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L/ G v CJ In Spec TYPE OF INSFE �1 r, C bate; ,�TQRlVi ARA1N VQVESTtn Silt Fence pie AD Check Dam CatchBasin(s) Reride A s PIN Inlet Protection Manhole(s) Curb 1rn anon Temp.Sad. Oil Separator(s) Sidew utter i t�F Fero App zer5hcetingDownSpout(s) r0h(s}Straw g�as Rack/overflow Sub-grad, plantsSeeding RestrictorFina! Rack Spreader ATB Trees Treatment CI.$ Rooc$arriGrs Infiltration Stziping Phalr �`Pond ' uiprnent Signing ��` Final Final .. .a ' I� ' � - I - - - - - - r , I City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT# ®I DATE "' "'Q LEGAL 1S3105 - q • 0l' - hwL/ y`o/ -ClU43 Plat Lot Tax 1D# NAME ADDRESS BUILDING USE 0AXd1&1J # of BUILDING UNITS Y Existing Required Signature Date 00k Water Meter Fire Hydrant C I Side Sewer Permit I Monitoring Manhole Cross-Connection Control Sewer: Off site On site ./ Water: Off site On site L/ b o Pretreatment Discharge - I, Permit n Water/Sewer Fees Date received Date Yellow returned ' Date Pink returned a ■ ■ ■ — ■ ■ -� ■ �- u r. ■ �■ . . ■ . . � . - ME 1 r • 7 - - r y �- - � _ - R_ J M _ J J it ` ■ ON 1 ■ ■ — 7 - r r r - - r•■ � — 7 —J .10 0 MEN 1 WE ON ` momm ON - - NO - - ` # ■ F i 1 • 7 - ■ ■ _ . ME - r 1 1 7 7 ti A r 7 -�j 7 r 7 1 L ' M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSI 4TV pp Report& Q893 CLIENT: DKS, Inc. PROJECT: King Wa4Ft&a�,q,n�� ADDRESS: Attn: Mike Kinq PROJECT ADDRESS: 67`6/11C 19012 61s1 Ave. NE, Ste. 5 FILE NO: 011223 FARl ia.•-- Arlington, WA. 98223 DATE CAST: March 22, 2002 U7`0/�i DATE RECEIVED: March 27, 2002 PERMIT#: 02-4690 r.. FIELD DATA LOCATION OF PLACEMENT: Tiltup panels 1,2,3,4,7,8,9,10 12 15-19 21 SAMPLED AT: Truck chute before pumping 165 yds-panel 16 CONTRACTOR DKS SJJCPLIER _Smokey Point lUANTITY PLACED,CU/YD 11 of 182 &PROPORTIONS 6sk no air polyhead i=LIVERY TICKET NO. 118015 CEMENT, lbs. 6200 :ZUCK NO. 8073 FLYASH, lbs. JCH TIME. 9:21 WATER, gals. 146 AMPLE TIME 9:48 FINE AGGREGATE, lbs. 15910()-3.9 ,'LUMP, inches(ASTM C-143) 5 COARSE AGGREGATE, lbs. 20030@ 0.0 .ft CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. R TEMPERATURE, °F 520 COARSE AGGREGATE, lbs.ONCRETE TEMP, °F(ASTM C-1064) 630 _ ADMIXTURE, oz./cwt Polvhead 388 _ ADMIXTURE oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE 7TE;STED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTHDAYS SQ.IN. PSI1392 6 3/28/02 113,200 6.04 28.64 3,950 ® Cylinders made by a MTC representative t 1393 28 4119/02 162,800 6.01 28.35 5,740 DG ® Cylinders picked up by a MTC representative 1394 28 4/19/02 162,100 6.01 28.35 5,720 DG ® Test results comply with applicable speciricallon 1395 H ® comlplyn h Project plansnd spots le and found toOR-1--N meel does not comply with project plan,and atwcit,catbrw 6 Gallons of water were added ®prior to/O after sampling. REQ'D 28 ` 4,000 REMARKS: MTC on site for QC sampling of concrete. REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett, Technical Directo6i DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All resells apply only to aclual localions and materials lined.As a mutual p sleclion to cliculs,the public and omclvc%all reports are submittal as the confidenuial property orelients,and aulhoriwlion for publication orslmcnlenls,conclusions or"Imels from or regarding our reports is reserved pending our written approval. 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 • Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rea 07/01 ' �� „' kr 3 • `. y i '��t M.T.C. Materials Testing& Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Report#C 0894 CLIENT: DKS, Inc. PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 67"& 1881h 19012 61s1 Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: March 22, 2002 DATE RECEIVED: March 27, 2002 PERMIT#: 02-4690 FIELD DATA LOCATION OF PLACEMENT: Tilt panels 1-4,7-10,12,15-19,21 `,AMPLED AT: Truck chute before pumping a 77 yds-Panel 7 i:ONTRACTOR DKS SUPPLIER Smokey Point ;I JANTITY PLACED,CU/YD 11 of 182 MIX#&PROPORTIONS 6sk-Norm-polyheel ,i:LIVERY TICKET NO. 117999 CEMENT, lbs. 6195 WCK NO. 29 FLYASH, lbs. ,TCH TIME. 7:15 WATER, gals. 144 -.MPLE TIME 8:10 FINE AGGREGATE, lbs. 15920(D_4.1 'LUMP, inches(ASTM C-143) 4 3/4 COARSE AGGREGATE, lbs. 19970 (P 0.0 CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. TEMPERATURE, °F 400 COARSE AGGREGATE, lbs. %iVCRETE TEMP, eF(ASTM C-1064) 600 ADMIXTURE, oz./cwt Polyhead 388 ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY i DAYS) (SQ.IN.) (PSI 1388 6 3/28/02 98,000 6.04 28.64 3,420 is ® Cylinders made by a MTC representative 1 1389 28 4/19/02 150,900 6.01 28.35 5,320 DG ® Cylinders picked up by a MTC representative 1390 28 4/19/02 146,600 6.01 28.35 5,170 DG ® Test results comply with applicable specification 1391 H ® Reinforcing steel was vbually unspotted and found to comply wwNh protect plans and specs ElReinforcing sleet does not comply with project plans and specifications 5 Gallons of water were added ®prior to/O after sampling. REQ'D 28 4,000 REMARKS: MTC on site prior to concreting. Reinforcement per plan correcting made Concrete placed by pump and vibrated internally for consolidation. Contractor requested 6 day break for tilting purposes REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director" DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All mulls apply only to actual localions and malcrfals lased.As a mutual proleciion to elimis,the public and omclvcs,all reports an,submitted a9 the co lildc lial property ofelicats,mid aulhorizmion for publication of stnlemerts,conclusions orexlmcis from or reganling our reports is reserved reading our wrillrn approval. 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court Centralia,Wa.98531 • Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07101 .. �. .' ..' � .: i . - �� ..�J $�!3%C..i� =-i _ -�-tip :Y.�L :�111 �:.. 2_��_•+«,q�.�r : .�i�,tii:�l/ '_ ,- r� „r'��_ .- M.T.C. Materials Testing & Consulting, Inc. Report#r 007527 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 011223 777 Chrysler Drive DATE: April 17, 2002 Burlington,WA 98233 Phone: (360) 755-1990 PROJECT: Kings Warehouse Fax: (360)755-1980 ADDRESS: 18802 67`"Ave. NE CITY: Arlington,WA. 98223 CLIENT: DKS, Inc. ENGINEER: Kosnick ATTN: Mike King ARCHITECT: Gary Parkinson ADDRESS: 19012 61"Ave. NE, Ste. 5 CONTRACTOR: DKS/Thomco Construction Arlington,WA. 98223 PERMIT NO.: Time: PM Temp: MTC arrived at the job site as requested by the contractor to visually inspect the structural steel decking on the roof. The puddle welding, seam welding and the button punching of the seams has been accepted per codes and drawings that apply to this project REPORTED BY: James Lucerne, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director' DISTRIBUTION: original:Client cc:Kosnick Engineering cc:Gary Parkinson Arch. cc:City of Arlington cc:Thomco Construction cc: All mulls apply only to sclual locations and materials tested.Asa mutual prolmtiou to clicals,the public and ourselves,all rgmn.ore s.bmWed as the cwunfrnlial property orclicnls,and aulhorization For publicalion of slateenienls,conclusions or etnreels Bom or regarding our repents is reservnl pmdi ng our writs cn approval. 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10/00 � I ;ll I •_ I ft �C•y�l F1 ^-!'•Si i�� •r�• I I.!i;'• - .YS1 y - -J*—1.... ;lF Ur �1:.. - - L.► L I','+7 _ 1 � .. _1 �':~Cti• _1, ❑ ::d`� � r1 'T:9:�r..-:1 •r. 'r:i • • R` ' _ III • 1 . M.T.C. Materials Testing & Consulting, Inc. Report#F 7526 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 011223 777 Chrysler Drive DATE: April 15, 2002 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Kings Warehouse Fax: (360) 755-1980 ADDRESS: 1880267 inAve. NE CITY: Arlington,WA. 98223 CLIENT: DKS, Inc. ENGINEER: Kosnick ATTN: Mike King ARCHITECT: Gary Parkinson ADDRESS: 19012 61S Ave. NE, Ste. 5 CONTRACTOR: DKS/Thomco Construction Arlington, WA. 98223 PERMIT NO.: Time: AM/PM Temp: MTC arrived at the job site as requested to visually inspect structural steel Visual inspection of the structural steel joists to the seat lugs that were welded to the embedded plates in the tilt up concrete panels and on top of the wall embeds and the welding of the bridge bracing has been completed and accepted er codes and drawings. Witnessed the epoxy of tel holes that were drilled and cleaned for the installation of ten threaded dowels 3/4°x6" that were added to five off set embeds at panels #18 and #19 as per engineering approved sketch and drawing 5/S2. Hilti 150 lot 011183162 expiration 05/002 was used. REPORTED BY: Jim Lucerne, WABO Inspector REVIEWED BY: Niall Hackett, Technical DirectoK_ DISTRIBUTION. original:Client cc:Kosnick Engineering cc:Gary Parkinson Arch. cc:City of Arlington cc:Thomco Construction cc: All results apply only In actual loeatiune and now.idle,ed.As a nuuual protection to elinus.the public and ourselves.all reports are snhmiucd is the coufidemial proper,oroicots.and eulhorl alion for publicution or5mtenteuls.conclusions or extracts from or regarding our reports is reserved pending our wriltat approval 171 O Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10100 -y M.T.C. Materials Testing & It'onsulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: DKS, Inc. Report#C 0894 PROJECT: _King Warehouse )DRESS: Attn: Mike King PROJECT ADDRESS: 671h& 18811 19012 61"Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: March 22, 2002 DATE RECEIVED: March 27, 2002 PERMIT#: 02-4690 FIELD DATA )CATION OF PLACEMENT: Tilt panels 1-4.7-10,12,15-19,21 �E 1MPLED AT: Truck chute before pumping77 ds-Panel 7 CONTRACTOR DKS 2 SUPPLIER Chi Q� Smokey Point (�jJANTITY PLACED,CU/YD 11 of 182 _ MIX#&PROPO TIQNSAR Ai,... 6sk-Norm- of heel LIVERY TICKET NO. 117999 CEMENT, lbs. C�,y�1C' 6195�—�-� 'UCK NO. 29 FLYASH, Ibs. ,.TCH TIME. 7:15 WATER, gals. 144 - --- SAMPLE TIME 8:10 ----. - FINE AGGREGATE, lbs. 15920P4.1 I.IJMP, inches(ASTM C-143) 4 3/4 -— - - -- -_— COARSE AGGREGATE, lbs. 19970',CONTENT, %(ASTM C-231) -�a`_0.O.0 — — �___- COARSE AGGREGATE, lbs. i' '.TEMPERATURE, IF 400 COARSE AGGREGATE, IL•s. (.,'NCRETE TEMP, eF(ASTM C-1064) _600 ADMIXTURE, oz./cwt Polyhead 388 ADMIXT UkE-, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY DAYS SQ.IN. PSI 1388 6 3/28/02 98,000 6.04 28.64 1 3,420 - JS Cylinders inada by a Po17C representative 1389 28 _4/19/02 ® Cylinders picked up by a MTC representative 1390 28 4/19/02 _ -- Test results comply with applicable specification 1391 H _— Reinforcing steel was visually Inslswlyd and found to comply with project plans and spew ElReinforcing steel does not comply with project plans and sperificalions 5 Gal"Ofwalerwers added ®priorto/O after REQ'D 28 AZtr. t '? ` JY �, x, sampdq 4,000 :EMARKS: MTC on site prior to concreting. Reinforcement per plan, correcting made Concrete placed by-pump and vibrated internally for consolidation. Contractor requested 6 day break for tilting purposes REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett,Technical Director DISTRIBUTION: original:Client Sc: Kosnick Engineerinq cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All results apply only to actual localiow aed materials IMIW.As a mutual pratoodoe to clients,the public and ourselves,all reports ore submilled as the confidenlird properly ofclienls,end authorization rorpublicalioo orslatmuents,conclusions or mtral.1s from or rrganfiog our reports is reserved pending our written appmval. 777 Chrysler Drive a Burlington,Wa.98233 e Phone(360)755-1990 . Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 e Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07/01 �, _ _ .� . w• .� '.• . .� -ter.�1�'I �..rar..:�••' S.L �i�r�.�. '�'z� �/�-Sit't;•�•• . ...�� L �a,l �+F� ' z• '�.'JJ�`'r it - - _ .— — a�r�rT r;•rdi�.—.. P; .- ) M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: DKS, Inc. Report#C 0893 PROJECT: King Warehouse DRESS: Attn: Mike Kfng PROJECT ADDRESS: 6711& 18811 19012 61s1 Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: March 22, 2002 DATE RECEIVED: March 27, 2002 PERMIT#: 02-4690 FIELD DATA )CATION OF PLACEMENT: Tiltu p panels 1,2,3,4,7,8,9,10,12,15-19,21 AMPLED AT: Truck chute before um In p p 9 Ca) 165 yds-panel 16 — ---- -— -- - - - DNTRACTOR DKS SUPPLIER — 6sk no Point JANTITY PLACED,CU/YD 11 of 182 MIX#&PROPORTIONS sk no air pot head =LIVERY TICKET NO. 118015 ;UCK NO. 8073 CEMENT, lbs. 6200 FLYASH, Ibs. %TCH TIME. 9:21- - WATER, gals. 146 AMPLE TIME 9:48 FINE AGGREGATE, Ibs. 15910 a,3.9 UMP, inches(ASTM C-143) 5 --- ---. _ COARSE AGGREGATE, Ibs. 20030-@ O.O ;:CONTENT, %(ASTMC231) _ ---- --- --------. COARSE AGGREGATE:, Ibs. :TEMPERATURE, °F= 520 �----- - _.---..- -- COARSE AGG!tEGi1!'E, Ibs. _ C 'NCRETE TEMP, °F(ASTM C-1064) 63° _ T — ADMIXTURE, oz./r_.wt Pol0nad 388 ADMIX I URE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS fJO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY I _ DAYS _ S f 3 - ( -IN.�- - ---�PS--� --- ---- 28.64 3 950 1 O Cylinde,s made by a MiC representative 92 6 3/28/02 113,200 6.04 1393 28 4/19/02 _ JJ ® Cylinders picked up by a MTC representative ~1394 28 4/19/02 _ Test results comply with applicable specification 13995 H El W4,0100 Roudwcing steelwas vlsuslly Inspoetod and found to Comply with prdiocl plans and spotsRekdorekV steel does not comply with projectplans and specifications �1 Gabonof water ware added ®prior to/O after R:EQ'D 28 sompth,g. <EMARKS: MTC on site for QC sampfin of concrete. REPORTED BY: John Kamer, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects CC:City of Arlington cc: Thomco Construction cc: All results apply only to achmi locations and mu,'a's IeaaL Asa mutual pmlasion to clients,the public and ourselves,all reports orosubmitrud a IbeconRdential pmprmy ofclienl%and sulhorira km forpublication afslmemeabs,conclusions or extracts from or regarding our reports is named pendilyf our wrilten appoval, 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 . Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 • Phone(360)330-7926 Fax(360)330-7946 Website Address:www.mtc-inc.net Rev 07/01 - I M.T.C. MaLUI-ials Testing& Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Reprt#C 0888 CLIENT: DKS, Inc. PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 671"& 188" 19012 61s' Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: March 13, DATE RECEIVED: Q PERMIT FIELD DATA LOCATION OF PLACEMENT: Tilt panels#5,6,11,13,14,20 SAMPLED AT: Truck chute before pumping @ 50 yds Panels 6 and 11 CONTRACTOR DKS SUPPLIER Smokey Point QUANTITY PLACED,CU/YD 10 of 75 MIX#&PROPORTIONS 1600 PY DELIVERY TICKET NO. 117830 CEMENT, lbs. 5630 TRUCK NO. 68 FLYASH, lbs. BATCH TIME. 7:25 WATER, gals. 149 SAMPLE TIME 8:15 FINE AGGREGATE, lbs. 14330 @ 2.9 _.,LUMP, inches(ASTM C-143) 4 1/2 COARSE AGGREGATE, lbs. AIR CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. AIR TEMPERATURE, °F 430 COARSE AGGREGATE, lbs. CONCRETE TEMP, `F(ASTM C-1064) 610 ADMIXTURE, oz./cwt Polyhead 352 ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY (DAYS) SQ.IN. (PSI) 1154 7 3/20/02 126,000 6.00 28.27 4,460 CS ® Cylinders made by a MTC representative 1155 28 4/10/02 157,000 6.01 28.35 5,540 CS ® Cylinders picked up by a MTC representative 1156 28 4/10/02 154,000 6.01 28.35 5,430 CS ® Test results comply with applicable specification 1157 H ® Reinforcing steel was visually Inspected and found to comply with project plans and specs ❑ Reinforcing steel does not comply with project plans and specifications 5 Gallons of water were added ®prior to/❑after sampling REQ'D 28 4,000 REMARKS: MTC on site prior to concreting. Reinforcement rechecked for clearence embeds in place. Water blown from forms and sucked by vacuum cleaner. Concrete placed by pump and vibrated internally for consolidation. REPORTED BY: John Kepner, WABO Inspector's REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original: Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc: City of Arlington cc: Thomco Construction cc: .All resells apply only to anudl k-oi o-ind material.tested As it mnmdl prottttiou to clients.the public and ourselves.all reports arc submitted as the confidential properly or ciicats.and audtorizalion for publication of slalemems.conclusions or extracts from or regardingour reports is reserved pending our wiucn approval. 777 Chrysler Drive • Burlington, Wa. 98233 Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 Phone(360)330-7926 • Fax(360)330-7946 Website Address: www.mtc-inc.net Rev.07/01 LA L4 V, OA '4 44. M.T.C. Materials Testing & Consulting, Inc. Report#F 2337 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 011223 777 Chrysler Drive DATE: April 12, 2002 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Kings Warehouse Fax: (360) 755-1980 ADDRESS: 18802 67 inAve. NE CITY: Arlington, WA. 98223 CLIENT: DKS, Inc. ENGINEER: Kosnick ATTN: Mike King ARCHITECT: Gary Parkinson ADDRESS: 19012 615 Ave. NE, Ste. 5 CONTRACTOR: DKS/Thomco Construction Arlington,WA. 98223 PERMIT NO.: Time: 12:45 Temp: 57 Witnessed epoxy installation at B/C panel 18 & 19, 8 3/4" x 6", A/B ledger 15 5/8" x 5", Panel # 12 8 5/8x6" beam to panel connection. Product is Hilt Hy-1 50, lot # S011931 LC, exp. 03-02, #192757, exp. 03-02, #23103LL2 exp. 05/02. Verified size, depth and cleanliness of holes. REPORTED BY: Chuck Hasty, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original: Client cc: Kosnick Engineering cc:Gary Parkinson Arch. cc: City of Arlington cc:Thomco Construction cc: All results apply Only m annaI kMmiuO.•.OW m.uei ials iesitt4 As a normal pracctiou to clients.the public and ourselves.all reports are submitted as the con idemial property ofdicurs.xud aulhorirarion I'or pnblicmion of state' conclusious or extracts from or regarding our reports is reserved peuliug Our arittcu upprOvilL 1710 Midway Court • Centralia, WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10/00 M.T.C. RE 'F U Materials Testing & Consulting, Ine. qu oo? Report#F 2820 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 011223 777 Chrysler Drive DATE: April 3, 2002 Burlington, WA 98233 Phone: (360)755-1990 PROJECT: Kings Warehouse Fax: (360)755-1980 ADDRESS: 18802 6710 Ave. NE CITY: Arlington,WA. 98223 CLIENT: DKS, Inc. ENGINEER: Kosnick ATTN: Mike King _ ARCHITECT: Gary Parkinson ADDRESS: 19012 61$'Ave. NE, Ste. 5 CONTRACTOR: DKS/Thomco Construction Arlington,WA. 98223 PERMIT NO.: Time: AM Temp: MTc arrived at the job site as requested by the contractor. Visual inspection was conducted on the fillet welding of the base plates of the embedded tilt-up panels and at the embedded plates of the panel to panel concrete tilt-up vertical welds. All welding of these connections was completed and accepted. The welder WABO certification of Kim J. Kirchoffner exp.'date July 1, 2002, was verified and accepted. l �. t REPORTED BY: James Lucerne, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc:Kosnick Engineering cc:Gary Parkinson Arch. _ cc:City of Arlington cc:Thomco Construction cc: All results apply only to actual locations wul materials tested As a mutual pmtmtion to clients,the public and ourselves,all reports are submitted as the contileaiial property orchenls,acid awhorizuliun for publication orshacruenls,conclusions or extracts Fmm or regmding our reports is romL,d pending our wriurn appmvA. 1710 Midway Court • Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10/00 t - M.T.C. MaLCIials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Repo C 064 CLIENT: DKS, Inc. PROJECT: Kin Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 67lh& 1881h 19012 61s1 Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: February 25, 2002 E I%/97DATE RECEIVED: February 26, 2002 PERMIT#: 02-4690 I DATA LOCATION OF PLACEMENT: Building SAMPLED AT: end of hose ONTRACTOR DKS _ SUPPLIER Smokey Point IANTITY PLACED,CU/YD 99 of 286 MIX#&PROPORTIONS 5 1/2 w/WR LIVERY TICKET NO. 117361 CEMENT, lbs. RUCK NO. 65 FLYASH, lbs. ITCH TIME. 8:05 _ WATER, gals. :AMPLE TIME 8:25 FINE AGGREGATE, Ibs. Provided LUMP, inches(ASTM C-143) 5 3/4 COARSE AGGREGATE, lbs. iR CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. _ R TEMPERATURE, eF 310 COARSE AGGREGATE, lbs _ 7NCRETE TEMP, °F(ASTM C-1064) 580 ADMIXTURE, oz./cwt ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY DAYS) (SQ.IN.) (PSI 0629 7 3/4/02 138,000 6.00 28.27 4,880 CS ® Cylinders made by a MTC representative 0630 28 3/25/02 170,100 6.03 28.54 5,960 is ®' Cylinders picked up by a MTC representative 0631 28 3/25/02 167.100 6.03 28.54 5,860 is Test results comply with applicable specification 0632 H ❑ Rolnfororg steel was visually hrspartM and found to comply with project plans aril spot: OReinforcing steel does not comply with project plans and specifications Gallons of water were added O prior to/O after sampling REQ'D 28 REMARKS: First 77 yds placed w/o inspector on-site due to same day call in Tested concrete for slump and tempature Cast one set of cylinders. Job trailer was locked so there was no access to plans and specifications Set# 1 REPORTED BY: Curtis Shear, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All results apply only to adud locations oral mat Tials IwW.As a mutual proLLclion to clicmts,the public and ourselves,all reports are submiliod w the confidrnliol pmpely ofclienls,and outhoriunion for publication ofslalmanis,conclusions or utrmis from or regarding our reports is racry a it mding our written approval. 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 Fax(360)755-1980 1710 Midway Court Centralia,Wa.98531 • Phone(360)330-7926 Fax(360)330-7946 Website Address:www.mtc-inc.net Rev 07i01 L j I• 'i I' I, • � I � 1 - •I ' 'r I I 1 _ Q _ .�- : � 1 I � 1 I 11 I � I til _ I I I I • • I I f: • �1 J�J = f� _ __ - I - - • .'sr .� � - - - t7+ .. __.. - _ .:may. - _- -.. • rr��✓ M.T.C. Ma,,;jLials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Report#C 0644 CLIENT: DKS, Inc. PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 6711& 1881h 19012 61s'Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: February 25, 2002 DATE RECEIVED: February 26, 2002 PERMIT#: 02-4690 FIELD DATA LOCATION OF PLACEMENT: Building SO 6 SAMPLED AT: end of hose :)NTRACTOR DKS _ SUPPLIER Smokey Point '.ANTITY PLACED,CU/YD 176 of 286 MIX#&PROPORTIONS 5 sk W/air" LIVERY TICKET NO. 117370 CEMENT, Ibs. NOT ;UCK NO. 28 FLYASH, lbs. :rCHTIME. 9:02 _ WATER, gals. ,MPLE TIME 9:30 FINE AGGREGATE, lbs. Provided _UMP, inches(ASTM C-143) 5 1/4 COARSE AGGREGATE, lbs. R CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. TEMPERATURE, eF 380 COARSE AGGREGATE, Ibs. •NCRETE TEMP, F ASTM C-1064 ( ) 59 ADMIXTURE, oz./cwt ADMIXTURE oz/cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY DAYS SQ.IN. PSI 0625 7 3/4/02 142,000 6.00 28.27 5,020 CS ® Cylinders made by a MTC representative 0626 28 3/25/02 16,500 6.03 28.54 5,790 is O Cylinders picked up by a MTC representative 0627 28 3/25/02 158,600 6.03 28.54 5,910 J S Test results comply with applicable specification 0628 H O Retnfomi j steel vas vinunfly knspectod and found to comply w:lh project plans and spew OReinforcing stool does not comply with project plans and specifications Gallons of water were added O pdor to/O after sampling REQ'D 28 REMARKS: Tested concrete for slumps and tempature. Cast one set of cylinders Set#2 REPORTED BY: Curtis Shear, WABO Inspector REVIEWED BY: Niall Hackett, Technical Directors DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All mulls apply only to=lost locations and materials leslcd. Asa mutual prolection to climds,the public and ourselves,all reports arc submitted as Ifteconllilmlial pmpcny of clients,and authariralion for publication of gaicnims,conclusions or extracts tram or regarding our reports is reserved pending our writtm approval. 777 Chrysler Drive • Burlington,Wa.98233 * Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court a Centralia,Wa.98531 • Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07/01 ti r - ' ��I1:1_ I- •1 TV �: i x • - - • 1- M.T.C. Mall,,,iials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: DKS, Inc. PROJECT: King Warehouse Report#C 0888 ADDRESS: Attn: Mike King PROJECT ADDRESS: 671h& 188lh 19012 61s1 Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: March 13, 2002 DATE RECEIVED: PERMIT#: 02-4690 FIELD DATA OCATION OF PLACEMENT: Tilt panels#5,6,11,13,14,20 AMPLED AT: Truck chute before pumping 50 yds Panels 6 and 11 )NTRACTOR DKS SUPPLIER Smokey Point :UANTITY PLACED,CU/YD 10 of 75 MIX#&PROPORTIONS 1600 PY -LIVERY TICKET NO. 117830 CEMENT, lbs. 5630 :UCK NO. 68 FLYASH, lbs. ATCH TIME. 7:25 WATER, gals. 149 AMPLE TIME 8:15 FINE AGGREGATE, lbs. 14330 @ 2.9 UMP, inches(ASTM C-143) 4 1/2 COARSE AGGREGATE, lbs. R CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. .R TEMPERATURE, eF 430 COARSE AGGREGATE, lbs. ONCRETE TEMP, eF(ASTM C-1064) 610 ADMIXTURE, oz./cwt Polyhead 352 ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY DAYS) (SQ.IN.) PSI) 1154 7 3/20/02 126,000 6.00 28.27 4,460 CS ® Cylinders made by a MTC representative 1155 28 4/10/02 O Cylinders picked up by a MTC representative 1156 28 4/10/02 _ Test results comply with applicable specification 1157 H ® Reinforcing steel was visually Inspected and found to comply with pmjed plans and seep ❑ Reinforcing steel does not comply with project plans and specifications 5 Gollona of water were added ®prior to/O after ;nmpbng. REQ'D 28 4,000 REMARKS: MTC on site prior to concreting. Reinforcement rechecked for clearence embeds in place Water blown from forms and sucked by vacuum cleaner. Concrete placed by pump and vibrated internally for consolidation. REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director V, l DISTRIBUTION: _original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All mulls apply only to actual locutions and materials tested.As a mutual protection to clicvls,the public mid ourselves,all reports are submittal as The confidential property orcliaas,mid aulhorimlion for publication of statements,conclusions or ealracts Iham orregarding our reports is reserved pending our carillon approval. 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court Centralia,Wa.98531 • Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07/01 i a Gary Parkinson //Architects Response to Permit Review Comments FtECEI\JE1) October 9,2001 ()()T 15 Z0M CITY OF ARl.1NGTON TO: City of Arlington Building Dept. _ L,�(,� 238 N. Olympic Avenue Arlington,WA 98223 ATTN.: David W. Anderson REVISED RE.: Response to Permit Review Comments King Warehouse: #01-4690 TRANSMIT: (6) Copies Revised Architectural & Structural Plan Sets (2) Copies Revised Structural Calculations VIA: Fax Courier Mail Other Dear Mr. Anderson, I am sending you revised architectural and structural drawings, and structural calculations for the above listed project for your review and approval. Our response to the review letter of August 9, 2001 by Chuck Williams of CWA Consultants is as follows: NONSTRUCTURAL 1. Please see Roof Drain and Emergency Overflow Detail 5/A5. 4"xl2" emergency overflows also added to building elevations on Sheet A3. 2. See General Note#5 added to Sheet A2 regarding landings at exterior doors. 3. See General Note #6 added to Sheet A2 regarding flame-spread rating of insulation exposed to the interior of the building. EXITS 1. See General Note#7 added to Sheet A2 regarding illuminated exit sign requirements. 2. See General Note#7 added to Sheet A2 regarding illuminated exit sign requirements. 2812 COLBY AVENUE • EVERETT, WASHINGTON 98201 • (425) 252-2153 9 FAX: (425) 742-8130 • E-MAIL: Admin@GaryParkinson.com ■ ■ ONE ■ ■ E ■ C. i —7�� E'X. ME Arl 0 0 0 0 MElm 0 0 M M 0 M 0 No 0 In mrmwm imm� ME 0 IMEME NO ME L ■ .0 ■ ■ i ON ■ ■ ■ ■ Z■ ■ ME 0 0 WE . ■ mg NE rh ME ON No -L '� . ■ -1 ■ ■ EN MEN 103ELT 0 W4, ON 0 0 ME ME - - ■ M NEEML.A. MEN `. j EMEMEMEM, �iIEC %. mm 0 ON rmlMmu MMIE Zm EEM or EVEMEM ME ■ ■ ■ ■ ■ NO ME 0 ■ ■ T , M=m ■ 0 INMEN7IMEMENINIONE NO ■ MWEENIEVEN.7 M ■ immommom ■ MErME NO ■ IJ .T■ ■ - ■ ■ ■ ■ momm . . 1 1 00 ■ ■ 1 � ■ . ` ■ ■ ■ ME ' ■ ■ T ME ON ■ ■ ON ■ 0 mmmmmmmmm OLM 0 M 111116m=J 0 0 1 069MM Response to Permit Review Comments King Warehouse:#01-4690 Page#2 MECHANICAL 1. See Glazing Note#2 added to Sheet A3 regarding glazing certification and labeling. 2. See Ventilation Note#1 added to Sheet A3 regarding outdoor air requirements and calculations to be provided by others. 3. See Lighting Note #1 added to Sheet A3 regarding lighting calculations to be provided by others. 4. See Note regarding Exterior Lighting to be compliant with power allowance as required by WAC 51-13. 5. See General Note #9 added to Sheet A2 regarding daylight zone lighting and controls and required calculations to be provided by others. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. See General Note#8 added to Sheet A2 regarding door threshold requirements. STRUCTURAL See revised structural drawings, structural calculations & written response to all comments as provided by Kosnik Engineering attached. Please review the attached plans, calculations and written responses to review comments and contact me if you have any questions at(425)252-2153. I look forward to hearing from you soon regarding this resubmittal. Thank you. Sincerely, Ryan Ellinghaus Gary Parkinson Architects cc: Mike King, DKS Construction somm mom mom mL=lm ■ii■ ■ _ ■ F OOM MOM ON NO 0. Me.". MIM - -,Lh xOm-rPY4�1 • -N... ■ ■ 14 ■ _ . _ w _ MOMMEME 1111 , 41PI dW% . _ _ ■ 1 ■ 1 - 0 !L • ■ r — ■ _ r1MMOMME ■ ■ T _ T ME 0 1 NO I I I ' ■ . . ■ • ■ ■ • ti • ■ ■ ■ ■ ■ A ON ■ No ■ 0 • ME 0 - _ ■ ■ ■1MEME 1 • • . 1 • • ■ ■ U • 1 • ■ j • ■ ■ ■ 0 0 IN ON . 1 ■ . . . f • . _ . . _ ■ . . — MOM ON ON _ — • - - - . . r 1 7 -Am • ■ - • - 7J - • L - r - J - & - - - - � � ■ ■ s)00'0''111 KOSNIK .901111 . ENGINEERING October 15 2001 U10 � I Mr.Ryan Ellinghaus RECEIVED Gary Parkinson Architects 2812 Colby Avenue OCT 15 2001 Everett, WA 98201 Re: Mike King Warehouse CITY OF ARLINGTON Response to Plan Review Coments Dear Ryan, The Following is my response to the structural portion of the plan review comments dated August 9, 2001 by CWA Consultants: oil. A special inspection note has been added to sheet S6, which now contains the structural notes. 2. The architect will provide you with a geotechnical report. 3. The connection has been detailed on the architectural drawings. See Al for rail calculations. 4. Panel calculations and reinforcing has been revised. See calculations section B and sheet S5. 5. Panel loads and design criteria are summarized on pages B 1,2&3. 6. See calculation pages C7 through C 11 for pier design. 7. Footing calculation are in section A. The grade beam design is on pages C8,9& 10. 8. The references have been corrected. 9. The references have been corrected. 10. The references have been corrected. 11. The revised diaphragm calculations are shown on pages C 13 through C 18 12. The revised diaphragm calculations are shown on pages C 13 through C 18 13. See detail 2/S2 and 4/S6 14. See detail 4/S6 and calculation pages C15 & 16 15. The sub diaphragm analysis is shown on page C 19. I could find no specific reference within the code which would prohibited the use of the metal roof deck as support for the wall panels. 16. See Calculation on page C19 17. The calculations have been revised at the collector see calculations pages C 16, 17 & 18 18. The calculations have been revised at the collector see calculations pages C16, 17& 18 If additional response to these plan review comments are requested, please forward them to me at your earliest convenience. Encerely, Kosnik 0 16300 MILL CREEK BLVD., SUITE 104 0 MILL CREEK, WA 98012 0 (425) 743-7004 0 (425) 743-1848 Fax 0 RECEIVED OCT 15 2001 CWA CONSULTANTS `, STRUCTURAL ENGINEERING O CITY OFARLINGTON BUILDING CODE CONSULTANTS 22421 N.E. 20th Street,Sammamish,WA 98074 (425) 836-2833 FAX: (425) 836-3707 E-Mail: chuckw@gte.net August 9, 2001 King Warehouse - 01-4690 1997 Uniform Building Codes Type of Construction: V-N sprinklers Occupancy— B/S-2 Stories: 1 + Mezzanine Seismic Zone: 3 Wind Speed: 80 Wind Exposure: C David W. Anderson Building Official City of Arlington 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson.- We have completed our review of the King Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 1998 Washington State Nonresidential Energy Code and 1998 Washington State Accessibility Requirements. NONSTRUCTURAL 1. The roof overflow drain must be 2" above the roof drain. Each must be connected to a completely separate drain line. 2. The exterior doors must swing over a landing that is not more than 1/2" lower than the threshold of the doorway. The landing must be 44" minimum. r_ 3. The facing of the insulation that is exposed to the interior must have a maximum flame-spread of 25. EXITS ,1 . Illuminated exit signs should be placed at all exit doors and hallways to clearly indicate the direction of egress. Section 1013.1 AUG 13 2001 Arlington — King Warehouse 01-4690 August 9, 2001 Page 2 of 4 2. Battery backup should be provided for the exit signs. Section 1013.4 MECHANICAL No mechanical plans were submitted. We can review these when they are submitted to you. 1998 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1 . The designer should note on the plans that all glazing shall be certified and labeled with its U-factor and solar heat gain coefficient by an independent agency licensed by the NFRC. Section 1312.1 �2 Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality Code (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 3-4 of that code. Calculations should be submitted to justify the listed quantities. 3. For areas using the Component Performance Lighting Option, the designer should provide calculations showing compliance with Section 1531 and Table 15-1. For the exterior lighting, the designer should provide calculations showing that the amount of exterior lighting is within the exterior lighting power allowance per Section 1522 or Section 1532. I (1,44 Z? per `5. The daylight zones in rooms should be shown t have switcies, occupan sens rs, or daylight sensors to control the luminaries near the window wall, independent off the general area lighting. Section 1513.3, Section 1210. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Concrete construction (Tilt-up walls) Anchor bolts (Table 19-F) Steel deck welding Structural steel welding High strength bolting N y. I� I If I Arlington — King Warehouse 01-4690 August 9, 2001 Page 3 of 4 10 A soil report must be provided with the recheck. ��3, Connection of the guardrail at the mezzanine floor must be detailed. r4. Sheet 5 for indicating the concrete panel reinforcement appears to be incomplete. The calculations appear to require 2-layers of rebar for each panel. \ ✓5. The loads used in the wall panel calculation should be summarized. 1/6. The reinforcement, including shear, for the panels at each side of the openings must be justified. 7. Calculations should be provided for the footings and grade beams. 8. The reference to Detail 4/S2 along Line 9 on Sheet S2 appears to be incorrect. 9. Reference to Details 2&3/S4 in the legend on Sheet S4 for the truss to wall connection is not correct. 10.Reference to Details 7&10/S4 in the legend on Sheet S4 for the wind girt (??) to wall connection should be clarified. 11.An R=4 must be used for determining the diaphragm forces for flexible diaphragm diaphragms supporting concrete or masonry walls. Section 1633.2.9, item 3. The actual width of the diaphragm is 64' not 60' as is used in the calculations. ✓12.Diaphragm chords must be justified. The actual chord force for the area between 3 and 9 is approximately 37 kips (ASD). The chord must be detailed on the plans along Line A. Note that Line A is the location of the concrete panels but not the end of the diaphragm. Where is the actual chord member? 13.Where the steel angle is used for the diaphragm chord a detail must be provided for connecting the individual pieces of angle. 14.A detail must be provided for transferring the lateral shear from the roof diaphragm to the concrete panels along Line A. The architectural plans suggest a wood nailer plate is to be used. This is not compatible with the steel roof joists. �t 551.A subdiaphragm analysis must be provided for the roof diaphragm where the framing is parallel to the wall. The subdiaphragm must be capable of transferring all wall anchorage forces (Section 1633.2.8.1) to the main diaphragm. Section 1633.2.9, item 4. The metal deck should not be used for the transfer of the wall anchorage forces. :� a Arlington — King Warehouse 01-4690 August 9, 2001 Page 4 of 4 ✓'16.The wall anchors must comply with all of the requirements of Section 1633.2.8.1. The steel elements (including the subdiaphragm) must have the strength to resist 1.4 times the strength level forces calculated in Section 1633.2.8.1. Since ASD values are used for the seismic forces, the forces must be increased by a factor of 1.4 (strength level) in addition to the 1.4 increase required by item 4. V1 7.Since the seismic forces calculated by the engineer are based on allowable stress design, when using the seismic force Em (QoEh) the calculations must elevate the forces to strength level by multiplying the actual seismic forces by 1.4 in addition to Q0. The actual calculations used for the typical seismic forces are at working stress levels. v/18.AlI collector elements, splices and their connections must have the strength to resist the maximum anticipated earthquake force Em. Section 1633.2.6. Equations 12-17 and 12-18 should be used for these members. The shear at the interior shear wall at Line 3 must be distributed over the entire width of the diaphragm for determining the drag forces at each end of the wall. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants CC' Gary Parkinson Architects 2812 Colby Avenue Everett,WA 98201 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425) 836-2833 FAX: (425) 836-3707 E-Mail: chuckw@gte.net August 9, 2001 King Warehouse - 01- 4690 1997 Uniform Building Codes Type of Construction: V-N sprinkle Occupancy — B/S-2 Stories: 1 + Mezzanine Seismic Zone: 3 Wind Speed: 80 j AUG Wind Exposure: C David W. Anderson Building Official City of Arlington •�7 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson: We have completed our review of the King Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 1998 Washington State Nonresidential Energy Code and 1998 Washington State Accessibility Requirements. NONSTRUCTURAL 1. The roof overflow drain must be 2" above the roof drain. Each must be connected to a completely separate drain iine. 2. The exterior doors must swing over a landing that is not more than 1/2" lower than the threshold of the doorway. The landing must be 44" minimum. 3. The facing of the insulation that is exposed to the interior must have a maximum flame-spread of 25. EXITS 1. Illuminated exit signs should be placed at all exit doors and hallways to clearly indicate the direction of egress. Section 1013.1 1` .} � _ - I .� i Y' Arlington — King Warehouse 01-4690 August 9, 2001 Page 2 of 4 2. Battery backup should be provided for the exit signs. Section 1013.4 MECHANICAL 1. No mechanical plans were submitted. We can review these when they are submitted to you. 1998 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1. The designer should note on the plans that all glazing shall be certified and labeled with its U-factor and solar heat gain coefficient by an independent agency licensed by the NFRC. Section 1312.1 2. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality Code (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 3-4 of that code. Calculations should be submitted to justify the listed quantities. 3. For areas using the Component Performance Lighting Option, the designer should provide calculations showing compliance with Section 1531 and Table 15-1. 4. For the exterior lighting, the designer should provide calculations showing that the amount of exterior lighting is within the exterior lighting power allowance per Section 1522 or Section 1532. 5. The daylight zones in rooms should be shown to have switches, occupant sensors, or daylight sensors to control the luminaries near the window wall, independent of the general area lighting. Section 1513.3, Section 1210. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Concrete construction (Tilt-up walls) Anchor bolts (Table 19-F) Steel deck welding Structural steel welding High strength bolting i I Arlington — King Warehouse 01-4690 August 9, 2001 Page 3of4 2. A soil report must be provided with the recheck. 3. Connection of the guardrail at the mezzanine floor must be detailed. 4. Sheet 5 for indicating the concrete panel reinforcement appears to be incomplete. The calculations appear to require 2-layers of rebar for each panel. 5. The loads used in the wall panel calculation should be summarized. 6. The reinforcement, including shear, for the panels at each side of the openings must be justified. 7. Calculations should be provided for the footings and grade beams. 8. The reference to Detail 4/S2 along Line 9 on Sheet S2 appears to be incorrect. 9. Reference to Details 2&3/S4 in the legend on Sheet S4 for the truss to wall connection is not correct. 10.Reference to Details 7&10/S4 in the legend on Sheet S4 for the wind girt (??) to wall connection should be clarified. 11.An R=4 must be used for determining the diaphragm forces for flexible diaphragm diaphragms supporting concrete or masonry walls. Section 1633.2.9, item 3. The actual width of the diaphragm is 64' not 60' as is used in the calculations. 12.Diaphragm chords must be justified. The actual chord force for the area between 3 and 9 is approximately 37 kips (ASD). The chord must be detailed on the plans along Line A. Note that Line A is the location of the concrete panels but not the end of the diaphragm. Where is the actual chord member? 13.Where the steel angle is used for the diaphragm chord a detail must be provided for connecting the individual pieces of angle. 14.A detail must be provided for transferring the lateral shear from the roof diaphragm to the concrete panels along Line A. The architectural plans suggest a wood nailer plate is to be used. This is not compatible with the steel roof joists. 15.A subdiaphragm analysis must be provided for the roof diaphragm where the framing is parallel to the wall. The subdiaphragm must be capable of transferring all wall anchorage forces (Section 1633.2.8.1) to the main diaphragm. Section 1633.2.9, item 4. The metal deck should not be used for the transfer of the wall anchorage forces. J Arlington — King Warehouse 01-4690 August 9, 2001 Page 4 of 4 16.The wall anchors must comply with all of the requirements of Section 1633.2.8.1. The steel elements (including the subdiaphragm) must have the strength to resist 1.4 times the strength level forces calculated in Section 1633.2.8.1. Since ASD values are used for the seismic forces, the forces must be increased by a factor of 1.4 (strength level) in addition to the 1.4 increase required by item 4. 17.Since the seismic forces calculated by the engineer are based on allowable stress design, when using the seismic force Em (QOEh) the calculations must elevate the forces to strength level by multiplying the actual seismic forces by 1.4 in addition to 00. The actual calculations used for the typical seismic forces are at working stress levels. 18.All collector elements, splices and their connections must have the strength to resist the maximum anticipated earthquake force Em. Section 1633.2.6. Equations 12-17 and 12-18 should be used for these members. The shear at the interior shear wall at Line 3 must be distributed over the entire width of the diaphragm for determining the drag forces at each end of the wall. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants cc: Gary Parkinson Architects 2812 Colby Avenue Everett,WA 98201 ¢�,IN cTo �. City of Arlington Building Department FAX Cover Sheet Date: Number of to follow: `t pages Response needed As requested_ FYI TO: FIRM: FAX #: FROM: RE: Additional Comments: 7qt 9150 238 N Olympic Ave Arlington WA 98223 Ph. (360)435-0724 FAX (360) 435-3906 CWA CONSULTANTS STRUCTURAL ENGINEERING BUILDING CODE CONSULTANTS 22421 N.E.20th Street,Sammamish,WA 98074 (425)836-2833 FAX: (425) 836-3707 E-Mail: chuckw@gte.net August 9, 2001 King Warehouse - 01- 4690 1997 Uniform Building Codes Type of Construction: V-N sprinklersn Ire. Occupancy- B/S-2 'J c � �✓ Stories: 1 + Mezzanine f ;P# Seismic Zone: 3 Wind Speed: 80 I�!; AUG 3 2001 J Wind Exposure: C 1 �,j' -` �f David W. Anderson —��nr-'jf,) Building Official City of Arlington '1 238 N. Olympic Avenue Arlington, WA 98223 Dear Mr. Anderson: We have completed our review of the King Warehouse Building. The plans have been reviewed for compliance to the 1997 Uniform Building Code, 1997 Uniform Mechanical Code, 1998 Washington State Nonresidential Energy Code and 1998 Washington State Accessibility Requirements. NONSTRUCTURAL 1. The roof overflow drain must be 2" above the roof drain. Each must be connected to a completely separate drain line. 2. The exterior doors must swing over a landing that is not more than 1/2" lower than the threshold of the doorway. The landing must be 44" minimum. 3. The facing of the insulation that is exposed to the interior must have a maximum flame-spread of 25. EXITS 1. Illuminated exit signs should be placed at all exit doors and hallways to clearly indicate the direction of egress. Section 1013.1 J Arlington — King Warehouse 01-4690 August 9, 2001 Page 2 of 4 2. Battery backup should be provided for the exit signs. Section 1013.4 MECHANICAL 1. No mechanical plans were submitted. We can review these when they are submitted to you. 1998 WASHINGTON STATE RESIDENTIAL ENERGY CODE (WAC 51) 1. The designer should note on the plans that all glazing shall be certified and labeled with its U-factor and solar heat gain coefficient by an independent agency licensed by the NFRC. Section 1312.1 2. Outdoor air is required for this building per the Washington State Ventilation and Indoor Air Quality Code (WAC 51-13). When the mechanical system is submitted, the quantities of outdoor air supplied to each area should be listed on the plans per Table 3-4 of that code. Calculations should be submitted to justify the listed quantities. 3. For areas using the Component Performance Lighting Option, the designer should provide calculations showing compliance with Section 1531 and Table 15-1. 4. For the exterior lighting, the designer should provide calculations showing that the amount of exterior lighting is within the exterior lighting power allowance per Section 1522 or Section 1532. 5. The daylight zones in rooms should be shown to have switches, occupant sensors, or daylight sensors to control the luminaries near the window wall, independent of the general area lighting. Section 1513.3, Section 1210. 1998 WASHINGTON STATE REGULATIONS FOR BARRIER-FREE DESIGN 1. Door thresholds should be shown as no higher than 1/2". The edges should be beveled at 1 vertical : 2 horizontal, with a maximum edge height of 1/4". Sections 1106.10.4, 1106.6 STRUCTURAL 1. For your information, "Special Inspection" is required for: Concrete construction (Tilt-up walls) Anchor bolts (Table 19-F) Steel deck welding Structural steel welding High strength bolting Arlington — King Warehouse 01-4690 August 9, 2001 Page 3 of 4 2. A soil report must be provided with the recheck. 3. Connection of the guardrail at the mezzanine floor must be detailed. 4. Sheet 5 for indicating the concrete panel reinforcement appears to be incomplete. The calculations appear to require 2-layers of rebar for each panel. 5. The loads used in the wall panel calculation should be summarized. 6. The reinforcement, including shear, for the panels at each side of the openings must be justified. 