Loading...
HomeMy WebLinkAboutPermit 6363 - MA Segale - ShopPROPERTY OWNER M. A. Seale Inc. PHONE 575 - 3200 ADDRESS 18010 Southcenter Parkwa Tukwila WA ZIP • 81:: CONTRACTOR M. A. Segale, Inc. PHONE 575 -3200 ADDRESS 18010 Southcenter Parkway, Tukwila, WA � P 98188 WA. ST. CONTRACTOR'S LICENSE # SEGALMA372NO EXP. DATE 10 - 01 - 91 ARCHITECT Lance Mueller & Associates PHONE 325 -2553 ADDRESS 130 Lakeside, Seattle, WA ZIP 98122 USE ('ODE ('OMPt IANCI- FLOOR NV SQUARE FEET OCC. LOAD SQUARE FEAT OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD SQUARE FEET OCC. LOAD TOTAL SQUARE FEET TOTAL OCC, LOAD TOTAL TYPE OF CONST.: V _ N UBC EDITION (year) 1988 SETBACKS: N - S - E- W - FIRE PROTECTION: ®Sprinklers Detectors ❑ ❑ NiA UTILITY PERMITS REQUIRED? Yes © ❑ No ( Pub Ic Public Works) ZONING: BAR /LAND USE CONDITIONS? ❑ Yes ENO CONDITIONS (other than those noted on or attached to permit/plans) APPROVED FOR (� _ 1 1 BUILDING ISSUANCE BY: �� (h ,, � 1 �l�_� OFFICIAL DATE: � ,� , CITY OF TUKWILA Dept. of Community Development- Building Division 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 BUILDING PERMIT NO. DATE ISSUED: SITE A SIGNATURE: CERTIFICATE OF OCCUPANCY NO. (00_5 IQ IS 18801 Southcenter Py BUILDING PERMIT FEE PLAN.CHECK FEE BUILDING SURCHARGE OTHER:` Pre — fabricated metal building addition. B PERMIT (POST WITH INSPECTION CARD AND I-LANS IN A CONSPICUOUS LOCATION) NRIPPRIF•miriFIN.”, 2867 • 10- 25.490:: 2867 2867 • 10- 2590: 10•25 .4 gtt' TOTAL DATE ISSUED: 808.00 S25:00" DATE: / 2 b eke, 4.50 1,337.50 148,444.00 PROJECT NAME /TENANT ASSESSOR ACCOUNT # M. A. Segale, Inc. Shop 352304— 068 TYPE OF U New Building U Addition U Tenant Improvement (commercial) U Demolition (building) LI Grading/Fill WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of lay and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this building permit. PRINT NAME: 5-i c v e 4/11 Per- COMPANY: f'N ,,4 , 5EG AG X- TAW- - This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection PERMIT NO. CONTACTED " - i DATE READY DATE NOTIFIED I. ` a BY: init. BY: (init.) PERMIT EXPIRES 2nd NOTIFICATION AMOUNT OWING 3RD NOTIFICATION BY: (infl.) 191141 Il L DIN ER MIT APPLICATION TRACKING PROJECT NAME PLAN CHECK NUMBER ( 10 -1- ) 41 INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that any time the status of the project may be ascertained. • Plan corrections shall be completed and approved prior to sending on to the next department. • Any conditions or requirements for the permit shall be noted on the plans or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not applicable, so note by using "N /A ". BUILDING SQUARE FOOTAGE/OCCUPANCY INFORMATION (to be filled out by Plan Checker) G O W A. T4 DEPARTMENTAL REVIEW "X'• In box Indicates which departments need to review the project. Pt BUILDING - I �, a5gb initial review g FIRE . PUBLIC WORKS 0 OTHER SITE ADDRESS II- 14• PLANNING ROUTED INIT: 3 tL 11 o- p ING: PAR/LAND USE CONDITIONS? . f Yes i � Q No REFERENCE FILE NOS.: �� `` INIT: r ' MINIMUM SETBACKS: N- S- E- W- 1.7- ly w UTILITY PERMITS REQUIRED? 7Yes i 1 No PUBLIC WORKS LETTER DATED: INCi - -, 4 ( % )-' i 1 qj - rte Pw) l 1- G cl o INIT: CZ BUILDING - i ? -1 ? -90 1Z -17 final review INIT: REVIEW COMPLETED 11■G 0 90 SUITE NO. LSSC) I 15001 XTl FIRE DEPT. LETTER DATED: / I - / 6 -rip OF CONSTRUCTION: V14 / ' h� tNKLERIEp 1* c c`"R. 4, 000 ......:.:....... Date S - Date O Data Appro v INSPECTOR: 12,- etectora • N/A UBC EDITION (year): I 198b U'UiILO/1. " LktL' C 1(. .- -'-mss I HEREBY CERTIFY THAT IHAVE READ ;AND :EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT,' AND I AM AUTHORIZED APP FOR IS PERMIT. . BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE .--,:--- / / DATE 10/23/90 PRINT NAME M.A. Segale �� PHONE 575 - 3200 ADDRESS P.O. Box 88050 PLAN CHECK FEE CITY /ZIP Tukwila 98138 CONTACT PERSON Steve Miller ZIP 98188 PHONE 575 - 3200 VLVV 01I1 110071L07 uvum vat ti ► unnna v►r av ► vv (206) 433 - 1849 DESCRIPTION AMOUNT RCPT # DATE BUILDING PERMIT FEE 5.OD NATURE OF BUSINESS: V' as �Ple< C;PnPra1 �� �O" . b PLAN CHECK (� NUMBER , + t �� APPLICATION MUST QE FILLED OUT COMPLETELY PLAN CHECK FEE BUILDING SURCHARGE 4. ADDRESS Southcenter Parkway Tukwila, WA ZIP 98188 CONTRACTOR M.A. Se•ale, Inc. PHONE 575 -3200 ENERGY SURCHARGE ZIP 98188 WA. ST. CONTRACTOR'S LICENSE # 5E GA — .LM — 3 7 2N0 EXP DATE 10/01/90 ARCHITECT Lance Mueller and Associates PHONE 325 - - 2553 ADDRESS 130 Lakeside Seattle WA ZIP OTHER: TOTAL - (►337.5o V SITE ADDRESS SUITE # 18801 Southeenter Parkway VALUE OF CONSTRUCTION - $ I Ltd, N ytl .00 8• 80 PROJECT NAME/TENANT M.A. Segale, Inc. Shop ASSESSOR ACCOUNT # 352304 - 9068 TYPE OF Li New Building LAddition U Tenant Improvement (commercial) Li Demolition (building) WORK: ❑ Rack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other: DESCRIBE WORK TO BE DONE: Prefabricated Metal Building .Addition BUILDING USE (office, warehouse, etc.) Equipment Repair and Maintenance NATURE OF BUSINESS: V' as �Ple< C;PnPra1 Cnni EXPLAIN: WILL THERE BE A CHANGE IN USE? � No U Yes IF YES, SQUARE FOOTAGE - Building: 35,708 Tenant Space: 35,708 Area of Construction: 6,720 WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE OR HAZARDOUS MATERIALS IN THE BUILDING? ❑ No ❑ Yes IF YES, EXPLAIN: PROPERTY OWNER M.A. Segale, Inc. PHONE 575 -3200 ADDRESS Southcenter Parkway Tukwila, WA ZIP 98188 CONTRACTOR M.A. Se•ale, Inc. PHONE 575 -3200 ADDRESS Southcenter Parkway ZIP 98188 WA. ST. CONTRACTOR'S LICENSE # 5E GA — .LM — 3 7 2N0 EXP DATE 10/01/90 ARCHITECT Lance Mueller and Associates PHONE 325 - - 2553 ADDRESS 130 Lakeside Seattle WA ZIP CITY OF TUKWILA Department of Community Development - Building Division BUILDIIS PERMIT APPLICATION FEES (for staff use only) APPLICATION SUBMITTAL In order to ensure that your application Is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 433 -1851 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. BUILDING OWNER / AUTHORIZED AGENT If the applicant is other than the owner, registered architecUengint. r, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 433 -1849. DATE APPLICATION ACCEPTED lo DATE APPLICATION EXPIRES /4' ca5 -co COMMERCIAL BuILD p4Bi Calli/ERaA permi ap icalk6 ted SIDS•Of.:1 Account Number . . .wo.:(2):.:1010:4tt,b4$00.0.0OW• ..• e 00.t.01.4:.b.i!. I sets (2) of the followin 8400.1111k1 o�t Nurfll • • . • .. • . • . • . • " .. • ' • " • • • • .... • • • • • • Compl.tad building permit appllcal •••, plan showing Tenant spice floor pla showing ri exits 1°n8 • *Op1000!.(ra.0::0040.0y.004 • RESIDENTIAL SLIUMITTAL CHECKLIST for ' • ''''' • ' ''' ' ' 004.1400* it, 00 tit:10.4199: 0.01t.00040000: mentIons of building or - ot proposed tenant space Tenant space plan with use of each room !I ore, egmes patterns „It . onsb'uctlon details • " mentfOr$oor . and SucUrel bulli Pitok ........ • . ' , ''' •••• • off of di. permit . . • RESIDENTIAL' REMODEL Comple1000011dirig permit application (one for each structure) UTILITY PROJECT TRACKING CHEC( ST Control# 90 -441 SITE ADDRESS 18801 Southcenter Py PROJECT Seglae Shop Addition Project Description Site Utility Square Footage 6,720 PROPERTY OWNER M. A. Segale, Inc. Phone 575 -3200 Address 18010 Southcenter Parkway, Tukwila, WA Zip 98188 CONTRACTOR M. A. Segale, Inc. Phone 575 -3200 Address 18010 Southcenter Parkway, Tukwila, WA Zip 98188 CONTACT PERSON Steve Miller Phone 575 -3200 Address P.O. Box 88050, Tukwila, WA Zip 98138 ROUTING DATE PLANS DATE ROUTED DATE PLANS DATE RESUB. RECEIVED TYPE OF REVIEW TO PWD APPROVED REQUESTED COMMENTS 11 -05 -90 Site Utility 11 -05 -90 PERMITS REQUIRED FINAL PWD SIGN -OFF APPROVAL (signature) (PW.UTILTRK) APPROVED CONDITIONS PERMITS PERMIT # PLAN /LETTER DATE ISSUED DATE FINAL Yes / No Channelization /Striping/ El [I Signing 0 Curb Cut /Access /Sidewalk 0 El 0 Excavation (public) [L El J Fire Loop /Hydrant a El Cl Flood Zone Control El [I [I Hauling El 0 [] Landscape Irrigation 0 El [I Moving an Oversized Load El El Sanitary Side Sewer 5 OO - rcid) k3 -f [ I 1 0 0 [I Sewer Main Ext. (private) 0 0 Cl Sewer Main Ext. (public) 0 0 [ Storm Drainage ql V 3_c ,J ( - I 0 El [[ Water Main Ext. (private) 0 El [[ Water Main Ext. (public) C1 0 0 Water Meter (exempt) 0 0 Size: No. [I Water Meter (permanent) 0 0 Size: No. 0-Water Meter-(temporary) 0_ - - - Size: No. 0 Other 0 0 Other 0 0 CONDITIONS OF PERMIT ISSUANCE OR FINAL SIGN -OFF OF PROJECT ..... , .— .sr�.T Date HEREBY CERTIFY THAT i HAVE REAQ:: APPUCATION Applicant/Authorized/17 - • =1 •1. - _4 / AND IfN01'M. THE SAME TO S TRUE 'AHD ::."i RRECT' Contact Person (print name): S & e v e 41. I le Print Name: 5 -{ eve, /iyj ,' /) e r Address: P o. 30 4 BB o 5'0 TL, kwL j a (2)A Date: 11 /S /q Phone: C76- 3206, q 138 Phone: 57S-3 Date Application Accepted: L I _, 5_ qo Date Application Expires: GJ _ C G _ CITY OF TUKWILA Central Permit System - Engineering Division 6300 Southcenter Blvd., Tukwila, WA 98188 Phone: (206) 433-0179 Property Owner: Street Engineer: Street Address: Contractor: Street Address: MONTHLY ::::::: €> SERVICE >. BILLINGS TO MISCELL'ANE 'INF.QRMATIi., PROJECT Site Address: / 880 I 5 nu./ h ce n l'e✓ Pa r k L I INFORMATiON;; Name of Project: A. Seya /c, c 1')i A . Ge -g am /�� h c. 18 o i a Sep t e- rr P., kw 4 T, kw .') City /State /Zip: WATER;: METER Name: DEPOSIT/. < Street ✓7 s 7 ,, /e- i 113010 SoLd1A . A . S r / /8010 <oa fit King County Assessor Account Number: UTILITY PERMIT. APPLICATION ggiaiL N c . Phone No.: < re � a , Lt, a - t,. k w, 1. City / State/Zip: , Phone No.: <H '/e'- Ia Y k.,, � la City /State/Zip: 33 - 06 B PERMITS;:;' ' >`: ❑ Channelization/Striping/Signing REQUESTED ❑ Curb Cut/Access/Sidewalk O Fire Loop/Hydr. (main to vault) - No.: — Sizes: O Flood Zone Control ❑ Grade/FiI cubic yards O Hauling O Landscape Irrigation O Moving an Oversized Load El Sanitary Side Sewer - No.: I O Sewer Main Extension Private ❑ Public ❑ Name: Street El Water ❑ Sewer ❑ Metro ❑ Standby El Single -Family Residential ❑ Hotel El Duplex ❑ Motel ❑ Tri . lex DESCRIPTION,; OFF PROJECT ;! El Multiple - Family Dwelling No. of Units: l. Commercial/industrial ❑ Office ❑ Retail ❑ New Building Square Footage: ❑ Warehouse ❑ Manufacturi King County Assessor's valuation of existing structures: $ PLAN CHECK NUMBER: .��� ,����, h Phone No.: Phone No.: City /State /Zip: Phone No.: City /State/Zip: El Other: ti 675 3ze2c 9813e 676 3zan 9813 8 523Z ao Y'8/38 Storm Drain ❑ Street Use ❑ Water Main Extension Private ❑ Pubic ❑ ❑ Water Meter/ Exempt: - No.: — Sizes. Deduct ❑ Water Only ❑ ❑ Water Meter / Permanent - No.: Sizes. ❑ Water Meter / Temporary:- No • — Sizes• ❑ Other: El Apartments ❑ Condominiums ❑ Church Cl Hos ital 15a Other: C u.' •ne.,t iz ❑ School/College/University ,r JaRemodel/ Square footage of original building space: 2 e, 9 B8 Addition Square footage of additional building space: 671 Zo Valuation of work to be done: $ 3 000 09/18/90 SUBMITTAL CH( ';KLIST All site plans shall be provided in one submittal for review by the Public Works Department. Six (6) sets of plans stamped by a licensed engineer are required along with this application completed and signed by the applicant's representative. The following information is necessary for Public Works Department evaluation and approval of site plans: • All utility construction is to meet the City of Tukwila Standards • Indicate scale of drawing and show north arrow • Identify location by address or distance to nearest intersection CURB CUT /ACCESS /SIDEWALKS/ CHANNELIZATIONISTRIPINGISIGNING O Dimensions O Type of surfacing - asphalt, crushed rock, etc.