : BF • 'PURLIN : 8;00 ENDWALL BRACING TYPE ': C DESIGN'CRITERIA WIND VELOCITY PRESSURE (g): 18.96 PSF BUILDING COND. (E,P,0): E SPCL.EW COL.PRES.COEF.: .900 SHEAR + BENDING LIMIT : 1.03 ". LOADING COMBINATIONS 4" 1.DL+LL 2.DL+WLP 3.DL+WLS 4.DL+0.5LL+WLP 5.DL+0.5LL+WLS •6.DL+LL+0.5WLP 7.DL+LL+0.5WLS DESIGN RESULTS AND WIND LOADING COL SECTION. • ANAL. TRIB. MIDSPAN PRESSURE 0 • SIZE LENGTH SPACING HEIGHT COEF. 1 8X7C14 20.388 12.500 22.521 .900 2 W8X15 22.390 •25.000 24.083. .900 3 W8X15 22.390 25.000 24.083 .900 4 8X7C14 20.388 • 12.500 22.521 .900 • BS EAVE HEIGHT (FEET) FS ROOF SLOPE :12 GIRT CONDITION RAFTER DEPTH (INCHES) BAYS : 1 LOCATION :A 'COLUMN DEFLECTION. LIMIT SPCL.EW COL.SUCTION'COEF.', SHEAR OR BENDING LIMIT •-• -.900 -.900. -.900 -.900 gam 0.085, 12 gam 0.10 22.00 1.00 FLUSH :' 12.000 L/ 90. -.900 1.03 SUCTION PRESSURE SUCTION COEF. (KLF) (KLF) .213 .• .427 .427: .213 -.213 -.427 -.427 -.213 4)' LOA6 COMB 4 ** COLUMN DESIGN "' LEFT ENDWALL JOB NAME: 180733 COLUMN NUMBER : 1 SIZE : 8X7C14 01 (FEET) m 3.500 ( 2 2 3 3 4 4 5 6 6 7 '7 LOAD COMB 1 1 2 2 3 3 4 4 5 5 6 6 7 '7 .:• D OMB 1 1 2 2 3 3 4 4 5 5 6 6 7 LOC FM 01 FM G1 FM G1 FM G1 FM G1 FM Cl FM G1 AXIAL BENDING < ALLOWABLE FORCES FORCE MOMENT AXIAL MOMENT MOMENT SHEAR kips kip-ft kips kip-ft kip-ft kips 4.74 .21 4.74 .04 .23 -11.07 .23 -6.30 .23 11.09 .23 6.31 2.41 -10.98 2.41 -6.29 2.41 .11.19 2.41 6.32 4.67 -10.88 4.67 -6.27 4.67 11.29 4.67 6.34 COLUMN NUMBER : .2 SIZE : W8X15 25.12 12.77 12.77 25.54 25.12 12.77 12.77 25.54 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 33.50 17.03 17.03 34.05 "' Cl (FEET) 3.500 AXIAL BENDING <----COMPUTED STRESSES > FORCE MOMENT fa fbo fbi fbw LOC kips kip-ft ksi ksi ksi ksi FM 12.13 .12 2.73 .13 -.13 .00 G1 12.13 .02 2.73 .02 -.02 .00 FM .59 -26.73 .13 -27.18 27.18 .00 Cl .59 -14.10 .13 -14.34 14.34 .00 FM .59 26.74 .13 27.19 -27.19 .00 Cl .59 14.10 .13 14.34-14.34 .00 FM 6.18 -26.70 1.39 -27.15 27.15 .00 G1 6.18 -14.09 1.39 -14.3314.33 .00 FM 6.18 26.80 1.39 27.25 -27.25 .00 Cl' .6.18 14.11 1.39 14.35 -14.35 .00 FM 11.95 -26.67 2.69-27.12 27.12 .00 G1 11.95 -14.08 2.69 -14.32 14.32 .00 FM 11.95 26.85 2.69 27.31 -27.31 .00 G1 11.95 14.12 2.69 14.36 -14.36 .00 LOC FM G1 FM G1 FM Cl FM G1 FM G1 FM G1 FM Cl AXIAL BENDING FORCE MOMENT kips kip-ft 12.13' .12 12.13 .02 .59 -26.73 .59 -14.10 .59 26.74 .59 14.10 6.18 -26.70 6.18 -14.09 6.18 26.80 6.18 14.11 11.95 -26.67 11.95 -14.08 11.95 26.85 11.95 14.12 <----COMPUTED STRESSES > fa fbo fbi fbw ksi ksi ksi ksi 2.73 .13 -.13 .00 2.73 .02 -.02 .00 .13 -27.18 27.18 .00 .13 -14.34 14.34 .00 .13 27.19 -27.19 .00 .13 14.34 -14.34 .00 1.39 -27.15 27.15 .00 1.39 -14.33 14.33 .00 1.39 27.25 -27.25 .00 1.39 14.35 -14.35 .00 2.69 -27.12 27.12 .00 2.69 -14.32 14.32 .00 2.69 27.31 -27.31 .00 2.69 14.36 -14.36 .00 COLUMN NUMBER : 3 SIZE : W8X15 *** G1 '(FEET) 3.500 PAGE 2 <---UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. .19 .02 .02 .19 .00 .00 .01 .65 .65 .01 .37 .37 .01 .65 .65 .01 .37 .37 .07 .64 .64 .07 .37 .37 .07 .66 .66 .07 .37 .37 .14 .64 .64 .14 .37 .37 .14 .66 .66 .14 .37 .37 COMB UNITY CHECK .20 .19 .64 .36 .66 .38 .57 .30 .73 .44 .50 .23 .80 .51 ALLOWABLE STRESSES Fa Fbo Fbi Fbw ksi ksi ksi ksi 18.57 25.99 30.00 .00 18.68 33.00 30.00 .00 24.76 40.00 34.65 .00 24.90 40.00 44.00 .00 24.76 34.65 40.00 .00 24.90 44.00 40.00 .00 24.76 40.00 34.65 .00 24.90 40.00 44.00 .00 24.76 34.65 40.00 .00 24.90 44.00 40.00 .00 24.76 40.00 34.65 .00 24.90 40.00 44.00 .00 24.76 34.65 40.00 .00 24.90 44.00 40.00' .00 < ALLOWABLE STRESSES > Fa Fbo Fbi Fbw ksi ksi ksi ksi 18.57 25.99 30.00 .00 18.68 33.00 30.00 .00 24.76 40.00 34.65 .00 24.90 40.00 44.00. .00 24.76 34.65 40:00 .00 24.90 44.00 40.00 .00 24.76 40.00 34.65 .00 24.90 40.00 44.00 .00 24.76 34.65 40.00 .00 24.90 44.00 40.00 .00 24.76 40.00 34.65 .00 24.90 40.00 44.00 .00 24.76 34.65 40.00 .00 24.90 44.00 40.00 .00 MAX DEF L/ 0 -198 198 198 -198 198 <---UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. .15 .00. .00 .15 .00 .00 .01 -.68 .78 .01 -.36 .33 .78 -.68 .01 .33 -.36 .06 -.68 .78 .06 -.36 .33 .06 .79 -.68 .06 .33 -.36 .11 -.68 .78 .11 -.36 .33 .11 .79 -.68 .11 .33 -.36 <---UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. .15 .00 .00 .15 .00 .00 .01 -.68 .78 .01 -.36 .33 .01 .78 -.68 .01 .33 -.36 .06 -.68 .78 .06 -.36 .33 .06 .79 -.68 .06 .33 -.36 .11 -.68 .78 .11 -.36 .33 .11 .79 -.68 .11 .33 -.36 COMB UNITY CHECK .15 .15 .79 .35 .79 .35 .84 .38 .84 .38 .89 .43 .90 .43 COMB UNITY CHECK .15 .15 .79 .35 .79 .35 .84 .38 .84 .38 .89 .43 .90 .43 • MAX DEF L/ 0 -157 157 -157 157 -157 157 MAX, DEF L/ 0 -157 157 -157 157 -157 157 C 444 COLUMN DESIGN 4..* * LEFT ENDWALL ' JOB NAME: 180733 PAGE 3 4** COLUMN NUMBER : 4 SIZE : 8X7C14 G1 (FEET) s. 3.500 AXIAL BENDING < ALLOWABLE FORCES >I<---UNITY CHECK----> LOA6 FORCE. MOMENT AXIAL MOMENT MOMENT SHEAR 1 OUTER INNER COMB LOC kips kip-ft kips kip-ft kip-ft kips 'AXIAL FLGE. FLGE. FM' 4.74 .21 25.12 12.77 12.77 25.541 .19 .02 .02 G1 4.74 .04 25.12 12.77 12.77 25.541 .19 .00 .00 FM .23 -11.07 33.50 17.03 17.03 34.051 .01 .65 .65 G1 .23 -6.30 33.50. 17.03 17.03 34.051 .01 .37 .37 FM .23 11.09 33.50 17.03 17.03 34.051 .01 .65 .65 G1 .23 6.31 33.50 17.03 17.03 34.051 .01 .37 .37 FM 2.41 -10.98 33.50 17.03 17.03 34.051 .07 .64 .64 G1 2.41 -6.29 33:50 17.03 17.03 34.051 .07 .37 .37 FM 2.41 11.19 33.50 17.03 17.03 34.051 .07 66 .66 G1 2.41 6.32 33.50. 17.03 1703 34.051 .07. .37 .37 FM 4.67 ..... -10.88 33.50 17.03 17.03 34.051 .14 .64 .64 • 4.67 -6.27 33.50 17.03 17.03 34.05) .14 .37 .37 4.6 , 11.29 33.50 17.03 17.03 34.051 .14 .66 .66 Cl 4.67 6 .34 .33 .50 17 .03 17 .03 34.051 .14 .37 .37 COMB :UNITY CHECK .20 .19 .64 .36, . .66 .38 .57 .30 .73 .44 .50 :23 .80 -51 MAX . DEF 0 -198 198 -198 198 .198 198 Design Thk.: 16 ga= 0.059, DEAD LOAD (PSF) WIND VELOCITY PRESS(q): SPCL. GCp @ ENDBAY /2 . SHEAR OR BENDING LIMIT: MEM 1 2 3 4 1. DL +LL 2. DL +WL 3. DL +0.5LL +WL 4. DL +LL +0.5WL * ** LOADING * ** * ** DESIGN RESULTS * ** W12X14 W12X14 W12X14 W12X14 * ** GEOMETRIC DATA * ** ENDWALL COLUMN SPACING: 25.000,24 ENDWALL COLUMN SPACING: ENDBAY (FEET) :21.0000 FRONT SIDE CANOPY (FT): .0000 FRONT SIDE ROOF SLOPE : 1.00/12 PURLIN SPACING (FEET) : 5.017 * ** DESIGN CRITERIA * ** * ** LOADING COMBINATION * ** ANALYSIS GCp PURLIN GCpX DL +WL DL +LL SPAN LENGTH ENDBAY /2 COEF. EXTN. COEF. (KLF) (KLF) OH 1.0035 10.5000 .0000 .6670 - 1.0300 .0204 .4290 1 24.0832 10.5000 .0000 .6670 - 1.0300 .0204 .4290 2 24.0832 10.5000 .0000 .6670 - 1.0300 .0204 .4290 3 25.0867 10.5000 .0000 .6670 - 1.0300 .0204 .4290 OH 1.0035 10.5000 .0000 .6670 - 1.0300 .0204 .4290 SIZE LENGTH 15 ga= 0.065, 14 ga= 0.070, 13 ga= 0.085, 12 ga= 0.10 I'D MIDWEST METALLIC PAGE 1 " ENDWALL DESIGN RIGHT ENDWALL ENDWALL RAFTER JOB NUMBER : 180733. ( ANALYSIS ONLY ) .000,26.000 PURLIN EXTN. (FEET) .6670 BACK SIDE CANOPY (FT) .0000 BACK SIDE ROOF SLOPE 1.00/12 3.000 LIVE LOAD (PSF) 35.546 18.960 PSF BUILDING CONDITION (E,P,O): E .000 SPCL. GCp, @ OVERHANG -1.030 1.035 RAFTER DEFLECTION LIMIT L /150. 18.0936 18.5329 17.5294 19.0971 JOB NAME: 180733 LOADING COMBINATION -- DL +LL 1 ! 1 ! * *! -.22! 4.16! 23.37! ! 1 !FM! 19.95! .00! 23.37! ! 1 ! * *! -4.83! -3.60! 23.37! 3 ! 2 ! * *! 5.58! -.30! 23.37! 2 !RS!- 26.41! -5.25! 23.37! 3 !LS!- 26.41! 6.43! 23.37! 3 ! * *! -4.38! 3.86! 23.37! RAFTER DESIGN RIGHT ENDWALL .00! .00! .00! .00! .00! .00! .00! !SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- .10! .00! .09! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 2 ! 1 ! * *! 4.83! -3.60! 23.37! .00! .09! .17! 1 !RS!- 24.45! -6.17! 23.37! .00! .15! .84! 2 !LS!- 24.45! 5.08! 23.37! .00! .13! .84! 2 !FM! 5.68! .00! 23.37! .00! .00! .20! 9999 2 ! * *! -5.58! -.30! 23.37! .00! .01! .19! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -I,./ .01! .13! .16! .10! .01! .69! 443 .17! .19! .91! .91! .15! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 3 ! * *! 4.38! 3.86! 23.37! .00! .10! .15! !.3 !FM! 21.71! .00! 23.37! .00! .00! .75! 354 . 3 ! * *! .22! -4.34! 23.37! .00! .11! .01! LOADING COMBINATION -- DL +WL RAFTER DESIGN RIGHT ENDWALL JOB NAME: 180733 PAGE 3 (d!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 1 ! 1 ! * *! -.01! .20! 23.37! .00! .00! .00! ! 1 !FM! .95! .00! 23.37! .00! .00! .03! 9303 ! 1 ! * *! -.23! -.17! 23.37! .00! .00! .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 2 !. 1.! * *!" .23!. -.17! 23.37! .00! .00! .01! ! 1 !RS! -1.16! -.29! 23.37! .00! .01! .04! ! 2 !LS! -1.16! .24! 23.37! .00! .01! .04! ! 2 !FM! .27! .00! 23.37! .00! .00! .01! 9999 ! 2 ! * *! -.27! -.01! 23.37! .00! .00! .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L71- 3 ! 2 ! * *! .27! -.01! 23.37! .00! .00! .01! ! 2 !RS! -1.26! -.25! 23.37! .00! .01! .04! ! 3 !LS! -1.26! .31! 23.37! .00! .01! .04! ! 3 ! * *! -.21! .18! 23.37! .00! .00! .01! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- ! 3 ! * *! .21! .18! 23.37! .00! .00! .01! ! 3 !FM! 1.04! .00! 23.37! .00! .00! .04! 8151 ! 3 ! * *! .01! -.21! 23.37! .00! .01! .00! % *** *lc JOB NAME: 180733 LOADING COMBINATION -- DL+0.5LL+WL RAFTER DESIGN .*** RIGHT ENDWALL . 4 ** k....d. : 4!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL • # ! # ! ! }(-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- 1 ! 1 !**! -.11! 2.11! 23.37! ! 1 !FM! 1.04! .00! 23.37! ! 1 !**! -2.45! -1.83! 23.37! 2 ! 1 !**! 2.45! -1.83! 23.37! 1 !RS!-12.43! -3.14! 23.37! 2 !LS!-12.43! 2.58! 23.37! 2 !FM! 1.04! .00! 23.37! 2 !**! -2.84! -.15! 23.37! 3 ! 2 !**! 2.84! -.15! 23.37! ! 2 !RS!-13.43! -2.67! 23.37! !.3 !LS!-13.43! 3.27! 23.37! ! 3 !**! -2.23! 1.96! 23.37! . 00! .00! . 00! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL SHEAR BEND ! -L/- # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! .00! .00! .00! .00! .00! .08! .43! .43! .04! 9999 . 10! . 05! .00! .05! .00! .00! .00! .00! .05! .08! .06!' .00! .00! . 00! .07! . 08! .05! .00! .04! 797 .08! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! .10! .46! .46! . 08! •MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL K-FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L/- L.' ! 3 1 **! 2.23! 1.96! 23.37! .00! .05! .08! ! 3 !FM! 1.04! .00! 23.37! .00! .00! .04! 708 ! 3 1 **! .11! -2.20! 23.37! .00! .06! .00! PAGE 4 ! 3 ! 3 ! 3 * ** * ** LOADING COMBINATION -- DL +LL +0.5WL 3 ! 2 ! * *! 5.49! -.29! 23.37! ! 2 !RS!- 26.00! -5.17! 23.37! ! 3 !LS!- 26.00! 6.33! 23.37! ! 3 ! * *! -4.31! 3.80! 23.37! 4.31! 3.80! 23.37.! 1.04! .00! 23.37! .21! -4.27! 23.37! RAFTER DESIGN. * ** RIGHT ENDWALL * ** JOB NAME: 180733 PAGE 5 I4!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY .RATIO !',DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! -L /- 1 ! 1 ! * *! -.21! 4.10! 23.37! .00! .10! .01! ! 1 !FM! 1.04! .00! 23.37! .00! .00! .04! 443 ! 1 ! * *! -4.75! -3.55! 23.37! .00! .09! .16! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL # ! # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! - /- 2 1 ! * *! 4.75! -3.55! 23.37! .00! .09!. .16! 1 !RS!- 24.07! -6.08! 23.37! .00! .15! .83! 2 !LS!- 24.07! 5.01! 23.37! .00! .13! .83! 2 !FM! 1.04! .00! 23.37! .00! .00! .04! 9999 2 ! * *! -5.49! -.29! 23.37! .00! .01! .19! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL #.i. # ! ! K -FT! KIP ! MOMENT SHEAR ! SHEAR BEND ! .00! .00! .00! .00! .01! .13! .16! .09! .19! .90! .90! .15! MEM!SPN!LO!MOMENT! SHEAR! ALLOWABLE FORCES! UNITY RATIO ! DEFL ..4 ! # ! ! K -FT! KIP ! MOMENT SHEAR ! .00! .00! .00! SHEAR BEND ! -L /- .09! .00! .11! .15! .04! 354 .01! Design Thk.: 16 ga- 0.059, 15 ga- 0.065, 14 ga.- 0.070, 13 ga- 0.085, 12 ga- 0.10 MIDWEST METALLIC " COLUMN. DESIGN 4 " "4 RIGHT ENDWALL +++ JOB NUMBER : 180733 ( ANALYSIS ONLY) Y SPACING (FEET) : 25.000,24.000,26.000 BAY SPACING (FEET) : FS EAVE HEIGHT (FEET) :22.00 BS EAVE HEIGHT (FEET) : 22.00 FS TO RIDGE (FEET) : 37.500 FS ROOF SLOPE : 12 •: 1.00 END FRAME (BF,MF) : BF GIRT CONDITION. : FLUSH PURLIN DEPTH (INCHES) : 8.00 RAFTER DEPTH (INCHES) : 12.000 ENDWALL BRACING TYPE : D 14 BAYS :.O LOCATION : DESIGN CRITERIA WIND VELOCITY PRESSURE (q): 18.96 PSF BUILDING COND. (E,P,0): E COLUMN DEFLECTION LIMIT. : L/ 90. SPCL.EW COL.PRES.COEF.: .900 SPCL.EW COL.SUCTION COEF. : -.900 SHEAR + BENDING LIMIT : 1.03 SHEAR OR BENDING LIMIT : 1.03 LOADING COMBINATIONS 1.DL+LL 2.DL+WLP 3.DL+WLS 4.DL+0.5LL+WLP 5.DL+0.5LL+WLS 6.DL+LL+0.5WLP 7.DL+LL+0.5WLS *" DESIGN RESULTS AND WIND LOADING COL SECTION ANAL. TRIB. MIDSPAN PRESSURE SUCTION PRESSURE SUCTION 44 SIZE. LENGTH SPACING HEIGHT COEF. COEF. (KLF) (KLF) 1 8X7C14 20.388. 12.500 22.521 .900 -.900 . .213 -.213 2 W8X15 22.390 24.500 - 24.063 .900 -.900 .418 -.418, . • 3 W8X15 22.473 25.000 24.125 .900 -.900 .427 -.427 4 8X7C14- 20.388 13.000 22.542 .900 -.900 ,.222 -.222 „. GEOMETRIC DATA I .”" LOAD COMB C.: JOB NAME: 180733 .PAGE .2 +++ COLUMN NUMBER : 1 SIZE : 8X7C14 +++ 01 (FEET) 3.500 2 2 3 3 4 4 5 5 6 6 7 7 LOAD COMB 1 1 2 2 3 3 4 4 5 5 6 6 7 7 C AD COMB 1 1 2 2 3 3 4 4 5 5 6 6 7 7 LOC FM 01 FM 01 FM G1 FM 01 FM 01 FM G1 FM 01 AXIAL FORCE kips BENDING < ALLOWABLE FORCES MOMENT AXIAL MOMENT MOMENT SHEAR kip-ft kips kip-ft kip-ft kips 4.59 .20 25.12 4.59 .03 25.12 .22 -11.07 33.50 .22 -6.30 33.50 .22 11.09 33.50 .22 6.31 33.50 • 2.33 -10.98 33.50 2.33 -6.29 33.50 • 2.33 11.18 33.50 2.33 6.32 33.50 4.52 -10.89 33.50 4.52 -6.27 33.50 4.52 11.28 33.50 4.52 6.34 33.50 '+' •COLUMN DESIGN -*•++ '34 RIGHT ENDWALL *" 12.77 12.77 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 COLUMN NUMBER : 2 SIZE : W8X15• AXIAL BENDING <----COMPUTED FORCE • MOMENT fa fbo LOC kips kip-ft ksi. ksi FM 11.26 G1 11.26 FM .54 •G1 .54 FM .54 01 .54 FM 5.72 G1 5.72 FM 5.72 01 5.72 FM 11.08 G1 11.08 FM 11.08 01 11.08 COLUMN NUMBER : 3 LOC FM G1. FM G1 FM 01 FM G1 FM 01 FM 01 FM G1 .11 .02 -26.19 -13.82 26.20 13.82 -26.17 -13.81 26.2G 13.83 - 26.14 - 13.80 • 26.31 13.84 'AXIAL BENDING FORCE MOMENT kips kip-ft 11.67 11.67 .56 .56 .56 .56 5.93 5.93 5.93 5.93 11.49 11.49 11.49 11.49 .12 .02 - 26.93 - 14.16 26.94 14.17 - 26.90 -14.16 26.99 14.17 -26.87 - 14.15 27.05 14.18 •■ 12.77 12.77 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 17.03 2.54 .12 -.12 2.54 .02 -.02 .12 -26.64 26.64 .12 -14.05 14.05 .12 26.65 -26.65 .12 14.06 -14.06 1.29 -26.61 26.61 1.29 -14.05 14.05 1.29 26.70 -26.70 1.29 14.06 -14.06 2.50 -26.58 26.58 2.50 -14.04 14.04 2.50 26.76 -26.76 2.50 14.07 -14.07 SIZE : W8X15 <----COMPUTED fa fbo ksi ksi 2.63 2.63 .13 .13 .13 .13 1.34 1.34 1.34 1.34 2.59 2.59 2.59 2.59 .12 .02 - 27.38 - 14.40 27.39 14.41 - 27.36 - 14.40 27.45 14.41 - 27.33 - 14.39 21.51 14.42 -.12 -.02 27.38 14.40 -27.39 - 14.41 27.36 14.40 - 27.45 -14.41 27.33 14.39 -27.51 -14.42 25.54 25.54 34.05 34.05 34.05 34.05 34.05 34.05 34.05 34.05 34.05 34.05 34.05 34.05 STRESSES fbi fbw ksi ksi .