7. Calculations should be provided for the footings and grade beams. 8. The reference to Detail 4/S2 along Line 9 on Sheet S2 appears to be incorrect. 9. Reference to Details 2&3/S4 in the legend on Sheet S4 for the truss to wall connection is not correct. 10.Reference to Details 7&10/S4 in the legend on Sheet S4 for the wind girt (??) to wall connection should be clarified. 11.An R=4 must be used for determining the diaphragm forces for flexible diaphragm diaphragms supporting concrete or masonry walls. Section 1633.2.9, item 3. The actual width of the diaphragm is 64' not 60' as is used in the calculations. 12.Diaphragm chords must be justified. The actual chord force for the area between 3 and 9 is approximately 37 kips (ASD). The chord must be detailed on the plans along Line A. Note that Line A is the location of the concrete panels but not the end of the diaphragm. Where is the actual chord member? 13.Where the steel angle is used for the diaphragm chord a detail must be provided for connecting the individual pieces of angle. 14.A detail must be provided for transferring the lateral shear from the roof diaphragm to the concrete panels along Line A. The architectural plans suggest a wood nailer plate is to be used. This is not compatible with the steel roof joists. 15.A subdiaphragm analysis must be provided for the roof diaphragm where the framing is parallel to the wall. The subdiaphragm must be capable of transferring all wall anchorage forces (Section 1633.2.8.1) to the main diaphragm. Section 1633.2.9, item 4. The metal deck should not be used for the transfer of the wall anchorage forces. l Arlington — King Warehouse 01-4690 August 9, 2001 Page 4 of 4 16.The wall anchors must comply with all of the requirements of Section 1633.2.8.1. The steel elements (including the subdiaphragm) must have the strength to resist 1.4 times the strength level forces calculated in Section 1633.2.8.1. Since ASD values are used for the seismic forces, the forces must be increased by a factor of 1.4 (strength level) in addition to the 1.4 increase required by item 4. 17.Since the seismic forces calculated by the engineer are based on allowable stress design, when using the seismic force Em (QOEh) the calculations must elevate the forces to strength level by multiplying the actual seismic forces by 1.4 in addition to Q0. The actual calculations used for the typical seismic forces are at working stress levels. 18.All collector elements, splices and their connections must have the strength to resist the maximum anticipated earthquake force Em. Section 1633.2.6. Equations 12-17 and 12-18 should be used for these members. The shear at the interior shear wall at Line 3 must be distributed over the entire width of the diaphragm for determining the drag forces at each end of the wall. Please instruct the designer to indicate on a separate letter which sheet or detail the corrections may be found and to REVISE AND RESUBMIT THE PLANS. Please feel free to contact me if there are any questions. Sincerely, Chuck Williams SE CWA Consultants cc: Gary Parkinson Architects 2812 Colby Avenue Everett,WA 98201 • City of Arlington Building Department REQUEST FOR REVIEW FORM PROJECT NAME: Mike King/Warehouse Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: June 28, 2001 RETURN THIS FORM BY: July 11, 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 67`h & 188`h RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW I spent reviewing this project. minutes/hours $ tursJ UL ) 41io City of Arlington Building Department REQUEST FOR REVIEW FORM PROJECT NAME: Mike KinglWarehouse Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: June 28, 2001 RETURN THIS FORM BY: July 11, 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 67`h & 1881h RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ,R COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW --�- I spent 2- reviewing this project. � J minut0 ours" signature Qc-v qca Z R,e.c.e k vt� � C S (v a- 0 0 1 1 Gregg Eaton From: Paul Richart[prichart@mail1.ci.arlington.wa.us] Sent: Thursday, June 07, 2001 3:01 PM To: John Knowles Cc: Gregg Eaton Subject: RE: King Property This is the interim storm design on the area north of the site and is sized to handle your site only. To my knowledge, we have only received the conceptual designs with the land use for the civil design and have not seen construction plans to respond to. I am having Gregg Eaton Beaton@ci.arlington.wa.us check into the receipt of plans. Please call or e-mail with any questions. Paul A. Richart -----Original Message From: John Knowles [mailto:jkacivil@nwrain.com] Sent: Monday, June 04, 2001 10:18 AM To: Paul Richart Cc: Scott @ John Knowles & Assoc. Subject: Re: King Property Paul, before I have my project engineer open this, I wanted to make sure I knew what it is. This is the "interim" storm design for the area north of our project that will treat and infiltrate runoff from our site only?? Also, I 'd like to wait till we receive your comments on our civil design that we already submitted before we revise our plans to incorporate Debbie's "interim" desgn; is that OK?? John Knowles ----- Original Message ----- From: "Paul Richart" <prichart@maill.ci.arlington.wa.us> To: "John Knowles" <JKAcivil@nwrain.com> Sent: Monday, June 04, 2001 8 :41 AM Subject: FW: King Property > Copy of Temporary design - Please call with any questions. > Paul A. Richart, PE > City Engineer, Arlington > prichart@ci.arlington.wa.us > (360) 403-3512 > -----Original Message----- • From: Maroon, Debbie [mailto:DMAROON@earthtech.com] > Sent: Friday, June 01, 2001 1:59 PM > To: 'prichart@ci.arlington.wa.us' > Subject: King Property > Paul, > Here is copy of the drawing file. > <<0028wrk.dwg>> <<king67th.dwg>> > I removed all the x-refs except for the work drawing from the consultant. > Debbie Maroon 1 King Office/Warehouse Facility - Review Comments 07/17/01 Page 1 of 2 MEMORANDUM Date: July 17, 2001 To: Gregg Eaton r ' From: Bryan Huschkal '! OL Subject: King Development General Review of Constructid'n 111a6 Gregg, following are my concerns of the King Development as it relates'to,the 67`h Avenue NE Improvements adjacent to his site. • The Engineer should supply a road profile for the improvements on 188"' Street. The setting of his proposed vertical curb and gutter will set the profile of the ultimate roadway. A minimum design speed of 35 mph should be obtained. Does City want to overlay or remove and replace existing 188'? I believe one of these will be necessary to get a good profile of 1881'. • There is no landscaping strip shown between the curb and sidewalk on 188`h. This may not be an issue since we are not providing one on the west side of 671h adjacent to his site. • Need to replace railroad crossing signs on 1881h. • Channelization plan needs to be worked out for the west leg of the intersection. Although a 35 mph design speed would be desirable, it would require widening the existing railroad crossing which would be very costly. A 35 mph design speed could be achieved if the developer striped a 12' shoulder on the north side of 188"' but this would eliminate any possibility of getting a left turn pocket in. Therefore, a minimum of a 25 mph design speed should be used which could be justified because of the proximity of the intersection and it' s a temporary situation until 188`h is widened on the other side of the tracks. At 25 mph it would be possible to stripe a small left turn pocket at the intersection. • 67`h project should construct the concrete driveway on 67"'. Although it appears to be real close to the ultimate grade I would prefer to build it in case of a survey mistake during the developer' s construction or a small design change on 671h' s plans. I am assuming I will have to remove his asphalt driveway a minimum of 5' behind the sidewalk to transition, therefore, he could just use a temporary asphalt driveway section from this point to existing 67`h. • The sidewalks from the building to 671h should not be constructed beyond the right-of-way line in order to allow a transition section between 67"" s sidewalk and theirs. A distance of at least 5' would be preferable. 0 Need Basis of Bearing on plans so it can be staked in the field. i, King Office/Warehouse Facility - Review Comments ' 07/17/01 Page 2 of 2 • A profile of 67' would also benefit these plans that shows 67"" s drainage pipes and the developments water and sewer crossings of them. It appears that the proposed sewer stub will run right into our proposed 36" drainage pipe. 67" s 36" drainage pipe is now located on the west side and not the east side as shown. Engineer should contact me for latest plans for 67'. • Move the proposed sewer manhole on west side of 671h onto their property so we do not have to adjust during our project. At a minimum, move it west of sidewalk. • Why is fire hydrant located within the detention pond parcel?---Move onto or in front of the developers property. The current location of the fire hydrant is right in the middle of 67"" s proposed 36" drainage system to the regional infiltration pond. • Have King define 67 h and 188"" s right-of-way to the section line and proposed centerline adjacent to his site. Currently 671h' s right-of-way is not crystal clear because it is based on the existing curb on the east side of 67'h. I have a good idea where it is but it would hold a lot more weight if he showed it on his development plans. I can provide this information if he needs it. • Doesn' t King have to do a boundary line adjustment because he is using 50' of the northern parcel? Gregg, please give me a call if you have any questions. MEMO Date: July 10, 2001 To: David Anderson cc: Pau � i��'`{ar`t From: Debbie Maroon, P.E. Subject: Mike King/Warehouse—Building Permit#01-4690 ,.,; �,��•, Storm Drainage Calculations Review As requested,we have completed our review of the storm drainage design for the above referenced project. The documents reviewed include (1) An Office/Warehouse Facility for Mike King and DKS Construction—Final Drainage Report, (2) Construction Drawings for A New Office &Warehouse Facility for Mike King— Sheets C1 through C7 of 7, both prepared by John Knowles and Associates, Inc., and (3) Environmental Checklist for Mike King Warehouse Facility 67th Avenue NE, prepared by Gary Parkinson, Architects. Below please find a list of our comments/concerns: 1. The drainage report was prepared prior to the design for the temporary infiltration pond being completed. The report should be revised to reflect that the temporary infiltration pond has now been designed. 2. The engineer is proposing to use ADS pipe with less than three feet of cover. City standards require that for less than three feet of cover concrete or DI pipe must be used. 3. The engineer has provided a"Commercial Agreement to Maintain Stormwater Facilities and To Implement A Pollution Source Control Plan By and Between DKS Construction and City of Arlington"which spells out maintenance of stormwater facilities and the use of pollution source control BMPs. Although it is good idea for the owners of the drainage facilities to understand that maintenance is required and that pollution source control BMPs are important we suggest that the City carefully review this document since the document spells out specific responsibilities for the City. It should be noted that there is no place for the City to sign the document. 4. The Commercial Agreement refers to a subdivision in(2). If the City decides that the agreement is a good idea this section should be revised to read"commercial site" or equivalent. 5. On page A-3 of the maintenance checklist the bottom line of the table refers to dumping yard wastes into basin. This should refer to an "open ditch"not a basin. In that same line the table refers to the"County"not the City. This should be changed to City. Ponds are E CADocuments and Settings\geaton.CITYHALL\Loca1 Settings\Temporary Internet Fi1es\0LK5\kingb1dgreview1.doc 40724.03.02 � � -~ ' . � - � 1�� Ir . ' To: David Anderson Page 2 From: Debbie Maroon Date: July 10,2001 Subject: Office/Warehouse for Mike King referred to several times on page A-4 and page A-6 of the maintenance checklist. Since it is our understanding that the City will be maintaining the pond(both temporary and permanent) and since no maintenance requirements were provided for ponds in the checklist the checklist should be revised to remove references to ponds. On page A-5 reference is made to homeowner. This reference should be changed to property owner. Also on this page reference is made to the County. This reference should be revised to City. 6. Page B-2 refers to the TPCHD (which we believe is the Tacoma-Pierce County Health Department). This reference should be revised to the appropriate source for the Arlington or Snohomish County area. 7. Portions of Attachment`B"refer to golf courses. Although we understand that this document is general in nature we feel that the document, if it is to be included, should be revised to contain information that is more pertinent to the site that is being developed. If you have any questions, please call. E kingbldgreviewl 43032.02 I City 9 of Arlington � Building Department REQUEST FOR REVIEW FORM PROJECT NAME: Mike KinglWarehouse Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: June 28, 2001 RETURN THIS FORM BY: July 11, 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 67' & 188`h RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO M--NO COMMENTS FOR THIS REVIEW spent- reviewing this project. CoT--� minutes/hours signature • City of Arlington Building Department NOW REQUEST FOR REVIEW FORM PROJECT NAME: Mike King/Warehouse Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: June 28, 2001 RETURN THIS FORM BY: July 11, 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 671h & 1881h. RESPONDING DEPARTMENTS.- GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS - STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON OMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING COMMENTS FOR THIS REVIEW ARE IN ATTACHED MENLO ❑ NO COMMENTS FOR THIS REVIEW ;. I spent reviewingr,,hl"kt. minuJ*tes i signature J U L 2001 N6 I ArlingtonCity of General Services Memo TO: David Anderson FROM: Terri Littlejohn DATE: 07/06/2001 RE: Mike KingNVarehouse Here are my review comments for the landscape plan. ➢ Mature size of proposed trees needs to be submitted. ➢ Spacing of shrubs and ground cover needs to be listed. Example: shrubs are 5 per 100 square feet and ground cover is 24 inches on center for 1-gallon pots. ➢ Plant and landscape notes number 6 calls for allowable substitutions. The designated city representative must approve any deviations from the approved proposed plant plan. ➢ The plant and Landscape notes number 9 call for English ivy to be used for ground cover separation. English Ivy is not an acceptable plant material as it is very close to being declared a noxious weed. ➢ Plant and landscape notes number 11 states to sterilize the soil before planting. I believe the intent here is to just kill the weeds with a non-selective herbicide, NOT to sterilize the soil!! ➢ Enclosed is the current tree information with the current recommended tree planting guidelines. ➢ Irrigation plan needs to be submitted for approval. 1 ��( 1 �r � � ' �; HOWFI`0 PLAN 1['ATREE A TREE THAT LIVES 200 YEARS IN THE maybe you ;should plant the-tree in your yard FOREST HAS AN AVERAGE URBAN LIFE on the other side of the walkway. SPAN OF ONLY 20 YEARS. How's riar drainage? Many trees drown within two years after being You can prevent many of the most common planted in p,:,orly drained soil. Compacted and causes of premature urban tree.mortality by clay soils art;common in sidewalk tree pits thoughtfully selecting and properly planting and new hou sing developments. Dig a hole your tree. about 10" dl;ep (a shovel full) and fill with water. Chock again in ten hours (overnight). Is i' C_)NE': IN'.N'1<:aGtiTiG,.A'ph, '17fK SI'TJ:.1 j it empty? U it drains less than an inch an hour, ------- — -- you have i: :,erious drainage problem. Skip to The RIGHT TREE in the RIGHT PLACE will plan B (sce back panel). assure you of success. Before you buy a tree, stand at the spot you intend to plant and then On what side of the house will the tree be answer these questions: planted? tJsually, pD.-)ple plant shade trees (meaning big What utilities are close? and decidtltlus) on the south side of the house I cc) I � Wt P� >� 11 Il ^�..11l Qo d �((�` 11'O � s i_ +i_ �Q►L�.,j�(e7trlt ll�: +AI {1ll I+Jill 1=�u� `^ tl111-11L IYltiswl i_ L11 14— _ = III= t =.:iJ1f=Illl_1111=1r —kill Where are all electrical lines (look up)? Trees to shade in the summer, and allow warming under or around electrical wires must have light to ellte;r the windows in the winter. maximum heights ranging from 25 to 30 feet. Conifers ar better as winter windbreaks on the Look for stop signs, fire hydrants, sewer and north or m ndy side of the house. Proper siting; water lines, and other underground utilities. will impra,�e your home's energy efficiency. Most cities will send someone out to locate underground utilities for free. Hom, clo!;E are walks, driveways, windows, houses, fired cars? What is the rooting area? Imagine the full-grown tree. Planting a wide Sidewalk planting strips under five feet wide spreading; 1-ree in a narrow strip between a are considered insufficient for all but the major str-.et (truck traffic) and sidewalk smallest species. If you have a narrow strip (branches .�iit pedestrians) is an example of and want a regular sized tree (30.50 feet) bad planni ng. Trees close to people and their I structures need to meet special criteria. The rootball. g,;H,�ire of bargains. Using reputable middle r your yard is often the best place for nurseries is often the best way to avoid this a large tree e. type of proolern. What kind of care can be expected in the Best species. future? There are no porfect trees, but you can rule out Is the tree planted next to a home business an those with really bad reputations for shedding, industrial site, or a parking lot? Will it go dropping lirrib:i, raising sidewalks, and getting unwatere 1, hashed by cars or lawn mowers, or pests and disuses. In other locations, these vandalized?Or will it be partially protected, trees might :,e e sites well watered and mulched? require ough tiees� hose that an withstand mechanical injury and extremes of climate and _ temperature. Aesthetics is your final "717 ' TWO: MAKE THE PERFECT consideratiort. Consult reference books and/or E 1M.h'g'CI,I your local prof t:ssi.onal. Armed with answers to the preceding _ questions, you can now choose the best tree for the Job. Use tree selection books and ask your HOLE local nurseryperson for help. Some things to '-- look Ior in _ v^ .Dig a hole. s t a Your hole should be strong, healthyI � no deeper than the tree are: I rootball, to avoid Strong trunk 1?GOt B/4 4-- IA t-V T�f 6roQD IKLI .iK T FTFK settling later. D o ME Fa -r or 9ALl, Loosen surrounding and good p1A M f'o F EACH+ 2 U 1i1�� soil by digging or trunk taper. I NG l+ p� T�(1N K A K r-N / T lo' turning it over as far Do not.accept p AA El'�� outward as practical trees that. M A Bo��`'� �'" from the planting cannot stand up hole. Each inch without stake % increases chances of support. 61 FF-I fJG survival in unf.r•iend.ly soils. Trunk free Dig the hole, at the from wounds very least, beyond and abrasions. \ the area necessary Bark wounds, to spread out roots. esPec"ally at the .Add nothing to the base, reduce backfill soil (it is chances of C�KC-LINGr not necessary to add survival. 'free �,p�T' peat moss or other wraps can hide 1 NKPI7 IZnbf amendments to the trunk wounds. planting hole). Sides of a clay hole Sufficient should be roughen- rootball. ed, not left glazed Teo not buy large trees in small pots. An eight by the shovel. foot tall tree with a one inch diameter trunk IJnpot your tree. needs a rootball about one and one half feet Remove pot (including peat tx)ts) and as much in diameter. burlap, wire bass;et, or bag as you(;an without destroying the rc-otball. This may require knives, pruners.. %vire cutters, tinsnips, etc;. No 1dnked or girdling roots. i. within the Slicing roots fT,�c:of pot,sides with a knife These are often hidden deep may be necessx.,, When absolutely necessary 1 . ry to prevent damaging the rootball, untreated burlap can be folded down and Ieft in the backfill. All roots should be covered with soil. bottom of the hole. Seconds count with Use your feet and shovel handle to ramp out � exposed roots. Never let the rootball (or roots air pockets that cmn dry out roots. For clay or if bare root) dry out or allow the rootball to saturated soil, sere plan "B"on back panel .Take break, thus exposing or damaging roots care not to crusts the roots on bare root trees. Check the planting depth. Soak it. Before you set the tree, make sure it will not Use water for final settling of the soil. If additional settling occurs,add more soil but be planted too deep. The root flare (also do not further tread on , called the collar or wet soil. When soil is crown) should be at dry, watering a tree as soil level or a little soon as possible after above to allow for planting is the most mulch. Usually, this critical factor to flare is the same as the survival. : soil line from the f nursery, but not always Dam iL (sometimes they get ,�,, Build a circular dam buried during the last or basin with loose potting up). Check to f soil around the tree to see where the roots aid watering. Trees diverge from the trunk. need deep watering to That's your proper soil establish good root level. Trees planted `x.2 sTnxE systems. Water trees too weep can due vim A LOT the first year a few years or develop or two, and always problems as many as during a drought. Let fifteen years later. Use the root zone dry out a stick or shovel handle to measure the rootball. between waterings. Then, use the stick to Five to fifteen gallons , gauge the depth of the vr�Roru soiL VA a week is average, t hole. depending upon site P' conditions and tree Set the rootball. �� ' 74 size. : Now, spread out, score, " tease out, or cut off all ILJI �itut Mulch it. circling, gulling and I� I I Mulch is any material damaged roots . Root _ _n (compost, bark, wood tips should make good, r►I t„ I � �� ill chips, shredded leaves, straight contact with I p11 U =ii6 nililt etc.) used as a cover immediately. Lower till - new soil, almost s ie_ � over the soil. In IIII t 6ALl~ � = r� your tree into the hole. uNv�sru Fvsal� w�Ma^vv;v g�IC-;�� nature, trees mulch a Never leave anything themselves every fall. tied around your tree's By keeping weeds trunk - away, retaining water, and moderating the STEP FOUR. PLANT YOUR TREE i soil temperature, mulch improves the chances J of survival for your tree. Apply two to four inches of mulch as needed, but never let it Plant it. pile up against the trunk. After mulching the Plant your tree using the unamended soil as planting pit, brush back the mulch that is in contact with the trunk. i take it. Or, locally, consult y our County Cooperative Crees grown up to rely on stakes have- Extension Agency, Nursery, Electrical Power veaker trunks and roots than free standing Utility, City Forester,. or ISA Certified rees. It is the trunk's slight movement that Arborist causes trees to grow sturdy. So, use staking only as needed to hold the tree up until the PLiLLN „Bn, oots have become established(usually one year). Skip the stakes if they are not iecessary. The most important thing is to Solutions for clay, compacted;and poor MMOVE STAKES AND TIES AS SOON draining soils: 1) Lcrok for an alternate site. 6 POSSIBLE . Trees are frequently 2) If possible, amend.a very large rooting ;irdled by ties that people Forgot to take zone by working, lot, of organic matter into off the top 12" of soil. 31 Bring in soil and build a t large planting mound.4) Set tree higher than f staling is needed_ normal in planting hale. ) Do not work clay one or two 2x2 wood stakes, driven Firmly or saturated soils when planting, it will nto undisturbed soil:Tie at one point about destroy the soil structure: 6) If planting strip one-third•up the-tree tol allow•for maximum. - •s!continous,:.instail.F ositive drainage in, runk movement. Soft, flat tie material rootzone ("perf pipe, drain-tile in gravel;or_ .gainst the trunk is preferred (inner tube, similar) connected to storm drain or other lat soaker garden hose, commercial outflow. 7) Use water tolerant species such as fi )roducts). Never use straight twine, ; Pin Oak or Red Map ;iectricai, or other types of wire against �. runks. Avoid using pipe or rebar For stakes. f once set, they are difficult to pull out when Is fertilizer necessary?Experts disagree. # he time comes to remove them. Moderate use-of a complete, slow release t i fertilizer will probab i y not hurt your tree. { ;TEP FIVE• CARE FOR YOUR TREE; Consult your local nurseryperson for t recommendations. Vhat now? Should I prone? DO NOT prune the top to .he Little Prince said "Remember, you are compensate for root oss (an old myth) or in -esponsible forever for than which you have order to "even out" the crown. Pruning to amed." Feel free to contact names listed remove broken, rubbing, and weak branches ielow for more tree information. is alright. Avoid removing more than one fifth { of the branches in any case. HantAmnesty >06 N.W. 87th St. ieattle, WA 98117 206) 783-9813 .••. This brt�chure was OeBocan OF0o0restry Association produced in collaboration ( t f 7 Vashington, DC 20013 with Seattle City Light � 202) 667-3300 i Fhe National Arbor Day Foundation .00 Arbor Ave. 4ebraska City, NE 68410 402) 474-5655 This brochure was made possible m part by: PlantAmneSty Pree People Washington State Dept. if Natural Resources I i 2601 Mulholland Drive Dr. Ray Maletke.C000e'ztive Extension Service, 3everly Hills, CA 90210 Washington State Unive.:sity 818)-769-2663 r. '� i I i I I I GENERAL, PLANTING DETAIL 1. Excavate three (3) times wider than the root- 5. Place three (3) inches ball. Leave sides rough. _ -uf'Mulch in saucer and Make sure hole has good i-hree inches from trunk. drainage. . 2. Set tree straight and rootball on solid ground / t). *Water immediately or tamp thoroughly. Tor —'—� uld thoroughly, greater of rootball must remain at 1 ;it first, 2 or 3 times per existing grade. "Week through dry !;-eason, then less until established. 3. Backlill 1\2 full with native soil and no 7. Stake only if necessary, amendments. Tamp soil outside rootball. Use I" to stabilize rootball. Cut 1 cavy chainlock tree tics away wire, string and cr ,similar , Remove after hurlap: Do not disturh ` +,. ane year. rootball. finish backfilling. 4. Form water dam h. Fertilize after around tree with sail to e,;tablishment with slow 1 hold water. rc lease fertilizer or as soil tests require. *WATERING - Watering is absolutely t]-le most cri!'ical step in ' establishing any new Planting. Always Plan on a regular watering schedule at least the first two (2 ) years. City of Arlington Building Department REQUEST FOR REVIEW FORM PROJECT NAME: Mike King/Warehouse, Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Offici r DATE OF CIRCULATION: June 28, 2001 3 ► . Y1 ir. RETURN THIS FORM BY: July 11, 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 671h & 1881n RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO NO COMMENTS FOR THIS REVIEW r, � } ( s; e� ';� reviewing this project. minutes/hours signature 91 2001 ,i 0 • City of Arlington Building Department MW REQUEST FOR REVIEW FORM PROJECT NAME: Mike King/Warehouse Building Permit#01-4690 _ PROJECT MANAGER: David Anderson, Building Offi`a Q �`'-; ,1►• ,\DATE OF CIRCULATION: June 28, 2001 RETURN THIS FORM BY: July 11, 2001 - TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 67`h & 188`h. RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ OMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO :n�410 COMMENTS FOR THIS REVIEW spent reviewing this project. minutes/hours signature • City of Arlington ira U Building Department ' i REQUEST FOR REVIEW FORM ~ �` PROJECT NAME: Mike KingMarehouse Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: June 28, 2001 RETURN THIS FORM BY: July 11, 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 671h & 188" RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please return the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO NO COMMENTS FOR THIS REVIEW spe t - q:� reviewing this project. -`r�akl minutes/hours dIgnature City of Arlington Building Department REQUEST FOR REVIEW FORM �. _ . PROJECT NAME: Mike King/Warehouse Building Permit#01-4690 PROJECT MANAGER: David Anderson, Building Official DATE OF CIRCULATION: June 28, 2001 RECEIVED RETURN THIS FORM BY: July 11, 2001 JUL 3 - 2001 TYPE OF PROPOSAL: Warehouse/Office Building SUMMARY OF PROPOSAL: 2-Story, 16,450 SQ FT Warehouse/Office Building. Located on intersection of 671h & 1881h RESPONDING DEPARTMENTS: GREGG E., ENGINEER TOM C., FIRE YVONNE P., PLANNING CHUCK W., CWA CONSULTANTS TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS STEVE R., POLICE DEBBIE M., EARTH TECH ROB P., AIRPORT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and returns this form and your comments, either on the drawings or in a memo, to the Building Department. If you have no comments, please returf the form with the "No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE, AND RETURN THIS FORM TO LINDA. ❑ MORE TIME REQUESTED, WILL SUBMIT ON ❑ COMMENTS FOR THIS REVIEW ARE ON ATTACHED DRAWING ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW spent reviewing this project. �; Y minutes/hours signature 1 r_: a-u. +�� LA To: Dave Anderson From: Terry Castle Date: 7-5-01 Subject: King Office/Warehouse Having reviewed the submittals for this project,I have the following comments: Sheet C-1 Sewer service is provided only by Arlington,not including Marysville as shown. The sewer note for manholes, B.Manhole Steps, should be plastice not galvanized. Sheet C-2 Water material notes: Under service pipe Driscopipe CTS Cl 200 is required regardless of service size. Delete any reference to copper tube as an option. Sheet C-4 The north fire hydrant should be moved to the south side of the driveway to eliminate conflict with future 36" storm line.Locate to match future 67'h improvements per City. This will place the hydrant closer than 50' from building but it is unavoidable in this situation. Move the power service to avoid conflict with hydrant. Move the domestic and irrigation water services to 188`h to avoid conflicts with storm and provide better meter location. Provide a valve on the fire system at the tee for the hydrant. The sanitary sewer monitoring manhole can be 48"rather that 54"as shown. The fire hydrant and fire line connections shall be hot taps by a licensed bonded tapping contractor provided by and paid for by the developer. A separate irrigation service is required, deduct meters are not allowed_ Cross connection controls systems must be provided and approved by the City. Contact Karen Latimer at 360-403-3505 for requirements. i i The plans call for a 1 '/Z"water service, which seems larger and more expensive than necessary. A 1"service should be large enough and be significantly less expensive. Sheet C-5 In the service detail W-2 delete all references to copper, cl. 200 plastic is the only approved material for water services. Sheet C-6 Change the manhole steps to plastic. General note: The driveway radius' don't appear to be adequate for the ultimate design of 67`�. i 1N C TO Q' City of • • 9UtilitiesDepartment 9s�I N G,SO Memo To: Mike King From: Karen Latimer,Water Utility Supervisor CC: Gary Parkinson Architects Dave Anderson, Building Official Date: July 5, 2001 Re: Utility Review, Building Permit#01-4690 2-story Warehouse/Office I have reviewed the documents submitted with the above-referenced building permit.Following are items that must be completed before the Water and Wastewater Departments will give approval for occupancy. 1. Complete and return the enclosed Cross Connection Survey and Industrial/Commercial Waste Discharge Permit application. 2. Install a Washington State approved Reduced Pressure Backflow Assembly (RPBA) on the discharge side of the domestic water service meter, per City standard W-16. As an alternative, the RPBA may be installed in a mechanical room inside the building. Provide the same clearances required for a vault installation and provide an air gap drain on the relief vent of the RPBA;the air gap drain must be sized to handle maximum discharge from the RPBA. 3. Install a Washington State approved Double Check Valve Assembly (DCVA) on the discharge side of the irrigation water service meter, per City standard W-13. 4. Install a Washington State approved Double Check Valve Assembly (DCVA) on the fire sprinkler water supply line, per City standard W-15. The DCVA shall be installed on the upstream (supply) side of the fire department connection and all other branch connections. If chemicals are added to the water for corrosion control, freeze protection, etc. then a Washington State approved Reduced Pressure Backflow Assembly (RPBA) will be required, per City standard W-16. 5. All DCVA's and RPBA's must be tested by a Washington State certified Backflow Assembly Tester and be inspected by the City of Arlington Water Department. Provide a copy of the test reports prior to calling for inspection. 6. Water quality/piping inspections are required at the following times. Provide minimum 24-hour advance notice when calling for inspection. a. Prior to covering underground water piping. b. Prior to covering interior water piping. c. Prior to requesting final inspection by the Building Department. I can be contacted at 360.403.3505 if you have any questions. City of Arlington Building Dept PUBLIC WORKS CHECKLIST PERMIT # of 'y &,,q© DATE LEGAL I S'310 5- y - 017'O00 7 Plat Lot Tax 1D# NAME M I K E K 10 6.3" ADDRESS BUILDING USE # of BUILDING UNITS Existing Required Signature Date Water Meter Fire Hydrant I Side Sewer Permit Monitoring Manhole Cross-Connection Control I/ Sewer: Off site I✓ On site Water: Off site I✓ On site Pretreatment Discharge Permit Water/Sewer Fees Date received 7� ' { Date Yellow returned -/'y— 0 ,' Date Pink returned . - - - � I a �• � I 1 I I I _ I Ilyll IL — I I I . Building Dept Project Tracking Form Contractor.:Name:&address - Permit No. Date Received: More info required: Information received: Sent to: date sent due back called received Comments: ��.4. '+ 'r , ta . P sJ c e veil tracking Building Dept Project Tracking Form MIKE KING PROJECT: KING WAREHOUSE/OFFICE BUILDING NE of the Intersection of 67th & 188tn BP # 01-4690 TAX ID # 153105-4-017-0004, 153105-4- 018-0003, 153105-4-019-0002 Contact Person: Gary Parkinson Architects L)UIIUIIlu. w'..aic.0 vie u'1•Yi�JV'\ith%"f'v�-vY- ' ... !.- RESPONDING DEPARTMENTS: G.REGG E., ENGINEER TOM C., FIRE >.�,,a. . \*VONNE P., PLANNING CHUCK W., CWA CONSULTANTS ` TERRY C. & KAREN L., PW BILL B., ENVIR. COORD SHARREE L., GS %,&EVE R., POLICE �, EBBIE M., EARTH TECH ROB P., AIRPORT r 7 /L r�J afl__ CV� ►� ��L3w � - I rr r r L cry, w , l P0,2(d LA tv�,A f3 tracking �^ - ., . I KOSNIK �- �-� o �ECEIVED ENGINEERING OCT 15 2001 CITY OF ARLINGTON Mike King Warehouse Arlington, Washington REv ISE- D Structural Calculations In response to Plan Review Comments !Y r,. rf`ti 207� �SrQP1A�� EXPIRES 2 �Z Project No. 01022 October 155 2001 r 0 16300 MILL CREEK BLVD., SUITE 104 0 MILL CREEK,WA 98012 ■ (425)743-7004 111 (425)743-1848 Fax ■ ,c; � ., ir. f` ,�- 'I rl.s •. � � f I • � �_ � ., � I _ I �� 1 � rZ �� Mike King Warehouse tE No. 01022 STRUCTURAL CALCULATIONS INDEX Subject age Railing&Foundation Design AI-5 Wall Panel Design B1-63 Lateral Analysis&Design C1-19 I r :w �. SHEET: LA.. , KDSNIK ENGINEERING DATE: " CONSUL7INQ STRUCTURAL ENGINEERS PROJECT: f �f PROJECT NO: "► Z. 7L I j I j � v �L f� '✓rr� w V) "ll'(1�F'G Ila �I �, I1 VI( Gd^' ,�, �, .. M KOSN I K SHEET: DATE: ENGINEERING CONSULTING STRUCTURAL ENGINEERS PROJECT:- PROJECT NO: r-- W tof vi I ex 1p Lr.. vi at-i I /A JWK TV(0 151 UKOSNIK SHEET: ENGINEERING DATE: V CONSULTING STRUCTURAL ENGINEERS PROJECT: G jS- i t :' PROJECT NO: Zl v6 ' I r !i 1 12N lr---- - - v v p IS O it cs -2N NS, C� cn LC1, t--I Tn-La Cj-- -- -- — O . ti rz� qz� llz� OQTS C."A sr vl Irr, -air T , F Ev 0 Q- �141M i •4ddddd4 � � dll � ddd s %LN :1Z lo� O �- N a— N - -ter - - � rN � T A s � �J -- 'Q cs i `'� .�• � �� p C� t-- �— eC� 15.E -- — e0 4�7 o d ; c o 4 p ZER a — qc-% CVS -ft- �Z ,Q .a — cc� cc�Ob. ICN Nit;- NOY KDSNIK A1116. ENGINEERING DESIGN LOAD COMBINATIONS FOR TILT-UP WALL PANELS SEISMIC UBC SECTION 1612.2.1 EQ12-5 1.2D+ 1.0E +0.7S+ 1.01, NOTE: BASED ON PAPER BY S.K. GOSH&REVISIONS IN THE 2000 IBC, THE 1.1 MULTIPLIER MENTIONED IN EXCEPTION 2 HAS NOT BEEN APPLIED. WIND ACI318-99 0.75 (1.41)+ 1.71,+ 1.7W) 1.05D+ 1.3L+ 1.3W SUMMARY: CRITICAL LOAD CASES EXCLUDING SOIL LOADS 1.21) + 1.0E + 0.7S + 1.01, 12-5 1.05D + 1.3W + 1.3S + 1.3L 9-2 MINIMUM STEEL REQUIRED TO DEVELOP MCR OF PANEL STEEL @ CENTER OF-PANEL AS = 0.0028 AS STEEL EA FACE AS = 0.0018 AS - EA LAYER PANEL THICKNESS C 2 LAYER 5-1/2 0.185 0.119 6-1/4 0.210 0.135 7-1/4 0.244 1 0.157 9-1/4 0.310 0.20 { r�t11 v FLEXURAL CAPACITY A. D wn lat 0.21 2.75 2.36 0.21 3.125 2.72 - ,"KOSN I K SHEET: ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS ` PROJECT: � � AI HNk I DlV PROJECT NO: 1 .0 To c,�,j fp 0,�0) 1 0- Ob a G0011 o �d;?��j � , a1J�1� -= 0,114 IMP Fp M►N = tt jj fit. CoNN• �d� 04E fV D �'0 pa T (MIN For, A IT �2fl�l wo t;r r � Lmjbi/ WINP LOW Atv KOSN I K SHEET: ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: { I I"� / I N �I V PROJECT-NO: (D V , f 41 IL v� c� It 3 5 co �= 2r, � 12�° P � �uu� A4 15 V e, I' ram- u yG I�! m KOSN I K SHEET: ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: tu e ku �( � _ _ o ,r � y TILT-UP WALL PANEI- REVIEW Project King Arlington y Panel Mark 3 & 5 Geometry Design Section 3'-4" LEG BETWEEN OPNGS Height= € 22 ft Load Combination 1.05D+1.3W+1.3S Panel Thickness= Is 5` 5 in � Design Basis ACI 318 d 4 375 in e- 1`in b= 'i2in Material Prop. r 1 Concrete f'�_ 4 ksi ' \ ! C,7 EQ= 3605 ksi Rebar fy Es= 29000 ksi Ultimate Design Capacity in /ft P„= 12.680 k/ft ........................ n= 8.0 Asp= 0.58 in` 0.81 c= 1.01 in Service Loads/Ft. M„= 138,324 in-lb -.... 6190 k/ft Mn= 111,782 in-lb b P2= 2501 k/ft, panel weight w= :; 0 047 ksf Factored Design Moment Factored Loads/ Ft. Ir = 57.33 in' ......... _ . Plu_. Ig050 aft An_........ 31f) in ------- assumed Pao= 60p k/ft, panel weight M„ 88,474 in-lb I w�= OpB'F ksf An= 3.11 in ---------calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 In P1+P2= 8.690 k o� fr= 474.3 psi (0.04) f'c(Ao)= 11.04 k Mcr= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6 Pb= 0.0131 dcr= 0.33 in P= 0.0071 As= O 60 in --------- assumed Ms= 42.3 in-k As= 0.61 in --------calculated As apow= 1.76 in O h/150 ,, I SHEET: KOSNIK ENGINEERING DATE: I d CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: awe tAkwonm G 0 - - C `AIAX d b W — IIvTo ( � _ I �2 L-F w INn elorgTH LA7 . l,U-t6 Ly. t-,o p 6 F- f*rcL_ (:Ot of x I ,� = 3, V 2•�4�� ) r 2 x l C (,) TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark 3 &5 Geometry Design Section 5' LEG ADJ TO 14' OPNG Height= 22 ft ry Load Combination 1.05D+1.3W+1.3S Panel Thickness= 5.75 in / Design Basis ACI 318 d = 4.375 in e= 1 in b= 12 in Material Prop. Concrete f',= 4 ksi Ec= 3605 ksi Rebar fy= 60 ksi ES= 29000 ksi Ultimate Design Capacity A$_ 0.248 in /ft o C, P„= 6.780 k/ft n= 8.0 A$en= 0.36 in` = 0.85 5 1,(/ c= 0.62 in Service Loads/Ft. Mn= 89,013 in-lb P, = 4.130 k/ft '� Mn= 75,738 in-lb P2= 1.620 k/ft, panel weight w= 0.031 ksf Factored Design Moment Factored Loads/ Ft. 10= 41.82 in' Plu = 5.080 k/ftL- An= 2.30 in — assumed P2U= 1.700 k/ft, panel weight M„= 47,900 in-lb I wU= 0.041 ksf An= 2.31 in ------ calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in P1+P2= 5.750 k fr= 474.3 psi (0.04)f'qm)= 11.04 k Mop= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6pb= 0.0131 4= 0.33 in P= 0.0047 AS= 0.12 in --- assumed Ms= 25.3 in-k AS= 0.12 in --------- calculated A$,WW= 1.76 in h/150 7 r I I r LA,. , KOSNIK SHEET: DATE: u � ENGINEERING r) CONSULTING STRUCTURAL ENGINEERS PROJECT: I N�D urob�l PROJECT NO: —flo. mkx f 5 a 10AA vj = , tit,t � 06 'Pie i '� Ciu �r 0 !4 I w t TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark 3&5 Geometry Design Section 4'-3' LEG ADJ TO DOOR 2l Height= 22 ft p„Qf�' Load Combination 1.2D+1.OE+0.7S Panel Thickness= 5.75 in f� 'i Design Basis ACI 318 d= 2.875 in l e= 1 in b= 12 in Material Prop. Concrete f',= 4 ksi V�yv Ec= 3605 ksi Rebar fy= 60 ksi Es= 29000 ksi Zl Ultimate Design Capacity As= 0.286 in`/ft P„= 3.540 k/ft n= 8.0 Aseff= 0.35 in` = 0.87 c= 0.60 in Service Loads/ Ft. Mn= 54,261 in-lb I P1 = 2.390 k/ft M„= 47,443 in-lb P2= 1.270 k/ft, panel weighty w= 0.018 ksf Factored Design Moment Factored Loads/ Ft. Icr= 15.25 in Pl u= 2.020 k/ft V An= 4,80 in ----- assumed P2U= 1.520 k/ft, panel weight MU= 36,152 in-lb I wu = 0.025 ksf✓ An= 4.77 in ----- calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in P1+P2= 3.660 k fr= 474.3 psi j (0.04)f'.(A.)= 11.04 k Mcr= 31.37 in-k O�{ B, = 0.65 see 1910.2.7.3 _ 0.6 p b= 0.0131 A� 0.33 in p= 0.0083 As= 0.12 in -------- a sumed Me= 14.7 in-k I As= -2.92 in ------- calculated AB aii.„= 1.76 in h/150 �� i� u �. ��► �1 I V / I�0 O� � � 4 6 �.. �,,;� I KOSNIKSHEET: 2 Ile ENGINEERING DATE: I� CONSULTING STRUCTURAL ENGINEERS w" PROJECT:_ E•'. PROJECT NO: IL �/�f�� L�� GotM D/klZly oN ell ez s TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #4&6 Geometry l/ Design Section 8'-0" LEG BETWEEN OPENINGS Height= _ 22 ft Load Combination 1.05D+1.3W+1.3S Panel Thickness=: 575:in Design Basis ACI 318 d in in Poop. = 2 in Material Pp. _ fL Concrete 4 ksi Ec= 3605 ksi Rebar fv= iiiiev ksi r 1,= 29000 ksi Ultimate Design Capacity AS=; `'` p g 1rI /ft P„= 4.150 klft n- . .. 8.0 Aseff= 0.42 in` = 0.87 c= 0.72 in Service Loads-I t. Mn= 64,284 in-lb P 230 k/ft Mn= 55,922 in-lb P2= ' 1 340 k%ft, �anel weight w= € € 0024 ksf v Factored Design Moment Factored Loads/ lcr= 17.06 in' .......................... P,u= 7�4R:k/ft A�_ .. in assumed -............ ... ' ------- P2u k/ft,t`panel weight M„= 40,950 in-lb I wu ksfv An= 5.54 in --------calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in' 01+P2= 3.570 k fr= 474.3 psi 1 (0.04)f'cIApi= 11.04 k Mcr= 31.37 in-k B, = 0.85 see 1910.2.7.3 ` 0.6 p b= 0.0171 0�1_/_ A�r T 0.33 in P= 0.0101 Aa= : #?rQin -- assumed MB= 19.3 in-k A$_ -1.59 In --------- calculated AQ alb = 1.76 in h/150 r� K '! I It 4 , .Si 1A a 7 8 nPP. �a KOSNIK SHEET: l�I� ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: Q 4 � PROJECT NO: ..I It e L I .4L4) =; 1-1 x I I i C i �p l (O TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark I )r 7 &8 Geometry Design Section`/; -S'-:0"-LEG ADJ TO DOOR Height= 22 ft or. Load Combination 1.2D+1.03E+0.7S Panel Thickness= 5.75 in , ;i- r Design Basis ACI 318 d= 2..875 in ' e= 1 in b= 12 in Material Prop. Concrete f',= 4 ksi E,,= 3605 ksi C . Rebar fy= 60,ksi YI E$= 29000 ksi Ultimate Design Capacity ,,� A8= 0.337 inl/ft ��i Pu 3,740 k/ft n = 8.0 Asaff= 0.40 in` = 0.87 c= 0.69 in Service Loads/Ft. Mn= 61,850 in-lb P, = 2,510 k/ft Mn= 53,989 In-lb O P2= 1,350 k/ft, panel weight w= 0.026 ksf Factored Design Moment Factored Loads/Ft. Icr= 16.64 in" Pau = 2.120 k/ft An= 6.10 in --- assumed P2U = 1.620 k/ft,/panel weight M„= 50,736 in-lb I wu= 0.037 ksf An= 6.14 in -------- calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in' P1+P2= 3.860 k fr= 474.3 psi (0.04)f'.(A.)= 11.04 k Ma= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6Pb= 0.0131 AW= 0.33 in P= 0.0098 As= 0.12 in -- assumed Me= 20.6 in-k I As= -1.71 in -------- calculated AB.U.W= 1.76 in h/150 .t I I SHEET: I [SKDSNIK ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: ( (iJ /Y W rO N PROJECT NO 9I V Le,. i + �!� (I T or�7 Mil I/Ti PksIr- 61. : fe t �l6 TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark 7&8 Geometry Design Section 4'-0" LEG ADJ TO DOOR Height= 22 ft cf Load Combination 1.05D+1.3W+1.3S Panel Thickness= 5.75 in Design Basis ACI 318 d= 4,375 in /t e= 1 in b= 12 in Material Prop. Concrete f',= 4 ksi Ec= 3605 ksi Rebar fy= 6 ksi E,= 29000 ksi Ultimate Design Capacity n = 8.0 f Aseff= 0.43 in` += 0.85 c= 0.74 in Service Loads/ Ft. M„= 104,306 in-lb v P, = 4.310 k/ft v Mn= 88,516 in-lb P2= 1.700 k/ft, panel weight w= 0,033 ksf v Factored Design Moment _ Factored Loads/ Ft. Icr= 47.12 in' Plu= 5.290 k/ft An= 2.00 in assumed P2U = 1.800 k/ft, 'panel weight M„= 48,043 in-lb I Wu = 0.043 ksf V An= 2.05 in calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in' Y P1+P2= 6.010 k fr= 474.3 psi (0.04)f'c(Ac) = 11.04 k 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6pb= 0.0131 Aw= 0.33 in '1 P= 0.0059 A,= 0.12 in assumed M,= 26.8 in-k I A,= 0.23 in calculated A„iIOW= 1.76 in h/150 �. 4: �. 1 SHEET: KO,- KOSNIK ENGINEERING DATE: 1 �j CONSULTING STRUCTURAL ENGINEERS PROJECT: iV � �`�`"' Il� J 4�� PROJECT NO: gvw . l oo U � � .f�(a TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #7&8 Geometry ($ Design Section 7'-O" LEG BETWEEN OPENINGS Height = 22 ft ' Load Combination 1.OSD+1.3W+1.3S Panel Thickness= 5.75 in Design Basis ACI 318 d = 2.875 in- e = 1 in b= 12 in Material Prop. Concrete f',= g ksi Ec _ 3605 ksi D� Rebar fv= € 50 ksi ` Es= 29000 ksi Y 1 i t Ultimate Design Capacity in`/ft � �'u P„= 4.720 k/ft n = 8.0 ASS= 0.48 in` = 0.87 c= 0.82 in Service Loads/Ft. Mr,= 72,201 in-lb Pi _" s' 2 490 k/ft ' M, = 62,511 in-lb P2= '`' _150 k/ft,panel weight w ksfr Factored Design Moment Factored Loads/Ft. lcr= 18.36 in' Plu= 3 a6 k/ft� 4,_............ 8 20 in ------ assumed P2u 1 650 k/ft, 6anel weight M„= 56,204 in-Ib wu= ;:O p33 ksf - An= 6.16 in -------- calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 6.6.1 in' P1+P2= 4.070 k fr= 474.3 psi �1 G (0.04)f'.(A.)= 11.04 k Mop= 31.37 in-k B1 = 0.85 see 1910.2.7.3 0.6Pb= 0.0171 nlur= 0.33 in P= 0.0115 V As= O Q in ---------- assumed MS= 21.7 in-k As= -1.06 in --------- calculated A.all.= 1.76 in h/150 r �� 11 TILT-UP WALL PANEL REVIEW 1, Project King Arlington Panel Mark #7&8 Geometry �nV J_ ' Design Section 7'-0" LEG BETWEEN OPENINGS Height= `[ 2 ft ` Load Combination 1.2D+1.OE+0.7S Panel Thickness= _' `5 5 in Design Basis ACI 318 d — 2875 in — tin b— €'#2 in Material Prop. Concrete f'G= 4 ksi Ee- 3605 ksi .� 1 Rebar fy= ; `: 8D ksi / t ES= 29000 ksi Ultimate Design Capacity AS= pg in`/ft P„= 4.000 k/ft n= 8.0 Asp= 0.46 in = 0.87 c= 0.80 in Service Loads/Ft. Mn= 70,629 in-lb P, =;; 2:490 k/ft Mn= 61,619 in-lb P2 1.,58 k/ft!panel weight w= 0:02' ........................ Factored Design Moment Factored Loads / Ft. 18.11 in" P,u= 2.100 k/ft� .75:in -- assumed P2u = 9D0 k/.ft; panel weight M„= 51,638 in-lb I wu= 00M ksf An= 5.74 in ------calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in' P1+P2= 4.070 k fr= 474.3 psi (0.04)f 11.04 k Mcr= 31.37 in-k B, = 0.85 see 1910.2.7.3 , f 0.6 Pb= 0.0171 A. 0.33 in P= 0.0115 As= 0.20 in ------- assumed MS 21.7 ink AS= -1.01 in ------- calculated As allow= 1.76 in 11/150 i �_ I I Y�� 9� ,\ �, �\ -�' �,� �� e { O �_ SHEET: AKOSNIK ENGINEERING ! DATE: ' CONSULTING STRUCTURAL ENGINEERS PROJECT: I N�/ � +�/ I !V PROJECT NO: 017 I 9 } E 1 wee ow r t I 'F A TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #2 Geometry Design Section 2'-15" LEG BETWEEN OPNGS Height ''22:ft Load Combination 1.2D+1.OE+0.7S :.::.5 IS in ACI 318 Panel Thickness Design Basis d in e .......: in b in .................. Material Prop. Concrete V, E..= 3605 ksl Rebar fy E.