(and thickness) O Percent of slope or runoff direction O Size of curb cuts/location O Vehicular and pedestrian traffic facilities, including signing and striping, wheel chair ramps, curb cuts FIRE LOOP /HYDRANT O Type of pipe O Size of pipe /location O Location and type of all valves O Type of bedding and backfill materials/percent compaction O Distance from structures, storm and sewer facilities at minimum separation O Location and size of thrust blocking FLOOD ZONE CONTROL (Requirements are under Flood Ord. No. 1462 and can be obtained from the Public Works Dept.) O Lowest finished floor elevation O Contours and elevations per National Geodetic Vertical Datum LAND ALTERING (CLEARING, GRADE AND FILL) O Contour map (2' intervals) showing existing and proposed contours O Estimate of yardage, both cut and fill O Erosion control plan HAULING O Copy of Certificate of insurance coverage (minimum $1,000,000) O $2,000 bond made out to the City of Tukwila for property damages caused by activities O Route map LANDSCAPE IRRIGATION O Location of DSHS approved double check valve O Type of pipe - copper, high density molecular plastic, ductile O Size and depth of pipe O Size of meter O Location and elevation of meter box (water meter - permanent and exempt). Clearly show whether tap is on main or domestic service O Location and type of tap O Type of bedding and backfill materials/percent compaction MOVING AN OVERSIZED LOAD O Copy of Certificate of Insurance coverage (minimum $1,000,000) O $5,000 bond made out to the City of Tukwila for property damages caused by activities O Business Ucense with City of Tukwila O Rouse map SANITARY Sr ' SEWER O Type of pipe -A._. rete, PVC, etc. O Size of pipe/location O Percent of slope on pipe/length of run O Connection points) to public O Location of cleanout(s) and test Tec(s) O Type of bedding and backfill materiallpercent compaction O Invert elevations at structures and junctions SEWER MAIN EXTENSION O Type of pipe - concrete, PVC, etc. O Size of pipe /location O Percent of slope on pipe/length of run O Connection points) to public O Location of cleanouts O Type of bedding and backfill material/percent compaction STORM DRAINAGE (including existing topography and proposed grading and surfacing) O Type of pipe O Size of pipe O Percent of slope/length of run O Location of all structures O Square footage of area to be drained, including roof area O Bedding material for pipe O Invert or Row line elevations STREET USE O Complete description of proposed activity O Map with address and outline of limits of activity relative to public right -of -way and easements O Proposed traffic control/detour (per Manual of Uniform Traffic Control Devices) O Proposed schedule (times and dates) WATER MAIN EXTENSION O Type of pipe O Size of pipe O Hydrant type and locations O Valve type and locations O Connection point(s) to existing system O Type of connection - live tap, tee, etc. O Location and size of thrust blocking O Size and location of mains, including elevations (profile) WATER METER - EXEMPT O Diagram of domestic system/tie In of exempt meter O Number /account for existing domestic meter O Size and type of material of meter and service O Site address WATER METER • PERMANENT O Type of pipe - copper, high density molecular plastic, ductile O Size and depth of pipe O Size of meter O Location and elevation of meter box (water meter - permanent and exempt) O Location and type of tap O Type of bedding and backfill materials/percent compaction WATER METER - TEMPORARY O Address and hydrant location O Size of meter O Estimate of quantity and schedule After the Public Works Department has completed their review and the plans are approved, the applicant will be notified by letter concerning the necessary permits and requirements; an approved set of plans will accompany the letter. If the plans are not approved, the applicant will be notified by letter of necessary resubmittal requirements. TO: PROM: DATI: SUIJICT: �) oAv)sz. r - CDn r)c r i brx�S.pd U, lam r x &D. # OTC 4L1/1% ) Citc of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (20S) 433 -1800 Gary L. VanDusen, Mayor MEMORANDUM (5hp l Q- 3Oc ems D ± flyer Q1 � (10 /T2.MEMO) PROJECT: 4 ` Ca �,,Zy S h�,(� PERMIT NO. 1,036 3 SITE ADDRESS: �, -- i / �� DATE CALLED: r — mi l/ , TYPE OF INSPECTION: .0 _ _ /) MP DATE WANTED: 5 / -9/ p 4/f REQUESTER: S /.,q / -,p /V ic01,, PHONE NO.: 57 - SPECIAL INSTRUCTIONS: - � - INSPECTION RESULTS / COMMENTS: ,-------- ---,_ C__1 ' DATE: 4 6 ' (S - R 'i lIi DDtTfl ! t i-'z__ CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: S-C \A.Q. Sh PERMIT NO. .c) lc; SITE ADDRESS: « 0 \ TYPE OF INSPECTION: \ 1'14,\ SO Yvhc .FL9 OR *o O CC>> DATE CALLED: U ). - G .--- ) - v I I EOir % DATE WANTED: IQ -a - C O Taiii, SPECIAL INSTRUCTIONS: REQUESTER: ' -. \JQ - Q .� N l • PHONE NO.: 5-1S- 3 Q00 INSPECTION RESULTS /COMMENTS: . I INSPECTOR: 1 S\JL _. DATE: G • 2 -7. `I / M'+ ngMHNUeMVwrib... �a�uvw. nr. r4wr+ nvu .n..r..�r.......w.ww.. .44 ...I. W. CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ; 'c/�. e, (e• 5 # j PERMIT NO. CI • Cp SITE ADDRESS: (J 0 / G' ,C C ,� 1 � � ' --'l DATE CALLED: (y r3 T TYPE OF INSPECTION: PLC - /�- P � DATE WANTED: 6 4 _ / ' p SPECIAL INSTRUCTIONS: f - ,'S f) , REQUESTER: ,_ ,,, 0 ,.rny PHONE NO.: rZ32 INSPECTION RESULTS /COMMENTS: 0 ( . a / #0 ' Ili,/ a� .I - s ■I O 4r - • ~ • r - t..� -F' r- --S • 4 ., INSPECTOR: /O 42 J2, DATE: � 4 Qi1 lfei4a tt9 !tKIfiStOgrAIAIW itvite:U M: tuYam•o Ket .e1...ww,wFe ..,....+mwx oaatin m lax , vts.. .rm,.r �u.....�W...,..........., .,......_...__.... CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIO RECORD 6300 Southoenter Boulevard — #100 Tukwila Washington 98188 PROJECT: /Vi hi ,,`` , S PERMIT NO. - 3 (a SITE ADDRESS: / g I ` t 0 Ai uN)\ DATE CALLED: "` //—/ / TYPE OF INSPECTION: 1 1 DATE WANTED: , -- /a--q D• IT SPECIAL INSTRUCTIONS: U REQUESTER: PHONE NO.: 6745 --- ,D.40 INSPECTION RESULTS /COMMENTS: ,� „mod ^ J INSPECTOR: 657 i. ..'C.. DATE: 6 - 1"2 - 11 • CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -367 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 114 7+ ; , _ / / PERMIT NO. , �4 3 , Lo SITE ADDRESS: ; , 1 91.. ■L ' � /. 1 DATE CALLED: C 3 CJ / i , TYPE OF INSPECTION: F ' DATE WANTED: t e 9 / �' P.M. am SPECIAL INSTRUCTIONS: REQUESTER: ye, PHONE NO.: � 75 ° 3?-16 INSPECTION RESULTS /COMMENTS: •r c.tr.rc -✓' ,. 1 I I ■I nn. Z �, ...•.•le . 7 _r _ CA l05{ruC,m 44 .4. w... 0..7 ...,..r.MN•41 .....,.,,.......... .....,..,,,...,............. ... ........ P/ a6& • cAore. by 1- INSPECTION RECORD CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: wl. ` it ` e? e - s 1 PERMIT NO. (j) (Q 3 SITE ADDRESS: 6 e>1 1 . (`, 1 A !, DATE CALLED: TYPE OF INSPECTION: 11Y041"-W-1 DATE WANTED: 5 - -31.-- 1 s . SPECIAL INSTRUCTiONS: 11 REQUESTER: � 1 � K, PHONE NO.: 'i ° O INSPECTION RESULTS /COMMENTS: /% >:--" ,,, t y> e/ / - ' 1 c ( "5 ( T.JJ t L. INSPECTOR: G,.,., _ --2:zTt'�lt',9 DATE: c 5 V - rj / ft '+ iKUrruer+ c�o-e+ nw sw. a.. Y... �nF.......+.... �. w... m, i.+. v w,....^.,,.....,,. w..., wx,., x»,....,.......c. R.., u. rw .nruwaoaMea,r+..n,..,.»,..,...- • CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: , cv e . Sp�a . PERMIT NO. ::,c 63 SITE ADDRESS: / ' S' ,2l /e , c..p, .4 A.___,.. DATE CALLED: TYPE OF INSPECTION: � --s' ` DATE WANTED: ,--- --c "/' C . . SPECIAL INSTRUCTIONS: REQUESTER: PHONE NO.: INSPECTION RESULTS /COMMENTS: ' , ,,�i ,,, r , , „ / IuQ ICPTAD. /( ■A -of ,.o ■ ■ A.41.1_ nATE• 44-- -. L'l / CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: 9u , f-- PERMIT NO. ke360 — 5 SITE ADDRESS: U !J A N ,;,, t 44 DATE CALLED: 4- ? —ci I TYPE OF INSPECTION: ? G14,17 13 r KI 0 DATE WANTED: '" . — '1 SPECIAL INSTRUCTIONS: REQUESTER: r I) k PHONE NO.: 6 5 '' 5 WI Q INSPECTION RESULTS /COMMENTS: (4 ' 1/41 ' 4\ 6 " A rt.-- k_ --v.--e-) 4^ - Th e r ..r.„, INSPECTOR: < r " J--- DATE: `"t f, 4 c pntuulw. rvwatirw+ w4 ww» w. w�uuwn.. w.. nv�wncw' wr�um• Y. s» dnaaw. fi��wv�u .�vavw..wwvnT.vsuwwoa.n..n u,...........+...nr..w.. «,.. «ve..n..va CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ii i &! _ J a / ! 1 4 0 PERMIT NO. • 310 3 SITE ADDRESS: ■ ,baltAMINfallitr DATE CALLED: ..3- 0-$'`x''1 Air. TYPE OF INSPECTION: l . ' DATE WANTED: 5 --�' — q / ,T SPECIAL INSTRUCTIONS: REQUESTER: 7)5 elVi PHONE NO.: , - 4 — ,.3.__9() INSPECTION RESULTS /COMMENTS: v) c3J . v —...A.A,) a,.3..� .. r„0 -.._ 1. r (....(3-11-(....(3-11-4-r. r -f• ( r . s.:-L, �1 ,J.,4 , . INSPECTOR: (— ) 2. --- DATE: 3 - 2 1 - 1 I CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: Sp ,. /p 3'4. v /� PERMIT NO. 43 63 DATE CALLED: 3 -- 2 0 - q I SITE ADDRESS: / 0 / , (, ( _ Ar - c ✓ TYPE OF INSPECTION: ,- u., ; ,� , > 4-------- . DATE WANTED: II'T' D.M. SPECIAL INSTRUCTIONS: REQUESTER: .- T6c r PHONE NO.: INSPECTION RESULTS /COMMENTS: (.\ } G.) A n..,� -- , 1-1 1 . .. 11 -fi .c.,., �. t., a S ` S A��S '� �� (', , 1--T-,o mil/ �J v -nt —s r' (' . -v4..s. �1... -t-.-, w L e \ I r l"- ._dKA o ca ` { ' 1 , .�_ ' -• v — .ti .A r`* i\t c j � ,..S`lrl.. ,■ C.r te - ' - ''''' ' �..■, 'k ' z _ ,., (S c0 . DATE: " 6\ 1 INSPECTOR: (--- CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 (� INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: S (' al .Q 6 ^Y PERMIT NO. lO (n?3 SITE ADDRESS: Ic 0 ' of ri- hc.-Qnk DATE CALLED: - '1 1 - q I TYPE OF INSPECTION: -a j \. 0,k j on DATE WANTED: 3 - q SPECIAL INSTRUCTIONS: REQUESTER: DOI') PHONE NO.: si s - 73a q D INSPECTION RESULTS /COMMENTS: l - w. -,,,r- ,,....4- iL— A-L:c.- �,,A-e- , ..I'x ( c ---30 ' .k+ , 0 c--J\ I. v ,. x1 , 4,-,. � . �,rL f �l 1 .c�v� , . * �� INSPECTOR: ( ( DATE: ___,L ___,Linl `lil CITY OF TUKW1u Dept. of Community Development - Building Division Phone: (206) 431-3670 INSPECTION RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 gelototuM'1m .ymx. aw 'ype of Inspection [ 'YL41v Q. 61a,(2 Date Wanted a.m. p. ite Address �� � Project G.A ‘L(i equestor Phone # pecial Instructions nspection Results /Comments: w,�<w:. +c�rnF,wxclwwwrya .••�••' . "' - - CI YY Gf` '' 1 10411A Y IP�II � .. �, �1 w ki CW D Butidir 'pertinent 6300 So riicenter Boulevard Tukwila, WA 98188 (206) 431 -3610 PERMIT # 7(9::> Date n��e 2 , 1 0 . - i PROJECT: _ ^ c.� .S PERMIT NO. (P 3 4' 3 SITE ADDRESS: /( I C /9E L,«1 DATE CALLED: TYPE OF INSPECTION: }Cacti r DATE WANTED: (. ?- 1-- r' ( ',-�,,; SPECIAL INSTRUCTIONS: / 0 6. REQUESTER: tJo rJL' PHONE NO.: ' INSPECTION RESULTS /COMMENTS: `4_,A fu P t r b. ,a Q..,.o..,�, ; A,e.. 0 d p...44 r �� . INSPECTOR: C-- ----- DATE: ("z_. `i - 9 J CITY OF TUKW1LA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTIOc4 RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 PROJECT: ,y,, �� i PERMIT NO. 636 `s SITE ADDRESS: l g o/ i.,,• ,- ,i-,,,, „ , co DATE CALLED: /-7.5 G'/ TYPE OF INSPECTION: - •- ,r ,,�. - / DATE WANTED: —20 — ” C' II SPECIAL INSTRUCTIONS: /94./r- /7 �6 , c e REQUESTER: h /, -77 PHONE NO.: INSPECTION RESULTS /COMMENTS: C sy..r--- cA,3 - -- uJ' ` "1- aA'LC.x.. • 12.-Q.Sc.1-x4L-Lsk ri-n -Mc r- i � l 0 0....v.-% . t C INSPECTOR: ` ' DATE: e - 7.4 - 1 CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 INSPECTICiJ RECORD 6300 Southcenter Boulevard - #100 Tukwila Washington 98188 itZle&514: 653':: "115 414- WrC.'+sce.' 0 . 4, ...+.w«.urn , ..r 1 ux + wru..u..a4..... r.r.,.. .. w. .......e.r..rw.wwr+..ti...a -u4.w C ITY OF IKWILA Buildi apartment 6300 So 0,icenter Bouleva Tukwila, WA 98188 (206) 431 -3670 4 Special Instructions INSPECTrN RECORD PERMIT # Lo i bo3 Date 1 - z1-- type of Inspection \i‘. Date Wanted a.m. Site Address I VCO 1 S.C°_ Project r�e.• 2equestor Phone # Inspection Results /Comments: —cye psa lej -To c-04 €7c-k_ 6 kti. - 1 " tiUu(t— 1 1./vA-g,•3 ; r nJ , 1'sr`V--Q S'A 0 IJ _P tr= --i n P o r3 f r) 14./4A ,J . 7 cns; ` .5c-Fe 5042 a ni g-A wi.41 iJ F rke_ -Y `c`0 T l i - V u "rt /-Ja , t t4. S A CC (7 1 wx- o r,1 Pe-( barri r w w t cwt wns 6 j A I•1. K ft 15 yJ Ii A r.i ti ' r v)- / '1 6-, i L- !L—t i-36; .A=9" i • 341/4� t I 4- , 1. I -1 14 au�c �3 c 2C rA r■ i vt -E.? - . " ,oz) w ,7 W S "NW P 6t-eCezi3tAieF` F 2 ►sh T1 fr-1 tN (( •TWttZ 0-4/Ti O F Aft f fil (A R..S • Inspector Date / " PROJECT: Gj ,?it � PERMIT NO. �' ' CP ,�" SITE ADDRESS Pali r' TYPE OF INSPECTION: F ♦ SO i, 4IIt . 446 , i 1 ) ll DATE CALLED: - /7 " DATE WANTED: '" I — °� REQUESTER: f DD 1&. SPECIAL INSTRUCTIONS: PHONE NO.: 75 ` 436 32-el 0 INSPECTION RESULTS /COMMENTS: ) vt — 1A) - ',C V '.12".Q/r..e, @, 12-` - 5v cc 0-7 — 0 vt.c / - 6 , -- CA r...d- - -e-C-7( ,.Cra 4 $ c..4:• , -c rud • f 4 .,t. 2. Qt r k)-'i X 71 /?.,ek-c ..:�. ..0 (.. )— L,k4 J crit -. r r p rafrt. . u U / • / -- . - \-a L 4 -0" r e 7 , 1 -A... i 7-5 / �, , . ,171---D2 / 41) , r 7,, —. v .) GyD /l� -Q.,r , (o - - - ) l/`f.t..: 4 ,t.4 w..4 sl-ttr. ": `o vd y V V l.r INSPECTOR: ( • -. ci-A -7 -- DATE: I . /' 2' , cI / ,.. CITY OF TUKWILA Dept. of Community Development - Building Division Phone: (206) 431 -3670 ��- INSPECTION RECORD 6300 Southcenter Boulevard — #100 Tukwila Washington 98188 R x-c r , - -tell .1L, --e i - - DAN— "rr f o tok _,_ ,-* 1".r.4` L- ►wJ c/i Y 4 c%�- -t�!t, bot-e c- 1 {J ' 11-11- , �. -. / a-- w- tA-12- ,��s ,� h; �.1 c,lam t -�-- ���-►- -- te a.. a . 