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 STRESSES fbi fbw ksi ksi .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 <---UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. .18 .18 .01 .01 .01 .01 .07 .07 .07 .07 .13 .13 .13 .13 G1 (FEET) - 3.500 .02 .00 .65 .37 .65 .37 .64 .37 .66 .37 .64 .37 .66 .37 ALLOWABLE Fa Flab ksi ksi G1 (FEET) 3.500 .02 .00 .65 .37 .65 .37 .64 .37 .66 .37 .64 .37 .66 .37 STRESSES Fbi Fbw ksi ksi 18.57 25.99 30.00 .00 .14 .00 .00 .14 18.68 33.00 30.00 .00 .14 .00 .00 .14 24.76 40.00 34.65 .00 .00 -.67 .77 .77 24.90 40.00 44.00 .00 .00 - .35 .32 .35 24.76 34.65 40.00 .00 ...00 .77 -.67 .77 24.90 44.00 40.00 .00 .00 .32 -.35 .35 24.76 40.00 34.65 .00 ' .05 -.67 .77 • .82 24.90 40.00 44.00 .00 .05 -.35 .32 .37 24.76 34.65 40.00 .00 .05 .77 -.67 .82 24.90 44.00 40.00 .00 .05 -32 -.35 .37 24.76 40.00 34.65 .00 .10 -.66 .77 .87 24.90 40.00 44.00 .00 .10 -.35 .32 .42 24.76 34.65 40.00 .00 .10 .77 -.67 .87 24.90 44.00 40.00 .00 .10 .32 -.35 .42 ALLOWABLE Fa Fbo ksi ksi STRESSES Fbi ksi 18.57 25.99 30.00 18.62 33.00 30.00 24.76 40.00 34.65 24.82 40.00 44.00 24.76 34.65 40.00 24.82 44.00 40.00 24.76 40.00 34.65 24.82 40.00 44.00 24.76 34.65. 40.00 24.82 44.00 40.00 24.76 40.00 34.65 24.82 40.00 44.00 24.76 34.65 40.00 24.82 44.00 40.00 COMB UNITY CHECK .20 .19 .64 .36 .66 .38 .58 .30 .73 .44 .50 .23 .80 .51 Fbw ksi .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MAX DEF. L/ 0 -198 198 -198 198 -198 198 <---UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. <---UNITY CHECK----> OUTER INNER AXIAL FLGE. FLGE. .14 .14 .01 .01 .01 .01 .05 .05 .05 .05 .10 .10 .10 .10 .00 -.68 -.36 .79 .33 -.68 -.36 .73 .33 -.68 -.36 .79 .33 .00 .00 .79 .33 -.68 -.36 . .33 -.69 -.36 .79 .33 -.69 -.36 • COMB UNITY CHECK COMB UNITY CHECK .15 .14 .80 .36 .80 .36 .84 .38 .85 .38 .89 .43 .90 .43 MAX DEF L/ - 160 160 -160 160 -160 160 MAX DEF L/ 0 -155 155 - 155 155 - 155 155 ++ COLUMN DESIGN +.* +.* RIGHT ENDWALL ...** JOB NAME: 180733 ' COLUMN NUMBER : 4 SIZE : 8X7C14 ". G1 (FEET) ■ AXIAL BENDING 1< ALLOWABLE FORCES > LOAD FORCE MOMENT LAXIAL MOMENT MOMENT SHEAR COMB LOC kips kip-ft kips kip-ft kip-ft kips C 'e ro a 1. .g ;:.1; 1;:"; 1; ;N1 = 2 FM .23 -11.52 33.50 17.03 '17.03 34.05 G1 .23 -6.55 I 33.50 17.03 '17.03 34.05 FM .23 11.54 33.50 17.03 17.03 34.05 3 GI' .23 6.56.1 33.50 17.03 •17.03 34.05 4 FM 2.42 -11.42 33.50 17.03 .17.03 34.05 4 G1 2.42 -6.54 33.50 17.03 17.03 34.05 5 FM 2.42 11.63 1 33.50 17.03 17.03 34.05 5 G1 2.42 6.57 I 33.50 17.03 17.03 34.05 6. FM 4.69 -11.32,133.50 17.03 17.03 34.05 G1 4.69 -6.52 33.50 17.03 17.03 7 FM 4.69 11.73 33.50 17.03 17.03 G1 4.69 659l 33.50 17.03 17.03 34.05 34.05 34.05 PAGE 3 3.500 '% • • <---UNITY CHECK----) COMB'. OUTER INNER UNITY' AXIAL' FLGE. FLGE. CHECK .19 .02 .02 '.21 .19 ' :00 .19 :01 :68 .68 .67 '.01 .38 .38 '.38 .01 .68 .68 '.68 .01 .39" .39 .39 .07 '.67 .67 . .07, .38 .38 :31 .07 :68 .68 .76 .07 :39 ' :39 : .46 .14 :66 .66 .52 .38 .38 .24 .14 .69 '.69 .83 .14 .39 :39: '.53 MAX DEF L/ -190 :1 -190 190 7190 190 PAGE1 ■••••■■•,.. *" • GEOMETRIC •DATA SPACING (FEET) : 3@22.00,23.00,21.00 pCCED TIER SPACES ,(FT) : 3@25.00 FRONT EAVE HEIGHT (FEET): 22.0000 BACK EAVE HEIGHT (FEET) : 22.0000 FRONT SIDE ROOF SLOPE : 1.0000/12 FRONT SIDE TO RIDGE : 37.5000 *** BRACING DATA • • • • • •IF: BRACING „.. FS: BRACING'TYPE11..CABLE.., BS.BRACING',TyPE: CABLE' LE BRACING TYPE :.CABLE. IE. BRACING TYPE "' DESIGN CRITERIA WIND VELOCITY PRESS (q) : 18.9600 PSF INTERIOR COEFFICIENT,GCpR: 1.3000 MAXIMUM UNITY CHECK RATIO: 1.0345 LOADING COMBINATIONS *" I WIND LOAD • , • MIDWEST METALLIC BRACING DESIGN JOB NUMBER : • 180733 (FULL OPTIMIZATION) • • 0 BAYS : 2 LOCATION : 2,4 if BAYS : 2 LOCATION : 2,4 if BAYS.: 2 LOCATION : 2,4 if BAYS: 1 LOCATION : A if BAYS : 1 LOCATION : . ' EDGE STRIP WIDTH (FEET) : 20.0 00 EDGE STRIP COEFFICIENT,GCpX 1.3000 MAX. HORIZONTAL DEFLECTION. : .0000 :I- FS`' I 3.4693'`I CL.- 23 `I ,CL - 23 IEAVE I. I. 5:44 1. I'.. 2 I 7..4201 1 BS. I' 3.4693. I : CL 7 23 IEAVE I I 7 ..18 CL -4 +•. BRACING'DESIGN " + + ++ ROOF BRACING -' ++ (FRONT.T0'BACK'SIDE) )TIER I "TIER I ' C ' B R A C I N G - S I Z E / T E N S I O N ,_`. I SPACING ) BAY A2 :1 BAY N4 I BAY 00 I : BAY HO I. BAY 00 I I 2 1' 25.0000 (- .1/4 " DIA) 1/4" DIA I .00 I .00.. I 3.71 I 3'.71 CL '.L 5.44 I PAGE 2 I BAY N0 .1 (6' ' '7 ) JOB NO. 110'733 JOB TITLE QUOTE NO DESCRIPTION DESIGNED BY 6 CHK'D BY DATE SHEET NO Vs - u 1 cw • G t/s : 7.g 6?0.) (/.0) = . k4./ (aag.i-go4( Gl�/G co /i/P 4-6 1. y4- k 1 .4 ctt4 yea?: v s (L) /tf,, F,0702.- • 7/7/, T HK" 74-z ll' 3S'3v� J wsx y ei&? 7/• - /• 3 7 /a -a wktio GT/ S 1 ' j I 1WALL *" BACKSIDE **. TIER 1 'C' BRACING-SIZE/TENS. I' ON I SPACING 1.BAY 02 1 BAY 114 I BAY 110 1 BAY NO 1 ..BAY-110 22.0000 1 6" DIA 1 4441 DIA 1 7.42 l'",•FAS (o- ar LEFT ENDWALL "4 RIGHT ENDWALL' • I I . TIER 1 'C' BRACING-SI:ZE/•TEN•SI ON . I IWALt SPACING 1 BAY 02 1 BAY 04 I ' BAY HO 1 BAY 110 1 BAY 00 I: I' OE I. 22.0000 :1 6" DIA 1,Sereb DIA 1 1... . .1 7 I , ... 7 i , a 4 1 0 • 1 • • TIER 1 'C' • B RA C I E / T.E.N S I 0.N. . • • 1WALL• 1. SPACING. :1 • BAY 111 1 BAY NO' • BAY. NO • I. BAY 110 1 • BAY 110 .1 • 1 LE 1 19.1915 1 1/4" DIA • I . 1 1. • 3.98 1 1 D 'I A' P H At G C N 1 . 1 1 EAVE I LIN. FT: I LIN. FT. 1 • IWALL1 FORCE 1 REQUIRED 1'AVAILABLE I I RE1 '21.40 1 , :75.00 1, DIAPHRAGM ACTION IS ADEQUATE .". .BRACING DESIGN "* 4... WALL BRACING AUTO/STEEL DESIGN * A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT * RELEASE 6 MOD 12e FEBRUARY 1999 * ft ft Job Start Date 6,30-99 Time 8:24:45 TITLE - JOB//180733/EGD - LN 2-5 BY - EGD IDENTIFICATION DATE - 6/29/99 UNITS OPTIONS '' • INPUT .... ENGLISH . ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....ANCHOR BOLTS AND CONNECTIONS ....FLANGE BRACE REPORT ....DESIGN SUMMARY REPORT WITH DEFLECTIONS ....FREE FORMAT ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE - ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS - 1 UNITY CHECK RANGE - 0,950 TO 1.050 MAXIMUM SEGMENT SIZE - 2.000 FT COEF, OF LINEAR EXPANSION MOD. OF ELASTICITY,E - 29000000, PSI LOCATE FLANGE BRACING - 0.0000065000/DEG.F NO ft PAGE l ' 6-30-99 DESIGN NO Building Systems, L.P. - LN 2-5 00 LOADED SPLICES LOADED JOB#180733/EGD - LN 2-5 3,1 N SPANS 75. 22J,"8.,8.625, ' G 14.292 , 36.625 24.%°24.S'l,8.'37.5"2OUO5 P, @l,JW 0 /,,WIL',QAJ,, 20 ., 55 .,4 6 , 54 1 4.5 ' 1. ,,''X°'X,,X1, 24.5,24.5 6 CO30 0 11, 6 Al" 20 . ,5 5 ., 46 . 6B l., 22.0"0.,8.75",36.75 G 7.392,13.292, 6B,'W0,,,0E,'55 46. LOAD FACTORS ,22.5,110. DEAD LOAD .U450 6525 P8F SP[C ,8 ,72l -.5 [�no CONDITIONS 1,2,4,5,9,11 LOADCOND LUCN 7,D0.,0 ° DL + LL + 1/2NL8 LD[N 8 ,''DL + UNBL UDUN,9,100. DL + UNBR UD0,10,100.,0 DL + EQL ` LDCN,11 DL + EQR LOADS LOkD 2 y,YAKY ' -l.O8744 0.32,U.O L0AD LOAD3,2,UL1,G0UY,UNIF,-.69320 LUAD5,4,LL1,GU0,Y'UNlF,,-.39440 LOAD,3,4,LL2,GLOB,Y,UNlF,-.69320 L0AD,3 LOAD 2,3'NL2 GLO8 X,CONC,,3.OBZ@ LUAD,4 L8AD 2,l,U°GLO8,Y,C0NC ,-1.6585U LOKD 4,5,LL,GU0 END NCI Building Systems, L.P. J B180733/EGD - LN 2 -5 SPAN LENGTHS 75.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN EAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx 22.000 0.000 8.000 8.625 0.000 0.000 36,625 0.00 0.00 0.00 G 0.00 GIRT AND BRACE LOCATIONS 14.292 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 8B WB 8D 55.00 0.00 46,00 RAFTER AT LEFT KNEE 36.625 24.500 0.000 0.000 24.500 1.000 8.000 37.500 0.0 20005 P SECTION 1 FOR RAFTER /OUTER FLANGE -/ WEB 6B WB SECTION 2 FOR RAFTER /OUTER FLANGE -/ WEB 6C W8 ' V AND BRACE LOCATIONS uu0 4.500 1,000 X X X RIDGE TO COLUMN RAFTER 24.500 24.500 0.000 0.000 SECTION 1 FOR RAFTER, /OUTER FLANGE -/ WEB 6C W8 SECTION 2 FOR RAFTER /OUTER FLANGE -/ WEB 6B WB PURLIN AND BRACE LOCATIONS 1,000 4,500 5.000 X X X MACR0, INPUT ECHO SECT FLANGE WEB / -INNER FLANGE -/ LENGTH FY FY Kx 6D 0.00 55.00 46,00 0.00 SECT FLANGE WEB / -INNER FLANGE -/ LENGTH FY FY Kx 6A 20,00 55.00 46,00 0.00 36,625 -1.000 8,000 0.000 0.0 50002 P 0 SECT FLANGE WEB / -INNER FLANGE -/ LENGTH FY FY Kx 6A 20.00 55.00 46.00 0,00 SECT FLANGE WEB / -INNER FLANGE -/ LENGTH FY FY Kx 6D 0,00 55.00 46,00 0,00 CYCLE 1 6- 30 -99. RIGHT EXTERIOR COLUMN EAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST, DEPTH SETTLE DIFF DISPLC X R Kx 22.000 0,000 0.000 8.750 0.000 0,000 36,750 0.00 0.00 0.00 G 0,00 GIRT AND BRACE LOCATIONS 7.292 13.292 0,000 0,000 0,000 0,000 0,000 0.000 0,000 0,000 6B WB 6E 55.00 0.00 46,00 0 0 0 0 MACRO INPUT ECHO NCI Building Systems, L.P. JPR180733/EGD - LN 2 -5 L FACTORS 22,500 110.000 DEAD LOAD 0.045 0.000 0.000 0.000 0,000 LIVE LOAD 0.652 0.000 0.000 0.000 0.000 WIND LOAD 18.930 PSF SPEC 0.800 - 0.721 -0.721 -0.500 6 -30 -99 LOAD CONDITIONS 1245911000000000 0.00 0.00 0.00 0.00 0 LOADCOND LDCN 7100.00 DL 100.00 LL 50.00 WLR 0.00 DL + LL + 1/2WLR LDCN 8100.00 DL 100.00 LL1 0.00 0.00 DL + UNBL LDCN 9100.00 DL 100.00 LL2 0.00 0.00 DL + UNBR LDCN 10100.00 DL 100,00 WL2 0.00 0,00 DL + EQL LDCN 11100.00 DL 100.00 WL3 0.00 0.00 DL + FOR LOADS 0 LOAD 2 3 LL GLOB Y VARY 0.000 -1.037 9.320 0.000 LOAD 4 3 LL GLOB Y VARY 0.000 -1.037 9.320 0.000 LOAD 3 2 LL1 GLOB Y UNIF 0.000 -0.693 0.000 0.000 LOAD 3 4 LL1 GLOB Y UNIF 0.000 -0.394 0.000 0.000 LOAD 3 4 LL2 GLOB Y UNIF 0.000 -0.693 0.000 0.000 LOAD 3 2 LL2 GLOB Y UNIF 0.000 -0,394 0.000 0.000 LOAD 2 3 WL2 GLOB X CONC 0.000 3.037 0.000 0.000 LOAD 4 3 WL3 GLOB X CONC 0.000 -3.037 0.000 0.000 LOAD 2 1 LL GLOB Y CONC 0.000 -1,658 0.000 0.000 If40 4 5 LL GLOB Y CONC 0.000 -1.658 0.000 0.000 1 2 DL GLOB Y UNIF 0.00000 - 0.03650 0.00000 - 0.03650 DLWT bAD 1 2 WLL GLOB X UNIF 0.00000 0.37663 19.90340 0.37663 WLLX LOAD 1 2 WLR GLOB X UNIF 0.00000 - 0.23540 19.90340 - 0.23540 WLRX LOAD 2 3 LL GLOB Y UNIF 0.00000 - 0.69295 0.00000 - 0.69295 LIVE LOAD 2 3 DL GLOB Y UNIF 0.00000 - 0.04779 0.00000 - 0.04779 DEAD LOAD 2 3 DL GLOB Y UNIF 0.00000 - 0.03014 0.00000 - 0.03014 DLWT LOAD 2 3 WLL GLOB X UNIF 0.00000 - 0.02718 35.31095 - 0.02718 WLLX LOAD 2 3 WLL GLOB Y UNIF 0.00000 0.32613 35.31095 0.32613 WLLY LOAD 2 3 WLR GLOB X UNIF 0.00000 - 0,02718 35.31095 - 0.02718 WLRX LOAD 2 3 WLR GLOB Y UNIF 0.00000 0,32613 35.31095 0.32613 WLRY LOAD 3 4 LL GLOB Y UNIF 0.00000 - 0.68129 0,00000 - 0.68129 LIVE LOAD 3 4 DL GLOB Y UNIF 0.00000 - 0.04699 0.00000 - 0.04699 DEAD LOAD 3 4 DL GLOB Y UNIF 0.00000 - 0.03027 0,00000 - 0.03027 DLWT LOAD 3 4 WLL GLOB X UNIF 0.00000 0.02672 35,91513 0.02672 WLLX LOAD 3 4 WLL GLOB Y UNIF 0,00000 0,32064 35.91513 0.32064 WLLY LOAD 3 4 WLR GLOB X UNIF 0.00000 0.02672 35.91513 0.02672 WLRX LOAD 3 4 WLR GLOB Y UNIF 0,00000 0,32064 35.91513 0.32064 WLRY LOAD 5 4 DL GLOB Y UNIF 0.00000 - 0.03480 0.00000 - 0.03480 DLWT LOAD 5 4 WLL GLOB X UNIF 0,00000 0.23591 19.85995 0,23591 WLLX LOAD 5 4 WLR GLOB X UNIF 0.00000 - 0.37746 19.85995 - 0.37746 WLRX END 0 NCI Building Systems, L.P. J 11#180733/EGD - LN 2-5 (L... • LOAD CONDITION DESCRIPTIONS 1 DEAD LIVE LOAD 2 DL +. WLL 3 DL + 1/2LL + WLL • 4 DL + 1/2VILL + LL v , • 5 DL + WLR 6 DL + 1/2LL + WLR 7 DC+ LL + 1/2WLR DL + ONBL DL + UNBR DL + EOL 11 DL: + EQR 6-30-99 MACRO INPUT • LOAD CONDITION ARRAY. 1 DL 100. LL 100.. 0. O. 2 DL 100, WLL 100. O. • O. 3 DL 100. LL. 50. WLL 100. • O. 4 DL 100, WLL 50, LL 100. O. • 5 DL 100. WLR 100. O. O. 6 DL 100. LL 50, WLR 100. O. 7 DL • 100. LL 100, WLR 50. O. 8 • DL 100, LL1 100. O. O. 9 DL 100. LL2 100. O. O. 10 DL 100. WL2 100. O. O. 11 DL 100. WO 100. O. O. NCI Building Systems, L.P. C '1.80733/EGD - LN 2 -5 BUILDING WIDTH NUMBER OF SPANS SPAN WIDTHS (FT) DESIGN BAY SIZE LEFT EAVE HEIGHT RIGHT EAVE HEIGHT LEFT COLUMN SLOPE LEFT RAFTER SLOPE RIGHT RAFTER SLOPE RIGHT COLUMN SLOPE GIRT DEPTH PURLIN DEPTH LOADINGS ... DEAD LOAD - 2.000 PSF LIVE LOAD - 29.000 PSF WIND LOAD - 18.930 PSF WIND LOAD METHOD - SPEC "I D INTENSITY - 18.93 PSF ROOF HEIGHT 22.00 FT LEFT COEFFICIENTS . - 0.80 -0.72 -0.72 -0.50 FOR WLL WIND RIGHT COEFFICIENTS - 0.80 -0.72 -0.72 -0.50 FOR WLR LOAD CONDITION 1 - DEAD + LIVE LOAD LOAD CONDITION 2 - DL + WLL LOAD CONDITION 3 - DL + 1/2LL + WLL LOAD CONDITION 4 - DL + 1/2WLL + LL LOAD CONDITION 5 - DL + WLR LOAD CONDITION 6 - DL + 1/2LL + WLR LOAD CONDITION 7 - DL + LL + 1/2WLR LOAD CONDITION 8 - DL + UNBL 1. -0.69 KIPS/FT UNIFORM LOAD APPLIED OVER WHOLE MEMBER IN GLOBAL Y DIRECTION TO MEMBER 3- 2 2. -0.39 KIPS/Ff UNIFORM LOAD APPLIED OVER WHOLE MEMBER IN GLOBAL Y DIRECTION TO MEMBER 3- 4 LOAD CONDITION 9 - DL + UNBR 1. -0.69 KIPS/FI UNIFORM LOAD APPLIED OVER WHOLE MEMBER IN GLOBAL Y DIRECTION TO MEMBER 3- 4 2. -0.39 KIPS/FT UNIFORM LOAD APPLIED OVER WHOLE MEMBER IN GLOBAL Y DIRECTION TO MEMBER 3- 2 LOAD CONDITION 10 - DL + EQL LOAD CONDITION 11 - DL + EQR C CONFIGURATION (NON - SYMMETRIC FRAME) WIND LOAD PARAMETERS ... LOAD CONDITIONS ... FRAME DESIGN DATA - 75.00 FT ▪ 1 - 75.00 ▪ 22.50 FT - 22.00 FT 22.00 FT • 0.00 /12 ▪ 1.00 /12 - -1.00 /12 ▪ 0.00 /12 8.00 IN • 8.00 IN 6 -30 -99 NCI Building Systems, L.P. JOBN180733/EGD - LN 2 -5 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - DL + WLL FRAM REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - DL + 1 /2LL + WLL FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - DL + 1/2WLL + LL � r rwnm:nm�saxr¢ro .4 00r rwroa. w��w., w.......,...-.,.».......... e.. .,...........,.,�.a»+ DESIGN SUMMARY REPORT AM REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - DEAD + LIVE LOAD S CTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 34.572 18.215 0.000 0.000 0.000 2 2 -0.008 -0.307 3 -1.860 -0.084 4 3 -3.807 0.064 5 -1.949 0.205 6 4 0.000 0.436. 7 5 34.296 - 18.215 0.000 0.000 0.000 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 -9.716 - 12.315 0.000 0.000 0.000 2 2 -0.071 1.206 3 0.234 1.171 4 3 1.217 1.092 5 0.983 1.078 4 0.071 0.967 5 -6.372 0.133 0.000 0.000 0.000 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 5.822 -4.090 0.000 0.000 0.000 2 2 -0.075 1.068 3 -0.605 1.134 4 3 -0.498 1.121 5 0.105 1.170 6 4 0.071 1.164 7 5 9.052 -8.091 0.000 0.000 0.000 SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 27.966 11.175 0.000 0.000 0,000 2 2 -0.043 0.311 2 -1.651 0.506 3 -3.009 0,607 -1.362 0.734 6 4 0,035 0.898 7 5 29,386 - 17.265 0.000 0.000 0,000 PAGE NO. - 1 DATE 6 -30 -99 NCI Building Systems, L.P. JOB#180733/EGD - LN 2 -5 REACTIONS SECTION MEMBER JOINT JOINT NUMBER NUMBER 1 1 2 2 3 4 3 5 6 4 7 5 2 3 4 1 1 2 2 3 4 3 5 6 4 7 5 1 1 2 2 5 6 4 7 3 3 VERTICAL REACTION (KIPS) -6.428 5 20.196 AND DEFLECTIONS - LOAD CONDITION 5 - DL + WLR HORIZONTAL REACTION (KIPS) - 9.660 12.314 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 6 - DL + 1/2LL + WLR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 9,110 8,092 . 