= 29000 ksi Ultimate Design Capacity k= 0.372 in"/ft PU 7.230 k/ft n = 8.0 As,.ff= 0.49 in' 41= 0.85 C= 0.85 in —Service Loads Ft. Mn= 118,580 in-lb P, = 5.730 k/ft Mn= 100,510 in-lb P2= 2,000 k/ft, panel Weight W= U.43,ksf ........... Factored Design Moment Factored Loads Ft. Icr= 51.65 in' Plu = 4.830 k/ft An= . ... in -------— assumed .............. I. . P2U = 2.400 k/ft, panel weight MU= 64,050 in-lb WU = 0.060 ksf An= 2.50 in calculated Deflection Limitation UBC Section 1914.8.2 lg= 190.11 in4 Sg= 66.1 in' P1+P2= 7.730 k fr= 474.3 psi (0-04)f'c(Ac)= 11.04 k Mcr` 31.37 in-k B, = 0.65 see 1910.2.7.3 0-6 P b= 0.0131 Aer= 0.33 in P= 0.0071 n assume Mr= d 37.9 in-k A.= 0.50 in ------ calculated As all.= 1.76 in h/1 50 s �� SHEET: KOSN I K DATE: ENGINEERING CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: cop Wow lit, It7 0 i�4 It' •� I TILT-UP WALL PANEL REVIEW `� , Project King Arlington Qd� Panel Mark #7&8 Geometry � Design Section 4'-0" LEG AT END OF PANEL = f' .2D+1.OE+0.7S Height 22 ft � Load Combination 1 Panel Thickness= 5.751n Design Basis ACI 318 d= 2.875 in e* 1-in b=; s. 12:in Material Prop. Concrete f' - ""`" """4 ksi E°_ 3605 ksi Rebar fv= .. 80 ksi E. 29000 ksi �G� �,,!, Ultimate Design CaQacity A.= 03875 in`/ft P„= 3.075 k/ft n= 8.0 Aseff= 0.44 in' = 0.88 c= 0.76 in Service Loads/Ft. Mn= 67,192 in-lb P� s T 9$$i k/ft Mr,= 58,915 in-Ib P2= ";' 1; D0 k/ft, panel weight w0027€ksf .......... Factored Design Moment Factored Loads/Ft. Icr= 17.55 in' Pau= 167 k/ft An in ----assumed P2U 1. 400:k/ft, panel weight M„= 44,108 in-lb I w�,;....... 0 0 0 ksf A�= 5.06 in ---- --calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 $g= 65.10 P1+P2= 3.188 k ft= 414.3 .psi (0.04)f',(Ac)= 11.04 k Mcr= 31.37 in-k B, = 0.85 see 1910.2.7.3 0.6Pb= 0.0171 \ 4�= 0.33 in P= 0.0112 b�( A's = 0.20 in ------- assumed Ms = 21.2 in-k A._ �1.02 in --------calculated AS allow= 1.76 in h/150 t. q ;1 d. ✓. 4 L �4 s no » ; ID _ amp . P� :h, �, I L SHEET: 2� KOSNIK U119. ENGINEERING DATE: I I CONSULTING STRUCTURAL ENGINEERS 1 ' j PROJECT: 'IV� . WI�� PROJECT NO: ��G 2^ �61�rN�l'G ' o W Ihft�: NO W7 M ZL �T �1 y1 , r rP vi 0A F � i. � -� TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #11 THRU 16 Geometry , Design Section 5' LEG BETWEEN OPNG'S Height= 2 ft Load Combination 1.2D+1.OE+0.7S Panel Thickness= 575:in / Design Basis ACI 318 d= 4375 in e= 55 In b=... 1 in ...::.................. Material Prop. Concrete f'�_ `,i: Ksi Ec= 3605 ksi (� Rebar fy= 60 ksi E6= 29000 ksi � Ultimate Design Capacity AS= 0.372 in`/ft ��L� P,:* 5.810 k/ft n= 8.0 Asir= 0.47 in` = 0.86 c= 0.81 in Service Loads/Ft. Mn= 113,371 in-lb P1 _:: ; :`'2 730 k/ft v +Mn= 97,261 in-lb a P2= 900 k/e, panel weight .................... .... w ksf Factored Design Moment Factored Loads/ Ft. ICr= 50.04 in' v ................:...:.... P,U = 2.310 k/ft An ' 52Q in - -- assumed PzU= 3.500 k/ft� panel weight M„= 92,335 in-lb I wU= 0.055 ksf '' An= 5.19 in -- calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 8g= 66.1 Ina P1+P2= 5.630 k fr= 414.3 psi (0.04)f'.(A.)= 11.04 k Mer= 31.37 in-k B, = 0.65 see 1§10:2.7.3 0.6 P b= 0.0131 Air= 0.46 in P= 0.0071 A5= : A in - ------ assumed MS_..............:.59.6 in-k I A$= 2.04 in --- calculated AS e,10„ = 2.08 in h/150 x � .� :f KDSNIK SHEET: LA. , ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: `" yI PROJECT NO: 491 J 9 a --I[-_I-V- ---Vl� , IUD -ak(6eN I " 4, ems'. (NI NYC 116 lIxt r� u f o, (o �> �� I TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #11 THRU 16 Geometry Design Section 4'-6" LEG AT END ON PANEL Height= i i '26 ft Load Combination 1.2D+1.OE+0.7S Panel Thickness=;` `55 in it�Ir p / Design Basis ACI 318 d= 4375:in f[ e= . s* in b=....... # in Material Prop. Concrete f'C= 4 ksi E.= 3605 ksi Rebar fy= 60 ksi ES = 29000 ksi ��U Ultimate Design Capacity AS = 0.344 in`/ft P„= 4.010 k/ft n = 8.0 Aseff= 0.41 in' = 0.87 c= 0.71 in Service Loads/Ft. Mn= 100,624 in-lb P, 990 k/ft ✓ Mn= 87,594 in-lb PZ= 2—:0 'k/ft, panel weight j w 0,A3I ksf ✓ G7✓ Factored Design Moment Factored Loads 1 R lcr= 45.89 in' Plu= 1 670 'k/ft ✓ An_.... ...... 95 in ----- assumed PZu= `;"`' 200 k/ft, Kanel weight M„= 64,271 in-lb I wu= ; ; `0`03 ksf V An= 3.94 in ---------- calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in Pa+P2= 3.990 k f�= 474.3 psi (0.04)f'c(Ac)= 11.04 k Mor= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6pb= 0.0131 Acr=...............0.46 in P= 0.0066 As_ # tliQin --assumed M$= 40.9 in-k 1 v� A.= 0.94 in -- Q------ calculated As allow= 2.08 in h/150 i ! 1 J I I I 1{ I ' i O10 N i 49 pf u AMA I -� I N N 9 S s ,: .r KDSNIKLA. , SHEET: ENGINEERING }�I DATE: CONSUMNO STRUCTURAL ENGINEERS PROJECT--�-W(d r O I`� PROJECT NO: V v i V�� PAT1 0� q I pe,pc,f,f(bN A(* M` C UJ I f 12��'b [/ATC- Ike titer to LK lz � +vi ?4 fa" I - . it *, * u - �,So T, ��, � TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #9 Geometry Design Section 5'-O" LEG BETWEEN OPNG'S Height= 2ra ft Load Combination 1.2D+1.OE+0.7S Panel Thickness= 5 in � Design Basis ACI 318 d In b= i12 in Material Prop. Concrete EO= 3605 ksi E$= 29000 ksi �U�'1i�V" Ultimate Design Capacity AS= ; 0� 72 m /ft ,Q P„- 3.480 k/ft n = 8.0 Asff= 0.43 in` = 0.87 c= 0.74 in Service Loads/Ft. Mn= 104,718 in-lb P, _ ! 0.500 k/ft Mn= 91,605 in-lb P2= 2.480 k/ft, panel weight w = 0.045 ksf Factored Design Moment Factored Loads/Ft. Ire= 47.25 in" Pau= p500 k/ft An_ 4igQ in --------- assumed ..................... P2u= `' ' 2 J k/ft, panel weight M„= 81,997 in-lb I wu= Ofl83 ksf An= 4.88 in --------- calculated ........................ Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in' P1+P2= 2.980 k fr= 474.3 psi (0.04)f'c(A6j= 11.04 k Mcr= 31.37 in-k Bi = 0.85 see 1910.2.7.3 0.6 Pb= 0.0131 A,= 0.46 in .......................... P= 0.0071 AS= 70 in -------assumed ............._ . MS= 51.8 in-k I As= 1.70 in --r------ calculated AS e,,,= 2.08 in h/150 TILT-UP WALL PANEL REVIEW Project King Arlington p� Panel Mark #9, Geometry n, Design Section 4'-6" leg at end of panel Height = 28 ft `- Load Combination 1.2D+1.OE+0.7S Panel Thickness = 5.75 in Design Basis ACI 318 d = 4.375 in e = 4.25 in b= 12 in Material Prop. Concrete f = 4 ksi .......................... Er= 3605 ksi Rebar fy= '' 60 ksi YJ 1, ES= 290d0 ksi 1111G� Ultimate Design Capacity AS ........... in`/ft Qv , r�� P„= 2.900 k/ft n = 8.0 Asp= 0.39 in` $= - 0.88 c= 0.68 in Service Loads/Ft. Mn= 96,197 in-lb P, Mn= 84,555 in4b P2= l�00;k/ft, panel weight w ksf .......................... Factored Design Moment Factored Loads/Ft. Icr= 44.37 in' Ply 001) klft Ar,= 383 in --� assumed P2u= 2+4C10'k/ft, panel weight M„= 59;828 in-lb I wu= a004 ksf A�= 3.79 in -------- calculated ...... Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in P1+P2= 2.500 k fr= 474.3 psi (0.04)f'c(Ao)= 11.04 k Mir= 31,37 in-k B, = 0.65 see 1910.2.7.3 0.6 p b= 0.0131 Aer= 0.46 in ..................... p= 0.0066 Lis_€ ' s #?80 in -assumed Ms= 37.5 in-k I 16S= 0.78 in -------calculated AS ell,= 2.08 in h/150 r , n,• �f, �_ i i i 10 r s. z f�1 -j too 4 ' o � ��• - ' - - - .r C O w - `� � = - - _ _ _____ | LAKDSNIK SHEET: ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: KNAY I� PROJECT NO: _q y^`Y V Gut 50 rs� g �le'aloc- IN &Vl\/- 0*rV f f = I Ia waL: 1i?pe, h w� �w N RAM Advan;File Date: 10/3/2001 Time: 4:58:53 PM Condition:dl=Dead load ^ Analysis: Pdelta Y Z X f 4. .00 4. Q URAM Advanse Oil File Units Lb-ft Date 1013=01 5:09:10 PM Anahvsls Results Reactions Y _ n I �, z FX t^. M� Diraction of posifive forces and moments Forces [Lb] Moments[Lb'ftl Node FX FY FZ MX MY MZ Condition dl=Dead load 1 0.00000 3810.77070 0.00000 Q.00000 0.00000 0.00000 2 0.00000 10306.0400 0.00000 0.00000 0.00000 0.00000 3 0.00000 2575.18880 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 16692.0000 0.00000 0.00000 0.00000 0.00000 L 4- ev,� Points of interest in members K Dist) 77M Considered points CONDITION di-Dead load Plane 1-2 Plane 1 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [ft] [Lb] [Lb] [Lb"ft] [Lb] (Lb`ft] [LWftl MEMBER1 0% 0.000 0.000 -810.771 0.000 0.000 0.000 0.000 35% 4.200 0.000 117.309 7149.308 0.000 0.006 0.000 100% 1 2.000 0.000 5549.229 -10206.112 0.000 0.000 0.000 MEMBER2 0% 0.000 O.000 -4756.811 -10206.112 0.000 0.000 0.000 75% 7.500 0.000 40.189 3289.222 0.000 0.000 0.000 100% 10.000 0.000 2575.189 0.000 0.000 0.Q00 0.000 l Member forces at fixed stations &4� CONDITIOMI=Dead load M33 V2 M22 V3 Axial Torsion [Lb"ft] [Lb] [LVft] [Lb] [Lb] [LVft] MEMBER1 0% 0.00 -3810.77 0.00 0.00 0.00 0.00 11% 4179.69 -2450.77 0.00 0.00 0.00 0.00 22% 6556.72 -1106.77 0.00 0.00 0.00 0.00 33% 7165.06 39.31 0.00 0.00 0.00 0.00 44% 6765.98 559.31 0.00 0.00 0.00 0.00 56% 5673.57 1079.31 0.00 0.00 0.00 0.00 67% 3887.82 1599.31 0.00 0.00 0.00 0.00 78% 986.50 2845.23 0.00 0.00 0.00 0.00 89% -3708.47 4197.23 0.00 0.00 Q.00 0.00 100% -10206.11 5549.23 0.00 0.00, 0.00 0.00 MEMPER2 0% -10206.11 -4756.81 0.00 0.00 0.00 0.00 11% -5546.69 -363Q.14 0.00 0.00 0:00 0.00 22 -2139.12 -2503.48 0.00 0.00 0.00 0.00 33% 51.26 -1504.81 0.00 0.00 0.00 0.00 44% 1571.42 -1151.48 0.00 0.00 0.00 0.00 56% 2610.10 -718.14 0.00 0.00 0.00 0.00 67% 3167.30 _ -284.61 0.00 0.00 0.00 0.00 78% 3218.94 321.86 0.00 0.00 0.00 0.00 89% 2235.39 1448.52 0.00 0.00 0.00 0.00 100% 0.00 2575.19 0.00 0.00 0.00 0.00 Maximum forces at members Condition: d1=Dead load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [u)I (Lb`ft] [Lb"ft] MEMBER? 3 --}- Max 0.00 5549.23 0.00 0.00 0.00 7149.40 Min 0.00 -3010.77 0.00 0.00 0.0Q -10206.11 MEMBER2 i Max 0.00 2575.19 0.00 0.00 O.W. 3269.22 Min 0.00 -4756.81 0.00 0.00 0.00 -10206.11 f► ': KDSNIK SHEET: tA � - DATE: I��© ' ENGINEERING �,� r CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: I Q �Iw �vw d 4 ISO � � (� �►tit, �,, (�5 0 + K ti� .� 7: TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #1 Geometry v' Design Section 5'-0" leg between opng's Height= °° ft Load Combination 1.2D+1.OE+0.7S Panel Thickness= 5 in Design Basis ACI 318 d [28'f5 i ............ e= 425 in b= 12 in ...................... Material Prop. Concrete f', ksi_ .,..Ec= 3605 ksi o " Rebar f — ; ;` ; 0 ksi r Es= 29000 ksi Ultimate Design Capacity AS 0.31 in /ft PU= 6.200 k/ft n = 8.0 Asefr= 0.41 in O= 0.86 c= 0.72 in Service Loads I Ft. Mn= 63,763 in-lb P, _ 5260 k/ft M, = 54,522 in-lb P2="';;';;05p k/ft, panel weight w= 0.027 ksf Factored Design Moment Factored Loads/ Ft. lc1 = 16.97 in' Pl„ assumed P2U= ` "1 l d k/ft, panel weight MU= 24,355 in-lb I wU_ ' " ga38 ksf An= 0.86 in -------- calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in' P1+P2= 6.230 k f,= 474.3 psi (0.04) f'.(Ac)= 11.04 k Ma= 31.37 in-k B, = 0.65 see 1910.2.7.3 �GI 0.6pb= 0.0131 0cr= 0.10in p= 0.0090 As= in ------- assumed Ms= 18.3 in-k I As= -0.21 in ------- calculated 41.11dwr= 0.96 in h/150 r SHEET: --A9 -� KOSNIK U11M. ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: ��C,�IG �'/q1v�(. M.QyVI ��-p N/ /�I��• �(,,ocr� . i MAN 0,06 (01 os t� NtdYt� 1 AA _ I N51G N I FICA-N a �f - - ' I d� zo ti' II IMAM] RAM Advanse File C:\RAM Advanse\DaLaWng-a-rnez,AVW Units Lb-ft Date 101612001 9,03:49AM 03INIS WIN Reactions JI r-v Direchbn apoafte forces and moments Forces ILbI Moments UbM Node FX FY FZ IVIX MY IMIZ Condition dl=Dead load I 0.00000 3400.91160 0.00000 0.00000 0.00000 0,00000 2 0.00000 12382.4040 0.00000 0.00000 0.00000 0.00006 3 0.00000 4964.68420 0.00000 0.00000 0.00000 0.00000 sum 0.00000 20748.0000 0.00000 0.00000 0.000130 0.00000 Points of interest in members j K V-S45-1 Considered points CONDITION di-Dead 160 Plane 1-2 Plane I Dist to J Axial Shear V2 M33 ShearV3 M22 Toralon Station [ft] �Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [LVft] MEMBERI 6% 0.000 0.000 -3400.912 0.000 0.000 0.000 0.000 30% 3.600 0.000 249.488 5972.582 0.000 0.000 0.000 100% 12.000 0.000 5959.088 -15124.421 0.000 0.000 0.000 MEMBER2 0% 0.000 0.000 -6423.316 -15124.421 0.000 0.000 0.000 65% 9.100 0.000 -3.916 12153.883 0.000 0.000 0.000 100% 14.000 0.000 4964.664 0.000 0.000 0.000 0.000 Member forces at fixed Stations CONDITIOMI=Dead load M33 V2 M22 V3 Axial Torsion [Lb"ft] [Lb] [Lb"ft] [Lb] [Lb] [Lb"ft] MEMBERI 0% 0.00 -3400.91 0.00 0.00 0.00 0.00 11% 363322 -2048.91 0.00 0.00 0.00 0.00 22% 5463.76 _96.91 0.0..0 0.00 0.00 0.00 33% 5525.62 449.17 0.00 0.00 0.00 0.00 44% 4580.07 9W.17 0.00 0.00 0.00 0.00 56% 2941.17 1489.17 0.00 0.00 0.00 0.00 67% 608,95 2009.17 0.00 0.00 0.00 0.00 78% -2838.85 3265.09 0.00 0.00 0.00 0.00 89% -M.30 4607.o9 0.00 0,00 0.00 0.00 100% -15124.42 5959.09 0.00 0.00 0.00 0.00 MEMBER2 0% - 1 -6423.32 0.00 0.00 0.00 0.00 11% -63$9.41 -4845.98 0.Ob 0.00 0.00 0.00 22% -44.18 -=7.98 0.00 0.00 0.00 0.00 33% 4676.39 -2731.32 0.00 0.00 0.00 0.00\ 44% 8453.25 -2124.65 0.00 0.00 0.00 0.00 56% 11262.33 -1344.65 0.00 0.00 0.00 0.00 67% 12127.19 _ 232._68 _ 0.00 0.00 0.00 0.00 78% 10538.43 1810.02 0.00 0.00 0.00 0,00 89% 6496.03 3387.35 0.00 0.00 0.00 0.00 100% 0.00 4964.68 0,00 0.00 0.00 0.00 ( Maximum forces at members Condition dl=Dead load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb"ft] [LWft] [Lb*ft] MEMBERI Max 0.00 59 .09 0.00 0.00 0.00 59 5672.5 Min 0.00 -3400.91 0.00 O.OQ 0.00 -15124.426� MEMBER2 r-- =-- Max 0.00 4964.68 0.00 0.00 0.00 12153.88 Min 0.00 -6423.32 0.60 0.00 0.00 -15124.42 4 A t SHEET: I - � KDSNIK n G ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: 14�A- PROJECT NO: t9 U .mob TM� P,k : o, o f<� k� I K-1pev` -ta �1 VVVL W u w 1 III/n ► 1y. .� yy��,,��.. ,S �O TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark #20 ,Geometry Design Section 5'-0" leg between opng's Height= ft Load Combination 1.2D+1.OE+0.7S Panel Thickness= 575 in y'/ Design Basis, ACI 318 in �/✓ .......................... .......................... e= 42� in b in Material prop. Concrete — 3605 ksi Rabar f E 29000 ksi Ultimate Desipn Capacity AS= " '; ;031' in /ft ✓ P„= 9.420 k/ft n = 8.0 Asir= 0.47 in` �= 0.83 c= 0.81 in Service Loads/Ft. Mn= 70,936 in-lb P, 7 970;k/ft Mr,= 59,000 in-lb P2=;'; "'"OJ00 k/ft, panel weight .......................... w= 0021 ksf Factored Desipn Moment Factored Loads/Ft. Icr= 18.16 in' Piu= 840 k/ft An_............ #_17 in ----------assumed P2u=' ' 1 0$0 k/ft, panel weight M„= 35,224 in-lb I wu= ; Ofl30 ksf An= 1,16 in -------= calculated Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66.1 in, , Pi+P2ft 8.870 k fr= 474.3 psi 1 G"" (-0.04 f' = 11.04 k M 31.37 in-k� c(Ac) Cr B, = 0.65 see 1910.2.7.3 'i' 0.6pb= 0.0131 Acr= 0.10in !X P 0.0090 As= 0 20 in -------- assumed Ms= 23.2 in-k I As= -0.12 in calculated As allow= 0.96 in h/150 r �� +, I i 18 19 Opp. ;� i IMAM] RAM Advanse File C:\RAM AdvanseXData\Idng-a-mez,AVW Units Lb-ft 10/6/200I 9:06:32AM Analysis Results Reactions Y MY e, IL.711 7. . Fy z F Y -P, Dfracgon of posWe Ibmes and moments Fqrces__jLbj Moments[Lb*ftl Node FX IFY FZ IVIX MY IVIZ Concifflon dl=Dead Wed 1 0.00000 2798.62670 0.00000 O.ODOOQ O.00ODO 0.00000 2 0.00000 10244.3040 0.00000 0.00000 0.00000 0.00000 3 0.000DO 4047.06930 0.00000 0.00000 0.00000 O.000DO sum 0.00000 17090.0000 0.00000 0.00000 0.00000 0.00000 Points of interest in members v. ... I ........... .I ..... .. ................ K Dist J Considered points CONDITION dl=Dead load Plane I r2 Plane 1-3 Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Statioh [ft] [Lb] [Lb] [Lb*ft] [Lb] [Lwft] [Lb*ft] ---------- MEMBERI 0% 0.000 0= -2798.627 0.000 0.000 0.000 0.000 30% 3.600 0.000 153,373 4761.456 0.000 0.000 0.000 100% 12 1.000 0.000 4926.373 -1 2597.2'tg 0.000 0.000 0.000 MEMBER2 0% 0.000 0.000 -5317.931 -12597.279 0.000 0.000 6.000 65% 9.100 0.000 29.069 9986.540 0.000 0.000 O.000 100% 14.0130 0.000 4047.0139 0.000 0.000 0.000 0.000 i Mgmber forces at fixed stations CONbITIOMI=Dead load M33 V2 M22 V3 Axial Torsion [LVft] ILb] [Lb`ft] [Lb] [Lb] [Lb*ft] MEMBERI 0% 0.00 -2798.63 0.00 0.00 0.00 0.00 11% 3002.61 -1705.29 0.00 0.00 0.00 0.00 22% 4547.45 -611.96 0.00 0.00 0.00 0.00 33% 4660.10 326.27 0.00 0.00 0.00 0.00 44% 3913.96 792.94 0.00 0.00 0.00 0.00 56% 2545.59 1259.61 0.00 0.00 0.00 0.00 67% 555.01 1726.27 0.00 0.00 0.00 0.00 78% -2375.84 2739.71 0.00 0.00 0.00 0.00 89% -6757.67 3833.04 0.00 0.00 0.00 0.00 10D% -12597.28 4926.37 0.00 0.00 0.00 0.00 MEMBER2 0% -12597.28 5317.93 0.00 0.00 0.00 0.00 11% 5317.04 4042.38 0.00 0.00 0.00 0.00 22% -18.10 -2819.04 0.00 0.00 0.00 0.00 33% 3943.62 -2274.60 0.00 O.OD 0.00 0.00 44% 7058.43 -1730.15 0.00 0.00 0.00 0.00 56% 9308.18 -1056.15 0.00 0.00 0.00 0.00 67% 9957.43 220.40 0.00 0.00 0.00 0.00 78% 8622.49 1495.96 0.00 0.00 0.00 0.00 89% 5303.34 2771.51 0.00 0.00 0.00. 0.00 100% 0.00 4047.07 0.00 0.00 0.00 0.00 Maximum forces at members Condition: dl=bead load - - Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] ILb] [Lb] [Lb"ft] [LVIII [Left] MEMBERI Max 0.00 4926.37 0.00 0.00 0.00 4761.46 Min 0.00 -2798.63 0.00 0.00 0.00 -12597.28 MEMBER2 Max 0.00 4047.07 0.00 0.00 0.00 9986.54 Min 0.00 -5317.93 0.00 0.00 0.00 I -12597.28 ,:r KOSNIK SHEET: ENGINEERING �Ll �1 DATE: V I CONSULTING STRUCTURAL ENGINEERS PROJECT: t� �'I �D (� PROJECT NO: I/ P'"I I V K 100 VVV ROO o m 60) In �,o r r SHEET: [.,SKDSNIK , ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: ,° Ap'w;A�ou oil I PROJECT NO: MCI oil t .. I �� TILT-UP WALL PANEL REVIEW Project King Arlington Panel Mark # 18 & 19 Geometry- �i �" Design Section 4'-6" leg Mend of panel - ` °�� ' ft Load Combination 1'.2D 1.0E 0.7S Height �2. Panel Thickness= 53 In 1"' Design Basis ACI 318 d = . 2$75 in � e= A 5 in b= € € 12 in Material Prop. Concrete f'o ksi Ec_ 3605 ksi Rebar fy=' " '80 ksi I,= 29000 ksi !: Ultimate Design Capacity As= 034�4 in`/ft 0PU i = 8.040 k/ft.......... .............. n = 8.0 '' Asa x 0.48 in` += 0.84 c= 0.83 in Service Loads/Ft. Mn= 72,375 in-lb P1 _ 684t) k/ft Mn= 60,921 in-lb P2 0 90Q k/ft, panel weight f w= 002a ksf Factored Desiqn Moment Factored Loads/ Ft. to= 18.39 in" ........................... Plu ............ An= ::::::::::. w9win assumed P2u="` 1t180;k/ft, panel weight M„ 8,315 in-lb .� A 0.92 in - ------- calculated wu= 028 ksf �,- Deflection Limitation UBC Section 1914.8.2 Ig= 190.11 in4 Sg= 66:1 in3 P 1+P2= 7.740 k fr= 474.3 psi (0.04)f'c(A.)= 11.04 k 6 Mcr= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6Pb= 0.0131 A,= 0.10in P= 0.0100 A,_ 1120 in ------- assumed IMs= 20.4 in-k A,_ -0.12 in calculated As allow= 0.96 in h/150 .. :;� I o �o i a ,n •, SHEET: KOSNIK LAENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: Q PROJECT NO: a v ° LI -o VJ A aIr a48, (416p-) iu sr Xv �. I SHEET- KOSNIK ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: r17 S ` 14 +AA ct' v,/ l ors 14 I I TILT-UP WALL PANEL REVIEW Project Kin A� dington Panel Mark #17 Geometry Design Section 5' LEG BETWEEN OPNG'S ................. v + + Height= ; ' 'iE4 ft Load Combination 1.2D 1.0E 0.7S Panel Thickness= : : :575:in Design Basis ACI 318 d in e= ......... in b- in Material Prop. Concrete Ec= 3605 ksi Rebar fv' ..........................$Q ksi E8= 29p00 ksi �i Ultimate Design Capacity A.= "..........................in`/ft �� 0 P„= 4.940 k/ft n = 8.0 Asa= 0.39 in = 0.86 c= 0.68 in Service Loads/ Ft. M„ 60,887 in-lb Pi = 2.730 k/ft Mn= 52,018 In-lb .v P2= 2.200 k/ft,'-panel weight w= 0,034 ksf- Factored Design Moment Factored loads/Ft, lcr= 16.47 in' Pau= 2 300 k/ft r An =_.. !.'.I1:24;in -------- assumed P2u= ; B Q:k/ft,"panel weight M„= 25,125 in-lb I wu= pp48 ksf An= 1.24 in calculated .._...._............... Deflection Limitation UBC Section 1914.0.2 Ig= 190.11 in4 Sg= 66.1 in P1+P2= 4.930 k f,= 474.3 psi (0.04)f'�A = 11.04 k M.r= 31.37 in-k BT c 0.65 see 1910.2.7.3 �I- 0.6 P b F 0.0131 Acr= 0.13 in �� P= b.009Q assumed Me= 16.8 in-k AS= -0.41 in calculated A8 8110W= 1.12 in h/150 �, ,� I RAM Advanfile : king-a-mez.AVW Date: 10/13/2001 Time: 3:28:18 PM Condition:dl=Dead load Analysis: Pdelta Y 1, Z X iI 4 4. 4. 4 .. '�, u;, RAM Advanse File C:\RAM Advanse\D8ta\Idng-a-mez.AVW Units Lb-ft Date 10113=1 3:26:07PM "ANSIS Results Reactions y Fy I-X z Direction of positive forces and Moments Forces ILbI Moments I Lb*ftl Node FX IFY FZ IVIX MY IVIZ Condition dl=Dead load I onb000 3400.91160 0.00000 0.00000 0.00000 0.00000 2 0.00000 12382.4040 0.00000 0.00000 0.00000 0.00000 3 0.00000 4954.68420 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 20748.0000 0.00000 0.00000 0.00000 0.00000 0 (SO) 1-7 Points of interest anti inflection points in members Note! Inflection points are approximated K DIstJ Considered points CONDITION dia0ead load Plane 1 Pland 1-3 olit to J Axial ShearV2 M33 Shear V3 M22 Twslon Station [ft) ILb) [Lb] W11 [Lb) 11-01ft1 [Wft] MEMBER1 0% 0.000 0.000 -3400.912 0.000 0.000 0.0D0 0.000 30% 3.80O 0.000 249.488 5672,562- 0.000 0.000 0.000 69% 8.283 0,000 2190.281 20.268 0.000 0.000 0.000 10b% 12.0D0 0.000 5959.088 -15424.4211. 0.000 0.000 0.000 MFEMBER2 0% 0.000 0.0DD -6423.316 -15124.421 0.000, 0.000 0.000 22% 3,133 0.000 -3329.251 30.369 0.060 0.000 0.000 65% 9.100 0.000 -3.916 12153.883 0.000 0.000 0.000 100% 14.000 0.000 4964.684 0.000 0.000 0.000 0.000 ............. s �; i c 7 '/ 0"/ Member forces at fixed stations CONDITI0141=Ddad load M33 V2 M22 V3 Axial Torsion [LVft] [I b] [Lb+ft] [Lb] [Lb] [Lb"ft] MEMBERI 0% 0.00 -3406.91 0.00 0.00 0.00 0.00 11% 3633.22 -2048.91 0.00 0.00 0.00 0.00 22% J� 6463.76 -696.91 0.00 0;00 0.00 0.00 4` 33% 5525.62 449.17 0.00 0.00 0.00 0.00 44% 4580.07 969.17 0.00 0.00 0,00 0.00 56% 2941.17 1489.17 0.00 0.00 0.00 0.00 67% 608.95 2009.17 0.00 0.00 0.00 0.00 78% -2836.85 3255.09 0.00 0.00 0.00 0.00 89% -8080.30 4607.09 0.00 0.00 0.00 0.60 100% -15124.42 5959.09 0.00 0.00 0.00 0.00 MEMBER2 0% -15124.42 -64?3.32 0.00 0.00 0.00 0.00 11% -M.41 -4845.98 0.00 0.00 0.00 0.00 22% -44.18 -8337.98 0.00 0.00 0.00 0.00 33% 4676.�9 ,2731.32 0.00 0.00 0.00 0.00 44% 8453.25 -2124.65 0.00 0.00 0.00 0.00 56% 11262.33 -1344.65 0.00 0.00 0.00 0.00 67% 12127.1 9 232.68 0.00 0.00 0.00 0.00 78% 10538.43 1810.02 0.00 0.00 0.00 0.00 89% 6496.03 3387.35 0.00 0.00 0.00 0.00 100% 0.00 4964.0 0.00 0.00 0.00 0.00 Maximum forces at members Condition: dl=Dead load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb"ft] [Lwft] [Lb"ft] MEMBERI ^A Max 0.00 5969.09 0.00 0.00 0.00 5672.56 "'-''/"'PrK Mih 0.00 -3400.91 0.00 0.00 0.00 -15124.42 + •I�� I MEMBER2 Vu'� Max O.Od 4964.68 0.00 0.00 0.00 12153.88 Min 0.00 -6423.32 0.00 0.00 0.00 -I M 24.42. U r?r:::p tz r A i '� KOSNIK SHEET: LA. ENGINEERING DATE: U CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: ('eq� IT O G k- Vj r • _ ,� �y �} I SHEET: �-, � K�SNIK , ENGINEERING DATE: 11 CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: 0 I "�,i u ig L. 0 0 -= 1 (6�) soz 70 fc4-- , VIA 11 pc,-XI ON V= V5 too *,pf eCv V►A•f( i�)Ni: ,• S- = ,4�,� I S1LG'�'f7b i" ►a plfkP4 N .5 w �__ UJ"L ( A won vi 47 1. le- i � - e 3 KO S N I K SHEET: ENGINEERING DATE: o- ' CONSULTING STRUCTURAL ENOMEERS PROJECT:_ale PROJECT NO: d 1 D1/v 70,5) '46&FLP- Ll � s 9� KOSNIK SHEET: ENGINEERING DATE: o- CONSULTINO STRUCTURAL ENGINEERS PROJECT: PROJECT NO: 01 O PL� aQ 10 - - IVY-_ W - 3c6(45) - ►0 �U - I. ( fro) = sn 41-(va I's�e I r2 s ti' SHEET: �-! KOSNIK ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: 010 7 2 le- I sle vv KDSNIK SHEET: ENGINEERING �% DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: aI v �o127 i ire�i CCU 1 V 5rt11 t:�.w L -1., A. KOSNIK SHEET: ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: L / 1 q l(1�6► ��r *tt:;, cfier ,•, PC- �,� f� fills N�� -" �►i � ! W4,c-5, �oi�p� r 4 I� ewo �.. 5 ,�5� 12 �� 1 l I s C..' Ila ;F.Q m I) - � ____ i'1 � SHEET: [OKOSNIK DATE: ' ENGINEERING a U CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: vu ,mac Fe.VF, PL, _j— �I ref = 1,6 Ia, �Tli �050 -1:51 oplo U e,6►j W/�' 5�� G /�Ord �7 lzo Mw 1476 6 ., bo (some L '+': I KOSNIK SHEET: ENGINEERING DATE: N + CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: U � d�? r 5A as (pas p- VIAlot �i - - i t� � SHEET: KDSNIK DATE: .- ENGINEERINGkv CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: (-2, cp d . q c � T*F w/ S ;1 � r: I 1 KOSNIK �/SHEET: 1 - ENGINEERING DATE: )0 CONSULTING STRUCTURAL ENGINEERS I . SG STRUCT - PROJECT: I � PROJECT NO: V U2 Z VV� 41 Ole- I t �� J SHEET: elKOSNIK � . ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: I G� 1 eA l A-9 6 r ^V*cP V-A-T-5 rV�- � � r - - � � r SHEET: , - KOSNIK o. ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: 1 b� �d �o ,,yam, � ►�, �� ,�,�\ ,�,��.,,� W / -�'�W �;, I,,�, 11�/� -- i� L I I KOSNIK SHEET: ENGINEERING DATE: to CONSUMNO STRUCTURAL ENGINEERS PROJECT:. G PROJECT NO: V 2Z i Vc, ��'�. � i KOSNIK SHEET: ENGINEERING DATE: D- CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: 2y � -164 I bo).� J '7,7 A = , + ale- I l r' 7 U7 x X r ,�; ;r - SHEET: U, KOSNIK ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: t' `. PROJECT NO: _ U I r-ice.-G - - ot 40 1-4 1A-; �= n csc � vu� G a Y> Pam . rr � I o I.0 All 1r-G 61114"7— 1=-o �'� . e: '1�t i 11 KOSNIK SHEET: v ENGINEERING DATE: CONSULTING STRUCTURAL ENGINEERS PROJECT: PROJECT NO: I y v Is areii N [ t VA-(- r4C-W,py 4I S Ci fr*4-v p r,,-pl/rc5T l a rm To - i 4��5 7a� SHEET: KOSNIK ENGINEERING DATE: I Ili CONSULTING STRUCTURAL ENGINEERS � PROJECT: PROJECT NO: d ,1 V-A r � I t KDSNIK SHEET: (/ ENGINEERING DATE: U- . CONSUUINO STRUCTURAL ENGINEERS PROJECT:- " PROJECT NO: wX I 0 dp 6p11� v -2 To 1,4) -5 1 7# � 1 76 s r KOSNIK ENGINEERING Mike King Warehouse Arlington, Washington i I ' ,�. JUN 4 I. q n t 1>t A Structural Calculations For 4 Permit Submil ,,(-d i � f 20744 Project No. 01022 o, s�crsc�t� May 15", 2001 EPIRES 1 16300 MILL CREEK BLVD., SUITE &1 ■ MILL CREEK, WA 98012 0 (425) 743-7004 ■ (425) 743-1848 Fax ' 1 �� ____ .4�_�_ _. __ _t}__.._ ._.____�.�.._^..._. _ �_ �_ . ��- r_ _ _ r� _ __ 1 Q �JwT c ve- 3 F2;F l o r- T-- r Ivy Lce-* °� � N 5p j go -spy. w LL PL F LL 2a LH D& (435 32(o I S 3 FORI\✓ILOK NORMAL WEIGHT CONCRETE (145 PCf) TOTAL SLAB _�_ . • • GALVANIZED OR PHOSPHATIZED/PAINTED DEPTH 11h' X 4 ar•7 WELDS ALLOWABLE SUPERIMPOSED LOADS (Lbs./Sq. R.), DIAPHRAGM SHEAR VALUES (q)(Lbs./L.F.)AND FLEXIBILITY FACTORS (F) NUMBER SPAN OF SPANS TOTAL SLAB DEPTH DECK GAGE &CONCRETE WT.psf &WT.psf F4 q7 6'0" 6'-6" 7'-0' 7'-6" 8'-0' W-6" 9'-0" 9'-6' 101-0" 10'-6" 11'-0" F 1 232 199 173 151 132 117 104 92 82 74 66 2 261 228 202 151 132 117 104 92 82 74 66 22 3 261 228 202 151 132 117 104 92 82 74 66 qq 1825 1M 1755 1725 1700 1680 1660 1640 1625 1610 1600 F4 45 46 47 48 48 49 50 50 51 51 52 1.9 y7 2035 1980 1935 1895 1855 1825 1800 1775 1750 1730 1715 F7 .4 42 44 .4 46 A6 47 1 275 240 183 160 141 124 110 98 88 79 71 2 275 240 212 189 170 124 110 98 88 79 71 3 275 240 212 189 170 124 110 98 88 79 71 3 1/2 20 q4 1890 1845 1805 1775 1745 1715 1695 1670 1655 1835 1620 2.3 F4 40 41 42 42 43 44 44 45 45 46 46 q7 2145 2080 2020 1975 1930 1895 1860 1830 1805 1780 1160 1 298 261 230 205 184 137 _ 122 108 97 87 78 2 298 261 230 205 184 167 152 108 -97. 87 78 30.5 18 3 298 261 230 205 184 167 152 138 127 87 78 q4 2045 1985 1930 1885 1845 1810 1780 1750 1725 1705 1685 2 9 F4 32 33 34 35 35 36 37 37 38 38 39 07 2380 2295 2220 2155 2095 2050 2005 1965 1930 1895 1865 7 1 298 260 230 205 184 166 151 108 96 86 78 2 298 260 230 205 184 166 151 138 127 __.,. 86_._: _78... 1 6 3 298 260 230 205 184 166 151 138 127 117 108 g4 2215 2140 2070 2015 1965 1920 18BO 1845 1815 1785 1760 3.5 F4 26 27 28 29 30 30 31 32 32 33 33 q7 2635 2525 2430 2350 2280 2215 2160 2110 2065 2025 1990 F7 .22 1 .23 .24 1 .25 .26 .26 1 27 .28 1 .28 29 .29 1 269 231 200 175 153 135 120 107 95 85 76' 2 300 266 200 175 153 135 120 107 95 85 76 22 3 300 266 200 175 153 135 120 107 95 85 76 yy4 2065 2025 1995 1965 1940 1915 1900 1880 1865 1850 1835 1 9 F4 40 41 41 42 42 43 43 44 44 45 45 q7 2275 2220 2170 2130 2095 2065 2035 2015 1990 1970 1950 7 1 300 244 212 185 163 144 127 113 101 91 81 2 300 279 247 220 1.63 144 127 113 101 91 81 // 2U 3 300 279 247 220 163 144 127 113 101 91 81 q4 2130 2085 2045 2010 1980 1955 1930 1910 1890 1875 1860 4 2 3 F4 35 36 37 37 38 38 39 39 40 40 40 y7 2385 2315 2260 2215 2170 2135 2100 2070 2045 2020 1995 F7 .32 .32 3 .34 .35 ..35 6 7 1 300 300 266 237 178 157 140 125 112 100 90 36.6 2 300 300 266 237 213 193 .140 125 112 100 90 E!2 3 300 300 266 237 213 193 175 160 112 100 90 q4 2285 2225 2170 2125 2085 2050 2020 1990 1965 1945 1925 F4 29 29 30 31 31 32 32 33 33 34 34 qq7 2620 2530 2460 2395 2335 2285 2240 2205 2165 2135 2105 F7 25 .2 29 1 300 300 265 236 212 192 138 123 110 99 89 2 300 300 265 236 212 192 174 159 110 99- 89 1 6 3 300 300 265 236 212 192 174 159 146 135 89 g4 2455 2375 2310 2255 2205 2160 2120 2085 2055 2025 2000 3.5 `4 24 25 25 26 26 27 27 28 28 29 29 q7 2870 2765 2670 2590 2520 2455 2400 2350 2305 2265 2230 F7 .20 .21 1 .22 .22 1 .23 .24 .24 .25 .25 .26 .26 1 300 265 229 200 175 155 137 122 109 97 87 2 300 300 229 200 175 155 137 122 109 97 87 22 3 300 300 229 200 175 155 137 122 109 97 87 qq4 2305 2265 2230 2205 2180 2155 2135 2120 2105 2090 2075 1 9 F4 36 36 37 37 38 38 39 39 39 39 40 q7 2510 2460 2410 2370 2335 2305 2275 2250 2230 2210 219D F7 '33 .34 4 5 1 300 279 242 . 211 186 164 146 129 116 103 93 2 300 300 282 211 186 164 146 129 116 103 93 y3 300 300 282 252 186 164 146 129 116 103 93 4 1/2// 20 F4 2332 70 2332 25 2233 85 2233 50 2.34 2.34 2.35 2.35 2.35 2.36 2.36 2.3 q7 2620 2555 2500 2450 2410 2370 2340 2310 2280 2260 2235 1 300 300 300 231 203 180 159 142 127 114 103 2 300 300 300 272 244 220 159 142 127 114 103 42.7 18 3 300 300 300 272 244 220 200 142 127 114 103 . qq4 2525 2460 2410 2365 2325 2290 2260 2230 2205 2180 2160 2 9 F4 26 26 27 28 28 28 29 29 30 30 30 q7 2860 2770 2695 2630 2575 2525 2480 2440 2405 2375 2345 F7 .23 .24 24 .25 1 .25 .26 1 .26 27 .27 27 -28 1 300 300 300 270 242 177 158 140 126 112 101 2 300 300 300 270 242 219 199 140_ 126. 112 101 16 3 300 300 300 270 242 219 199 182 167 1.1Z.-..._101_ qq4 2695 2615 2550 2495 2445 2400 2360 2325 2295 2265 2240 3.5 F4 22 22 23 23 24 24 25 25 25 26 26 Q7 3110 3000 2910 2830 2760 2695 2640 2590 2545 2505 2470 F7 .19 .19 .20 .21 .21 .22 .22 1 .22 .23 1 .23 .24 Shoring required in shaded areas. 6 VERCO STANDARD LOAD TABLE Based on a Maximum Allowable Tensile Stress of 30 ksi E ' LONGSPAN STEEL JOISTS, LH-SERIES 4 Adopted by the Steel Joist Institute May 25, 1983, Revised to May 2, 1994- Effective September 1, 1994 The black figures in the following table give the Where the joist span is equal to or -greater than TOTAL safe uniformly-distributed load-carrying the span corresponding to the . SHADED area It, ` capacities in pounds per linear foot, of LH Series of the load table, the row of bridging nearest the mid joists. The weight of DEAD loads, including the joists, span shall be diagonal bridging with bolted 4 must in all cases be deducted to determine the LIVE connections at chords and intersection. Hoistina load-carrying capacities of the joists. The cables shall not be released until this row of bolted approximate DEAD load of the joists may be diagonal bridging is completely installed. determined from the weights per linear foot shown in Where the Joist span is equal to or greater than the tables. the span corresponding to the SHADED The RED figures in this load table are the LIVE loads area of the load table, all rows of bridging shall be per linear foot of joist which will produce an diagonal bridging with bolted connections at chords approximate deflection of 1/360 of the span. LIVE and intersection. Hoisting cables shall not be loads which will produce a deflection of 1/240 of the released until the two rows of bridging nearest the span may be obtained by multiplying the RED figures third points are completely installed. by 1.5. In no case shall the TOTAL load capacity of The approximate moment of inertia of the joist, in inches° the joist be exceeded. is: II = 26.767( MI-3)(10-6), where WLL = RED figure in This load table applies to joists with either parallel the Load Table, and L=(clear span+ .67)in feet. chords or standard pitched top chords. When top When holes are required in top or bottom chords, the chords are pitched, the carrying capacities are carrying capacities must be reduced in proportion to determined by the nominal depth of the joists at reduction of chord areas. i center of the span. Standard top chord pitch is 1/8 The to chords are considered as being stayed inch per foot. If pitch exceeds this standard, the load p table does not apply. This load table may be used for laterally by floor slab or roof deck. f parallel chord joists installed to a maximum slope of The approximate joist weights per linear foot shown in 1/2 inch per foot. these tables do not include accessories. i Approx.Wt Depth SAFE LOAD' CLEAR SPAN IN FEET IDJignati oist in Lbs.per in in Lbs, on Linear Ft Inches Between (Jalsts Only) 21-24 25 26 27 28 29 30 31 32 33 34 35 36 1BLH02 10 18 12000 468 442 418 391 367 345 324 306 269 273 259. 245 313 284 259 234 212 193 175 160 ,,l;,ij_ t.:j. - I +, _t , 18LH03 11 18 13300 521 493 467 438 409 382 359 337 317 299 283 267 348 317 289 262 236 213 194 177 161 148 136 124 18LH04 12 18 15500 004 571 535 500 469 440 413 388 365 344 325 308 403 367 329 296 266 242 219 200 182 167 153 141 181-1-105 15 18 17500 684 648 614 581 543 508 476 448 421 397 375 355 454 414 378 345 311 282 256 233 212 195 179 164 18LHO6 15` 18 20700 809 749 696 648 605 566 531 499 470 443 418 396 526 469 419 377 340 307 280 254 232 212 195 180 181-1-107 17 18 21500 840 809 780 726 678 635 595 559 526 496 469 444 553 513 476 428 386 349 317 288 264 241 222 204 18LH08 19 18 22400 876 843 812 496 484 758 428 717 63880 64151 320 604 571 267 640 512 226 18LH09 21 18 24000 636 571 527 491 4588 418 380 346 31G 228 266 245 * 598 566 616 �71 527 491 22-24 25 26 27 28 29 30 31 32 33 34 J 35 36 1 37 38 39 40 20LH02 10 20 11300 442 437 431 410 388 365F34432 307 291 . 275 ' 262 249 237 225 215 306 303 298 274 250 228 1 20LH03 11 20 12000 469 463 458 452 434 414 352 333 316 299 283 269 ' 255 1243 337 333 317 302 280 258 200 184 169 156 143 i I 20LH04 12 20 14700 574 566 558 528 496 467 393 372 353 335 318 303 289 275 428 406 386 352 320 291 223 205 189 174 161 149 139 129 201-1-105 14 20 15800 616 609 602 595 571 544 513 484 458 434 411 390 371 353 336 321 459 437 416 395 366 337 308 281 258 238 219 202 187 173 161 150 201-1-106 15 20 21100 822 791 763 723 679 635 596 560 527 497 469 444 421 399 379 361 606 561 521 477 427 386 351 320 292 267 246 226 209 192 178 165 201-1-107 17 20 22500 878 845 814 786 760 711 667 627 590 556 526 497 471 447 425 404 647 599 556 518 484 438 398 362 331 303 278 256 236 218 202 187 201-1-108 19 20 23200 908 873 842 813 785 760 722 687 654 621 588 558 530 503 479 457 669 619 575 536 500 468 428 395 365 336 309 285 262 242 225 209 201-1-109 21 20 25400 990 953 918 886 856 828 802 778 755 712 673 636 603 572 544 517 729 675 626 581 542 507 475 437 399 366 336 309 285 264 244 227 201-1-110 23 20 27400 1068 1028 991 956 9241 894 865 839 814 791 748 707 670 636 604 575 786 1 724 1 673 1 626 1 585 1 545 1 510 479 448 411 377 346 320 296 274 254 44 0 r r r. I UJ U ' Vnc 45� L G6° t— P A To rZC;DGAcG- - ��. /Aa rA . r� rt.n 1 "' DL_ ig Ab �,.5 7 Ov, wIZx�S Z�S I C �1 �-p ��/� Xto f2 _Lu house Arlington typical floor beam B-1 Date:5/13/01 BeamChek 2.2 ice W 18x 50 A36 Wide Flange Steel Lateral Support at: Lc=7.9 ft max. Conditions Actual Size is 7-1/2 x 18 in., Min Bearing Length R1=1.3 in. R2=1.3 in. DL Defl 0.29 in Suggested Camber 0.43 in Data Beam Span 20.0 ft Reaction 1 33500# Reaction 1 LL 15000# Beam Wt per ft 50.0# Reaction 2 33500# Reaction 2 LL 15000# Beam Weight 1000# Maximum V 33500# Max Moment 167500'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/462 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(ins) Shear(in') TL Defl(in) LL Defl Actual 88.90 6.39 0.52 0.23 Critical 84.60 2.33 1.00 0.50 Status OK OK OK OK Ratio 95% 36% 52% 46% Fb(psi) Fv(psi) E i x mil) Values Base Value Fy 36000 36600 29.0 Base Adjusted 23760 14400 29.0 Adjustments YP Factor,Lc 0.66 0.40 BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 3300 =A Uniform LL: 1500 G� a � Uniform Load A 0 RI=33500 R2=33500 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. i MODEL DATA ECHO "File (� Units : Kip-ft Date 5/13/2001 Time 3:24:29 PM[ N 0 D E S Node X Y Z Floor [ft] [ft] [ft] 1 0 0 0 0 2 16 0 0 0 3 20 0 0 0 4 40 0 0 0 5 44 0 0 0 6 60 0 0 0 R E S T R A I N T S Node TX TY TZ RX RY RZ 1 1 1 1 0 0 0 3 0 1 1 0 0 0 4 0 1 1 0 0 0 6 0 1 1 0 0 0 M E M B E R S Beam NJ NK Description Section Material 1 1 2 W 12x35 A50 2 2 3 W 12x35 A50 3 3 4 W 12x35 A50 4 4 5 W 12x35 A50 5 6 W 12x35 A50 BOUNDARY CONDITIONS -----Node-J------ -----Node-K------ Beam M3 M2 V3 V2 M3 M2 V3 V2 TOR AXI --------------------------------------------------------------------------------- 1 1 1 0 0 1 1 0 0 0 0 5 1 1 0 0 1 1 0 0 0 0 A N A L Y S I S R E S U L T S l� • File Units Kip-ft Date : 5/13/2001 Time 3:23:05 PM R E A C T I O N S FORCES [Kip] MOMENTS [Kip*ft] Node FX FY FZ MX MY MZ Condition ll=live load 1 0.00000 4.88125 0.00000 0.00000 0.00000 0.00000 3 0.00000 19.76250 0.00000 0.00000 0.00000 0.00000 4 0.00000 17.88125 0.00000 0.00000 0.00000 0.00000 6 0.00000 4.27500 0.00000 0.00000 0.00000 0.00000 ------------------_------------------------------------------------------- SUM 0.00000 46.80000 0.00000 0.00000 0.00000 0.00000 Condition cl=1.Odl+1.011 1 0.00000 10.67500 0.00000 0.00000 0.00000 0.00000 3 0.00000 43.38750 0.00000 0.00000 0.00000 0.00000 4 0.00000 39.20000 0.00000 0.00000 0.00000 0.00000 6 0.00000 9.33750 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 102.60000 0.00000 0.00000 0.00000 0.00000 M E M B E R F O R C E S Condition ll=live load M33 V2 M22 V3 Axial Torsion [Kip*ft] [Kip] [Kip*ft] [Kip] [Kip] [Kip*ft] ---------------------------------------------------------------------------------- MEMBER 1 0% 0.00 -4.88 0.00 0.00 0.00 0.00 33% 24.60 -0.58 0.00 0.00 0.00 0.00 67% 24.83 3.72 0.00 0.00 0.00 0.00 100% 0.00 8.72 0.00 0.00 0.00 0.00 MEMBER 2 0% 0.00 8.72 0.00 0.00 0.00 0.00 33% -11.63 8.72 0.00 0.00 0.00 0.00 67% -23.25 8.72 0.00 0.00 0.00 0.00 100% -34.88 8.72 0.00 0.00 0.00 0.00 MEMBER 3 0% -34.88 -11.04 0.00 0.00 0.00 0.00 33% 27.42 -4.24 0.00 0.00 0.00 0.00 67% 30.71 3.26 0.00 0.00 0.00 0.00 100% -28.50 10.76 0.00 0.00 0.00 0.00 MEMBER 4 0% -28.50 -7.13 0.00 0.00 0.00 0.00 33% -19.00 -7.13 0.00 0.00 0.00 0.00 67% -9.50 -7.13 0.00 0.00 0.00 0.00 100% 0.00 -7.13 0.00 0.00 0.00 0.00 MEMBER 5 0% 0.00 -7.13 0.00 0.00 0.00 0.00 33% 21.53 -3.33 0.00 0.00 0.00 0.00 67% 21.53 0.48 0.00 0.00 0.00 0.00 100% 0.00 4.28 0.00 0.00 0.00 0.00 Condition c1=1.Odl+1.011 M33 V2 M22 V3 Axial Torsion [Kip*ft] [Kip] [Kip*ft] [Kip] [Kip] [Kip*ft] --------------------------------- V- BER 1 0% 0.00 -10.68 0.00 0.00 0.00 0.00 33% 53.80 -1.28 0.00 0.00 0.00 0.00 67% 54.33 8.13 0.00 0.00 0.00 0.00 100% 0.00 19.13 0.00 0.00 0.00 0.00 MEMBER 2 I� • 0% ' 0.00 19.13 0.00 0.00 0.00 0.00 33% -25.50 19.13 0.00 0.00 0.00 0.00 67% -51.00 19.13 0.00 0.00 0.00 0.00 100% -76.50 19.13 0.00 0.00 0.00 0.00 MEMBER 3 0% -76.50 -24.26 0.00 0.00 0.00 0.00 33% 60.42 -9.36 0.00 0.00 0.00 0.00 67% 67.83 7.14 0.00 0.00 0.00 0.00 100% -62.25 23.64 0.00 0.00 0.00 0.00 MEMBER 4 0% -62.25 -15.56 0.00 0.00 0.00 0.00 33% -41.50 -15.56 0.00 0.00 0.00 0.00 67% -20.75 -15.56 0.00 0.00 0.00 0.00 100% 0.00 -15.56 0.00 0.00 0.00 0.00 MEMBER 5 0% 0.00 -15.56 0.00 0.00 0.00 0.00 33% 47.03 -7.26 0.00 0.00 0.00 0.00 67% 47.03 1.04 0.00 0.00 0.00 0.00 100% 0.00 9.34 0.00 0.00 0.00 0.00 M E M B E R L O C A L D E F L E C T I O N S Condit. : ll=live load Station Axis 1 Axis 2 Axis 3 Rotationll ------------------------ [ft] [ft] [ft] [Rad] L/defl(2) L/defl(3) MEMBER 1 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 -0.009 0.000 0.00000 1467.38 - 67% 0.000 -0.008 0.000 0.00000 1449.66 - 100% 0.000 0.005 0.000 0.00000 - 3ER 2 0% 0.000 0.005 0.000 0.00000 - - 33% 0.000 0.004 0.000 0.00000 8417.21 - 67% 0.000 0.002 0.000 0.00000 6733.76 - 100% 0.000 0.000 0.000 0.00000 - - MEMBER 3 0% 0.000 0.000 0.000 0.00000 - 33% 0.000 -0.019 0.000 0.00000 1044.31 - 67% 0.000 -0.020 0.000 0.00000 1003.99 - 100% 0.000 0.000 0.000 0.00000 - MEMBER 4 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 0.003 0.000 0.00000 8240.00 67% 0.000 0.005 0.000 0.00000 - - 100% 0.000 0.008 0.000 0.00000 - MEMBER 5 0% 0.000 0.008 0.000 0.00000 -- 33% 0.000 -0.005 0.000 0.00000 1669.79 - 67% 0.000 -0.007 0.000 0.00000 1684.30 - 100% 0.000 0.000 0.000 0.00000 - - Condit. : cl=l.Odl+1.011 Station Axis 1 Axis 2 Axis 3 Rotationll ------------------------ [ft] [ft] [ft] [Rad] L/defl(2) L/defl(3) ----------------------------------------- MEMBER 1 0% 0.000 0.000 0.000 0.00000 - 33% 0.000 -0.020 0.000 0.00000 670.81 - 67% 0.000 -0.017 0.000 0.00000 662.61 - 100% 0.000 0.011 0.000 0.00000 - = o � n ~~-- ---- -- ----- —~~— ---- ---- - ----- ~~----~—~~ ~------ ~-- --~~---- -~~—~~" ---- — / | ^ | -------------------------------------------------------------------------- -------------- MEMBER 2 Oi4 0.000 0.011 0.000 0.00000 33% 0.000 0.009 0.000 0.00000 3837.26 - 67% 0.000 0.005 0.000 0.00000 3069.80 - 100% 0.000 0.000 0.000 0.00000 - - ------------------------- V BER 3 0$ 0.000 0.000 0.000 0.00000 - - 33% 0.000 -0.042 0.000 0.00000 473.19 67% 0.000 -0.044 0.000 0.00000 454.57 - 100% 0.000 0.000 0.000 0.00000 - - ------------------------------------------------------------------------------ MEMBER 4 0% 0.000 0.000 0.000 0.00000 -- - 33% 0.000 0.007 0.000 0.00000 3772.53 - 67% 0.000 0.012 0.000 0.00000 4715.66 - 100% 0.000 0.017 0.000 0.00000 - - MEMBER 5 0% 0.000 0.017 0.000 0.00000 -- - 33% 0.000 -0.010 0.000 0.00000 764.48 - 67% 0.000 -0.015 0.000 0.00000 771.12 100% 0.000 0.000 0.000 0.00000 - U�� wl�,rl � }i King Warehouse Arlington Beam B-2 Date:S/13/Ol BeamChek2.2 Choice W 12a 16 A36 Wide Flange Steel Lateral Support at: Lc=4.1 ft max. Conditions Actual Size is 4 x 12 in., Min Bearing Length R1=0.8 in. R2=0.8 in. DL Defl 0.22 in Suggested Camber 0.33 in Data Beam Span 13.0 ft Reaction 1 6196# Reaction 1 LL 2792# Beam Wt per ft 16.0# Reaction 2 8412# Reaction 2 LL 3808# Beam Weight 208# Maximum V 8412# Max Moment 30794'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/392 LL Max Defl L/360 LL Actual Defl L/863 Attributes Section(in3) Shear(W) TL Defl(in) LL Defl Actual 17.10 2.64 0.40 0.18 Critical 15.55 0.58 0.65 0.43 Status OK OK OK OK Ratio 91% 22% 61% 42% Fb(psi) v Fv(psi) E(psi x mil) — Values Base Value Fy 36000 36000 29.0 Base Adjusted 23760 14400 29.0 %lcljue'bnenl s YP Factor,Le 0.66 0.40 At Point Loads:Provide these minimum bearing lengths in inches or provide web stiffeners. B=0.8 C=0.8 BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance 3300 B=7200 5.0 3300 C=7200 10.0 Pt loads: I D I LC I R1=6196 R2=8412 SPAN=13 FT Uniform and partial uniform loads are lbs per lineal ft. i ,: 41 Xwe I � l ,IL 614i;& Val ,jVe . i R 1 . , : �iG/i7s• � .r -•ate ��Z �.��r:J i .. � j i- i I ! c E • _ I w� tt , i i i t ell Cav"A"11,,r-47/Qiv /2v. o ce-, :1 0rs 70 ) All sew o�7 /< `>, _ ' �• Q __ ' t j - - - - - - - - - - I t1 ltl K L 1 J 1 J It L` J U L 1 J File �\ Units : Lb-ft Date : 4/24/01 Time : 7:31:35 PM N 0 D A L R E A C T I O N S E N V E L O P E Envelope of nodal reactions for dl=Dead load Forces _ _ _ Moments_ _ Node Fx LC Fy LC� Fz LC Mx LC My LC Mz LC [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] -------------------------- 1 Max 0.000 dl 12016.523 dl 0.000 dl 0.00000 dl 0.00000 dl 0.00000 dl Min 0.000 dl 12016.523 dl 0.000 dl 0.00000 dl 0.00000 dl 0.00000 dl 6 Max 0.000 dl 12643.477 dl 0.000 dl 0.00000 dl 0.00000 dl 0.00000 dl Min 0.000 dl 12643.477 dl 0.000 dl 0.00000 dl 0.00000 dl 0.00000 dl M E M B E R F O R C E S A T S I G N I F I C A N T P O I N T S Condit. : dl=Dead load Plane 1-2 Plane 1-3- Dist to J Axial Shear V2 M33 Shear V3 M22 Torsion Station [ft] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] MEMBER 1 0% 0.000 0.000 -12016.523 0.000 0.000 0.000 0.000 100% 3.670 0.000 -7722.623 36221.333 0.000 0.000 0.000 MEMBER 2 0% 0.000 0.000 -7722.623 36221.333 0.000 0.000 0.000 100% 4.500 0.000 -5337.623 65606.887 0.000 0.000 0.000 I !ER 3 0% 0.000 0.000 -5337.623 65606.887 0.000 0.000 0.000 65% 4.440 0.000 -143.408 77773.406 0.000 0.000 0.000 100% 6.830 0.000 2653.477 74773.246 0.000 0.000 0.000 MEMBER 4 0% 0.000 0.000 2653.477 74773.246 0.000 0.000 0.000 100% 4.500 0.000 5038.477 57466.350 0.000 0.000 0.000 MEMBER 5 0% 0.000 0.000 5038.477 57466.350 0.000 0.000 0.000 100% 6.500 0.000 12643.477 0.000 0.000 0.000 0.000 ------------------------------ M E M B E R M A X I M U M F O R C E S Condit. : dl=Dead load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] ----------------------------------- MEMBER 1 MAX 0.00 -7722.62 0.00 0..00 0.00 36221.33 MIN 0.00 -12016.52 0.00 0.00 0.00 0.00 MEMBER 2 MAX 0.00 -5337.62 0.00 0.00 0.00 65606.89 MIN 0.00 -7722.62 0.00 0.00 0.00 36221.33 MEMBER 3 MAX 0.00 2653.48 0.00 0.00 0.00 77773.41 MIN 0.00 -5337.62 0.00 0.00 0.00 65606.89 MEMBER 4 MAX 0.00 5038.48 0.00 0.00 0.00 74773.25 iIN 0.00 2653.48 0.00 0.00 0.00 57466.35 I sER 5 MAX 0.00 12643.48 0.00 0.00 0.00 57466.35 MIN 0.00 5038.48 0.00 0.00 0.00 0.00 S! 1 I CC) TILT-UP WALL PANEL REVIEW Project KING WH Panel Mark STUDY Geometry Design Section LEG@WIND Height= 26 ft Load Combination 1.2D+1.OE+.7S Panel Thickness= $.75 in Design Basis 1997 UBC d= 5 in e= 6`in b=,.�Awe 12 in Material Prop. Concrete f'�= 4 ksi E.= 3605 ksi Rebar fy= 60 ksi ES= 29000 ksi Ultimate Design Capacity 0.372 P„= 6.380 k/ft n= 8.0 Asff= 0.48 in` += 0.86 c= 0.83 in Service Loads/Ft. Mn= 133,406 in-lb P, = 2.730 k/ft Mn= 114,811 in-lb P2= 2.900 k/ft, panel weight w= 0.048 ksf Factored Design Moment �' Factored Loads/Ft. I' = 69.26 in Pw= 2.900 k/ft An= 4.20 in P2u= 3.480 k/ft, panel weight ! M„ 103,434 in-lb I wu= 0.067 ksf An= 4.20 in assumed Deflection Limitation UBC Section 1914.8.2 �. calculated S= 61.5 Ina P1+P2= 5.630 k fr= 316.2 lb/in` �� a (0.04)f'qft)= 12.96 k Mc,= 19.45 in-k B7 = 0.65 see 1910.2.7.3 0.6Pb= 0.0131 A.= 0.18 in P= 0.0062 assumed. AS= 1.90 in MS_ 87.6 in-k I calculated AS= 1.9 in --- ASe= 2.08 in �� y i , (`r 6 TILT-UP WAU PANES R I W_. Project King WH Panel Mark leg Q win _ ¢eometry Design Section 8.25"panel Heights { ft Load Combination 1.2D+1.OE+0,78+1.OL Panel Thickness= 5 in Design Basis 1997 UBC d 'in e= in :......................... b= ' 2in ... . Material Proa. Concrete f'� .......................... Eo= 3605 ksi Rebat fiy= 0 ksi Es= 29000 ksl !JItimate Dest.gn CapacM AB= 0? lt in P„= 5.930 k/ft n= 8.0 ASS= 0.59 in` = 0.86 C= 1.03 in Service Loads/Ft. Mn= 126,775 in-lb P1 =' . 2.730 k/it Mn= 108,650 in-lb P2= ; . i7 klft, panel weight w= 2 ksf .................... FacM W i ooWn Moment Factored Loads/EL_ la= 46.51 in' Pau- 2Qp`k/ft 4,_............. in --- assumed P�_ 3QIq k/ft, panel weight M„= 104,146 in-lb I wu- Q i $ 1W An= 6.30 in -------calculated Deflection Limitation QBC Section 1914.8,2 Ig= 190.11 in4 Sg= 66.1 in3 P1+P2= 5.260 k fr= 474.3 psi (0.04)f'a,.)= 11.04 k Ma= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6 p b= 0.0131 Air= 0.4e in P= 0.0103 As= :" ' In - assumed ........................... Ms= 62.7 in-k As- 2.38 in calculated As allow= 2.08 in h/150 HEIGHT= 26 ' REBAR= 0 .494 DELn= 7 .62 THICKNESS= 5 . 751 p bal= 0 .029 Mu= 112 DEPTH= 4s AC0 . 75pb= 1 .026 ( H/150= 2 .08 As eff= 0 .5931� Ac0 . 60pb= 0 . 821 REBAR Fy= 60 ' p= 0 .012 . 04f CAC= 11 .04 CONC. flc= 4000 PHI= 0 .857 Ms= 61 . 02 Es/Ec n= 8 . 1 -- C= 1 .026 DELs= 3 .079 Icr= 46 .8 r e= 5 . 5 Mn= 126 . 8 �c Plu= 2 . 9 ,- PHI*Mn= 108 .6 - P2u= 3 . 03 ---- ---------- - ------- - -- P2u+P2u= 5 .93 TRY DELTAu= 6 .3 %DELu= 0 . 643 Wu= 0 . 058 CALC Mu= 104 .1 -- -' %DELs= 0 . 102 CALC DELTAu= 6 .26 Pls= 2 .73 - P2s= 2 .52 -' TRY DELTAS= 2 .77 Ig= 190 .1 Pis+P2s= 5 .25- CALC Ms= 64 . 