4,45 : bftel. , f el-Po tbv, Q A N 0 -- P o∎.k it- s rim e c :� r.IC� 1-v■vs !Nc. e. r .5 0o 0 c.l 14 P is N`0i1 Pt 9 Rrcg. o F G1 •'v' b • Sprinklers: ___ Fire Alarm: ''�� ��ll Hood & Duct: --- Halon: Monitor: Lt. Pre -Fire: Permits: Authorized Signature FINALAPP.FRM City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Needs shift inspection TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Retain current inspection schedule Approved without correction notice Approved with correction notice issued Date Gary L. VanDusen, Mayor Control No. l % eau Permit No. (./" Cr Project Name. /WA �c:�c �n /C , ��'�C• `1 //v / Address /dF3v/ 6 / let - it/7e /e' Pc/ Suite # ---- T.F.D. Form F.P. 85 CITY OF TUKWIIA APPROVED 0 Please reply Nflo reply necessary SIGNED G. E. CHAPMAN ASSOCI E 3147 Fairview Avenue Ea ,. SEATTLE, WASHINGTON 981 2 FORM 100.2 Av.Y$bIa from (206) 324.6900 FAX (206) 324.7809 To . .. .Steve. Miller..... . 18010 Southcenter Parkway Tukwila,. Washington 98188 Crad1 Mw. 01471.10 on* MITE 101111LE 1. K0225419 GlIfIGOD Date Subject 2 -15 -91 M.A. Segale Shop Addition Floor Slab LETTER The //3 bars @.18" 0.C.. in the general slab area, refered to in the note on the "Foundation Plan", Sheet Sl, hand lettered under the general floor slab note, may be deleted at the owners option. These bars are for temperature & crack control rather than a structural load carrying requirement. OTTO ROSENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221, City of Tukwila Building Division 6200 Southcenter Blvd. Tukwila, Washington 98188 Project: M.A. Segale Shop 18801 Southcenter Parkway PERMIT NUMBER: 4i363 sj .ra Ladies /Gentlemen: Copies of all reports have been submitted to 29 April 1991 We:herewith certify.that we have completed the following types of inspection ..and.testing on this project. To the best.of our knowledge, all work'inspected is according to approved plans and specifications. 1. Reinforcing steel 2. Reinforced concrete Enclosure cc: M.A. Segale your office or are enclosed.: Very truly yours, OTTO ROSENAU & ASSOCIATES, INC. Otto M. Rosenau PROJECT: M.A. Segale Shop *Per specifications; 4000 psi design mix used. cc: Owner Architect 1— Engineer OTTO R SENAU & ASS'IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 1- Contractor 1 —Bldg. Dept. Batch Plant CONCRETE REPORT JOB NUMBER: 91 -013 REPORT NUMBER: 005 PERMIT NUMBER: 6363 DATE: 21 February 1991 INSPECTOR: B. Bellew . . I inspected placement of 81 cubic yards of 6} sack, 3000* psi concrete from Stoneway , in the following areas: 8" slab on grade from grid line A Mix Number: 6554 to B between lines 1 & 2 and 3 & 4. at resteel area only. Concrete was placed via chute and it was vibrated internallyASlump range 3 -4 ". Batch weights per cubic yard: 6114 Type I cement, 1245 # sand, 960 # 7/8" agg. ' 965 # 1 i" agg,. 100 #fly ash , i oz. AEA per 100# of cement. 6oz. WRDA - per 100# of cement. Cast specimens # 5 A — at 36 cubic yards with a 3i " slump. Del, ticket # 299425 Cast specimens # at cubic yards with a " slump. Del. ticket it Cast specimens # at cubic yards with a " slump. Del. ticket it Weather: Clearing and cool. Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 2 - - COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE DATE AGE IN SPECIMEN UTL. STRENGTH STRENGTH CAST BROKEN DAYS NUMBER WEIGHT IN LBS LBS /SO. IN. 2 -21 -91 2 -28 -91 7 5 -A 30110 oz. 141,000 4987 2 -21 -91 3 -21 -91 28 5 -B 30112 oz. 164,000. .5801 2 -21 -91 3 -21 -91 28 5 -C 30110 oz. 167,000 5907 OTTO ROSENAU & ASSOCIATES, INC. C/ •A OTTO R SENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 7254600 • Tacoma 627.4477 • Fax (206) 723.2221 JOB NUMBER: REPORT NUMBER: , E' n Nli1A8e F;. 91 -013 003 � �, . „��,�T... I�' PROJECT: M.A. Segale Shop DATE: 5 February 1991 I inspected placement of Stoneway Mix Number: 6000 cc: Owner 1— Contractor Architect 1— Bldg. Dept. 1.— Engineer Batch Plant CONCRETE REPORT INSPECTOR: 81 cubic yards of , in the following areas: (east) column protection Concrete was placed via chute and it was vibrated internally. Slump range 3P - 4" . Batch weights per cubic yard: 564 # Type I /II cement, 1400 # sand, 1950 # 7/8" agg. # , # oz, per 100# of cement. oz. per 100# of cement. Cast specimens # 3 A —C at 4 cubic yards with a 4 " slump. Del. ticket # 296860 Cast specimens # at cubic yards with a " slump. Del. ticket # Cast specimens # at cubic yards with a " slump. Del. ticket # Weather: Clear, breeze, 45 ° F. Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 2 -6 -91 F. Rose 6 sack, 2000 psi concrete from walls at A line, 0.5 to 3; B line sections of wall B3, 14, R5. COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE DATE AGE IN SPECIMEN ULT. STRENGTH STRENGTH CAST BROKEN DAYS NUMBER WEIGHT IN LBS LBS /SQ. IN. 2 -5 -91 2 -12 -91 7 3 —A 30118 oz. 143,000 5058 2 -5 -91 3 -5 -91 28 3 —B 301110 oz. 162,000 5730 2 -5 -91 3 -5 -91 28 3 —C 301110 oz. 159,000 5624 V \i ' 1 ...\ L.-:',. L ' 3 •• ' 'i. \ 'll \ \ ! ! U\R' 991 1 ." ; "--- '.: t wi i L A c:;i , � dt: OTTO ROSENAU & ASSOCIATES, INC. Ode .1)?%.5.r JOB NUMBER: 91 -013 PROJECT: M.A. Segale Shop DATE: 19 February 1991 • ' I inspected placement of S toneway Mix Number: 6554 Concrete was placed via truck chute and it was vibrated internally. Slump range 3 " - ". Batch weights per cubic yard: 611 # Type I /II cement, 1245 per 100# of cement. Batched with hot water. # sand, 965 # 1}" agg. 960# 7/8" agg. 100# fly ash i oz. AEA per 100 #of cement. 6 0 z. WRDA-79 Cast specimens # 4 A — at 20 cubic yards with a 3i Cast specimens # at cubic yards with a Cast specimens # at cubic yards with a Weather: 48 ° F, rain (work done under roof )Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 2 -20 -91 PLEASE NOTE: Specifications are for 3" maximum slump. I tried to reach the exceeding this but he was not in. DATE CAST 2 -19 -91 2 -19 -91 2 -19 -91 cc; Owner Architect 1- Engineer OTTO RLSENAU & ASS;IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28,3 SQ. IN.) AGE IN SPECIMEN UTL. STRENGTH DAYS NUMBER WEIGHT IN LBS DATE BROKEN 2 -26 -91 3 -19 -91 3 -19 -91 REPORT NUMBER: 004 INSPECTOR: T. Coop 84 cubic yards of 6 'sack, 3000 psi concrete from , in the following areas: slab on grade and thickened slab between 2 & 3 and A & B and between 4 & 5 and A & B, omitting thickened area 25 from A line & 20' in length. 7 28 28 1- Contractor 1 -Bldg. Dept, . Batch Plant CONCRETE REPORT 4 - A 4 -B 4 —C 29 #12 oz. 30 #0 oz. 29 #12 oz. Ili 1 i �j � �(. (��. PERMIT NUMBER: 145,000 163,000 168,000 6363 " slump. Del, ticket # 299041 " slump. Del, ticket # " slump.. Del. ticket # 70 ° F ' engineer about STRENGTH LBS /SO. IN. 5129 5765 5942 M 43 5 1991 " "• " -1,-- .k r— , _»--LOTTO ROSENAU & ASSOCIATES, INC. OTTO RtENAU & ASSC, >IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 JOB NUMBER: 91 -013 PROJECT: M.A. Segale Shop DATE: 29 January 1991 I insp'ecied placement of St oneway Mix Number: 6000 Concrete was placed via chute Batch weights per cubic yard: 1950 # 7/8" ag.g. oz. Cast specimens # 2 A — Cast specimens # Cast specimens # CONCRETE REPORT REPORT NUMBER: 002 INSPECTOR: 13i cubic yards of 6 , in the following areas: line A from 3 to 5. PERMIT NUMBER: 6363 B. Johnson sack, 2000 walls on line 5 from A to B and on psi concrete from and it was vibrated internally. Slump range 411_ I /II cement, 1400 # sand, oz. per 100# of cement. 564 # Type # # , per 100# of cement. Batched w /hot water. at 6 cubic yards with a 5 " slump. Del. ticket # at cubic yards with a " slump. Del. ticket # at cubic yards with a " slump. Del. ticket # 295871 Weather: Slightly overcast & cool, 40 ° F. Concrete Temperature: 53 ° F CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 1 -30 -91 Contractor will cover walls tonight per Don, City of Tukwila Building Inspector on job briefly at beginning of pour. DATE CAST 1 -29 -91 2 -5 -91 cc: Owner Architect 1- Engineer COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 7 1— Contractor 1- Bldg. Dept. Batch Plant 2 -A 30008 oz. STRENGTH LBS /SQ. IN. 83,000 2935 [41 MET 71\1 FEB ::3 1991 OTTO ROSENAU & ASSOCIATES, INC. INSPECTOR AND DATE F. Rose 1 -17 -91 F. Rose 1 -21 -91 B. Johnson 1 -29 -91 F. Rose 2 -5 -91 OTTO RO c.NAU & ASSOd ATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONSTRUCTION INSPECTION REPORT PROJECT: MA Segale Shop ADDRESS: 18801 Southcenter Parkway, Tukwila ARCHITECT: CONTRACTOR: MA Segale INSPECTOR'S REMARKS PERMIT NUMBER: 6363 JOB NUMBER: 91 -013 ENGINEER: G. E. Chapman INSPECTED AT: Job Site Reinforced concrete inspection cancel without notice. Inspected and approved the resteel and forms for east 3 /4ths of north wall footing and four column bases on west side - #4 bar long added and alternated hooks on verticals in north wall (5 bars long in footing). Resteel is grade 40 & 60, as specified, from Seattle Steel. Also, on 1 -17 -91 I looked over resteel in east wall footing but didn't write it up when pour was cancelled. West footing hadn't been dug yet. West footing is 34 "x12" instead of thickened edge. Inspected and approved the resteel and forms for walls on line 5 from A to B and line A from 3 to 5. Resteel is grade 60, as specified, from Seattle Steel. Inspected and approved resteel and forms for walls on A line, 0.5 to 3; B line (east) column protection sections of wall at B3, B4, & B5. Resteel is grade 40 & 60, as specified, from Seattle Steel. Note: In reference to my report dated 1- 21 -91, six sack concrete in standard footing rather than thickened edge meets or exceeds plan requirements to the best of my knowledge, especially with four #4 continuous rebar and 12" by 34" size on west A line and 24" by 12" deep on east. Column base steel per plan; wall per plan. Mix #6000 is 3500 psi standard City approved mix. Only 2000 psi is required for plans. iliircciroirgwiFIvisi - k_ [FEB:1.3 1901 CITY OP- T�I.I�WhliN D!r'T. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report cc: Owner by any other firm is strictly prohibited without written permission from Architect our firm. This report may be a matter of public record at government 1- Engineer agencies etc., but it is public record for viewing only, not for personal 1 - Contractor or financial gain. 1 -Bldg. Dept. OTTO RC JSENAU & ASS8 INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 JOB NUMBER: 91 - 013 REPORT NUMBER: 004 PERMIT NUMBER: 6363 PROJECT: DATE: 19 February 1991 INSPECTOR: T. Coop I inspected placement of 84 cubic yards of 6i sack, 3000 psi concrete from Stoneway , in the following areas: slab on grade and thickened slab Mix Number: 6554 between 2 & 3 and A & B and between 4 & 5 and A & B, omitting thickened area 25' from A line & 20' in length. Concrete was placed via truck chute and it was vibrated internally. Slump range 3" Batch weights per cubic yard: 611 # Type I /II cement, 1245 # sand, 965. # 1}" agg. 960# 7/8" agg. 100# fly ash i oz. AEA per 100 #of cement. 6oz. WRDA - 79 per 100# of cement. Batched with hot water. Cast specimens it 4 A — C at 20 cubic yards with a 3} " slump, Del, ticket it 299041 Cast specimens # at cubic yards with a " slump. Del. ticket # Cast specimens # at cubic yards with a " slump. Del. ticket # Weather: 48 ° F, rain (work done under roof )Concrete Temperature: 70 ° F CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 2 -20 -91 PLEASE NOTE: Specifications are for 3" maximum slump. I tried to reach the engineer about exceeding this but he was not in. COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE DATE AGE IN SPECIMEN UTL. STRENGTH _ STRENGTH CAST BROKEN DAYS NUMBER WEIGHT IN LBS LBS /SQ. IN. 2- 19-91 ' 2 -26 -91 7 4 -A 291/12 oz. 145,000 5129 cc: Owner Architect 1- Engineer M.A. Segale Shop 1- Contractor 1 -Bldg. Dept, Batch Plant CONCRETE REPORT OTTO ROSENAU & ASSOCIATES, INC. 6 .1 .. ry/,:r ,4c'r,,nat -I" GATE CAST 2 -5 -91 OTTO RLSENAU & ASSC .IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONCRETE REPORT JOB NUMBER: 91 -013 REPORT NUMBER: 003 PROJECT: M.A. Segale Shop DATE: 5 February 1991 I inspected placement of Stoneway Mix Number: 6000 Concrete was placed via chute Batch weights per cubic yard: egg. # per 100# of cemen 3 A —C at 4 1950 # 7/8" oz. Cast specimens # Cast specimens # at Cast specimens # at Weather: Clear, breeze, 45 ° F. CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 2 -12 -91 564 7 cc: Owner 1— Contractor Architect 1— Bldg. Dept. 1— Engineer Batch Plant t. cubic yards with a cubic yards with a cubic yards with a Concrete Temperature: 2 -6 -91 PERMIT NUMBER: 6363 INSPECTOR: F. Rose 8i cubic yards of 6 sack, 2000 psi concrete from in the following areas: walls at A line, 0.5 to 3; B line (east) column protection sections of wall B3, B4, B5. and it was vibrated internally. Slump range Type I / II cement, 1400 # sand, # oz. per 100# of cement. 