0.000 0.000 0.068 0.136 - 0.457 - 0.600 -0.076 5.764 4,089 0,000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 7 - DL + LL + 1/2WLR SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 29.610 27,742 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 8 - DL + UNBL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 25.390 -0.133 0,000 17.266 - 11.175 13.953 - 13.953 DESIGN SUMMARY REPORT MOMENT REACTION (KIP -FT) 0.000 VERTICAL HORIZONTAL DEFLECTION DEFLECTION (IN) (IN) 0.000 0.072 0.974 1.257 0.279 - 0,076 0.000 0,000 0.000 0.028 -1,281 -2,989 - 1.714 -0.038 0.000 0,000 0.000 0.000 -0.031 -1.728 -3.031 -1.267 0.033 0,000 0.000 0.000 -1.008 - 1.120 -1.138 - 1.217 -1.257 0.000 0.000 -1.146 -1.157 -1.109 -1.124 - 1.061 0.000 0,000 - 0.796 -0,640 -0.508 -0.414 -0.214 0.000 0.000 0,158 0.364 0.461 0.599 0.752 0,000 PAGE NO. - 2 DATE 6 -30 -99 DESIGN SUMMARY REPORT NCI Building Systems, L.P. PAGE. NO. - 3 DATE 6 -30 -99 JOB#180733/EGD - LN 2 -5 F "'rREACTIONS SECTION MEMBER JOINT JOINT NUMBER NUMBER 1 1 2 2 3 4 3 5 6 4. 7 5.. FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 10 - DL + EQL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL. JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 1 1 2 2 3 4 3 5 6 4 7 5 AND DEFLECTIONS - LOAD CONDITION 9 - DL + UNBR VERTICAL REACTION (KIPS) 20.352 14,031 0.000 0.000 0.028 - 1.194 -3.044 -1.831 -0.027 25.415 . - 14.030 0.000 0.000 HORIZONTAL REACTION (KIPS) 0.096 0,000 -3.134 0.000 0.000 - 0.032 - 0.347 -0.346 0.000 0.032 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 11 - DL + FOR MOMENT VERTICAL HORIZONTAL REACTION DEFLECTION DEFLECTION (KIP -FT) (IN) (IN) SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (KIPS) (KIPS) (KIP -FT) (IN) (IN) 4.315 3.130 0,000 0,000 0,031 0.015 -0.331 -0,350 -0.033 2.629 -0,092 0,000 0,000 0.000 -0.676 - 0.530 -0.385 - 0.295 - 0.080 0.000 0.000 0.463 0.501 0.497 0.524 0.526 0.000 0.000 -0.515 -0,514 -0,488 -0.493 -0,456 0,000 NCI Building Systems, L.P. JOB#180733/EGD - LN 2 -5 .. �.. �.............._....._.._._..... �.. .........- ..,.......w.,+.,mr.:a Hr nor+:. znnxxarsn» w. r�: rcen. c+ ...na.,..,c,.«.....y..n....�,.. EXT.COLUMN 1- 2 LENGTH 19.90 FT MEMBER ANGLE 86.23 DEG TEMP DIFF 0. DEG.F RELEASES JN LENGTH YIELD NO, SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE 1 18.62 55. 46. 10 1.86 FT 8.63 IN 36.63 IN 8.000 X0.2500 0.2500 8.000 X0.3750 (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 35.19 - 222.30 RAFTER 2- 3 LENGTH 35.31 FT MEMBER ANGLE 5.98 DEG TEMP DIFF 0. DEG.F RELEASES SECTION LENGTH YIELD NO. (FT) FLG WEB 1 14.08 55. 46. 2 20.00 55. 46. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 21.85 - 281.90 2 18.36 114.83 • • SE TION LENGTH YIELD NO. (FT) FLG WEB 1 20.00 55. 46. 2 14.74 55. 46. (CONTROLLING ACTIONS) AXIAL SECTION FORCE MOMENT NO. (KIPS) (KIP -FT) 1 18.20 115.25 2 21.78 - 282.06 -- ALLOWABLE STRESSES- - FA FBO FBI (KSI) (KSI) (KSI) 11.07 33.00 28.14 NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE 7 2.01 FT 36.63 IN 24.50 IN 6.000 X0.2500 0.2500 6.000 X0.3750 10 2.00 FT 24.50 IN 24.50 IN 6.000 X0.3125 0.1644 6.000 X0.1875 -- ALLOWABLE STRESSES- - FA FBO FBI (KSI) (KSI) (KSI) 24.38 33.00 31.74 17.70 30.82 33.00 -- ALLOWABLE STRESSES- - FA FBO FBI (KSI) (KSI) (KSI) 19.24 30.82 33.00 23.33 33.00 31.74 DESIGN SUMMARY REPORT lin vW�.nWNp A -- MAXIMUM STRESSES - -- - -UNITY CHECK COMPONENTS- - AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.87 - 27.20 23.29 0.26 0.82 0.72 -- MAXIMUM STRESSES - -- - -UNITY CHECK COMPONENTS- - AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 1.71 - 29.80 26.67 0.07 0.90 0.84 2.64 24.47 -30.08 0.15 0.79 0.91 RAFTER 3- 4 LENGTH 35.92 FT MEMBER ANGLE -5.95 DEG TEMP DIFF 0, DEG.F RELEASES NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE 10 2.00 FT 24.50 IN 24.50 IN 6.000 X0.3125 0.1644 6.000 X0.1875 7 2.11 FT 24.50 IN 36.63 IN 6.000 X0.2500 0.2500 6.000 X0.3750 -- MAXIMUM STRESSES - -- - -UNITY CHECK COMPONENTS- - AXIAL FBO FBI OUTER FL. INNER FL. (KSI) (KSI) (KSI) AXIAL BENDING BENDING 2.62 24.56 -30.19 0.14 0.80 0.91 1.71 - 29.81 26.68 0.07 0.90 0.84 PAGE NO. - 4 DATE 6 -30 -99 0 WEIGHT 726. LB MAX COMB AT LOAD UNITY CK DIST COND 0.977 14.0 FT 1 - -- -WEB SHEAR D LOAD FORCE. ALLOW. - COND (KIPS) (KIPS) T 1 -15.95 36.09 0 WEIGHT 1064. LB MAX COMB AT LOAD UNITY CK DIST COND 0.911 1.2 FT 1 0,943 32.3 FT 1 - -- -WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 27.53 36.09 1 13.92 15.39 0 WEIGHT 1087. LB MAX COMB AT LOAD UNITY CK DIST COND 0.933 1.0 FT 1 0.914 34.7 FT 1 - -- -WEB SHEAR D LOAD FORCE ALLOW. - COND (KIPS) (KIPS) T 1 -13.41 15.39 1 -27.43 36.09 NCI Building Systems, L.P. JO13#180733VEGD - IN 2-5 (CONTROLLING ACTIONS) AXIAL SECTION FORCE M0NENT NO. (KIPS) (KIP-FT) 1 34.80 -294.85 • TOTAL FRAME WEIGHT IS 3569. LB • • • --ALLOWABLE STRESSES-- FA FB8 FBI (KSD (KSI) ( K 15.86 33.00 30.29 • DESIGN SUMMARY REPORT 8T.COLUMN 5- 4 LENGTH 19.06 FT MEMBER ANGLE 95.87 DEG TEMP DIFF U. DEG.F RELEASES (1,1N LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB N0. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE 1 18.57 55. 46. 10 1.86 FT 8.75 IN 36.75 IN 6.000 X0.2500 0.2500 6.000 X0.5000 —MAXOMUMSTRESSES --UN{TY CHECK COMPONENTS-- AXIAL FBO FBI OUTER FL. INNER FL. <KSD (KSI) (KSD AXIAL BENDING BENDING 2.58 -29.82 24.19 0.08 0.90 0.80 PAGE' N0, � - 5 DATE 6-30-99 0 WEIGHT 691. LB MAX COMB AT LOAD UNITY CK DIST COND 0.877 18.6 FT 1 ----WEB SHEAR D LOAD FORCE. ALLOW, - COND (KIPS) (KIPS) T 1 -15.90 36.09 • • • N% Building Systems, L.P. ' . LN 2-5 COLUMN 1 - 2 GIRTS LOCATED AT ' .BRACED AT RAFTER 3 - .4 P08LlNS LOCATED AT BRACED AT COLUMN 5 - : G[KTS LOCATED AT . BRACED AT � l4.2QFT PURLINS LOCATED AT 2.63FT 25 ' 7.l4FT `ll.66F[ �D5.l7FT 20.6gFT .2lFT`%Q.72FT 3u3lFT 3532F[ BRACED AT X X .� X X X . X - — }4 � 58F 35 5.52FT��lO.U�F[ .55F[ lQ.O7R� �25. T 28 3% 68FT .lOFT� , . .9ZFT X X X 7.29F['13.20F[ � ` >< ^�'.`^ � PIT iSSUR GH TESTING LABORATORY CATAlL1lNC7 psi 14 S0 LANE AVENU E NCR114. JACKSONVILLE. FL OP.IDA =""_5 as A 11UTUA1. 111I0TCTTICM TM :=211111, TM[ "lima AN. CUR,c•vi7. ALL 1,L... Dl-■ a •c • aurrrrz As „/f C?M7•t CMT1AL roar Ara C/ CL T.MT7. AM, AU:1•0111J1T,O•1 mot rjau .AT:CM Or •TTATir CY". CO.•CLU$ION7 CR C211•CT1 T1CH OM tLCaRCtaO OUt \fl7 RTi :1 •.:::i2YC] 7Cw:1 OUR MR1T:C)1 lITR7••L. vievr�alr„vmts�*� . m�.* v.•. w. x ,nos..Fxa 1.43.4vn,.e0440.wvu.n,. ... 11,4,.x, « >vr,,,r. • AEEA CODE ( 4) 7F.:1-42C0 Tests were conducted using the Flo-Lec Strand Grips, FWC E S strand and FWC eyebolts as set forth in the above table with all tested assemblies providing at least 100: of the strand rated breaking load per ASTX -A 475. minimum assembly breaking strength. Certified PITTSBURGH TESTING LA3ORA • • Caarles L. Moore; P. E. iFWC guarantees that all cress brace assemblies fabricated in accordance with the a'u•:•: a table will meet pr exceed the specified FLO_L :C Cat. No. E :'.S STRAND • -Per AST :-A475- .�.=43 EYEBOLT Sipe . 1:IN. A SFX EtY ar ?Okla$ ; ti ? a?,t:i • (Pounds) • :WC 250 BA 1/4" 1/2" 6,650 • FWC 312 BA • 5/16" . . . 5/8" • 11, 200 FWC 375 IA 3/8" 5/8" 15,400 • YWC 437 BA 7/15" 3/4" 20,800 FWC 500 BA 1/2" 7/6 25,900 .. PIT iSSUR GH TESTING LABORATORY CATAlL1lNC7 psi 14 S0 LANE AVENU E NCR114. JACKSONVILLE. FL OP.IDA =""_5 as A 11UTUA1. 111I0TCTTICM TM :=211111, TM[ "lima AN. CUR,c•vi7. ALL 1,L... Dl-■ a •c • aurrrrz As „/f C?M7•t CMT1AL roar Ara C/ CL T.MT7. AM, AU:1•0111J1T,O•1 mot rjau .AT:CM Or •TTATir CY". CO.•CLU$ION7 CR C211•CT1 T1CH OM tLCaRCtaO OUt \fl7 RTi :1 •.:::i2YC] 7Cw:1 OUR MR1T:C)1 lITR7••L. vievr�alr„vmts�*� . m�.* v.•. w. x ,nos..Fxa 1.43.4vn,.e0440.wvu.n,. ... 11,4,.x, « >vr,,,r. • AEEA CODE ( 4) 7F.:1-42C0 Tests were conducted using the Flo-Lec Strand Grips, FWC E S strand and FWC eyebolts as set forth in the above table with all tested assemblies providing at least 100: of the strand rated breaking load per ASTX -A 475. minimum assembly breaking strength. Certified PITTSBURGH TESTING LA3ORA • • Caarles L. Moore; P. E. iFWC guarantees that all cress brace assemblies fabricated in accordance with the a'u•:•: a table will meet pr exceed the specified - - aENaRAI. PATH . DIMENSIONAL PROPERTIES ALLOWADLES Section propert and 1986 edition of the AISI • I. and l for deflection • Se and Sy are for • Fy= 57.0KS! • Fu = 70.0 MI AXIS X -X allowables specifications detemiination bending sEQTIQN PRaPPRTIss computed in with 1989 addendum. accordance AXIS Y -Y with the Re o I J 1 x x _ R =.1875 Section flame 1 Y • D x B (in) 8 x 2.5 Gage 16 Thick (in) 0.059 Weight lb / If 2.996 - Area (1112) 0.822 , Lip _(in) 0.773 M. _ill - k) 4.744 V. (kips) 2.332 I. (in') 7.791 S. (in 1.668 RA (in) 3.078 If (in') 0.675 S1. (111 0.335 (in) 0.906 8x 2.5 C16 8 x 2.5 C15 8 x 2.5 15 0.065 3.080 0.906 0.788 5.415 3.124 8.566 1.904 3.075 0.743 0.375 0.906 8 x 2.5 C14 8 x 2.5 14 0.070 3.317 0.976 0.800 5.827 3.907 9.210 2.049 3.072 0.800 0.408 0.906 13 0.085 4.028 1.185 0.836 7.683 7.023 11.126 2.701 3.065 0.970 0.511 0.905 8x 2.5 C13 8 x 2.5 8 x 2.5 C12 8 x 2.5 12 0.105 4.976 1.463 0.885 9.705 12.661 13.649 3.412 • 3.054 1.196 0.649 0.904 10 x 2.5 C16 10 x 2.5 16 0.059 3.197 0.940 0.773 5.863 1.842 13.256 2.061 3.755 0.719 0.336 0.875 10 x 2.5 C15 10 x 2.5 15 i 0.065 3.522 1.036 0.788 6.830 2.466 14.582 2.401 1 3.752 0.792 0.376 0.874 10 x 2.5 C14 10 x 2.5 14 0.070 3.793 1.116 0.800 7.608 3.083 15.685 2.675 3.750 0.853 0.410 0.874 10 x 2.5 C13 10 x 2.5 13 0.085 4.606 1.355 0.836 10.409 5.538 18.973 3.688 • 3.742 1.035 0.513 0.874 10 x 2.5 C12 10 x 2.5 12 0.105 5.690 1.673 0.885 13.263 10.483 23.316 4.663 3.733 1.277 0.654 0.874 12 x 2.5 C16 12 x 2.5 16 0.059 3.598 1.058 0.773 6.997 1.522 20.601 2.460 4.412 0.154 0.337 0.844 - 12 x 2.5 C15 12 x 2.5 15 0.065 3.964 1.166 0.788 8.119 2.037 22.670 2.855 4.410 0.830 0.377 0.844 12 x 2.5 C14 12 x 2.5 14 0.070 4.269. 1.256 0.800 9.014 2.546 24.391 3.169 4.407 0.894 0.411 0.844 12 x 2.5 C13 12 x 2.5 13 0.085 5.184 1.525 0.836 13.385 4.571 29.529 4.706 4.401 1.085 0.515 0.844 12 x 2.5 C12 12 x 2.5 12 0.105 6.404 1.883 0.885 17.222 8.646 36.329 6.055 4.392 1.340 0.657 0.8g tit Y S vision Elate: Aunusl 12. 1998 File: c:lengr(ormisecllon properties of ceesl.doc "r--1 1, • • GENERAL. PATA DIMENSIONAL PROPERTIES ALLOWADLES .. Section properties and allowables are 1986 edition of the AISI specifications • I. and I are for deflection determination • S. and S are for bending • Fy = 57.0 KSI • Fu= 70.0KSI 8 CTIQN PROPgRTIgs AXIS X -X computed in with 1989 addendum. accordance AXIS Y -Y with the O I =F x x _ / =.1875 / / ` Section game I Y • D x B (in) 14 x 2.5 Ga a 9 16 Thick (in) 0.059 Weight lb I If 4.000 Area (in2) 1.176 Lip (in) 0.773 M. _(ft - k 8.144 V. (kips) 1.296 I. (in') 30.063 S.. (in') 2.863 R. (in) 5.055 I, (in') 0.781 S. (in 0.337 R (in) 0.815 14 x 2.5 C16 14 x 2.5 C15 14 x 2.5 15 0.065 4.406 1.296 0.788 9.427 1.735 33.089 3.314 5.053 0.861 0.378 0.815 14 x 2.5 C14 14 x 2.5 14 0.070 4.745 1.396 0.800 10.444 2.169 35.608 3.672 5.051 0.927 0.412 0.815 14 x 2.5 C13 14 x 2.5 13 0.085 5.762 1.695 0.836 15.347 3.891 43.134 5.396 5.045 1.126 0.516 0.815 14 x 2.5 C12 14 x 2.5 12 0.105 7.118 2.093 0.885 21.580 7.357 53.110 7.587 5.037 1.390 0.659 0.815 1 Y vision Dale: August 12. 1998 File: c:1engrformisecllon properties of ceee•? ioc 0 ' J -i x ; . QENORAL DATA . DIMENSIONAL PROPERTIES ALLOWADLES 1986 edition of the AISI specifications • I. and I, are for deflection determination • S. and S are for bending • Fy = 57.0 KSI • Fu= 70.0 KSI egcTIQN PRQPgRTIE8 AXIS X -X with 1989 addendum. AXIS Y -Y . Rr x - 711..1875 I Y section Name 0 x13 (in) 8 x 3.5 Gage 16 Thick (in) 0.059' Weight lb / I f 3.197 Area (in2) 0.940 Lip (in 0.773 M. _(ft - k 4.870 V. (kips) 2.332 I. (in') 9.652 S.. (in') 1.712 R. (in) 3.204 I, (in 1.523 S 1. (in 0.548 (in) 1.273 8 x 3.5 C16 8x 3.5 C15 8 x 3.5 15 0.065 3.522 1.036 0.787 5.714 3.124 10.612 2.009 3.201 1.678 0.614 1.273 8x 3.5 C14 8 x 3.5 14 0.070 3.793 1.116 0.800 6.402 3.907 11.411 2.251 3.198 1.808 0.670 1.273 8 x3.5 C13 8 x 3.5 13 0.085 4.606 1.355 0.836 8.092 7.023 13.789 2.845 3.190 2.196 0.841 1.273 8x 3.5 C12 8 x 3.5 12 0.105 5.690 1.673 0.085 10.164 12.661 16.921 3.574 3.180 2.712 1.074 1.273 10 x 3.5 C16 10 x 3.5 16 0.059 3.590 1.058 0.773 6.071 1.842 16.171 2.134 3.909 1.633 0.550 1.242 10 x 3.5 C15 10 x 3.5 15 0.065 3.964 1.166 0.787 7.102 2.466 17.790 2.497 3.906 1.800 0.617 1.243 10 x 3.5 C14 10 x 3.5 14 0.070 4.269 1.256 0.800 8.033 3.083 19.136 2.824 3.904 1.939 0.673 • 1.243 10 x 3.5 C13 10 x 3.5 13 0.085 5.184 1.525 0.836 11.022 5.538 23.151 3.875 3.897 2.356 0.845 1.243 10 x 3.5 C12 10 x 3.5 12 0.105 6.404 1.883 0.885 13.827 10.483 28.456 4.861 3.887 2.912 1.082 . 1.243 12 x 3.5 C16 12 x 3.5 16 0.059 - 4.000 1.176 0.773 7.279 1.522 24.808 2.559 4.592 1.721 0.552 1.210 - 12 x 3.5 C15 12 x 3.5 15 0.065 4.406 1.296 0.787 8.494 2.037 27.299 2.986 4.590 1.897 0.618 1.210 12 x 3.5 C14 12 x 3.5 14 0.070 4.745 1.396 0.000 9.586 2.546 29.372 3.370 4.588 2.044 0.675 1.210 12 x 3.5 C13 12 x 3.5 13 0.085 5.762 1.695 0.836 13.294 4.571 35.563 4.674 4.581 2.484 0.849 1.211 12 x3.5 C12 12 x 3.5 12 0.105 7.118 2.093 0.885 17.900 8.646 43.758 6.293 4.572 3.071 1.088 1.211 NOTES: corn tiled in accordance with the File: c:1ennrformiseclion properties of cees3.doc ' L Y 4---1 I i 1986 x . PENERAL DATA DIMENSIONAL PROPERTIES . ALLOWABLES Section properties and edition of the AISI IY and I for deflection S, and Sy are for • Fy= 57.OKSI • Fu= 70.OKSI AXIS X -X allowables specifications detenninalion bending • 8FQTIQN PRQPERTIP computed in with 1989 accordance addendum. AXIS Y -Y with the . R o - x _ l R ...1875 / Section (Jame I Y • 0 x 8 nj_ 14 x 3.5 Gage Thick _(ink 0.059' Weight lb / If Area (in2)._ 1.294 Lip (in) 0.773 Ma (It - k)_ 8.489 V,• (kips 1.296 Ix jinn 35.797 Sze _(±n?1_ 2.985 Rx inj_ 5.259 I (in') S. (in') (in) 1.793 0.552 1.177 14 x 3.5 C16 16 4.401 14 x 3.5 C15 14 x 3.5 15 • 0.065 4.848 1.426 0.787 9.893 1.735 39.399 3.478 5.257 1.976 0.619 1.177 14 x 3.5 C14 14 x 3.5 14 0.070 5.221 1.536 0.800 11.148 2.169 42.400 3.920 5.255 .130 0.676 1.178 14 x3.5 C13 14 x 3.5 13 0.085 6.340 1.865 0.836 15.370 3.891 51.364 5.404 5.248 2.589 0.851 1.178 14 x 3.5 C12 14 x 3.5 12 0.105 7.832 2.303 0.885 21.533 7.357 63.246 7.571 5.240 3.202 1.091 1.179 • 4, Y 5: • ision Date: August 12. 