64 Mcr= 20 .91 Ws= 0 .042 - CALC DELTAS= 2 .767 DELTAcr= 0 .309 H/100= 3 .12 1 ^•'J -cc I I VULCRAFT GROUP kb SYSTEMS WC. APR 0 8 2002 oF WAS yticF�p� RECEIVED J JOB NAME: King Building 38157 VULCRAFT FILE #: S80-02-0087 PROJECT LOCATION: Arlington, WA S/ONAL E� CUSTOMER: KB Systems, Inc. DATE: 4/3/02 EXPIRES Zg. SEP•CZ REVISION NO.: PREPARED BY: DATE: G-> 3, a,f 1Z • 0 7— LIST JOB DESIGN CALCULATIONS FOR FINAL USE These calculations have been prepared in accordance with the loadings specified on fabrication lists submitted to Vulcraft by our customer. LIST NO. DATE LIST NO. DATE 1-2 3/28/02 3-4 3/22/02 RECEIVED CITY OF ARLINGT N L:J E.'Cn E. . RR 1l.4-Htih: CITY. UTAH 4 .'02 EH!i:.- 1 .A 3 L:X 4 5 7_3 •9 WWW NU 1.('R. i *� =� �'"� • �ti VU LCRAFT LONG SPAN JOIST COLOR CODE LIST NUMBER FILtI 1 A DMSION OF NUCOR CORPORATION BTF � n/) p►�'� I BRIGHAM CITY,UTAH JOB: KING BUILDING SHT t OF t 03/2=2 6:49 PIECE COUNT PAINT REFER TO DRAWING Bomd.B.de LOC: ARLINGTON,WA REVISION#t .(A 6 GRAY JD-1 CUST: KB SYSTEMS,INC B070M CHORD EXT BRG DEPTH SLOPE H PITCH TYPE MARK OTY DESIGNATION LENGTH TCXL TCXR BASELENGTH LEFT RIGHT LEFT RRiIT RATE E EDL FOR T1 1 36 LH 265/190 36-9 1 6-;J-I 0112 3-11 1/8 C 32�& F 3/ SE 0.25 T2 1 36 LH 265/190 4-4 814 01/2 3-111/8 C 40-3-5,�8 .} 3/ SE 0.25 T3 1 36 LH 265/190 16:1 9 3 8 01/2 3-11 1/8 C 4; 9 3/4 3l SE 0.25 T4 1 36 LH 265/190 T-4-_�4 01/2 3-11 1/8 C -95 2 7Q- +3/ SE 0.25 T5 2 36 LH 265/190 3-11 1/8 C }3/� SE 0.25 BEARING SEAT SLOTS FDn MOMENT LATERAL MOMENT MARK SCL LOCATION S SCR LOCATION S LEFT RIGHT LEFT RIGHT BCLyyDIST TCAI(IALLOAD NET UPLIFT 1 REOD. ADLOAD SPIRE 75 T1 2 plf T2 SHOP ORDERS 2 t p5 0.5 T3 �Q02 75 0.5 2 plf KI 75 0.5 T4 MADE 117, plf T5 Z 75 0.9 plf ADDITIONAL CONCENTRATED LOADS-LOADS ARE IN KIPS-LOADS LOCATED FROM LEFT END BASE LENGTH MARK LOAD LOCATION C LOAD LOCATION I C LOAD LOCATION 1 C LOAD LOGRON 1 C LOAD LOCATION C LOAD LOCATION C T1 T2 T3 T4 T5 TC SKEW LE TC SKEW RE KNIFE PL WOOD H B METHOD OF AXIAL TRANSFER COLUMN JOIST PITCH MARK NS I FS NS FS LE RE LE RE LEFT END DETAIL RIGHT END DETAIL TC SEND. SC BEND, LE RE RIGHT r RIDGE LOC -Ti -45 T2 45 T3 45 T4 45 T5 MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS T1 ; END VERT.@ CANT.TO BE PERP.TO GROUND GJaNT t3e-L = (Z T2 END VERT.@ CANT.TO BE PERP.TO GROUND T3 END VERT.@ CANT.TO BE PERP.TO GROUND T4 END VERT.@ CANT.TO BE PERP.TO GROUND Lk END VERT.@ CANT.TO BE PERP.TO GROUND OA- GENERAqNOTES DEFL.:TL=L/240,LL---b466 go Al DRAWN BY D.ABEL CHECKED BY D.L.S. SHOP ORDERED BY SHOP ORDER CHECKED BY W-m ABEL DETAILIN ANC. VU LCRAFT LONG SPAN JOIST COLOR CODE LIST NUMBER FILE NUMBER A DIVISION OF NUCOR CORPORATION BTF . )clI'- I ERIG"CITY,UTAH JOB: KING BUILDING SHT I OF ' 03R0/1002 8:�9 LOC: ARLINGTON,WA PIECE COUNT PAINT REFER TO DRAWING � Bomds�de ' REVISION#1 �Nll, 31 GRAY JD-1 OY�) CUST: KB SYSTEMS,INC TYPEFO BOTTOM CHORD EXT BRG DEPTH SLOPE H PITCH T \I MARK OTY DESIGNATION LENGTH TCXL TCXR BASE LENGTH LEFT RIGHT LEFT RIGHT RATE E EDL R T6 5 36 LH 265/190 3-111/8 C 59-=3110- SE 0.25 T7 21 36 LH 265/190 3-11 118 C -59---M s/ SE 0.25 T8 3 20 LH 550/250 29-71/4 29-7114 T9 1 20 LH 550/250 29-7114 29-71/4 5112 T10 1 20 LH 550/250 29-5 29-5 BEARING BEAT SLOTS FIXED MOMENT LATERAL MOM ENT SC MARK SCL LOCATION S SCR LOCATION S LEFT RIGHT LEFT RIGHT Lyy DIST TO AXIAL LOAD NET UPLIFT 1 REOD ADLOAD SPLICE 75 0.5 T6 ORDERS 12 plf 75 T7 2 plf T8 T9 7 3 314 T10 ADDITIONAL CONCENTRATED LOADS-LOADS ARE M KIPS-LOADS LOCATED FROM LEFT END BASE LENGTH MARK LOAD LOCATION I C LOAD LOCATION I C LOAD LOCATION 1 C LOAD LOCATION 1 C I LOAD LOCATION C LOAD LACATTON C T6 T7 T8 T9 T10 TC SKEW LE TC SKEW RE KNIFE PL WOOD H B METHOD OF AXIAL TRANSFER COLUMN JOIST PITCH MARK NS I FS INS I FS LE RE LE RE LEFT END DETAIL I RIGHT END DETAIL TC BEND. BC BEND. LE I RE RK)+T RIDGE LOC 16 T7 T8 T9 N Y T10 MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS T6 •END VER @ CANT TO BE PERP TO GROUND ca.niT- BG L = I Z T7 ;A END VER @ CANT TO BE PERP TO GROUND T8 T9 T10-F SHORT BRG.ON STL.R.E X GENERAL NOTES DEFL.:TL=L/240,LL=jAW l 7/.:;p 3-a! -or DRAWN BY D.ABEL CHECKED BY D.L.S. SHOP ORDERED BY SHOP ORDER CHECKED B W-56 ABEL DETAILIN ,INC. i rk VULCRAFT LONG SPAN JOIST COLOR CODE LIST NUMBER FILE NUMBER 3 A DMSION OF NUCOR CORPORATION ' ' BTF �,Q+,� • I WXO- MCITY,UTAH JOB: KING BUILDING SHT 1 OF t DYMM2 8:49 I PIECE COUNT PAINT REFER TO DRAWING LOC: ARLINGTON.WA REVISION#I CUST: KB SYSTEMS,INC 5 GRAY JDA \ / BOTTOM CHORD IXT BRG DEPTH SLOPE H PITCH TYPE MARK l OTY DESIGNATION LENGTH TCXL TCXR SASE LENGTH LEFT RIGHT LEFT RIGHT RATE E ®L FOR T11 1 20 LH 550/250 28-2114 01/2 28 1 3l4 T12 1 20 LH 5501250 24-21/4 01/2 24-1 3/4 T13 1 20 LH 550/250 19-2 3/8 01/2 19-17/8 31/2 T14 1 20 LH 550/250 14-21/2 01/2 14-2 FT15] 1 20 LH 550/250 29-10 3/4 29-10 314 s BEARING SEAT SLOTS FOXED MOMENT LATERAL MOMENT MARK SOL LOCATION S SCR LOCATION S LEFf RIGHT LEFT RIGHT BCLyyDIST. TC AXIAL LOAD NET UPLIFT T11 T12 0(J� T13 7 1 1/2 T14 T15 ADDITIONAL CONCENTRATED LOADS-LOADS ARE IN KIPS-LOADS LOCATED FROM LEFT END BASE LENGTH MARK LOAD LOCATION C LOAD LOCATION 1 C LOAD LOCATON j C LOAD LOCATION C LOAD LOCATION C LOAD LOCATION C Tll T12 T13 T14 T15 TC SKEW LE TC SKEW RE KNIFE PL WOOD H B METHOD OF AXIAL TRANSFER COLUMN JOIST pITCII MARK NS I FS NS FFS LE RE LE RE LEFT END DETAIL RIGHT END DETAIL TC BEND. BC BEND. LE I RE RIGHT RIDGE LOD Tll -45 - — - - T12 45 T13 45 N Y T14 45 T15 MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS Tll SHORT BRG.ON STL.R.E.3' T12 SHORT BRG.ON STL.R.E.3' T13 SHORT BRG.ON STL.R.E.3' T14 SHORT BRG.ON STL.R.E.3' T15 GENERAL NOTES DEFL.:TL=L/240,LL sL 48B- / , URAWN BY D.ABEL CHECKED BY D.L.S. SHOP ORDERED BY SHOP ORDER CHECKED BY W-M ABEL DETAIUN I VU LCRAFT LONG SPAN ,1 O I ST COLOR CODE LIST NUMBER FILE NUMBER , 4 A DIVISION OF NUCOR CORPORATION BTF � BROIAM CITY,UTAH JOB: KING BUILDING SHT I of I Vim+ 0320r10028:49 PIECE COUNT PAINT REFER TO DRAWING �\ Bona5e.6 LM AR ON,WA REVISION#I ��t►' �r� 7 GRAY JD-1 A_JCUST: KB SYSTEMS,INC M11111111111 BOTTOM CHORD EXT BRG DEPTH SLOPE HI PITCH I TYPE MARK I CITY DESIGNATION LENGTH I TCXL TCXR BASELENGTH LEFT RIGHT LEFT RIGHT RATE E I EDL I EDR T16 3 20 L 550/250 29-B 1/2 29-81/2 T17 1 20 LH 550/250 25-4 25-4 31/2 T18 2 20 L 5601250 25-4 25-4 T19 1 20 L 550/250 30-1 314 30-13/4 w BEARING SEAT SLOTS -�fIXEO MOMENT LATERAL MOMENT MARK SCL LOCATION S SCR LOCATION S LEFT RIGHT LEFT RI Lyy DIST. TC AXIAL LOAD NET UPLIFT I RM. ADLOAD SPLICE T16 ' T17 7 11/2 Q T18 6+ 9 T19 �a v ADDITIONAL CONCENTRATED LOADS-LOADS ARE IN KIPS-LOADS LOCATED FROM LEFT END BASE LENGTH MARK LOAD LOCATION C LOAD LOCATION C LOAD LOCATION 1 C LOAD LOCATION I C LOAD LOCATION C LOAD LOCATION C T16 T17 T18 T19 TC SKEW LE TC SKEW RE KNIFE PL WOOD H B METHOD OF AXIAL TRANSFER COLUMN JOIST PITCH MARK NS FS NS FS LE RE LE RE LEFT END DETAIL RIGHT END DETAIL TC BEND. BC BEND. LE RE RIGHT RIDGE LOG —T16 T17 Y N T18 T19 MARK REMARKS - REMARKS - REMARKS - REMARKS - REMARKS T16 SHORT BRG.ON STL.L.E.3',-' T17 SHORT BRG.ON STL.L.E.3' T18 SHORT BRG.ON STL.L.E.3'i T19 SHORT BRG.ON STL.LE.3' GENERAL NOTES DEFL:TL=L1240,LL a W DRAWN BY D.ABEL CHEC D BY D.L.S.i SHOP ORDERED BY SHOP ORDER CHECKED BY W rr ABEL DETAILING NC. 1 KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 Tl 36LH 265 32 ' 8-5/8" ------------------------------------------- ----------------------------------- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** --------------------------------------- ---- - - - -------------------------------- BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD CANTLR INCHES 36 . 00 32- 8 5/8 12 . 0 .40 TL . 29 LL **LOAD CRITERIA** --------- ----- -- - TOTAL LOAD = 265 . 0 PLF, LIVE LOAD = 190 . PLF, UPLIFT LOAD = 75 . PLF. LIVE LOAD DEFLECTION SPECIFIED AS L/240 TOTAL LOAD DEFLECTION SPECIFIED AS L/240 R FEM = 2 . 25 FT-K, LATERAL MOMENT = . 00 FT-K, BC LY = 12 . 0000 FT. -- - - - - - - - - --- - ------ - -- -- - **TCX/CANT LOAD CRITERIA** - - - - --- - - - - - - - --- -------- - R CANT FEM = 2 . 25 FT-K, BC LY = 12 . 0000 FT, SHEAR = 1 . 14 KIPS . L TCX LOADS : UNIFORM = 292 . PLF. R CANT LOADS : UNIFORM = 292 . PLF. - - - - - - - - - - -------- -- **BASIC DIMENSIONS** - - - -- -- - - - - -- ------- LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 32 . 3854 3-11 0/0 3-11 0/0 2- 8 1/4 2- 8 1/4 3 AT 6- 6 0/0 LEFT TC RIGHT TC END PANEL END PANEL 3-11 0/0 3-11 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT TCX LEFT SQC RIGHT 336 4 0/0 36 34 0/0 36 34 0/0 (ACTUAL) 0- 0 1/2 3-11 1/8 END-PAN VAR-PAN HALF-PANELS R SQC 3-11 1/8 - - - - - --- - - - - - - - - - - **TRUSS ANALYSIS** - - - - - - - - - - - EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 496 . 9 34 . 898 2 - . 776 + 6191 . 3 4892 .4 . 0 2 853 . 7 34 . 898 V1 . 000 - 853 . 7 4892 .4 . 0 3 787 . 4 34 . 898 3 1 . 080 - 4007 . 5 . 0 7615 . 1 4 861 . 3 34 . 898 4 - . 895 + 3228 . 9 10021 .3 . 0 5 861 . 3 34 . 898 V2 . 000 - 861 . 3 10021 .3 . 0 6 861 . 3 34 . 898 5 . 895 - 1937 . 3 . 0 11465 . 0 7 861 . 3 34 . 898 6 - . 895 + 645 . 8 11946 .2 . 0 8 861 . 3 34 . 898 V3 . 000 - 861 . 3 11946 .2 . 0 9 787 . 4 34 . 898 6R . 895 + 645 . 8 . 0 11465 . 0 10 853 . 7 34 . 898 5R - . 895 - 1937 . 3 10021 .3 . 0 11 496 . 9 34 . 898 V4 . 000 - 861 . 3 10021 .3 . 0 12 . 0 . 000 4R . 895 + 3228 . 9 . 0 7615 . 1 13 . 0 . 000 3R -1 . 080 - 4007 . 5 4892 .4 . 0 14 . 0 . 000 V5 . 000 - 853 . 7 4892 .4 . 0 15 . 0 . 000 2R . 776 + 6191 . 3 . 0 . 0 i KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 Tl ---------------- **CHORD DESIGN** STEEL FY = 50000 . PSI ---------------- AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 4622 . 2 . 1541 -4073 . 9 14303 . 0 .4768 . 6308 L END PANEL MP 4622 .2 . 3983 3738 .4 4988 . 1 . 2146 . 6129 L VAR PANEL PP 4622 .2 . 1541 -4073 . 9 14303 . 0 .4768 . 6308 L VAR PANEL MP 4622 .2 . 2666 34 . 2 45 . 7 . 0018 . 2684 INT PANEL PP 11286 .4 . 3762 -2799 . 1 9827 .2 .3276 . 7038 INT PANEL MP 11286 .4 . 5149 1399 . 5 1867 . 4 . 0793 . 5942 R VAR PANEL MP 4622 .2 .2666 34 .2 45 . 7 . 0018 . 2684 R VAR PANEL PP 4622 .2 . 1541 -4073 . 9 14303 . 0 .4768 . 6308 R END PANEL MP 4622 .2 . 3983 3738 .4 4988 . 1 .2146 . 6129 R END PANEL PP 4622 .2 . 1541 -4073 . 9 14303 . 0 .4768 . 6308 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 22 L 2 X 2 X. 137 11946 . 1 . 00 49 .2 645 .4DEV 6 36- 8 1/4 BC 22 L 2 X 2 X. 137 11465 . 1 . 00 196 . 6 115 .2REQ 5 33- 3 3/4 160 . 6REQ TL BOTTOM CHORD UPLIFT: 3245 . 1 . 00 196 . 6 L/RZ SEC DESCRIPTION AXIAL STRESS CBRMP BC 22 L 2 X 2 X. 137 11286 . .3762 BOTTOM CHORD UPLIFT: 3066 . . 5951 BOTTOM CHORD EXTENSION = 0- 7 0/0 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 1064 . 8 PLF, L/240 LIVE LOAD DEV = 1597 . 1 PLF TOTAL LOAD FOR DEFL = 265 . 0 PLF. ---- ---- ---- -- - ------------ **TCX DESIGN OR E-MEMBERS** ------------ -- - --- - -- --- - - - BENDING DEFLC BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH DEPTH L 22 TC 76 . . 003 .250 . 000 .413 . 021 0- 0 1/2 5 . 00 32 BR 0-10 1/4 --- ----------- - ------ **CANTILEVER DESIGN** BC LY = 12 . 00 ----------- --- - -- - -- - MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 .25 1 . 145 265 . 0 . 393 730 .2 . 0679 16513 . 5 - -- - - - - ---- - -- -- - - -- **END PANEL DESIGN** - - - - - - - - - - - - - - - - -- -- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 4892 .4 1 . 00 113 .4 0 V 3-11 0/0 5 0/0 RIGHT 4892 .4 1 . 00 113 .4 0 V 3-11 0/0 5 0/0 i KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T1 ----- -------- --- ---- **FIXED-END DESIGN** -- -- - ----------- ---- BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 22 773 . 730 . 2 . 0243 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 22 773 . 730 . 2 . 0763 FIXED-END MOMENT SHEAR = 69 . LBS. -- --- --- - --- -- **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 1072 . 8 LBS . ----- --------- END REACTION = 4291 . 1 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 117 17/16 ROUND 1 1 . 00 196. 6 + 6305 . + 26599 . . 237x 2 . 7 4 . 3+ . 0 V1 14 L1-1/2X1-1/2X. 115 1 1 . 00 117. 6 - 913 . - 3583 . . 115x 2 . 0 .3 . 4+ . 0 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 101 . 9 - 4102 . - 9311 . . 115x 2 . 7 8 .4+ . 0 4 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176 .3 + 3333 . + 9953 . . 115x 2 . 9 4 . 2+ . 0 V2 14 L1-1/2X1-1/2X. 115 1 1 . 00 117 . 6 - 921 . - 3583 . . 115x 2 . 0 3 .4+ . 0 5 20 Ll-1/2X1-1/2X. 170 1 1 . 00 178 . 0 - 2041 . - 2267 . . 170x 2 . 0 4 .2+ . 0 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176.3 + 1713 .+ 9953 . . 115x 2 . 9 4 .2+ . 0 V3 14 L1-1/2X1-1/2X. 115 1 1 . 00 117. 6 - 921 . - 3583 . . 115x 2 . 0 3 .4+ . 0 6R 14 L1-1/2X1-1/2X. 115 1 1 . 00 176.3 + 1713 . + 9953 . . 115x 2 . 9 4 . 2+ . 0 5R 20 Ll-1/2X1-1/2X. 170 1 1 . 00 178 . 0 ,- 2041 . - 2267 . . 170x 2 . 0 4 .2+ . 0 V4 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117. 6 - 921 . - 3583 . . 115x 2 . 0 3 .4+ . 0 4R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176.3 + 3333 .+ 9953 . . 115x 2 . 9 4 . 2+ . 0 3R 14 L1-1/2X1-1/2X. 115 2 1 . 00 101. 9 - 4102 . - 9311 . . 115x 2 . 7 8 . 4+ . 0 V5 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117. 6 - 913 . - 3583 . . 115x 2 . 0 3 . 4+ . 0 2R 117 17/16 ROUND 1 1 . 00 196. 6 + 6305 . + 26599 . . 237x 2 . 7 4 . 3+ . 0 SQR 20 L1-1/2X1-l/2X. 170 2 1 . 00 76. 0 - 5505 . - 19045 . . 170x 3 . 8 8 . 7+ . 0 -- --- -------- - ----------- **WEB DESIGN FOR UPLIFT** ----- ---- - - --- - -- - - ------ UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 117 17/16 ROUND 1 . 80 157. 3 - 1752 . - 7138 . Vl 14 L1-1/2X1-1/2X. 115 1 1 . 00 117 . 6 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 101 . 9 4 14 L1-1/2X1-1/2X. 115 1 1 . 00 176 .3 - 914 . - 2124 . V2 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117. 6 5 20 Ll-1/2X1-1/2X. 170 1 1 . 00 178 . 0 6 14 L1-1/2X1-l/2X. 115 1 1 . 00 176 .3 - 183 . - 2124 . V3 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 6 6R 14 Ll-l/2X1-l/2X. 115 1 1 . 00 176 .3 - 183 . - 2124 . 5R 20 Ll-1/2X1-l/2X. 170 1 1 . 00 178 . 0 V4 14 L1-1/2X1-1/2X. 115 1 1 . 00 117. 6 4R 14 Ll-l/2X1-l/2X. 115 1 1 . 00 176.3 - 914 . - 2124 . 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 101 . 9 V5 14 L1-1/2X1-l/2X. 115 1 1 . 00 117 . 6 2R 117 17/16 ROUND 1 . 80 157 .3 - 1752 . - 7138 . i' I KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 Tl -- ---- - ----------- --- - - - - **CANTILEVER WEB DESIGN** ---- -- ------------------ - RGHT CANTILEVER END REACTION = 5504 . 5 LBS, MIN VERT SHEAR = 1144 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 228 .2 + 1860 . +23562 . .230x 2 .4 3 . 7+ . 0 CV1 14 L1-1/2X1-l/2X. 115 2 1 . 00 74 . 8 - 1145 . -12655 . . 115x 3 . 7 8 . 6+ . 0 -- - - -- -- --- --- - - -- ------- **BRIDGING REQUIREMENTS** -- -- - - - ---- ---- --- ------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 .222 1 .222 32 . 385 317 . 937 15 . 860 1 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 5 24 . 885 1 .222 117 . 808 -- -- ---- -------- --------- BRIDGING SELF WEIGHT = 113 . 1 LBS/FT > 12 . 1 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H -------- - ----- - -- - ------- NOTE: END PANEL SHORTENED DUE TO W2 UPLIFT LOAD. KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T2 36LH 265 40 ' 2-7/8" ----- ---- ----------------------- - ------------ - - - - ----------------------------- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - - - - - - - - - - - - - - - - - - - ------------- - ----------------- ------------------------ ---- BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD CANTLR INCHES 36 . 00 40- 2 7/8 12 . 0 1 . 02 TL . 67 LL ----------------- **LOAD CRITERIA** ----------------- TOTAL LOAD = 265 . 0 PLF, LIVE LOAD = 190 . PLF, UPLIFT LOAD = 75 . PLF. LIVE LOAD DEFLECTION SPECIFIED AS L/240 TOTAL LOAD DEFLECTION SPECIFIED AS L/240 R FEM = 2 . 25 FT-K, LATERAL MOMENT = . 00 FT-K, BC LY = 12 . 0000 FT. ADDITIONAL LOAD OF . 500 KIPS SPECIFIED AT ANY PANEL POINT. - - - - - - - --------------- - - - - **TCX/CANT LOAD CRITERIA** - - - - - - - - - - ----------- - - - - - R CANT FEM = 2 .25 FT-K, BC LY = 12 . 0000 FT, SHEAR = 1 . 14 KIPS . L TCX LOADS : UNIFORM = 292 . PLF. R CANT LOADS : UNIFORM = 292 . PLF. - ------ -------- - - - - - **BASIC DIMENSIONS** - - - - - - - - -- - - - - - - - - - - - LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 39 . 9063 3-11 0/0 3-11 0/0 3- 2 3/8 3- 2 3/8 4 AT 6- 6 0/0 LEFT TC RIGHT TC END PANEL END PANEL 3-11 0/0 3-11 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT TCX LEFT SQC RIGHT 336 4 0/0 36 34 0/0 36 34 0/8 (ACT(EFFUAL) 0- 0 1/2 3-11 1/8 END-PAN VAR-PAN HALF-PANELS R SQC 3-11 1/8 **TRUSS ANALYSIS** - - - - - - - - -- - -- - - - - EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 496 . 9 34 . 898 2 - . 776 + 8225 .3 6499 . 7 . 0 2 921 . 3 34 . 898 V1 . 000 - 921 . 3 6499 . 7 . 0 3 855 . 0 34 . 898 3 . 908 - 6128 .3 . 0 11036 . 9 4 861 . 3 34 . 898 4 - . 895 + 4895 . 3 14685 . 0 . 0 5 861 . 3 34 . 898 V2 . 000 - 861 .3 14685 . 0 . 0 6 861 . 3 34 . 898 5 . 895 - 3603 . 8 . 0 17370 . 5 7 1361 . 3 34 . 898 6 - . 895 + 2312 . 2 19093 . 6 . 0 8 861 . 3 34 . 898 V3 . 000 - 861 . 3 19093 . 6 . 0 9 861 . 3 34 . 898 7 . 895 - 1020 . 7 . 0 19854 . 2 L KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T2 ---- ---- -- - -- - ---- **TRUSS ANALYSIS** ---- --- - -- - ---- --- EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 10 861 . 3 34 . 898 7R - . 895 - 1020 . 7 19093 . 6 . 0 11 855 . 0 34 . 898 V4 . 000 - 861 . 3 19093 . 6 . 0 12 921 . 3 34 . 898 6R .895 + 2312 .2 . 0 17370 . 5 13 496 . 9 34 . 898 5R - . 895 - 3603 . 8 14685 . 0 . 0 14 . 0 . 000 V5 . 000 - 861 . 3 14685 . 0 . 0 15 . 0 . 000 4R . 895 + 4895 . 3 . 0 11036 . 9 16 . 0 . 000 3R - . 908 - 6128 . 3 6499 . 7 . 0 17 . 0 . 000 V6 . 000 - 921 . 3 6499 . 7 . 0 18 . 0 . 000 2R . 776 + 8225 . 3 . 0 . 0 ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 500 . LBS ***** ***** AT CENTER PANEL POINT 20- 1 3/8 FT FROM END OF JOIST. ***** - - - - - - - --- - -- - -- **CHORD DESIGN** STEEL FY = 50000 . PSI ---- ------- - ---- AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 6140 . 7 . 2047 -4359 . 7 15306 . 5 . 5102 . 7149 L END PANEL MP 6140 . 7 . 5291 3622 .4 4833 . 3 .2182 . 7473 L VAR PANEL PP 6140 . 7 .2047 -4359 . 7 15306 . 5 . 5102 . 7149 L VAR PANEL MP 6140 . 7 . 4170 803 . 8 1072 . 5 . 0452 .4622 INT PANEL PP 18757 . 6 . 6253 -2799 . 1 9827 . 2 . 3276 . 9528 INT PANEL MP 18039 . 0 . 8229 1399 . 5 1867 .4 . 0862 . 9091 R VAR PANEL MP 6140 . 7 .4170 803 . 8 1072 . 5 . 0452 .4622 R VAR PANEL PP 6140 . 7 .2047 -4359 . 7 15306 . 5 . 5102 . 7149 R END PANEL MP 6140 . 7 . 5291 3622 .4 4833 . 3 .2182 . 7473 R END PANEL PP 6140 . 7 .2047 -4359 . 7 15306 . 5 . 5102 . 7149 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 22 L 2 X 2 X. 137 19094. 1 . 00 49.2 645 . 4DEV 8 44- 2 1/2 BC 22 L 2 X 2 X. 137 19854 . 1 . 00 196 . 6 215 . 5REQ 6 40-10 0/0 328 . 9REQ TL BOTTOM CHORD UPLIFT: 5134 . 1 . 00 196 . 6 L/RZ SEC DESCRIPTION AXIAL STRESS CBRMP BC 22 L 2 X 2 X. 137 18758 . . 6253 BOTTOM CHORD UPLIFT: 4850 . . 9416 BOTTOM CHORD EXTENSION = 0- 7 0/0 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 569 . 1 PLF, L/240 LIVE LOAD DEV = 853 . 6 PLF TOTAL LOAD FOR DEFL = 290 . 1 PLF. --- ---- -------------- - - - - -- **TCX DESIGN OR E-MEMBERS** -------------- - ------ - -- - - - BENDING DEFLC BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH DEPTH L 22 TC 76 . . 003 .250 . 000 .413 . 021 0- 0 1/2 5 . 00 32 BR 0-10 1/4 --------- - - --- - - -- --- **CANTILEVER DESIGN** BC LY = 12 . 00 --- --- - --- - - - - --- - --- MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 . 25 1 . 145 493 . 0 . 393 730 .2 . 0679 16513 . 5 i KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T2 -- - - - - - - - --- - - - -- --- **END PANEL DESIGN** -- - - - - --- - - - -- - -- --- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 6499 . 7 1 . 00 113 .4 0 V 3-11 0/0 5 0/0 RIGHT 6499 . 7 1 . 00 113 .4 0 V 3-11 0/0 5 0/0 - - - - - - - - - - - - - - - -- -- - **FIXED-END DESIGN** --- - - - - - -- - - - - - - - - -- BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 22 773 . 730 . 2 . 0243 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 22 773 . 730 . 2 . 0763 FIXED-END MOMENT SHEAR = 56 . LBS . - - - - - - - - ------ **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 1384 .4 LBS . --- - - - - - - - ---- END REACTION = 5537 . 6 LBS. REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 117 17/16 ROUND 1 1 . 00 196.6 + 8648 . + 26599 . .237x 2 . 7 4 . 3+ . 0 Vl 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 6 - 1517 . - 3583 . . 115x 2 . 0 3 .4+ . 0 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 .3 - 6454 . - 8004 . . 115x 3 . 8 8 . 6+ . 0 4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 176 .3 + 5163 . + 9953 . . 115x 3 . 0 4 . 2+ . 0 V2 14 L1-1/2X1-l/2X. 115 1 1 . 00 117 . 6 - 1457 . - 3583 . . 115x 2 . 0 3 .4+ . 0 5 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 - 3810 . - 4542 . . 137x 2 . 0 4 . 9+ . 0 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176.3 + 2458 . + 9953 . . 115x 2 . 9 4 .2+ . 0 V3 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117 . 6 - 1457 . - 3583 . . 115x 2 . 0 3 . 4+ . 0 7 20 L1-1/2X1-l/2X. 170 1 1 . 00 178 . 0 - 2161 . - 2267 . . 170x 2 . 0 4 .2+ . 0 7R 20 Ll-1/2X1-1/2X. 170 1 1 . 00 178 . 0 - 2161 . - 2267 . . 170x 2 . 0 4 . 2+ . 0 V4 14 Ll-1/2X1- l/2X. 115 1 1 . 00 117 . 6 - 1457 . - 3583 . . 115x 2 . 0 3 .4+ . 0 6R 14 L1-1/2X1-l/2X. 115 1 1 . 00 176. 3 + 2458 . + 9953 . . 115x 2 . 9 4 . 2+ . 0 5R 22 L 2 X 2 X. 137 1 1 . 00 131. 9 - 3810 . - 4542 . . 137x 2 . 0 4 . 9+ . 0 V5 14 L1-1/2X1-1/2X. 115 1 1 . 00 117. 6 - 1457 . - 3583 . . 115x 2 . 0 3 .4+ . 0 4R 14 L1-1/2X1-1./2X. 115 1 1 . 00 176 .3 + 5163 . + 9953 . . 115x 3 . 0 4 . 2+ . 0 3R 14 L1-1/2X1-l/2X. 115 2 1 . 00 111.3 - 6454 . - 8004 . . 115x 3 . 8 8 . 6+ . 0 V6 14 L1-1/2X1-1/2X. 115 1 1 . 00 117 . 6 - 1517 . - 3583 . . 115x 2 . 0 3 .4+ . 0 2R 117 17/16 ROUND 1 1 . 00 196 . 6 + 8648 . + 26599 . . 237x 2 . 7 4 . 3+ . 0 SQR 20 L1-1/2X1-1 2X. 170 2 1 . 00 76 . 0 - 6738 . - 19045 . 170x 3 . 8 8 . 7+ . 0 ***** WEB EMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 500 . LBS AT ANY PANEL POINT. ***** - - - - - - - - -- - - - - - - - -- --- - -- **WEB DESIGN FOR UPLIFT** UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 117 17/16 ROUND 1 . 80 157.3 - 2212 . - 7138 . V1 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117. 6 3 14 L1-1/2X1-1/2X. 115 2 1 . 00 111.3 4 14 L1-l/2X1-l/2X. 115 1 1 . 00 176.3 - 1279 . - 2124 . V2 14 L1-1/2X1-l/2X. 115 1 1 . 00 117. 6 5 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 i KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T2 -- -------- -- -- ----------- **WEB DESIGN FOR UPLIFT** WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176 .3 - 548 . - 2124 . V3 14 L1-1/2X1-1/2X. 115 1 1 . 00 117 . 6 7 20 Ll-1/2X1-1/2X. 170 1 1 . 00 178 . 0 7R 20 Ll-1/2X1-l/2X. 170 1 1 . 00 178 . 0 V4 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 6 6R 14 L1-1/2X1-l/2X. 115 1 1 . 00 176 .3 - 548 . - 2124 . 5R 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 V5 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 6 4R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176 .3 - 1279 . - 2124 . 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111.3 V6 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117 . 6 2R 117 17/16 ROUND 1 . 80 157 .3 - 2212 . - 7138 . - - - - - -- - - - -- -- - - - -- - --- -- **CANTILEVER WEB DESIGN** - - -- - --- ---- - --- - ---- ---- RGHT CANTILEVER END REACTION = 6738 .2 LBS, MIN VERT SHEAR = 1144 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 228 .2 + 1860 . +23562 . .230x 2 .4 3 . 7+ . 0 CV1 14 Ll-1/2X1-l/2X. 115 2 1 . 00 74 . 8 - 1145 . -12655 . . 115x 3 .7 8 . 6+ . 0 -------------- ----------- **BRIDGING REQUIREMENTS** -- -- - ------- -------- ----- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 222 1 .222 39 . 906 391 . 772 13 . 080 2 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 5 32 .406 1 .222 117 . 808 -- --- ------- - --- ---- - - --- BRIDGING SELF WEIGHT = 44 . 2 LBS/FT > 11 . 7 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H H -- --- ------- -------- ----- NOTE: END PANEL SHORTENED DUE TO W2 UPLIFT LOAD. V KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T3 36LH 265 47 ' 9" -- --------- ----------------------------------------------- - - - - - - - - ------------ ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -- --------- ------ --------- --- - ------------------------- - - - - - - - - - - - - ----------- BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD CANTLR INCHES 36 . 00 47- 9 0/0 12 . 0 1 . 54 TL 1 . 02 LL ----------------- **LOAD CRITERIA** ----------------- TOTAL LOAD = 265 . 0 PLF, LIVE LOAD = 190 . PLF, UPLIFT LOAD = 75 . PLF. LIVE LOAD DEFLECTION SPECIFIED AS L/240 TOTAL LOAD DEFLECTION SPECIFIED AS L/240 R FEM = 2 . 25 FT-K, LATERAL MOMENT = . 00 FT-K, BC LY = 12 . 0000 FT. ADDITIONAL LOAD OF . 500 KIPS SPECIFIED AT ANY PANEL POINT. -------------------- ------ **TCX/CANT LOAD CRITERIA** -- --------- ------- -- -- - - - - R CANT FEM = 2 .25 FT-K, BC LY = 12 . 0000 FT, SHEAR = 1 . 14 KIPS . L TCX LOADS : UNIFORM = 292 . PLF. R CANT LOADS : UNIFORM = 292 . PLF. - - -- - - -- - - - - - - - - - - - - - **BASIC DIMENSIONS** - - - -- - - - - - - - - - - - - - - - LEFT RIGHT LEFT RIGHT W47 .4167H END PANEL 0/0 END PANEL 0/0 0- 5DIM VAR 1/2 0- 5DIM 1/2 INTERIOR 6-PAELS 6N0/0 LEFT TC RIGHT TC END PANEL END PANEL 2- 3 1/2 2- 3 1/2 DEPTH DEPTH DEPTH LEFT CENTER RIGHT TCX LEFT SQC RIGHT 336 4 0/0 36 34 0/0 36 34 0/ ((8 ( CTUAL) 0- 0 1/2 3-11 1/8 END-PAN VAR-PAN HALF-PANELS R SQC 3-11 1/8 **TRUSS ANALYSIS** - - - - - - -- - - - EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 281 . 6 34 . 866 2 - . 775 + 10206 . 3 8068 . 0 . 0 2 557 . 6 34 . 866 2D - 1 . 788 - 638 . 9 7756 . 1 . 0 3 706 . 7 34 . 866 3 6 . 339 - 5763 . 9 . 0 8654 .3 4 861 . 3 34 . 866 4 - . 894 + 7482 . 3 14232 . 4 . 0 5 861 . 3 34 . 866 V2 . 000 - 861 . 3 14232 . 4 . 0 6 861 . 3 34 . 866 5 . 894 - 6190 . 0 . 0 18847 . 1 7 861 . 3 34 . 866 6 - . 894 + 4897 . 8 22498 . 5 . 0 8 861 . 3 34 . 866 V3 . 000 - 861 . 3 22498 . 5 . 0 9 1361 . 3 34 . 866 7 . 894 - 3605 . 6 . 0 25186 . 5 I I KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T3 - - - --- - - - - -- - -- ---- **TRUSS ANALYSIS** --- - - - - - - - - -- - - - -- EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 10 861 . 3 34 . 866 8 - . 894 + 2313 .4 26911 . 2 . 0 11 861 . 3 34 . 866 V4 . 000 - 861 . 3 26911 . 2 . 0 12 861 . 3 34 . 866 9 . 894 - 1021 . 2 . 0 27672 . 5 13 861 . 3 34 . 866 9R - . 894 - 1021 . 2 26911 . 2 . 0 14 861 . 3 34 . 866 V5 . 000 - 861 . 3 26911 .2 . 0 15 706 . 7 34 . 866 8R . 894 + 2313 . 4 . 0 25186 . 5 16 557 . 6 34 . 866 7R - . 894 - 3605 . 6 22498 . 5 . 0 17 281 . 6 34 . 866 V6 . 000 - 861 . 3 22498 . 5 . 0 18 . 0 . 000 6R . 894 + 4897 . 8 . 0 18847 . 1 19 . 0 . 000 5R - . 894 - 6190 . 0 14232 . 4 . 0 20 . 0 . 000 V7 . 000 - 861. 3 14232 .4 . 0 21 . 0 . 000 4R . 894 + 7482 . 3 . 0 8654 . 3 22 . 0 . 000 3R -6 . 339 - 5763 . 9 7756 . 1 . 0 23 . 0 . 000 2DR 1 . 788 - 638 . 9 8068 . 0 . 0 24 . 0 . 000 2R . 775 + 10206 . 3 . 0 . 0 ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 500 . LBS ***** ***** AT CENTER PANEL POINT 23-10 1/2 FT FROM END OF JOIST. ***** - - - - - - - - - - - - - - - - **CHORD DESIGN** STEEL FY = 50000 . PSI - -- - -- -- - - - -- - -- AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 5657 . 5 . 1886 -1247.4 3284 . 0 . 1095 . 2980 L END PANEL MP 5657 . 5 .2585 1225.4 1282 . 7 . 0448 . 3033 L VAR PANEL PP 5438 . 8 . 1813 -2072 . 7 5456 . 8 . 1819 . 3632 L VAR PANEL MP 5438 . 8 .2459 89. 9 94 . 1 . 0033 . 2492 INT PANEL PP 19404 . 8 . 6468 -2799.1 7368 . 9 . 2456 . 8925 INT PANEL MP 18871 . 0 . 7726 1399.5 1465 . 0 . 0604 . 8330 R VAR PANEL MP 5438 . 8 .2459 89. 9 94 . 1 . 0033 . 2492 R VAR PANEL PP 5438 . 8 . 1813 -2072 . 7 5456 . 8 . 1819 . 3632 R END PANEL MP 5657 . 5 . 2585 1225.4 1282 . 7 . 0448 . 3033 R END PANEL PP 5657 . 5 . 1886 -1247.4 3284 . 0 . 1095 . 2980 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 27 L 2 X 2 X. 187 26911 . 1 . 00 49 . 5 840 . 5DEV 12 51- 8 5/8 BC 26 L 2 X 2 X. 175 27672 . 1 . 00 126 . 0 361 . 5REQ 8 48- 4 1/8 544 . 3REQ TL BOTTOM CHORD UPLIFT: 7255 . 1 . 00 126 . 0 L/RX SEC DESCRIPTION AXIAL STRESS CBRMP BC 26 L 2 X 2 X. 175 20670 . . 6890 BOTTOM CHORD UPLIFT: 5419 . .4321 BOTTOM CHORD EXTENSION = 0- 7 0/0 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 441 . 8 PLF, L/240 LIVE LOAD DEV = 662 . 7 PLF TOTAL LOAD FOR DEFL = 286 . 1 PLF. ***CHORDS GOVERNED BY DEFLECTION DUE TO CANTILEVER(S) *** - - - -- - - - - - - - - - - -- - - - - - - - - - - **TCX DESIGN OR E-MEMBERS** -- - -- - - - - - - - -- - - -- - - - - - - - - - BENDING DEFLC BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH DEPTH L 27 TC 76 . . 003 . 380 . 000 . 544 . 021 0- 0 1/2 5 . 00 32 BR 0-10 1/4 I I I KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T3 - ---------- ---------- **CANTILEVER DESIGN** BC LY = 12 . 00 - - - - -- - - - -- --- ------- MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 . 25 1 . 145 823 . 8 . 393G 577 . 9 . 0529 12377 . 5 -- -- --- - --- -- ---- --- **END PANEL DESIGN** - --- - - ------ -- - - - - -- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 8068 . 0 1 . 00 64 . 8 0 2D 2- 3 1/2 5 0/0 RIGHT 8068 . 0 1 . 00 64 . 8 0 2D 2- 3 1/2 5 0/0 ---- - -- ------------- **FIXED-END DESIGN** -- - - - - - ----- ----- --- BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 27 774 . 542 . 5 . 0181 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 26 774 . 577 . 9 . 0614 FIXED-END MOMENT SHEAR = 47 . LBS . ---- -- --- -- - - - **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 1633 .2 LBS . -------------- END REACTION = 6532 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 117 17/16 ROUND 1 1 . 00 196. 7 + 10655 .+ 26599 . .237x 2 . 7 4 . 3+ . 0 2D 14 L1-1/2X1-1/2X. 115 1 1 . 00 134 . 6 - 1366 . - 2734 . . 115x 2 . 0 3 . 4+ . 0 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 75. 6 - 6020 . - 12559 . . 115x 3 . 7 8 .2+ . 0 4 17 L1-1/2X1-l/2X. 138 1 1 . 00 177 . 0 + 7810 . + 11849 . . 138x 3 . 8 4 . 2+ . 0 V2 14 L1-1/2X1-l/2X. 115 1 1 . 00 117 . 5 - 1496 . - 3590 . . 115x 2 . 0 3 .4+ . 0 5 29 L 2 X 2 X.213 1 1 . 00 133 . 3 - 6467 . - 6783 . . 188x 2 . 3 4 . 9+ . 0 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176. 3 + 5123 . + 9953 . . 115x 3 . 0 4 . 2+ . 0 V3 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117 . 5 - 1496 . - 3590 . ..115x 2 . 0 3 .4+ . 0 7 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 - 3780 . - 4545 . . 137x 2 . 0 4 . 9+ . 0 8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176 . 3 + 2522 . + 9953 . . 115x 2 . 9 4 . 2+ . 0 V4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117 . 5 - 1496 . - 3590 . . 115x 2 . 0 3 . 4+ . 0 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 - 2522 . - 4545 . . 137x 2 . 0 4 . 9+ . 0 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 - 2522 . - 4545 . . 137x 2 . 0 4 . 9+ . 0 V5 14 L1-1/2X1-1/2X. 115 1 1 . 00 117 . 5 - 1496 . - 3590 . . 115x 2 . 0 3 . 4+ . 0 8R 14 L1-1/2X1-l/2X. 115 1 1 . 00 176 . 3 + 2522 . + 9953 . . 115x 2 . 9 4 . 2+ . 0 7R 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 - 3780 . - 4545 . . 137x 2 . 0 4 . 9+ . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 5 - 1496 . - 3590 . . 115x 2 . 0 3 .4+ . 0 6R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 176 . 3 + 5123 . + 9953 . . 115x 3 . 0 4 . 2+ . 0 5R 29 L 2 X 2 X.213 1 1 . 00 133 . 3 - 6467 . - 6783 . . 188x 2 . 3 4 . 9+ . 0 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 5 - 1496 . - 3590 . . 115x 2 . 0 3 . 4+ . 0 4R 17 Ll-1/2X1-l/2X. 138 1 1 . 00 177 . 0 + 7810 . + 11849 . . 138x 3 . 8 4 . 2+ . 0 3R 14 L1-1/2X1-1/2X. 115 2 1 . 00 75 . 6 - 6020 . - 12559 . . 115x 3 . 7 8 . 2+ . 0 2DR 14 L1-1/2X1-l/2X. 115 1 1 . 00 134 . 6 - 1366 . - 2734 . . 115x 2 . 0 3 . 4+ . 0 2R 117 17/16 ROUND 1 1 . 00 196 . 7 + 10655 . + 26599 . . 237x 2 . 7 4 . 3+ . 0 SQR 20 L1-1/2X1-l/2X. 170 2 1 . 00 76 . 0 - 7725 . - 19059 . 170x 3 . 8 8 . 5+ . 0 ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 500 . LBS AT ANY PANEL POINT. ***** I ti KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T3 ------------- - - - - - - ------ **WEB DESIGN FOR UPLIFT** ------------------- -- UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 117 17/16 ROUND 1 . 80 157 .4 - 2674 . - 7130 . 2D 14 Ll-1/2X1-1/2X. 115 1 1 . 00 134 . 6 3 14 Ll-1/2X1-l/2X. 115 2 1 . 00 75 . 6 4 17 Ll-1/2X1-l/2X. 138 1 1 . 00 177 . 0 - 2011 . - 2509 . V2 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117 . 5 5 29 L 2 X 2 X. 213 1 1 . 00 133 . 3 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176 . 3 - 1280 . - 2126 . V3 14 L1-1/2X1-l/2X. 115 1 1 . 00 117 . 5 7 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 176 . 3 - 549. - 2126 . V4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 117 .5 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 V5 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 . 5 8R 14 L1-1/2X1-l/2X. 115 1 1 . 00 176.3 - 549 . - 2126 . 7R 22 L 2 X 2 X. 137 1 1 . 00 131 . 9 V6 14 L1-1/2X1-1/2X. 115 1 1 . 00 117 . 5 6R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 176 .3 - 1280 . - 2126 . 5R 29 L 2 X 2 X.213 1 1 . 00 133 .3 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 117 .5 4R 17 Ll-1/2X1-l/2X. 138 1 1 . 00 177. 0 - 2011 . - 2509 . 3R 14 Ll-1/2X1-l/2X. 115 2 1 . 00 75 . 6 2DR 14 Ll-1/2X1-1/2X. 115 1 1 . 00 134 . 6 2R 117 17/16 ROUND 1 . 80 157 .4 - 2674 . - 7130 . ------------------------- **CANTILEVER WEB DESIGN** ------------------------- RGHT CANTILEVER END REACTION = 7724 .5 LBS, MIN VERT SHEAR = 1144 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 228 . 1 + 1863 . +23562 . .230x 2 .4 3 . 7+ . 0 CV1 14 Ll-1/2X1-l/2X. 115 2 1 . 00 74 . 7 - 1145 . -12662 . . 115x 3 . 7 8 .4+ . 0 -- - - - -- - -- -- -- - - - - -- - - --- **BRIDGING REQUIREMENTS** - - - - - -- -- - -- - - - - - - - --- --- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 234 1 . 232 47 .417 460 . 932 15 . 584 2 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 6 39 .917 1 .232 116 . 928 - - - - - - ------------------- BRIDGING SELF WEIGHT = 30 . 1 LBS/FT > 14 .2 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H EX ------------------------- NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R i KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T4 36LH 265 55 ' 3-1/8" -- - - - - --- - -- -- ----------------------- --- - ---- - ------------- -- ----------- ------ ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - _ _- - -- - - - - _ _ _ _ ._ - - ------------ --- ------ ----------- ----- - - --- - -- -------- ------- BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD CANTLR INCHES 36 . 00 55- 3 1/8 12 . 0 1 . 75 TL 1 . 17 LL -- - - - - - -- - ---- --- **LOAD CRITERIA** - - - - - - ---- -- -- - - - TOTAL LOAD = 265 . 0 PLF, LIVE LOAD = 190 . PLF, UPLIFT LOAD = 75 . PLF. LIVE LOAD DEFLECTION SPECIFIED AS L/240 TOTAL LOAD DEFLECTION SPECIFIED AS L/240 R FEM = 2 .25 FT-K, LATERAL MOMENT = . 00 FT-K, BC LY = 12 . 0000 FT. ADDITIONAL LOAD OF . 500 KIPS SPECIFIED AT ANY PANEL POINT. - - - -- - - - - - - -- - - - - - - - - - -- - - **TCX/CANT LOAD CRITERIA** - - - - - - - - -- - - - - - - - - - - - - - - - -- R CANT FEM = 2 . 25 FT-K, BC LY = 12 . 0000 FT, SHEAR = 1 . 14 KIPS. L TCX LOADS : UNIFORM = 292 . PLF. R CANT LOADS : UNIFORM = 292 . PLF. - -- - - - -- -- - -- ---- --- **BASIC DIMENSIONS** -- - ------- - - - - - - - - - - LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 54 . 9271 3- 4 0/0 3- 4 0/0 1- 6 1/2 1- 6 1/2 7 AT 6- 6 0/0 LEFT TC RIGHT TC END PANEL END PANEL 2- 6 1/4 2- 6 1/4 DEPTH DEPTH DEPTH 36F0/0 36N0/0 336TER G0/0 ACTUAL) O- 0 1/2 3-11HT TCX LEFT SQC R1/8T 34 5/8 34 5/8 34 5/8 ACTUAL) END-PAN VAR-PAN HALF-PANELS R SQC 3-11 1/8 - -- - - - --- - - ----- - - **TRUSS ANALYSIS** - - - - - -- - - - - - -- - - - - - EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 312 . 3 34 . 580 2 - . 910 + 10720 . 8 7929 . 1 . 0 2 624 . 5 34 . 580 2D -3 . 558 - 648 . 7 7753 . 6 . 0 3 742 . 9 34 . 580 3 1 . 863 - 7480 . 6 . 0 11291 . 6 4 861 . 3 34 . 580 4 - . 887 + 8814 . 9 17887 .2 . 0 5 861 . 3 34 . 580 V2 . 000 - 861 . 3 17887 . 2 . 0 6 861 . 3 34 . 580 5 . 887 - 7516 . 7 . 0 23511 . 5 7 861 . 3 34 . 580 6 - . 887 + 6218 . 6 28164 .4 . 0 8 861 . 3 34 . 580 V3 . 000 - 861 . 3 28164 .4 . 0 9 861 . 3 34 . 580 7 . 887 - 4920 .4 . 0 31846 . 0 1 I KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T4 - - - - - --- --- - --- - - - **TRUSS ANALYSIS** - - - -- - - - - - - - - -- --- EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 10 1361 . 3 34 . 580 8 - . 887 + 3622 .2 34556 . 3 . 0 11 861 . 3 34 . 580 V4 . 000 - 861 . 3 34556 . 3 . 0 12 861 . 3 34 . 580 9 . 887 - 2324 . 1 . 0 36295 .2 13 861 . 3 34 . 580 10 - . 887 + 1025 . 9 37062 . 8 . 0 14 861 . 3 34 . 580 V5 . 000 - 1361 . 3 37062 . 8 . 0 15 861 . 3 34 . 580 IOR . 887 + 1025 . 9 . 0 36295 . 2 16 861 . 3 34 . 580 9R - . 887 - 2324 . 1 34556 . 3 . 0 17 742 . 9 34 . 580 V6 . 000 - 861 . 3 34556 . 3 . 0 18 624 . 5 34 . 580 8R . 887 + 3622 .2 . 0 31846 . 0 19 312 . 3 34 . 580 7R - . 887 - 4920 . 4 28164 .4 . 0 20 . 0 . 000 V7 . 000 - 861 . 3 28164 .4 . 0 21 . 0 . 000 6R . 887 + 6218 . 6 . 0 23511 . 5 22 . 0 . 000 5R - . 887 - 7516 . 7 17887 .2 . 0 23 . 0 . 000 V8 . 000 - 861 . 3 17887 .2 . 0 24 . 0 . 000 4R . 887 + 8814 . 9 . 0 11291 . 6 25 . 0 . 000 3R -1 . 863 - 7480 . 6 7753 . 6 . 0 26 . 0 . 000 2DR 3 . 558 - 648 . 7 7929 . 1 . 0 27 . 0 . 000 2R . 910 + 10720 . 8 . 0 . 0 ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 500 . LBS ***** ***** AT CENTER PANEL POINT 27- 7 1/2 FT FROM END OF JOIST. ***** - -- ---------- -- - **CHORD DESIGN** STEEL FY = 50000 . PSI - - - - -- - - - - - - - - -- - AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 3613 . 7 . 1205 -1671 . 6 2286 . 7 . 0762 . 1967 L END PANEL MP 3613 . 7 . 1565 1451 .2 787 .2 . 0270 . 1835 L VAR PANEL PP 3533 . 7 . 1178 -2145 . 1 2934 .5 . 0978 . 2156 L VAR PANEL MP 3533 . 7 . 1531 305 . 9 165 . 9 . 0057 . 1587 INT PANEL PP 16891 .3 . 5630 -2799 . 1 3829 . 1 . 1276 . 6907 INT PANEL MP 16891 . 3 . 6545 1399. 5 759 .2 . 0283 . 6829 R VAR PANEL MP 3533 . 7 . 1531 305 . 9 165 . 9 . 0057 . 1587 R VAR PANEL PP 3533 . 7 . 1178 -2145 . 1 2934 . 5 . 0978 . 2156 R END PANEL MP 3613 . 7 . 1565 1451 .2 787 .2 . 0270 . 1835 R END PANEL PP 3613 . 7 . 1205 -1671 . 6 2286 . 7 . 0762 . 1967 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 38 L2-1/2X2-1/2X. 230 37063 . 1 . 00 39 . 6 1314 . 5DEV 14 59- 2 3/4 BC 38 L2-1/2X2-1/2X. 230 36295 . 1 . 00 158 .4 561. 9REQ 9 56- 7 0/0 837. 5REQ TL BOTTOM CHORD UPLIFT: 9678 . 1 . 00 158 .4 L/RZ SEC DESCRIPTION AXIAL STRESS CBRMP BC 38 L2-1/2X2-1/2X. 230 16891 . . 5630 BOTTOM CHORD UPLIFT: 4411 . . 5557 BOTTOM CHORD EXTENSION = 0- 8 3/4 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 444 . 5 PLF, L/240 LIVE LOAD DEV = 666 . 8 PLF TOTAL LOAD FOR DEFL = 283 .2 PLF. ***CHORDS GOVERNED BY DEFLECTION DUE TO CANTILEVER(S) *** I: KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T4 ------------------------ - - - **TCX DESIGN OR E-MEMBERS** ---------------- ----- - - - - - - BENDING DEFLC BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. LENGTH DEPTH L 38 TC 76 . . 003 . 728 . 000 1 . 309 . 021 0- 0 1/2 5 . 00 32 BR 0- 9 3/8 -------- -- - - - -- - - - - -- **CANTILEVER DESIGN** BC LY = 12 . 00 ------ -- - - ------ - -- - - MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 . 25 1 . 145 1276 . 8 . 393G 355 . 5 . 0243 6505 .4 --- -------- - - - -- - --- **END PANEL DESIGN** - ------------------ - AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 7929 . 1 1 . 00 57 .4 0 2D 2- 6 1/4 5 0/0 RIGHT 7929 . 1 1 . 00 57 .4 0 2D 2- 6 1/4 5 0/0 - ---------- --- - ----- **FIXED-END DESIGN** ------ -------------- BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 38 780 . 355 . 5 . 0118 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 38 780 . 355 . 5 . 0246 FIXED-END MOMENT SHEAR = 41 . LBS . -------------- **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 1882 . 0 LBS . -------------- END REACTION = 7527 . 8 LBS. REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 115 15/16 ROUND 1 1 . 00 196 . 5 + 11121 . + 20709 . . 222x 2 .4 5 .4+ . 0 2D 14 Ll-1/2X1-l/2X. 115 1 ' 1 . 00 121 . 0 - 1361 . - 3382 . . 115x 2 . 0 3 . 9+ . 0 3 14 L1-1/2X1-1/2X. 115 2 1 . 00 84 . 1 - 7762 . - 11578 . . 115x 4 . 5 9 . 5+ . 0 4 17 Ll-1/2X1-1/2X. 138 1 1 . 00 176 .4 + 9144 . + 11849 . . 138x 4 . 5 5 . 3+ . 0 V2 14 Ll-1/2X1-1/2X. 115 1 1 . 00 116 . 5 - 1547 . - 3649 . . 115x 2 . 0 4 .2+ . 0 5 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 . 7 - 7801 . - 7941 . . 115x 4 . 6 10 . 5+ . 0 6 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 6 + 6459 . + 9953 . . 115x 3 . 8 5 . 3+ . 0 V3 14 L1-1/2X1-l/2X. 115 1 1 . 00 116 .5 - 1547 . - 3649 . . 115x 2 . 0 4 . 2+ . 0 7 25 L 2 X 2 X. 163 1 1 . 00 131 . 9 - 5116 . - 5367 . . 163x 2 . 1 6 . 0+ . 0 8 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 6 + 3773 .+ 9953 . . 115x 2 . 9 5 . 3+ . 0 V4 14 L1-1/2X1-l/2X. 115 1 1 . 00 116 . 5 - 1547 . - 3649 . . 115x 2 . 0 4 .2+ . 0 9 22 L 2 X 2 X. 137 1 1 . 00 131 .4 - 2898 . - 4579 . . 137x 2 . 0 6 . 0+ . 0 10 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 6 + 2898 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 V5 14 L1-1/2X1-1/2X. 115 1 1 . 00 116 . 5 - 1547 . - 3649 . . 115x 2 . 0 4 .2+ . 0 1OR 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 6 + 2898 .+ 9953 . . 115x 2 . 9 5 . 3+ . 0 9R 22 L 2 X 2 X. 137 1 1 . 00 131 .4 - 2898 . - 4579 . . 137x 2 . 0 6 . 0+ . 0 V6 14 Ll-1/2X1-l/2X. 115 1 1 . 00 116 . 5 - 1547 . - 3649 . . 115x 2 . 0 4 . 2+ . 0 I I KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T4 -- ---- - - - - --- - **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 1882 . 0 LBS. ------------ -- END REACTION = 7527 . 8 LBS. REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 8R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 6 + 3773 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 7R 25 L 2 X 2 X. 163 1 1 . 00 131 . 9 - 5116 . - 5367 . . 163x 2 . 1 6 . 0+ . 0 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 116 . 5 - 1547 . - 3649 . . 115x 2 . 0 4 . 2+ . 0 6R 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 6 + 6459 . + 9953 . . 115x 3 . 8 5 . 3+ . 0 5R 14 L1-1/2X1-1/2X. 115 2 1 . 00 111 . 7 - 7801 . - 7941 . . 115x 4 . 6 10 . 5+ . 0 V8 14 Ll-1/2X1-l/2X. 115 1 1 . 00 116 . 5 - 1547 . - 3649 . . 115x 2 . 0 4 . 2+ . 0 4R 17 Ll-1/2X1-l/2X. 138 1 1 . 00 176 .4 + 9144 . + 11849 . . 138x 4 . 5 5 . 3+ . 0 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 84 . 1 - 7762 . - 11578 . . 115x 4 . 5 9 . 5+ . 0 2DR 14 Ll-1/2X1-l/2X. 115 1 1 . 00 121 . 0 - 1361 . - 3382 . . 115x 2 . 0 3 . 9+ . 0 2R 115 15/16 ROUND 1 1 . 00 196 . 5 + 11121 . + 20709 . .222x 2 .4 5 . 4+ . 0 SQR 20 Ll-1/2X1-l/2X. 170 2 1 . 00 75 . 3 - 8713 . - 19175 . . 170x 3 . 8 9. 9+ . 0 ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 500 . LBS AT ANY PANEL POINT. ***** --- --- - -- - - --- ---- --- - --- **WEB DESIGN FOR UPLIFT** --- --- ---- - --- - -------- -- UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 115 15/16 ROUND 1 . 80 157 .2 - 2884 . - 5561 . 2D 14 Ll-1/2X1-1/2X. 115 1 1 . 00 121 . 0 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 84 . 1 4 17 Ll-1/2X1-1/2X. 138 1 1 . 00 176.4 - 2388 . - 2527 . V2 14 Ll-1/2X1-l/2X. 115 1 1 . 00 116 . 5 5 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 . 7 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 6 - 1653 . - 2142 . V3 14 Ll-1/2X1-1/2X. 115 1 1 . 00 116 . 5 7 25 L 2 X 2 X. 163 1 1 . 00 131 . 9 8 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 6 - 919 . - 2142 . V4 14 L1-1/2X1-l/2X. 115 1 1 . 00 116 . 5 9 22 L 2 X 2 X. 137 1 1 . 00 131 .4 10 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 6 - 184 . - 2142 . V5 14 Ll-1/2X1-1/2X. 115 1 1 . 00 116 . 5 1OR 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 6 - 184 . - 2142 . 9R 22 L 2 X 2 X. 137 1 1 . 00 131 .4 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 116 . 5 8R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 6 - 919 . - 2142 . 7R 25 L 2 X 2 X. 163 1 1 . 00. 131 . 9 V7 14 L1-1/2X1-1/2X. 115 1 1 . 00 116 . 5 6R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 6 - 1653 . - 2142 . 5R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 . 7 V8 14 Ll-1/2X1-l/2X. 115 1 1 . 00 116 . 5 4R 17 Ll-1/2X1-1/2X. 138 1 1 . 00 176 .4 - 2388 . - 2527 . 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 84 . 1 2DR 14 Ll-1/2X1-1/2X. 115 1 1 . 00 121 . 0 2R 115 15/16 ROUND 1 . 80 157 .2 - 2884 . - 5561 . ------- - -- - -- -- - - -- - - ---- **CANTILEVER WEB DESIGN** - - - - - - - - --- ---- ------ ---- RGHT CANTILEVER END REACTION = 8713 . 3 LBS, MIN VERT SHEAR = 1144 .7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 227 .4 + 1871 . +23562 . .230x 2 .4 5 . 0+ . 0 CV1 14 Ll-1/2X1-l/2X. 115 2 1 . 00 74 . 1 - 1145 . -12731 . . 115x 3 .7 9 . 8+ . 0 s y KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T4 - - -- --- ----- - - -- - - ------- **BRIDGING REQUIREMENTS** --- ------ - -- - - - -- - - - - - - - -- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 .435 1 .435 54 . 927 459 .218 18 . 087 2 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 7 48 . 594 1 .435 100 . 326 --------- --- - - - - - - - - -- - -- - BRIDGING SELF WEIGHT = 40 . 7 LBS/FT > 19 . 5 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H EX - - - - - - --- --- -- -- -- - - ----- NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R r a' i KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T5 - - ---- --- --- --- - - - **TRUSS ANALYSIS** -------------- - - - - EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 11 861 . 3 34 . 324 V4 . 000 - 861 .3 41854 . 3 . 0 12 861 . 3 34 .324 9 . 880 - 2636 . 5 . 0 43833 . 5 13 861 . 3 34 .324 10 - . 880 + 1332 . 9 44834 . 1 . 0 14 861 . 3 34 . 324 V5 . 000 - 1761 . 3 44834 . 1 . 0 15 861 . 3 34 . 324 1OR . 880 + 1332 . 9 . 0 43833 . 5 16 861 . 3 34 . 324 9R - . 880 - 2636 . 5 41854 . 3 . 0 17 767 . 4 34 . 324 V6 . 000 - 861 . 3 41854 . 3 . 0 18 888 . 9 34 . 324 8R . 880 + 3940 . 1 . 0 38896 . 5 19 552 . 1 34 . 324 7R - . 880 - 5243 . 8 34960 . 1 . 0 20 . 0 . 000 V7 . 000 - 861 . 3 34960 . 1 . 0 21 . 0 . 000 6R . 880 + 6547 .4 . 0 30045 . 1 22 . 0 . 000 5R - . 880 - 7851 . 0 24151 . 6 . 0 23 . 0 . 000 V8 . 000 - 861 . 3 24151 . 6 . 0 24 . 0 . 000 4R . 880 + 9154 . 6 . 0 17279 .4 25 . 0 . 000 3R -1 . 125 - 9117 . 6 11223 . 1 . 0 26 . 0 . 000 V9 . 000 - 888 . 9 11223 . 1 . 0 27 . 0 . 000 2R . 686 + 13613 . 1 . 0 . 0 ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 900 . LBS ***** ***** AT CENTER PANEL POINT 29- 7 1/2 FT FROM END OF JOIST. ***** ---------------- **CHORD DESIGN** STEEL FY = 50000 . PSI ---------------- AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 3903 . 7 . 1301 -4974 .7 4313 .2 . 1438 .2739 L END PANEL MP 3903 . 7 . 2201 4637 . 8 1570 . 0 . 0576 .2777 L VAR PANEL PP 3903 . 7 . 1301 -4974 .7 4313 .2 . 1438 .2739 L VAR PANEL MP 3903 . 7 . 1674 -377 . 0 326 . 8 . 0115 . 1789 INT PANEL PP 15594 . 5 . 5198 -2799 . 1 2426 . 9 . 0809 . 6007 INT PANEL MP 15594 . 5 . 6041 1399 . 5 473 . 8 . 0176 . 6217 R VAR PANEL MP 3903 . 7 . 1674 -377 . 0 326 . 8 . 0115 . 1789 R VAR PANEL PP 3903 . 7 . 1301 -4974 . 7 4313 .2 . 1438 .2739 R END PANEL MP 3903 . 7 . 2201 4637 . 8 1570 . 0 . 0576 .2777 R END PANEL PP 3903 .7 . 1301 -4974 . 7 4313 .2 . 1438 .2739 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 43 L 3 X 3 X.250 44834 . 1 . 00 32 . 9 1620 . ODEV 14 63- 2 1/8 BC 42 L 3 X 3 X.227 43833 . 1 . 00 131 .4 693 .4REQ 9 59- 8 5/8 1078 . 6REQ TL BOTTOM CHORD UPLIFT: 11239 . 1 . 00 131 .4 L/RZ SEC DESCRIPTION AXIAL STRESS CBRMP BC 42 L 3 X 3 X. 227 17106 . . 5702 BOTTOM CHORD UPLIFT: 4288 . .3717 BOTTOM CHORD EXTENSION = 0-10 1/2 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 443 . 