4 " slump. Del. ticket # 296860 " slump. Del. ticket # " slump. Del. ticket # COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN ULT. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 3 —A 30418 oz. 143,000 STRENGTH LBS /SQ. IN, 5058 OTTO ROSENAU & ASSOCIATES, INC. if w � E M (; cc: Owner Architect 1— Engineer r•. OTTO R6. ENAU & ASSC IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 7232221 CONCRETE REPORT JOB NUMBER: 91 -013 REPORT NUMBER: 002 PERMIT NUMBER: 6363 PROJECT: M.A. Segale Shop DATE: 29 January 1991 INSPECTOR: -B. Johnson I inspected placement of 1371 cubic yards of 6 sack, 200,0 psi concrete from Stoneway , in the following areas: walls on line ---5 from A to B and on Mix Number: 6000 line A from 3 to 5. Concrete was placed via chute Batch weights per cubic yard: 1950 # 7/8" agg. # oz. per 100# of cement. Batched w /hot water. Cast specimens N 2 A —C at 6 cubic yards with a 5 " slump. Del. ticket N 295871 Cast specimens N at cubic yards with a " slump. Del. ticket N .Cast specimens N at cubic yards with a " slump. Del. ticket N Weather: Slightly overcast & cool, 40 ° F. Concrete Temperature: 53 ° F CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 1 -30 -91 Contractor will cover walls tonight per Don, City of Tukwila Building Inspector on job briefly at beginning of pour. COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE DATE AGE IN SPECIMEN CAST BROKEN DAYS NUMBER WEIGHT 1 -29 -91 2 -5 -91 7 2 -A 30#8 oz. 1 -29 -91 2 -26 -91 28 2 —B 30#10 oz. 1 -29 -91 2 -26 -91 28 2 -C 30#8 oz. 1— Contractor 1— Bldg. Dept. Batch Plant and it was vibrated internally. Slump range 4" -51. 564 # Type I / II cement, 1400 # sand, oz. per 100# of cement. UTL. STRENGTH IN LBS 83,000 137,000 141,000 STRENGTH LBS/SO. IN. 2935 4846 4987 OTTO ROSENAU & ASSOCIATES, INC. INSPECTOR AND DATE F. Rose 1 -17 -91 F. Rose 1 -21 -91 B. Johnson 1 -29 -91 F. Rose 2 -5 -91 T. Coop 2 -19 -91 l OTTO ROSENAU & ASSOCIATE CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 MA Segale Shop 18801 Southcenter Parkway, Tukwila PROJECT: ADDRESS: ARCHITECT: CONTRACTOR: MA Segale CONSTRUCTION INSPECTION REPORT INSPECTOR'S REMARKS PERMIT NUMBER: 6363 JOB NUMBER: 91 -013 ENGINEER: G. E. Chapman INSPECTED AT: Job Site Reinforced concrete inspection cancel without notice. eim LIAR 0 4 1991 0 - Zvv -A t.IAN1NltW 1 ")F.P _ Inspected and approved the resteel and forms for east 3 /4ths of north wall footing and four column bases on west side - #4 bar long added and alternated hooks on verticals in north wall (5 bars long in footing). Resteel is grade 40 & 60, as specified, from Seattle Steel. Also, on 1 -17 -91 I looked over resteel in east wall footing but didn't write it up when pour was cancelled. West footing hadn't been dug yet. West footing is 34 "x12" instead of thickened edge. Inspected and approved the resteel and forms for walls on line 5 from A to B and line A from 3 to 5. Resteel is grade 60, as specified, from Seattle Steel. Inspected and approved resteel and forms for walls on A line, 0.5 to 3; B line (east) column protection sections of wall at B3, B4, & B5. Resteel is grade 40 & 60, as specified, from Seattle Steel. Note: In reference to my report dated 1- 21 -91, six sack concrete in standard footing rather than thickened edge meets or exceeds plan requirements to the best of my knowledge, especially with four #4 continuous rebar and 12" by 34" size on west A line and 24" by 12" deep on east. Column base steel per plan; wall per plan. Mix 416000 is 3500 psi standard City approved mix. Only 2000 psi is required for plans. Inspected and approved the resteel and forms for slab on grade and thickened slab with resteel between 2 & 3 and A & B and between 4 & 5 and A & B. Thickened area omitted 25' from A line, 20' in length. Also omitted 413 bars @ 18" centers each way - mat for all the slab. The mat was approved by the Engineer's letter dated 2- 15 -91, also approved by City of Tukwila. I tried to reach the engineer about thickened slab but he was not in. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report cc: Owner by any other firm is strictly prohibited without written permission from Architect our firm. This report may be a matter of public record at government 1- Engineer agencies etc., but it is public record for viewing only, not for personal 1- Contractor or financial gain. O TTO ROSENAU & ASSOCIATES, INC, 6747 M. L. KING WAY SOUTH, SEATTLE, WA 98118.725.4600 CONSTRUCTION INSPECTION REPORT PROJECT: ADDRESS: INSPECTOR AND DATE Bellew 2 -21 - 91 MA Segale Shop PERMIT NUMBER: 6363 18801 Southcenter Parkway, Tukwila JOB NUMBER: 91 -013 INSPECTOR'S REMARKS Inspected and approved the resteel and forms for 8" slab on grade from grid line A to B between lines 1 &.2and 3 & 4,; per sheet S -1 as revised and approved.. Resteel is grade 60, as specified, from Seattle Steel and Salmon Bay Steel. February 14, 1991 RE: Permit #6363 Enclosure CLIC .� Steven R. Nelson M.A. SEGALE, INC. GENERAL CONTRACTORS Mr. Gary Schenk City of Tukwila Buildings Department 6300 Southcenter Boulevard Tukwila, Washington 98188 rE E3 19 1991 1.10 OF rut Pt..ANNINr.. n r : :Nr Dear Gary: The following information should clear up the inspection problem on the east and west footings for the shop addition. 1. Enclosed is a copy of Otto Rosenau & Associates inspections report dated 2 -5 -91. On this report the inspector verified that he did inspect the rebar that was in question. 2. Concrete test cylinders were not required per U.B.C. Sec. 306 1.2 where foundation concrete is not based on a f'c greater than 2500 psi. The design requirements for our project per note 13 on sheet S -2 calls for 2000 psi concrete. We used Stoneways mix #6000 in these footing. Attached is a copy of the test results from Cascade testing when we used the same mix on another project. The average break strengths was 5909 psi. If you have any questions, please call me at 575 -3200. Very truly yours, M. A. SEGALE, INC. P.O. BOX 88050 ■ 18010 SOUTHCENTER PARKWAY • TUKWILA, WASHINGTON 98138 • TELEPHONE: (206) 575.3200 • FAX: (206) 575.3207 223.01 .SE- GA•LM•A372NO PAGE NO: PROJECT: ADDRESS: ARCHITECT: CONTRACTOR: DATE: r; RESTEEL IS GRAD APPROVED PLANS ON SI( YES NO IF NO PLEASE CAI :OM: 684 -8476 O T T O R O S E N A U & A S S O C I ATE S, I N C. PHONE NUMBER: 725 -4600 TACOMA PHONi: 627 -4477 FAX NO: 723 -2221 DATE PERMIT $S4 ED FORAFOU ' IONS: PERMIT NO: ENGINEER: f SUB- CONTRACTOR: 7`�IL 3/ /qf INSPECTOR: RESTEEL REPORT INSPECTED AND APPROVED HE RESTEEL AND FORMS IN .. O,S 3 • CONCRETE REPORT UBIC YARDS OF SACK, IN LL AREAS: � yt - boo -moo aSTOCY • INSPECTED P i'CEMENT OF 20 /g +CQ CONCRETE WAS PLACED VIA SLUMP RANGE : MIX NUMBER: BATCH WEIGHTS /CU.YD.: .aniersg --ALA I, AS SPECIFIED, FROM 1100 1 /SAND, 1{ f #FLY ASH ADMIXTURES CAST SPEC.: AT CU.YD. WITH A CAST SPEC.: AT i - CU.YD. WITH A CAST SPEC.: ei;' / CU.YD. WITH A CAST SPEC.: AT CU.YD. WITHrA f .IOIkf; WT: AND IT WAS VIBRA ED rL' tM 31 CONCRETE TEMPERA URE J [:1 Oh fi l.. ILA C?f Pi'. TYPE Tt CEMENT` '�~" ` `- -_ .. GRAVEL, SLUMP. SLUMP. SLUMP. SLUMP. o/ ti CONCRETE GRAVEL, TRK TICKET #: TRK . TICKET / TRK TICKET #: TRK TICKET #: PRO4ECT spEcrFicATrp4s ilE 4 Zb 199 Repar•t Date 01/16/8'4 rHrs PROGRAM IS AN ACI 31B -83 %BUILDIh•IG CODE fEUUIREMENf3) PROCEDURE FOP COMPUTING THE '»1ANDAFD DEVIATION OF THE FOLLOWING DATA SEGALE E+US I NE`s 3'' f- 'Af2K' ,6266 4r4DoVER, 0 ►kI' W CCi nt r Ctc tr : :;f:GPLL CONSTRUCTION Bt,cer,9rh: 3000 fit 11) . :: :E1 Days: Concrete i:ellictnr: . rer Cubic .5 `I'E'EE_ I ) .. 'S6447 4rx...i.1i'.cve Aqt3v "= ::c3 (70:0' Farce 4c►yr•c_y "ate ...coNCii :t)UDi 1 4000 Wdt e.L. 2a0.0 CASE LISTING Database Name !a600C> -•a'3 Pro.iect ' Name {s) : ALL PROJECTS IN THE DATANA'.:E NAMED ABOVE l - ES T' REPORT TEST `TEST TEST TEST MOVING TEST AVERAGE DATE NUMBER A Et . C AVERAGE AVG OF 3 RANGE RANGE 12/15/66 07/27/89 08/x:8/3'3 06/2q/69 09/01/69 09/0a/69 11/16/69 .01/0319Q 03/15/90 09/27/90' 09/27/90, 10/C19 /90 10/10/90 10/1 3512 N. A. 5840 ::.410 562; N. A. 430 430 6:396 N. A. b260 31 du 6190 N. A. 140 235 ri. A. 5270 5200 523'5 5683 70 213 N. A. 5220 5130 517`,3 5533 90 183 N. A. 5450 5340 5395 5268 110 168 N. (-3. h`1. A . N. H. 056 314 60307 60300, 9010 64`_16 5270 5298 5360 • 5270 5325 5348. =387 .:'e >1 s1S r, c5�:f :rift `yC,C1. 673 .. 110 110. 1 1'.. 80 143 1.30 70 • 1 � 125 61 6400. 6660 5610 6650 6760 60.10 62'.x0. 664C) �l�C'��f��t�i�•c rEs 1 19 1991 CITY OF TUKkvILA PLANNING DEPT. REpc'r•t Date :. 01/16/89 Page Number 001 5840 6038' 6380 : 6296 6461 40 220 i30 • 90 .140' 158 ebtl:ied r;i ko- 4 • 4 • , • Plot Soeci f i cat ion: TIME vs PSI GRAPH Database Name' : 06000-28 Project Name (s) : ALL PROJECTS IN THE DATABASE NAMED: ABOVE r ' .4. ., 4 1.E■4' r'; • ) I ■ '1 ; 17 ■ 1' 4 .1 q ."1 .1 .. ,; • • I • y A. ) Br . ,S4trtr1g •;, MOVING RepOrt Date: 01/16/89 -4QOd 500 GOCI' 7000 " • :, 4; Alt" • • tA 0 ;11'4 .+.‘f tit k4.f , AV fir,,ze a e....11• , 4 '• • ,,t• ' AVERAGE of 3 , . • ;^0' t 09, " “ n r, • 12/15/88 • 07127,89'f • 06,..25489:A4k,„. 1"C old • • ` 09 .• 14 '67E 01'/ 3f90,.x: 03790.: 09/27/90 09/27/90, 10/02/90 10/09/90 (10/10/90 1p/10/, po REQUIRED AVERAGE STRENGTH Dat abase Name 06000-28 Project Name (s) : ALL PROJECTS IN THE DATABASE - ... . . ,, ;iv Ar , , 4 „ ... ,, , ,. -:,-,....,."..--. ,, ,.• .ttl.::,,, ..;%...;. . • ., • . 2 .$4•1' ,. `; .-:.' , ' ', .. "'• • •• • I 'i r '' -...s :.:' : j 14 ' 4 ' ' '''' 7 ' '` '. ' 'Coder' Reqi.ternent si ,orq..42einforced''Concret e," =., CACI 318,,.-83).,,.. Wo' ,Nve.10,m wiitistehwvo dioN,t,..... --A:i.'rire.z..„ „‘ :forst la cornput tngF Req aredcflyerage4;Strehg • ' I F.IN 'nequired , Average, :‘: , lli 4; 4. :ittl...'4 4,- e'ri' - ftri , !".., tt4*.f-tOf• 4 = y t he ,i " ' ..'' ' ". ** Kl'' .X.''' L' ' e-=;•'' *'Al St re h - shall - t be t he o ..' : ' wci' cornbut ed ''.v a I ites,..q.... ,, .....,,,.:... ...; I. . 'z..1.... • A • y....... . ,eq:.,,,,, ',' : ,' *-I2- '." , ,..2,' ..' 04, i • • 4 ,i . .. N ' ,,k ti t . tC l ' • ., . ethe• , ';"- 'The' . proba b i 1 itio.fcthat the average' of, 3 consecut iv.' ..i, . . . tests will fall: F'c should not ertceed 1 in 100- . ... i .. . v4;.: • •,•,• , r!.,, t ri• -X ., Z , ^ 0,, • iiri 1., g.%. 1 4 1 1 : 1 11g.t a ti 1 ., • Required 'Average'rn 11 , '.. '-!.:"' ‘'. ..,..,,,,,•; : ., ,,- ; , : ' Method . 2. The brobabi lity of tnan PSI blow • ,• • ,1 • •, • . , . • F' Recluired ' Strennth • NAMED :ABOVE randoni t est result being 'more should not exceed 1 in 100. by Method 2 = 5073 PSI • •. • • ' • . • ' " ...„ ileak.tired Aver ape Strength = 5073 PSI Report Date 01/16/89 Uga5 - FCl31 (if' OF TUK■iv►LA DESCR1 P i 1VE Database Name Project l•aa►nel=_•) ALL PROJEC1 Iii THE L+ATr"DA rtOma ' r';J<i Vil Summary of Computer Stucly NumbeY'af'Te t , Avt raged. I•,ta Field Results + Excellent + Very Gctc.d + Gctctd + Fair + Poor + + + + + Overall Standard. + Below 400 + 400 -500 + 500 -600 + 600 -700 + Above Deviatiar, in PSI + +, + + + 700 ' + + + + + 4• + 4 4 4• Within test Coefficient + Below J.0 + 3.0-4.k: F s.0 -".0 a• 5.0 -t;.0 i' Above of tVar•iatici i irr,% + + + + + 6.0 4 4• i + F JOB NUMBER: 91 -013 DATE CAST OTTO R6JENAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 PROJECT: M.A. Segale Shop DATE: 21 January 1991 I inspected placement of Stoneway Mix Number: 6000 1 -28 -91 2-18-91 2 -18 -91 cc: Owner 1— Contractor Architect 1— Bldg. Dept. 1— Engineer Batch Plant CONCRETE REPORT REPORT NUMBER: 001 CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 1 -22 -91 .INSPECTOR: F. Rose 3i cubic yards of 6 sack, 2000 psi concrete from , in the following areas: east 3 /4ths of north wall footings and .four column bases on west side, footings on compact crushed gravel (formerly heavy equipment parking area). Concrete was placed via chute and it was vibrated internally. Slump Batch weights per cubic yard: 564 # Type I /II 1950 # 7/8" agg. # , sr,- OZ. oz. per 100# of cement. Batched w /hot water. Cast specimens # 1 A —C at 2 cubic yards with a 4 Cast specimens it at cubic yards with a Cast specimens it at cubic yards with a Weather: Clear, calm, 40 ° F. Concrete Temperature: COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 7 28 28 1 —A 1 —B 1 —C 301/10 oz. 301/12 oz. 31 #0 oz. PERMIT NUMBER: range 3i"-4". cement, 1400 # sand, per 100# of cement. " slump. Del. ticket it " slump. Del. ticket # " slump. Del. ticket # 137,000 162,000 164,000 244787 STRENGTH LBS /SO. IN. 4846 5730 5801 OTTO ROSENAU & ASSOCIATES,•INC. ..w JOB NUMBER: 91 - 024 PROJECT: DATE CAST 1 -23 -91 1 -23 -91 1 -23 -91 cc: 1-Owner 1- Architect 1- Engineer OTTO Rd .3ENAU & ASSO(JIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 Hartung /Temperline DATE: 23 January 1991 I inspected placement of Miles Sand & Gravel Mix Number: 14 Concrete was placed via chute Batch weights per cubic yard: 1320 # 7/8" oz, Cast specimens It 1 A —C Cast specimens # Cast specimens # 1 -30 -91 2 -20 -91 2 -20 -91 at at CONCRETE REPORT REPORT NUMBER: 001 7 28 28 1- Contractor 1 -Bldg. Dept. Batch Plant INSPECTOR: 22 cubic yards of 5 , in the following areas: 11 and 13 through 18. 