1998 File: c:lengrlormisection properties of cees4.doc Y r File: c :lengrtormisectIon properties of cees5.doc t e . oENgRAI. pATA DIMENSIONAL PROPERTIES • ALLOWADLES NOTES: Section properties and 1986 edition of the AISI • I. and ! for deflection • S. and Sy are for • Fy = 57.0 ICSI • Fu = 70.0 ICSI AXIS X -X allowables specifications determination bending 6PaTIQN PRQPgliTI5$ computed in with 1989 accordance addendum. AXIS Y -Y with the . Fi 4 , I x I t I Lt -' x R =.1815 t- Section Name Y • D x B (in) (2) 8 x 3.5 Gage 16 Thick (in) 0.059 Weight II) / II 6.394 Area ____012)____ 1.881 Lip _____(in)____ 0.773 M. (It - k) 9.739 V. _jkiL)__ 4.665 I. in1_ 19.303 S.. _pa_ 3.424 R. (in) 3.204 I (in') 5.133 S (in') 0.963 (in) 1.652 8 x 3.5 C16 0.787 11.728 6.248 21.225 4.018 3.201 5.674 1.078 1.655 8 x 3.5 C15 (2) 8 x 3.5 15 0.065 7.044 2.072 8 x 3.5 C14 (2) 8 x 3.5 14 0.070 7.586 2.231 0.1300 12.803 7.014 22.822 4.501 3.198 13.130 1.178 1.657 8 x 3.5 C13 (2) 8 x 3.5 13 0.085 9.212 2.709 0.836 16.103 14.046 27.578 5.690 3.190 7.506 1.502 1.664 8 x 3.5 C12 (2) 8 x 3.5 12 0.105 11.3794 3.347 0.885 20.329 25.320 33.843 7.147 3.180 9.374 1.971 1.674 'r w Y r File: c :lengrtormisectIon properties of cees5.doc Y vision Date: August 12. 1998 • File: c: lengrformiseclton properties of eave struts.doc4C■1�j B1 + 71, °` • p ,,,, • QgNgRAI. PATH DIMENSIONAL PROPERTIES ALLOWADLES Section properties and 1986 edition of the AISI I. and l for deflection • S. and S are for Fy = 57.0 KSI • Fu = 70.0 KSI AXIS X -X allowables specifications determination bending 6 CTIQN PRQPgRTIge =puled in with 1989 accordance addendum. AXIS Y -Y with the R x - - I 82 • • Section flame D x B 1 x132 (in) 8x 3.375 x5 Gage 16 Thick (in) 0.059 • Weight lb / If 3.598 Area (in2) 1.058 Lip (in) 1.088 M. _Aft - k)_ 5.377 V, (kips) 2.350 1. (in') 10.936 S. (in') 1.890 R. (in) 3.215 i (in 2.902 S (in') 0.717 (in) 1.656 8ES16 8E514 8x 3.375 x5 14 0.070 4.269 1.256 1.114 7.109 • 3.937 12.924 2.499 3.208 3.440 0.876 1.655 8ES12 8x 3.375 x5 12 0.105 6.404 1.883 1.200 11.379 12.754 19.143 4.001 3.188 15.142 1.408 1.653 10ES16 10x 3.375 x5 16 0.059 4.000 1.176 1.088 6.803 1.853 18.319 2.392 3.946 3.117 0.719 1.628 14 0.070 4.745 1.396 1.114 8.991 3.102 21.670 3.161 3.941 3.697 0.880 •1.628 10ES14 10 x 3.375 x 5 10ES12 10 x 3.375 x 5 12 0.105 7.118 2.093 1.200 15.523 10.546 32.195 5.458 I 3.922 5.537 1.422 1.626 12ES16 12 x 3.375 x5 16 1 0.059 4.401 1.294 1.088 8.233 1.529 28.050 2.895 4.655 3.294 0.721 1.595 12ES14 12 x 3.375 x 5 14 I 0.070 5.221 1.536 1.114 10.852 2.559 33.201 3.815 , 4.650 3.907 0.883 1.595 12ES12 12 x 3.375 x 5 12 0.105 7.832 2.303 1.200 20.305 8.689 49.4 2 7.067 4.632 5.855 1.430 1.594 14ES16 14 x 3.375 x 5 16 0.059 4.802 1.412 1.088 9.666 1.302 40.364 3.398 5.346 3.441 0.722 1.561 1.561 14ES14 14 x 3.375 x 5 14 0.070 - 5.697 1.676 1.114 12.719 2.178 47.793 4.472 5.341 4.082 0.886 14E512 14 x3.375 x5 12 0.105 8.546 2.513 1.200 23.887 7.388 71.250 8.398 5.324 6.120 1.436 1.560 Y vision Date: August 12. 1998 • File: c: lengrformiseclton properties of eave struts.doc4C■1�j o+ I NOTES: Section properlies and allovrables are computed in accordance with the 1986 edition of the AISI specifications with 1989 addendum. -rr.o 1575 • X I. and I for deflection determination I 0 -, • Se and S for bending 5°' Fy = 57.01 <SI • • e: • Fu = 70.0 KSI ,, Section Name G NORAL PATH . ALLOWABLES SECTION PRoFTRTIE$ AXIS X -X AXIS Y•Y • DIMENSIONAL PROPERTIES S1. D x 81 x 82 fin) 8 x 2.125 x 2.375 Gage 16 Thick - irk 0.059 Weight II) / If 2.796 Area _DO) 0.822 Lip (in)_ 0.911 M, _Ill= k 4.970 V. skips) 2.332 I. (in') 7.759 S.. min' 1.747 R. (in) 3.072 I (in') 1.081 (in') 0.338 r (in) 1.146 8 x 2Z16 8 x 2Z15 8 x 2.125 x 2.375 15 0.065 3.080 0.906 0.922 5.599 3.124 8.534 1.969 3.069 1.194 0.388 1.148 8 x 2.125 x 2.375 14 0.070 3.317 0.976 0.930 6.078 3.907 9.177 2.137 3.067 11.289 0.429 1.150 8 x 2Z14 8 x 2Z13 8 x 2.125 x 2.375 13 0.085 4.028 1.105 0.956 7.749 7.023 11.095 2.724 3.060 1.577 0.544 1.154 8 x 2Z12 8 x 2.125 x 2.375 12 0.105 4.976 1.463 0.990 9.519 12.661 13.624 3.347 3.051 1.967 0.678 1.160 10 x 2Z16 10 x 2.125 x 2.375 16 0.059 3.197 0.940 0.911 6.154 1.842 13.215 2.164 I 3.749 1.081 0.338 1.072 10 x 2Z15 10 x 2.125 x 2.375 15 0.065 3.522 1.036 .0.922 7.214 2.466 14.541 2.536 3.747 1.195 0.388 1.074 10 x 2Z14 10 x 2.125 x 2.375 14 0.070 3.793 1.116 0.930 0.130 3.003 15.642 2.858 t 3.745 1.290 0.428 1.075 10 x 2Z13 10 x 2.125 x 2.375 13 0.085 4.606 1.355 0.956 10.600 5.538 18.953 3.727 3.738 1.578 0.544 1.079 10 x 2Z12 10 x 2.125 x 2.375 12 0.105 5.690 1.673 0.990 13.043 10.483 23.285 4.586 3.730 1.968 ' 0.676 1.085 .visinn Hale: Aunust 12. 1998 File: c:1engrformtseclton properties of zeet.doc %""'T 8l NOTES: Ay I \ { Section propel lies and allowables computed in accordance with the 1986 edition of the AISI specifications with 1989 addendum. -a =o rers x I. and l for deflection determination x a -, • S. and Sy are for bending • Fy= 57.0KSI � 82 •• RI = 70.0 KSI Section Name GPNERAI- DATA • DIMENSIONAL PROPERTIES ALLOWABLES sgQTIQN PRQPFRTIss AXIS X -X AXIS Y -Y D x 81 x132 (in) 10 x 3.125 x 3.375 Gage 16 Thick (h _ 0.059 Weight II) / If 3.598 Area ' Oa__ 1.058 Lip (in) ' 0.911 M. (j) 6.340 V. (kips) 1.842 I. _Ka_ 16.131 S.. ink_ 2.232 R. _IL_ _ 3.904 I (in') 2.582 S (in 0.488 R (in) 1.562 10 x 3Z16 10 x 3Z15 10 x 3.125 x 3.375 15 0.065 3.946 1.166 0.922 7.361 2.466 17.749 2.588 3.902 2.852 0.532 1.564 10 x 3Z14 10 x 3.125 x 3.375 14 0.070 4.269 1.256 0.930 8.269 3.003 19.094 2.907 3.900 3.077 0.570 1.566 10 x 3213 10 x 3.125 x 3.375 13 0.085 5.184 1.525 0.956 11.185 5.538 23.112 3.933 3.893 3.759 0.698 1.570 10 x 3Z12 10 x 3.125 x 3.375 12 0.105 6.404 1.883 0.990 14.029 10.483 28.427 4.932 3.885 4.681 0.956 1.577 12 x 3Z16 12 x 3.125 x 3.375 16 0.059 4.000 1.176 0.911 7.608 1.522 24.759 2.675 4.508 2.583 0.490 1.482 12 x 3Z15 12 x 3.125 x 3.375 15 1 0.065 4.406 1.296 0.922 8.806 2.037 27.250 3.096 I 4.586 2.852 0.534 1.484 12 x 3Z14 12 x 3.125 x 3.375 14 `: 0.070 4.745 1.396 0.930 9.069 2.546 29.321 3.470 4.584 3.078 0.573 1.485 12 x 3Z13 12 x 3.125 x 3.375 13 0.085 5.762 1.695 0.956 13.462 4.571 35.515 4.733 4.578 3.760 0.701 1.490 12 x 3Z12 12 x 3.125 x 3.375 12 0.105 7.118 2.093 0.990 18.129 8.646 43.722 6.374 4.570 4.682 0.959 1.495 14 x 3Z16 14 x 3.125 x 3.375 16 0.059 4.401 1.294 0.911 8.873 1.296 35.739 3.120 5.255 2.583 0.490 1.413 14 x 3Z15 14 x 3.125 x 3.375 15 0.065 4.848 1.426 0.922 10.256 1.735 39.342 3.606 5.253 2.853 0.535 1.414 14 x 3Z14 14 x 3.125 x 3.375 14 0.070 5.221 1.536 0.930 11.479 2.169 42.339 4.036 5.251 3.078 0.575 1.416 14 x 3Z13 14 x 3.125 x 3.375 13 0.085 6.340 1.865 0.956 15.572 3.891 51.307 7.240 5.246 3.760 0.704 1.420 14 x 3Z12 14 x 3.125 x 3.375 12 0.105 7.832 2.303 0.990 22.092 7.357 63.204 7.767 5.238 4.682 0.961 1.426 :ision Dale: August 12. 1990 File: c:lengrfonnlseclion properties of zee2.doc GA. 24 22 13116' N Span in Feet 4.0 5.0 6.0 7.0 PAM- PROPPRTIE6 ALI.oWAIgg UNIFORM WARP IN PAUNP8 PRR sgUARB FOOT 518' 7 7/8' Design Thickness (in) 0.0223 0.11286 12' IIET COVERAGE 2 5116' 7 318' 12" "WR" Partel Weight (psi) 1.34 1.72 Live Load Stress 158 100 69 51 2 5/1 " Fy (ksi) 50.0 50.0 24 GAUGE NOTES: The panel section props lies have been calculated in accordance with the 1986 edition of the AISI specifications with 1989 addendum. • h is for deflection determination • S. is for bending • M. is allowable bending moment • The panel weight has been deducted from the allowable loads • Values shown for wind load deflection are Nulled by a maximum deflection ratio of L/120 • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions • Load table values do not include web crippling requirements In' /ft 0.3276 0.4225 PANELTOP IN COMPRESSION (Fy) Live Load Deflection 681 348 202 127 S. / ft 0.1471 0.1907 M. in-kip / ft 4.40 5.71 Live Load Stress 211 134 93 68 fns / ft . 0.2010 0.2772 PANEL BOTTOM IN COMPRESSION (Fy) 1 • 22 GAUGE S. AP /11 0.1090 0.1459 Live Load Deflection 901 461 267 168 M. in-kip / 11 3.26 4.37 File: c:\engrform\section properlles of panels - 12- wr.doc PANFI. PfIRPI:RTIFG AI.I.QWARI•F UNIFORM MN IN PQUNPS PPR QUA FQQT 13116' - GA. 24 22 Span in Feet 4.0 5.0 6.0 7.0 2 5116' 518' i 718' 743116' Design Thickness (in) 0.0223 0.0286 18' 1IET COVERAGE 13 318' 5' i 43116' ?O 1 I (- 1 1518' 18" "WR" Pane1 Weight (psi) 1.22 1.56 Live Load Stress 105 67 46 33 2 5116' 1 �I Fy (ksi) 50.0 50.0 24 GAUGE Ix In' / ft 0.2599 NOTES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with 1989 addendum. • Ix is for deflection determination • S. is for bending • M. is allowable bending moment The panel weight has been deducted from the allowable loads Values shown for wind load deflection are limited by a maximum deflection ratio of 1/120 • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.0 for 2 span conditions • Load table values do not include web crippling requirements 0.3354 PANEL TOP IN COMPRESSION (Fy) Live Load Deflection 500 260 • 151 95 S. in' / it 0.1057 0.1379 Nt, in -kip / ft 3.17 4.13 Live Load Stress 141 90 62 45 Ix In' /ft 0.1349 0.1867 PANEL BOTTOM IN COMPRESSION (Fy) 22 GAUGE S x I in' / it 0.0749 • 0.0976 Live Load Deflection • 672; 344 199 125 in -kip / ft 2.18 2.92 File: c:lenrlrform'.secllon properlies of panels - 1B- wr.doc I PANT PROPgRTIg$ 13116' - GA. 24 22 Span in Feel 4.0 5.0 6.0 7.0 25116' � 718' 518 / 3116' Design Thickness (in) 0.0223 0.0286 24' f 1ET COVERAGE 19 318' 7' . 6 3116' • 70 I r i t T I 1 1 518' 24" "WR" Panel Weight (psi) 1.16 1.49 AI.1.oWA$I•0 UNIFORM I.QAPR IN PAUNps P R gOUARI~ FOOT Live Load Stress 79 50 34 25 2 5116' Fy (ksi) 50.0 50.0 24 GAUGE NOTES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with 1989 addendum. • I. is for deflection determination • S. is for bending • Ma is allowable bending moment • The panel weight has been deducted from the allowable loads • Values shown for wind load deflection are limited by a maximum deflection ratio of U120 • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span coriditi nis • Load table values do not include web crippling requirements In / ft 0.2129 0.2749 PANEL TOP IN COMPRESSION (Fy) Live Load Deflection 405 207 120 76 S. in' / ft 0.0014 0.1075 tvi in -kip / ft 2.44 3.22 Live Load Stress 105 67 46 33 1. In' /tt • 0.1014 , 0.14p6 PANEL BOTTOM IN COMPRESSION (Fy) 22 GAUGE S. lin l It 0.0547 0.0733 Live Load Deflection ' : 535, 274 159 100 M. in -kip / It - 1.64 2.20 Flip- r.•1ennrform1seclion properties of panels - 24- wr.doc PANEL PROPPRTIP$ AI.LOWAPLE UNIFORM LOADS IN PPUNPS PPR 6AUARR FOOT 12' GA. 26 24 Span in Feet 4.0 5.0 6.0 7.0 0.0 Design Thickness (in) 0.0181 0.0223 3V NET COVERAGE 12' "A" Panel Wind Load Pressure 85 54 38 28 21 0.91 1.13 Weight (psi) 12' 6 . Fy (ksi) 80.0 50.0 26 GAUGE Wind Load Suction 64 . 41 . 29 21 16 NOTES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with 1909 addendum. • I. is for deflection determination • S. is for bending • M, is allowable bending moment • The wind load stress values have been increased by 33 1/3% • Values shown for wind load deflection are limited by a maximum deflection ratio of 11120 • Allowable load values shown are biased on panel covering 3 equal continuous spans. Multiply allowable stress values shown by 0.8 for 2 span conditions • This panel is to be used as wall panel only In' /It 0.0187 0.0273 PANEL TOP IN COMPRESSION (Fy) Wind Load Deflection 84 43 25 16 10 S. in /It 0.0275 0.0377 M. in -kip / ft 0.99 1.13 Wind Load Pressure 93 59 41 30 23 I. In' /It • 0.0240 0.0 319 PANEL BOTTOM IN COMPRESSION (Fy) 24 GAUGE Wind Load Suction 73 47 33 24 18 S. / ft 0.0365 0.0477 Wind Load Deflection • 114 M, in -kip / It 1.31 59 34 21 1.43 to Q 5 :6 - nt. 1 UWIR'.UC The panel section properties have been calculated In accordance with the 1986 edition of the AISI specifications with 1989 addendum. . - • fur deec determination rr 'r rr r tm r –� – _ / 1— 1 1 r ;:':: 1 l, , CEP • Ma is allowable bending moment SCREW GROOVE The wind load stress values have been increased by 33 1/3% • Values shown for wind load deflection are limited by a maximum deflection ratio of L/120 "AM" Panel • Allowable load values shown are based on panel covering 3 equal continuous spans. Multiply allowable stress GA. Design Thickness (in) Weight (psi) Fy (ksi) values • This panel PANPI, PRQPPRTIFs PANEL shown by 0.0 for 2 span conditions Is to be used as wall panel only TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) I. In I ft S. lii Ill M. in -kip I R 1.87 I. In / fl . 0.0388 S. in I fl 0.0365 !d, in -kip / 8 1.31 26 0.0181 0.91 80.0 0.0451 0.0522 24 0.0223 1.12 50.0 - 0.0555 0.0043 1.92 0.0536 l 0.0536 1.60 ALI,QWAW.E 26 GAUGE UNIFORM I.QADa IN POUNDS PPR aAUARE FOOT 24 GAUGE Span in Feel Wind Load Pressure 104 Wind Load Suction Wind Load Deflection Wind Load Pressure Wind Load Suction Wind Load Deflection 125 210 05 114 162 4.0 5.0 54 .. 73 • 83 67 80 108 6.0 30 51 48 46 • 56 62 00 7.0 28 37 30 34 41 39 0.0 21 28 20 26 31 26 NOTES: rq.. .••t rnnn%nnrtinn nrnnn411es or panels - ar n.doc • Revision Date: June 16, 1998 • File: c: \engrform\section properties of panels - pbr.doc 36' NEI COVERAGE NOTES: 1- 12' 12' 12' The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with - 1909 addendum. . • I. is for deflection determination to —1 2� 1. 314' 1— I -{ I a . 4' \._, `f 'PBR „ Panel 13 112' I 1 — 318 ' • S. is for beetling — • Ma is allowable bending moment • The panel weight has been deducted from the allowable loads • The wind load stress values have been increased by 33 1/3% GA. • Design Thickness (in) Weight (psi) Fy (ksi) • Values shown for wind load deflection are limited by • Allowable load values shown are based on panel covering values shown by 0.8 for 2 span conditions • Load table values do not include web crippling requirements PANEL PROPERTIES PANEL TOP IN COMPRESSION (Fy) a maximum deflection ratio of U120 3 equal continuous spans. Multiply allowable stress PANEL BOTTOM IN COMPRESSION (Fy) I. In' / ft S. in / ft M, in - kip / ft 1.36 I. In' / it 0.0414 S. i in / ft 0.0502 M, in -kip / ft 1.80 26 0.0181 0.92 80.0 0.0425 0.0379 24 0.0223 1.14 50.0 0.0596 0.0571 1.71 0.0573 0.0644 1.93 ALLQWADLE UNIFORM LOADS IN I POUNDS PER SQUARE FOOT GAUGE Span in Feel I 26 GAUGE 24 Wind Load Uplift Live Load Stress Live Load Deflection Wind Load Uplift Live Load Stress Live Load Deflection 4.0 89 87 108 112 93 • 151 5.0 57 55 55 72 59 77 6.0 40 38 32 50 41 45 7.0 30 28 20 37 30 28 8.0 23 21 14 29 22 19 r� • Revision Date: June 16, 1998 • File: c: \engrform\section properties of panels - pbr.doc Revision Date: August 12. 1998 File: c:lengrformisection properties of panels - r.doc 36' HET COVERAGE NOTES: • The panel section properties have been calculated in accordance with the Live Load Deflection 4.0 89 87 108 112 93 151 5.0 57 55 55 72 59 77 6.0 40 38 32 50 41 45 7.0 8.0 30 23 28 21 20 37 30 28 14 29 22 19 i Revision Date: August 12. 