9 PLF, L/240 LIVE LOAD DEV = 665 . 9 PLF TOTAL LOAD FOR DEFL = 295 . 6 PLF. ***CHORDS GOVERNED BY DEFLECTION DUE TO CANTILEVERS) *** --- ---- -- - - - -- -- - -- - - **CANTILEVER DESIGN** BC LY = 12 . 00 - -- - -- - - - - - - - - - - ----- MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 . 25 1 . 145 1573 . 8 . 393G 299 . 8 . 0181 4171 . 1 b r � L KING BUILDING Mar 28, 2002 580-02-0087 LIST 1 T5 ------------- - - - - - - - **END PANEL DESIGN** -------------------- LEFT XAIAL LOAD 1 .K KL 84/4 FOLR WEB TO4END BASSEL NGM NGM B.4 0/0SDEOPTOH RIGHT 11223 . 1 1 . 00 84 .4 0 V 4- 4 0/0 5 0/0 - --- - - -- - -- - - ------- **FIXED-END DESIGN** - --- BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 43 786 . 273 . 3 . 0091 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 42 786 . 299 . 8 . 0181 FIXED-END MOMENT SHEAR = 38 . LBS. ---------- ---- **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 2064 . 1 LBS . -------------- END REACTION = 8256 . 5 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 117 17/16 ROUND 1 1 . 00 199. 6 + 14363 . + 26599 . .237x 2 . 9 7 . 8+ . 0 V1 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 2013 . - 3704 . . 115x 2 . 0 4 .2+ . 0 3 14 Ll-1/2X1-l/2X. 115 2 1 . 00 98 .4 - 9634 . - 9782 . . 115x 5 . 6 12 . 2+ . 0 4 17 Ll-1/2X1-1/2X. 138 1 1 . 00 175 . 8 + 9663 . + 11849 . . 138x 4 . 7 5 . 3+ . 0 V2 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 .2+ . 0 5 17 L1-1/2X1-1/2X. 138 2 1 . 00 112 . 1 - 8284 . - 9383 . . 138x 4 . 0 13 . 1+ . 0 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 6906 . + 9953 . . 115x 4 . 0 5 . 3+ . 0 V3 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 .2+ . 0 7 27 L 2 X 2 X. 187 1 1 . 00 131. 9 - 5527 . - 6118 . . 187x 2 . 0 6 . 0+ . 0 8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 4148 .+ 9953 . . 115x 2 . 9 5 . 3+ . 0 V4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 - 3182 . - 4609 . . 137x 2 . 0 6 . 0+ . 0 10 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 3182 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 V5 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 .2+ . 0 1OR 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 + 3182 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 - 3182 . - 4609 . . 137x 2 . 0 6 . 0+ . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 .2+ . 0 8R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 + 4148 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 7R 27 L 2 X 2 X. 187 1 1 . 00 131 . 9 - 5527 . - 6118 . . 187x 2 . 0 6 . 0+ . 0 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 6R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 6906 . + 9953 . . 115x 4 . 0 5 . 3+ . 0 5R 17 Ll-1/2X1-1/2X. 138 2 1 . 00 112 . 1 - 8284 . - 9383 . . 138x 4 . 0 13 . 1+ . 0 V8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1985 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 4R 17 Ll-l/2X1-l/2X.138 1 1 . 00 175 . 8 + 9663 . + 11849 . . 138x 4 . 7 5 . 3+ . 0 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 98 .4 - 9634 . - 9782 . . 115x 5. 6 12 . 2+ . 0 V9 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 2013 . - 3704 . . 115x 2 . 0 4 .2+ . 0 2R 117 17/16 ROUND 1 1 . 00 199. 6 + 14363 . + 26599 . . 237x 2 . 9 7 . 8+ . 0 SQR 20 Ll-1/2X1-l/2X. 170 2 1 . 00 74 . 8 - 9439 . - 19278 . . 170x 3 . 8 11 . 7+ . 0 ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 900 . LBS AT ANY PANEL POINT. ***** .�, r; KING BUILDING Mar 28, 2002 S80-02-0087 LIST 1 T5 - - - - - - - - - - - - - - - - - - - - - -- - - **WEB DESIGN FOR UPLIFT** - - - -- -- --- - - -- - - - - - - - - - - - UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 117 17/16 ROUND 1 . 80 159.6 - 3628 . - 6926 . Vl 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 98 .4 4 17 Ll-1/2X1-1/2X. 138 1 1 . 00 175 . 8 - 2398 . - 2544 . V2 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 .7 5 17 Ll-l/2X1-l/2X. 138 2 1 . 00 112 . 1 6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 1660 . - 2156 . V3 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 7 27 L 2 X 2 X. 187 1 1 . 00 131 . 9 8 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 922 . - 2156 . V4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 .7 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 10 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 184 . - 2156 . V5 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 .7 1OR 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 184 . - 2156 . 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 8R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 922 . - 2156 . 7R 27 L 2 X 2 X. 187 1 1 . 00 131. 9 V7 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 6R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 1660 . - 2156 . 5R 17 L1-1/2X1-1/2X. 138 2 1 . 00 112 . 1 V8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 .7 4R 17 Ll-1/2X1-1/2X. 138 1 1 . 00 175 .8 - 2398 . - 2544 . 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 98 .4 V9 14 L1-1/2X1-l/2X. 115 1 1 . 00 115.7 2R 117 17/16 ROUND 1 . 80 159. 6 - 3628 . - 6926 . -- ----- - ------------ ----- **CANTILEVER WEB DESIGN** --- - - - -------------- ----- RGHT CANTILEVER END REACTION = 9439 . 1 LBS, MIN VERT SHEAR = 1144 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 226 . 8 + 1871 . +23562 . .230x 2 .4 5 . 0+ . 0 CV1 14 L1-1/2X1-l/2X. 115 2 1 . 00 73 . 6 - 1145 . -12792 . . 115x 3 . 7 11 . 5+ . 0 -- -- -- ----- - - - - ---------- **BRIDGING REQUIREMENTS** ---- - - -- - - - - - - - - -- -- - --- - WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 633 1 . 628 58 . 917 432 . 874 19 .417 2 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 7 50 .583 1 . 628 88 .438 - - - - - - -- - - - - - - - - - - - - - - - - - - BRIDGING SELF WEIGHT = 53 . 0 LBS/FT > 23 . 3 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H EX - - - -- - - - - - - --- - - - - - - - - - - - NOTE : END PANEL SHORTENED DUE TO W2 UPLIFT LOAD. 5 �� a KING BUILDING Mar 28, 2002 S80-02-0087 LIST 2 T6 36LH 265 59 ' 311 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- ------ -- - - - - - - - - - - - - - - - . .. ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -- - - - -- - - - - - - - - - - - - - - - ------------ ------- - - - - - - - BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD CANTLR INCHES 36 . 00 59- 3 0/0 12 . 0 1 . 87 TL 1 .26 LL ----- ----- ------- **LOAD CRITERIA** ----------------- TOTAL LOAD = 265 . 0 PLF, LIVE LOAD = 190 . PLF, UPLIFT LOAD = 75 . PLF. LIVE LOAD DEFLECTION SPECIFIED AS L/240 TOTAL LOAD DEFLECTION SPECIFIED AS L/240 R FEM = 2 . 25 FT-K, LATERAL MOMENT = . 00 FT-K, BC LY = 12 . 0000 FT. ADDITIONAL LOAD OF . 500 KIPS SPECIFIED AT ANY PANEL POINT. ----------------- ----- - - - - **TCX/CANT LOAD CRITERIA** - ------------------- - - - - - - R CANT FEM = 2 . 25 FT-K, BC LY = 12 . 0000 FT, SHEAR = 1 . 14 KIPS . R CANT LOADS : UNIFORM = 292 . PLF. - - - - - - - - - - - - - - - - - - - - **BASIC DIMENSIONS** - - - - - - - - - - - - - - - - - - - -- LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 58 . 9167 4- 4 0/0 4- 4 0/0 2- 6 1/2 2- 6 1/2 7 AT 6- 6 0/0 LEFT TC RIGHT TC END PANEL END PANEL 4- 4 0/0 4- 4 0/0 DEPTH DEPTH DEPTH LEFT CENTER 36 3 0/0 RIGHT RIGHT ACTUAL) 0- 0 0/0 3-111/8 36 34 3/8 34 3/8 34 3/8 (ACTUAL) END-PAN VAR-PAN HALF-PANELS R SQC 3-11 1/8 **TRUSS ANALYSIS** - - - - - -- - - - - - - - - - - - - EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 552 . 1 34 . 324 2 - . 686 + 13259 . 7 10931 . 8 . 0 2 888 . 9 34 . 324 V1 . 000 - 888 . 9 10931 . 8 . 0 3 767 .4 34 . 324 3 1 . 125 - 8850 . 0 . 0 16810 .4 4 861 . 3 34 . 324 4 - . 880 + 8851 . 9 23455 . 3 . 0 5 861 . 3 34 . 324 V2 . 000 - 861 . 3 23455 .3 . 0 6 861 . 3 34 . 324 5 .880 - 7548 . 2 . 0 29121 . 6 7 861 . 3 34 . 324 6 - .880 + 6244 . 6 33809 .3 . 0 8 861 . 3 34 . 324 V3 . 000 - 861 . 3 33809 .3 . 0 9 861 . 3 34 . 324 7 . 880 - 4941 . 0 . 0 37518 .4 10 1361 . 3 34 . 324 8 - .880 + 3637 . 4 40249 . 0 . 0 KING BUILDING Mar 28, 2002 S80-02-0087 LIST 2 T6 - --- - ---- ----- - - -- **TRUSS ANALYSIS** ------------------ EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 11 861 . 3 34 . 324 V4 . 000 - 861 . 3 40249. 0 . 0 12 861 . 3 34 . 324 9 . 880 - 2333 . 8 . 0 42000 . 9 13 861 . 3 34 . 324 10 - . 880 + 1030 .2 42774 . 3 . 0 14 861 . 3 34 . 324 V5 . 000 - 1361 . 3 42774 . 3 . 0 15 861 . 3 34 . 324 1OR . 880 + 1030 .2 . 0 42000 . 9 16 861 . 3 34 . 324 9R - . 880 - 2333 . 8 40249. 0 . 0 17 767 .4 34 . 324 V6 . 000 - 861 .3 40249. 0 . 0 18 888 . 9 34 . 324 8R . 880 + 3637 .4 . 0 37518 .4 19 552 . 1 34 . 324 7R - . 880 - 4941 . 0 33809 . 3 . 0 20 . 0 . 000 V7 . 000 - 861 .3 33809 . 3 . 0 21 . 0 . 000 6R . 880 + 6244 . 6 . 0 29121 . 6 22 . 0 . 000 5R - . 880 - 7548 .2 23455 . 3 . 0 23 . 0 . 000 V8 . 000 - 861 . 3 23455 . 3 . 0 24 . 0 . 000 4R . 880 + 8851 . 8 . 0 16810 .4 25 . 0 . 000 3R -1 . 125 - 8850 . 0 10931 . 8 . 0 26 . 0 . 000 V9 . 000 - 888 . 9 10931 . 8 . 0 27 . 0 . 000 2R . 686 + 13259. 7 . 0 . 0 ***** TRUSS ANALYSIS INCLUDES ADDITIONAL LOAD OF 500 . LBS ***** ***** AT CENTER PANEL POINT 29- 7 1/2 FT FROM END OF JOIST. ***** ----------- --- -- **CHORD DESIGN** STEEL FY = 50000 . PSI --------- - ------ AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 3802 . 3 . 1267 -4974 .7 4313 .2 . 1438 .2705 L END PANEL MP 3802 . 3 .2144 4637. 8 1570 . 0 . 0575 . 2719 L VAR PANEL PP 3802 . 3 . 1267 -4974 . 7 4313 .2 . 1438 . 2705 L VAR PANEL MP 3802 . 3 . 1630 -377 . 0 326 . 8 . 0115 . 1746 INT PANEL PP 14878 . 0 .4959 -2799. 1 2426 . 9 . 0809 . 5768 INT PANEL MP 14878 . 0 . 5764 1399 . 5 473 . 8 . 0175 . 5939 R VAR PANEL MP 3802 .4 . 1630 -377 . 0 326 . 8 . 0115 . 1746 R VAR PANEL PP 3802 .4 . 1267 -4974 . 7 4313 .2 . 1438 . 2705 R END PANEL MP 3802 . 3 .2144 4637 . 8 1570 . 0 . 0575 . 2719 R END PANEL PP 3802 . 3 . 1267 -4974 . 7 4313 .2 . 1438 .2705 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 43 L 3 X 3 X.250 42774 . 1 . 00 32 . 9 1620 . ODEV 14 63- 2 1/8 BC 42 L 3 X 3 X.227 42001 . 1 . 00 131 .4 693 .4REQ 9 59- 8 5/8 1029 . OREQ TL BOTTOM CHORD UPLIFT: 11239 . 1 . 00 131 .4 L/RZ SEC DESCRIPTION AXIAL STRESS CBRMP BC 42 L 3 X 3 X.227 16320 . . 5440 BOTTOM CHORD UPLIFT: 4288 . . 3717 BOTTOM CHORD EXTENSION = 0-10 1/2 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 443 . 9 PLF, L/240 LIVE LOAD DEV = 665 . 9 PLF TOTAL LOAD FOR DEFL = 282 . 0 PLF. ***CHORDS GOVERNED BY DEFLECTION DUE TO CANTILEVER (S) *** -- - - - ------- ---- ---- - **CANTILEVER DESIGN** BC LY = 12 . 00 -- -- - --- ------------ - MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 . 25 1 . 145 1573 . 8 .393G 299 . 8 . 0181 4171 . 1 I� KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T6 -- --- --- ---- -- - - - - -- **END PANEL DESIGN** -- --- -- - - - - - - - - - - - -- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 10931 . 8 1 . 00 84 .4 0 V 4- 4 0/0 5 0/0 RIGHT 10931 . 8 1 . 00 84 .4 0 V 4- 4 0/0 5 0/0 - -- -- ---- - - - -- - - - --- **FIXED-END DESIGN** - - --- -- -- ----- - - - - -- BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 43 786 . 273 . 3 . 0091 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 42 786 . 299 . 8 . 0181 FIXED-END MOMENT SHEAR = 38 . LBS. ----- --------- **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 2014 . 1 LBS . -------------- END REACTION = 8056 . 5 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 117 17/16 ROUND 1 1 . 00 199 . 6 + 13706 . + 26599 . . 237x 2 . 7 7 . 8+ . 0 V1 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1603 . - 3704 . . 115x 2 . 0 4 .2+ . 0 3 14 L1-1/2X1-l/2X. 115 2 1 . 00 98 .4 - 9159. - 9782 . . 115x 5 .4 12 .2+ . 0 4 17 Ll-1/2X1-1/2X. 138 1 1 . 00 175 . 8 + 9160 . + 11849 . . 138x 4 . 5 5 . 3+ . 0 V2 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 5 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 . 3 - 7815 . - 7993 . . 115x 4 . 6 13 . 1+ . 0 6 14 L1-l/2X1-l/2X. 115 1 1 . 00 175 . 1 + 6469 . + 9953 . . 115x 3 . 8 5 . 3+ . 0 V3 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 7 25 L 2 X 2 X. 163 1 1 . 00 131 . 5 - 5124 . - 5402 . . 163x 2 . 1 6 . 0+ . 0 8 14 L1-1/2X1-1/2X. 115 1 1 . 00 175. 1 + 3779 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 V4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115. 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 - 3106 . - 4609 . . 137x 2 . 0 6 . 0+ . 0 10 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 3106 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 V5 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 1OR 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 1 + 3106 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 9R 22 L 2 X 2 X. 137 1 1 . 00 131. 0 - 3106 . - 4609 . . 137x 2 . 0 6 . 0+ . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 8R 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 1 + 3779 .+ 9953 . . 115x 2 . 9 5 . 3+ . 0 7R 25 L 2 X 2 X. 163 1 1 . 00 131 . 5 - 5124 . - 5402 . . 163x 2 . 1 6 . 0+ . 0 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 6R 14 L1-l/2X1-l/2X. 115 1 1 . 00 175 . 1 + 6469 . + 9953 . . 115x 3 . 8 5 . 3+ . 0 5R 14 L1-1/2X1-1/2X. 115 2 1 . 00 111 . 3 - 7815 . - 7993 . . 115x 4 . 6 13 . 1+ . 0 V8 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1575 . - 3704 . . 115x 2 . 0 4 .2+ . 0 4R 17 L1-1/2X1-l/2X. 138 1 1 . 00 175 . 8 + 9160 . + 11849 . . 138x 4 . 5 5 . 3+ . 0 3R 14 L1-1/2X1-1/2X. 115 2 1 . 00 98 . 4 - 9159 . - 9782 . . 115x 5 . 4 12 .2+ . 0 V9 14 L1-1/2X1-l/2X. 115 1 1 . 00 115 . 7 - 1603 . - 3704 . . 115x 2 . 0 4 .2+ . 0 2R 117 17/16 ROUND 1 1 . 00 199 . 6 + 13706 . + 26599. .237x 2 . 7 7 . 8+ . 0 SQR 20 Ll-1/2X1-l/2X. 170 2 1 . 00 74 . 8 - 9239 . - 19278 . 170x 3 . 8 11 . 7+ . 0 ***** WEB MEMBERS HAVE BEEN SIZED FOR ADDITIONAL SHEAR ***** ***** DUE TO A LOAD OF 500 . LBS AT ANY PANEL POINT. ***** iii KING BUILDING Mar 28 , 2002 S80-02-0087 LIST 2 T6 ---------- - - - - ----------- **WEB DESIGN FOR UPLIFT** -- - - -- - - - - - - -- - -- - --- UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 117 17/16 ROUND 1 . 80 159 . 6 - 3628 . - 6926 . Vl 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 3 14 Ll-1/2X1-l/2X. 115 2 1 . 00 98 .4 4 17 Ll-l/2X1-1/2X. 138 1 1 . 00 175 . 8 - 2398 . - 2544 . V2 14 Ll-l/2X1- l/2X. 115 1 1 . 00 115 . 7 5 14 L1-l/2X1- l/2X. 115 2 1 . 00 111 .3 6 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 1660 . - 2156 . V3 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 7 25 L 2 X 2 X. 163 1 1 . 00 131 . 5 8 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 922 . - 2156 . V4 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 10 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 184 . - 2156 . V5 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 1OR 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 184 . - 2156 . 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 8R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 922 . - 2156 . 7R 25 L 2 X 2 X. 163 1 1 . 00 131 . 5 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 6R 14 Ll-1/2X1-l/2X. 115 1 1 .00 175 . 1 - 1660 . - 2156 . 5R 14 L1-1/2X1-l/2X. 115 2 1 . 00 111 .3 V8 14 L1-1/2X1-l/2X. 115 1 1 . 00 115 . 7 4R 17 Ll-1/2X1-l/2X. 138 1 1. 00 175 . 8 - 2398 . - 2544 . 3R 14 Ll-1/2X1-l/2X. 115 2 1 .00 98 .4 V9 14 Ll-1/2X1- l/2X. 115 1 1 . 00 115 . 7 2R 117 17/16 ROUND 1 . 60 159 . 6 - 3628 . - 6926 . -- ---- ---- ---- -- -- - --- --- **CANTILEVER WEB DESIGN** ------------------- ------ RGHT CANTILEVER END REACTION = 9239 . 1 LBS, MIN VERT SHEAR = 1144 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 226 . 8 + 1871 . +23562 . . 230x 2 .4 5 . 0+ . 0 CV1 14 Ll-1/2X1-l/2X. 115 2 1 . 00 73 . 6 - 1145 . -12792 . . 115x 3 . 7 11 . 5+ . 0 - -- - - - - - -- - - - - - - - - - -- - - - - **BRIDGING REQUIREMENTS** --- - -- -- -- - - - - - - - -- -- ---- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 633 1 . 628 58 . 917 432 . 874 19 .417 2 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 7 50 . 583 1 . 628 88 .438 -- - - - - - - - - - --- - - - - - - - - --- BRIDGING SELF WEIGHT = 53 . 0 LBS/FT > 23 . 2 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H EX -- - - -- - - -- ---- - - - - - --- --- NOTE: END PANEL SHORTENED DUE TO W2 UPLIFT LOAD. KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T7 36LH 265 59 ' 3" - - - - - - -- - - - - - - - - - - - -- - ----- -- -- ---- - -- -- -- - - - --------- --- - ----- --- ------- ----- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - -- - - - - - -- - - --------- - - ------- ------------------------------------ - -- - BRIDGING LEFT END RGHT END ACTUAL DEFL DEPTH BS LENGTH BC DEV STANDARD CANTLR INCHES 36 . 00 59- 3 0/0 12 . 0 1 . 76 TL 1 .26 LL --- - - - -- - - - -- --- - **LOAD CRITERIA** -- - - -- ------ - - - - - TOTAL LOAD = 265 . 0 PLF, LIVE LOAD = 190 . PLF, UPLIFT LOAD = 75 . PLF. LIVE LOAD DEFLECTION SPECIFIED AS L/240 TOTAL LOAD DEFLECTION SPECIFIED AS L/240 R FEM = 2 . 25 FT-K, LATERAL MOMENT = . 00 FT-K, BC LY = 12 . 0000 FT. - -- -- ---- - --- - ------------ **TCX/CANT LOAD CRITERIA** -- - - - -- - - - --- - ------------ R CANT FEM = 2 .25 FT-K, BC LY = 12 . 0000 FT, SHEAR = 1 . 14 KIPS . R CANT LOADS : UNIFORM = 292 . PLF. -- - - - - -- - - - --- ---- - - **BASIC DIMENSIONS** ------ - - - - - - ------- - LEFT RIGHT LEFT RIGHT WK LENGTH END PANEL END PANEL VAR DIM VAR DIM INTERIOR PANELS 58 . 9167 4- 4 0/0 4- 4 0/0 2- 6 1/2 2- 6 1/2 7 AT 6- 6 0/0 LEFT TC RIGHT TC END PANEL END PANEL 4- 4 0/0 4- 4 0/0 DEPTH DEPTH DEPTH LEFT CENTER RIGHT TCX LEFT SQC RIGHT 34 3%8 34 3%8 34 3%8 (ACTUAL) 0- 0 0/0 3-11 1/8 END-PAN VAR-PAN HALF-PANELS R SQC 3-11 1/8 - - -- - - - - - - - - - - - -- - **TRUSS ANALYSIS** ---- ----- - - -- ----- EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 1 552 . 1 34 . 324 2 - . 686 + 12817 . 9 10567 . 6 . 0 2 888 . 9 34 . 324 V1 . 000 - 888 . 9 10567 . 6 . 0 3 767 . 4 34 . 324 3 1 . 125 - 8515 . 6 . 0 16224 . 0 4 861 . 3 34 . 324 4 - . 880 + 8473 .4 22584 . 9 . 0 5 861 . 3 34 . 324 V2 . 000 - 861 .3 22584 . 9 . 0 6 861 . 3 34 . 324 5 . 880 - 7169 .8 . 0 27967 . 1 7 861 . 3 34 . 324 6 - . 880 + 5866 .2 32370 . 8 . 0 8 861 . 3 34 . 324 V3 . 000 - 861 .3 32370 . 8 . 0 9 861 . 3 34 . 324 7 . 880 - 4562 .6 . 0 35795 . 8 10 861 . 3 34 . 324 8 - . 880 + 3259 . 0 38242 . 3 . 0 11 861 . 3 34 . 324 V4 . 000 - 861 .3 38242 . 3 . 0 12 861 . 3 34 . 324 9 . 880 - 1955 .4 . 0 39710 .2 13 861 . 3 34 . 324 10 - . 880 + 651 . 8 40199 . 5 . 0 14 861 . 3 34 . 324 V5 . 000 - 861 .3 40199 . 5 . 0 15 861 . 3 34 . 324 1OR . 880 + 651 . 8 . 0 39710 .2 i 1 KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T7 ------------ - -- -- - **TRUSS ANALYSIS** -------- ------- --- EFF WEB WEB AXIAL LD AXIAL LD AXIAL LD PP LOAD-LBS DEPTH MEM SLOPE IN WEB TOP CHORD BOT CHORD 16 861 . 3 34 . 324 9R - . 880 - 1955 . 4 38242 .3 . 0 17 767 .4 34 . 324 V6 . 000 - 861 . 3 38242 . 3 . 0 18 888 . 9 34 . 324 8R . 880 + 3259 . 0 . 0 35795 . 8 19 552 . 1 34 . 324 7R - . 880 - 4562 . 6 32370 . 8 . 0 20 . 0 . 000 V7 . 000 - 861 . 3 32370 . 8 . 0 21 . 0 . 000 6R . 880 + 5866. 2 . 0 27967 . 1 22 . 0 . 000 5R - . 880 - 7169 . 8 22584 . 9 . 0 23 . 0 . 000 V8 . 000 - 861 . 3 22584 . 9 . 0 24 . 0 . 000 4R . 880 + 8473 .4 . 0 16224 . 0 25 . 0 . 000 3R -1 . 125 - 8515 . 6 10567 . 6 . 0 26 . 0 . 000 V9 . 000 - 888 . 9 10567 . 6 . 0 27 . 0 . 000 2R . 686 + 12817 . 9 . 0 . 0 -- - -- -- ----- - --- **CHORD DESIGN** STEEL FY = 50000 . PSI ---------------- AXIAL AXIAL MOMENT BENDING BENDING COMBINED STRESS RATIO UNI LOAD STRESS RATIO RATIO L END PANEL PP 3675 . 7 . 1225 -4974 . 7 4313 .2 . 1438 .2663 L END PANEL MP 3675 . 7 .2072 4637 . 8 1570 . 0 . 0574 .2646 L VAR PANEL PP 3675 . 7 . 1225 -4974 . 7 4313 .2 . 1438 .2663 L VAR PANEL MP 3675 . 7 . 1576 -377 . 0 326 . 8 . 0115 . 1691 INT PANEL PP 13982 .4 .4661 -2799 . 1 2426 . 9 . 0809 . 5470 INT PANEL MP 13982 .4 . 5417 1399 . 5 473 . 8 . 0174 .5591 R VAR PANEL MP 3675 . 7 . 1576 -377 . 0 326 . 8 . 0115 . 1691 R VAR PANEL PP 3675 . 7 . 1225 -4974 . 7 4313 .2 . 1438 . 2663 R END PANEL MP 3675 . 7 .2072 4637 . 8 1570 . 0 . 0574 .2646 R END PANEL PP 3675 . 7 . 1225 -4974 . 7 4313 . 2 . 1438 .2663 SEC DESCRIPTION AXIAL LOAD K KL/R I FLRS LENGTH TC 43 L 3 X 3 X.250 40200 . 1 . 00 32 . 9 1620 . ODEV 14 63- 2 1/8 BC 42 L 3 X 3 X.227 39710 . 1 . 00 131 .4 693 .4REQ 9 59- 8 5/8 BOTTOM CHORD UPLIFT: 11239 . 1 . 00 131 .4 L/RZ67 . 1REQ TL SEC DESCRIPTION AXIAL STRESS CBRMP BC 42 L 3 X 3 X. 227 15338 . . 5113 BOTTOM CHORD UPLIFT: 4288 . .3717 BOTTOM CHORD EXTENSION = 0-10 1/2 BOTTOM CHORD HAS FILLERS L/240 LIVE LOAD DEV = 443 . 9 PLF, L/240 LIVE LOAD DEV = 665 . 9 PLF TOTAL LOAD FOR DEFL = 265 . 0 PLF. ***CHORDS GOVERNED BY DEFLECTION DUE TO CANTILEVERS) *** ---- -- - - - -- --- -- - - - - - **CANTILEVER DESIGN** BC LY = 12 . 00 --------- -- - - - --- ---- MOMENT SHEAR MAX DEFL BC AXIAL BC COMBINED FT-K KIPS REQ I IN TCB STRESS CBRMP STRESS TC RIGHT 2 .25 1 . 145 1573 . 8 . 393G 299 . 8 . 0181 4171 . 1 -- - - - - -- - ----- - ----- **END PANEL DESIGN** ---- ------ ------ - - -- AXIAL LOAD K KL/R FLR WEB TO END BASEL NGM NGM B. DEPTH LEFT 10567 . 6 1 . 00 84 .4 0 V 4- 4 0/0 5 0/0 RIGHT 10567 . 6 1 . 00 84 .4 0 V 4- 4 0/0 5 0/0 KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T7 -- - -- --- ---- - -- -- - - - **FIXED-END DESIGN** - - ----- - -- -- - - - - - - - - BC LY = 12 . 0000 FT. - TENSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO TC 43 786 . 273 . 3 . 0091 - COMPRESSION - AXIAL AXIAL AXIAL SEC FORCE STRESS RATIO BC 42 786 . 299 . 8 . 0181 FIXED-END MOMENT SHEAR = 38 . LBS. ---- -- -------- **WEB DESIGN** STEEL FY = 50000 . PSI . MIN VERT SHEAR = 1951 . 6 LBS . - - ------- ----- END REACTION = 7806 . 5 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT 2 117 17/16 ROUND 1 1 . 00 199. 6 + 12885 . + 26599 . . 237x 2 . 7 7 . 8+ . 0 Vl 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1090 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 3 14 Ll-1/2X1-1/2X. 115 2 1 . 00 98 . 4 - 8567 . - 9782 . . 115x 5 . 0 12 . 2+ . 0 4 17 Ll-l/2X1-l/2X. 138 1 1 . 00 175. 8 + 8531 . + 11849 . . 138x 4 . 2 5 . 3+ . 0 V2 14 Ll-1/2X1-l/2X. 115 1 1 . 00 115 . 7 - 1062 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 5 14 L1-1/2X1-1/2X. 115 2 1 . 00 111. 3 - 7228 . - 7993 . . 115x 4 .2 13 . 1+ . 0 6 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 5924 . + 9953 . . 115x 3 . 5 5 . 3+ . 0 V3 14 Ll-1/2X1-l/2X. 115 1 1 .00 115 . 7 - 1062 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 7 22 L 2 X 2 X. 137 1 1 . 00 131. 0 - 4620 . - 4609 . . 137x 2 . 3 6 . 0+ . 0 8 14 L1-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 3317 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 V4 14 L1-1/2X1-l/2X. 115 1 1 . 00 115 . 7 - 1062 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 - 3012 . - 4609 . . 137x 2 . 0 6 . 0+ . 0 10 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 3012 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 V5 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1062 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 1OR 14 L1-1/2X1-l/2X. 115 1 1 . 00 175 . 1 + 3012 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 - 3012 . - 4609 . . 137x 2 . 0 6 . 0+ . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1062 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 8R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 + 3317 . + 9953 . . 115x 2 . 9 5 . 3+ . 0 7R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 - 4620 . - 4609 . . 137x 2 . 3 6 . 0+ . 0 V7 14 L1-1/2X1-1/2X. 115 1 1 . 00 115. 7 - 1062 . - 3704 . . 115x 2 . 0 4 .2+ . 0 6R 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 + 5924 . + 9953 . . 115x 3 . 5 5 . 3+ . 0 5R 14 Ll-1/2X1-l/2X. 115 2 1 . 00 111 . 3 - 7228 . - 7993 . . 115x 4 . 2 13 . 1+ . 0 V8 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1062 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 4R 17 Ll-1/2X1-l/2X. 138 1 1 . 00 175 . 8 + 8531 . + 11849 . . 138x 4 . 2 5 . 3+ . 0 3R 14 Ll-1/2X1-1./2X. 115 2 1 . 00 98 . 4 - 8567 . - 9782 . . 115x 5 . 0 12 . 2+ . 0 V9 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 - 1090 . - 3704 . . 115x 2 . 0 4 . 2+ . 0 2R 117 17/16 ROUND 1 1 . 00 199. 6 + 12885 . + 26599 . .237x 2 . 7 7 . 8+ . 0 SQR 20 L1-1/2X1-l/2X. 170 2 1 . 00 74 . 8 - 8989 . - 19278 . . 170x 3 . 8 11 . 7+ . 0 - - - --- - - - - - - - - - -- - -- - - - - - **WEB DESIGN FOR UPLIFT** --- ------- - - --- - -- -- - -- -- UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 2 117 17/16 ROUND 1 . 80 159. 6 - 3628 . - 6926 . V1 14 L1-1/2X1-1/2X. 115 1 1 . 00 115 . 7 3 14 L1-1/2X1-1/2X. 115 2 1 . 00 98 .4 4 17 L1-1/2X1-l/2X. 138 1 1 . 00 175. 8 - 2398 . - 2544 . V2 14 L1-1/2X1-l/2X. 115 1 1 . 00 115 . 7 .. 1 L �1 1 KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T7 ------------ -- - - - ---- ---- **WEB DESIGN FOR UPLIFT** UREQ UDEV WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD 5 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 . 3 6 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 1660 . - 2156 . V3 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 7 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 922 . - 2156 . V4 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 9 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 10 14 Ll-1/2X1-1/2X. 115 1 1 . 00 175 . 1 - 184 . - 2156 . V5 14 Ll-l/2X1-l/2X. 115 1 1 . 00 115 . 7 1OR 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 184 . - 2156 . 9R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 V6 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 8R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 922 . - 2156 . 7R 22 L 2 X 2 X. 137 1 1 . 00 131 . 0 V7 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115 . 7 6R 14 Ll-1/2X1-l/2X. 115 1 1 . 00 175 . 1 - 1660 . - 2156 . 5R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 111 . 3 V8 14 Ll-1/2X1-1/2X. 115 1 1 . 00 115. 7 4R 17 L1-1/2X1-1/2X. 138 1 1 . 00 175 . 8 - 2398 . - 2544 . 3R 14 Ll-1/2X1-1/2X. 115 2 1 . 00 98 .4 V9 14 L1-1/2X1-l/2X. 115 1 1 . 00 115 . 7 2R 117 17/16 ROUND 1 . 80 159 . 6 - 3628 . - 6926 . ---- --------------------- **CANTILEVER WEB DESIGN** ------------------------- RGHT CANTILEVER END REACTION = 8989 . 1 LBS, MIN VERT SHEAR = 1144 . 7 LBS . REQ DEV WELD SIZE AVBL WEB NO DESCRIPTION Q K KL/R AX LOAD AX LOAD AND LENGTH WELD SLOT CW2 116 1" ROUND 1 1 . 00 226 . 8 + 1871 . +23562 . . 230x 2 .4 5 . 0+ . 0 CV1 14 L1-1/2X1-l/2X. 115 2 1 . 00 73 . 6 - 1145 . -12792 . . 115x 3 . 7 11 . 5+ . 0 -- - - --- - ---- -- - ----- ----- **BRIDGING REQUIREMENTS** -- - --------- -------- ----- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 633 1 . 628 58 . 917 432 . 874 19 .417 - 2 H UPLIFT BRIDGING NO. OF SPACING ROWS CLEAR SPAN BC RYY L/RYY 12 . 000 7 50 . 583 1. 628 88 .438 --------------- ---- ------ BRIDGING SELF WEIGHT = 53 . 0 LBS/FT > 23 . 1 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H EX --- - - -- -- -- ------ -- - ----- NOTE : END PANEL SHORTENED DUE TO W2 UPLIFT LOAD. KING BUILDING Mar 28, 2002 S80-02-0087 LIST 2 T8 - - - - - - - - - - - - ------- ------ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -------- ------- -------- ------- ------ - - - - - - - - - - - - - -- - - - - - - - - -- - - - - - - - - - - - - - - - - - - - JOIST TYPE BASE LENGTH 20LH550 29 ' 07-1/4" **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG --- ----------- - - - - - - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION - - LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 2-11 0/0 1-10 5/8 5 AT 4- 0 0/0 1-10 5/8 2-11 0/0 BC 3-11 0/0 0-10 5/8 0-10 5/8 3-11 0/0 **DESIGN CRITERIA** ---------------- --- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EF0L LD/D4EF0L **CHORD DESCRIPTION** MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 28 L 2 X 2 X.200 1 . 0065 8 271 .3 112 . Y BC 28 L 2 X 2 X.200 . 8094 19 N - -- -- - - - - - - - - - **DEFLECTION** --- - - - - - - - - -- - ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 .46 1 .44 x 1 .46 . 65 ----------------- --------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - ----------------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -17742 . -384 . 5 345.5 . 7699 . 8064 1 . 00 83 . 9 2 1 -16751 . -384 . 5 13 .2 . 7481 . 4820 1 . 00 57 . 5 3 1 -26418 . -201 . 7 118.4 . 7791 . 7457 . 75 45 . 8 4 1 -26418 . -201 . 7 85 . 1 . 7791 . 7315 . 75 45 . 8 5 1 -34809 . -184 . 7 93 .5 . 9463 . 9568 . 75 45 . 8 6 1 -34809 . -184 . 7 91.2 . 9463 . 9559 . 75 45 . 8 7 1 -37609 . -183 . 5 91. 8 1 . 0065 . 9536 . 75 30 . 5 x 8 1 -37609 . -183 . 5 91. 8 1 . 0065 . 9536 . 75 30 . 5 x 9 1 -34809 . -184 . 7 91.2 . 9463 . 9559 . 75 45 . 8 10 1 -34809 . -184 . 7 93 .5 . 9463 . 9568 . 75 45 . 8 11 1 -26419 . -201 . 7 85. 1 . 7791 . 7315 . 75 45 . 8 12 1 -26419 . -201 . 7 118 .4 . 7791 . 7457 . 75 45 . 8 13 1 -16751 . -384 . 5 13 .2 . 7481 . 4820 1 . 00 57 . 5 14 1 -17742 . -384 . 5 345. 5 . 7699 . 8064 1 . 00 83 . 9 V AXIAL D PP MOMENT MP MOMENT BC LC (LBS) (FT-LBS) (FT LBS) RATIO RATIO K KL/R REQD 15 16 1 20062 . . 0 . 0 .4400 . 4400 1 . 00 88 . 1 17 1 31305 . . 0 . 0 . 6865 . 6865 1 . 00 122 . 1 KING BUILDING Mar 28, 2002 S80-02-0087 LIST 2 T8 20LH550 29 ' 07-1/4" Page 2 --- --- - --- ---- --- - - ------------------------- -- - -- - ---- - - ------------ -- --- ---- - **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI ---------- -- -- - ----------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 36909 . . 0 . 0 . 8094 . 8094 1 . 00 122 . 1 19 1 36909 . . 0 . 0 . 8094 . 8094 1 . 00 122 . 1 20 1 31305 . . 0 . 0 . 6865 . 6865 1 . 00 122 . 1 21 1 20062 . . 0 . 0 .4400 .4400 1 . 00 88 . 1 22 - - ---- --- ---- - **WEB DESIGN** STEEL FY = 50 KSI . MIN VERT SHEAR = 2012 . LBF. - - ---- --- ---- - L END REACTION = -8049. LBF. R END REACTION = -8049. LBF. MEM Q SEC DESCRIPTION KL/R AXLQLD AXLVLD SIZE LEN DEN SLOT 2 1 115 15/16 ROUND 176 . 7 + 19236 + 20709 . 222x 4 . 1 7 . 1 2D 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2069 - 5585 lllx 2 . 0 3 . 1 3 1 17 Ll-1/2X1-1/2X. 138 87 . 9 - 6744 - 6856 . 138x 3 . 3 3 .4 4 1 17 Ll-1/2X1-l/2X. 138 103 . 3 + 8083 + 11849 . 138x 3 . 9 4 .4 V2 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1343 - 6064 lllx 2 . 0 3 . 1 5 1 14 Ll-1/2X1-l/2X. 115 77 . 1 - 6214 - 6196 . 115x 3 . 6 4 .4 V3 1 8 Ll-1%4X1-1% 23 4X. 111 157 .4 - 1292 - 6064 . 111x 2 . 0 3 . 1 7 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3258 - 4299 . 11lx 2 . 0 4 . 0 8 1 8 L1-1/4X1-1/4X. 111 123 . 8 + 3258 + 7955 lllx 2 .4 4 . 0 V4 1 8 L1-1/4X1-1/4X. 111 57 .4 - 1289 - 6064 . 11lx 2 . 0 3 . 1 8R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3258 + 7955 . 11lx 2 .4 4 . 0 7R 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3258 - 4299 lllx 2 . 0 4 . 0 V5 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1292 - 6064 . 11lx 2 . 0 3 . 1 6R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 4457 + 7955 . 11lx 2 . 7 4 . 0 SR 1 V6 1 18 Ll-1%4X1-1%4X. 111 57 .4 - 1343 - 6064 . 11lx 2 . 0 3 . 1 4R 1 17 Ll-1/2X1-1/2X. 138 103 . 3 + 8083 + 11849 . 138x 3 . 9 4 .4 3R 1 17 Ll-1/2X1-1/2X. 138 87 . 9 - 6744 - 6856 . 138x 3 . 3 3 .4 2DR 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2069 - 5585 lllx 2 . 0 3 . 1 2R 1 115 15/16 ROUND 176 . 7 + 19236 + 20709 .222x 4 . 1 7 . 1 ---- --- -------- ---- ------ **BRIDGING REQUIREMENTS** --------------- ---------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 238 1 .238 29.271 283 . 806 14 . 303 1 H -------------- ----------- BRIDGING SELF WEIGHT = 155 . 3 LBS/FT > 11 . 8 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H ------ ---- ---- ------ ----- NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R z KING BUILDING Mar 28, 2002 S80-02-0087 LIST 2 T9 ----- - - - - - - - - - - - - - - - - - ---- - - -- - -- - -- - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - JOIST TYPE BASE LENGTH 20LH550 29 ' 07-1/4" -------- - - - - - - - - - - -- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG --------- -------- - - - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 2-11 0/0 1-10 5/8 5 AT 4- 0 0/0 1-10 5/8 2-11 0/0 BC 3-11 0/0 0-10 5/8 0-10 5/8 3-11 0/0 ------------------- **DESIGN CRITERIA** --------- ---------- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (PLF) (LBS) (KIPS) (KIPS) (KIPS) LL/D4EOFL LL/D4EFFL - - - - - ---------------- **CHORD DESCRIPTION** - - - - - ---- ------------ MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 28 L 2 X 2 X.200 1 . 0065 7 271 . 3 112 . Y BC 28 L 2 X 2 X.200 . 8094 19 N - ------------ - **DEFLECTION** -------------- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 .46 1 . 44 x 1 .46 . 65 - - -- - - - -- -- - - - - - ---------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - - - --- ----------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -17742 . -384 . 5 345 .5 . 7699 . 8064 1 . 00 83 . 9 2 1 -16751 . -384 . 5 13 .2 . 7481 .4820 1 . 00 57 . 5 3 1 -26418 . -201 . 7 118 .4 . 7791 . 7457 . 75 45 . 8 4 1 -26418 . -201 . 7 85 . 1 . 7791 . 7315 . 75 45 . 8 5 1 -34809 . -184 .7 93 . 5 . 9463 . 9568 . 75 45 . 8 6 1 -34809 . -184 . 7 91 .2 . 9463 . 9559 . 75 45 . 8 7 1 -37609 . -183 . 5 91 . 8 1 . 0065 . 9536 . 75 30 . 5 x 8 1 -37609 . -183 . 5 91 . 8 1 . 0065 . 9536 . 75 30 . 5 x 9 1 -34809 . -184 . 7 91 .2 . 9463 . 9559 . 75 45 . 8 10 1 -34809 . -184 . 7 93 . 5 . 9463 . 9569 . 75 45 . 8 11 1 -26419 . -201 . 7 85 . 1 . 7791 . 7315 . 75 45 . 8 12 1 -26419 . -201 . 7 118 .4 . 7791 . 7457 . 75 45 . 8 13 1 -16751 . -384 . 5 13 .2 . 7481 .4820 1 . 00 57 . 5 14 1 -17742 . -384 . 5 345 . 5 . 7699 . 8064 1 . 00 83 . 9 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 15 16 1 20062 . . 0 . 0 .4400 .4400 1 . 00 88 . 1 17 1 31305 . . 0 . 0 . 6865 . 6865 1 . 00 122 . 1 KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T10 - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - -- --- -- -- - -- - - - - - - - - - - - - -- -- - - - - - --- - - - - - ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - - - - - - - - - - - - - - - - - - - - - -- - --- -- - - - --- - --- --- ---- - - -- - - - - -- - - - -- - - - - -- - - ----- -- - - JOIST TYPE BASE LENGTH 20LH550 29 ' 05" -- - - - - - - -- -- --- - --- - **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG - - - - - - - - - -- ---- - - -- - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 2-10 0/0 1-10 1/2 5 AT 4- 0 0/0 1-10 1/2 2-10 0/0 BC 3-10 0/0 0-10 1/2 0-10 1/2 3-10 0/0 **DESIGN CRITERIA** - - - - - - -- - - - - - - - - - --- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EF0L LD/D4EF0L **CHORD DESCRIPTION** MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 28 L 2 X 2 X.200 . 9958 8 262 . 8 110 . Y BC 27 L 2 X 2 X. 187 . 8513 18 N -- - - - -- - -- - - - - **DEFLECTION** - - -- - - --- - - - - - ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 . 45 1 .43 x 1 .45 . 65 - - - - - - --- - - -- - -- - - - - - - - - - - **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - - - - - - - -- --- - - - - - - - - - - - TC GOV (LBS) (FT-LBS) (FT-LBS)AXIAL D P MOMENT M - L LBS) RATIO RATIO K KL/R REQD 1 1 -17267 . -362 .2 324 . 6 . 7374 . 7591 1 . 00 81 .4 2 1 -16304 . -362 . 2 16 .1 . 7163 . 4694 1 . 00 57 .2 3 1 -25933 . -200 .4 116 .5 . 7672 . 7320 . 75 45 . 8 4 1 -25933 . -200 .4 85 .5 . 7672 . 7189 . 75 45 . 8 5 1 -34322 . -184 . 6 93 .3 . 9355 . 9439 . 75 45 . 8 6 1 -34322 . -184 . 6 91 .2 . 9355 . 9430 . 75 45 . 8 7 1 -37121 . -183 . 5 91 . 8 . 9958 . 9417 . 75 30 . 5 x 8 1 -37121 . -183 . 5 91 .8 . 9958 . 9417 . 75 30 . 5 x 9 1 -34322 . -184 . 6 91 .2 . 9355 . 9430 . 75 45 . 8 10 1 -34322 . -184 . 6 93 .3 . 9355 . 9439 . 75 45 . 8 11 1 -25932 . -200 .4 85 .5 . 7672 . 7189 . 75 45 . 8 12 1 -25932 . -200 .4 116 . 5 . 7672 . 7320 . 75 45 . 8 13 1 -16304 . -362 . 2 16 . 1 . 7162 .4694 1 . 00 57 .2 14 1 -17267 . -362 . 2 324 . 6 . 7374 . 7591 1 . 00 81 .4 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 15 16 1 19581 . . 0 . 0 .4577 .4577 1 . 00 87 . 6 17 1 30819 . . 0 . 0 . 7204 . 7204 1 . 00 121 . 9 �a �, r� '' 1 I KING BUILDING Mar 28, 2002 580-02-0087 LIST 2 T10 20LH550 29 ' 05" Page 2 ----------------------------- - - --- -------- ------- ------- ------- ---- - -- - - - - --- - **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI -------------------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 36421 . . 0 . 0 . 8513 . 8513 1 . 00 121 . 9 19 1 36421 . . 0 . 0 . 8513 . 8513 1 . 00 121 . 9 20 1 30818 . . 0 . 0 . 7204 . 7204 1 . 00 121 . 9 21 1 19581 . . 0 . 0 . 4577 . 4577 1 . 00 87 . 6 22 -------------- **WEB DESIGN** STEEL FY = 50 KSI . MIN VERT SHEAR = 1999 . LBF. -------------- L END REACTION = -7998 . LBF. R END REACTION = -7998 . LBF. MEM Q SEC DESCRIPTION KL/R AXLQLD AXLVLD SIZE LEN LEN SLOT 2 1 115 15/16 ROUND 173 . 3 + 18786 + 20709 . 222x 4 . 0 6 . 9 2D 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2015 - 5584 lllx 2 . 0 3 . 1 3 1 17 Ll-1/2X1-l/2X. 138 87. 7 - 6737 - 6876 . 138x 3 . 3 3 .4 4 1 17 Ll-1/2X1-l/2X. 138 103 .3 + 8077 + 11849 . 138x 3 . 9 4 .4 V2 1 8 Ll-1/4X1-1/4X. 111 57.4 - 1337 - 6063 lllx 2 . 0 3 . 1 5 1 14 Ll-1/2X1-1/2X. 115 77. 1 - 6214 - 6196 . 115x 3 . 6 4 .4 6 1 8 Ll-1/4X1-1/4X. 111 123 . 9 + 4456 + 7955 . 11lx 2 . 7 4 . 0 V3 1 8 Ll-1/4X1-1/4X. 111 57.4 - 1289 - 6063 . 11lx 2 . 0 3 . 1 7 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3236 - 4299 . 11lx 2 . 0 4 . 0 8 1 8 Ll-1/4X1-1/4X. 111 123 . 9 + 3236 + 7955 . 11lx 2 .4 4 . 0 V4 1 8 Ll-1/4X1-1/4X. 111 57.4 - 1286 - 6063 . 11lx 2 . 0 3 . 1 8R 1 8 Ll-1/4X1-1/4X. 111 123 . 9 + 3236 + 7955 lllx 2 .4 4 . 0 7R 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3236 - 4299 . 11lx 2 . 0 4 . 0 V5 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1289 - 6063 . 11lx 2 . 0 3 . 1 6R 1 8 L1-1/4X1-1/4X. 111 123 . 9 + 4456 + 7955 . 11lx 2 . 7 4 . 0 5R 1 14 L1-1/2X1-1/2X. 115 77 . 1 - 6214 - 6196 . 115x 3 . 6 4 .4 V6 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1337 - 6063 . 11lx 2 . 0 3 . 1 4R 1 17 L1-1/2X1-1/2X. 138 103 . 3 + 8077 + 11849 . 138x 3 . 9 4 .4 3R 1 17 L1-1/2X1-1/2X. 138 87. 7 - 6737 - 6876 . 138x 3 . 3 3 .4 2DR 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2015 - 5584 . 11lx 2 . 0 3 . 1 2R 1 115 15/16 ROUND 173 . 3 + 18786 + 20709 .222x 4 . 0 6 . 9 ----------------- -------- **BRIDGING REQUIREMENTS** ------------------------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 238 1 . 234 29 . 083 281 . 988 14 .209 1 H ------------------------- BRIDGING SELF WEIGHT = 155 . 0 LBS/FT > 11 . 6 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H - - - - - - - - - - - - - - - - - - - - - - - -- NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R H'. � i f I KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 Tll ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - - - - - - - - -- - - - - - - - - - - - - - - -- - -- - --- - - - - - - -- ---- ------ --------------------------- JOIST TYPE BASE LENGTH 20LH550 28 ' 01-3/4" - - - -- -- - - - - -- - -- - - - - - - **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG - - - -- - - - - - - - - - - - - - - - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 3- 4 0/0 2- 8 7/8 4 AT 4- 0 0/0 2- 8 7/8 3- 4 0/0 BC 4- 4 0/0 1- 8 7/8 1- 8 7/8 4- 4 0/0 TCX LEFT --- -- -- - - - - - ---- --- **DESIGN CRITERIA** -- - - ---- ---- - -- - - -- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EF0L LD/DE4FOL TOP CHORD EXTENSION LOADS-- TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD REQD MOMENT REQD SEC (PLF) (PLF) DEFLECTION DEFLECTION OF INERTIA MODULUS LEFT 550 . 250 . -- - - -- -- - - -------- - -- - **CHORD DESCRIPTION** - - - - - -- - --- - - - - - -- --- MAX COMB FILLERS SEC DESCRIPTION RATIO LC MEM DEV I REQ I REQ TC 28 L 2 X 2 X. 200 . 9576 1 12 233 . 0 96 . Y BC 23 L 2 X 2 X. 148 . 9920 1 16 N - -- - - - - - - - - -- - - **DEFLECTION** - - ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 . 39 1 . 37 1 . 39 . 62 --- - ----- --- - - ---------- **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION -- - - ------- - - --- - - -- - - - - MIN VERT SHEAR = 1941 . L END REACTION = -7763 . LC = 2X R END REACTION = -7648 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 2 S 115 15/16 ROUND 193 .3 1 + 19694 + 20709 .222x 4 .2 7 . 7 2D S 8 L1-1/4X1-1/4X. 111 68 . 1 1 - 2479 - 5583 . 11lx 2 . 0 3 . 1 3 S 22 L 2 X 2 X. 137 85 . 1 1 - 7498 - 8860 . 137x 3 . 7 4 . 9 4 S 8 Ll-1/4X1-1/4X. 111 123 . 9 1 + 6195 + 7955 lllx 3 . 8 4 . 0 V2 S 8 L1-1/4X1-1/4X. 111 57 .4 1 - 1240 - 6061 . 11lx 2 . 0 3 . 1 5 S 14 L1-1/2X1-l/2X. 115 77 .2 1 - 4458 - 6194 . 115x 2 . 6 4 .4 6 S 8 Ll-1/4X1-1/4X. 111 123 . 9 2X + 3140 + 7955 . 11lx 2 .4 4 . 0 V3 S 8 Ll-1/4X1-1/4X. 111 57 .4 1 - 1264 - 6061 lllx 2 . 0 3 . 1 KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 Tll 20LH550 28 ' 01-3/4" Page 2 - ------- - -- - - - - - - - - - - - -- - - - - - - -- - -- - - - - - - - - --- - - - - - - - - - - - - - - - - - - --- --- **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION -- - -- - --- --- -- - - - - - - --- - MIN VERT SHEAR = 1941 . L END REACTION = -7763 . LC = 2X R END REACTION = -7648 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 7 S 8 Ll-1/4X1-1/4X. 111 92 . 9 2X - 3140 - 4297 lllx 2 . 0 4 . 0 7R S 8 Ll-1/4X1-1/4X. 111 92 . 9 2X - 3140 - 4297 lllx 2 . 0 4 . 0 V4 S 8 Ll-1/4X1-1/4X. 111 57 .4 1 - 1264 - 6061 . 11lx 2 . 0 3 . 1 6R S 8 Ll-1/4X1-1/4X. 111 123 . 9 2X + 3140 + 7955 lllx 2 . 4 4 . 0 5R S 14 L1-l/2X1-l/2X. 115 77 .2 1 - 4458 - 6194 . 115x 2 . 6 4 .4 4R S 8 Ll-1/4X1-1%4X. 111 123 . 9 1 + 6195 + 7955 lllx 3 . 8 4 . 0 3R S 22 L 2 X 2 X. 137 85 . 1 1 - 7498 - 8860 . 137x 3 . 7 4 . 9 2DR S 8 Ll-1/4X1-1/4X. 111 68 . 1 1 - 2479 - 5583 lllx 2 . 0 3 . 1 2R S 115 15/16 ROUND 193 .3 1 + 19694 + 20709 . 222x 4 . 2 7 . 7 ----------------- --------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI -------------------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -18425 . -558 . 9 438 . 3 . 9576 . 7700 1. 00 61 . 7 x 2 1 -17200 . -558 . 9 142 . 8 . 9308 . 6853 1. 00 83 . 6 3 2X -27627 . -217 . 0 79 . 8 . 8208 . 7612 . 75 45 . 8 4 1 -27632 . -185 . 7 94 . 9 . 7899 . 7678 . 75 45 . 8 5 1 -33233 . -185 . 7 90 . 8 . 9127 . 9140 . 75 45 . 8 6 1 -33233 . -183 . 7 91 . 8 . 9107 . 9145 . 75 45 . 8 7 1 -33233 . -183 . 7 91 . 8 . 9107 . 9145 . 75 45 . 8 8 1 -33233 . -185 . 7 90 . 8 . 9127 . 9140 . 75 45 . 8 9 1 -27632 . -185 . 7 94 . 9 . 7899 . 7678 . 75 45 . 8 10 1 -27632 . -215 . 9 80 . 1 . 8198 . 7615 . 75 45 . 8 11 1 -17200 . -558 . 9 142 . 8 . 9308 . 6854 1 . 00 83 . 6 12 1 -18425 . -558 . 9 438 .3 . 9576 . 7700 1 . 00 61 . 7 x GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 13 14 1 22762 . . 0 . 0 . 6654 . 6654 1 . 00 113 . 3 15 1 31137 . . 0 . 0 . 9103 . 9103 1 . 00 121.2 16 1 33933 . . 0 . 0 . 9920 . 9920 1 . 00 121 .2 17 1 31137 . . 0 . 0 . 9103 . 9103 1 . 00 121 . 2 18 1 22762 . . 0 . 0 . 6654 . 6654 1 . 00 113 . 3 19 ----------------- - - - ---------- **TOP CHORD EXTENSION DESIGN** ---------------- - - ------------ BENDING DEFLC GOV BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. TC BC DEPTH LEFT 28 TC 143 . . 005 .404 . 000 . 576 . 021 5 . 00 32 BR = = = -- nw a ' ' � . � � Y KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 Tll 20LH550 28 ' 01-3/4" Page 3 ----- -- -- - - -- --- ------- ---- - -- - - - - TOP CHORD EXTENSION DEFLECTION-- - - - --- - - - -- ----- - - ---- --- - - - ---- NODAL ROTATION ACTUAL ALLOWABLE GOV GOV AT WORKING POINT DEFLECTION DEFLECTION TC TCX LOAD CASE-- (RADIANS) (INCHES) (INCHES) LEFT 1 . LL MS) . 90078E-02 . 000 . 000 2 . LL TCX) - .45258E-04 . 000 . 000 3 . TL MS +DL ((TCX . 19763E-01 . 000 . 000 4 . DL MS +TL (TCX3 . 10710E-01 . 000 . 000 --- ---- -- - - - - - - - - - - ------ **BRIDGING REQUIREMENTS** --- - - - - - - -- - - - - - - - - - - - - - -- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 .238 1 . 225 27 . 813 269 . 666 13 . 573 1 H BRIDGING SELF WEIGHT = 171 . 5 LBS/FT > 10 . 8 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H �i s �� KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 T12 ---------------------------------- - - - - - - - - - --------------------------- -------- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** ---------- ------------------------------- - - - - - - - ------------------------------ JOIST TYPE BASE LENGTH 20LH550 24 ' 01-3/4" ---------- ---------- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG ----- - - --- - - - - ------ DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 2- 3 0/0 1- 9 7/8 4 AT 4- 0 0/0 1- 9 7/8 2- 3 0/0 BC 3- 3 0/0 0- 9 7/8 0- 9 7/8 3- 3 0/0 TCX LEFT ---------- - - - - - - - - - **DESIGN CRITERIA** ------------------- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EF0L LD/DE4FOL TOP CHORD EXTENSION LOADS-- TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD REQD MOMENT REQD SEC (PLF) (PLF) DEFLECTION DEFLECTION OF INERTIA MODULUS LEFT 550 . 250 . -- - - - - -- - - -- - - - - - - - - --- **CHORD DESCRIPTION** - - - - - - ------------ --- MAX COMB FILLERS SEC DESCRIPTION RATIO LC MEM DEV I REQ I REQ TC 23 L 2 X 2 X. 148 . 9656 1 8 174 . 1 60 . N BC 18 L1-1/2X1-l/2X. 145 . 9950 1 16 N --- -- --------- **DEFLECTION** - -- -- - -------- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 . 19 . 95 1 . 19 .43 - - - --------------------- **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION - - - - - ------------------- MIN VERT SHEAR = 1666 . L END REACTION = -6663 . LC = 2X R END REACTION = -6548 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 2 S 115 15/16 ROUND 154 . 0 1 + 13315 + 20709 .222x 2 . 8 6 . 0 2D S 8 L1-1/4X1-1/4X. 111 68 .4 1 - 1598 - 5565 lllx 2 . 0 2 . 6 3 S 17 Ll-1/2X1-l/2X. 138 87 . 0 1 - 5470 - 6928 . 138x 2 . 7 2 . 9 4 S 14 L1-1/2X1-1/2X. 115 103 .2 1 + 6236 + 9953 . 115x 3 . 7 3 . 8 V2 S 8 Ll-1/4X1-1/4X. 111 57 . 9 1 - 1249 - 6042 lllx 2 . 0 2 . 3 5 S 14 Ll-l/2X1-l/2X. 115 77 .4 1 - 4418 - 6181 . 115x 2 . 6 3 . 8 6 S 8 Ll-1/4X1-1/4X. 111 124 .3 2X + 2682 + 7955 lllx 2 .4 3 .4 V3 S 8 L1-1/4X1-1/4X. 111 57 . 9 1 - 1222 - 6042 lllx 2 . 0 2 . 3 r :� ,� KING BUILDING Mar 22, 2002 S80-02-0087 LIST 3 T12 20LH550 24 ' 01-3/4" Page 2 - -- -- _ - - - - - - - - - - - - -- - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - . .. _. _ .. **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION - - - - - - - - - - - - - - - - - - - - - - - - MIN VERT SHEAR = 1666 . L END REACTION = -6663 . LC = 2X R END REACTION = -6548 . LC = 1 WELD REQ EV MEM Q SEC DESCRIPTION KL/R LC AXLQLD AXLVLD SIZE LEN DEN SLOT 7 S 8 Ll-1/4X1-1/4X. 111 93 .2 2X - 2682 - 4282 lllx 2 . 0 3 .4 7R S 8 L1-1/4X1-1/4X. 111 93 .2 2X - 2682 - 4282 lllx 2 . 0 3 .4 V4 S 8 Ll-1/4X1-1/4X. 111 57 . 9 1 - 1222 - 6042 lllx 2 . 0 2 . 3 6R S 8 Ll-1/4X1-1/4X. 111 124 .3 2X + 2682 + 7955 . 11lx 2 .4 3 . 4 5R S 14 Ll-1/2X1-1/2X. 115 77 .4 1 - 4418 - 6181 . 115x 2 . 6 3 . 8 V5 S 8 Ll-1/4X1-1/4X. 111 57 . 9 1 - 1249 - 6042 lllx 2 . 0 2 . 3 4R S 14 Ll-1/2X1-1/2X. 115 103 .2 1 + 6236 + 9953 . 115x 3 . 7 3 . 8 3R S 17 Ll-1/2X1-1/2X. 138 87 . 0 1 - 5471 - 6928 . 138x 2 . 7 2 . 9 2DR S 8 L1-1/4X1-1/4X. 111 68 .4 1 - 1598 - 5565 lllx 2 . 0 2 . 6 2R S 115 15/16 ROUND 154 . 0 1 + 13315 + 20709 . 222x 2 . 8 6 . 0 -------------------------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI -------------------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -11842 . -231 .4 193 . 9 . 6486 . 6180 1 . 00 63 . 1 2 1 -11065 . -231 .4 41 . 1 . 6259 .4683 1 . 00 55 .2 3 1 -18474 . -193 . 0 105 .4 . 7923 . 7617 . 75 45 . 5 4 1 -18474 . -193 . 0 88 .2 . 7923 . 7517 . 75 45 . 5 5 1 -24021 . -184 . 1 92 . 6 . 9428 . 9656 . 75 45 . 5 6 1 -24021 . -184 . 1 91 . 5 . 9428 . 9650 . 75 45 . 5 7 1 -24021 . -184 . 1 91 . 5 . 9428 . 9650 . 75 45 . 5 8 1 -24021 . -184 . 1 92 . 6 . 9428 . 9656 . 75 45 . 5 9 1 -18474 . -193 . 0 88 . 2 . 7923 . 7517 . 75 45 . 5 10 1 -18474 . -193 . 0 105 . 4 . 7923 . 7617 . 75 45 . 5 11 1 -11065 . -231 .4 41 . 1 . 6259 .4684 1 . 00 55 . 2 12 1 -11842 . -231 .4 193 . 9 . 6486 . 6180 1 . 00 63 . 1 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR B3 LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 14 1 13586 . . 