470 # and it was vibrated internally, Slump II # oz. agg. 500# 1 3/8" agg. per 100# of cement. at 10 cubic yards with a cubic yards with a cubic yards with a. Type Weather: Overcast Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 1 - - PERMIT NUMBER: COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28,3 SQ. IN.) DATE AGE IN SPECIMEN UTL. STRENGTH BROKEN DAYS NUMBER WEIGHT IN LBS 1 —A 1 —B 1 —C 3.0 # oz. 30 #4 oz. 304,0 oz. 6304 R. Bogle sack, 3000 psi concrete from footings on line B at lines 6 through range cement, 1480 # sand, per 100# of cement. 5 " slump. Del. ticket # 164786 " slump. Del. ticket # " slump. Del. ticket # 99,000 158,000 154,000 STRENGTH LBS /SO. IN. 3502 5588 5447 OTTO � R r O OS SENAU & ASSOCIATES, INC. (39? OTTO R ..SENAU & ASSC IATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONCRETE REPORT JOB NUMBER: 91 -013 REPORT NUMBER: 001 PROJECT: M.A. Segale Shop DATE: 21 January 1991 INSPECTOR: F. Rose I inspected placement of 3i cubic yards of 6 sack, 2000 psi concrete from Stoneway , in the following areas: east 3 /4ths of north wall footings Mix Number: 6000 and four column bases on west side, footings on compact crushed gravel (formerly heavy equipment parking area). DATE DATE AGE IN SPECIMEN CAST BROKEN DAYS NUMBER WEIGHT 1 -21 -91 1 -28 -91 cc: Owner 1— Contractor Architect 1.— Bldg. Dept. 1— Engineer Batch Plant PERMIT NUMBER: 6363 Concrete was placed via chute and it was vibrated internally. Slump range 3i " - ". Batch weights per cubic yard: 564 # Type VII cement, 1400 # sand, 1950 # 7/8" agg . # # , oz. per 100# of cement. oz. per 100# of cement. Batched w /hot water. Cast specimens # 1 A — at 2 cubic yards with a 4 " slump. Del. ticket # 244787 Cast specimens # at cubic yards with a " slump. Del. ticket # Cast specimens # at cubic yards with a " slump. Del. ticket # Weather: Clear, calm, 40 ° F. Concrete Temperature: CYLINDERS ARRIVED IN LAB AND /OR REMARKS: 1 - 22 - 91 COMPRESSION TEST RESULTS ON 6" x 12" CYLINDERS (AREA: 28.3 SQ. IN.) UTL. STRENGTH IN LBS . 1 — A 30 #10 oz. 137,000 STRENGTH LBS /SQ, IN, 4846 OTTO ROSENAU & ASSOCIATES, INC, INSPECTOR AND DATE F. Rose 1 -17 -91 F. Rose 1 -21 -91 B. Johnson 1 -29 -91 OTTO RO`NAU & ASSOCIATES, INC. CONSTRUCTION INSPECTION & TESTING 6747 M. L. King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 CONSTRUCTION INSPECTION REPORT PROJECT: MA Segale Shop ADDRESS: 18801 Southcenter Parkway, Tukwila ARCHITECT: CONTRACTOR: MA Segale INSPECTOR'S REMARKS PERMIT NUMBER: JOB NUMBER: 91 -013 ENGINEER: G. E. Chapman INSPECTED AT: Job Site Reinforced concrete inspection cancel without notice. Inspected and approved the resteel and forms for east 3 /4ths of north wall footing and four column bases on west side - 1/4 bar long added and alternated hooks on verticals in north wall (5 bars long in footing). Resteel is grade 40 & 60, as specified, from Seattle Steel. Also, on 1- 17 -91 I looked over resteel in east wall footing but didn't write it up when pour was cancelled. West footing hadn't been dug yet. West footing is 34 "x12" instead of thickened edge. Inspected and approved the resteel and forms for walls on line 5 from A to B and line A from 3 to 5. Resteel is grade 60, as specified, from Seattle Steel. This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report cc: Owner by any other firm is strictly prohibited without written permission from Architect our firm. This report may be a matter of . public record at government 1- Engineer agencies etc., but it is public record for viewing only, not for personal 1- Contractor or financial gain.. 1 -Bldg. Dept. CITY OF 7'UK 11'ILA 62I SOU I!CE,VTIsk H(1U1.1s I'.IRII, TURII ?L%, WASHINGTON !18188 February 6, 1991 Dear Mr. Nelson: Mr. Steve Nelson M.A. Segale, Inc. 18010 Southcenter Parkway Tukwila, WA 98138 RE: Site Address: 18010 Southcenter Pkwy, Segale Shop Utility Permit Revision Approval The Public Works Department has reviewed and approves the site plan revisions submitted on January 29, for the above mentioned development. I will forward a copy of the plan to the Permit Center for inclusion in your building file. The Utilities Inspector will receive an approved plan with this letter. Please substitute the attached plan for the one you have on site. If you have any questions, please feel free to call me at 431 -3673. Sincere Ross S. Heller, Associate Engineer RSH /arc :RSH02 :Segale3 xc: Greg Villanueva, Inspector - w /site plan Denise Millard, Permit Coordinator - w /site plan PW Read File Development File: Segale PIIONE q (2061 433.1800 Cary L. Van!usen, Mayor INSPECTOR AND DATE F. Rose 1 -17 -91 C y OTTO ROSENAU & ASSOCIATES, INC. PROJECT: MA Segale Shop ADDRESS: 18801 Southcenter Parkway, Tukwila ARCHITECT: CONTRACTOR: MA Segale I __ OL.J.. • J1....4 CONSTRUCTION INSPECTION & TESTING 6747 M. L, King Way South • Seattle, WA 98118 (206) 725.4600 • Tacoma 627.4477 • Fax (206) 723.2221 Reinforced concrete inspection cancel without notice. CONSTRUCTION INSPECTION REPORT INSPECTOR'S REMARKS PERMIT NUMBER: JOB NUMBER: ENGINEER: INSPECTED AT: 91 -013 Job Site This report is the exclusive property of our firm for use in producing a final report to obtain a Certificate of Occupancy. Use of this report cc: Owner by any other firm is strictly prohibited without written permission from Architect our firm. This report may be a matter of public record at government Engineer agencies etc., but it is public record for viewing only, not for personal 1- Contractor or financial gain. CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL * * DATE / 116 iqi PROJECT NAME in , A , S G/kL c TAI c: , 5 /h' P A- D r ' T I cv ADDRESS 1 i3 8 p / Sore, /A Cea A et. Pa, 1G- CONTACT PERSON S e ; ARCHITECT OR ENGINEER C /e C A. 44 a vi PERMIT NUMBER 6 3 G 3 (If previously issued) PLAN CHECK NUMBER TYPE OF REVISION: f f r I u¢ I SHEET NUMBER(S) — I S - Z S- "Cloud" or highlight all areas of fevisions aid date revisions. -- 1 3 :5 SUBMITTED TO: f )b (ITYOFTUKWILA JAN 1 5 1991 PERMIT CENTER PHONE 5 - 7 6` 3 Z c J06 M MADE BY CKO. BY D DATE, . • 1.. O O Il ' PANG. PANG. I F i.e.. Nor- ,Tµa«,•t t t C I , ;:•� I i,2 , , '11.41'1 A REV'. 1 1 • • • • •4: • . 4 • ' . :Y , ,On(•,. •",:,•./t 1 : : 4 ' • tiA • SION 2 2 i + 1 a,('' .. FORM NO, 260.10 , e BUTLER MFG. CO I. ANY ENGINEERING DATA • ft t.:(5tS OF tST It3C. c KWlSJ Ft rlE- G o t4TQ- t...vT F FmMM iti404 .`cs t S F -z To rT 2 :2 5 PLIr.E PIS. ta-rl g -,, Ta 5 -q 2 4 70 • 0 0 0u CRgW ay, 0 ; SO-00i irA . . 0% ° q � -9 t .p•••� IMO Jan. 14, 1991 Robert Flory Pacific Northern Constructors. P.O. Box 4217 Federal Nay, WA. 98063 Butter Manufacturing Company 7440 Doe Avenue Post Office Box 1590 Visalia, California 93279 -1590 Phone: (2091 651-4855 70' Vide x 24' Tall Existing Frame W.A. Segale Tukwilia, NA. BNC Order Ro. 04- 077557 -1 Cordially yours, flac,4 Mark 0. Crawford, P:N, Project Engineer RECEIVED' 'rr eOFT• IKWILA 'JAN 1 5 1991 PERMITCENTER To Whom It May Concern: !. Please accept this latter as our certification that the Butler components of the subject building when ordered in accordance with Butler standards will be designed in accordance with the 1978 Edition of the RISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold - Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manuel. Loads applied to the subject building are in accordance with the 1988 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof snow load of 25 pounds per square foot and a collateral load of 3.0 pounds per square foot in addition to the dead load of the structure. The building is designed for a basic wind speed of 80 M.P.B., exposure factor "B" applied in accordance with Section 2311 of the Uniform Building Code. The Building is designed for Seismic Zone 3 in accordance with Section 2312 of the Uniform Building Code and importance factor 1.0. Load combinations are in accordance with Section 2303 (f) of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with' the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. (Reference "Analysis of Existing Frame" dated 1-7-91.) vI1 SIty 4W d3llfIS ZE:Lt t6. OT Nur a Structural Line "AWAY.. - %4 or tsruar., Rt c.41 D FgAms tarusR Jos 1o• O-rms7 I. Roof Pitch - .1 to 12 '.. Column Knee Depth - 3 6" k 3. Rod Beam Knee Depth - 36" 0 ^ . ` o % 4. Haunch Depth - - 12" . " • . S. Anchor Bolts 4 - 3/4" $ Bolts m- .•� �: as i 6. Flange B races - Knee, 1st & Zn Girfs c ____ _ & lot. 2nd. 4th & 8th v _ t Pu Hare line .r EX►Stt rfokMS- C r.oss 4C.A1101.1 , t FgAMs, is 140 se.A..E SIMMERc1GAL.) GENERAL NOTES Jan. 14, 1991 Robert Flory Pacific Northern Constructors P.O. Box 4217 Federal Way, WA. 98063 To Whom It May Concern: Please accept this letter as our certification that the Butler components of the subject building when ordered in accordance with Butler standards will be designed in accordance with the 1,978 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold- Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1966 Edition of the MBMA,Lov Rise Building Systems Manuel. Loads applied to the subject building are in accordance with the 1988 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof snow load of 25 pounds per square foot and a collateral load of 3.0 pounds per square foot in addition to the dead load of the structure. The building is designed for a basic wind speed of 80 M.P.B., exposure factor "B" applied in accordance with Section 2311 of the Uniform Building Code. The Building is designed for Seismic Zone 3 in accordance with Section 2312 of the Uniform Building Code and importance factor 1.0. Load combinations are in accordance with Section 2303 (f) of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance vitb'the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. (Reference "Analysis of Existing Frame" dated 1-7-91.) Nreeb Butler Manufacturing Company 7440 Doe Auinue Post 0 //ice Box 1590 Visalia, California 93279.1590 Phone: (2091 651-4855 70' Wide x 24' Tall Existing Frame M.A. Segele Tukvilia, WA. BMC Order Bo. 04- 0775571 Cordially yours, Mark 0. Crawford, PA. Project Engineer RECEIVED . , :+ # fl r rioNi. JAN. 1 51991. P ERMITCENTER tI1ISIA/ 4W 2u3'11f18 T6 :LT T6, PT NO: • b :1. .1. If •I' ., .r. sti .s1.tvy j )__. 1 119 2 2.'&W 'PM VI - - u ' J 1 1 ' T T '" sum o ale uZt u9C ZI O T �+011.�3y sso'�t'7 - 314 4 121,4 »1+1.3rAg3 WW1 'Mown' 'y % (Woo dan pawl 1111 eagll =n to 7. 40Ud otJ- " SLLON IVIISDI210 ..SZ9at'4 a f 0 SS I oW meat( eausu Mott sotwv 'T Lssr.t o -or( soy- tb-L-! cLawc1 31"I'eal d1J 7 l i '-)t+usst .act : 43a l3 «SZIE• ,.8 our' tr- 1an3 11) January 3, 1991 Mr. Steve Miller M.A. Segale, Inc. P.O. Box 88050 Tukwila, WA 98138 Dear Mr. Miller: CITY OF TUKWILA 6200 SOUTNCENTER BOULEVARD, TUKIVILA, WASHINGTON 98188 RE: Site Address: 18801 Southcenter Parkway Utility Permit Approval /Account No. 13 -0284 qo ,444 PHONE # (206) 433.1800 Gary L. Vanlnsen, Mayor 62 ( fi The Public Works Department has reviewed and approves the site plan, stamped as 'received on December 4, for the above mentioned development. Water District 75 provides the existing water service to your property. The City of Tukwila and Water District 75 must approve changes to your service, as standards from both must be met. You are therefore referred to Water District 75 for water service permit approval. You are also referred to the City of Tukwila Fire Chief for approval of hydrant locations and fire systems. The Public Works Director has accepted the M.A. Segale letter to Rick Beeler, dated November 12, 1990, as meeting the sidewalk requirements for this development. Please call Denise Millard, Permit Coordinator, at 431 -3672, to have the following permits prepared for pickup: 1. Storm Drain (Permit Fee 525.00) /Account No. 81 -08- 6004 -80 This addition is being constructed over existing impervious surface, therefore no changes are required to the Surface Water Utility rates or to the surface water detention. 