1998 File: c:lengrformisection properties of panels - r.doc 16'11E1 COVERAGE NOTES: ES: The panel section properties have been calculated in accordance with the 1986 edition of the AISI specifications with 1989 addendum. • I, is for deflection determination • S, is for bending • M, is allowable bending moment The has been deducted from the allowable loads 374• 4' 4' 4' 1• 1 r1 _ • panel weight "SS216" Panel • Values shown for wind load deflection are limited by a maximtun deflection ratio of L/120 • Allowable load values shown are bAsed on panel covering 3 equal continuous spans. Multiply allowable stress GA. Design Thickness (in) Weight (psi) • Fy (ksi) values • Load table PAN%. PIIQPgRTIE$ PANEL shown by 0.8 for 2 span conditions values do not include web crippling requirements TOP IN COMPRESSION (Fy) PANEL BOTTOM IN COMPRESSION (Fy) I, In I ft S, in 1 It M, in-kip I ft I, In' / ft 1 S, in / ft M, in-kip / ft 24 22 0.0223 0.0286 1.29 1.66 50.0 50.0 0.1332 0.1712 0.0739 2.21 . 0.0637 0.0584 1.75 0.1023 3.06 0.9905 0.0796 2.38 ALI.QWABI.g 24 GAUGE UNIFORM LQAPP IN PQUNps PgR PAUAR4 FOOT 22 GAUGE • Span in Feet Live Load Stress Live Load Deflection Live Load Stress Live Load Deflection 4.0 84 254 114 ' 337 5.0 53 130 73 173 6.0 37 75 50 100 7.0 27 47 36 63 Revision Dale: Annusl 12, 19913 File: c:lengrformisection properties of panels . ttioc 36' HET COVERAGE NOTES: The panel section properties have been calculated in accordance with (he 9 Q3 Revision Dale: Annusl 12, 19913 File: c:lengrformisection properties of panels . ttioc ,.:,.. .�. .,....: +. ":�• ., CLARIFICATION TO SHEET 3 WAREHOUSE ADDITION - CARLYLE, INC. APPROVED SET BY CITY OF TUKWILA PERMIT # D99 -0281 1) Detail 2 — Cage around AB's to be (4) #4 rebar, straight(no leg), in 18" sq. dimension w /(3) #3 Ties as shown in detail. 2) 2'x2' pads to have (3) #4 rebar Each Way, min. 2" off Bottom. 3) Detail 3 to start 40' from existing EW(Line A -6, per Metallic Drawing) and continue to end of 6' wall extension. Total of 41'. Detail 5(Grade Beam) to extend full length of line E(no step). 4) Plinths located at E -6 & C -6 only. No plinth @ B -6. 5) On Detail 4 - Std. #6 Dowel to be 24" Vert. & 12" Horiz. Bottom rebar grid of (6) #6 Each Way at Base of pad. 6) Detail 5 — (4) #5 rebar as detailed. 7) Spread Footer for column @ Grid. Line B,6 is to be 2'x2' type. lyrFo�zgI • REVISION N0. RECEIVED CITY OF TUKWILA DEC 7 1999 PERMIT CENTER ",� „'�. , ° SPECIAL INSPECTION PROGRAM WAREHOUSE ADDITION - CARLYLE, INC. CITY OF TUKWILA PERMIT # D99 -0281 1) Special Inspection Concrete — Not Required. PSI for concrete specified is 2500 psi, therefore no special inspections required. 2) Field Weld Inspection — Not Required. All welding by manufacturer. Manufacturer follows AISC requirements and is certified by them for Metal Buildings. Certificate enclosed. Any structural modifications to manufactured building in field, will require authorization from manufacturer and field weld inspection. 3) High Strength Bolt Inspection - Required. 4) Bolts in Concrete — Not Required. No special strength bolts embedded in concrete. Anchor bolts to be A36 J type bolts. Date: 11/5/99 RECEIVED CITY OF TUKWILA DEC 7 1999 PERMIT CENTER 'FROM1, N.LEHT1NEN Engineering H N Lehtinen Enaintering 3216 Wet rt ore Ave. Everett, WA 98201 (425)252-...y 73 _ 12 5 REVISION 1■101 AtNo-fcki - ..soLrr _ 11 a (al.f/4 - z 85- . --( 5 '1 ov2 cro6 0,2 73g Z 7 •■•■••• 1■611 PHONE D. : 206+252+2373 (...., Dec. 09 1999 10:46AM P1 By Date Page No. of • - --RECEIVED ,..,, cny OF TUKWILA DEC, 0 9 1999 PERMIT CENTER 1 26 ±.o2) , 141 ‘ 71- . ‘ 45e .1: FROM N. LEHTIPEN Engineering C H N Lehtinen Engineering 3216 Wetmore Ave. Everett, WA 98201 (425)252.2373 REVISION N0. Z PHONE NO. : 206 +252 +2373 Page No. of Dec. 09 1999 11 :25AM P1 By Date CrrY of TUKWILA_ _ . nnr R g 1999 PEhM ' bes4 614 .. . (ege- oceiNu4) Vvp = 41 25 6ty C2.) Yi:56 f ..vim 85 0309)x 1 44. :)( `4 _ . 3 = ... 3 ......._...__. -.. _............ o = 4 + 2. x .12 4 } .. = g53 Pc-7-7_4 : 0... -` J - $106.s.g. — 6'J A 2x 3 .. 7. . 331, ...... UFLIPr - 4123 .. Z x'a.... . ?.,�� _...�.. . .. it . v.. _ _ ... g 6.. ,�6 �_._ ... 7 .._......____ (15 .o, r t uct ( • w/./2'' qt-i6Ept.51./.r. • • BOLT DIAMETER (Inches) MINIMUMN EMBEDMENT (Inches) EDGE DISTANCE (Inches) SPACING (Inches) MINIMUM CONCRETE STRENGTH (psi) • .. •r •a I a n 2,009 I'.. 3,000 f'' = 4 000 Ts hure Ts • IOW - rs Tensions Shears x 20.4 for mm x 4.5 for newtons I /4 2 1 3 200 500 200 500 200 500 3 /8 3 2 4 500 1,100 500 1,100 500 1,100 1/2 4 4 3 5 6 6 950 1,400 1,250 1,550 950 1,500 1,250 1,650 950 1,550 1,250 1,750 5 /5 4 4 3 6 7 7 1,500 2,050 2,750 2,900 1,500 2,200 2,750 3,000 1,500 2,400 2,750 3,050 3/4 5 5 4 7 9 ' 9 2,250 2,700 2,940 4,250 2,250 2,950 3,560 4,300 2,250 3,200 3,560 4,400 7 /8 6 5 10 2,550 3,350 2,550 4,050 2,550 4,050 1 7 6 12 2,850 3,750 3,250 4,500 3,650 5,300 1 8 6 13 3,400 4,750 - 3,400 4,750 3,400 4,750 `1 1 9 7 15 4,000 5,800 4,000 5,800 4,000 5,800 TYPE OF MEMBER DEFLECT1ON TO BE CONSIDERED DEFLECTION LIMITATION Flat roofs not supporting or attached to nonstructural elements likely to be damaged by Immediate deflection due to live load L el large deflections x 0.00089 for MPs 180 Floors not supporting or attached to nonstructural elements likely to be damaged by Immediate deflection due to live load L _I__ large deflections fn 33 360 Roof or floor construction supporting or attached to nonstructural elements likely to be That part of the total deflection 1 2 damaged by large deflections occurring after attachment of nonstructural elements (sum of the 480 Roof or floor construction supporting or attached to nonstructural elements likely to not be damaged by large deflections long -time deflection due to all sustained loads and the immediate deflection due � 240 fn 36 to any additional live loads)3 YIELD STRENGTH, 4,, pee WITHOUT DROP PANELS' WITH DROP PANELSI Exterior Panels Interior panels Exterior Panels Interior panels x 0.00089 for MPs Without edge beams With edge beams Without edge bums With edits beams 40,000 fn 33 /n 36 in 36 /n 36 /n 40 /n 40 60 ,000 fn 30 I 33 n 33 in 33 i 36 fn 36 75,000 /n 28 in Ti n 31 i n 31 In 34 in 34 • 1997 UNIFORM BUILDING CODE TABLE 19 -C -2- MAXIMUM PERMISSIBLE COMPUTED DEFLECTIONS 1 The limit is not intended to safeguard against ponding. The member shall be checked for ponding by suitable calculations of deflection, including added deflections due to ponded water, and considering long -term effects of all sustained loads, camber, construction tolerances, and reliability of provisions for drainage. 2 The limit may be exceeded if adequate measures are taken to prevent damage to supported or attached elements. 3 Long -time deflection shall be determined in accordance with Section 1909.5.2.5 or 1909.5.4.2, but may be reduced by the amount of deflection calculated to occur before attachment of nonstructural elements. This amount shall be determined on basis of accepted engineering data relating to time - deflection characteristics of members similar to those being considered. 4 But not greater than tolerance provided for nonstructural elements. The limits may be exceeded if camber is provided so that total deflection minus camber does not exceed limit. TABLE 19- C- 3- MINIMUM THICKNESS OF SLABS WITHOUT INTERIOR BEAMS For values of reinforcement yield strength between the values given in the table, minimum hickness shall be determined by linear interpolation. 1 Drop panel is defined in Section 1913.3.7. 2 Slabs with beams between columns along exterior edges. The value of a for the edge beam shall not be less than 0.8. TABLE 19-D- ALLOWABLE SERVICE LOAD ON EMBEDDED BOLTS (Pounds) (Nswtons) '2' TABLE 19-C -2 TABLE 19.0 dues are natural stone aggregate concrete and bolts of at least A 307 quality. Bolts shall have a standard head or an equal deformity in the embedded portion. 2 The tabulated values are for anchors installed at the specified spacing and edge distances. Such spacing and edge distance may be reduced 50 percent with an equal reduction in value. Use linear interpolation for intermediate spacings and edge margins. 3 The allowable values may be increased per Section 1612.3 for duration of loads such as wind or seismic forces. 4 An additional 2 inches (51 mm) of embedment shall be provided for anchor bolts located in the top of columns located in Seismic Zones 2, 3 and 4. 5 Values shown are for work without special inspection. Where special inspection is provided, values may be increased 100 percent. 6 Values shown are for work with or without special inspection. 2 -181 • • �an..ly;av,a »alusn+,�.H, • N ( k/ g VILO,ti6 o al' RETi(/ ; 6041 )V.Art. WTI sr.4► - • .. .... ....,..••.c�.w•.n:.nwa< »ar.,u,u nan, marnucoa >,trc +•.•�:ruae:fitr.,ern 4-- CITY Of TUKWILA • APPROVED FEB 22200 AS kOFE DUILDttG ,s;v0 , , Vid4""A+ IVAt 7w"a'tYtTe. ,AtM...PA;.crnFttw twirl adowv, +stmt t xlanr.: a recnyr rta ._xwn,..,e«+,........_...._.... • c . r tb A /„. MINED ci,--O29/ CRY OP TuKwiLA FEB 0 9 2000 PERMIT CENTER ref • H N Lehtinen Engineering 3216 Wetmore Ave. Everett, WA 98201 (425)252-2373 DC1Alt CITY Of IRMA- - APPROVED FEB 222000 • AS NOTED . ,Page No. of IPIrvrir 151.111DING DIVISION By Date mow - on OP TUKWI1A - FEB-0 9 2000 PERMIT CENTER . a 0 C1 �� ' MU lill FEB 2 2 2000 As NorE0 p LptNG DM'�1 �� r' RECEIVED CITY OF TUKWILA FEB 0 9 2000 PERMIT JENTER Spate heat 1. ype 0 Electric Resistance Pt-values 11111111 I 2,1 Ail Other Glazing Area Calculation • . „-i . rli! . (ouo opening) (vertical & °mild) divided by Watt Area limes 100 &quartz % Giasine 18 7 7,205 X 100 = .2% Concrete Masonry Option 0 Chick here Ir using this option an If profect meets se Isquinsmslits fa/ els c ifflou teist acznry po s Otsctslors Floss/chart for quaiirications. Enter fetiuirernersts for 'Bch CtuatIfrmit ••••m in the Mill &Wm. Envelope Requirements (enter values as 417Plkatile) RI* heatedicoaled space ., nlmurn Insulation Pt-values 11111111 I RovS Over Arm A • . f - rifr a 'WNW a ..—...— ME . MEM Bohm rasaiWalls .. . . uneeneiboned Sps vor a— • WA —..--... NON e - r 7 ; ant Clefs -----------...... maximum U-rac.• opaque 000(5 V 2-9 MIMI `r (0' Vertical Glazing OveMead Glazing Mexurrum err ticaVOver 1 rrg . C:ipaque C0ncrateaaa50tIty Wile IrRitqUirertterntS insulation cn interim • M‘elfmntiffl Whiettle tS 0.19 Insulation on exterior or integral. maximum U-factor is 0.25 Proj q ua les on cre r list watts with I h 9.0 lattaft-F below (other watt must meet Opaque Well renuiremants). Us • descriptions and values from Table 20-50 In the cede Wall Description Li-lector (Including intutation R-waltre ai 1 ---- ..—...— ME —..--... 8-1 8:21AM FROM : JT JOHNSON COMPPm• Envelope Su Project Info Project Description Compliance Option Notes: 7 — FROCALDERWOOD CONISTR 4294871277 COrl PRONE NO. : 253 872 1999 08:1tIRM P1 Climate Zone I ENV-SUM 112:111•Ct Addams: CARLYLE ADDITION 1./NWMEAT A PP ' Ant Name: RIIKTDETNINVER - APP. I 'ant *WOW 10.71.11WINIJ, WA •Ilf MOM 425-1RW•45Zt 1 a Minimum insulation R-valuos ‘184 438 L al• •■••■•••••=1.• - 0 presoptive ei component Performanoe (See Decision ttOwthai t for qualifications) • Oats 08-16-1999 — RECEIVD CITY OF Tu KwitA AUG 1 7 1999 PERMIT CENTER New Building U Addition Q Alteretlon 0 Change of Use ENVSTD 0 Systems Analysts Rojo) Cl Addles CARLYLE ADDITIQN, TUKWILLA. WA Iriate - 08-16-1999 teat Iiiii . 0 Electric Resistance N All Other For Building Department Use aztgg ea .2 % °acre 77 • asoncirtaption U Yes g No Notes; If glazing area ear:eels nsaximum allowed In Table, than calculate adjusted areas on back (over). If ConCrete/Ma is used, — Target U-fectors, SHOO entk Glazing % WI be different than shown below. Refer lo Table 13.2 tor correct values, 13t111dIng Component List components ty aasarnbly ID & page * Plan 112/ LoCetiOff Proposed (JA 1.1.festor x ATILI = UA Target UA U-factor x Area .7. UA ir G E L T E G N A G L ... mac IMMO ElOw11/0 01090 0 9 . • . ' . . • 0 903 II If 0900 IV 10 Glazing S Electric Resta Other Heating 0.15% 0.40 0.90 >15%40% 0.40 0. 3, 2094-3" not allowed 0.60 z30%-40% not allowed 0.50 (see Table 13-1 for Conc./Masonry values) t9r4 i_Z O >saCZWQD * - • • .• ' . '. • 1490 Glazing % Electric Resist. Other Heating 0-15% 0.40 1.45 >15%-20% 0.60 1,40 20%..30% not *towed 1.30 ,10%-40% not allowed 1.25 (sea Table 13-1 for C,onc/Mesonry values) f R . 8 MIMS WO 1-141 al V/1:.$1. a.,1 41114 WC 400314113(44,4,114T1 oe -*ASIANS tad 1.3 i4 rOl. unihaot cal .10 TS ( / 0 Is cqumior0■01120E1) 019 9400 4 I5 0300 140 46 0.600 = 171 Electric Resist. Other Heating 0,60 0,60 Crowd gOO u.N . • • 0.030 Electric Resist. Other Heeling 0.031 0.036 *.t4Aw1A R.19 0•41.1•41.0 0041 - 0001 4:10 111 • 0 Q9 1.:50 In ElettriC Resist. Other Heating 0.034 0.050 ••NAIMA Ayakm 1 . AO Dis.0.00 (3,1% a Meg Wall 0 091 • 0 091 6.915 636 0.100 6.963 WI Electric Resist. Other Heating Ordinary 0.062 0.14 Metal stud 0.11 0.14 Concrete (interigr) 0.19 0.19 Concrete (other) 0,25 0.25 i • g xorr E AODX0 - 0./40 Electric Resist. Other Heating 0.002 0.14 0.11 0.14 0.0sw Electric Resiet, Other Hatin 0.029 0.056 unmseecd Sive 0 li 0 "/ 39 100 0 340 :40 pro Electric Resist. Other Heatin F. 0.54 Pe 0.54 (am Table 13-1 for rattiant floor value . • 19,713 1.044 13,713 I MI{ FROM : IT JOHNSON COMPAW PHONE NO. '253 812 4103 Pug. 16 1999 06:15Pm P2 Envelope UN Calculations Climate Zone 1 ENV-UA 1 1: Location tfloorrroom no.) T-P .... 0 Fixture Description Number of Funures Watts/ Fixture ....................—......, • c> Watts Proposed I t> 0 --- • 6LL jazill 2. l. Allowed Watts per ft or per if Area in ft2 (or if for perimeter) Allowed Watt; x ft" (or x if) Covered Ping . 1.■ In. S-61 — ----, .— 0.2 Witt ........... ..... ................... ..............7 open Parking • ...................■—...... . . 0.2 vont' - Outdoor Arc= .1.,11-t1 .".....■1 Location _..............-- Occupancy Description Allowed Watts per if " APaa in If Description .EI 0 1.01111WEVI 11111111111111.1 Lill' l. Allowed Watts per ft or per if Area in ft2 (or if for perimeter) Allowed Watt; x ft" (or x if) Covered Ping . 1.■ In. S-61 ----, 0.2 Witt open Parking • 0.2 vont' - Outdoor Arc= .1.,11-t1 t" 0 e de) ' . (67e: J 0.2 Wrft Co b loc:20 re . 2 etoo. toy facade) 0.25 WI& ,.......---....... 5yop, (Uy pennt) - - 7.5 WM Locator! (Itocrinxxn no.) _..............-- Occupancy Description Allowed Watts per if " APaa in If Allowe x Area .EI 0 1.01111WEVI 11111111111111.1 Lill' l. 71= IMITOMIN LJ ' /to +1', e . 