0 . 0 . 5470 . 5470 1 . 00 114 . 8 15 1 21937 . . 0 . 0 . 8832 . 8832 1 . 00 162-. 6 16 1 24714 . . 0 . 0 . 9950 . 9950 1 . 00 162 . 6 17 1 21937 . . 0 . 0 . 8832 . 8832 1 . 00 162 . 6 19 1 13586 . . 0 . 0 . 5470 . 5470 1 . 00 114 . 8 -------- ---------------------- **TOP CHORD EXTENSION DESIGN** -------- ---------------------- BENDING DEFLC GOV BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. TC BC DEPTH LEFT 23 TC 143 . . 005 . 279 . 000 .442 . 021 5 . 00 32 BR KING BUILDING Mar 22, 2002 S80-02-0087 LIST 3 T12 20LH550 24 ' 01-3/4" Page 3 -- - - - - -- - - - - - - -- - - - - - - -- - - - - - --- -- - - - - - - - - -- - _- - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TOP CHORD EXTENSION DEFLECTION-- - - - - -- -- - - - - - - -- - - - --- - - - - -- - - - - NODAL ROTATION ACTUAL ALLOWABLE GOV GOV AT WORKING POINT DEFLECTION DEFLECTION TC TCX LOAD CASE- - (RADIANS) (INCHES) (INCHES) LEFT 1 . LL MS) . 62414E-02 . 000 . 000 2 . LL TCX) - .40241E-04 . 000 . 000 3 . TL MSl +DL (TCX) . 13683E-01 . 000 . 000 4 . DL MS +TL TCX . 74011E-02 . 000 . 000 - - - - - - - - - - - - - - - - - - - -- --- - **BRIDGING REQUIREMENTS** WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 .225 1 . 037 23 . 813 233 .269 11 . 573 . 1 H - - - - - - - - - - - - - - - - --- - -- - - - BRIDGING SELF WEIGHT = 225 . 3 LBS/FT > 8 . 8 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H ------------------------- NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 T13 - - - -- - - - -- -- - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - -- - - -- - - - -- - -- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - - - - - - - - - -- - - - - - - - - - - -- - - - - - - - - - -- - -- - - - - - - - - - - - - - - - - - - - - - JOIST TYPE BASE LENGTH 20LH550 19 ' 01-7/8" - - - - -- - - - - - - - - - - - -- -- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG -- - - - - - - - - - - - - - - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 1-10 1/2 1- 8 1/2 3 AT 4- 0 0/0 1- 8 1/2 1-10 1/2 BC 2- 9 0/0 0- 9 7/8 0- 9 7/8 2- 9 0/0 TCX LEFT - -- - -- - - -- - - - - - - - - - **DESIGN CRITERIA** TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EOFL LD/D4EFFL TOP CHORD EXTENSION LOADS-- TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD REQD MOMENT REQD SEC (PLF) (PLF) DEFLECTION DEFLECTION OF INERTIA MODULUS LEFT 550 . 250 . -- -- --- ----- - - - - ---- - **CHORD DESCRIPTION** -- - - - - - - - - - - - - - - - -- - - MAX COMB FILLERS SEC DESCRIPTION RATIO LC MEM DEV I REQ I REQ TC 19 L1-1/2X1-1/2X. 155 1 . 0019 1 6 139 . 2 30 . N BC 14 Ll-1/2X1-l/2X. 115 . 7378 1 14 N - - - - - - - - - - - - - - **DEFLECTION** - - - - - - - - - - - - - - ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 . 94 .49 . 94 .22 - - - - - - - - - - - - - - - - - - - - - - - - **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION - - - - - - - -- -- - - - -- - - - -- - - - MIN VERT SHEAR = 1323 . L END REACTION = -5292 . LC = 2X R END REACTION = -5176 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 2 S 115 15/16 ROUND 138 . 0 1 + 9138 + 20709 . 222x 2 . 2 3 .5 2D S 8 Ll-1/4X1-1/4X. 111 66 . 5 1 - 1274 - 5655 . 11lx 2 . 0 2 . 1 3 S 14 L1-1/2X1-l/2X. 115 87 . 2 1 - 4239 - 5600 . 115x 2 . 5 2 . 5 4 S 8 Ll-1/4X1-1/4X. 111 124 . 6 1 + 4442 + 7955 lllx 2 . 7 2 . 8 V2 S 8 Ll-1/4X1-1/4X. 111 58 . 3 1 - 1203 - 6025 . 11lx 2 . 0 2 .3 5 S 8 Ll-1/4X1-1/4X. 111 93 .4 1 - 2637 - 4267 lllx 2 . 0 2 . 8 6 S 8 Ll-1/4X1-1/4X. 111 124 . 6 2X + 2121 + 7955 . 11lx 2 .4 2 . 8 V3 S 8 L1-1/4X1-1/4X. 111 58 . 3 1 - 1181 - 6025 . 11lx 2 . 0 2 .3 1 1 S KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 T13 20LH550 19 ' 01-7/8" Page 2 - - - - - - - - - -- - - - - - - - -- - ------- - - - ---------- ------ -------- -- - ---------- ---- - - - - - - **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION - - - - - - - - - - - - - - - - - ---- - - - MIN VERT SHEAR = 1323 . L END REACTION = -5292 . LC = 2X R END REACTION = -5176 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 6R S 8 Ll-1/4X1-1/4X. 111 124 . 6 2X + 2121 + 7955 lllx 2 .4 2 . 8 V4 S 8 Ll-1/4X1-1%4X. 111 58 . 3 1 - 1203 - 6025 lllx 2 . 0 2 . 3 4R S 8 Ll-1/4X1-1/4X. 111 124 . 6 1 + 4442 + 7955 lllx 2 . 7 2 . 8 3R S 14 Ll-1/2X1-1/2X. 115 87 .2 1 - 4239 - 5600 . 115x 2 . 5 2 . 5 2DR S 8 Ll-1/4X1-1/4X. 111 66. 5 1 - 1274 - 5655 lllx 2 . 0 2 . 1 2R S 115 15/16 ROUND 138 . 0 1 + 9138 + 20709 . 222x 2 .2 3 . 5 - - - ------------ - ----- --- -- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - - - - - - --- - - - - - - - - ---- - - GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -7774 . -162 .2 127 .2 . 6634 . 5471 1. 00 69 . 5 2 1 -7202 . -162 .2 43 . 3 . 6418 .4310 1. 00 69 . 5 3 1 -12627 . -191 . 9 103 . 7 . 9146 . 7409 . 75 61 . 1 4 1 -12627 . -191 . 9 88 . 6 . 9146 . 7255 . 75 61 . 1 5 1 -15379 . -184 . 6 92 . 3 1 . 0019 . 8701 . 75 61 . 1 6 1 -15379 . -184 . 6 92 .3 1 . 0019 . 8701 . 75 61 . 1 7 1 -12627 . -191 . 9 88 . 6 . 9146 . 7255 . 75 61 . 1 8 1 -12627 . -191 . 9 103 . 7 . 9146 . 7409 . 75 61 . 1 9 1 -7202 . -162 .2 43 .3 . 6418 .4310 1. 00 69 . 5 10 1 -7774 . -162 .2 127 . 2 . 6634 . 5471 1 . 00 69 . 5 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 11 12 1 9155 . . 0 . 0 .4599 .4599 1 . 00 114 .4 13 1 14687 . . 0 . 0 . 7378 . 7378 1 . 00 161 . 7 14 1 14687 . . 0 . 0 . 7378 . 7378 1 . 00 161 . 7 15 1 9155 . . 0 . 0 .4599 .4599 1 . 00 114 .4 16 - - - -- - - - - - - - -- -- - - - **TOP CHORD EXTENSION DESIGN** - - - - - - -- - - - - - - - - -- - - - - -- - - - - - - - - BENDING DEFLC GOV BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. TC BC DEPTH LEFT 19 TC 143 . . 005 . 176 . 000 . 187 . 021 5 . 00 32 BR TOP CHORD EXTENSION DEFLECTION-- NODAL ROTATION ACTUAL ALLOWABLE GOV GOV AT WORKING POINT DEFLECTION DEFLECTION TC TCX LOAD CASE-- (RADIANS) (INCHES) (INCHES) LEFT 1 . LL MS) .43471E-02 . 000 . 000 2 . LL TC)X) ( - . 75069E-04 . 000 . 000 4 . DL MS) +DL (TCX3 . 50514E-02 . 000 . 000 _ r :v I I KING BUILDING Mar 22, 2002 S80-02-0087 LIST 3 T13 20LH550 19 ' 01-7/8" Page 3 --- ------ --- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - **BRIDGING REQUIREMENTS** ----- --- ------ -- - - - - - - - -- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 040 1 . 029 18 . 823 217 .219 9. 079 1 H - - - - - - - - - - - - - - - - - - - - - -- - - BRIDGING SELF WEIGHT = 326 .4 LBS/FT > 7 . 9 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H --- - - - -- -- -- -- -- - - - - - - - -- NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R KING BUILDING Mar 22, 2002 580-02-0087 LIST 3 T14 ------------------------- - - - - - - - ------ - - - - - ----------------------------------- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -------------------------------- - - - - -- -- - - - ----------------------------------- JOIST TYPE BASE LENGTH 20LH550 14 ' 02" -------------------- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG ------------- ------- DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 1- 7 1/2 1- 5 1/2 2 AT 4- 0 0/0 1- 5 1/2 1- 7 1/2 BC 2- 3 0/0 0-10 0/0 0-10 0/0 2- 3 0/0 TCX LEFT --- ---------------- **DESIGN CRITERIA** ------------------- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EOL LD/D4EF0L TOP CHORD EXTENSION LOADS-- TOTAL LOAD LIVE LOAD TOTAL LOAD LIVE LOAD REQD MOMENT REQD SEC (PLF) (PLF) DEFLECTION DEFLECTION OF INERTIA MODULUS LEFT 550 . 250 . - - - -- - - ----- --------- **CHORD DESCRIPTION** --------------------- MAX COMB FILLERS SEC DESCRIPTION RATIO LC MEM DEV I REQ I REQ TC 14 L1-1/2X1-1/2X. 115 . 9713 1 4 122 . 2 12 . N BC 14 L1-1/2X1-l/2X. 115 .4194 1 11 N -------------- **DEFLECTION** ------------ -- - ---TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 . 69 . 18 . 69 . 08 ------------------------ **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION ------------------------ MIN VERT SHEAR = 980 . L END REACTION = -3920 . LC = 2X R END REACTION = -3804 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 2 S 115 15/16 ROUND 119.2 1 + 5719 + 20709 .222x 2 . 2 3 . 0 2D S 8 Ll-1/4X1-1/4X. 111 62 . 6 1 - 962 - 5832 . 11lx 2 . 0 2 .2 3 S 8 L1-1/4X1-1/4X. 111 105 .3 2X - 2961 - 3566 . 11lx 2 . 0 2 . 1 4 S 8 Ll-1/4X1-1/4X. 111 124 . 6 1 + 2688 + 7955 . 11lx 2 .4 2 . 8 V2 S 8 L1-1/4X1-1/4X. 111 58 .3 1 - 1175 - 6023 . 11lx 2 . 0 2 .3 5 S 8 Ll-1/4X1-1/4X. 111 93 .5 2X - 1570 - 4266 . 11lx 2 . 0 2 . 8 5R S 8 L1-1/4X1-1/4X. 111 93 .5 2X - 1570 - 4266 . 11lx 2 . 0 2 . 8 V3 S 8 Ll-1/4X1-1/4X. 111 58 .3 1 - 1175 - 6023 . 11lx 2 . 0 2 . 3 �' Y I KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 T14 20LH550 14 ' 02 " Page 2 - -- ----------- - - - - ----------------------------- - - - - - -- - - - ------- **RESULTANT WEB DESIGN** STEEL FY = 50 KSI (-) COMPRESSION, (+) TENSION --- - - - -- - - - - -- - - - - - - - - -- MIN VERT SHEAR = 980 . L END REACTION = -3920 . LC = 2X R END REACTION = -3804 . LC = 1 REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R LC AXL LD AXL LD SIZE LEN LEN SLOT 4R S 8 L1-1/4X1-1/4X. 111 124 . 6 1 + 2688 + 7955 . 11lx 2 .4 2 . 8 3R S 8 L1-1/4X1-1/4X. 111 105 . 3 1 - 2957 - 3566 . 11lx 2 . 0 2 . 1 2DR S 8 L1-1/4X1-1/4X. 111 62 . 6 1 - 962 - 5832 . 11lx 2 . 0 2 .2 2R S 115 15/16 ROUND 119 .2 1 + 5719 + 20709 . 222x 2 . 2 3 . 0 --- - - - -- ------------------ **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - -- -- - - - - - ------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -4539 . -111 . 0 96 . 0 . 5608 .4424 1 . 00 59 . 0 2 2X -4196 . -141 . 5 22 . 0 . 6348 . 3215 1 . 00 59 . 0 3 1 -7671 . -195 . 5 107 . 6 . 9713 . 6867 . 75 60 . 7 4 1 -7671 . -195 . 5 88 . 7 . 9713 . 6613 . 75 60 . 7 5 1 -7671 . -195 .5 88 . 7 . 9713 . 6613 . 75 60 . 7 6 1 -7671 . -195 . 5 107 . 6 . 9713 . 6867 . 75 60 . 7 7 1 -4203 . -140 . 8 20 . 7 . 6330 .3203 1 . 00 59 . 0 8 1 -4539 . -111 . 0 96 . 0 .5608 .4424 1 . 00 59 . 0 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 10 1 5571 . . 0 . 0 .2798 .2798 1 . 00 114 . 6 11 1 8349 . . 0 . 0 .4194 .4194 1 . 00 161 . 7 12 1 5571 . . 0 . 0 .2798 .2798 1 . 00 114 . 6 13 - - - - - - -- - ------ - - -------- - **TOP CHORD EXTENSION DESIGN** - - - - - - -- - - - - - - - - - - - - - - -- - - - - - - - BENDING DEFLC GOV BEARING SEC MOMENT REQ S DEV S REQ I DEV I IN. TC BC DEPTH LEFT 14 TC 143 . . 005 . 124 . 000 . 144 . 021 5 . 00 32 BR TOP CHORD EXTENSION DEFLECTION-- NODAL ROTATION ACTUAL ALLOWABLE GOV GOV AT WORKING POINT DEFLECTION DEFLECTION TC TCX LOAD CASE-- (RADIANS) (INCHES) (INCHES) LEFT 1 . LL MS) .24222E-02 . 000 . 000 2 . LL TCX) - . 82789E-04 . 000 . 000 3 . TL MS +DL TCX . 52296E-02 . 000 . 000 4 . DL MS� +TL TCX; .27245E-02 . 000 . 000 KING BUILDING Mar 22, 2002 580-02-0087 LIST 3 T14 20LH550 14 ' 02" Page 3 ----- - -- - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - -. _ .. - - - - - - - - - - - - - - - **BRIDGING REQUIREMENTS** - - - - - - - - - - - - - - WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 029 1 . 029 13 . 833 161 .263 6 . 584 1 H - - - - --- - - - -- - -- - - - - ---- -- - BRIDGING SELF WEIGHT = 894 .2 LBS/FT > 7 . 0 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 T15 - - - - - - - - -- - -- -- - -- -- - - - - - - - - - -- - - - - - - -- - - - -- -- - - -- - -- - - - - - - - - - - - - ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** ----- --- --- - - - - - - - - - - - - - - - - - - - - - - -- -- - - -- - - - - -- - - - -- - - - - - -- - -- - - - - - - - - - - - - - - - - - - -- - -- - JOIST TYPE BASE LENGTH 20LH550 29 ' 10-3/4" - ------- -- - - - - - - - - - - **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG - - - - - - -- - - - - - - - - - - - - - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 3- 1 0/0 1-10 3/8 5 AT 4- 0 0/0 1-10 3/8 3- 1 0/0 BC 4- 1 0/0 0-10 3/8 0-10 3/8 4- 1 0/0 ------------ -- - - - - - **DESIGN CRITERIA** ------------ -- -- --- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EF0L LL/D4EFOL ----------------- - - - - **CHORD DESCRIPTION** ------------------ -- - MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 29 L 2 X 2 X. 213 . 9902 8 279 . 2 115 . N BC 28 L 2 X 2 X. 200 . 8261 18 N -------------- **DEFLECTION** -------------- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 .48 1 .46 x 1 .48 . 66 - - - -- - - - - - - - - - - - - - - - - - - - - - **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - -- -- - - - - - ---- - - - - - - - - - - - - GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -18640 . -430 .4 389 .5 . 7878 . 8581 1 . 00 89 .2 2 1 -17596 . -430 .4 1 . 9 . 7662 .4705 1 . 00 57 . 0 3 1 -27179 . -205 . 5 124 .4 . 7538 . 7247 . 75 45 . 9 4 1 -27179 . -205 . 5 83 . 7 . 7538 . 7082 . 75 45 . 9 5 1 -35570 . -184 . 9 93 . 8 . 9079 . 9213 . 75 45 . 9 6 1 -35570 . -184 . 9 91 . 1 . 9079 . 9202 . 75 45 . 9 7 1 -38370 . -183 . 6 91 . 8 . 9645 . 9902 . 75 45 . 9 8 1 -38370 . -183 . 6 91 . 8 . 9645 . 9902 . 75 45 . 9 9 1 -35570 . -184 . 9 91 . 1 . 9079 . 9202 . 75 45 . 9 10 1 -35570 . -184 . 9 93 . 8 . 9079 . 9213 . 75 45 . 9 11 1 -27178 . -205 . 5 83 . 7 . 7538 . 7082 . 75 45 . 9 12 1 -27178 . -205 . 5 124 .4 . 7538 . 7247 . 75 45 . 9 13 1 -17596 . -430 .4 1 . 9 . 7662 .4705 1 . 00 57 . 0 14 1 -18640 . -430 .4 389 . 5 . 7878 . 8581 1 . 00 89 .2 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 15 16 1 20809 . . 0 . 0 .4563 .4563 1 . 00 87 .4 17 1 32063 . . 0 . 0 . 7031 . 7031 1 . 00 122 . 1 I KING BUILDING Mar 22 , 2002 580-02-0087 LIST 3 T15 20LH550 29 ' 10-3/4" Page 2 ---------------------------- - - - -- ----- -- - - - - - - - -- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI ----- --------------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 37669 . . 0 . 0 . 8261 . 8261 1 . 00 122 . 1 19 1 37669 . . 0 . 0 . 8261 . 8261 1 . 00 122 . 1 20 1 32063 . . 0 . 0 . 7031 . 7031 1 . 00 122 . 1 21 1 20809 . . 0 . 0 .4563 .4563 1 . 00 87 .4 22 -------------- **WEB DESIGN** STEEL FY = 50 KSI. MIN VERT SHEAR = 2032 . LBF. -------------- L END REACTION = -8130 . LBF. R END REACTION = -8130 . LBF. REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R AXL LD AXL LD SIZE LEN LEN SLOT 2 1 115 15/16 ROUND 183 . 4 + 20083 + 20709 .222x 4 . 3 7 . 3 2D 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2171 - 5586 lllx 2 . 0 3 . 1 3 1 17 Ll-1/2X1-l/2X. 138 87 . 4 - 6662 - 6899 . 138x 3 . 3 3 .4 4 1 17 Ll-1/2X1-l/2X. 138 103 . 3 + 8099 + 11849 . 138x 4 . 0 4 .4 V2 1 8 Ll-l/4X1-l/4X. 111 57 .4 - 1358 - 6064 lllx 2 . 0 3 . 1 5 1 14 Ll-1/2X1-1/2X. 115 77 . 1 - 6211 - 6196 . 115x 3 . 6 4 .4 6 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 4459 + 7955 lllx 2 . 7 4 . 0 V3 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1297 - 6064 . 11lx 2 . 0 3 . 1 7 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3291 - 4300 . 11lx 2 . 0 4 . 0 8 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3291 + 7955 lllx 2 .4 4 . 0 V4 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1292 - 6064 lllx 2 . 0 3 . 1 8R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3291 + 7955 . 11lx 2 .4 4 . 0 7R 1 8 L1-1/4X1-1/4X. 111 92 . 9 - 3291 - 4300 . 11lx 2 . 0 4 . 0 V5 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1297 - 6064 lllx 2 . 0 3 . 1 6R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 4459 + 7955 . 11lx 2 . 7 4 . 0 5R 1 14 Ll-1/2X1-1/2X. 115 77 . 1 - 6211 - 6196 . 115x 3 . 6 4 .4 V6 1 8 Ll-1/4X1-1/4X. 111 57 . 4 - 1358 - 6064 . 11lx 2 . 0 3 . 1 4R 1 17 Ll-l/2X1-1/2X. 138 103 . 3 + 8099 + 11849 . 138x 4 . 0 4 .4 3R 1 17 Ll-1/2X1-1/2X. 138 87 .4 - 6662 - 6899 . 138x 3 . 3 3 . 4 2DR 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2171 - 5586 . 11lx 2 . 0 3 . 1 2R 1 115 15/16 ROUND 183 . 4 + .20083 + 20709 .222x 4 . 3 7 .3 ---------- --------------- **BRIDGING REQUIREMENTS** ------------------------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 .241 1 .238 29. 563 285 . 896 14 .448 1 H ------------------------- BRIDGING SELF WEIGHT = 158 . 8 LBS/FT > 12 . 1 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H - -- - -- - ----- - --- - -- ---- -- NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R � It KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 3 T15 ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -------- - -- -- - - - - ------------- - - - --- - . - -- - - - -- - - - - - - - - - - - - - JOIST TYPE BASE LENGTH 20LH550 29 ' 10-3/4" -------- - ----------- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG ---- ---------- ------ DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 3- 1 0/0 1-10 3/8 5 AT 4- 0 0/0 1-10 3/8 3- 1 0/0 BC 4- 1 0/0 0-10 3/8 0-10 3/8 4- 1 0/0 -- -- -- -------- ---- - **DESIGN CRITERIA** - - - - - - -- - - - - - - - -- -- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EF0L LL/DEFOL - -- - -- - - - -- - -- -- ----- **CHORD DESCRIPTION** - - - - - - -- - ---- - -- -- --- MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 29 L 2 X 2 X. 213 . 9902 8 279 .2 115 . N BC 28 L 2 X 2 X. 200 . 8261 18 N - --- - - -- - - - - - - **DEFLECTION** ----- ---- ----- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 .48 1 .46 x 1 .48 . 66 - - - - - ---- -- ----- - ----- - - -- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI ---- - - - - - --- - - - - - -- - - - - - - - GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -18640 . -430 .4 389 . 5 .7878 . 8581 1 . 00 89.2 2 1 -17596 . -430 .4 1 . 9 . 7662 .4705 1 . 00 57 . 0 3 1 -27179. -205 . 5 124 . 4 .7538 . 7247 . 75 45 . 9 4 1 -27179. -205 . 5 83 . 7 .7538 . 7082 . 75 45 . 9 5 1 -35570 . -184 . 9 93 . 8 . 9079 . 9213 . 75 45 . 9 6 1 -35570 . -184 . 9 91 . 1 . 9079 . 9202 . 75 45 . 9 7 1 -38370 . -183 . 6 91 . 8 . 9645 . 9902 . 75 45 . 9 8 1 -38370 . -183 . 6 91 . 8 . 9645 . 9902 . 75 45 . 9 9 1 -35570 . -184 . 9 91 . 1 . 9079 . 9202 . 75 45 . 9 10 1 -35570 . -184 . 9 93 . 8 . 9079 . 9213 . 75 45 . 9 11 1 -27178 . -205 . 5 83 . 7 . 7538 . 7082 . 75 45 . 9 12 1 -27178 . -205 . 5 124 . 4 . 7538 . 7247 . 75 45 . 9 13 1 -17596 . -430 .4 1 . 9 .7662 .4705 1 . 00 57 . 0 14 1 -18640 . -430 .4 389. 5 .7878 . 8581 1 . 00 89 . 2 GOV AXIAL(LBS) (FT (FT -LBS)P -LBS) MPMENT MOMENT BC LC LBS) RATIO RATIO K KL/R REQD 15 16 1 20809 . . 0 . 0 .4563 . 4563 1 . 00 87 .4 17 1 32063 . . 0 . 0 . 7031 . 7031 1 . 00 122 . 1 J ', l ) KING BUILDING Mar 22 , 2002 580-02-0087 LIST 4 T16 - - - - - - - - -- - - - - - -- - - - - -- - - - - - - - - - - - - - - - - --- - - ----- -- - - - - -- -- -- --- ------- - --- - --- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - - - - - - - - - - - - --- ---- --- ------------- -- - ---- --- - - - ---- -- - ------- ---------------- JOIST TYPE BASE LENGTH 20LH550 29 ' 08-1/2 " ----- - -- ------- - -- -- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG -- - -- - -- -- - - -- --- --- DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION - - LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 3- 0 0/0 1-10 1/4 5 AT 4- 0 0/0 1-10 1/4 3- 0 0/0 BC 4- 0 0/0 0-10 1/4 0-10 1/4 4- 0 0/0 -- - -- - -- - -- - ---- -- - **DESIGN CRITERIA** ---- ----- -- ---- - - - - TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/DE40FL LL/D4EF0L --------- ------------ **CHORD DESCRIPTION** - - - - ----- -------- ---- MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 29 L 2 X 2 X. 213 . 9780 7 270 .2 113 . N BC 27 L 2 X 2 X. 187 . 8690 18 N - -- - - - --- ----- **DEFLECTION** -- - - - - --- -- - -- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 . 47 1 .46 x 1 .47 . 66 - - - - -- - -- -- - -- - -- - - - - - - -- - **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - - ------- -------------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -18159 . -406 .2 367 . 5 . 7552 . 8068 1 . 00 86 . 6 2 1 -17144 . -406 .2 4 . 3 . 7342 .4583 1 . 00 56 . 7 3 1 -26688 . -204 . 1 122 . 3 . 7424 . 7116 . 75 45 . 9 4 1 -26688 . -204 . 1 84 .2 . 7424 . 6962 . 75 45 . 9 5 1 -35077 . -184 . 8 93 . 7 . 8977 . 9090 . 75 45 . 9 6 1 -35077 . -184 . 8 91 . 1 . 8977 . 9079 . 75 45 . 9 7 1 -37877 . -183 . 5 91 . 8 . 9543 . 9780 . 75 45 . 9 8 1 -37877 . -183 . 5 91 . 8 . 9543 . 9780 . 75 45 . 9 9 1 -35077 . -184 . 8 91 . 1 . 8977 . 9079 . 75 45 . 9 10 1 -35077 . -184 . 8 93 . 7 . 8977 . 9090 . 75 45 . 9 11 1 -26687 . -204 . 1 84 .2 . 7424 . 6962 . 75 45 . 9 12 1 -26687 . -204 . 1 122 .3 . 7424 . 7116 . 75 45 . 9 13 1 -17144 . -406 .2 4 . 3 . 7342 .4583 1 . 00 56 . 7 14 1 -18159 . -406 .2 367 . 5 . 7552 . 8068 1 . 00 86 . 6 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 15 16 1 20323 . . 0 . 0 .4750 .4750 1 . 00 87 . 0 17 1 31572 . . 0 . 0 . 7380 . 7380 1 . 00 121 . 9 V� i4 K II KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 4 T16 20LH550 29 ' 08-1/2" Page 2 ---------------------------- -- - - - -- - - - --- -- - ------ - - ------------- ------------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI --------------- ----------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 37177 . . 0 . 0 . 8690 . 8690 1 . 00 121 . 9 19 1 37176 . . 0 . 0 . 8690 . 8690 1 . 00 121 . 9 20 1 31572 . . 0 . 0 . 7380 . 7380 1 . 00 121 . 9 21 1 20323 . . 0 . 0 .4750 .4750 1 . 00 87 . 0 22 -------------- **WEB DESIGN** STEEL FY = 50 KSI . MIN VERT SHEAR = 2020. LBF. ------- ------- L END REACTION = -8078 . LBF. R END REACTION = -8078. LBF. REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R AXL LD AXL LD SIZE LEN LEN SLOT 2 1 115 15/16 ROUND 180 . 0 + 19625 + 20709 .222x 4 .2 7 .2 2D 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2115 - 5585 lllx 2 . 0 3 . 1 3 1 17 Ll-1/2X1-l/2X. 138 87 .2 - 6656 - 6918 . 138x 3 .2 3 .4 4 1 17 Ll-1/2X1-l/2X. 138 103 . 3 + 8093 + 11849 . 138x 3 . 9 4 .4 V2 1 8 Ll-1/4X1-l/4X. 111 57 .4 - 1352 - 6064 lllx 2 . 0 3 . 1 5 1 14 Ll-1/2X1-l/2X. 115 77 . 1 - 6211 - 6196 . 115x 3 . 6 4 .4 6 1 8 L1-1/4X1-1/4X. 111 123 . 8 + 4457 + 7955 lllx 2 . 7 4 . 0 V3 1 8 L1-1/4X1-1/4X. 111 57 .4 - 1294 - 6064 . 11lx 2 . 0 3 . 1 7 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3269 - 4299 lllx 2 . 0 4 . 0 8 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3269 + 7955 lllx 2 .4 4 . 0 V4 1 8 L1-1/4X1-1/4X. 111 57 .4 - 1290 - 6064 . 11lx 2 . 0 3 . 1 8R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3269 + 7955 . 11lx 2 .4 4 . 0 7R 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3269 - 4299 . 11lx 2 . 0 4 . 0 V5 1 8 Ll-1/4X1-l/4X. 111 57 .4 - 1294 - 6064 lllx 2 . 0 3 . 1 6R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 4458 + 7955 . 11lx 2 . 7 4 . 0 5R 1 14 Ll-1/2X1-1/2X. 115 77 . 1 - 6211 - 6196 . 115x 3 . 6 4 .4 V6 1 8 Ll-1/4X1-1/4X. 111 57 .4 - 1352 - 6064 lllx 2 . 0 3 . 1 4R 1 17 L1-l/2X1-1/2X. 138 103 . 3 + 8093 + 11849 . 138x 3 . 9 4 .4 3R 1 17 Ll-l/2X1-1/2X. 138 87 .2 - 6656 - 6918 . 138x 3 .2 3 .4 2DR 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2115 - 5585 lllx 2 . 0 3 . 1 2R 1 115 15/16 ROUND 180 . 0 + 19625 + 20709 .222x 4 .2 7 . 2 --- -- - ------------------- **BRIDGING REQUIREMENTS** - -- - - - - -- ---------------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 241 1 .234 29 . 375 284 . 082 14 . 355 1 H -- - - - - - - - - - - - - - - - - - - - - --- BRIDGING SELF WEIGHT = 158 . 6 LBS/FT > 11 . 9 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H - ---- ----- -- -- - - - - -- --- - - NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R r� ,� I KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 4 T17 - - - - - - - - - - - - - - - - - - - - - - - -- --- - - - - - - - - - - -- - - - - - - - - - - - ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - .. - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - JOIST TYPE BASE LENGTH 20LH550 25 ' 04" - - - -- --- - --- - --- - - - - **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG - - - - - - - - - - - - - - - - - - -- - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION - - LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 2-10 0/0 1-10 0/0 4 AT 4- 0 0/0 1-10 0/0 2-10 0/0 BC 3-10 0/0 0-10 0/0 0-10 0/0 3-10 0/0 ---- - - - - - - - - - - - - - - - **DESIGN CRITERIA** --- ----- - ---------- TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EOFL LD/D4EF0L ---- ---- - ------------ **CHORD DESCRIPTION** ---- ---- - -- - - - -- ----- MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 25 L 2 X 2 X. 163 . 9344 5 197 . 1 70 . N BC 20 Ll-1/2X1-l/2X. 170 . 9440 16 N --- - -- ------ -- **DEFLECTION** --- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 . 25 1 . 05 1 .25 .47 -- - - -- - - - - - -- -- - -- - - - -- -- - **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - ---- --- - ----------- --- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -14534 . -360 .4 325 . 3 . 8179 . 8232 1 . 00 81 . 0 2 1 -13583 . -360 .4 9 . 5 . 7925 . 4869 1 . 00 55 . 7 3 1 -21010 . -201 . 6 118 . 3 . 8007 . 7616 . 75 45 . 6 4 1 -21010 . -201 . 6 85 . 1 . 8007 . 7444 . 75 45 . 6 5 1 -26557 . -184 . 7 93 .4 . 9284 . 9344 . 75 45 . 6 6 1 -26557 . -184 . 7 91 . 3 . 9284 . 9333 . 75 45 . 6 7 1 -26557 . -184 . 7 91 . 3 . 9284 . 9333 . 75 45 . 6 8 1 -26557 . -184 . 7 93 . 4 . 9284 . 9344 . 75 45 . 6 9 1 -21010 . -201 . 6 85 . 1 . 8007 . 7444 . 75 45 . 6 10 1 -21010 . -201 . 6 118 . 3 . 8007 . 7616 . 75 45 . 6 11 1 -13583 . -360 .4 9 . 5 . 7925 . 4869 1 . 00 55 . 7 12 1 -14534 . -360 .4 325 . 3 . 8179 . 8232 1 . 00 81 . 0 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 13 14 1 16093 . . 0 . 0 .5575 . 5575 1 . 00 115 . 6 15 1 24469 . . 0 . 0 . 8477 . 8477 1 . 00 163 . 3 16 1 27250 . . 0 . 0 . 9440 . 9440 1 . 00 163 . 3 17 1 24469 . . 0 . 0 .8477 . 8477 1 . 00 163 . 3 KING BUILDING Mar 22 , 2002 580-02-0087 LIST 4 T17 20LH550 25 ' 04" Page 2 - ------ - ---- - -- -- ---- --- ----------------------- - - - - - -- - -- - - - -- - - - - - -- --- --- --- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI ----- ---------- -- --------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 16093 . . 0 . 0 . 5575 . 5575 1 . 00 115 . 6 19 - - - ----------- **WEB DESIGN** STEEL FY = 50 KSI . MIN VERT SHEAR = 1719. LBF. --- - - - - - - -- --- L END REACTION = -6875 . LBF. R END REACTION = -6875 . LBF. MEM Q SEC DESCRIPTION KL/R AXLQLD AXLVLD SIZE LEN DEN SLOT 2 1 115 15/16 ROUND 177 . 6 + 15831 + 20709 . 222x 3 .4 6 . 9 2D 1 8 Ll-1/4X1-1/4X. 111 68 .4 - 1939 - 5567 lllx 2 . 0 2 .6 3 1 17 Ll-1/2X1-1/2X. 138 87 . 2 - 5391 - 6913 . 138x 2 . 6 2 . 9 4 1 14 Ll-1/2X1-l/2X. 115 103 . 1 + 6272 + 9953 . 115x 3 . 7 3 . 8 V2 1 8 L1-1/4X1-1/4X. 111 57 . 8 - 1288 - 6044 lllx 2 . 0 2 .3 5 1 14 Ll-l/2X1-1/2X. 115 77 .4 - 4412 - 6183 . 115x 2 . 6 3 . 8 6 1 8 Ll-1/4X1-1/4X. 111 124 .2 + 2769 + 7955 lllx 2 .4 3 .4 V3 1 8 Ll-1/4X1-1/4X. 111 57 . 8 - 1237 - 6044 lllx 2 . 0 2 .3 7 1 8 Ll-1/4X1-1/4X. 111 93 .2 - 2769 - 4283 . 11lx 2 . 0 3 .4 7R 1 8 Ll-1/4X1-1/4X. 111 93 .2 - 2769 - 4283 . 11lx 2 . 0 3 .4 V4 1 8 Ll-1/4X1-1/4X. 111 57 . 8 - 1237 - 6044 . 11lx 2 . 0 2 .3 6R 1 8 L1-1/4X1-1/4X. 111 124 .2 + 2769 + 7955 . 11lx 2 .4 3 .4 5R 1 14 Ll-l/2X1-l/2X. 115 77 .4 - 4411 - 6183 . 115x 2 . 6 3 . 8 V5 1 8 Ll-1/4X1-1/4X. 111 57 . 8 - 1288 - 6044 . 11lx 2 . 0 2 .3 4R 1 14 L1-1/2X1-1/2X. 115 103 . 1 + 6272 + 9953 . 115x 3 . 7 3 .8 3R 1 17 Ll-1/2X1-l/2X. 138 87 .2 - 5391 - 6913 . 138x 2 . 6 2 . 9 2DR 1 8 Ll-1/4X1-1/4X. 111 68 . 4 - 1939 - 5567 . 11lx 2 . 0 2 . 6 2R 1 115 15/16 ROUND 177 . 6 + 15832 + 20709 .222x 3 .4 6 . 9 ----- --- ------- -------- - - **BRIDGING REQUIREMENTS** ---- -- ------ - -- -- -- - - ---- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 229 1 . 044 25 . 000 244 . 178 12 . 167 1 H ----- - - - - -- - - -- - - - - ------ BRIDGING SELF WEIGHT = 211 .4 LBS/FT > 9 . 9 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H -- - ---- -- --- - -- -------- -- NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 4 T18 - ------ - - - -- -- - ---- - -- - - - - - --- - --- - - - - --- - - - - - - - --- - - - -- - - - - - - - - - - - - - - - - - - - - - .. ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** -- -- - -- - - - - - ---- - - - - - - - - ----- --------------- -- - - - - - - JOIST TYPE BASE LENGTH 20LH550 25 ' 04" - - ---- -------- --- - - - **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG - - ------ - - - -- - - -- - -- DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION -- LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 2-10 0/0 1-10 0/0 4 AT 4- 0 0/0 1-10 0/0 2-10 0/0 BC 3-10 0/0 0-10 0/0 0-10 0/0 3-10 0/0 **DESIGN CRITERIA** - ------ -- -- ------ - - TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4F0L LD/D4E0FL - -- - ---- --- ------ --- - **CHORD DESCRIPTION** ----------------- ---- MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 25 L 2 X 2 X. 163 . 9344 5 197 . 1 70 . N BC 20 Ll-1/2X1-l/2X. 170 . 9440 16 N -------------- **DEFLECTION** -------- ------ ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 . 25 1 . 05 1 .25 .47 - - - - - - - - - - - - - - - - - - - - - --- -- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -14534 . -360 . 4 325 . 3 . 8179 . 8232 1 . 00 81 . 0 2 1 -13583 . -360 .4 9. 5 . 7925 .4869 1 . 00 55 . 7 3 1 -21010 . -201 . 6 118 . 3 . 8007 . 7616 . 75 45 . 6 4 1 -21010 . -201 . 6 85. 1 . 8007 . 7444 . 75 45 . 6 5 1 -26557 . -184 . 7 93 .4 . 9284 . 9344 . 75 45 . 6 6 1 -26557 . -184 . 7 91. 3 . 9284 . 9333 . 75 45 . 6 7 1 -26557 . -184 . 7 91 . 3 . 9284 . 9333 . 75 45 . 6 8 1 -26557 . -184 . 7 93 .4 . 9284 . 9344 . 75 45 . 6 9 1 -21010 . -201 . 6 85 . 1 . 8007 . 7444 . 75 45 . 6 10 1 -21010 . -201 . 6 118 . 3 . 8007 . 7616 . 75 45 . 6 11 1 -13583 . -360 . 4 9. 5 . 7925 .4869 1 . 00 55 . 7 12 1 -14534 . -360 . 4 325 . 3 . 8179 . 8232 1 . 00 81 . 0 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 13 14 1 16093 . . 0 . 0 . 5575 . 5575 1 . 00 115 . 6 15 1 24469 . . 0 . 0 . 8477 . 8477 1 . 00 163 . 3 16 1 27250 . . 0 . 0 . 9440 . 9440 1 . 00 163 .3 17 1 24469 . . 0 . 0 . 8477 . 8477 1 . 00 163 . 3 I KING BUILDING Mar 22, 2002 S80-02-0087 LIST 4 T18 20LH550 25 ' 04" Page 2 - - -------- ---------- ------ - - ----------------- - - - - - - - -------------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - -- - - - - - - - -- - ---------- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 16093 . . 0 . 0 . 5575 . 5575 1 . 00 115 . 6 19 -------------- **WEB DESIGN** STEEL FY = 50 KSI . MIN VERT SHEAR = 1719. LBF. -------------- L END REACTION = -6875 . LBF. R END REACTION = -6875 . LBF. MEM Q SEC DESCRIPTION KL/R AXLQLD AXLVLD SIZE LEN DEN SLOT 2 1 115 15/16 ROUND 177 . 6 + 15831 + 20709 . 222x 3 .4 6 . 9 2D 1 8 Ll-1/4X1-1/4X. 111 68 .4 - 1939 - 5567 lllx 2 . 0 2 . 6 3 1 17 Ll-1/2X1-1/2X. 138 87 . 2 - 5391 - 6913 . 138x 2 . 6 2 . 9 4 1 14 Ll-1/2X1-1/2X. 115 103 . 1 + 6272 + 9953 . 115x 3 . 7 3 . 8 V2 1 8 Ll-1/4X1-1/4X. 111 57 . 8 - 1288 - 6044 lllx 2 . 0 2 .3 5 1 14 L1-1/2X1-1/2X. 115 77 .4 - 4412 - 6183 . 115x 2 . 6 3 . 8 6 1 8 L1-1/4X1-1/4X. 111 124 .2 + 2769 + 7955 lllx 2 . 4 3 .4 V3 1 8 Ll-1/4X1-1/4X. 111 57 . 8 - 1237 - 6044 . 11lx 2 . 0 2 . 3 7R 1 8 L1-1/4X1-1%4X. 111 93 . 2 - 2769 - 4283 . 11lx 2 . 0 3 .4 V4 1 8 L1-1/4X1-1/4X. 111 57 . 8 - 1237 - 6044 . 11lx 2 . 0 2 . 3 6R 1 8 Ll-1/4X1-1/4X. 111 124 .2 + 2769 + 7955 . 11lx 2 . 4 3 .4 5R 1 14 Ll-l/2X1-l/2X. 115 77 .4 - 4412 - 6183 . 115x 2 . 6 3 . 8 V5 1 8 L1-1/4X1-1/4X. 111 57 . 8 - 1288 - 6044 . 11lx 2 . 0 2 . 3 4R 1 14 Ll-1/2X1-l/2X. 115 103 . 1 + 6272 + 9953 . 115x 3 . 7 3 . 8 3R 1 17 Ll-1/2X1-l/2X. 138 87 .2 - 5391 - 6913 . 138x 2 . 6 2 . 9 2DR 1 8 L1-1/4X1-1/4X. 111 68 .4 - 1939 - 5567 . 11lx 2 . 0 2 . 6 2R 1 115 15/16 ROUND 177 . 6 + 15831 + 20709 . 222x 3 . 4 6 . 9 ----------- - - ---- - - -- --- - **BRIDGING REQUIREMENTS** ----------- -------------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 229 1 . 044 25 . 000 244 . 178 12 . 167 1 H --------------- - - -- - - ---- BRIDGING SELF WEIGHT = 211 .4 LBS/FT > 9 . 5 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H ---- - - - - - - - - ------------- NOTE: END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R KING BUILDING Mar 22, 2002 S80-02-0087 LIST 4 T19 - - -- - - - - - -- - -- - - - - - - - - - - - - - -- - - - - -- - - - - - - - - -- - - - - - - - - - - - -- - - -- - - _ - -- _ - - - - - - - - - - -- ** LONG SPAN JOIST DESIGN REQUIREMENTS vl . 01 SJI SPECS VULCRAFT ENG DEPT** - -- - - - - -- - - - - - - -- - -- -- - - -- - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - JOIST TYPE BASE LENGTH 20LH550 30 ' 01-3/4" - - - - - - - - - --- - - - ----- **BASIC DIMENSIONS** PARALLEL CHORDS UNDERSLUNG - - - - - - - - - - - -- - - - - -- - DEPTH: 20 0/0 MODIFIED WARREN CONFIGURATION - LEFT END PANEL -- -- RIGHT END PANEL -- END DIM VAR DIM INTERIOR PANELS VAR DIM END DIM TC 3- 3 0/0 1- 9 7/8 5 AT 4- 0 0/0 1- 9 7/8 3- 3 0/0 BC 4- 3 0/0 0- 9 7/8 0- 9 7/8 4- 3 0/0 - - - - -- - - - - - - - - - - - - -- **DESIGN CRITERIA** - - - - - - - - - - - - - - - - - - - TOTAL LIVE TCAXIAL TC BEND BC BEND LOAD LOAD ADLOAD LOAD LOAD LOAD TOTAL LIVE (P55)0 (P25)0 (LBS) (KIPS) (KIPS) (KIPS) LD/D4EFOL LL/DEFOL -- - - - - - - - - - - - - - - - - -- - **CHORD DESCRIPTION** -- - - -- - - - -- - -- - -- - -- - - - MAX COMB FILLERS SEC DESCRIPTION RATIO MEM DEV I REQ I REQ TC 29 L 2 X 2 X.213 1 . 0067 7 287 . 6 118 . N BC 29 L 2 X 2 X. 213 . 7919 19 N - - - - - - - - - - - - -- - **DEFLECTION** --- - - --- - -- -- -- ----TOTAL LOAD---- ----LIVE LOAD----- LCALLOW ACTUAL GOV ALLOW ACTUAL GOV 1 1 .49 1 .49 x 1 .49 . 67 - - - - - - - - -- - - -- -- - - - - - - - - - -- -- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI - - - - - -- - - - - - - - - -- - - - - - - - - - - GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR TC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 1 1 -19519 . -480 . 2 435 . 6 . 8525 . 9700 1 . 00 94 . 3 2 1 -18422 . -480 . 2 -10 .2 . 8298 .4975 1 . 00 55 . 7 3 1 -27838 . -210 . 1 131 . 9 . 7718 . 7442 . 75 45 . 9 4 1 -27838 . -210 . 1 82 . 1 . 7718 . 7240 . 75 45 . 9 5 1 -36228 . -185 . 3 94 .3 . 9219 . 9379 . 75 45 . 9 6 1 -36228 . -185 . 3 91 . 0 . 9219 . 9365 . 75 45 . 9 7 1 -39029 . -183 . 6 91 . 8 . 9782 1 . 0067 . 75 45 . 9 8 1 -39029 . -183 . 6 91 . 8 . 9782 1 . 0067 . 75 45 . 9 9 1 -36228 . -185 . 3 91. 0 . 9219 . 9365 . 75 45 . 9 10 1 -36228 . -185 . 3 94 . 3 . 9219 . 9379 . 75 45 . 9 11 1 -27838 . -210 . 1 82 . 1 . 7718 . 7240 . 75 45 . 9 12 1 -27838 . -210 . 1 131 . 9 . 7718 . 7442 . 75 45 . 9 13 1 -18422 . -480 .2 -10 .2 . 8298 .4975 1 . 00 55 . 7 14 1 -19519 . -480 .2 435 . 6 . 8525 . 9700 1 . 00 94 . 3 GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 15 16 1 21453 . . 0 . 0 .4433 .4433 1 . 00 86 . 3 17 1 32720 . . 0 . 0 . 6761 . 6761 1 . 00 122 . 3 KING BUILDING Mar 22 , 2002 S80-02-0087 LIST 4 T19 20LH550 30 ' 01-3/4" Page 2 ------------------- - --------- - - ----- ------------------------ - ----------------- **RESULTANT CHORD DESIGN** STEEL FY = 50 KSI ------------------- -- - -- -- GOV AXIAL LD PP MOMENT MP MOMENT PP MP FILR BC LC (LBS) (FT-LBS) (FT-LBS) RATIO RATIO K KL/R REQD 18 1 38328 . . 0 . 0 . 7919 . 7919 1 . 00 122 . 3 19 1 38328 . . 0 . 0 . 7919 . 7919 1 . 00 122 . 3 20 1 32720 . . 0 . 0 . 6761 . 6761 1 . 00 122 . 3 21 1 21453 . . 0 . 0 .4433 .4433 1 . 00 86 . 3 22 -------------- **WEB DESIGN** STEEL FY = 50 KSI . MIN VERT SHEAR = 2050 . LBF. -------------- L END REACTION = -8198 . LBF. R END REACTION = -8198 . LBF. REQ DEV WELD REQ DEV MEM Q SEC DESCRIPTION KL/R AXL LD AXL LD SIZE LEN LEN SLOT 2 1 115 15/16 ROUND 190 .2 + 20912 + 20709 . 222x 4 . 5 7 . 6 2D 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2274 - 5586 lllx 2 . 0 3 . 1 3 1 17 Ll-1/2X1-l/2X. 138 86 .4 - 6530 - 6979 . 138x 3 . 2 3 . 3 4 1 17 Ll-1/2X1-l/2X. 138 103 . 3 + 8118 + 11849 . 138x 4 . 0 4 .4 V2 1 8 Ll-1/4X1-1/4X. 111 57 . 3 - 1375 - 6065 lllx 2 . 0 3 . 1 5 1 14 Ll-1/2X1-1/2X. 115 77 . 1 - 6207 - 6197 . 115x 3 . 6 4 .4 6 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 4460 + 7955 lllx 2 . 7 4 . 0 V3 1 8 Ll-1/4X1-1/4X. 111 57 . 3 - 1301 - 6065 . 11lx 2 . 0 3 . 1 7 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3319 - 4300 . 11lx 2 . 0 4 . 0 8 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3319 + 7955 lllx 2 .4 4 . 0 V4 1 8 Ll-1/4X1-1/4X. 111 57 . 3 - 1296 - 6065 lllx 2 . 0 3 . 1 8R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 3319 + 7955 . 11lx 2 .4 4 . 0 7R 1 8 Ll-1/4X1-1/4X. 111 92 . 9 - 3319 - 4300 lllx 2 . 0 4 . 0 V5 1 8 L1-1/4X1-1/4X. 111 57 . 3 - 1301 - 6065 lllx 2 . 0 3 . 1 6R 1 8 Ll-1/4X1-1/4X. 111 123 . 8 + 4460 + 7955 . 11lx 2 . 7 4 . 0 V6 1 18 Ll-1%4X1-1%4X. 111 57 . 3 - 1375 - 6065 lllx 2 . 0 3 . 1 4R 1 17 Ll-l/2X1-l/2X. 138 103 . 3 + 8118 + 11849 . 138x 4 . 0 4 .4 3R 1 17 Ll-1/2X1-1/2X. 138 86 .4 - 6530 - 6979 . 138x 3 . 2 3 . 3 2DR 1 8 Ll-1/4X1-1/4X. 111 68 . 0 - 2274 - 5586 . 11lx 2 . 0 3 . 1 2R 1 115 15/16 ROUND 190 .2 + 20912 + 20709 .222x 4 . 5 7 . 6 ------------------------- **BRIDGING REQUIREMENTS** ------ - - - ---------------- WORKING WORKING LEN DEVELOPED NO. OF TC RYY BC RYY LENGTH / (TC RYY) SPACING ROWS TYPE 1 . 241 1 .241 29 . 813 288 .313 14 . 573 1 H -- --- ------ - - - - - - -- - -- --- BRIDGING SELF WEIGHT = 157 . 7 LBS/FT > 12 . 3 LBS/FT TRUSS SELF WEIGHT. BRIDGING/ERECTION STABILITY LAYOUT: H - - - - --------------------- NOTE : END PANEL SHORTENED DUE TO SLOPE OF WEB W3/W3R FROM FA}( NO. Jul. 22 2002 09:10AM P1 Ago"— k City of Arlington UTILITIES DIVISION FAX Transmittal Sheet Utilities Office: 108 W Haller Mailing Address,: 238 N Olympic Ave Arlington, WA 98223 Phone: (360) 403-3526 Fax: (360) 435-7944 DATE: - -7 ZZ z la 4lit TO: "VC)P464hil, FIRM: '`fit ;d 11::C�4 FAX 4: FROM: Aq DE' R,101�,[ SUBJECT. `, `1 Ct►r k 0 L4, I NUMBER of pages to follow: If you experience problems receiving this FAX, or if you don't receive the --number of pages indicated,please call our-office at 360-403-3526 Additional Comments: Faxed by:_—L�'t Date• -- Time t_. IL I II I_I I I 11 - I id. 10■,ilr IQl I I I-T :'.'LI-T I I I - ;z L I wIII 1 1■ L I I _ AL vv -- .-I will- 1 1 ■11l1 01 ■ ■, G1t I ,-T = 1 - r- 1 r II 111 u 1_ _16- J I. J 11111 1 1' 1 I ' ' 1 } � l ■ ■ - I11 7 ST7 • ■ 1 1 r,r r _ _ — 1 _ 1 li •y�y1 1 h-rae I -n .-1 — •� r~�1 1 I 1 CIO', '1 FROM FAX NO. Jul. 22 2002 09:10AM P2 71. Z/O 2-- �441- �_.��.—_vow� �n.��_ �,� 3UL TT-=- -'*-- CITY OF ARLINGTON t . - its-I - _ _hip -16WAkd�z 7 -4 06: fDj arr V. �'ifj �r - - - - I _ _ y I _ FROM FAX NO. Jul. 22 2002 09:10AM P2 C UUe Rovo ro1v r- - :z - r - - I luir �- l G1� Y O� Department of Development Services • • Engineering Division 238 N. Olympic Avenue 0� Arlington, WA. 98233 �jN G`S 9 TO: Manager �C COMPANY: MTC �,� ✓UFO �/� FAX No: 360.755.1980 FROM: Gregg Eaton, Engineering Technician Q PHONE No: 360.403.3527 DATE: June 5, 2002 G'�O SUBJECT: King Warehouse, Arlington—Compaction Tests PAGES: 2 The attached report regarding the Subgrade and CSTC compaction testing is unacceptable. The City inspector was not notified regarding scheduling of tests in the right of way, nor the parking lot. It appears by this report that there were none taken. Therefore, you will need to contact Larry Mills, Streets/Storm Drainage Inspector 360.435.0674 to discuss a resolution. Failure to do so will delay final approval of this development. Thank you. Cc: DKS/Mike King—Faxed—360.474.1919 Larry Mills, Street/Drainage Inspector t �� M.T. C. _ Materials Testing & Consulting, Inc. Report#F 3424 FIELD REPORT Materials Testing &Consulting, Inc. FILE NO.: 777 Chrysler Drive DATE: Burlington, WA 98233 Phone:(360) 755-1990 PROJECT: Fax: (360) 755-1980 ADDRESS: CLIENT: CITY: _ ATTN: o ENGINEER: ADDRESS: ARCHITECT: CONTRACTOR: PERMIT NO.: tie % �002 Time: O Temp: 6-f b AFAR 0,1 .rde o� lleC : al s " CJIC S V11 C . e [r U/ /PC i. t r!� c. REPORTED BY: REVIEW ED BY: DISTRIBUTION: original: cc: cc: cc: cc: cc: All re%ulta apply only to actual I,Waduns and materials tested As a mutual pnaectiun nr elienuc,the puhlic and ourselves,all relwins arc suhmitted as the comidemiaI property of client%,and aurhoriwion for puhlication of statements,conclusions or exact%Inim or regarding our reNrL%is reserved pending our wntten approval 1710 Midway Court•Centralia,WA 98531 •Phone(360)330-7926•Fax(360)330-7946 Website Address: www.mtc-inc.net I M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST CLIENT: DKS, Inc. Report#C 1079 PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 67th& 188th 19012 61"Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: May 6, 2002 DATE RECEIVED: May 7, 2002 PERMIT#: 02-4690 FIELD DATA � � LOCATION OF PLACEMENT: Mezzanine Deck A to C and 1 to 3 / rZ SAMPLED AT: Truck chute before line oum in -1S1 truck CONTRACTOR DKS SUPPLIER 'Y OFARUNGT01V Smokey Point QUANTITY PLACED,CU/YD 10 of MIX#&PROPORTIONS 6 sk DELIVERY TICKET NO. 119357 pg n0 air CEMENT, lbs. TRUCK NO. 8074 FLYASH, lbs. BATCH TIME. 7:28 WATER, gals. SAMPLE TIME 8:20 FINE AGGREGATE, lbs. SLUMP, inches(ASTM C-143) 5 1/2 COARSE AGGREGATE, lbs. AIR CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. AIR TEMPERATURE, eF 440 COARSE AGGREGATE, lbs. CONCRETE TEMP, eF(ASTM C-1064) 620 ADMIXTURE, oz./cwt ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY -(DAYS) (SQ.IN. PSI 2578 7 5/13/02 112,000 6.02 28.45 3,940 VD ® Cylinders made by a MTC representative 2529 28 6/3/02 ® Cylinders picked up by a MTC representative 2530 28 6/3/02 ❑ Test results comply with applicable specification 2531 H ® Roinforcug steel was visually in:poclod and found to comply wilh project plans and spots OReinforcing steel does not comply with project plans and specifications Goltons of water were added D prior to/O after REQ'D 28 10 sm p,ing. 3,000 —TE REMARKS: MTC on site prior to concreting-6x6 WWF as per S3 on steel deck No exceptions taken it REPORTED BY: John Kepner WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects CC:City of Arlington cc: Thomco Construction cc: All ramps apply only to Went locntions mtd materials lcsuxl.M a mutual pmteetien to clieuls,the public and oursdve*all reports ore submitted ns the cnnlidemiw property ofcliamts,mid aulhurirmion for publication orstatenimis,couelusiom or extracts rmm or msanling our rcpons is rescrved pending our wriean eppn)val. 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia, Wa.98531 • Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.inte-inc.net Rev.07/01 i M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Report#C 0 0 CLIENT: DKS, Inc. PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 671h& 188'h 19012 61s' Ave. NE, Ste. 5 FILE NO: 011223 Arlington. WA. 98223 DATE CAST: February 11, 2002 DATE RECEIVED: February 14, 2002 PERMIT#: 02-4690 FIELD DATA LOCATION OF PLACEMENT: Footings 9-A to C C-2 to 9, B-C between 1 & 2, 1-A to B, 3 line ISO pad footing between B & C, 1 & 2. SAMPLED AT: Truck chute before pumping, first truck at 1-A to B (:)NTRACTOR DKS SUPPLIER Smokey Point r«JANTITY PLACED,CU/YD 10 of 30+ MIX#&PROPORTIONS 5 sk w/air" DELIVERY TICKET NO. 117044 CEMENT, lbs. 4715 TRUCK NO. 30 FLYASH, lbs. BATCH TIME. 8:37 WATER, gals. 115 SAMPLE TIME 9:20 FINE AGGREGATE, lbs. 16110 @ 5.7 SLUMP, inches(ASTM C-143) 3 COARSE AGGREGATE, lbs. 14850 AIR CONTENT, %(ASTM C-231) 5.8 COARSE AGGREGATE, lbs. 2590 AIR TEMPERATURE, "F 370 COARSE AGGREGATE, lbs. CONCRETE TEMP, "F(ASTM C-1064) 560 ADMIXTURE, oz./cwt mbur 35 ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY DAYS) (SQ.IN.) (PSI 0481 7 2/18/02 73,900 6.01 28.27 2,610 DG ® Cylinders made bya MTC representative 0482 28 3/11/02 106,500 6.01 28.35 3,760 CS ® Cylinders picked up by a MTC representative 0483 28 3/11/02 106,000 6.01 28.35 3,740 CS ® Test results complywith applicable specification ® Reinforcing steel was visually inspected and found 0484 H to comply with project plans and specs ❑ Reinforcing steel does not comply with project plans and specifications Gallons of water were added ❑prior to/O after sampling. REQ'D 28 3 000 REMARKS: MTC is on site prior to concreting Reinforcement in accordance with plans. Concrete placed by pump and vibrated internally. No exceptions noted - REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director'14�_ DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc: City of Arlington cc: Thomco Construction cc: All is uh apply only to actual lucaiiuus.ind mawrials ie,1W A.a unu ial proicetiou to clients,the public and nnrselves,all reports are subotined as the confidential pmpcny of-dicnis.and aulhorizatiou for publication of statcinents,conclusions of extracts from or regarding our reports is reserved pending out"rinco approval 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 • Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07101 � + . - �. � � i 1 .� _ • f `,_ _. • . - : � i . � i r. - .� � V:.— •�!'� i��• � N� � 1' — • •lu r.=R' Tgv,:�l r.�ll I�M1,7�ii'. ��_• ^ _•l dtl� 1, .. �'� '*�L��'.-` '. !� �• — � fly �_ ��. •. ;� II_V_ �r M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Report#C 0644 CLIENT: DKS, Inc. PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 671h & 188lh 19012 61"Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: February 25, 2002 DATE RECEIVED: February 26, 2002 PERMIT#: 02-4690 FIELD DATA LOCATION OF PLACEMENT: Building SO 6 `'.AMPLED AT: end of hose CONTRACTOR DKS SUPPLIER Smokey Point QUANTITY PLACED,CU/YD 176 of 286 MIX#&PROPORTIONS 5 sk w/air" DELIVERY TICKET NO. 117370 CEMENT, lbs. NOT =:UCK NO. 28 FLYASH, lbs. `,ATCH TIME. 9:02 WATER, gals. • AMPLE TIME 9:30 FINE AGGREGATE, lbs. Provided SLUMP, inches(ASTM C-143) 5 1/4 COARSE AGGREGATE, lbs. AIR CONTENT, %(ASTM C-231) COARSE AGGREGATE, Ibs. AIR TEMPERATURE, eF 380 COARSE AGGREGATE, lbs. CONCRETE TEMP, eF(ASTM C-1064) 590 ADMIXTURE, oz./cwt ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS(ASTM C-39) LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY (DAYS) (SQ.IN.) (PSI) 0625 7 3/4/02 142,000 6.00 28.27 5,020 CS ® Cylinders made by a MTC representative 0626 28 3/25/02 ® Cylinders picked up by a MTC representative 0627 28 3/25/02 ❑ Test results comply with applicable speclrication l_ 0628 H Reinforcing steel was visually inspected and found to comply with project plans and specs ❑ Reinforcing steel does not comply with project plans and specificalions Gallons of water were added D prior tol D after 28 sampling REQ'D .. REMARKS: Tested concrete for slumps and tempature. Cast one set of cylinders. Set#2 REPORTED BY: Curtis Shear, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All mulls apply only to actual localions mid tuacnials Imiod,Asa mutual protection to clients,the public and oursclvcs,all reports are submitted as the 1ou0dauiol proptdy of clients,and aulhorizalion for publication of slatemmis,conclusions or extracts fiom or regarding our reports is near al pending our writ(=approval, 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 . Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 • Phone(360)330-7926 a Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07/01 : i 'i i 11: •.r�:i G tub ''--.-�i.'�r' _ — — — . —. — — — _. _ .�1. lip. I� � � .. -_ -�.. • - .� �.� - • _ . �'A -. N ti1 - � _ �� .r - - _ _�1 Ir •If !: �� '�1�Ir f I �'�' S� • I, : nn . I�_ . �_ �P1G f:: 'f_ .. '-. �1' ( f' •1�5.�`t«�t'�. M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST Report#C 0645 CLIENT: DKS, Inc. PROJECT: King Warehouse ADDRESS: Attn: Mike King PROJECT ADDRESS: 67"'& 18811 19012 61"Ave. NE, Ste. 5 FILE NO: 011223 Arlington, WA. 98223 DATE CAST: February 25, 2002 DATE RECEIVED: February 26, 2002 PERMIT#: 02-4690 FIELD DATA LOCATION OF PLACEMENT: Building SO 6 1. AMPLED AT: end of hose CONTRACTOR DKS SUPPLIER Smokey Point QUANTITY PLACED,CU/YD 99 of 286 MIX#&PROPORTIONS 5 1/2 w/WR DELIVERY TICKET NO. 117361 CEMENT, lbs. RUCK NO. 65 FLYASH, lbs. -ATCH TIME. 8:05 WATER, gals. AMPLE TIME 8:25 FINE AGGREGATE, lbs. Provided :.::_UMP, inches(ASTM C-143) 5 3/4 COARSE AGGREGATE, lbs. ,IR CONTENT, %(ASTM C-231) COARSE AGGREGATE, lbs. AIR TEMPERATURE, eF 310 COARSE AGGREGATE, lbs. CONCRETE TEMP, eF(ASTM C-1064) 580 ADMIXTURE, oz./cwt ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS (ASTM C-39) LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY (DAYS) (SQ.IN.) (PSI) 0629 7 3/4/02 138,000 6.00 28.27 4,880 CS ® Cylinders made by a MTC representative 0630 28 3/25/02 ® Cylinders picked up by a MTC representative 0631 28 3/25/02 ❑ Test results comply with applicable specification 0632 H Reinforcing steel was visually inspected and found to comply with project plans and specs ❑ Reinforcing steel does net comply with project plans and specifications Gallons of water were added 13prior to/0after REQ'D 28 sampling REMARKS: First 77 yds placed w/o inspector on-site, due to same day call in. Tested concrete for slump and tempature Cast one set of cylinders. Job trailer was locked, so there was no access to plans and specifications. Set# 1 REPORTED BY: Curtis Shear, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director`v DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc:City of Arlington cc: Thomco Construction cc: All results apply only to aelual locations and materials tested.As u mutual pmlection to clients,the public and ourselves,all repons are submitted a the confidealial property olelients,end authorization for publication of statements,wnclusions or extreos fiom or regarding our reports is reserved[reading our wrillen approval. 