2. Sanitary Side Sewer (Permit Fee $20.00) This permit is for the inspection of changes to the existing side sewer only, no new hook up to the main is required or approved. Per review of the Flood Insurance Rate Maps, this property is located in a zone X, and no Flood Permit is required. You are required to complete the attached Residential Sewer Use Certification. Please return one copy to the City of Tukwila, and forward another to Metro. If you have any questions, please feel free to call me at 431 -3673. Sincerel Phil Fr!{ser Senior Engineer Public Works Department Enclosures(METRO survey, Plan) xc: Greg Villanueva, Inspector - w /site plan Denise Millard, Permit Coordinator METRO, PW Read File Development File: Segale Shop Addition RSH /arc :RSH04:Segale CITY OF TUKWILA 6200 SOUTHCENTER BOULEVARD, TUKWILA, WASHINGTON 98188 Plan Check #90 -441: M. A. Segale, Inc. Shop 18801 Southcenter Py PIIONE # (206) 433.1800 THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER W j (j . 1. No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. 2. Plumbing permit shall be obtained through the King County Health Department and plumbing will be inspected by that agency, including all gas piping (296- 4732). 3. Electrical permit shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (277- 7272). 4. All mechanical work shall be under separate permit through the City of Tukwila. 5. All permits, inspection records, and approved plans shall be posted at the job site prior to the start of any construction. 6. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. 7. All structural concrete to be special inspected (Sec. 306, UBC). 8. All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). 9. Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 10. Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. Gary L. VanDusen, Mayor M. A. Segale, Inc. Shop Page 2 11. Any exposed insulations Spread Rating of 25 or identification showing thereof. backing material to have Flame less, and material shall bear the fire performance rating 12. Allowable soils bearing capacity used as basis for foundation design shall be verified prior to placing of concrete footings. A Geotechnical Engineer's Report shall be on site and available to inspector at the time of footing /foundation inspection. Refer to Note 2 Sheet A -2 of approved drawings for proposed conditions. 13. All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washington State Energy Code (1990 Edition). 14. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15. Validity of Permit. The issuance of a permit or approval of plans, specifications and computations shall not be . construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the jurisdiction. No permit presuming to give authority or .violate or cancel the provisions of this code shall be valid. "X" REQUIRED INSPECTIONS PHONE DATE APPROVED APPROVED INSPECT. INITIALS DATE(S) CORRECTION NOTICE ISSUED x 1 Footings 431 -3670 2 Foundation 431 -3670 3 Slab and/or Slab Insulation 431 -3670 4 Shear Wall Nailing 431 -3670 5 Roof Sheathing Nailing 431 -3670 6 Masonry Chimney 431 -3670 7 Framing 431 -3670 8 Insulation 431 -3670 x 9 Suspended Ceiling 431 -3670 x 10 Wall Board Fastening 431 -3670 X 11 Slab Special Inspect. 431 - 3670 • 12 13 x 14 FIRE FINAL Imp: 575 -4407 x 15 PLANNING FINAL 431 -3670 N f. r J¢, k f ,Q, - 6_6 x 16 PUBUC WORKS FINAL 431 -3670 x 17 BUILDING FINAL 431 -3670 (INSPECTOR COMMENT SECTION ON REVERSE) CITY OF TUKWILA Department of Community Development - Permit Center 6300 Southcenter Boulevard, Tukwila WA 98188 (206) 431 -3670 SITE ADDRESS: 18801 Southcenter Py tlUILU1Ntd YtRMIT INSPECTION RECORD (Post with Building Permit in conspicuous piece) BUILDING PERMIT NO. DATE ISSUED: SUITE NO.: PROJECT: M. A. Segale, Inc. Shop CALL FOR INSPECTIONS AT LEAST 24 HOURS IN ADVANCE INSPECTION PROCEDURES AND REQUIREMENTS Lp15(0_ All approved plans and permits shall be maintained available on the site in the same location. 1. FOOTING - When survey stakes and forms are set and rebar is tied in place. 2. FOUNDATION - When forms and rebar are in place. 3. SLAB - If structural slab or if underslab insulation is required. 4. SHEARWALL NAILING - Prior to cover. 5. ROOF SHEATHING NAIUNG - Prior to cover. 6. MASONRY CHIMNEY - Approximately rnidpoint. 7. FRAMING - After rough -in Inspections such as mechanical, plumbing, gas piping, electrical and fire stopping is in place. 8. INSULATION - After framing approval, but before installation of wallboard. Baffles must be Installed to keep attic Ventitetlon points dear. 9. SUSPENDED CEILING - Fasten diffusers, lights and seismic bracing. 10. WALL BOARD FASTENING - Prior to taping (see UBC Chap. 47 and Table 47G). 11. 12. 13. 14. FINAL FIRE INSPECTION - Contact Fire Department for their requirements. 15. FINAL PLANNING INSPECTION - Contact Planning Department for their requirements. 16. FINAL PUBLIC WORKS INSPECTION - Contact Public Works Department for their requirements. 17. FINAL BUILDING INSPECTION - When all work, corrections, reports and other inspections are complete. OTHER AGENCIES: Plumbing (including gas piping) — King County Health Department — 296-4732 Electrical — Washington State Department of Labor and Industries — 277 -7272 A preconstruction meeting with the Building Inspector may be scheduled prior to starting the job by contacting the Department of Community Development, Building Division at 431 -3670. Although not required, a meeting of this type can often eliminate problems, delays and misunderstandings as the project progresses. Cif,. "X" REQUIRED INSPECTIONS 1 Footings 2 Foundation 3 Slab and/or Slab Insulation 4 Shear Wall Nailing 5 Roof Sheathing Nailing 6 Masonry Chimney 7 Framing 8 Insulation 9 Suspended Ceiling 10 Wall Board Fastening 116/ syscIALoispeen 12 13 14 FIRE FINAL Insp: 15 PLANNING FINAL 16 PUBLIC WORKS FINAL 17 BUILDING FINAL PUN CHECK NUMBER ala -441 LOJEC • ,.A.v aLe - THE FOLLOWING COMMENTS APPLY TO AND BECOME PART OF THE APPROVED PLANS UNDER TUKWILA BUILDING PERMIT NUMBER Z No changes will be made to the plans unless approved by the Architect and the Tukwila Building Division. VII Plumbing permit shall be obtained through the King County Health V�J Department and plumbing will be inspected by that agency, including all gas piping (296- 4732). 415 Electrical permit shall be obtained through the Washington State V� Division of Labor and Industries and all electrical work will be inspected by that agency (872- 6363). le All mechanical work shall be under separate permit through the City of Tukwila. k - 1) All permits, inspection records, and approved plans shall be � posted at the Job site prior to the start of any construction. v aFf When special inspection is required either the owner, architect or ���v "``✓✓✓✓ engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name and permit number of the project being inspected. All structural concrete to be special inspected (Sec. 306, UBC). All structural welding to be done by W.A.B.O. certified welder and special inspected (Sec. 306, UBC). O 9 All high - strength bolting to be special inspected (Sec. 306, UBC). Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3, 0 Partition walls attached to ceiling grid must be laterally braced if over eight (8) feet in length. Readily accessible access to roof mounted equipment is required. l3 Engineereed truss drawings and calculations shall be an site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. , Any exposed insulations backing material to have Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. cav w' t i com cti r c m n at is a t ch bg ade par on ludi drai ge, a d 11 re uir m nts h 11 on ore st is q v n th ils r or for t fin p cedure.). y nsp on s 16 A statement from the roofing contractor verifying fire retardancy of roof Wiii be required prior to final inspection (see attached procedure). All construction to be done in conformance with approved plans and �/ww�/ww� requirements of the Uniform Building Code (1988 Edition), Uniform Mechanical Code (1988 Edition), Washignton State Energy Code (1989 Edition), 18 All food preparation establishments must have King County Health Department sign -off prior to opening or doing any food processing. Arrangements for final Health Department inspection should be made by calling King County Health Department, 296 -4787, at least three working days prior to desire inspection date. On work requiring Health Department approval, it is the contractor's responsibility to have a set of plans approved by that agency on the job site. O Fire retardant treated wood shall have a flame spread of not over 25. All materials shall bear identification showing the fire performance rating thereof. Such identification shall be issued by an approved agency having a service for inspection at the factory. tale Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 21 All spray applied fireproofing as required by U.B.C. Standard No. 43 -8, shall be special inspected. 22 All wood to remain in placed concrete shall be treated wood. 23 All structural masonry shall be special inspected per U.B.C. Section 306 (a) 7. ic la Validity of Permit. The issuance of a permit or approval of VVV���� plans, specifications and computations shall not be construed to be a permit for , or an approval of, any violation of any of the provisions of this code or of any other ordinance of the Jurisdiction. No permit presuming to give authority or violate or cancel the provisions of this code shall be valid. City oi Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Fire Department Review Control Number 90 -441 (512) Re: M.A. Segale, Inc. (Shop) - 18801 Southcenter Parkway Dear Sir: Gary L. VanDusen, Mayor November 15, 190 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one exting'.iisher for each 1,500 sq. ft. of area. The extinguisher should be of the "all purpose" (2A, 20 B:C) dry chemical type. The travel distance to any extinguisher must be 75' or less. (NFPA 10,3 -1.1) (UFC 10.301) Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1 -6.6), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.6) (UFC 10.301) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher," with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.301) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 3302(d)) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. (UFC 12.104b) Exit hardware and marking must meet the requirements City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575-4404 Page number 2 Gary L. VanDusen, Mayor of Uniform Fire Code Sections 12.104 & 10.402(a). Exit signs shall be installed at required exit doorways and where otherwise necessary to clearly indicate the direction of egress. Signs shall be of a contrasting color with the surrounding area and shall have letters not less than six inches high with a minimum letter width of 3/4 ". (UBC 3314) (UFC 12.108) Exits shall be illuminated at any time the building is occupied. An emergency system shall automatically provide exit illumination upon failure of the main power supply. (UFC 12.107(a)(b))• 3. All modifications to sprinkler systems shall have the written approval of the Washington Survey & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1528) (NFPA 13, 1 -9.1) (UFC 10.307) All sprinkler drawings shall be prepared by companies licensed to perform this type of work. Drawings shall first be approved by the Washington Survey & Rating Bureau, Factory Mutual Engineering or Industrial Risk Insurers, then by the Tukwila Fire Department. No sprinkler work shall commence without approved drawings. (City Ordinance #1528 & NFPA 13, 1 -9.1) (UFC 10.305) Maintain sprinkler protection for all enclosed areas. (NFPA 13, 4- 1.1.1) (UFC 10.302) Contact the Tukwila Fire Department, Fire Prevention Bureau to witness all required inspections and tests. (NFPA 13, 1 -10.2) (UFC 10.305(b)) 4. All electrical work and equipment shall conform strictly to the standards of the National Electrical Code. (NEC 70) (UFC 85.101) J City olTukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 3 Gary L. VanDusen, Mayor All electrical wiring is to be inspected by the State Electrical Inspector, Washington State Department of Labor & Industries. (NEC TO) 5. Visible hazard identification signs shall be placed at all entrances to and in locations where hazardous materials are stored, handled or used in quantities requiring a permit. (UFC 80.104(e)) 6. All required occupancy separations, area separation walls, and draft -stop partitions shall be maintained and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 10.401) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 7. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 10.302) The critical storage height for high -piled combustible stock in closely packed piles is 15 feet. (UFC 9.110). Storage above 15 feet would necessitate increasing the sprinkler density to extra hazard (UFC 81.105), and adding smoke removal capabilities. (UFC 81.107) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. CITY OF TUKWILA 6200 SOUTIICENTER BOULEVARD, TUKWILA, WASIIINGTON 98188 TO: Jane Cantu, City Clerk FROM: Phil Fraser, Senior Engineer DATE: December 11, 1990 SUBJECT: , Segale Shop Addition at 18801 Southcenter Parkway Enclosed you will find the equivalent to the Developer's Agreement from Mario Segale, for the building permit, reference the Segale shop addition at 18801 Southcenter Parkway. Please keep this in your de- velopment files for sidewalk and landscaping improvements required in the future per this agreement. xc: Rick Beeler :Permit'Coordinator.. Read File Development File: Segale.ShopAddition. Attachment (1) PF /amc:8:segale PIIONE N (206) 433.1800 Gary L. I anDnsrn, Mayor November 12, 1990 Mr. Rick Beeler, Director Department of Community Development CITY OF TUKWILA 6300 Southcenter Boulevard Tukwila, Washington 98188 RE: Building Permit Application Plan Check No. 90 -441 Segale Shop Addition 18801 Southcenter Parkway Dear Mr. Beeler: This will confirm that in lieu of meeting the landscaping re- quirements set forth in TMC 18.52 for the above - referenced project at this time, M. A. Segale, Inc. will comply with such landscaping requirements (E.g. 15 feet of front yard landscaping) at the time of realignment of the portion of 57th Avenue South /Southcenter Parkway which is adjacent to the subject property. At such time, such landscaping will be installed along the front footage, of the property between the building line projections of the northerly and southerly boundaries of the Shop Building. Any sidewalks constructed along the front footage of the property will be counted as a portion of the required landscaping in any given area. Further, sidewalks will be constructed along the front footage of the property either through an LID for this purpose in which M. A. Segale, Inc. hereby agrees to participate or, at M. A. Segale, Inc.'s election, through construction of the same at M. A. Segale, 'Inc.'s sole cost, PROVIDED HOWEVER, that such construction shall not be required until such time as the portion of 57th Avenue South /Southcenter Parkway which is adjacent to the Shop Building is realigned, and the sidewalks to be constructed can be connected with existing conforming City sidewalks. Very truly yours, SEGALE, INC. M. A. Segale President M.A. SEGALE, INC. GENERAL CONTRACTORS P.O. BOX 88050 • 18010 SOUTHCENTER PARKWAY • TUKWILA, WASHINGTON 98138 • TELEPHONE: (208) 575.3200 • FAX: (208) 675.3207 223.01 •SE •GA•LM•A372NO November 12, 1990 Mr. Rick Beeler, Director Department of Community Development CITY OF TUKWILA 6300 Southcenter Boulevard Tukwila, Washington 98188 RE: Building Permit Application Plan Check No. 90 -441 Segale Shop Addition 18801 Southcenter Parkway Dear Mr. Beeler: We have reviewed the comment sheets provided by the Planning Division of the Department of Community Development (regarding Landscaping) and the Public Works Department (regarding Sidewalks) for the ,above-referenced application and: have the following responses:. `kandscap. ng In lieu of meeting the landscaping requirements set forth in TMC 18.52 at this time, M. A. Segale, Inc. will comply with such landscaping requirements (E.g. 15 feet of front yard landscaping) at the time of realignment of the portion of 57th Avenue South / Southcenter Parkway which is adjacent to the subject property. Sidewalks M.A. SEGALE, INC. GENERAL CONTRACTORS As we understand the sidewalk provisions of the Tukwila Municipal Code, we are not obligated to construct sidewalks in connection with this proposal because as the Staff Report to the City Council indicates, the addition we have proposed represents only a 19% extension to the building. However, we acknowledge the City's interest in having sidewalks constructed in this area and suggest that they be constructed at a time when the City's need and the overall coordination of street improvements in the area adjacent to the shop building can best be coordinated. P.O. BOX 88050 • 18010 SOUTHCENTER PARKWAY • TUKWILA, WASHINGTON 98138 • TELEPHONE: (206) 575.3200 • FAX: (208) 575.3207 223.01- SE•GA- LM•A372N0 Mr. Rick Beeler RE: Segale Shop Addition Plan Check No. 90 -441 November 12, 1990 Page 2 For this reason, we believe that sidewalks should be constructed in this area at or after the realignment of 57th Avenue South /Southcenter Parkway and when they can be connected with existing sidewalks. The sidewalk provisions of the City's code suggest that situations such as this were anticipated. Section 11.64.040 indicates that for technical reasons, "such as the need to coordinate with overall street improvements" a delay in satisfying the requirement to construct sidewalks may be granted. We believe that this proposed resolution of the issues which have been raised is in the best interest of both M. A. Segale, Inc. and the City of Tukwila and we have enclosed a written agreement regarding the same. M. A. SEGALE, INC. Mahan &Des x vo CONSULTING ENGINEERS November 28, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -26 (Segale Shop Addition) Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. We have no additional comments. Enclosed are drawings, calculations and Butler building drawings and calculations. Carl Geige CAG:2 cc: Lance Mueller & Associat'e' 130 Lakeside Seattle, Washington 98122 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624-8150 RECEIVED CITY nF TIIIKWIII.A NOV 291990 PERMIT CENTER '► I.. /r.. ter . z �lI =�k. • W,1 I �� Li _ Ire .. — '..r.r •a•r� ^r:Y.xio,i ,r,.:.e ,xni.r SIGNED SIGNED DATE F s Y ?8a'r.: s K '�, ?y:, 1 h'` C s� Cl�4S: d."VE . + •; W x 's'�x�.�' ,. "rya „t.��<. i�:. •S'•.:h ��a��fa� ��G,�f,.� {�"',: •x .� '�t „s,�.��_�:.Jri�,�,�.� SUBJECT MESSAGE • .0 V 3 %S 31 E O [sz REPLY REDIFORM_ AS 472 F O \ DATE I I SEND PARTS 1 AND 3 INTACT . PAIN PAW /SA COTS% AP/79 November 12, 1990 Mr. Rick Beeler, Director Department of Community Development CITY OF TUKWILA 6300 Southcenter Boulevard Tukwila, Washington 98188 RE: Building Permit Application Plan Check No. 90 -441 Segale Shop Addition 18801 Southcenter Parkway Dear Mr. Beeler: M.A. SEGALE, INC. GENERAL CONTRACTORS We have reviewed the comment sheets provided by the Planning Division of the Department of Community Development (regarding Landscaping) and the Public Works Department (regarding Sidewalks) for the above - referenced application and have the following responses. Landscaping In lieu of meeting the landscaping requirements set forth in TMC 18.52 at this time, M. A. Segale, Inc. will comply with such landscaping requirements (E.g. 15 feet of front yard landscaping) at the time of realignment of the portion of 57th Avenue South /Southcenter Parkway which is adjacent to the subject property. Sidewalks As we understand the sidewalk provisions of the Tukwila Municipal Code, we are not obligated to construct sidewalks in connection with this proposal because as the Staff Report to the City Council indicates, the addition we have proposed represents only a 19% extension to the building. However, we acknowledge the City's interest in having sidewalks constructed in this area and suggest that they be constructed at a time when the City's need and the overall coordination of street improvements in the area adjacent to the shop building can best be coordinated. P.O. BOX 88050 • 18010 SOUTHCENTER PARKWAY ■ TUKWILA, WASHINGTON 98138 • TELEPHONE: (206) 575.3200 ■ FAX: (206) 575.3207 223.01 •SE•GA•LM•A372NO Mr. Rick Beeler RE: Segale Shop Addition Plan Check No. 90 -441 November 12, 1990 Page 2 For this reason, we believe that sidewalks should be constructed in this area at or after the realignment of 57th Avenue South /Southcenter Parkway and when they can be connected with existing sidewalks. The sidewalk provisions of the City's code suggest that situations such as this were anticipated. Section 11.64.040 indicates that for technical reasons, "such as the need to coordinate with overall street improvements" a delay in satisfying the requirement to construct sidewalks may be granted. We believe that this proposed resolution of the issues which have been raised is in the best interest of both M. A. Segale, Inc. and the City of Tukwila and we have enclosed a written agreement regarding the same. M. A. SEGALE INC. M. A. Segale President November 12, 1990 Mr. Rick Beeler, Director Department of Community Development CITY OF TUKWILA 6300 Southcenter Boulevard Tukwila, Washington 98188 RE: Building Permit Application Plan Check No. 90 -441 Segale Shop Addition 18801 Southcenter Parkway Dear Mr. Beeler: This will confirm that in lieu of meeting the landscaping re- quirements set forth in TMC 18.52 for the above - referenced project at this time, M. A. Segale, Inc. will comply with such landscaping requirements (E.g. 15 feet of front yard landscaping) at the time of realignment of the portion of 57th Avenue South /Southcenter Parkway which is adjacent to the subject property. At such time, such landscaping will be installed along the front footage of the property between the building line projections of the northerly and southerly boundaries of the Shop Building. Any sidewalks constructed along the front footage of the property will be counted as a portion of the required landscaping in any given area. Further, sidewalks will be constructed along the front footage of the property either through an LID for this purpose in which M. A. Segale, Inc. hereby agrees to participate or, at M. A. Segale, Inc.'s election, through construction of the same at M. A. Segale, Inc.'s sole cost, PROVIDED HOWEVER, that such construction shall not be required until such time as the portion of 57th Avenue South /Southcenter Parkway which is adjacent to the Shop Building is realigned, and the sidewalks to be constructed can be connected with existing conforming City sidewalks. Very truly yours, M. A. SEGALE, INC. M. A. Segale President M.A. SEGALE, INC. GENERAL CONTRACTORS COPY P.O. BOX 88050 • 18010 SOUTHCENTER PARKWAY • TUKWILA, WASHINGTON 98138 • TELEPHONE: (206) 575-3200 • FAX: (206) 575.3207 223.01 - SE- GA- LM•A372N0 =_11 ra Mahan &®eSalvo CONSULTING ENGINEERS November 6, 1990 Duane Griffin City of Tukwila 6200 Southcenter Blvd. Tukwila, Washington 98188 Regarding: 90 -T -26 (Segale Shop Addition) Dear Mr. Griffin, We have received information on the proposed project and have reviewed it for compliance with the structural portions of the 1988 Edition of the Uniform Building Code. Our comments follow. Structural 1. Verify that the lateral forces from the new addition will not overload the existing structure. The note on Butler erection drawing D90- 077577 -00 states that the new building will rely on the adjoining structure for support. 2. Check the bracing design of the Butler building for seismic forces as required by Section 2722(g). 3. The bending moment found on calculation page 3 is incorrect for the joist spacing used. Use correct tributary area or uniform loading to find the bending moment. Note also that plastic design, using Z section, must use a load factor as required by Section 2721. 4. Include impact factor for crane loads. See Table No. 23 -B. 5. Provide calculations that check the soil bearing pressure with wind or seismic loading included. 6. The calculations on page 13 call for 2 - #7 horizontal ties. Where are these used? 7. Call out the length of anchor bolts intended for use in Details 1, 2, and 8 on 51. 8. Revise Details 3/1 and 6/1 to show 18" minimum depth of footing below grade. 9. Call out the #3 tie spacing in Detail 6/1. Also, show the maximum column height on the drawing. 10. Clarify where the 4 - #4 vertical column steel is placed in Detail 6/1. 