1.■ In. S-61 ----, Locauon Fixture Oesaiption Numbi.r ol Fixtures W:Inv Fixture Watts PropotteC7 .EI 0 1.01111WEVI 11111111111111.1 Lill' l. cOO .---- ...---.-----, ----, • 8-17-1999 8:224M FROM : JT .M14\GON COMPRI e Lighting Sum int wasningion Stale tioneociraw 5:7w Coot Ccrfivervae Finns L f e lei)ar gl Protccl Address fl iyo - APPlicald 1rt "c7e.i vt, Apptieent g . Applicant P1one; 17_ rr-TO - 'TT 1 [Project Description L New Suilding )1 Addition Project info asmow.111, Compliancc Option .11//■■■• . - Alteration Exceptxotti; (zheckapproprtate txot) FRO( ALDER WOOD CONSTR 4254871277 k • • b . I ' 441 0.• •.1• • .10 P fig a ry ••••••■rt• I - C. • • LTG-SUM t3 No changes are being made to the lighting Maximum Allowed lighting Wattage (Interior) PHONE 141 : 253 572 4103 Prom Table 15-1 (c.ver)- document all exceptions taken from footnotes Total Proposcni Waft may not exceed Total Allowed Watt fur intonur Maximum Allowed L:ghtthg Wattage (Exterior) ci Meration Note, r '1W Qjt ertne( tire lur.4. arca or the perimeter method. but not both) • 7,47 Date For Proposed Lighting WAtta e Interior) (May not exceed Total Allowed Watt for (nterior) Prt) <>Sea g tti .tta Ext erior) trvtay not oxenen Total AllowoC Rpr. 09 1.999 P39:iiAM P9 Building DePertMerit Use Prescriptive 44 Liutiting Power Allow/Inca t1 SystemG Analysis (See Qual(ketion Checklist (over). Indicate Proscriptive & LPA spaces Clearly on piens.) Total Allowed Watts • a total . raweo 'wets d, 4_3 My. IPPail •••••■•• 13 Less than F10% Of the fisttgeal are new, and installed lighting wattaQ0 it not balm *teased ••■•••■••■•••■••■•••••■•■•■••••■ oral otat Propa Watts to po P. 3 tar °. 71i41+1* 1 t Painting, r►adtng, cape; try. -the I, ..." - coos pert ere -- • • Berber shape. be . , .. - ■ Ayala ma Hotel bbl rexhal • • inl •`t'- • :tea ,'�.- repar Catotores, fast foot! kstabfirttrnsn at trTres. • 'r- • • anteing arms as,efnolySPeOeS , auditctturre.gttrrrxi: ewers Prams plea Rtotteuantsiiire Retad A ' Retail 8 v, Retail baNdng •"- r'!�� • = r�i �'�•'.�r - • - �.�■ Gas atabcns• auto , apair stoops ;.r...� 1,5 111111ka�- �� i ,7: ,..i .' t�l, ...• : ' • pi'ape i .. mum intallf -- .. Libreria, Nursing fames y Whole /to Stores fir ... -7-r - MM genoccrsos 11111141111 MIMI 1,3 Plana subleased for Common Muss On4y litiall n m %stlods buadangs, ached dam:corns. • - y cage can • • ram area, cemdets. 77 * (. - . Mall ;arm p Latmdtitir - "."" Office takings, offtcafadrt'nisttat ve areas in facilities of d ley use dim (tndu i g but not limited to 'chats, hospitals, InstRukets..miareurns. Cantos, cswrimeepr'" t.2 Opt JT JC NSON OJrFMt T •it.. ...,. • Lighting Sumrnary � (back) 1954 Wton.i 544 rran ep pa it F navy Ow. Co.e4, .* Ann •n,• LTG -SUM Prescri ve S aces: Qualification Checklist No if oeoupaney type is •other-ttr+d so" answer ii ctlsdtted, me number oP fuprt*s to the scrape Is not Demme by Corte. 'Cleary hxlir•'ate those sonars tat W !. 1 not Qualified, de tPA Cakulebores, Occupancy Lighting Fixtures: r•r,x 1`1V• • O(.. 41YJ� ►rpr•. coo 1 ?77 107.114'1 rlra ' VfWarehouSes. storage areas or aircraft storage hangers Q Other Jut. +Mr Q Check here it at least 85% of fixtures in the space meet all four rrntenOt 1. Fixtures are fluorescent, non•iensed, with only one or two lamps, and 2. Lamps aro T-5, T-0. T-8 or PL, and 3. Longs are 5.50 Watts, and 4. Ballasts are alectrentc ibaltast° Table 15-1 Unit Lighting Power Allowance (LPA) for Interior Lighting - footnotes for Table 1St 1 ?b cam in which a use is vet mentioned wcc+f tally, the Unit Poi cr Ailowsace shall be daarnintd by the building official. This determination shall be Wed upon the most comparable use specified in the table. See Soetien 1512 for exempt sews. 2. The watts per square foot r. ray be increased, by two percent per foot of ceiling height above twenty feet. unless specifically directed otherwise by subsequent fancrtotcs. 3 Watts per square foot of rase may be increased by two paean per foot of ceiling hei above twelve feet. a. For all athe. spaocs. such cr: scaring and common areas. use the Unit Light Pother Ailon+nrree for assembly. 5. Wan: per ware foot of roc m may be increased by two percent per foot of ceiling hint be nine feet. 6. Includes pump area under canopy. 7. hi cases in which a lishttnt. plan is tarbmitsed for only a portion of a floor, a Unit Lighting Pews Atlowenoe of 1.35 may be used for usable office floor area and 0.80 watts pa square foot shall be used for the ocasttnoo areas, which may include elevates space, lobby arcs and rat rooms. Corratton areas, erg herein defined do not include mall concourses. 8. For the fire engine room, the Unit Lighting Power Allowance is 1.0 warts per square foot. 9. For i sport rournameit • courts with adjacent spectator seating, the Unit Lighting Power Allowance far the crest area is 2.6 watts per square foot. 10. Fes both Retail A and Retai. 13, light for freestanding display, within Two feet of the windrw are exempt. Retail A allows is Unit Ughsing Pow Allowance of 1 0 watt, merchandise display llumiraries are exempt. Retail S allows a Unit Ligteing Power Allowance of 1.5 warts luminaries. 11. Provided that a floor plan, i:tdicatiaS rack location and height, is submitted, the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance, as the floor area not covered by racks plus the vertical face area (access side only) of the racks. The height elto wan= defined in footnote 2 applies only to the $oor errs not covered by cada. building showcase illumination and display window illumination installed Fe= square foot. Ceiling mental adjustable tungsten halogen and HID lxr tj,urn foot, including all ceilinsmontcd merchandise display -. Geotechnical Engineering Study Proposed Addition 6804 South 180` Street Tukwila, Washington Reference: Earth Consultants, Inc. Letter E -8525 dated December 9, 1998 Earth Consultants Inc. Geotechntcal Engineers. Geologists & Environmental Scientists 0 owsios E- 8525 :1 RECEIVED CITY OF TUKWILA AUG 1 7 1999 PERMIT CENTER At your request, we are pleased to present this geotechnical engineering study for the proposed addition to the existing building at 6801 South 180` Street, Tukwila, Washington. We previously performed a visual site reconnaissance of the site and the results are presented in the referenced letter. The purpose of our work was to evaluate the subsurface conditions in the vicinity of the proposed addition and based on the subsurface conditions encountered, provide geotechnical recommendations for the proposed addition. We understand the addition will consist of a lightly loaded 75 by 110 -foot metal -sided structure. If any of the above project information is incorrect or changes, we should be consulted to review the recommendations contained in this report. In any case, ECI should be retained to perform a general review of the final design. Dcici4D4 1805 - 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643 -3780 FAX (425) 746 -0860 Toll Free (888) 739-6670 Surface Subsurface Groundwater General .w 1.../...I .v..vuf� m+x .. ..Lr�?.•sNWrt «��'i t.srw.N�.. <.. Carlyle, Inc. c/o John Deininger Architect E - 8525 - June 14, 1999 Page 2 The proposed addition is located on the south side of the existing building at 6801 South 180 Street in Tukwila, Washington. The location of the proposed addition is currently occupied by a small fenced equipment enclosure and grass and pavement areas. Subsurface conditions were evaluated by excavating one hand boring near the center of the proposed addition to approximately two feet below the existing grade with a post hole digger and probing with a steel probe rod. Based on our hand boring, the area of the proposed addition is underlain by one foot of medium dense silt underlain by loose sandy silt. Groundwater seepage was not observed in our excavation. However, the seepage level will fluctuate depending on the season, amount of rainfall, surface water runoff, and other factors. Seepage levels and rates are typically higher in the wetter winter months (typically October through May). DISCUSSION AND RECOMMENDATIONS Based on the results of our study, it is our opinion the proposed addition may be constructed generally as planned. Foundation support should be provided using a conventional spread and continuous footing foundation system bearing on at least two feet of structural fill. Site Preparation and General Earthwork The area of the proposed addition should be stripped and cleared of surface vegetation, organic matter and other deleterious material. Several piles of debris were observed on the slope on the south side of the site and should be removed during clearing and grubbing. Earth Consultants, Inc. .. S.` eManHn,anl. 1711., ..YH!. <.f!1lW!..YFr4 Carlyle, Inc. c/o John Deininger Architect E- 8525 -1 June 14, 1999 Page 3 Based on the thickness of the topsoil layer encountered at our test pit location, we estimate a stripping depth of four inches. Stripped materials should not be mixed with materials to be used as structural fill. Following the stripping, the ground surface where structural fill or foundations are to be placed should be observed by a representative of EC!. • Structural fill is defined as compacted fill placed under buildings, behind rockeries or in other load- bearing areas. Structural fill under footings and behind rockeries should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 • percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D- 1557 -91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. Foundations Based on the results of our study, it is our opinion the proposed addition can be supported on a conventional spread and continuous footing foundation system bearing on at least two feet of structural fill. Exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. With foundation support obtained as described, for design, an allowable soil bearing capacity of two thousand (2,000) psf for structural fill can be used. Loading of this magnitude would be provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short -term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. With structural loading as expected, total settlement in the range of one inch is anticipated with differential movement of about one -half inch. Most of the anticipated settlements should occur during construction as the dead loads are applied. Earth Consultants, Inc. Site Drainage n.r.....w...�... ,... .o r,...,a„ r.. [ n /.xle a .i+.mM:N:!r..d.i 'x.Ti�.a�.�•..4:NdYJ.4.'kn »::1 Carlyle, Inc. c/o John Deininger Architect E- 8525 -1 • June 14, 1999 Page 4 Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the buried portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils or backfilled with structural fill. For frictional capacity, a coefficient of .35 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of three hundred (300) pcf. These lateral resistance values are allowable values, a factor -of- safety of 1.5 has been included. As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. In our opinion, a site coefficient of SE should be used for seismic design in accordance with Table 16 -J of the 1997 UBC. If seepage is encountered in foundation or grade beam excavations during construction, the bottom of the excavation should be sloped to one or more shallow sump pits. The collected water can then be pumped from these pits to a positive and permanent discharge, such as a nearby storm drain. Depending on the magnitude of such seepage, it may also be necessary to interconnect the sump pits by a system of connector trenches. During construction, the site rnust be graded such that surface water is directed off the site and away from slopes. Water must not be allowed to stand in area where buildings, slabs or pavements are to be constructed. Loose surfaces should be sealed at night by compacting the surface to reduce the potential for moisture infiltration into the soils. Final site grades must allow for drainage away from the building foundations. The ground should be sloped at a gradient of three percent for a distance of at least ten feet away from the residence. Earth Consultants, Inc. .. �i.,n�vA..vJ. r:.ra �:.�, r.�,+ s a,�a�r,:ew�. „a . RR1an•cR •'�a :.•.ut•.ti^•.w.n... r.. >•rxv u,ay.t�..�,+n�........w.n.... Carlyle, Inc. c/o John Deininger Architect E- 8525 -1 June '14, 1999 Page 5 Footing drains' should be installed around the addition where landscaping is present, at or just below the invert of the footing, with a gradient sufficient to initiate flow. Under no circumstances should roof downspout drain lines be connected to the footing drain system. Roof downspouts must be separately tightlined to discharge. Cleanouts should be installed at strategic locations to allow for periodic maintenance of the footing drain and downspout tightline systems. Our recommendations and conclusions are based on the site materials observed, selective laboratory testing and engineering analyses, the design information provided us, and our experience and engineering judgement. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the boring. Soil and groundwater conditions may vary from those encountered. The nature and extent of variations between our exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them in writing prior to proceeding with the construction. Additional Services LIMITATIONS As the engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify the recommendations presented in this letter have been properly interpreted and implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical services during construction. This is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. Earth Consultants, Inc. Respectfully submitted, EARTH CONSULTANTS, INC. Kristina M. Ellingsdn, P.E. Staff Engineer Carlyle, Inc. c/o John Deininger Architect , E- 8525 -1 June 14, 1999 Page 6 We appreciate this opportunity to be of continued service to you. If you have any questions, or if we can be of further assistance, please call. Kyle R. Campbell, P.E Manager of Geotechni KME /KRC/bkm Earth Consultants, Ina. August 20, 2001 Dear Mr.Deininger: City of Tukwila Department of Community Development Steve Lancaster, Director Mr. John Deininger. 4128 West Antes Lake Drive NE Redmond, WA 98053 RE: Permit Status D99 -0281 • 6801 South 180th Street In reviewing our current permit files, it appears that your permit for an 8,250 square foot pre - engineered • metal building addition, issued on October 13, 1999, has not received a final inspection by the City of • Tukwila Building Division as of the date of this letter. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building . or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time for a period of 180 days, after the work is commenced. Based on the above, if the final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and /or Mechanical Code. Please contact the Permit Center at (206) 431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, 1. •�.. i t :i'. Y : L 4 e i. Stefania Spencer Permit Technician \c: Permit File No. 1)99 -0281 I)unne Griffin, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite 11/00 • 'Tukwila, Washington 98/88 • Phone: 206-431-3670 • Fax: 206.431.3665 • CM BUILDING SOLUTIONS, INC. 17455-88 NE Ste.#101 KENMORE, WA 98028-3528 OFFICE: 425/402-9743 FAX: 425/402-3763 13 Urgent • To: Uurt. Attn: From: a Re: 5,1 teflott. CC: L Pages: 3 V ert ( ) A Ze'd■ 14 rad(e i ‘.4:Ai fr ..ff (a epc, I- cog/ fll fruc- tri_s-to - or RECEIVED MAY 1 9 2000 COMMUNITY DEVELOPMENT Fax: 20C- tr3f -3 k 6 C Date: 5 /9'— 06 O Please Reply 0 Copy for 0 Review and Comment 'your fikis• • 44- 9dil we ,f14 Gree 104 C(e) -0C r A. -1.6.k • sent' oy: harth Consultants May 18, 2000 Carlyle, Inc. do John Deinirger, AIA 4128 West Ames Lake Drive Northeast Redmond, Washington 98053 625 74e 0880; Subject: (Final Report ConstnKYon Monbonito Services Carlyle 'Want Addition M 1 Sault 180" Skeet Tukwila, Washington Reference: Earth Consultants, Inc. Visual Site Reconnaissance E.8525, dated December 9, 1998 05/18/00 � :08; hj[k_1680;Page 2/3 Allogrommemm i Earth Consultants Inc. Wt,ttll k" IruPrs•ty t14.4n (t tt} kHitt Ira nnrivailA0:1.11(4 , E-8625 -2 Dear Mr. Deininger: At yotx request, we provided construction monitoring services at the subject site, Earth Consultants, Inc. (ECI) earlier prepared the referenced visual site reconnaissance for the project. Our services for the construction phase of this project included providing omits observations and testing for two site visits on December 6, 1999 and January 4, 2000. ECI representatives made two part-time sits visits to observe and test the soil conditions for the building foundation subareas, building pad subgrade and loading ramp subgrade. ECI representatives conducted eleven (11) field density tests in acxxdanoe with ASTM Test Designation D2922 (Nuclear Gauge Method). Two representative soil samples were returned to our laboratory for maximum dry density tests in accordance with AVM 01557 -91 (Modified Proctor). Density test results Indicated adequate compaction at the tasted locations of the building foundation subgrade, building pad subprade and biding ramp subgrade. M ECI representative observed the building foundation subgrade to be in a dense condition and suitable for support of the designed structure. 18cd • 136 :n nice N.E., Suite 'XI, Sore! evue, Waasnlrgktri 980:5 Belem 025) 643.3789 FAX ;4261746. B& Toii Free (NM 739•6e70 , • `•., • . • Sent Eerth • • Carlyie, Inc. coo John Deininger, May 18, 2000 05/IA/00 ANOLJOBO;Page 3/3 . E-8526-2 Page 2 Based on our observations and testing, to the boat of our knowledge, the earth‘ork *se performed In aocordence with our reaxisrwndellons and the approved pima. We buil this killer nets your needs. If you hove any questions, please coll. Respeclfully submitted, EARTH CONSULTANTS, INC. 9 A- ConviA,...: Lewis A Conklin Field Manager Kyle R. Campbell, L1 t■ 1 eios B. CA.ifr■ Cootwhanto. ra= 7-/277 CK_' OF TUKVVILA - t DEPT. FAX TRANSMITTAL FAX NUMBER: (206) 431 -3665 DIVISION: TOTAL NUM= OF PAiGEES TMN3MITIED. INCLUDING THIS COVER SHEET. • /a-74(47 .sue SENT BY (INITIALS): p itirSPE P�P41nr REV 1SlO O 2- - COMMENTS /MESSAGE: C� 2c e emir 7PSE.. '`Ic4- ,eiPc4T tI! "4 S tt o&GS CA-U. ¢3 I -3 1:77o t rkt Fv R o (;) ' - We P (.4- J PC A.101 Pao WPC C 4, 6, 0604'w 077' 4 / /TX c •9e • p �5 ic�� o � s v c� t3 � � � AA *iv s ow P,� #AX- J ••c./a c� O77/1-S. © 77'ei: t ge.cfis,citti ,Iwoe 40 -r.9,GS' 1 /G see �v�� NIlA �i�r w" � Ae,r ch`''i • Cf1Y OF u �Gp��� DEC q q 1999 PERMIT CENTER TUKWIIA PUBLIC WORKS DEPT. • 6300 Southcenter Bind, Thkwtia WA 98188 - (206) 433.0I79 1/ awn @6' 12: 36PT1 TUKWILA DCD/PW C( I OF TUKWILA - 3-WORKS DEPT. TITLE: DATE: 111 ,-.4yae-449-64~ TOTAL NUMBER OF PAGES TRANSMITIED. INCLUDING THIS COVER SHEET: SENT BY (INITIALS): FAX TRANSMITTAL FAX NUMBER: (206) 431-3665 COMMENTS/MESSAGE: CL) ' pte.4E.. sosmir I 'CIA-eiPft4T7c4f.S " AS P...e....(1(todiS C4 LA. 43 1 b70 FRD12. rmeommootio T1-1-i_ P (,41-xis vo Ai? Pro tfa 46 e oe-"orN () 41• Me-X .47VP Do Nor 4woe4i p E$ (c..ski c-4 80724 c,--1/4140 /WO A49,0 49.1.~-,t.cass #14.49/C4 4,15, dr9 Or#0-0eS, 7P/ese 1.24(fis/c14/ 19-,04e4wp-Aves, est. ,e6 # 7-0 /-ei3Arc. RECEIVED CITY OF TUKWILA DEC 7 1999 PERMIT CENTER 4...111 • • • IF THIS COMMUNICATION IS NOT CLEARLY RECEIVED, PLEASE CALL: TUKWILA PUBLIC WORKS Dspr. • 6300 Southcenter Bled, Tukwila WA 98188 - (206) 433-0179 OW/111/12 11-30-1999 11 : 14AM FROM C P'er 17456-68TH AVE. NE, STE. 9102, KENMORE, WA 98028 OFFICE (425)487-1680 FAX (425)487-1277 • • To: - gxy C Attn: e ll- 01 Fax: • Phone: bg I- 3671 • Re:. tic,feeta;.; o Urgent pt Review 4 v L. acv:;d ht. `7e CALDERWOOD CONSTRUCTION, From: 13'j, 7 /I C. (h1 - 0 Cd Date: CC: • Commen i i . ei) x ti . i : • , a - 1)9g-0 2 a Please Comment 0 Please Reply 0 Please Recycle _Tin( h rt _,. e 40)07 c k-c=r - ( 6 1( y fix IA A i . 5re ( ..T Iht re:P9ra4-.. : LetAiie, e r7 ee cAou I P. 1 ) 14,,;(i 5lm.,-, 16 g)/) 7) L . : : ..E„ u i c i ro .4 4e) coil c., . 5 9 , auct/16,- ' J • C"14 6 tiO 4 5 vp'idot( Q ,t( vii4i Er^ r . e occ 5 4/41 C:z. 1) 4 4611,04s :. a f we' e'vr eie‘k k/ C 44 1 // p 0 .., c.4.1.1 v 0 . . r .9, ( 0 5 3-5 «'( a /4 166:. --, / :. e4.1/ ift-t 01) -- Az67( or I 7 . 1,- - e September 21, 1999 John Deininger 4128 West Ames Lake Drive NE Redmond, WA 98053 Dear Mr. Deininger: RE: CORRECTION LETTER #1 Development Permit Application Number D99 -0281 Carlyle Warehouse Addition 6801 South 180th Street This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Division and Public Works Department. At this time, the Building Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3672. Sincerely, we- encl Brenda Holt Permit Coordinator xc: File No. D99 -0281 C City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 CITY OF TUKWILA PUBLIC WORKS PROJECT REVIEW COMMENTS Project Name: Carlyle Warehouse 6801 South 180 Street File #: 099 -0281 Date: 09/01/99 Reviewer: L. JiII Mosque d6�P.E. The City Of Tukwila Public Works Department needs the following information before it can complete the plan review for this permit. Please contact Jill Mosqueda at (206) 433 -0179, if you have any questions regarding the following comments. /1. The detail drawing for CB #2 shows an outlet to the trench drain. Please show the connection on the plan. iijc ge..c.y' 496.7 % L Gu¢t ,gr!%oome/0 2. Please use PVC 51)R35 for the storm drainpipe material. 3. The oil trap should be a frop -t per King County Surface Water Design Manual, 1998. I47r *fpr 4. When looking at the erosion control silt fence detail, it appears that straw bales can substitute for the geotextile. The City will not allow this. Please remove this substitution from the detail, pk. / • RECEIVED CITY OF TUKWILA SEP 2 if 1999 PERMIT CENTER City of Tukwila Department of Community Development Steve Lancaster, Director DATE: August 24, 1999 RE: D99 -0281 APPLICANT: Carlyle, Inc ADDRESS: 6801 S. 180 Street PLANNING DIVISION COMMENTS The following revisions are required by the Planning Division prior to the approval of the development permit referenced above. These requirements were included as part of the conditions of approval of file L98 -0060, heard by the Board of Architectural Review at their March 26, 1999 hearing. A copy of the Notice of Decision from the hearing is also attached John W Rants, Mayor . If you have any questions about the required revisions, please contact Michael Jenkins, Associate Planner, at (206) 431 -3685. 1. In support of the Department of Ecology's request in their review of the Substantial Shoreline Development Permit, the species of evergreen trees used for screening the addition must be changed to a native species such as Fir, Cedar, Madrone, Yew or Ash. The revisions must be approved by the Director of Community Development prior to the issuance of a building permit. Please substitute the Austrian Pine for a species listed above. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fair (206) 431.3665 x, e^ a:' nfi. �h•. vi.. P? YY fva TY.•. �u. H. i. rv�n. A+ rtvw'rwMVif+SM'r..1w+RH.r.NN.y C,> City of Tukwila August 11, 1999 John Deininger 4128 West Ames Lake Drive NE Redmond, WA 98053 w. Y RE: Letter of Incomplete Application #1 Development Permit Application Number D99 -0281 Carlyle Warehouse Addition 6801 South 180th Street Dear Mr. Deininger: Department of Community Development Steve Lancaster, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on August 9, 1999 is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division: Ken Nelsen, Plans Examiner, at (206)431- 36777, if you have any questions regarding the following: Sincerely, In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. - kat_ /lei Brenda Holt Permit Coordinator encl File: Permit File No. D99 -0281 1. Provide soils report. 2. Provide W.S.E.C. compliance form, including lighting, and show details on plans (form enclosed). 3. Identify type of construction of new and existing building per U.B.C. 4. Provide proposed occupancy per U.B.C. If you have any questions, please contact me at the Permit Center at (206)431 -3672. John W. Rants, Mayor The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 • To: INN C' 11nf14eiC� :�.n:lr,�..wa.tKen...wm City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director NOTICE OF DECISION March 26, 1999 • Carlyle, Inc. (applicant) • Wells Fargo (owner) • King County Assessor, Accounting Division • Parties of record (See Attached) , This letter serves as allotice of Decision and is issued pursuant to TMC 18.104.170. At iheir March 25, 1999 public hearing, the Board of Architectural Review (BAR) approved the applicant's request to construct a new 8,250 square foot addition to an existing building. The BAR approved the Design Review application with the following conditions: 1. The applicant must provide a minimum of 124 square feet of enclosed trash/recycling . area. The location, design and materials for the enclosure must be approved by the Director of Community Development prior to the issuance of a building permit. 2. In support of the Department of Ecology's request in their review of the Substantial Shoreline Development Permit, the species of evergreen trees used for screening the addition must be changed to a native species such as Fir, Cedar, Madrone,Yew or Ash. The revisions must be approved by the Director of Community Development prior to the issuance of a building permit 3. All new exterior lighting shall include the use of shields to avoid inappropriate lighting near the shoreline. PROJECT BACKGROUND a. Project file numbers: L98 - 0060 — Design Review 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax (206) 431-3665 March 26, 1999 _ Notice ofDecision L98 -0060 - Carlyle, -Inc, 6801 S. 180th Street. b. The name of the: property owner(s): g. Project Description: Textual description as well as 8.5" x 11" site plans, building elevations and other appropriate characteristics. 2. C:\Mydocuments...9860DEC Wells Fargo Design Review approval for the construction of an 8,250 square foot addition to an existing building. Project location: 6801 S 180 Street e. The permits submitted concurrently with this application: None Environmental threshold determination (if any): Determination of Non - significance, issued February 23, 1999 Property owners affected by this decision may request a change in valuation for property tax purposes notwithstanding any program of revaluation. h. Administrative appeals for the various permit Types are discussed below. The period for administrative appeals is 14 days, starting from the issuance of this Notice of Decision. The administrative body hearing the appeal is the City Council. All appeal . materials shall be submitted to the Department of Community Development. Appeal materials shall contain: 1. The name of the appealing party, The address and phone number of the appealing party, and if the appealing party is a corporation, association or other group, the address and phone number of a contact person authorized to received notices .on the appealing party's behalf, and March 26, 1999 of Decision L98-0060 — Carlyle, Inc, 6801 S. 180th Street A statement identifying the decision being appealed and the allegecterrors in that decision. The Notice of Appeal shall state specific errors of fact or errors in application of the law in the decision being appealed, the harm suffered or anticipated by the appellant, and the relief sought. The scope of an appeal shall be limited to matters or issues raised in the Notice. of Appeal. Project materials including the application, any staff reports, and other studies related'to the permit(s) are available for inspection at the Tukwila Dept. of Community Development; 6300 Southceriter Blvd.; Suite 100 Tukwila, WA; from Monday through Friday, between 8:30 AM to 5:00 PM: The project planner is Michael Jenkins, who maybe contacted at 206-431-3685 for further information. Parties .of Record- Jeffrey Rader Wells Fargo 633 Folsom St., 6 Floor San Francisco, CA 94101 -_ John Deininger 4125 W. Ames Lake Dr. N.E. Redmond, WA 98053 • CAMydocuments...9860DEC DEPARTMENTS: Building Division Public Works Complete n Comments: TUES /THURS ROUTING: Please Route Approved n \PRROUTE,DOC 5/99 ...,. c.r. ....Gk = ; ,cr. wi"r4r^s €'GY, , �7r� r +r «r+ D , PERM"T COOPr ,( PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 - 0281 PROJECT NAME: CARLYLE WAREHOUSE Original Plan Submittal DATE: 12 -9 -99 Response to Incomplete Letter # Response to Correction Letter # _ XX Revision # 2 After Permit Is Issued K H Fire Prevention Structural n n DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 12 -14 -99 APPROVALS OR CORRECTIONS: (ten days) Incomplete n Not Applicable Structural Review Required Planning Division Permit Coordinator ❑ No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE 1- 11-2000 Approved with Conditions n Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 -0281 DATE: 12 -8 -99 PROJECT NAME: CARLYLE WAREHOUSE Original Plan Submittal Response to Incomplete Letter # _ Response to Correction Letter #. _ XX Revision # 1 After Permit Is Issued DEPARTMENTS: Building Division Public Works Complete Please Route Approved \PRROUTE.DOC 5/99 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ■ Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES /THURS ROUTING: Incomplete Structural Review Required APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: Approved Approved with Conditions Comments: REVIEWER'S INITIALS: DATE: Approved with Conditions n Not Approved (attach comments) u REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: Planning Division Permit Coordinator n DUE DATE: 12 -9 -99 Not Applicable No further Review Required n DUE DATE 1 -6-00 DUE DATE Not Approved (attach comments) DATE: ... ,.., ..s lw ....L, ... ..f} . L.S: L,f�l... � � ..: r f, ? {?. ., i�. • , .,.. , � ,e 1 fa t S �. } !' fS [� x i f'�}.t .1. .