777 Chrysler Drive • Burlington,Wa.98233 Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 Phone(360)330-7926 • Fax(360)330-7946 Website Address:www.mtc-inc.net Rev.07 01 1 - - 1 M.T.C. Materials Testing & Consulting, Inc. ` Report#F 2022 FIELD REPORT Materials Testing &Consulting, Inc. FILE NO.: 011223 777 Chrysler Drive DATE: March 19, 2002 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Kings Warehouse Fax: (360) 755-1980 ADDRESS: 18802 67111 Ave. NE CITY: Arlington, WA. 98223 CLIENT: DKS, Inc. ENGINEER: Kosnick ATTN: Mike King ARCHITECT: Gary Parkinson ADDRESS: 19012 6181 Ave. NE, Ste. 5 CONTRACTOR: DKS/Thomco Construction Arlington, WA. 98223 PERMIT NO.: Time: 10:00 Temp: MTC on site to inspect reinforcing steel for stacked panels # 3,4,10,12,15 and 21 All reinforcing according to plans for size, spacing, and placement, except panels 3 and 12 need 2 # 4 trim over doors. Contractor is informed of deficiency. Final placement of embeds and clearancesshould be checked at time of placement extra # 5 over and under openings are extra's, No # 4 field spacing should be continous to opening. EI o to 200,E CI I Oii1 REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director � DISTRIBUTION: original:Client cc:Kosnick Engineering cc:Gary Parkinson Arch` cc:City of Arlington cc:Thomco Construction cc: All r suhs apply only to actual locations and anlcritds tesnxl.As a annual proleenion to clienls,the public and ourselves,all n,—are..1 ained as the wulld.lial proNny ofcliaus,and oulhorimlion for publication orstmannus,conclusions or extmLs from or regarding our reports is u.� O p-ding our wrillen approval. 1710 Midway Court ? Centralia,WA 98531 ? Phone(360)330-7926 ? Fax(360)330-7946 Rev.10/00 1 A ; rn.1•r its, 00 It r •_� 1 1 I � _ � 1 . . I I 1 11 M.T.C. Materials Testing & Consulting, Inc. Re ort#F 2046 FIELD REPORT Materials Testing & Consulting, Inc. FILE NO.: 011223 777 Chrysler Drive DATE: March 7, 2002 Burlington, WA 98233 Phone: (360) 755-1990 PROJECT: Kings Warehouse Fax: (360) 755-1980 ADDRESS: 18802 67 Ave. NE CITY: Arlington,WA. 98223 CLIENT: DKS, Inc. _ ENGINEER: Kosnick ATTN: Mike King ARCHITECT: Gary Parkinson ADDRESS: 19012 615 Ave. NE, Ste. 5 CONTRACTOR: DKS/Thomco Construction Arlington, WA. 98223 PERMIT NO.: Time: 7:30-8:30 Temp: 30 MTC on site to inspect resteel of 15 tilt panels 1,2,5,6,7,8,9,11,13,14,16,17,18,19,20. Resteel checked for size spacing and placement. All in accordance to plans except: Added steet at pool line not yet in place, embeds and weld plates not finished and should be checked with clereances on day of placement. REPORTED BY: John Kepner._WABO Inspector REVIEWED BY: Niall Hackett, Technical Director(�'t" DISTRIBUTION: original:Client cc:Kosnick Engineering cc:Gary Parkinson Arch. cc: City of Arlington cc:Thomco Construction cc: All reui lls apph md�a;acu;aI laadiuus and materials te..ad. Asa III protecliol;to clicuIS.the public.ind ourseires,all reports.uc snbini ted as the coulideoIial property of cIieuls.nud authoriiatioi fur p;bliealiou of stalc;neii is.couclusious or esrracts from or regarding air reports is reserved peidiui our-iuca appr-4 1710 Midway Court III Centralia,WA 98531 • Phone(360)330-7926 • Fax(360)330-7946 Rev.10/00 r• - M.T.C. Materials Testing & Consulting, Inc. REPORT OF FIELD INSPECTION AND CONCRETE COMPRESSION TEST V Report#C 0780 CLIENT: DKS, Inc. E'vVPPOJECT: King Warehouse ADDRESS: Attn: Mike King ' PROJECT ADDRESS: 67" & 188`h 19012 6151 Ave. NE, Ste. 5 (F)LE NO: 011223 Arlington, WA. 98223 2 6 20'D-ATE CAST: February 11, 2002 D ��jj��RECEIVED: February 14, 2002 CITY OF ARLI6'Igao\IT#: 02-4690 FIELD DATA LOCATION OF PLACEMENT: Footings 9-A to C, C-2 to 9, B-C between 1 &2, 1-A to B, 3 line ISO pad footing between B & C 1 & 2. SAMPLED AT: Truck chute before pumping, first truck at 1-A to B CONTRACTOR DKS SUPPLIER Smokey Point QUANTITY PLACED,CU/YD 10 of 30+ MIX#&PROPORTIONS 5 sk w/air" DELIVERY TICKET NO. 117044 CEMENT, lbs. 4715 TRUCK NO. 30 FLYASH, lbs. BATCH TIME. 8:37 WATER, gals. 115 SAMPLE TIME 9:20 FINE AGGREGATE, lbs. 16110 @ 5.7 SLUMP, inches(ASTM C-143) 3 COARSE AGGREGATE, lbs. 14850 AIR CONTENT, %(ASTM C-231) 5.8 COARSE AGGREGATE, lbs. 2590 AIR TEMPERATURE, °F 370 COARSE AGGREGATE, lbs. CONCRETE TEMP, °F(ASTM C-1064) 560 ADMIXTURE, oz./cwt mbur 35 ADMIXTURE, oz./cwt COMPRESSION TEST RESULTS ASTM C-39 LOG TEST DATE OF TOTAL LOAD CYLINDER CYLINDER COMPRESSIVE TESTED OBSERVATIONS NO. AGE TEST (LBS) DIA. (IN.) AREA STRENGTH BY DAYS SQ.I N. 0481 7 2/18/02 73,900 6.01 28. 2,610 DG ® Cylinders made by a MTC representative 0482 28 3/11/02 ® Cylinders picked up by a MTC represenlalive 0483 28 3/11/02 ❑ Test results comply with applicable specification 0484 H ® Reinforcing steel was visually inspected and found to comply with project plans and specs ❑ Reinforcing steel does not comply with project plans and specifications Gallons of water were added ❑prior to/13 after _ sampling REQ'D 28 3,000 REMARKS: MTC is on site prior to concreting. Reinforcement in accordance with plans Concrete placed by pump and vibrated internally. No exceptions noted. REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Niall Hackett, Technical Director DISTRIBUTION: original:Client cc: Kosnick Engineering cc: Gary Parkinson Architects cc: City of Arlington cc: Thomco Construction cc: All results apply only In actual Incas imi,.md w.uedads tested As a umtual protection to clients.the pnblie and ourselces.all reporls are submiucd as the confidential properly ofclieuts.and authorization for publication ofstalemenls.conclusions or extracts from or regarding our reports is reserved pcuding our eriuen appm%,ul. 777 Chrysler Drive • Burlington, Wa.98233 Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia, Wa.98531 Phone(360)330-7926 • Fax(360)330-7946 Website Address: www.mtc-inc.net Rev 07/01 �.� � ; ' i :: i_ ;'�+ �� t � �y M.T.C. c IVY Materials Testing & Consulting, Inc. JAN 2 ?. REPORT OF INPLACE DENSITIES BY NUCLEAR METHOD � TYOFA IIGTON Repot D 1119 CLIENT: DKS, Inc. DATE: January3, 2002 ADDRESS: Mike King PROJECT: Kings Warehouse 19012 61s'Ave. NE, Ste. 5 PROJECT LOCATION: 1881" &67"Arlington Arlington, WA. 98223 PROJECT#: 011223 PERMIT#: WORK/LOCATION: Building pad [ INPLACE DENSITY TEST RESULTS (ASTM D-2922 & D-3017) TEST MODE/ LOCATION ELEV. DRY MOIST. * COMP. REQ'D DEPTH DENSITY % % % 1 N/8 West footing line 75' N of SE corner -.9'TSG 123.1 9.1 1 96 95 2 N/8 West footing line 130' N of SE corner -.9'TSG 123.9 9.0 1 97 95 3 N/8 N footinq line center -.7'TSG 121.7 6.9 1 1 95 95 4 N/8 50' S of N footing line center -.8'TSG 125.9 7.1 1 1 98 95 5 N/8 100' S of NE corner E footing line -.8'TSG 125.1 7.3 1 98 95 6 N/8 70' N of SE corner center -.8'TSG 123.7 8.1 1 97 95 7 N/8 15' N of SE corner east footing line -.8'TSG 123.8 8.0 1 97 95 8 N/8 50'W of SE corner 10' S center -.8'TSG 123.3 9.4 1 96 _:::95 TEST METHOD: ❑ASTM D-698/AASHTO T-99 ® ASTM D-1557/AASHTO T-180 *1 SAMPLE# : 2586 DESCRIPTION: brown to gray gravellysand PROCTOR VALUE : 127.0 9.0 *2 SAMPLE#: DESCRIPTION: PROCTOR VALUE : *3 SAMPLE#: DESCRIPTION: PROCTOR VALUE : *4 SAMPLE#: DESCRIPTION: PROCTOR VALUE : GAUGE STANDARD: MS-658 DS-2536 EQUIPMENT I.D. AND S/N (as applicable): 3530/19143 NATIVE SOILS ® SOILS CONSISTENT WITH PROCTOR - Yes ® No ❑ IMPORTED FILLS ❑ SOILS FOUND TO BE FIRM AND STABLE AND TO THE BEST OF OUR KNOWLEDGE MEET COMPACTION - Yes ® No ❑ CONTRACTOR NOTIFIED OF RESULTS Yes ® No ❑ REMARKS: MTC is on site for IPD's. 8'-12' lifts brought by scraper blade and rolled by vibratory roller. Contractor is within 1 lift of finishing and is suggested contractor call MTC when finished. REPORTED BY: John Kepner, WABO Inspector REVIEWED BY: Brian Steele, P.E.G. 114 DISTRIBUTION: original: Client cc: City of Arlington cc: Kosnick cc: Gary Parkinson cc: Thomco Construction cc: All rWulls apply only to actual locations and molmals tcaned.As a annual pmleclion to clients,the public and ourselves,all reports are subin ued as the conlidenlial pmNrly ofclienls,and aulhorimtion for publication orstatem�Is,conclusions or ex(mis from or regarding our reports is reserved pending our wrillm approval. 777 Chrysler Drive • Burlington,Wa.98233 • Phone(360)755-1990 • Fax(360)755-1980 1710 Midway Court • Centralia,Wa.98531 • Phone(360)330-7926 Fax(360)330-7946 Website Address:www.mtc-inc.net Rev-07/01 a C I TY OF ARL I N0YON CONSTRUCTION RaRNr1I T PERM I T NO_ = 0a—A+&90 Owner: KING MIKE 19012 61ST AVE NE STE 5 ARLINGTON 98223 Value of WoA: $586,857.00 Tax ID: 153105-004-017-04 Phone: 360-474-1333 Describe Work: CONSTRUCT NEW OFFICE WHAREHOUSE Proposed Use: OFFICE WHAREHOUSE Legal Description: Job Address: 18810 67TH AVE NE Contractor's Name Type Address License# DKS INC GEN 12128 CYRUS WAY DKSIN**1BOCW P E R M I T F E E S Equipment and Fixtures --- Number Fee Total Charge ------------------------------------ ------ -------- ------------ PLUMBING FIXTURES 19 $10.00 $190.00 SUBTOTAL.... .. $190.00 TOTALS Fee Permit Fee $3 871. 10 Fixture 1190.00 Plan Fee $2, 516. Park Mitigation 4�;;0:74.,-7-4-_ Plumb Permit $25.00 Surfacewater Devel Fee ter-77.4 424-- State fee $4.50 Traffic Mitigation $8,304.00 SIGNATURE: TOTAL FEE................. $27,749.80 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND PAYMENTS.................. $5,246.66 KNOW E SAME TO BE TRUE AND OR- RECT AL RROVISIDNS DF AWS D TOTAL DUE................. $22,503. 14 ORDI AN ES GO R ING T TY DF SO CFI LBE MLEDT HW THER DATE RECEIPT # I ING OFFIC AL I i AAAIQAj- 4 ac, VL,tL J_ f/�/vz ;�,, 'Ea40 Y'TJEZZ) _014 -YIM51a*:'4 1M .-Kin lqsnwO f W M, MOW 10 SUM 17MOR", Of I Aj , AV �j TO . ;m low sulloafa -jai W 4*PU bsepang :MQ1132SO kSPS_J 3X WA HTW NO", S229MA M spentup say'k, gmam PludosisnO3 list 7 i M A R q spoadi NOT 1SIUMI? WS JaqmQvpB Invul, IM14 dv:smu.jq QuAM .. . . . .J A 1 0 T 6 U 2 WATOT F4 311 jimin'i WAS E'"pJAK 15 -8100 u5K OnN 0% Ou, SO S I paw! I u 1ZAI04 dMUN OS.vv% . ,4 at" snv9 se.04 am SWZ, 91 lot GRUTAME onyx AVAH 1 im! YINY13 "'1 1. 1 96 .07PUS . . . . . . . . .. mow . _ _311 JATOT QAQ MP UININOT .HO MOITHI S UA RpA A ; 1L nTWhf 9NA7 yva WQALOF A amos,ze .... . .. .. . . . . . . .. .2MMY014 UWA BWAj 90 200121VON An Mhi 10 MY 310 WOWSKS NO: MAR& W .&SEISS6 . .. . . . ... . . . . . . . .3UG ATOT .94KYJAW HfIW dajjqMaj 3C jjlp vqe''L T bpi DKS INC . - General Contractors DKSIN**180CW January 9, 2002 City of Arlington - Planning Manager Att.- Cliff Strong. Mr. Strong; This letter is to inform you I would like to "PROTEST" the Park Mitigation fees I am being charged on the construction of the new''Office Warehouse located at 18810 67tx Ave NE in Arlington. Sincer y, / �,ice`!--. King - ��— s 19012-61st Ave NE,Suites Arlington,WA 98223 360-474-1333 1-877-778-5357 Fax 360-474-1919 pe 16 14, y� _ ` 1 • 1 :1� 1 vi I a • 1 1 I •' I • J 1 • �. � :. 1 •. r I .r ' ,d + aIN i 1 r I I 1 ' -• ir_1 1 Iti' ti 1 , ■CFI' ._ • • +� ■ '_. ' • 1 1 — I I•�' � ' 1 / I + 16, r ' .. I _ y ,. • 1 J J � / _I .� •r 1 �1' L' 1, •.�• I 1 I'�±'tl ' ' • is I Al �' R 1 .• � . S I �: T 1 I ,' 1 • — :1 . ■ ' 11 ', , � f INS ' - � ,1 �I % � .'. I •I .•I� � ■:� 1 �1 - n � - i � r • 1 r — J I _ � t / ' _ f 1 � •� �_• • III l'� A I • 1 1 • • 1 AN 1 1 — • — .1 _ r L. (� • f , -`I I I~ •• ~ It 11 fl . ,1 N �� 1 � •1 — I • • ,'t 1 1 ' ,I�1 — 1 T r 1 1 1 .,' •'� 1 � 1C 11 — III .r r 1, 1 . '� ` 1• — 'L 1 1 �1 II I` —. .1 +— 1'• 1 j _ u ' 1 _ — 1 e — 1 'n 1• _I 1 DKS INC . General Contractors DKSIN**180CW January 9, 2002 City of•Arlington_ City Engineer Att: Paul Riehart., Mr. Richart, r This letter is to inform you I would like to"PROTEST' the Surface Water DevOopmcnt fees I am being charged on the construction of the new Office Warehouse-,located at 18810 67" Ave NE in Arlington. Sipeprely n 1cha �le�OU� �p2 1'9012-61s1:Ave NE, 5uite-5, Arlington,WA 982�3 360-474-1333 1-877-778-535T Fax 360-474-19f9 1 r • _ • • _ �1 1 —IN 1 IL • Q 1 1 •'u 1' 1 1 ' N � Iti K .• •' ' _ I ' .1 rL 1 �1• • • • :1 — 11 • — — 1 1 7 • 1• rl ` 1 1 r Is _ 1 N C , • r ►" . I It ::.I IK I re IL 04 LLB• _ _ t L 1 III • • 1 L�J — 1 1 — ^ . , ` rk � •1 FROM : WRG Electric}or<Tack k Exp FAX NO. : 360 403 9737 Oct. 29 2001 02:58PM P1 W.R,G". ELECTRIC, INC 20902 67"' Ave NE, PMB 3i2 e Arlin€�tm WA 98223 (425) 308-9341 • Fax(360)403.9737 1 � PLEASE NOTE>'VEW ADDRESS AND NEW FAX NWNW Facsimile Cover Sheet r g Company: J Date: Fax: D o 6 From: I r'-C Q Number of pages Including This Cover Sheet Message: 1 . L k,c,�. � . ImportAn't: This message is intended for the use of the individual or entity to which it is addroswd,and xrgkv contain inforination that is privileged confidential,and exempt from disclosure under applicable law. if the reader of this message is not the intended recipient., you are hereby notiried"t any dissentinatioq distribution,or copying of lids communication is strictly prohibited. ]f you have recieved this oommunieation in error,plcase notify us immediately by telephone,and return the original messasc to ups at tha above address via the United Stxlcs Postal Service ir rr 1` I IT r' t - f 1,1�•�LL I�IYI 1� ■ ��Itii-.v I i�ul I I t �r • —� -i� .� l J — — — - — — — — — — "'-rN i L� l l`I-J r.11l Atilt III III1 CVva.: K, I /.i • _ I � 1, — _ I — '^ r J - _ I�� y,..,1)AI ymssmo 0 II r! INm TI lkliiylri■l c for eo1 til r.0 r�� -I� ri `�j u Wh IIo■ 44MO Imh rc G■Yl -I11 II " -■fi Y'�V:rn MM=64.G-7 i0 I�sXM !' ' .IMWI`� WIML M I I I'JAitU.T■I 11Wre!Ii.IOdl� ■`�4:F -IIA�l� �.1�+=�1�' OWA61=: LL -r �' L_1LW -=11111 A. M■ J r/ J �_I� r!■ I1/I 4j ■ Try� ii'�� 11:��YA'7� '-+ �•r �—� s . LMDGUll!! �tl -W lll&,Mlt Wu10 ■&Idd•i111` r FROM ! CITY-QF_ARLINOTON Fr*( NO. 36Z 415 3' b r?ct. 7.5, a 23:43PM F4 _.. 1. 1994 '1V'R0:1�IlE •toil` v�1. 1 e awr !99: •yi+'apnnynn u�nrlaN.4111YJr:'d'G�t%)'�•'.onw;.it1-2 Project Inif par B+dd nc C>.rr:r•nr t r.c I iaool.e,nt artarws (( �,v 2. Q657 Pm ect Desct3pNa» NewBmldNp +1e�datu.r i�l..;:.-'�t•." PtettGF a tyh:ng POYW to awsm S(stemAn" compliance optko t ._. � {9cc Qw)fitxatfan CtAd(ast(oavr; ladlcate?25crtptA'o 6 LPA spceaa otruly pn F anc 1 �,�,�,� Alteration on Exceptions Ne Chwoft are being Maas to W egmtp (check aPP1DprIple Lto1[j Q Usss d ►+90 Al of the fWrb SO W,and installed tignimg W3C19e rs not beato If W"' .44ximum Allowed Lighting Wattage (Interlor) tacalien (iborlraarn mu.) 000491try OSSC tptfan Y+l6b cxr?t,•• AM in Rr Atoned z Arta I` C-�. S L �_ �t p� a ��C� •�''t{ Q C� •Grt?m Talsa 1161[over) awwrT s::ap cxr 01ons takvo from Wrau TGw att ea wane Pro usedlA htingWattA a (Interior) (LUv mat rxesaatabsARawrdwatt&!ortntedod - LL- Number at wam Wars Flxtuf!C1aiCrl iGr1 'r)xtcvest �I?QL1re Ptapased (fleprMGtltt1f10.1 � �_1 I�4�-.> ..222�5— Wal Praprsal Watts may rrpt exceed Tcts)Allowed V'h"for IrU-'tor 7cwt p apoaiA�4'atte Maximum Allowed Lighting Wattx a(Exterior I ` ' AIi4wlA Wslp� Argun R° AIbY+ed Wads 1 t sulker Gesa�tbn l r R'a per tt bar If}pr 1 ewM*tar x I?(ar x 10 1 0.2 Wife ow o.z av _ 'c durdevr A tae (9 2 W!R' stag (lyIAla�:) 02svlrnt' BId4(bY PNMr+} T 5 NOM Note:for Du lug C7t@TTpr,chgot+e eimor Ire 1wedt area or bh*Perimeter wthod,Wt not Wh) lard sed h(5in Watta a Exterior qft ewii n"W Tad AlW mO want ter§Agder► Ntyete ei Wall wsih LrYetgr) Fbkra psnottprWn Fbdures Firm", FrOprsed Z Pr - rcim Nroonsecf'rYpt►s,ray'nat exceed Tom�u�wn to roe vnVr son+ olxryW Watts ID-Dry �l IN k-I c , �2 -�D t,-( - 'd Wd9S:F0 1002 6E '�00 L£L6 £0b 09£ : 'ON XbJ dx3 �07AS 13SD) Lc(01a1-0;;13 06M 14OW I I_ I ti.?_ � r � � ■..■.a �� mm 4." . . 09MA4no■■i Poo mist Pi L . _ hglrNnll 'N l.d � - - - ) l Z L&T r•� r w1 iw� - ■ OIL IL 30 r 1 ARM � S . „ i i - - 1 - I 1 _ wYn��1 r Y i r STD FORM R888A i m m r = z o v m H m * ti < -n y rn c �C ran � m N � - o� z ~-7 r En z D �' ,00 ^^" b � -4 w C m c z d � m d 'n C7 3 � Di O .� C U7 ti m -4 4 rn m r cn mrn X r. C7 C -P, o O O � n N rn D �' cn 0 m r� n n z m En OCn►O Z _= O rn Pi C.0O Q r +j m CI1 LD 71 00 Lo m O i i ---- -——————————— ,, ',.. ,1 $ ttis� ss kt "MTN MN e[cKr AV wry / I `OTN Ste-pE r.nc[ • T is r � 1 TON t� � ' ' r ry S3 hi r � WN HWY 530E ! "" 67,,E StrtN ,q s: r i OR IIZftl .It'ET tta xp `w q 1V9f F4 Aff s J rotrn sT t < rc '�2wnnMEst l? ` co+ReMr •en.n.,w"•••p( 2F l9 ram. ` cgtM 1fi r WR 4F a_z0 r \` 'Kltr n n z �• <� rwTM %E $ i a 9 T" mslf k wn am `sr ` it .t S TE VICINIT"r MAP N.T 5 - NORTH .,�-. f - I �• 7 � � :(/uo Xpadoid jo Uo/�Dool JOf PBsn C• 0 3 w dDw/B9JDd D sl//!,fgAuns D!ou si siy1 -17 1 51 96 e unr •g•,S•X 31ON 0) W a 44881 - 0 -- - I 1 I d. I Goo - ° tlo-p I � I rr 8►o-b goo-+ � I m - - - - - - - - - - I - c t7 Z � C) i Z I � I I I I tc)O I I y I I rri = I I I � PUZ61 - - - - - - - - - - --I �� I a I I i I I a I boo- 510-17 p � � I � I I I I o 0 o I i I c KOS N I K ENGINEERING Mike King Warehouse Arlington, Washington i JIIN 2 7 2001 �- 444 `�'tructural Calculations For j Permit Submittal A,,�.K Project No. 01022 2074 May 15', 2001 srox,�.�' txRIREs ,O 0 16300 MILL CREEK BLVD., SMITE C-1 0 MILL CREEK, WA 98012 0 (425) 743-7004 0 (425) 743-1848 Fax 0 i v i O IC i 5-2 ry�� P�i-�-+ �I 2 pc�lG t Ncvt GONE TL— C-"r-�F tU . /Irv w TL ,v P,F. 30 -Spy w L,L UP bM �f o b�� 111 Lid g� �� CTw, = 20 c,� o& (a S F®�i�1LOK NORMAL ;GHT CONCRETE (145 pcf) TOTAL Ll _ lSLABGALVA NIZED OR PHOSPHATIZED/PAINTED DEPT11 'hV �(4 or•7 WELDS ALLOWABLE SUPERIMPOSED LOADS (Lbs./Sq. Ft.), DIAPHRAGM SHEAR VALUES (q)(Lbs./L.F.)AND FLEXIBILITY FACTORS (F) NUMBER SPAN OF SPANS TOTAL SLAB DEPTH DECK GAGE &CONCRETE WT.psf 6 WT.psf F4 ql 6'-0" 6'6" 7'0" 7'6" 8'0' 8'6" 9'0" 9'-6" 10'-0" 10'-6" 11'-0" F 1 232 199 173 151 132 117 104 92 82 74 fifi 2 261 228 202 151 132 117 104 92 82 74 fifi 22 3 2fi1 228 202 151 132 117 104 92 82 74 fifi qq 1825 -1 15 1755 1725 1700 1680 1660 1640 1625 1610 1600 1 9 F4 45 46 47 48 48 49 50 50 51 51 52 qq7 2035 1980 1935 1895 1855 1825 1800 1775 1750 1730 1715 F7 4 43 .44_ 44 .4 1 275 240 183 160 141 124 110 98 Be 79 71 2 275 240 212 189 170 124 110 98 88 79 71 3 275 240 212 189 170 124 110 98 88 79 71 120/� 2 3 20 q4 1890 1845 1805 1775 1745 1715 1695 1670 1655 1635 1620 F4 40 41 42 42 43 44 44 45 45 46 46 q7 2145 2080 2020 1975 1930 1895 1860 1830 1805 1780 1760 _.40- 1 298 261 230 205 184 137 122 108 97 87 78 2 298 261 230 205 184 167 152 108 97_ 87 78 30.G 1 8 3 298 261 230 205 184 167 152 138 127 87 78 J q4 2045 1985 1930 1885 1845 1810 1780 1750 1725 1705 1685 2 9 F4 32 33 34 35 35 36 37 37 38 38 39 q7 2380 2295 2220 2155 2095 2050 2005 1965 1930 1895 1865 7 1 298 260 230 205- 184 166 151 .108 96" 86 78 2 298 260 230 205 184 166 151 138 127 -.86 - _78 1 C 3 298 260 230 205 184 166 151 138 127 117 108 11 qq4 2215 2140 2070 2015 1965 1920 1880 1845 1815 1785 1760 3.5 F4 26 27 28 29 30 30 31 32 32 33 33 y7 2635 2525 2430 2350 2280 2215 2160 2110 2065 2025 1990 F7 .22 .23 .24 .25 .26 .26 1 .27 .28 .28 .29 1 .29 1 269 231 200 175 153 135 120 107 95 85 76' 2 300 266 200 175 153 135 120 107 95 85 76 22 3 300 266 200 175 153 135 120 107 95 85 76 qq4 2065 2025 1995 1965 1940 1915 1900 1880 1865 1850 1835 1 9 F4 40 41 41 42 42 43 43 44 44 45 45 q7 2275 2220 2170 2130 2095 2065 2035 2015 1990 1970 1950 7 1 300 244 212 185 163 144 FOO 113 101 91 81 2 300 279 247 220 1.63 144 113 101 91 81 /® 20 3 300 279 247 220 163 144 113 101 91 81 q4 2130 2085 2045 2010 1980 1955 1910 1890 1875 1860 2 3 F4 35 36 37 37 38 38 39 40 40 40 y7 2385 2315 2260 2215 2170 2135 2070 2045 2020 1995 F7 .32 32 3 4 .35 6 11 300 300 26fi 237 178 157 125 112 100 90 2 300 300 266 237 213 193 .140 125 112 100 90 36.6 18 3 300 300 266 237 213 193 175 160 112 100 90 q4 2285 2225 2170 2125 2085 2050 2020 1990 1965 1945 1925 2 9 F4 29 29 30 31 31 32 32 33 33 34 34 qq7 2620 2530 2460 2395 2335 2285 2240 2205 2165 2135 2105 F7 _ _I .25 .26 -27 29 1 300 300 265 236 212 192 138 123 110 99 89 2 300 300 265 236 212 192 174 159 .110 99 y. 89 163 300 300 265 236 212 192 174 159 146 135 89 r. 2455 2375 2310 2255 2205 2160 2120 2085 2055 2025 200D N3.5 24 25 25 26 26 27 27 28 28 29 29 q7 2870 2765 2670 2590 2520 2455 2400 2350 2305 2265 22.30 FT .20 -21 .22 .22 .23 .24 .24 .25 .25 .26 .26 1 300 265 229 200 175 155 137 122 109 97 87 r� 2 300 300 229 200 175 155 137 122 109 ' 97 87 2G 3 300 300 229 200 175 155 137 122 109 97 87 q4 2305 2265 2230 2205 2180 2155 2135 2120 2105 2090 2075 1 9 F4 36 36 37 37 38 38 39 39 39 39 40 q7 2510 2460 2410 2370 2335 2305 2275 2250 2230 2210 2190 F7 .33 4 34 1 300 279 242.. 211 186 164 146 129 116 103 93 2 300 300 282 211 186 164 146 129 116 103 93 y3 300 300 282 252 186 164 146 129 116 103 93 20 F4 2332 2332 2233 2233 2.34 2.34 2.35 2.35 2.35 2115.36 2100 .36 4 1/Z// 2.3 q7 2620 2555 2500 2450 2410 2370 2340 2310 2280 2260 2235 In 9--.29_ 30 1 300 300 300 231 .203 180 159 142 127 114 103 2 300 300 300 272 244 220 159 142 127 114 103 42.7 1$ 3 300 300 300 272 244 220 200 142 127 114 103- qq4 2525 2460 2410 2365 2325 2290 2260 2230 2205 2180 2160 2 9 F4 26 26 27 28 28 28 29 29 30 30 30 q7 2860 2770 2695 2630 2575 2525 2480 2440 2405 2375 2345 F7 .23 _ .24 .24 .25 .26 .26 _27 .27 1 300 _ 300 300 270 242 _177 158 140 126 112 101 2 300 300 300 270 242 219 199 140 126. 112 101 163 300 300 300 270 242 219 199 182 167 qq4 2695 2615 2550 2495 2445 2400 2360 2325 2295 2265 2240 F4 22 22 23 23 24 24 25 25 25 26 26 3.5 FT 31100 30000 29100 2830 2760 2625 2640 2590 2543 2503 2470 6 Shoring required in shaded areas. VERCO i STANDARD LOAD TABLE ° Based on a Me,-`Ym Allowable Tensile Stress of 30 ksi LONGSPAN STEEL JOIS(S, LH-SERIES Adopted by the Steel Joist Institute May 25, 1983, Revised to May 2, 1994- Effective September 1, 1994 The black figures in the following table give the Where the foist span is equal to or greater than TOTAL safe uniformly-distributed load-carrying the span corresponding to the .. SHADED area capacities in pounds per linear foot, of LH Series of the load table, the row of bridging nearest the mid joists. The weight of DEAD loads, including the joists, span shall be diagonal bridging with bolted i must in all cases be deducted to determine the LIVE connections at chords and intersection. Hoisting load-carrying capacities of the joists. The cables sha11 not be released until this row of bolted approximate DEAD load of the joists may be diagonal bridging is completely installed. determined from the weights per linear foot shown in Where the joist span is equal to or greater than y the tables. the span corresponding to the SHADED The RED figures in this load table are the LIVE loads area of the load table, all rows of bridging shall be i per linear foot of joist which will produce an diagonal bridging with bolted connections at chords approximate deflection of 1/360 of the span. LIVE and intersection. Hoisting cables shall not be loads which will produce a deflection of 1/240 of the released until the two rows of bridging nearest the span may be obtained by multiplying the RED figures third points are completely installed. i by 1.5. In no case shall the TOTAL load capacity of The approximate moment of inertia of the joist, in inches' the joist be exceeded. is: It = 26.767(W«)(L3)(10 e), where WLL = RED figure in This load table applies to joists with either parallel the Load Table, and L=(clear span+ .67)in feet. chords or standard pitched top chords. When top When holes are required in top or bottom chords, the chords are pitched, the carrying capacities are carrying capacities must be reduced in proportion to determined by the nominal depth of the joists at reduction of chord areas. i center of the span. Standard top chord pitch is 1/8 The to chords are considered as being stayed inch per foot. If pitch exceeds this standard, the load laterally floor slab or roof deck. table does not apply. This load table may be used for Y Y t parallel chord joists installed to a maximum slope of The approximate joist weights per linear foot shown in 1/2 inch per foot. these tables do not include accessories. I i Approx.WL Depth I SAFE LOAD' CLEAR SPAN IN FEE r Joist in Lbs.per in in Lbs. Designation Linear FL Inches Between (Jo sts Only) 21-24 25 26 27 28 29 30 31 32 33 1 34 1 35 1 36 18LH02 10 18 12000 468 442 418 391 367 345 324 306 289 273, 259; 245 313 284 259 234 212 193 175 160 „�:;i. .,.l u�. ..)__1. 18LH03 11 18 13300 521 493 467 438 409 382 359 337 317 299 2831 267 348 317 289 262 236 213 194 177 161 148 136 124 18LH04 12 18 15500 604 571 535 500 469 440 413 388 365 344 325 308 403 367 329 296 266 242 219 200 182 167 153 141 181_1105 15 18 17500 684 648 614 581 543 508 476 448 421 397 375 355 454 414 378 345 311 282 256 233 212 195 179 164 18LHO6 15` 18 20700 809 749 696 648 605 566 531 499 470 443 418 396 526 469 419 377 340 307 280 254 232 212 195 180 18LH07 17 18 21500 840 809 780 726 678 635 595 559 526 496 469 444 553 513 476 428 386 349 317 288 264 241 222 204 18LH08 19 18 22400 876 843 812 784 758 717 680 641 604 571 540 512 577 534 496 462 427 387 351 320 292 267 246 226 18LHO9 21 18 24000 936 901 868 838 810 783 759 3713 46 671 2633 8 598 566 246 616 571 527 491 22-24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 201-1-102 10 20 11300 442 437 431 410 388 365 344 325 307 291 275; 262 249 237 225 215 306 303 298 274 250 228 208 190 i 20LHO3 11 20 12000 469 463 458 452 434 414 395 372 352 333 316 299 283 269 255E 243 337 333 317 302 280 258 238 218 200 184 169 156 143 20LH04 12 20 14700 574 566 558 528 496 467 440 416 393 372 353 335 318 `303 289 275 428 406 386 352 320 291 265 243 223 205 189 174 161 149 139 129 20LHO5 14 20 15800 616 609 602 595 571 544 513 484 458 434 411 390 371 353 336 321 459 437 416 395 366 337 308 281 258 238 219 202 187 173 161 150 20LHO6 15 20 21100 822 791 763 723 679 635 596 560 527 497 469 444 421 399 379 361 606 561 521 477 427 386 351 320 292 267 246 226 209 192 178 165 20LHO7 17 20 22500 878 845 814 786 760 711 667 627 590 556 526 497 471 447 425 404 647 599 556 518 484 438 398 362 331 303 278 256 236 218 202 187 20LH08I 19 20 23200 908 873 842 813 785 760 722 687 654 621 588 558 530 503 479 457 669 619 575 536 500 468 428 395 365 336 309 285 262 242 225 209 20LHO9 21 20 25400 990 953 918 886 856 828 802 778 755 712 673 636 603 572 544 517 729 675 626 581 542 507 475 437 399 366 336 309 285 264 244 227 20LH10 23 20 27400 1068 1028 991 956 924 694 865 839 814 791 748 707 670 636 604 575 786 724 673 626 585 545 510 479 448 411 377 346 320 296 274 254 44 t' T T Do rq 5T6 U � 1 � PA TO 1zz;-o UCC— �n AAO V&L, 1-7 o fx i I I T- w Zk z� ® z � Mom ��- d D a 17 '(2 0 ,4 d iz 12 luj d � 66tij N UT 7s ItTS p m(o-,j Z Lu Ue;,� fis ?Ira S• I 1 r"' house Arlington typical floor beam Date:5/13/01 BeamChek 2.2 W 18x 50 A36 Wide Flange Steel Lateral Support at: Lc=7.9 ft max. Conditions Actual Size is 7-1/2 x 18 in., Min Bearing Length R1=1.3 in. R2=1.3 in. DL Defl 0.29 in Suggested Camber 0.43 in Data Beam Span 20.0 ft Reaction 1 33500# Reaction 1 LL 15000# Beam Wt per ft 50.0# Reaction 2 33500# Reaction 2 LL 15000# Beam Weight 1000# Maximum V 33500# Max Moment 167500'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/462 LL Max Defl L/480 LL Actual Defl L/>1000 Attributes Section(in3) Shear W) TL Defl(in) LL Defl Actual 88.90 6.39 0.52 0.23 Critical 84.60 2.33 1.00 0.50 Status OK OK OK OK Ratio 95% 36% 52% 46% Fb(psi) Fv(psi) E(psi x mil) Values Base Value Fy 36000 36000 29.0 Base Adjusted 23760 14400 29.0 YP Factor,Le 0.66 0.40 BeamChek has automatically added the beam self-weight into the calculations. Loads Uniform TL: 3300 =A Uniform LL: 1500 G� 00 r Uniform Load A 0 RI=33500 R2=33500 SPAN=20 FT Uniform and partial uniform loads are lbs per lineal ft. e MODEL DATA ECHO File Units Kip-ft Date 5/13/2001 Time 3:24:29 PM N O D E S Node X Y Z Floor [ft] [ft] [ft] 1 0 0 0 0 2 16 0 0 0 3 20 0 0 0 4 40 0 0 0 5 44 0 0 0 6 60 0 0 0 R E S T R A I N T S Node TX TY TZ RX RY RZ ------------ 1 1 1 1 0 0 0 3 0 1 1 0 0 0 4 0 1 1 0 0 0 6 0 1 1 0 0 0 M E M B E R S Beam NJ NK Description Section Material --------------------------------------------- 1 1 2 W 12x35 A50 2 2 3 W 12x35 A50 3 3 4 W 12x35 A50 4 4 5 W 12x35 A50 5 6 W 12x35 A50 BOUNDARY CONDITIONS -----Node-J------ -----Node-K------ Beam M3 M2 V3 V2 M3 M2 V3 V2 TOR AXI ----------------------------------------------------- 1 1 1 0 0 1 1 0 0 0 0 5 1 1 0 0 1 1 0 0 0 0 r_ 1 A N A , P S I S R E S U L T S 1 File Units : Kip-ft Date 5/13/2001 Time 3:23:05 PM R E A C T I O N S FORCES [Kip] MOMENTS [Kip*ft] Node FX FY FZ MX MY MZ Condition ll=live load 1 0.00000 4.88125 0.00000 0.00000 0.00000 0.00000 3 0.00000 19.76250 0.00000 0.00000 0.00000 0.00000 4 0.00000 17.88125 0.00000 0.00000 0.00000 0.00000 6 0.00000 4.27500 0.00000 0.00000 0.00000 0.00000 SUM 0.00000 46.80000 0.00000 0.00000 0.00000 0.00000 Condition cl=1.Odl+1.011 1 0.00000 10.67500 0.00000 0.00000 0.00000 0.00000 3 0.00000 43.38750 0.00000 0.00000 0.00000 0.00000 4 0.00000 39.20000 0.00000 0.00000 0.00000 0.00000 6 0.00000 9.33750 0.00000 0.00000 0.00000 0.00000 --_..-------------------------------------------------------------------------- SUM 0.00000 102.60000 0.00000 0.00000 0.00000 0.00000 M E M B E R F O R C E S Condition ll=live load M33 V2 M22 V3 Axial Torsion [Kip*ft] [Kip] [Kip*ft] [Kip] [Kip] [Kip*ft] ----------------------------------------------------------------------------------- MEMBER 1 0% 0.00 -4.88 0.00 0.00 0.00 0.00 33% 24.60 -0.58 0.00 0.00 0.00 0.00 67% 24.83 3.72 0.00 0.00 0.00 0.00 100% 0.00 8.72 0.00 0.00 0.00 0.00 MEMBER 2 0% 0.00 8.72 0.00 0.00 0.00 0.00 33% -11.63 8.72 0.00 0.00 0.00 0.00 67% -23.25 8.72 0.00 0.00 0.00 0.00 100% -34.88 8.72 0.00 0.00 0.00 0.00 MEMBER 3 0% -34.88 -11.04 0.00 0.00 0.00 0.00 33% 27.42 -4.24 0.00 0.00 0.00 0.00 67% 30.71 3.26 0.00 0.00 0.00 0.00 100% -28.50 10.76 0.00 0.00 0.00 0.00 MEMBER 4 0% -28.50 -7.13 0.00 0.00 0.00 0.00 33% -19.00 -7.13 0.00 0.00 0.00 0.00 67% -9.50 -7.13 0.00 0.00 0.00 0.00 100% 0.00 -7.13 0.00 0.00 0.00 0.00 MEMBER 5 OAS 0.00 -7.13 0.00 0.00 0.00 0.00 33% 21.53 -3.33 0.00 0.00 0.00 0.00 67% 21.53 0.48 0.00 0.00 0.00 0.00 100% 0.00 4.28 0.00 0.00 0.00 0.00 Condition cl=1.Odl+1.011 M33 V2 M22 V3 Axial Torsion [Kip*ft] [Kip] [Kip*ft] [Kip] [Kip] [Kip*ft] r""'48ER 1 0% 0.00 -10.68 0.00 0.00 0.00 0.00 33% 53.80 -1.28 0.00 0.00 0.00 0.00 67% 54.33 8.13 0.00 0.00 0.00 0.00 i 100% 0.00 19.13 0.00 0.00 0.00 0.00 MEMBER 2 0% 0.00 19.13 0.00 0.00 0.00 0.00 33% -25.50 19.13 0.00 0.00 0.00 0.00 67% -51.00 19.13 0.00 0.00 0.00 0.00 100% -76.50 19.13 0.00 0.00 0.00 0.00 MEMBER 3 0% -76.50 -24.26 0.00 0.00 0.00 0.00 33% 60.42 -9.36 0.00 0.00 0.00 0.00 67% 67.83 7.14 0.00 0.00 0.00 0.00 100% -62.25 23.64 0.00 0.00 0.00 0.00 MEMBER 4 0% -62.25 -15.56 0.00 0.00 0.00 0.00 33% -41.50 -15.56 0.00 0.00 0.00 0.00 67% -20.75 -15.56 0.00 0.00 0.00 0.00 100% 0.00 -15.56 0.00 0.00 0.00 0.00 MEMBER 5 0% 0.00 -15.56 0.00 0.00 0.00 0.00 33% 47.03 -7.26 0.00 0.00 0.00 0.00 67% 47.03 1.04 0.00 0.00 0.00 0.00 100% 0.00 9.34 0.00 0.00 0.00 0.00 ------------------------------------ M E M B E R L 0 C. A L D E F L E C T I O N S Condit. : ll=live load Station Axis 1 Axis 2 Axis 3 Rotationll ------------------------ [ft] [ft] [ft] [Rad] L/defl(2) L/defl(3) MEMBER 1 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 -0.009 0.000 0.00000 1467.38 - 67% 0.000 -0.008 0.000 0.00000 1449.66 - 100% 0.000 0.005 0.000 0.00000 - - 9ER 2 0% 0.000 0.005 0.000 0.00000 - - 33% 0.000 0.004 0.000 0.00000 8417.21 - 67% 0.000 0.002 0.000 0.00000 6733.76 - 100% 0.000 0.000 0.000 0.00000 - - MEMBER 3 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 -0.019 0.000 0.00000 1044.31 - 67% 0.000 -0.020 0.000 0.00000 1003.99 - 100% 0.000 0.000 0.000 0.00000 - - ----------------------------------------------------------- MEMBER 4 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 0.003 0.000 0.00000 8240.00 - 67% 0.000 0.005 0.000 0.00000 -- 100% 0.000 0.008 0.000 0.00000 - --------------- MEMBER 5 0% 0.000 0.008 0.000 0.00000 - - 33% 0.000 -0.005 0.000 0.00000 1669.79 - 67% 0.000 -0.007 0.000 0.00000 1684.30 - 100% 0.000 0.000 0.000 0.00000 - - Condit.: cl=1.Odl+1.011 Station Axis 1 Axis 2 Axis 3 Rotationll ------------------------ [ft] [ft] [ft] [Rad] L/defl(2) L/defl(3) MEMBER 1 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 -0.020 0.000 0.00000 670.81 - 67% 0.000 -0.017 0.000 0.00000 662.61 - 100% 0.000 0.011 0.000 0.00000 - - MEMBER 2 fl 0% 0.000 0.U_.L 0.000 0.00000 - - 33% 0.000 0.009 0.000 0.00000 3837.26 - 67% 0.000 0.005 0.000 0.00000 3069.80 - 100% 0.000 0.000 0.000 0.00000 - - r BER 3 0$ 0.000 0.000 0.000 0.00000 -- - 33% 0.000 -0.042 0.000 0.00000 473.19 67% 0.000 -0.044 0.000 0.00000 454.57 - 100% 0.000 0.000 0.000 0.00000 - - -------------------------------------------------- MEMBER 4 0% 0.000 0.000 0.000 0.00000 - - 33% 0.000 0.007 0.000 0.00000 3772.53 - 67% 0.000 0.012 0.000 0.00000 4715.66 - 100% 0.000 0.017 0.000 0.00000 - - MEMBER 5 0% 0.000 0.017 0.000 0.00000 - - 33% 0.000 -0.010 0.000 0.00000 764.48 - 67% 0.000 -0.015 0.000 0.00000 771.12 - 100% 0.000 0.000 0.000 0.00000 - - = Jz Dl� U�LL W urn °I � L' King Warehouse Arlington Beam B-2 Date:5/13/O1 BeamChek2.2 Choice W 12x 16 A36 Wide Flange Steel Lateral Support at: Lc=4.1 ft max. Conditions Actual Size is 4 x 12 in., Min Bearing Length R1=0.8 in. R2=0.8 in. DL Defl 0.22 in Suggested Camber 0.33 in Data Beam Span 13.0 ft Reaction 1 6196# Reaction 1 LL 2792# Beam Wt per ft 16.0# Reaction 2 8412# Reaction 2 LL 3808# Beam Weight 208# Maximum V 8412# Max Moment 30794'# Max V(Reduced) N/A TL Max Defl L/240 TL Actual Defl L/392 LL Max Defl L/360 LL Actual Defl L/863 Attributes Section(in-) Shear(in2) TL Defl(in) LL Defl Actual 17.10 2.64 0.40 0.18 Critical 15.55 0.58 0.65 0.43 Status OK OK OK OK Ratio 91% 22% 61% 42% Fb(psi) Fv(psi) E(psi x mil) Values Base Value Fy 36000 36000 29.0 Base Adjusted 23760 14400 29.0 Adiustments YP Factor,Lc 0.66 0.40 At Point Loads:Provide these minimum bearing lengths in inches or provide web stiffeners. B=0.8 C=0.8 BeamChek has automatically added the beam self-weight into the calculations. Loads Point LL Point TL Distance 3300 B=7200 5.0 3300 C=7200 10.0 Fol Pt loads: Rl=6196 R2=8412 SPAN=13 FT Uniform and partial uniform loads are lbs per lineal ft. : TA 261 /41 toozoll -�-_�-__ __�1--=�/,.,�®.GUI -� _ - 2122�a� =��oj��i�" �__1 _ ~ •!� ;_ : _. �__-�_ ;_ ol%' 1'10�114,LA1 $Y4 .. 77 71,00 r 1 1743 lk-1 + 44-1,Gd%t r r , .. • :ram, -- 9 / M 17 7 .14 I /Zolfa zzd lz -- . a . .. ��2 . 5 - /�-1�/�i�_ � �r�dcr�7`� OBI �4� • 1 �,.-- 11 " 11 L 1 J 1 J A L' J U L 1 J File Q v 1 Units Lb-ft Date : 4/24/01 Time : 7:31:35 PM N O D A L R E A C T I O N S E N V E L O P E Envelope of nodal reactions for dl=Dead load Forces _ Moments---- Node Fx LC Fy LC Fz LC Mx LC My LC Mz LC [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] 1 Max a.oaa dl 12016.523 dl O.aaa dl a.0aaaa dl a.aaaaa dl a.aa000 dl Min 0.000 dl 12016.523 d1 0.000 dl 0.00000 dl 0-00000 dl 0.00000 dl ------------------------------------------------------------------------------------------------------------ 6 Max 0.000 dl 12643.477 dl 0.000 dl 0.00000 dl 0.00000 dl 0.00000 dl Min 0.000 dl 12643.477 dl 0.000 dl 0.00000 dl 0.00000 dl 0.00000 dl -------------------------------------------------------------------------------------------------------- M E M B E R F O R C E S A T S I G N I F I C A N T P O I N T S Condit. : dl=Dead load Plane 1-2 Plane 1-3 Dist to J Axial Shear V2 M3__3 Shear V3 M22 Torsion Station [ft] [Lb] [Lb] [Lb*ft] [Lb] [Lb*ft] [Lb*ft] MEMBER 1 0% 0.000 0.000 -12016.523 0.000 0.000 0.000 0.000 100% 3.670 0.000 -7722.623 36221.333 0.000 0.000 0.000 MEMBER 2 0% 0.000 0.000 -7722.623 36221.333 0.000 0.000 0.000 100% 4.500 0.000 -5337.623 65606.887 0.000 0.000 0.000 1 DER 3 0% 0.000 0.000 -5337.623 65606.887 0.000 0.000 0.000 65% 4.440 0.000 -143.408 77773.406 0.000 0.000 0.000 100% 6.830 0.000 2653-477 74773.246 0.000 0.000 0.000 MEMBER 4 0% 0.000 0.000 2653.477 74773.246 0.000 0.000 0.000 100% 4.500 0.000 5038.477 57466.350 0.000 0.000 0.000 MEMBER 5 0% 0.000 0.000 5038.477 57466.350 0.000 0.000 0.000 100% 6.500 0.000 12643.477 0.000 0.000 0.000 0.000 M E M B E R M A X I M U M F O R C E S Condit. : dl=Dead load Axial Shear V2 Shear V3 Torsion M22 M33 [Lb] [Lb] [Lb] [Lb*ft] [Lb*ft] [Lb*ft] --------------------------------------------------- MEMBER 1 MAX 0.00 -7722.62 0.00 0-00 0.00 36221.33 MIN 0.00 -12016.52 0.00 0.00 0.00 0.00 MEMBER 2 MAX 0.00 -5337.62 0.00 0.00 0.00 65606.89 MIN 0.00 -7722.62 0.00 0.00 0.00 36221.33 MEMBER 3 MAX 0.00 2653.48 0.00 0.00 0.00 77773.41 MIN 0.00 -5337.62 0.00 0.00 0.00 65606.89 MEMBER 4 MAX 0.00 5038.48 0.00 0.00 0.00 74773.25 SIN 0.00 2653.48 0.00 0.00 0.00 57466.35 D. sER 5 MAX 0.00 12643.48 0.00 0.00 0.00 57466.35 MIN 0.00 5038.48 0.00 0.00 0.00 0.00 TILT-UP WALL PANEL REVIEW Project KING WH Panel Mark STUDY Geometry Design Section LEG@WIND Height=,_s�;w• 26..ft . Load Combination 1.2D+1.OE+.7S Panel Thickness=�•i; 13.75,in Design Basis 1997 UBC d in e= ;in b= 1Zin Material Prop. Concrete f ,ksi E.= 3605 ksi Rebar fy= 60 ksi ES= 29000 ksi Ultimate Design Capacity AS= 0.372 in /ft P„= 6.380 k/ft n= 8.0 Aseff= 0.48 in` = 0.86 c= 0.83 in Service Loads/Ft. M„= 133,406 in-lb P, = 2.730 k/ft M„= 114,811 in-lb PZ= 2.900 k/ft, panel weight w= 0.048 ksf - Factored Design Moment Factored Loads/Ft. I"= 69.26 in Plu= 2.900 k/ft 4.20 P2U= 3.480 k/ft, panel weight M„= 103,434 in-lb wU= 0.067 ksf A.= 4.20 in assumed Deflection Limitation UBC Section 1914.8.2 � calculated S= 61.5 in P1+P2= 5.630 k fr= 316.2 IbTn` D (0.04)f°c(A.)= 12.96 k Ma= 19.45 in-k B' = 0.65 see 1910.2.7.3 0.6pb= 0.0131 Aff 0.18 in P= 0.0062 assumed. 1.90 in MS= 67.6 in-k I calculated As= 1.9 in A.= 2.08 in 77 '57) GT. 77, ell I , , 11 � ! TILT-UP WALL PANEL.REVIEW Project King WH Panel Mark leg gJ Wn Oieornetry Design Section 6.25"panel Height= 26 ft Load Combination 1.2D+1.OE+0.78+1.OL Panel Thickness= 5.75 In Design Basis 1997 UBC d .4 in e= SS:in b= 12L in M�teriat Prop. Concrete IF ksi Eo_ 3605 ksi Reber fy ksi Ea= 29000 ksi Ultimate Desig" Capacity A.= ;° 0i 94 in`/ft PU= 5.930 k/ft n =- 8.0 Asiff= 0.59 in` qy 0.86 c= 1.03 in Service Loads/ Ft. Mn= 126,775 in-lb P, = 21730 k/ft Mn= 108,650 in-lb P2 = 2,520 k/ft, panel weight w= " 0.042 ksf Factored Design Moment Factored Loads/Ft. la= 46.51 in" P,,,= 2.900 k/ft An_ ltl in ------assumed :::::.:::::: P2U= 3.030 k/ft, panel weight MU= 104,146 in-lb I wU= 0.058 ksf An= 6.30 in -calculated Deflection Limitation YSC Section 1914.8,2 ig= 190.11 1n4 Sg= 66.1 in3 P1+P2= 6.250 k f,= 474.3 psi (0.04)f c(A.)= 11.04 k Mar= 31.37 in-k B, = 0.65 see 1910.2.7.3 0.6pb= 0.0131 Ar= 0.46 in P= 0.0103 As_- in - assumed assumed .-.......... I M.= 62.7 in-k As= 2.38 In calculated As an „= 2.08 in 111150 HEIGHT= 26 -' REBAR= 0 .494 DELn= 7 .62 THICKNESS= 5 .75 ' p bal= 0 .029 Mu= 112 DEPTH= 4 , a-- Ac0 . 75pb= 1 .026 H/150= 2 .08 As eff= 0 .593 Ac0 .60pb= 0 . 821 REBAR Fy= 60 � p= 0 .012.1 . 04f ' cAc= 11 .04 CONC. f' c= 4000 PHI= 0 .857 Ms= 61 .02 Es/Ec n= 8 .1 .- C= 1 .026 DELs= 3 . 079 Icr= 46 . 8 I e= 5 .5 Mn= 126 . 8 fc Plu= 2 .9 , PHI*Mn= 108 . 6 P2u= 3 .03- ----------------- -------- P2u+P2u= 5 .93 TRY DELTAu= 6 .3 aDELu= 0 . 643 Wu= 0 .058 CALL Mu= 104 .1 --- oDELs= 0 . 102 CALL DELTAu= 6 .26 Pls= 2 .73 - P2s= 2 .52 -- TRY DELTAS= 2 .77 Ig= 190 . 1 Pls+P2s= 5 .25- CALL Ms= 64 .64 Mcr= 20 .91 Ws= 0 . 042 -� CALC DELTAS= 2 .767 DELTAcr= 0 .309 H/100= 3 .12 I� i 1� _ . . i 19971 lington State Nonresidential Energy Code Con �nce Form • • • 1997 Washington Stale Nonresidential Energy Code Compliance Forms First Edition,June 1998 Project Info Project Address NIKE KING WAREHOUSE Date 6/26/01 NW CORNER 67TH AVENUE NE 6 188TH ST NE For Building Department Use ARLINGTON, WA 98223 Applicant Name: KIrz KING Applicant Address: 19012 - 61ST AVE_ NE, SUITE #5, ARLINGTON, WA Applicant Phone: (425) 508-4993 Project Description New Building ❑Addition ❑Alteration ❑Change of Use Prescriptive ❑Component Performance ❑ENVSTD ❑Systems Compliance Option (See Decision Flowchart(over)for qualifications) Analysis Space Heat Type 0 Electric resistance *All other (see over for definitions) Total Glazing Area Electronic version: these values are automatically taken from ENV-UA-1. Glazing Area Calculation (rough opening) Gross Exterior Note:Below grade walls may be included in the (vertical&overhd) divided by Wall Area times 100 equals %Glazing Gross Exterior Wall Area if they are insulated to the level required for opaque walls. 1524 .0 — 14404.0 X 100 = 10 .6% 0 yes Check here if using this option and if project meets all requirements for the Concrete/Masonry Concrete/Masonry Option Option. See Decision Flowchart(over)for qualifications. Enter requirements for each qualifying O no assembly below. Envelope Requirements(enter values as applicable) Opaque Concrete/Masonry Wall Requirements Fully heated/cooled space Insulation on interior-maximum U-factor is 0.19 Minimum Insulation R-values Insulation on exterior or integral-maximum U-factor is 0.25 Roofs Over Attic R-3 0 If project qualifies for Concrete/Masonry Option,list walls with HC>_9.0 Btu/ftz-°F below(other walls must meet All Other Roofs Opaque Wall requirements). Use descriptions and values Opaque Walls R-13 from Table 20-5b in the Code. Below Grade Walls Wall Description U-factor Floors Over Unconditioned Space (including insulation R-value&position) Slabs-on-Grade R-10 Radiant Floors Maximum U-factors Opaque Doors 0.600 Vertical Glazing 0.900 Overhead Glazing Maximum SHGC(or SC) Vertical/Overhead Glazing 1.000, Semi-heated space' Minimum Insulation R-values Roofs Over Semi-Heated Spaces' "Refer to Section 1310 for qualifications and requirements Notes: JUN ? 7 2001 __..._. ..,...._.__.__J i _- ,� - - - ,. ,, - - 1997 hington State Nonresidential Energy Code Co 3nce Form • • • • 1997 Washington Stale Nonresidential Energy Code Compliance Forms First Edition,June 1998 Decision Flowchart Use this flowchart to determine if project qualifies for the optional Prescriptive Option. for Prescriptive Option If not,either the Component Performance or Systems Analysis Options must be used. 1302 Space Heal Type-For the purpose of determining building envelope Electric Resistance:Space healing systems which use electric resistance requirements,the following two categories comprise all space heating types: elements as the primary healing system including baseboard,radiant,and Other All other space heating systems including gas,solid fuel,oil,and Stan forced air units where the total electric resistance heat capacity exceeds 1.0 propane space heating systems and those systems listed in the exception to W/ft2 of the gross conditioned floor area. Exception:Heal pumps and electric resistance. (continued at right) terminal electric resistance heating in variable air volume distribution systems, Electric Resistance no Heat? yes All /Ma�, Masonry\ All wallsR-11 �V/toll Qi[eriaOK? If Criteria OK? wall.R19 sllation no (below) yes ye OW) no •psulation yes no no yes -40% Q5% <20% <20% a2in no no eu no no a21 Yes yes Vies no All Imulation Installed? All insulation installed? All Insulation Installed? All Insulation Installed? Opaque Walls R-11 Opagie Walls R-11 Opaque Walls R-19 Opaque Walls R-19 Below grade vwalls(exl) R10 Ma9onry%Wls(nt) U-0.19 Masonrywalls(int) U,0.19 Below grade walls(ext) R10 Below grade walls(otter)R 11 Mamnry walls(other) U-0.25 Ma3xvy walls(other) U-0.25 Below grade walls(othr)R 19 Fbofsoverattics R30 Below grade walls(ext) R10 Belowflrrriewalls(ext) R-10 Fbofsoverattics R38 All other roofs R 21 Below grade walls(otter)R-11 Below grade walls(othr)R 19 All other roofs R30 Floors overuncond.sp. R-19 Fbofsoverattics R30 Fbofsoverattics R38 R ours over uncond. R30 Slabs.ongrade R 10 All other roofs R-21 Al other roofs R30 Slabs-on-grade R 10 Radiant floors R-10 Floors overuncond.sp. R-19 Floors overummnd. R30 Radiant floors R10 Opaque doors U-0.60 Slabson-grade R-10 Slabsorrgrade R 10 Opaque doors U-0.60 Radiant floors R-10 Radiant floors R 10 Glazing Criteria Met? Opaque doors U-0.60 Opaque doors U-0.60 Glazing Criteria Mel? Gtazing Vert. OH Glazing Criteria Met? Glazing Criteria Met? Glaring Vert. OH Area% U U SHGC Area% U U SHGC 00-15%0.90 1.45 1.00 Glazing VerL OH Gazing Vert. OH o0-20% 0.40 0.80 1.00 15-20%0.75 1.40 1.00 Area% U U SHGC Area% U U SHGC 2030%0-60 1.30 0.65 00-10% 0.90 1.45 1.00 00-20% OAO 0.80 1.00 yes no 30-40%0-0 1.25 0.45 1 d15% 0.75 1.40 1.00 15-20% 0.65 1.30 0.80 yes no no yes 20-25% 0.60 1.30 0.65 r10 if yes Path Allowed Component Performance - - or -- - r -- -- - - - �SystexnsAnalyssRequired Concrete/Masonry Option* Wall Heat Capacity (HC) 'If the area weighted heat Assembly Description Assy.Tag HC" Area(so HC x Area capacity(HC)of the total above grade wall is a minimum of 9.0, the Concrete Masonry Option may be used. "For framed walls,assume HC=1.0 unless calculations are provided;for all other walls,use Totals Section 2009. Area weighted HC:divide total of(HC x area)by Total Area 1997 Angton State Nonresidential Energy Code Cot 'ance Form E�nvelope UA Calcufations • 1947 Washinglon State Nonresidential Energy Code Compliance Forms First Edition,June 1998 Project Address HIEKE KING WAREHOUSE Date 6/26/01 Space Heat Type O Electric resistance All other For Building Department Use Glazing Area as%gross exterior wall area 10.6%Prop. 4 0.0% Max.Target Concrete/Masonry Option O Yes O No Notes:If glazing area exceeds maximum allowed in Table,then calculate adjusted areas on back(over). If Concrete/Masonry Option is used,Target U-factors,SHGC and Glazing%will be different than shown below. Refer to Table 13-1 for correct values. Building Component Proposed UA Target UA List components by assembly ID&page# U-factor x Area(A) =UA(U x A) U-factor x Area(A) =UA(U x A) U=0.900 Plan ID:A3 0.900 1524.0 1371.6 0.900 1524.0 1371.6 U= Plan ID: Glazing% Electric Resist" Other Heating rn U= Plan ID: 0-15% 0"40 0.90 c r "N U= Plan ID: >15-20% 0.40 0.75 > c7 U= Plan ID: >20-30% not allowed 0"60 U= Plan ID: >30-40% not allowed 0.50 U= Plan ID: (see Table 13-1 for ConclMasonry values) Er U= Plan iD: U= Plan ID: Glazing% Electric Resist. Other Heating N > U= Plan ID: 0-15% 0.80 1.45 m O O U= Plan ID: >15-20% 0.80 1.40 m U= Plan ID: >20-30% not allowed 1.30 o U= Plan ID: >30-40% not allowed 1.25 > X O t U= Plan ID: (see Table 13-1 for Conc/Masonry values) O 1U= Plan ID: N U=0.600 Plan ID:A3 0.600 1288.0 772.8 0.600 1288.0 772.8 a o U= Plan ID: Electric Resist. Other Heating O U= Plan ID: 0.60 0.60 Y R=30.0 Plan ID:A3 0.033 13950.0 460.4 0.036 13950.0 502.2 5 > R= Plan ID. Electric Resist. Other Heating C O a R= Plan ID: 0.031 0.036 2 R= Plan ID: w o R= Plan ID: Electric Resist. Other Heating O W R= Plan ID: 0.034_ 0.050 R=13.0 PlanID:A4 0.077 11592.0 892.6 0.140 11592.0 1622.9 R= Plan ID: R= Plan ID: R= Plan ID: Electric Resist" Other Heating R= Plan ID: Ordinary 0.062 0.14 a R= Plan ID: Metal stud 0.11 0.14 O R= Plan ID: Conc(int) 0:19 0.19 "Note:sum of Target Areas here should equal Target Opaque Wall Area(see back) Conc(oth) 0.25 0.25 R= Plan ID: a R= Plan ID: Electric Resist. Other Heating n tj 3 R= Plan ID: Ordinary 0.062 0.14 Note:if insulated to levels required for opaque walls,list above with opaque wails Metal stud 0.11 0.14 n R= Plan ID: 3 o R= Plan ID: Electric Resist. Other Heating C cf. R= Plan ID: 0.029 0.056 C R= Plan ID: c R=10.0 Plan ID:A4 0.100 1680.0 168.0 0.540 1680.0 907.2 :S 'CO z R= Plan ID: Electric Resist Other Heating o o: R= Plan ID: F=0.54 F=0.54 R= Plan ID: (see Table 13-1 for radiant-floor values) `For CMU walls, indicate core insulation material. Totals 30034.0 3665.3 Totals 30034.0 5176.7 For compliance: 1)Proposed Total Area shall equal Targe o a area,an ropose o a A shall no excee arge o a 1997 .hington State Nonresidential Energy Code Coi 3nce Form Climate Zone 1 ENV-SHGC 1997 Washington Stale Nonresidential Energy Code Compliance Forms =first Edition,June 1998 Glazing Proposed SHGC Target SHGC List components by assembly ID&page# SHGC` x Area(A) =SHGC x A SHGC x Area(A) =SHGC x A ID:A-3 1.000 1524.0 1524.0 1.000 1524.0 1524.0 ID: Glazing% Electric Resist. Other Heating ID: 0-20% 1.00 1.00 `o ID: >20-30% not allowed 0.65 ID: >30-40% not allowed 0.45 ID: (see Table 13-1 for Conc/Masonry values) "Note:Manufacturer's SC may be used in lieu of SHGC. Totals 1524.0 1524.0 Totals 1524.0 1524.0 For compliance:Proposed total SHGC x A shall not exceed Target total SHGC x A NOTE: 1997 NREC revisions allow SHGC compliance for vertical and overhead glazing to be calculated together.The 1994 Forms required separate calculations for vertical and overhead glazing. 'Target • Calculations F---;If t�amountng area as a%of gross exterior wall area(calculated on ENV-SUM1)exceeds the maximum allowed in Table 13-1, lculation must be submitted Use the resulting areas in the Target UA and SHGC calculations above. Proposed Areas: Numbered values are used in calculations below. Roofs over Attics Other Roofs Walls Note: Glazing Area oG= OG= VG= 1524.0 OG=overhead glazing Opaque Area 13950.0 11592.O VG=vertical glazing Gross Exterior Wall Max Glazing Area Maximum Target Area (Table 13-1) Glazing Area 40.096 14404.0 X — 100 = 5761.6 Target OG Area in Roofs over Attics Target OG Area in Other Roofs OX Max OG Remaining Target VG Area For Target OG's,the lesser values are 5761.6 — yj lesser = 5761.6 — lesser — 1524.0 used both here and �>• 5761.6 mow. 5761.E I Proposed Opaque Area Proposed OG Area Target OG Areal Target Opaque Area Roofs over Attics 13950.0 + — = 13950,0 Other Roofs + — Proposed Opaque Area Proposed VG Area Target VG Area Target Opaque Area Walls 11592.0 + 1524.0 — 1524.0 = 11592.0 Target Areas OK Note: If there is more than one type of wall,the Target VG Area maybe distributed among them,and separate Target Opaque Areas found. If the Target Areas for Opaque Walls listed on the front must equal the total calculated here. Target values in shaded boxes are used in the applicable Target UA calculations on the front. Target VG Area and Total Target OG Area are also used in the applicable Target SHGC calculations above. n .,.,' , 1 1997 . .shin on State Nonresidential Enei v Code Coy„ liance Form Building Permit Plans Checklist 199T Washington Slate Nonresidential Energy Code Compliance Forms First Edition,June 1Q98 Project Address KIlE =G>autaaouss Date 6/26/01 The following information is necessary to check a building permit application for compliance with the building envelope requirements in the Washington State Nonresidential Energy Code. Applicability Code Location Building Department (yes,no,n.a.) I Section [Component Information Required on Plans Notes GENERAL REQUIREMENTS (Sections 1301-1314) 1301 Scope Unconditioned spaces identified on plans if allowed no 1302 Space heal type: tf'Other', indicate on plans that electric resistance heat is not allowed A3 m 1310.2 Semi-healed spaces Semi-healed spaces identified on plans if allowed 1311 Insulation no 1311.1 Insul_installation Indicate densities and clearances :Yes 1311.2 Roof/ceiling insul. Indicate R-value on roof sections for attics and other roofs; A4 Indicate clearances for attic insulation; Indicate baffles if eave vents installed; Indicate face stapling of faced balls yes 1311.3 Wall insulation Indicate R-value on wall sections; A4 Indicate face stapling of faced batts; Indicate above grade exterior insulation is protected; Indicate loose-fill core insulation for masonry walls as necess; Indicate heal capacity of masonry walls if masonry option is used or if credit taken in ENVSTD; no 1311.4 Floor insulation Indicate R-value on floor sections; Indicate substantial contact with surface; Indicate supports not more than 24"o.c.; Indicate that insulation does not block airflow through foundation vents Yes 1311.5 Slab-on-grade floor Indicate R-value on wall section or foundation detail; A4 Indicate slab insulation extends down vertically 24"from fop; Indicate above grade exterior insulation is protected U.a. 1311.6 Radiant floor Indicate R-value on wall section or foundation detail; Indicate slab insulation extends down vertically 36"from the top; Indicate above grade exterior insulation is protected; Indicate insulation also under entire slab where r 'd.by Official yes 1312 Glazing and doors Provide calculation of glazing area(including both vertical A3 vertical and overhead)as percent of gross wall area yes 1312.1 U-factors lndicale glazing and door U-factors on glazing and door A3 schedule(provide area-weighted calculations as necessary); Indicate if values are NFRC or default,if values are default then specify frame type,glazing layers,gapwidth,lower coatings,gas fillings Yes 1312.2 SHGC 3 SC Indicate glazing solar heat gain coefficient or shading A3 coefficient on glazing schedule(provide area-weighted calculations as necessa 1313 Moisture control . yes 1313.1 Vapor retarders Indicate vapor retarders on Warm side A4 yen 1313.2 Roof/ceiling vap.ret. Indicate vapor retarder on roof section; A4 Indicate va .retard.with sealed seams for non-wood struc. yes 1313.3 Wall vapor retarder Indicate vapor retarder on wall section A4 1313.4 Floor vapor retarder Indicate vapor retarder on floor section n.a. 1313.5 Crawl space vap.ret. Indicate six mil black polyethylene overlapped 12"on ground 1314 Air leaks e i Yes 1314.1 Bldg,envel.sealing Indicate sealing,caulking,gasketing,and weatherstripping A3 Yes 1314.2 Glazing/door sealing Indicate weatherstripping A3 1314.3 Assemb.as ducts Indicate sealing,caulking and gasketing PRESCRIPTIVEXOMPONENT PERFORMANCE (Sections 1320-23 or 1330-34) Envelope Sum.Form Completed and attached. (Provide component performance worksheet if necessary Provide ENVSTD screen 1 output if necessary N"no"is shown for any question,provide explanation: 1997 -' i ton State Nonresidential Ener Code C nuance Form ! Buil • • Permit Plans 1997 Washington State Energy Code Compliance Forms First Edition,June 1998 Envelope- General Requirements 1311 Insulation Product samples used for U-factor determinations shall be production fine units or representative of units as purctoscd by 1311.1 Installation Requirements: All insulation materials the consumer or contractor. Unlabeled glazing and doors stw:,ll shall be installed according to the manufacturer's instructions be assigned the default U-factor in Section 2006. to adwieve pr caper densities,maintain clearances,and maintain 1312.2 Solar Heat Gain Coefficient and Shading uniform R-values. To tf,e maximum extent possible,insulation Coefficient Solar Heat Gain Coefficient(SHGC),shall be shall extend over the full component area to the intended R- value. determined, certified and labeled in accordance with the National Fenestration Rating Council(NFRC)Standard by a 1311.2 Roof/Ceiling Insulation: Open-blown or poured loose- certified,independent agency,licensed by the NFRC. fig insulation may be used in attic spaces where the slope of Exception: Shading coefficients(SC)shall be an the ceiling is not more than3112 and there is at leastthirty acceptable alternate for compliance with solar heat inches of clear distance from the top of the bottom chord of the gain coefficient requirements. Shading coefficients truss or ceiling joist to the underside of the sheathing at the for glazing shall betaken from Chapter 27 of roof ridge.When eave vents are installed, baffling of the vent Standard RS-27 or from the'manufacturer's test data. openings shall be provided so as to deflect the incoming air above the surface of the insulation. 1313 Moisture Control Where lighting fixtures are recessed into a suspended or 1313.1 Vapor Retarders:Vapor retarders shall be installed on exposed grid ceiling, the roof/ceiling assembly shall be the warm side(in winter)of insulation as required by this insulated in a location other than directly on the suspended section. ceiling. Exception: Vapor retarder installed with not more Exception: Type IC rated recessed lighting fixtures, than 113 of the nominal R-value between it and the Where installed in wood framing,faced batt insulation conditioned space. shall be face stapled. 1313.2 Roof/Ceiling Assemblies:Roof/ceding assemblies 1311.3 Wall Insulation: Exterior wall cavities isolated during where the ventilation space above the insulation is less than framing shall be fully insulated to the levels of the surrounding an average of twelve inches shall be provided with a vapor walls.When installed in wood framing,faced battinsulation retarder.Roof/ceiling assemblies without a vented airspace, shall be face stapled. where neitherthe roof deck northe roof structure are made of Above grade exterior insulation shall be protected. ems wood,shall provide a continuous vapor retarder with taped 1311.4 Floor Insulation: Floor insulation shall be installed in Exception:Vapor retarders need not be provided a permanent manner in substantial contact with the surface where all of the insulation is installed between the being insulated. Insulation supports shall be installed so roof membrane and the structural roof deck. spacing is not more than twenty-four inches on center. InstaW insulation shall not block the ai flow through 1313.3 Walls:Walls separating conditioned space from foundation vents. unconditioned space shall be provided with a vapor retarder. tounda Sl vents. ate Floor: Slab-0n grade insulation 1313.4 Floors: Floors separating conditioned space from installed inside the foundation wag shall extend downward from unconditioned space shall be provided with a vapor retarder. the top of the slab a minimum distance of twenty-four inches or 1313.5 Crawl Spaces:A ground cover of six mil(0.006 inch to the top of the footing,whichever is less. Insulation installed thick)black polyethylene or approved equal shall be laid over outside the foundation shall extend downward a minimum of the ground within crawl spaces.The ground cover shall be twenty-four inches or to the frostline,whichever is greater overlapped twelve inches minimum atthe joints and shall Above grade insulation shall be protected. extend to the founndation wall. Exception:For monolithic slabs,the insulation shall Exception:The ground cover may be omitted in extend downward from the top of the slab to the crawl spaces if the crawl space has a concrete slab bottom of the footing. floor with a minimum thickness of three and one-half 1311.6 Radiant Floors(on or below grade): Slab-on-grade inches. insulation shall extend downward from the top of the slab a 1314 Air Leakage minimum distance of thirty-six inches or downward to the top of 1314.1 Building Envelope:The requirements of this section the footing and horizontal for an aggregate of notless than shall apply to building elements separating conditioned from thirty-six inches. unconditioned spaces. Exterior joints around windows and If required by the building official where soil conditions doorframes, openings between walls and foundation, between warrant such insulation,the entire area of a radiant floor shall walls and roof and wall panels;openings at penetrations of be thermally isolated from the soil. Where a soil gas control utility services through walls,floors,and roofs;and A!other system is provided belowthe radiant floor,which results in openings in the building envelope shall be sealed, caulked, increased convective flow below the radiant floor,the radiant gasketed,or weatherstripped to limit air leakage. floor shall be thermally isolated from the sub-floor gravel layer. 1314.2 Glazing and Doors:Doors and operable glazing 1312 Glazing and Doors separating conditioned from unconditioned space shall be 1312.1 Standard Procedure for Determination of Glazing weatherstripped. Foxed windows shall be tight fitting with glass and Door U-Factors: U-factors for glazing and doors shall be retained by stops with sealant or caulking all around. determined, certified and labeled in accordance with Standard Exception:Openings thatare required to be fire RS-31 by a certified independent agency licensed by the resistant. National Fenestration Rating Council(NFRC).Compliance 1314.3 Building Assemblies Used as Ducts or Plenums: shall be based on the Residential orthe Nonresidential Model Building assemblies used as ducts or plenums shall be sealed, Size. caulked, and gasketed to limit air leakage. City of Arlington Planning and Community Development Notice of Application and Mitigated Determination of Nonsignificance (MDNS) October 4, 2000 King Warehouse MN-00-038 PROJECT NAME AND FILE NO.: King Warehouse (MN-00-038) DESCRIPTION OF PROPOSAL: Development of a 2-story 16,450 square foot warehouse and office building for individual tenant leasing. The warehouse will be concrete wall panels with steel frame and metal roof. APPLICANTS: Mike King, 19012 61st Avenue NE, Suite#5, Arlington, WA 98223 CONTACT PERSON: Ryan Ellinghaus, Gary Parkinson Architects, 2812 Colby Avenue, Everett, WA 98201 LOCATION OF PROPOSAL: The site is the triangular parcel northeast of the intersection of 67th Avenue NE and 1881h Street NE between 671h Avenue NE and Burlington Northern Railroad right-of-way, in Section 15, Township 31 N, Range 5 E, W.M., (Tax Id. No. 153105-4-017-0004,4-018-0003, &4-019-0002) DATES: The application(s) was filed on July 10, 2000, and was determined to be technically complete for purposes of processing on August 2, 2000; this Notice of Application and MDNS was issued on October 4, 2000 APPLICATION PROCESS: Minor Development Permit - the Planning Manager makes the decision, which is appealable to the City Council PERMITS REQUIRED: Minor Development Permit, Building Permit LEAD AGENCY: City of Arlington The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the environment. An environmental impact statement (EIS) is not required under RCW 43.21 C.030(2)(c). This decision was made after review of a completed environmental checklist and other information on file with the lead agency. This information is available to the public on request. However, we have identified impacts of the projects that require mitigation. In addition to the requirement that the development must comply with all City of Arlington zoning and development regulations, the following conditions of approval of the permit decision apply: 1. Best Management Practices shall be applied for the protection of the aquifer recharge area that adequately protects the groundwater resource in the Arlington planning area. 2. This development will add approximately 82 vehicular trips, which includes 82 average daily trips and 8 p.m.-peak-hour trips, per day to the street system. a. To mitigate the development's traffic impact, the developers may be obligated to pay their proportionate share for certain state projects for those average daily trips from this development that impact the capacity of the State road system. Traffic mitigation fees, if any, shall be paid to the Washington State Department of Transportation (WSDOT), and the developers shall provide \\Coa\kris\Mike King Warehouse\King NOA and MDNS.doc .� +I I the City of Arlington with documentation of compliance with this state requirement prior to issuance of the Building Permit. b. Consistent with the terms of the Snohomish County Interlocal Agreement with the City of Arlington, the developers shall mitigate impacts on the capacity of the County road system by making a proportionate share mitigation payment. Traffic mitigation shall be paid to the Snohomish County Department of Planning and Development Services (PDS), and the developers shall provide the City of Arlington with documentation of compliance prior to issuance of the Building Permit. DISCLAIMER: The determination that an environmental impact statement does not have to be filed does not mean there will be no adverse environmental impacts. The City of Arlington codes governing noise control, land use performance standards, construction and improvements of roads, off site road improvement obligations, drainage control, traffic, school, park, stormwater, and utility mitigations, fire protection; and building practices will provide substantial mitigation of the aforementioned impacts. The issuance of this MDNS should not be interpreted as acceptance or approval of this proposal as presented. The City of Arlington reserves the right to deny or approve said proposal subject to conditions if it is determined to be in the best interest of the city and/or necessary for the general health, safety and welfare of the public to do so. There is a 15-day comment period on the Application and MDNS, followed by a 10-day appeal period on the MDNS. Responsible Official: Cliff Strong Position/Title: Planning Manager Address: City of Arlington Department of Planning and Community Development 238 North Olympic Avenue Arlington, WA 98223 Date: 10-4-00 Signature: y Mailed to: 0 APPLICANT PROPERTY OWNER PROPERTY OWNERS WITHIN 500 FEET Mailed with environmental checklist to: DEPT OF ECOLOGY, ENVIRONMENTAL REVIEW SECTION,PO BOX 47703,OLYMPIA,WA 98504-7703 DAVID BROCK, FISH&WILDLIFE,16018 MILL CREEK BLVD,MILL CREEK,WA 98012 RUBIN YU,SNOHOMISH COUNTY,WALL STREET BLDG,2930 WETMORE AVE, EVERETT,WA 98201 MARIA SCHMIDT, SNOHOMISH COUNTY, WALL STREET BLDG SUITE 9-H, 2930 WETMORE AVE, EVERETT, WA 98201 WSDOT NW SECTION,RAMIN PAZOOKI, PO BOX 330310,SEATTLE,WA 98133-9710 Summary published: October 4, 2000 PUBLIC COMMENTS AND APPEALS: The public is invited to comment on this project according to the schedules below. The project file is available for review at City Hall at the above address. Please contact Kristi Remle at 360.403.3435 or kremle@ci.arlinQton.wa.us for assistance. Environmental Issues: Comments on the MDNS addressing environmental issues must be submitted prior to October 18, 2000. Comments will be considered and may cause the MDNS to be revised. Appeals to the MDNS must be submitted in writing by October 28, 2000 to the City Clerk, along with a required fee of $50 and a deposit of$150. Plannina Issues: Comments addressing planning issues must be submitted before the decision is made, which is usually about 15 days after the end of the MDNS comment period. \\Coa\kris\Mike King Warehouse\King NOA and MDNS.doc 6 -u 17 6 > > 7- 9 Fill tl/I 6 4$t ti it St R Ul A til I r 41, "IM 4 4 IN Fq AAA I:, q- ANEW OFFICE&WAREHOUSE FACILITY FOR: Gary Parkinson Architects -mt' MIKE KING 2812 COLBY AVE. EVERETT,WASHINGTON 98201 N.E.CORNER.161THAVE.N.E.&188TH AVE.N1. (425)252-2153 FAX(425)742A130 ARLINGTON,WASHINGTON 98223 ., �� I I 188T,- SF {VE NT -��' :� '; � p I ,► � is � , i �� ,r! �om$ ,i ' .d � �' •: --e- T J 'i-! I ,it IJ toz O O Oo � as I I 1� qv I' 161`Z .�.1 � Z �� i� Q� i I - 11�r�i • i041 a III I> It C9 I �a x -,'•x,. ! r � i I I I �� '� ,�`� / f LI �r `z ^t' I'tt E> Ix � 1 ,i � I;. I f� '• , �R��" ^�.�_ �a � 11 � �; �€ ij r 0 0 0 0 0 o d oa 0 - 0 6� ®000000 © 00 - 3" gm, "g air oD -- A.2 _ z�v x'tim __ y qp _ _ ay _ rx n rR ooA �,Vi OEscNm er_sNo___ OFFICE/WAREHOUSE FACILITY-77HCIflMc n11E: 8 n JKA � DRAIN'BY saz—- !{.«.,+., ARLINGTON, WA. GRADING, DRAINAGE, -AIR-KN9T $_4cAV,=kff5JlK._ cNEamBY_�EK _ .sd��_ -..__ $ —--- .- -- - -- C/O CONSTRUCTION ,§ C/0 MINE KING EROSION CONTROL, i in ts:in�rc�uo-.os� SCALE—_ �_ 1112=.Al.NEB SUITEI 5 51'�5 .11.Y 5F. ��- -' m G U N — PH:N-877 WA. �e223 WATER & SEWER PLAN ,�„�x.,ee.li„ir, Cltt CO.- -- PH:I-B77-778-SJ57 �Y' King Warehouse Facility Traffic Impact Analysis Prepared For: Gary Parkinson Architects J U N 2 7 2001 l�l 0l -LAURD Revised July 7, 2000 Perteet CEngineering, Inc. Civil and Transportation Consultants 2707 Colby Avenue,Suite 900,Everett,WA 98201 (425)252-7700 / FAX(425)339-6018 �i d� � � � I King Warehouse Facility Traffic Impact Analysis Prepared For: Gary Parkinson Architects 2812 Colby Avenue Everett, Washington 98201 Prepared By: Sherman D. Goong, P.E. Perteet Engineering, Inc. 2707 Colby Avenue, Suite 900 Everett, Washington 98201 Perteet Project No. OOT27-01 July 7, 2000 Perteet Engineering, Inc. Civil and Transportation Consultants 2707 Colby Avenue,Suite 900,Everett,WA 98201 (425)252-7700 / FAX(425)339-6018 TABLE OF CONTENTS Page INTRODUCTION............................................................. 1 Proposed Site Development and Access............... 1 EXISTING CONDITIONS............................................... 1 TRAFFIC VOLUME FORECASTS................................. 4 Trip Generation..................................................... 4 Trip Distribution................................................... 4 TRAFFIC IMPACT ANALYSIS...................................... 4 Level of Service.................................................... 4 MITIGATION................................................................... 6 SUMMARY...................................................................... 7 ii FIGURES Paae Figure 1. Vicinity Map..................................................... 2 Figure 2. Site Plan............................ Figure 3. Project Trip Distribution................................... 5 TABLES Pape Table 1. Trip Generation Summary................................. 4 Table 2. Traffic Mitigation Summary.............................. 6 iii 1 INTRODUCTION This report provides an analysis of the traffic impacts associated with the proposed King Warehouse Facility in the City of Arlington, Washington. This report addresses the trip generation and distribution, and mitigation requirements for the development in accordance with the City of Arlington, Snohomish County, and Washington State Department of Transportation (WSDOT) guidelines. Proposed Site Development and Access The proposed development will include a total of 16,450 square feet of warehouse floor space. The facility is located in the northwest comer of the 671h Avenue NE/1881h Street NE intersection. Figures 1 and 2 depict the vicinity map and site plan, respectively. EXISTING CONDITIONS The road network that provides the primary access to the proposed development includes 1881h Street NE, 67`h Avenue NE, and 172"d Street NE (SR-531). 67`h Avenue NE is a two-lane north-south minor arterial, which provides access to 172"d Street NE and north to the Central Business District. 188`h Street NE is a two-lane east-west collector arterial with an assumed speed limit of 25 mph and carries approximately 3,500 vpd. 1881h Street NE provides a connection to 67`h Avenues NE from manufacturing developments. 172°d Street NE (SR-531) is two-lane east-west principal arterial, carrying approximately 15,000 vpd in the project vicinity. 172"d Street NE has a posted speed limit of 50 mph in the vicinity of 67`h Avenue NE. The state route provides a connection to I-5, SR-9, and commercial and retail uses within the Smokey Point area. King Warehouse Facility Page 1 Traffic Impact Analysis 07/07/00 Perteet Engineering,Inc. 9 30 1 BURKE. 10 ST V AI` 3RO ST o-» s30 SrlLLALU�415ry d r- ST Sr 30 N1Crn ATD DR� L N 204TH ST NE _ 7 (CEMETERY RD) / � 7 ZOM1TM ST NE V1 l� g 1 RY 0981.PL NE1 � 0 S PROJEC 138TN ST NE SITE ARLWGTON AIRPORT t o z ARLINGTON / 4 z �m I r 531 172ND ST NE 531 9 Kng Warehouse Facility PERTEET ENGINEERING,INC. Vicinity Map Clvll and Transporfoflon Consulfanfs Figure 1 i� tL �54 1 =j Olt I I . I I tj I •--- � r I �j� 1 i I I 1 j I I ��CC� � � ea• �g I � 7 I ' ! Rip " �� - -- +• � I j � j �1�� x�p Be I �• I • long Warehouse Facility pERTEET ENGINEERING,INC. Site Plw Cfvlf and Transporlotfon Consuflants Figure 2 1 TRAFFIC VOLUME FORECASTS Trip Generation Daily and p.m. peak hour trips generated by the proposed warehouse development were estimated using trip generation statistics published in the Institute of Transportation Engineers (ITE) Trip Generation manual, 6th Edition, 1997. To determine the daily and p.m. peak hour weekday trips generated by the project, average trip generation rates for Land Use Code 150 (Warehousing)were utilized. The development is estimated to generate a total of 82 average daily trips (ADT), with an estimated 8 trips occurring during the p.m. peak hour (2 inbound and 6 outbound). Table 1 summarizes the trip generation analysis. Table 1 Trip Generation Summary Trip Type Rate Project Generated Trips (Independent Variable: 16,450 sf) ADT T =4.96 (X) 82 PM Peak Hour T = 0.51 (X) 8 (2 in/6 out) Trip Distribution The trip distribution and assignment of the project-generated traffic were based on existing traffic volumes and flow patterns in the study area as well as access to the regional arterial system. The trip distribution indicates that approximately 40% of the project traffic is destined locally south of the site, 15% to the Central Business District to the north, 20% to the east (via SR-9 and 2041h Street SE), 15% to I-5 north, and 10% to I-5 south. Figure 2 depicts the trip distribution and assignment used for the traffic analysis. TRAFFIC IMPACT ANALYSIS Level of Service The King Warehouse Facility will not impact any arterial roadways or intersections with ten or more p.m. peak hour trips; therefore, impacts at the adjacent intersections are determined to be insignificant and no analysis is needed for this project. King Warehouse Facility Page 4 Traffic Impact Analysis 07/07/00 Perteet Engineering,Inc. r 1 13 IJ 12 1 - 530 0 `L HIGHLAND DR z 15 En p � 4 2 1 O O T 204TH ST NE -QI 2 O A 198TH PL NE 3 5 2 9 O z r� 1 7TH O�2� p�� y��+q� �r z 9 ,p 6� .CSSetl�l1V'LYlt O Q .O O 188TH ST NE pJ T PROJEC to (' SITE 188TH ST NE 0 Z 30 W 25 z 0 W 2 O q 1 17 25 35 28 12 0 1 0 2 0 2 0 i 531 �172ND ST NE _ 531 _ 20 30 15 0 W m W o z z Q: 5 >o �1bff�d a o 7 O N S� N 52ND ST NE 0 0 1 0 O q 10 8 20 16 D5112 0 i i 0 10 9 1 Legend OPercent Trip Distribution xx Average Daily Traffic, X X PM Peak Hour Volumes Deng Warehouse Facility PERTEET ENGINEERING,INC. Project Trip Distribution Clvll and Transportaflon Consultants Figure 3 r r MITIGATION The development is obligated to pay their fair share of mitigation costs for the City of Arlington, x Snohomish County, and WSDOT transportation improvement projects as required by the City and WSDOT's traffic impact fee guidelines and the interlocal agreements between the City of Arlington and Snohomish County. The City of Arlington requires a unit traffic mitigation fee contribution of$1,038 per p.m. peak hour trip towards the City transportation improvement program, resulting in a traffic mitigation fee requirement of$8,304. Snohomish County requires a unit traffic mitigation fee for commercial land uses of $134 per ADT impacting Snohomish County roadways, with an assumed 70 percent of project-generated ADT impacting County roadways. Therefore, $7,638 is required for the Snohomish County traffic impact fee program. As identified in the June 23, 2000 WSDOT response letter, the proposed development is also responsible for mitigating traffic impacts to the State highway facilities. The WSDOT traffic impact mitigation fees are based on the number of ADT generated by the proposed development impacting the individual WSDOT improvement projects. The projects impacted by the proposed development include the I-5/SR-531 interchange loop ramp, SR-531 widening to five larics between 43`d and 671h Avenue NE, and the SR-9/Highland Drive intersection improvement and channelization improvements. Table 2 summarizes the proportionate share traffic mitigation fee required for the proposed development. Table 2 Traffic Mitigation Summary Transportation Projects Unit Cost Trips Impactingrproi ect Fee Project City of Arlington Traffic Impact Fee Requirement $1,038/PM Peak 8 PM Peak $8,304.00 Snohomish County Traffic Impact Fee Requirement(Commercial) $134/ADT 57 ADT $7,638.00 WSDOT 1-5 interchange w/SR-531 $81.73/ADT 9 ADT $735.57 (Construct 1 Loop Ramp) SR-531 between 43`d and 671h Ave NE $92,01/ADT 25 ADT $2,300.25 (Widen to Five Lanes) SR-9/Highland Drive $6.47/ADT 4 ADT $25.88 (Signal and Channelization Improvements) Total $19,003.70 King Warehouse Facility Page 6 Traffic Impact Analysis 07/07/00 Perteet Engineering,Inc. i Thus, in accordance with the City of Arlington, Snohomish County, and WSDOT mitigation guidelines, it is estimated that the King Warehouse facility is obligated to contribute a traffic mitigation fee of approximately $19,003.70 for City, County, and WSDOT transportation improvement programs. SUMMARY The King Warehouse Facility will generate a total of 82 average weekday daily trips with 8 trips occurring during the weekday p.m. peak hour. The trip distribution of project traffic is based on existing travel in the project vicinity and the primary roadway connections to the regional arterial system from the project site. The proposed development will not impact any City arterial roadway with ten or more p.m. peak hour trips; therefore, the project will not provide any significant traffic impacts the City transportation system. In accordance with the City of Arlington, Snohomish County, and WSDOT traffic impact analysis guidelines, the King Warehouse Facility is obligated to contribute a traffic mitigation fee of$19,003.70. King Warehouse Facility Page 7 Traffic Impact Analysis 07/07/00 Perteet Engineering, Inc. ENVIRONMENTAL CHECKLIS+ CITY OF ARLINGTON ENVIRONMENTAL CHECKLIST Purpose of Checklist: The State Environmental Policy Act (SEPA), chapter 43.21C RCW, requires all governmental agencies to consider the environmental impacts of a proposal before making decisions. An environmental impact statement (EIS) must be pr�epared r all proposals with probable si rificant adverse impacts on the quality of the etrvironment. The purpose of the checklist is to provide inXnration to help you and the agency identify impacts from your proposal("and to avoid impacts from the proposal, if it can be done) an to help the agency decide whether an EIS is required r? i✓ is �I J U�V 2 7 2001 ° . J JURISDICTION: City of Arlington ' t DATE SUBMITTED: July 10, 2000 t 1. Name of proposed project, if applicable: b - ` (Di o Mike King Warehouse Pacility 67'h Avenue NE 2. Name of Applicant: Mike King 3. Address and phone number of applicant and contact person: APPLICANT: CONTACT PERSON: DKS, Inc. Gary Parkinson, Architects 19012 6 1" Avenue NE Ste#5 2812 Colby Avenue Arlington WA 98223 Everett, 98201 (360)474-1333 (125) 252-2153 4. Date checklist prepared- July 10, 2000 5. Agency Requesting Checklist: City of Arlington 6 Proposed timing or schedule (including phasing, if applicable): Construction time ball 2000 7 Do you have any plans for future additions, expansion, or further activity related to or connected with this proposal? If yes, explain. No City of Arlington 1 ENVIRONMENTAL CHECKLIS� 8. List any environmental information you know about that has been prepared, or will be prepared, directly related to this proposal. Existing soil information for site available at City of Arlington. 9 Do you know whether applications are pending for governmental ap )r.ovals of other proposals directly affecting the property covered by your proposal: If yes, exp�ain. No 10. List any government'approvals or permits that will be needed for your proposal, if known. City of Arlington; Building Permit; Grading Permit; SEPA Approval 11, Give brief, complete description of your proposal, including the proposed uses and the size of the project and site. There are several questions later in this checklist that ask you to describe certain aspects of our proposal: You do not need to repeat those answers on this page. (Lead agencies may modify this form to include additional specific information on project descnption.) Project includes construction of a new 16,450 sq.ft. warehouse and office building for individual tenant leasing. The new warehouse and office will be concrete wall panels with steel frame and metal roof. Building areas are as follows: O�ffface 1 s`�loor 3,150 s f. O�ice 2" floor 2,500 s f. WWarehouse 5,400 s f. Open Storage 5,400 s. . Total 16,450 s.f 12. Location of the proposal. Give sufficient information for a person to understand the precise location of your proposed project, including a street address, if any, and section, township and range, if known. If a proposal would occur over a range of area, provide the range or boundaries of the site(s). Prov►de a legal description, site plan vicinity ma and topographic map, if reasonably available. While you should submit any plans requ►red%y the agency, you are not required to duplicate maps or detailed plans submitted with any permit applications related to this checklist. Triangular shaded parcel Northeast of intersection of 67`h Avenue and 188`h Street NE,parcel located between 67'h Averure NE and Burlington Northern Railroad right of way. Sec 15 l ivp 31 Rge 05 ALL 1 H PTA,OF SE %LY S&E OF NPRR City of Arlington 2 ENVIRONMENTAL CHECKLIS t TO 13E COMPLETED BY APPLICANT Evaluation for Agency Use Only B ENVIRONMENTAL ELEMENTS 1. EARTH a. General description of the site (underline one): at, rolling, hilly, steep slopes, mountainous, other: b. What is the steepest slope on the site (approximate percent slope)? Approximately level to 2% c, What general types of soils are found on the site (for example, clay, sand, gravel, peat muck)? If you know the classification of Agncultural soil, specify them and note any prime farmland. SCS Classification Everett Gravelly, Sandy Loam and 1_ynnwood Sandy Loum. d. Are there surface indications or history of unstable soils in the immediate vicinity? If so, describe. No e. Describe the purpose, type, and approximate quantities of any filling or grading proposed. Indicate source of fill. lap 6" of topsoil to be removed and replaced with approved 6" crushed rock,for bbudding and paving area subgrade. f. Could erosion occur as a result of clearing, construction, or use? If so, generally describe._. gg No h. About what percent of the site will be covered with impervious surfaces after pro ect construction (for example, asphalt or buildings)? Building Area 13,950 sf. Asphalt Area 27 570 s. . Total Area: 41,520 s f. Lot Area: 101,490 sf. Impervious surface percentage = 41 h. Proposed measures to reduce or control erosion or other impacts to the earth, if any. Hay bales and rock check dams to be installed in ex�snng ditch lines rip rap construction entrance and temporary sedimentation pond to be installed. City of Arlington 3 ENVIRONMENTAL CHECKLIST 2 AIR a. What types or emissions to the air would result from the proposal (►.e., dust, automobile, odors, industrial wood smoke) during construction and when the project is completed: If any, generally describe and give approximate quantities, if known. Normal construction equipment exhaust. b Are there any off-site sources of emissions or odor that may affect your propo al? If so, generally describe. No C. Proposed measures to reduce or control emissions or other impacts to air, if any None 3. WATER a. Surface: 1) Is there any surface water body on or in the immediate vicinity of the site (including ear-round and seasonal streams, saltwater, lakes, ponds, wetlands)? If yes, describe ty a and provide names. If appropriate, state what stream or river it flows into. No 2) Will the project require any work over in or adjacent to (within 100 feet) the described waters`ii Iyyes, please describe and attach available plans. No 3) Estimate the amount of fill and dredge material that would be placed in or removed from surface water or wetlands and indicate the area of the site that would be affected. Indicate the source of fill material. None 4) Will the proposal require surface water withdrawals or diversions? Give general description, purpose, and approximate quantities, if known. No 5) Does the proposal lie within a 100-year floodplain? If so, note location on the site plan. No City of Arlington 4 ENVIRONMENTAL CHECKLIS 6) Does the proposal involve any discharges of waste materials to surface waters? If so, describe the type of waste and anticipated volume of discharge. No b. Ground: 1) Will ground water be withdrawn, or will water be discharged to ground water? Give general description, purpose, and approximate quantities, if known. Parking lot runoff will be retained in tens orary infiltration pond and naturally discharged into existing drainage system. Temporary ih filtration pond to be improved into regional retention infl7tration facilitydetentiot acili", s part of proposed 67`A Avenue NE Roadway improvements by City of Arlington. 2) Describe waste material that will be discharged into the ground from septic tanks or other sources, if any (for example: Domestic sewagge; industrial, Containing the following chemicals: agricultural, etc.). Describe tfie general size of the system, the number of such systems, the number of houses to be served (if applicable), or the number of animals or humans the system(s) is(are) expected to serve. None C. Water Runoff(including storm water): 1) Describe the source of runoff(including storm water) and method of collection and disposal if any (include quantities, if known Where will this water flow? Will'this water flow into other waters? .f so, describe. Runoff from roof and paved areas will be retained in temporary Infiltration pond at North end of site and discharged into existing storm system. 2) Could waste materials enter ground or surface waters? If so, generally describe. No d. Proposed measures to reduce or control surface, ground and runotrwater impacts, if any: 11 f liraiiun pond will be built on noruhend of site, to retain surface, water runoff. City of Arlington 5 ENVIRONMENTAL CHECKLIS'r 4. PLANTS a. Check or circle types of vegetation found on the site: x Deciduous tree: alder, maple,aspen,other X Evergreen tree: fir,cedar,pine, other X Shrubs X Grass Pasture Crop or grain Wet soil plants: cattail,buttercup,bulrush, skunk cabbage,other Water plants: water lily,eel grass, milfoil,other Other types of vegetation b What kind and amount of vegetation will be removed or altered? 41% of site will be graded for building and paving. Category "C' landscaping shall be provided that inchides 10' Type III landscaping along 67`h Avenue NE and 188`h Sit-eel NE right of ways and 5' Type 11 landscaping along Burlington Northern Railroad right of way and interior property line. Island landscaping in parking area. Hydroseed grass mix at infiltration pored. C. List threatened or endangered species known to be on or near the site. None d. Proposed landscaping, use of native plants, or other measures to preserve or enhance vegetation on the site, if any. See Item B above. 5. ANIMALS a. Underline any birds and animals which have been observed on or near the site or are known to be on or near the site: Birds: Hawk. heron;eagle,sonehirds Mammals: Deer. elk, bear,beaver Fish: Bass, salmon. trout, herring,shellfish Other: Grass hoppers b List any threatened or endangered species known to be on or near the site. None City of Arlington 6 ENVIRONMENTAL CHECKLIS i C. Is the site part of a migration route? If so, explain. No d Proposed measures to preserve or enhance wildlife, if any: None 6. ENERGY AND NATURAL RESOURCES a. What kinds of energy (electric natural gas, oil, wood stove, solar) will be used to meet the completed projects energy needs? Describe whether it will be used for heating, manufacturing, etc. Electricity for power; Natural gas for•heating if available. b Would your project affect the potential use of solar energy by adjacent properties? It so, generally describe. No C. What kinds of energy conservation features are included in the plans of this proposal? Ust other proposed measures to reduce or control energy impacts, it any HPS light fixtures and desi-Wed in accordance with the Na•thwest Energy Code and Unifa•nr Building Code. 7. ENVIRONMENTAL HEALTH a. Are there any environmental health hazards, including exposure to toxic chemicals, risk of fire and explosion spill, or hazardous waste, that could occur as a result of this proposal? if so, describe. No 1) Describe special emergency services that might be required. None 2) Proposed measures to reduce or control environmental health hazards, if any: None b. Noise 1) What types of noise exist in the area which may affect your project (for example: traffic, equipment, operation, aircraft, other). None Cily of Arlington 7 ENVIRONMENTAL CHECKLIST 2) What types and levels of noise would be created by or associated with the project on a short-term or a long-term basis (i.e.: traffic, construction, operation, other). Indicate what hour noise would come from the site. Shorl terns: About 90 dBa ntaximun1_from construction equipment (during normal working hours), Long term: About 30 dBa occasional automobile and it-tick traffic. 3) Proposed measures to reduce or control noise impacts, if any: None 8. LAND AND SHORELINE USE a. What is the current use of the site and adjacent properties? Site: Vacant, previously unimproved b. Has the site been used for agriculture? if so, describe. No C. Describe any structures on the site. None d. Will any structures be demolished? If so, what? No e. What is the current zoning classification of the site? 1ND -Industrial f. What is the current comprehensive plan designation of the site? IND -Industrial i. if applicable, what is the current shoreline master program designation of the site? NA h Has any part of the site been classified as an "environmentally sensitive" area? If so, specify. No i Approximately how man people would reside or work in the completed project' Approxinaalely 15 employees City of Arlington 8 ENVIRONMENTAL CHECKLIS'r j Approximately how many people would the completed project displace? Noire k. Proposed measures to avoid or reduce displacement impacts, if any: None I Proposed measures to ensure the proposal is corn)atible with existing and projected land uses and plans, ipany. None 9. HOUSING a. Approximately how many units would be provided,,if any? Indicate whether high, middle, or low-income housing. N/A b Appproximately how many units, if any, would be eliminated? Indicate whether high, middle, or low-income housing. NA C. Proposed measure to reduce or control housing impacts, if any: NA 10. AESTHETICS a. What is the tallest height of any proposed structure(s), not including antennas; what is the principal exterior building material(s) proposed? Approximately 32'- 0" to the top ridgelille of the .Structure. the warehouse will have concrete wall panels scah steel frame and metal roofing. b. What views in the immediate vicinity would be altered or obstructed? None C. Proposed measures to reduce or control aesthetic impacts, if any: Accent banc/s to scale down building and landsca ung t.Slaluls around building. 10'wide 7}Y,,7e III landscape i ri fer along 67`h Avenue NE and I88"' Street E City of Arlington 9 ENVIRONMENTAL CHECKLIST 11. LIGHT AND GLARE a. What type of light or glare will the proposal produce? What time of day would it mainly occur? Exterior and parking lot lights consistent with surrounding uses ai►d local codes. b. Could light or glare from the finished project be a safety hazard or interfere with views? No, parkin lot and buildingn security lighting will have dowward directing dffusel-s. C. What existing off-site sources or light or glare may affect your proposal's No►ie d. Proposed measures to reduce or control light and glare impacts, if any? None 12 RECREATION a. What designated and informal recreational opportunities are in the immediate vicinity? None b. Would the proposed project displace any existing recreational uses? If so, describe. No d. Proposed measures to reduce or control impacts on recreation, including recreation opportunities to be provided by the project .or applicant, if any: No►►e 13. HISTORIC AND CULTURAL PRESERVATION a. Are there any places or objects listed on, or proposed for, national, state, or local preservation registers known to be on or next to the site? If so, generally describe. No b. Generally describe any landmarks or evidence of historic, archaeological, scientific, or cultural importance known to be on or next to the site. None City of Arlington 10 ENVIRONMENTAL CHECKLIS'i C. Proposed measures to reduce or control impacts, if any: Noire 14. TRANSPORTATION a. Identify public streets and highways serving the site, and describe proposed access to the existing street system. Show on site plans, if any. Site located ot NW corner of intersection of 67" venue NE and 188"'Street NE. fIf new driveway on 67�Avenzie NE. Approximately 300 Nw�h of Int. with I88 Street NE and(1) new drivewq on 188' Streel NE. Approximately 110, West of Int. with 67' Avenue NF. b is site currently served by public transit? If not, what is the approximate distance to the nearest transit stop? Yes, New rest transit l �for Route #220 at intersection of 671h Avenue NE and 188` Street NE C. How many parking spaces would the completed project have? How many would the project eliminate? It would eliminate none and provide a total of 31 parking sixills that inc,•h1des 2 handicap accessible sta7ls Will the proposal require any new roads or streets, or improvements to existing roads or streets, not including driveways? If so, generally describe Cindicate whether public or private). Yes -'12 full rigl7t of way, improvements along 188'h Street NE and 67''Avenue NE. That inchides curb, gutter and sidewalk with new pavement overlay to centerline. e. Will the project use (or occur in the immediate vicinity of) water, rail, or air transportation? If so, generally describe: Arlinglun Anport is approximately I-l.2 miles west of the site. 1-5, Intersection 9206 is approximately 2 miles southwest of the site. f. How many vehicular trips per day would be generated by the completed project? If known, indicate when peak volumes would occur. New AD7' 82 prol.ecied. With 8 trips estimated during P.M. peak. Refer traffic study by Perteet Engineering. g. Proposed measures to reduce or control transportation impacts, if any: Trait mitiggalion meaures based on Snohomish County 26B TDM andd WSD07'fees to be paid per traffic study by Pei teet Errgnleeriiig. City of Arlington I ENVIRONMENTAL CHECKLIST 15. PUBLIC SERVICES a. Would the project result in an increased need for public services ifor example: tire protection, police protection, health care, schools, other)? f so, generally describe. Yes, City of Arlington police and fire currently servicing the area. b. Proposed measures to reduce or control direct impacts on public i services, f any: None 16. UTILITIES a. Underline utilities currently available at the site: electricity; natural as; rater; refuse service; telephone; sanitary sever; septic system; other. b. Describe the utilities that are proposed for the project,.the utility providing the service,and the general construction activities on the site or in the immediate vicinity which might be needed. Power: Snohomish County PUD Natural Gas: Puget Sound Energy Water, Sewer: City of Arlington } Refuse Service: Waste Management NW Telephone: G7E of the Northwest C. SIGNATURE The above answers are true and complete to the bes of my knowledge. 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