�,� �' f .r DEPARTMENTS: trig ivision P ublic W rQ_ks_ Complete " U:1 Comments: TUES /THURS ROUTING: Please Route \PRROUTE.DOC 5/99 ( cad. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D99 - 0281 DATE:9 -27 -99 ' PROJECT NAME: CARLYLE WAREHOUSE Response to Incomplete Letter # Original Plan Submittal XX Response to Correction Letter #.. Revision # _after Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) `'h0 Fire Prevention n/g Cl - . 313 Structural Incomplete Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions � P IQvgt) Permit Coordinator DUE DATE: 9-28-99 Not Applicable No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE 10 -26-99 Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions C Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: ACTIVITY NUMBER: D99 - 0281 PROJECT NAME: CARLYLE WAREHOUSE ADDITION Original Plan Submittal Response to Correction Letter # DATE: 8 -17 -99 XX Response to Incomplete Letter # 1 Revision # _ After Permit Is Issued DEPARTMENTS: Bui l WY1 ding Division MY, :�11�1 ' -�c-�7 or U q�1� Complete V] Comments: TUES /THURS ROUTING: Please Route Approved \PRROUI E. DOC 5/99 Pe) k C.00Y C6P PLAN REVIEW /ROUTING SLIP 11�/ y APPROVALS OR CORRECTIONS: (ten days) NO Fire Prevention Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Structural Review Required r•_w : t .tr,. �s•.;.::•,'; ": �' ti S �!' � Q�`� �':� n , r >s� , .. y �s.x r�� ,, �x+,ra M , REVIEWER'S INITIALS: PI nn Division Permit Coordinator 3.= DUE DATE: 8 -19 -99 Not Applicable No further Review Required DATE: DUE DATE 9 -16-99 Approved with Conditions n Not Approved (attach comments) 661 adod ‘141-qei REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions n REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) n DATE: ". N'•r :,r` t:(t+lc.. ACTIVITY NUMBER DATE 8 -9 -99 PROJECT NAME.: CARLYLE WAREHOUSE ADDITION X Original Plan Submittal Response to Incomplete. Letter Response to Correction Letter # _Revision # After Permit Is Issued DEPARTMENTS: BuilHing Division devlia) 4 Public Works Complete n Comments: till Celli pL APPROVALS OR CORRECTIONS: (ten days) Approved Li V'RROU1E.DOC 5/99 G PLAN REVIEW/ROUTING SLIP ¢++ HS M.^e0 e7I+ +121rtNYt,statlauws■M»-YnNt!.7=, Fire Prevention Jam, 2-17 Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 8 -10 -99 Incomplete Eel Not Applicable Iry #I noitPd - S-ll -q9 46- rAt Planning Division Permit Coordinator TUES /THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: DUE DATE 9 -7 -99 Approved with Conditions n Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE Approved Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Revision No. I Date Received Staff Initials Date Issued Staff Initials Date Issued Date Issued Staff Initials I -_•. lw I I Summary of Revision: . , . ' I t C_o t'1t - 7 t4eti S Fer meta-I b .�dra i S F1 PP%. Received By: Revision No. Date Received Staff Initials Date Issued Staff Initials II 3 1 2- ( fi -)-Doo I w8 I I Date Issued Staff Initials 4'IN I O, - 9y I I Ia ' I Summary of Revision: A 1j, m � n .8r ` cs cl e'1�7 is nC X- Fer meta-I b .�dra i S F1 PP%. Received By: 77;4._ /ALD eeD Revision No. Date Received Staff Initials Date Issued Staff Initials II 3 1 2- ( fi -)-Doo I w8 I I Summary of Revision: S i j..e._ - A yrii ?(ail y.e Received By: L / �� PROJECT NAME: Car I c . Site Address: (p90 I S. I POi Revision No. Summary of Revision: Revision No. Summary of Revision: Date Received Date Received REVISION LOG Staff Initials Staff Initials PER vr1T NO:. "D ' ` - 0Z v Original Issue Date: Received By: Received By: Date Issued (please print) (please print) (please 1 rint) (please print) Staff Initials Date Staff Issued I Initials (please print) Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: City of Tukwila Department of Community Development Steve Lancaster, Director -j, /i/oo • Response to Incomplete Letter # • Response to Correction Letter # �(] Revision # 3 after Permit is Issued REVIStO Plan Check/Permit Number: b d /- 6 Z g I John W. Rants, Mayor Project Name: Car 1' le j Jv. c. Project Address: 6X01 / S. /f0 4-1. Contact Person: fri t e. (A/ti 4 k e ( or 449 Tiede/ Phone Number. 20‘-.5 - 02‘/1) . 64 p. a z06 -VD 0, .3 S Summary of Revision: b t'a>,riw ? (Km re-V, Se -P p vt tie (a" _ S Iee� I. —?e vle ye,.icca( males - f. De''ek LB�`1 S ik, '',1-Fr,,�ro / , -c-�^€ C 1 ) I✓t h fr � � a 1 5 A f l i n . / { otowf l0✓i roe -o 4 o1 r- e,...4 ( 'Is eXrshoe 6. . Lek - E P - TEE 111 eyrst cwI G► 19a5i,,, 1- ,0 2 1 I R ,roA - 4 a((4; (X- ,'t.ck . V-e-V15c- rate+ be c,»he.-re.(e Cre c rg4 / Q s a.(, Oe l 1>e1.- '''F' \) w re- 4;4 � vf ‘7 (( cZ I n 7 va riA (-et,' p e ,f- Q QQ rr pp RFCFI\, r, CITY OF TUKWILA o3 _ Sheet Number(s): S �t�f S ' F ( �e.�, S V i - � � or, ''' )`/1 y "Cloud" or highlight all areas of revision including date of LL Received at the City of Tukwila Permit Center by: ' • 1 ` 1 - f". i V11 /DO IS- Entered in Sierra on z 9 - 2-000 FEB 9 2000 PERMIT CFNTER 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431 -3665 City of Tukwila) Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: R I r R Department of Community Development Steve Lancaster, Director Response to Incomplete Letter # 0 Response to Correction Letter # Revision # 2.. after Permit is Issued Project Name: Car I y /e Project Address: Contact Person: 610 ( S. /W, 4, Plan Check/Permit Number: I) l I 6 Z g I John W. Rants, Mayor Al L I< e (✓a. 4 k e r fob Pea 1 Phone Number: 2a ' 07C'd R , p. 2 - SAD - 05 S rl Summary of Revision: r- , ` L w L �P f s w1P t( YJt /,111✓l Aid LA. 1t7 S 1 r RECEIVED CIS•. p� Tt IKWILA PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 0 :1 ' -19 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 Date: ! L - 7 — c( �( City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 0 Response to Incomplete Letter # ❑ Response to Correction Letter # [] Revision # ( after Permit is Issued Project Name: G K i I, le I In C. Project Address: 7c I 5. I `b C.) (t 4)-1. Contact Person: / 1 1, 4- c u Summary of Revision: C Ia i, Vr) fief 6 tu2 c1 . Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: F Entered in Sierra on 12- 9' Plan Check/Permit Number: � Cj q - G' n i Phone Number: 2 6)C-- clO - - 0 7 e ( . 0 •Dvle(c 7 t)r 111r \\ILA :oE: fl 1i_ n DEC 21 1Y99 John W. Rants, Mayor RECEIVED PERMIT CENTER 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 :4 . ,..,pr,.,(.; [IViSION Date: ! L - 7 — c( �( City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 0 Response to Incomplete Letter # ❑ Response to Correction Letter # [] Revision # ( after Permit is Issued Project Name: G K i I, le I In C. Project Address: 7c I 5. I `b C.) (t 4)-1. Contact Person: / 1 1, 4- c u Summary of Revision: C Ia i, Vr) fief 6 tu2 c1 . Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: F Entered in Sierra on 12- 9' Plan Check/Permit Number: � Cj q - G' n i Phone Number: 2 6)C-- clO - - 0 7 e ( . 0 •Dvle(c 7 t)r 111r \\ILA :oE: fl 1i_ n DEC 21 1Y99 John W. Rants, Mayor RECEIVED PERMIT CENTER 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Sheet Number(s): Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: 640.. 4 L5. Project Address: 6::: (V • t . Contact Person: 4Y\ 11 Phone Number: 42_5 G;e041 Summary of Revisio ..c-AFinr$C) TD 1 T 1iS 1 t 2 3 4 t Chet get t c-. untO. tee • _ t J� u. voter ck ot\ s 3 \qg Ito _ r. :..1.- :. .. 4 "Cloud" or highlight all areas of re sron including date / of revision 'r Received at the City of Tukwila Permit Center by: (Entered in Sierra on John W. Rants, Mayor Plan Check/Permit Number: P '02451 4 ? tv :Pi/v. AT fy -t\ k To 9T_e RECEIVED CITY OF TUKWILA PERMIT CENTER 06/29/99 1999 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431 -3670 • Fax. (206) 431.3665 G. City of Tukwila Department of Community Development Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: e i r1)19 Plan Check/Permit Number: 1 0 C H — O 2 ( Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: G' A t2.LYGs Laa .Yl HOtt& A 'DIP itleve1 Project Address: dergitn I t 7 ' tlet, .-rweerr Contact Person: .L\p14 Y1 1Y11Y1G��#� Summary of Revision: I. Rat:6 .Se;1 6 ?.IQ'rj94" 3 . LtmWri MG U4-'419t,r SNT 4 4 . t1vatic1i`C IWO c co+eWAt' . row' (L C . t. ocuutPwMol FeAr- U Bc . , 441 . 1 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 8- 11 "'"1 -1 John W. Rants, Mayor Phone Number: 424 gIESD44R5I � OF TUKWILA AUG 17 199q pERMn 06/29/99 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 4313665 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Fire Department Review Control #D99-0281 (512) August 12, 1999 Re: Carlyle Warehouse Addition - 6801 South 180th Street Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting surface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 Page number 2 City of Tukwila Fire Department Thomas P. Keefe, Fire Chief Maintain fire extinguisher coverage throughout. 2. Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Obstructions, including storage, shall not be placed in the required width of an exit, except projections as permitted by the Building Code. Exits shall not be obstructed in any manner and shall remain free of any material or matter where its presence would obstruct or render the exit hazardous. (UFC 1203) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) Combustible material shall not be stored in exits or exit enclosures. (UFC 1103.3.2.3) Exit doors shall be maintained in accordance with Section 1207. Exit doors shall be maintained in an operable condition. Doors installed as part of required fire assemblies shall be maintained in accordance with Section 1112.2. (UFC 1207.1) 3. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 City of Tukwila Fire Department Page number 3 Thomas P. Keefe, Fire Chief All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and the Tukwila Fire Department Job Number available to confirm shut down approval. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 5. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 5754439 • (NFPA 70) t City of Tukwila Fire Department Page number 4 Yours truly, cc: TFD file ncd 6. Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) Every building shall be accessible to Fire Department apparatus by way of access roadways with all- weather driving surface of not less than 20' wide and 13'6" vertical clearance. Access roads in excess of 150' shall be provided with an approved turn - around area. Access shall be within 150' of all portions of the buildings. (City Ordinance #1846) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. The Tukwila Fire Prevention Bu John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 a: N tn , z1 t- m z 0 0 o A. • a IL a -- -- DEPARTMENT OF LABOR BOTHELL - WA • :98 0,11 . F625-032-000 (S197) • • • • • . • $TATIS'J — CENTER - SITE AREA 6.76 AC. ZONING TUKWILA URBAN EXISTING BUILDING AREA 84.000 BQ.FT. EXISTING USES OFFICES . t7a 61,40 UFACTLIRI0G .. • • 20,000 -, LUNCHROOM •3.000'. - WAREHOUSE /DISTRIBIITION....13, .. [PROPOSED WAREHOUSE 8,2501 TOTAL: 62.250 SOFT. PARKING " .. 62 AUTOS 20 AUTOS 11 AUTOS OFFICES - 3 F'ER 1000 8Q-FT. MANUFACTURING 1.F ER 1000 :SQ.FT. - WAREHOUSE 1 F'ER 2000 SQ.FT. - -- - - PARKING PROVIDED ON SITE.. - 03 AUTOS REQUIRED 256 AUTOS i 'vrd ..I BUILDERS COPY 'Y General Notes for Revision to Drainage & Site Plan 1. Delete CB #1 & Infiltration Trench from original Sheet L. 2. Tightline underground, in 6 inch PVC(SDR 35), existing D in SE comer and new DS from Addition, directly to existing ' -" CB as shown on revised Sheet 1. 3. CB # 1(formerly #2) to be minimum 22.8' elevation with 12" cast iron pipe to existing CB. 4. FROP -T to be located in existing type 2 basin at parking entrance. 5. Ramp for loading dock to be 6" concrete with re- inforcing as shown in Detail "F ". FIGURE 4.4?G FLOW RFSTRICTOR/OIL POLLUTION CONTROL DEVICE (FROM, (TEEI See Detail D -6 ram° s e rb.q ism, I PAN 11 I °metric LFZSAtZSection A -A 0 SCALE o [Rbn Elbow Restrlctdr� See Access Detail D -6. KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL y Orc+.bw w - L o.v,Ia. ,o, Addui°nab yb�xaa¢nia A D9 9 'Di' Wnae. tin°., A.c . tot Ca y I SNP TYPICAL PLOY RESTRICTOR INSTALLATION DATE_ 11 /2o /s6 Ds - 13 J I L i wASHrD cR:.r/ T alrJ- fA �T Y3�s'IIYY< trta a6Dura+Gt r-O #221T14. •T'VeM oPAuer I a, T$ 21_ LsM , 4 %t. I'IgL' 7 VI NpI , �� °� i c` iD � /42. 6'1� N. t 3 PG, CAb� � E NMN /. t I - 1 4 he tis La /q_79,. ! a B8 ° 4101Q D99 -0281 EXPIRED N'� 34.- 23 - °�° [LEGAL DESCRIPTION 1�':. 362304 87 BEG AT NW COR SEC 35 TH S 01 -19 -01 W 1320.01 FT TO NW COR - OF GL 4TH $ 88-04-53 E 381.81 FT TH S OI -55 -07 W 341 FT TH N 88-04 -53 W 50 FT TO TPOB TH S 88-04.53 E 426 FT 14/L TO TOP OF LEFT BANK OF GREEN RIVER TH S 07-00 E 106 FT TH S01-06 W 104 FT TH S O9-t2 W 106 FF'I'H S 26-49 W 102 FT TH S 47 -21 W 103 FT TH S 60-15W .40 FT TH S 74-35 Wy 60 FT TEI W 106 FT TH N67-30 W 107 FT TH N 26-19 W 104 FT TH N 20-22 W 1 -3 FT TH N 21 -54 W 105 FT TH N 32 -38 W 116 FT TH N 44- 04 W 357T M2 TAP FR WHIMS BEATS. S 70 -20-07 W TH N 70 -20-07 E 220 FT M/L TO TPOB TOW ESMTS TOW UND INT 1NPRIVATE RD AIN FOR ASSESSMENT PURPOSES REV S Oii\ ®_ r 2 plans have been reviewed by the Pt Department lot conformance with carte City standards. Acce is sub to errors a n omissions which do not authorize violations adopted standards or ordinances. The ,rponsbIIi for the ade0uacy of the design rests T he designer "YCCcns. deletions or drawing_ date will vc:' _ ,an and w;1 a rersubrnittal c' _win for s `_ _ approval. Final ; :;c;;p;0nce is subject to I,e:;l Inspection the Public Works utilities inspector. - Date: 2- t b cu By: I NO, 3 CITY Of TL +KWILA APPROVED FEB 2 2 2007 AS NOTED RECENED CITY OF TUKWIUt FEB 092[O'I PERMIT CENTER OIEQtEO is REVISION 1t1F4 tog TE :2/8 00;` *sei 6,43A -14 SHEET NR 1.