11. What type of flooring is intended for use at the mezzanine? IMMO NOV 71990 PLAP.M ING DEPT. q0.1-P-11 1411 Fourth Avenue Bldg. Seattle, Washington 98101 (206) 624 -8150 'November 6, 1990 City of Tukwila Re: 90 -T -26 Page Two Please have the applicant respond to the above comments in .itemized letter form and resubmit ,two copies of revised drawings and one copy"of revised calculations, as required. All status inquires are to be directed to our receptionist. .Sincerely, Lance Mueller & Associates 130 Lakeside Seattle, Washington 98122 Plan Review PROJECT (�/�� A �N ADDRESS ( &S ax-ONrf.g. 1:?L09 DATE Woo , Ct c OCCUPANCY GROUP vEpArCL evAtzAc TYPE OF CONSTRUCTION V4 FLOOR AREA OCCUPANT LOAD DETAILED RE UIREMENTS OCCUPANCY TYPE OF CONSTRUCTION W. S. E.C. CHAPTER 51 -10, W.A.C. LOCATION ON PROPERTY= 24 1 Los ow Awbice5p, 4122124N_ 146 -.11ols -.11 I N E E'515 OF ICS i 4N4 3 - : e5 BUILDING HT. / NO. STORIES EXITING REQUIREMENTS 1i PART V, CHAPTER 23, U.B.C. fi>E:t CITY OF TUKWILA DFPAf'tA1ENT OF COMMUNITY DEVELOPMENT PLANNING DIVISION PLAN CHECK NUMBER ci0 -44 (tD tT!osI) Ae 61-1cDITION (0, prepared by: 1.141- tt`iN4 1=t7cooe.'R it % 4 ' e. R541 ITT'ED, NOTES: % T 17) Ft 25t 17, 1440%4 4 .11) 1c)tEQD M* cLs. yrg.vts ctaked t 1- 20 e. W..411) i sum . Plan Review PROJECT At' GizoOpFo_Ps. PkoDramt_ PLAN CHECK NUMBER 9O- 44.1 JA 0.--ADDTioN ADDRESS 1.FEy)1 amiceNTE„z DATE._ ..__ 90. E 6 "fr OZ. IF TorAto Sax thei51 meo 4 H4 Thopsep Tome* 36,706 o k) CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: , PSC PLANNING DIVISION - 271 /4 Al ge-P0d42i iNr-7 ,co lt:ieriAs . _4 C '=-.• li)2Likp__ V 7- DAPEAL(Sgic45._,VLeg fRygiaaa641514) AMaltA/0 1.4) rz-, 1 leki7. - PeasoaLaisEal piRD RE/ 9 /41.1i0_1111 - 10A 1 &JIM_ _o zcZaiaiLl 145 m Vele) m112z441P.11.1Mr ervigpio-ap_ii._egyz_. Alai - 011,41-1M___46 .4__*-/ e4e4ttexi pifs rz nts___eecoLliega. /q700 IN 771./ 'Wd, _Coiritaytl .6, r.„. . E . • _refr_a gek_ii2azei30 ‘4.6ori.e_O At t4A N-4. PEp4ig Cliur-N 774-5116E60_FAILtarliaLAPX/* coaDee. Ce1,4a21.5tED_A6 eL.1 ANP H-- 4 ; 4 -N coNtTai_t_ _ T APEA6 00 114\616 icegok__ = 7500 iv ___N-LowilieL5 i 3 -=E;2, .--7-. co7',0 mow. -e IMArk, i 0, ireaa Pop 4 -4 , 14ts 4 Ktae 'TEA X •_._ WA 14-4 4 1-5 / oo0 k• AILOWAE 4J1MAZEA(5) Al e fc AteE 4._ - germilailZed_=_JEI "1 LWA-- e d ( rAi e . ( C_ALWQ.ALCO ___IZI_GX4 TWO - 6Elo '26 ibCs 5o MP& = eo 0 11 fgf.gA 6' ' A' 4 No .F13_4 8 7/ :5_4. 00 6,6.v____AidecevA&O INcLo)e, New AoarTiv, _516_ ' 901 s_4116 II 4- ik64-57), ... _ 4 . 46";09041 _64- oi K, . V Plan Review PROJECT At' GizoOpFo_Ps. PkoDramt_ PLAN CHECK NUMBER 9O- 44.1 JA 0.--ADDTioN ADDRESS 1.FEy)1 amiceNTE„z DATE._ ..__ 90. E 6 "fr OZ. IF TorAto Sax thei51 meo 4 H4 Thopsep Tome* 36,706 o k) CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT prepared by: , PSC PLANNING DIVISION -<olvr; 6/11EN:re-Z2C444- eocamo cAith .4 171-li2 ezaregifigi _e0 ;EpAgAvoN 1EE REM, 73 ass/ 6A/0 1 4No 7) 5 E 774 ___Reopzgl) ADOLEggl eweil A846.__Ho_eae 4 a compic i iv 4.4)/ TAAL" otrii0 REV:rap 7 _Dv e Teg4te._116.4±611op 4gE4 rz: (i_opeo--_1€7.15)_+o120 – 1%_cla51 Me= ARIA T-t- ‘4 (01A = eimai*>___32zos g.c•IlEe.24 , colsialicrog (Lii4FiCeerac) 0114i peguohtsT - re, IlaiCLL a 0 1 .t 3 6_,E0_ eloaA EX.E1 pize_41thlicielial).s >10 _ 0 4 R024111414*0_ (‘Tio-E4- 4) 14;_qc40 A/Er 4_44(ie 415# offrz_ase 4 14 - 0.295 MA "16 use oF___,44134(4z___ _Accoevey 01441 4 at a4,! awgpz 136 H-4 ; fkop5Ea440-4 - 55, 7 0 RoP 7tW X a 2 -= OA 7 _O > 4 13s6rsED /, a k1 4 V,56 rip dity Pog 14_&e., ,4J .-.. ' , 35,76S OAS = 6 Ifrox,104...r- 4,44_ _r NO 0m0PA-Ncu -5q Ram wsutti Or-C e an4eArs2E,,_. 6 L. 6 . coNF.L. 1i tiuzz__Thie,a6to ri_____ . EXtriTsiet ( 7c N.) 01..412645__AL___Alk0244E_ADDA-Ir 2 . 19 6 - gmfatulk cleA .sitoe (44tax) aco_ ;:--.' ?4._ Ltsv.) 'op__ etet6)/zoo = = w _ . 724 '11012_,04,(.. 4.0 Ibtaz& 4+_excopat4=.. > 3o_LAIggin 2?E2Q,S_ALAtt 1 E.743"*.(744 17. z50. r: 125 e'pAtariO.Iti I/ o_i K WE -r_ceplei,__AT__ GAtAas___04‘4, < Gri _E-Igt_t 40kKi___ a ofril _ coNtz.f- orG AkE46 -:-.• If OZ. 44:7140/ 0,61E_Exit Tzup_p_gavoei) ____krta2lit ?AIM .CEODA & 71101._difl22 exir peaa / .01K _5 z2ie , An oe4 4p...-.i 1.». MOP, A glins oball2ED_Zo L _ Plan Review PROJECT M A, ADDRESS I1(21___ cENTEe pkeot DATE PLAN CHECK NUMBER 10— 444 oF CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT PLANING biVISION prepared by: 04/07/66 -nori opd, Aieca, 10 ___mgc eatzrea__6me,a_ Lacger.4 km• G J41gy temi _Lk. oeovegigrit_ 'a ___it C2amEZEILEA__geatio_ratufsaik,_atie t& E& valg.„4Atto ewe 1 47° Theevl_6 ibth:s Foe, nLis_AWA_Zak 0 6 EX' ; AT' /9/4446 _1362?h_ate .__M_TakVAel_ 14EzZ,,4fzige. / oak t_ lecleac OutvLetn_ ,ge-61.622 lair_4_44ez0_1?)_724ALEr_ • Egaii_Alsratitetz_Zekle, _V__‘,,Ki • -. MiggaMej /MOONS LerigG Fe,g6/4Nr -77)._,Lt .566 _ENelmz,d) A Mt) - 4. ai 61741E:2 PRotaDES E4telt_DRIZTC__ ___Exa_g_pz • WIPPI O EXIi'S Mg._ I . Plan Review PROJECT M4b Ate ADDRESSIB 4rEeet DATE CITY Or TUKWILA 0 OF COMMUNITY nEVELOPMENT prepared by: PLANNING DIVISION PLAN CHECK NUMBER lo-44( 174 0 ,6 _+0E-S- 01/07/11) 90 -1 -141 WASHINGTON STATE ENERGY CODE PREPARED BY @I LL I... wS.)t HEl__L 04-0:371990. 3.,'1 \ISUN COMPANY KENT, WA. INSULATION SPECIALISTS ( 006) 8'7:_ -41. i X5::1 09:35::23 PACIFIC 4dCJ1 "'t'THL :F L•I r,.:(Jl•.I6' T'Rt..JC;'1' r, r:ll ! SEE ( L...E: 'r`r: ucK SHOP UNHEATED J013 ZONE 1 BUDGET .CALCULATIONS BLIILt)Ir•it3 .GROSS ;i1:.). f- °I'. - 6110:T. ASSEMBLY EMBL Y U• -VOL U 'AREA. AEA. Vii . F. 'U' AREA MALL ROOF ,'., 5 • 0:35 • F••- V(•'1L.1.Jr LEI Ir. r H•I •LF SLAB. 1-'EiR I METL:R • . 4 266 BUDGET TO FAI._•=- M.)02.055 NOTE„ THIS IS THE BUILDING HEAT LOSS fat..11)GCT . P'RC1POSI "1..1 TO CAL MUST BE r= fI..I(1L TO C LESS TH(•d\I BUDGET AMOUNT ASSEMBLY CEILING t., -1. NONE 91 Y1.. :I: TE$ S71. .32 X 10 4" R--13 MIEBI •VINYL• 0.11. DOOR (7 - 1 . .INSULATED. WALK D0C)R D - -1 HOLLOW METAL •( :;L.(17. ]:PIG 6- -•1 NONE :GLAZING T(J0 G -4 WALL L1TES L -1 WALL W-1. 2" MBI END 'WALL. WALL W-2 3" MUNOF'ANEL WALL.. W - -3 " : D R I I WALL WAL.-L. W-4 . 8" GONC WAINSCOT. SI....AB PERIMETER NONE I..H-- VAL..UE • AREA. S.F. • 'A.!7 1; AREA- 0 r• ' . 00 66 1. 9 6F.393 3696 REGISTERED A u" HITECT T - , p er` 1.• STATE OF WASHING TON 1654.•75 240:905 F s; L- 1.06 •. 0 51 960 528 . 12 923 710.76 .12 1436 172.32 • 32 46,5 14.88 5 ( :1 0 0 . 0 .. 0 . 17 11Y4.5 2" ▪ 15 . 979 1 . 15 1 865 279,75 .67 798. 5 ,34. 6601 7 . -VALUE L_EI'.(L; r LF F X L.. . 4 26(i 106.1 . PROPOSED, TOTAL= 2747.'685 B4.1 I LI:) I I\I(', ' [ 1-IE RMAI .r )I° y ]. (N ..E S NOT t. ONF'CORM T:116 . • k: * .l:`.14***** *?r%t* *t 45 ;Yis; *k *** **y:t:'t.t: 'I''i;I': i( ';f't.t,T4,t *tTi E;t:***:f't:'4: ** THIS EII.I I LI) I NO :15 NOT I NTEP4•OFD TO BE HEATED' ABOVE 49 . F 70 •- • 244 ... 46<T X 2748 ,,,, :426,408 BT1.J;'HR RECEIVED (ITY OFTUKWILA NOV 5 1990 PERMIT CENTER Q'ofL4L1 WASHINGTON STATE (: ENERGY CODE PREPARED 1:) 1 -Y . 1s:I:L.:.I-.. C)(::1 IL.1-_I_, 04-03-1990 J..T.3C - ,oi,I l;CaMFPNY., I(ENT .Can. • :I:ICIa3(..11....(- ll" :I:C:)NI SPECIALISTS • (:Wt::)6) (72 - -4100 PACIFIC' NORTHERN :RPI .I:;(Jl.,I' 1 RI..IC; 1: I;1N • c EG(-ll.-.E TRUC SH(:JF' IJI:IHEATEI:) t7(: :11:1 ZONE. f CALCULATIONS- ASSEMBLY' WALL ROOF SLAB .I`'E R :1: NIE •T r:,R l , . l O T r THIS I S THE BUILDING HEAT LOSS LESS THAN l(NI E (JDGE r AMOUNT ASSEMBLY Y C E I L I N G . ( : :; - -:1.. NONE Far::`r�L I: Tr::::(: La 1.. 32 X 1 0 'L.' . k-..:1.;?;. MIJ1: V1NYl... :E I\I 3L:(1"E :1:) W(l1.::r:'. DCI(:1R :. 1)° -1. 3101...1.::(.334 1" Ih::'T(ll._ GLAZING G7 •• GL.- AIIN(3 Too. (3 -4 »(1L.L 1- :1 :TE=: a Lw -1. WALL w •..,1 ; WALL W a. WALL b,I — :. . W(1L..L -. W 74 SLAB PERIMETER rER OBI 1: END WAL.:I..- E I. 1s R I :E W (1 L.L.: f " CON: WAINSCOT N • REGiSTERE'i3 ARCHlTE■ ROBERT B. FADDEN STATE OF WASHINGTON 09:35323 BUILDING GROSS ( :3(a(:i Ii:iG.l. F°L -:: 6003 FLVALUE • „ • F1(.JD6ET ' 'r(::1'1"(lE.- • 6619 6003 LENG rl-1 'I F (-1Rl t1 S. F. LENGTH LF :3.654 75 240..905- :406.4 x AREA PROPOSED 2 7.t1 7., t:a33'• (;:UI.I....1):F.ICI(., THERMAL DESIGN :((3 NOT C0NFCRMIi'Wi * * * ** *** * * ** * * * * **W * * ** *>i* * ** * * * ** **** :'k. * i< ,. i** * *';**t;TT4-t'* *4}*, * *;k:Y *j { * 1'111:L 1:UI1..1.):EI'I(:, 1:S NOT INTENDED 1) f BE "HEATED ABOVE 49 .DEGREES T 70 •- 24 •- 4f .: , X 2748:3 -'- 126000 BTU/MR RECEIVED rITYOFTUKWILA NOV 5 1990, PERMIT CENTER r-'R 3I (.) "i (:), (1L... ' L L!S1: I:(E:: E0U(1L. '1"C1 t'). :3. ..E3E3 c :) .: F X 1.06. • • Agreement To Be Subject To A Sensitive Areas Ordinance RECEIVED CITY OF TUKWILA OCT 2 5 1990 PERMIT CENTER The undersigned owner and developer of real property located at 18801 Southcenter Parkway. Tukwila. WA. and more specifically described in Exhibit A attached hereto, hereby agrees, pursuant to the requirements of Tukwila Ordinance No.'s 1544 and 1550, that if the City of Tukwila will process the following applications: Puilding Permit Application. dated October._ 23, 1990, and related submittals the development of the property described in Exhibit A will be subject to all of the Sensitive Areas Ordinance provisions as finally passed by the City Council even though those provisions may be more restrictive than any conditions or limitations imposed by or resulting from the processes described above. The Undersigned agree(s) that these processes will be continued solely at their risk and expense and that the result of the final Sensitive Area Ordinance may be to require extensive project modification and re- evaluation or recision of the above approvals. It is also understood and agreed that continuation of these processes does not mean that applications not pending on November 20, 1989, for this project, will be accepted or processed unless the City Council approves a petition therefor. The undersigned acknowledges that the covenants herein run with the land described in Exhibit A and that this document will be recorded with the King County Department of Records and Elections and that these covenants cannot be released without the written consent of the City of Tukwila. A. Segale, Inc. Applicant, A. Segale, STATE OF WASHINGTON ) ) ss. COUNTY OF KING On this day personally appeared before me M. A. Segale , to me known to be the individual described in and who executed this instrument, and acknowledged that N1/he signed the same as a free and voluntary act for the uses and purposes herein ntioned. Dated CDO-Z .e.-\ 2-4 , 1 ' : 0. Notary P t lie in an , or ,the State of ashington, ;residing at . My appointment expiresW15J9 J . Cif' of Tukwila 6200 Southcenter Boulevard Tukwila Washington 98188 (201) 4331800 Gary L. VanDusen, Mayor TO: PROM: OATS: SUIJICT: (10 /T2.MEM0) MEMORANDUM AoLho,r _ T Sal vo CL-tobe_.r J lQ 1 Nocio k. , L. 1 go- 4 1 Plea�� �� ,t .afieLo . 1 q . • 6 SHOP ADDITION for M.A. SEGALE, INC. Nature of work : 6720 sf prefabricated metal building addition on north end of existing shop with some office remodel on existing mezzanine. Type of construction : III -N fully sprinkled Shop area heated to 49 degrees F Occupancy : H -4 Square footage existing main :floor •mezzanine Square footage new main floor. .mezzanine footage allowable : type III -N Separation . 3 sides Fully sprinkled :7500 allowable 100% increase Triple. footage 29, 988 1,512 6, 720 2,368 39, 988 7500 x 100% x 3 times = 45,000 sf ` allowed Per U.B.C. Sec. ' 503(a) . exception 2B : Administratative and clerical offices and similar rooms which do not exceed 25% of the major use do not require.occupancy separation as specfied in Sec 503(d). Existing building New addition Main floor office Second floor. office 4, = 12.4% No occupancy sepera required 28, 988 6,720 35 708 RECEIVED CITY OF TUKWILA OCT 2 5 1990 PERMIT CENTER < 25% O. K. 1,835 2,583 f Per. U. B. C 3206,(a)2 : H -4 occupancies less than 15,900 square feet in single floor area do not require smoke .and heat vents per U.B.C. Standard No. 32 -14. Sprinkler approval. Building Areas Area A (see site plan) C E: :Existing general shop (area # 1 on site plan) New shop addition . less Main floor office Net floor area of general shop • 14,965 44,965 ( 45090 No curtain boards, smoke or heat vents are •required. and mechanical drawings shall be SQUARE FOOTAGE CALCULATIONS Dimensions(feet) 144 x 70 24.x 70 48 x 118 68 x 48 30 x 48 70 x 48 50 x ,70 10. 080 6,720 16, 800. 0.1835) submitted for G' New shop Existing mezzanine New mezzanine " Main floor office Second floor office page 70 x':96 21 x 72 24.67 .x . 96 21 x 49.25 9.5 x 37.5 10.5 x 8 4 x 20 4 x 12 5 x 20 11 x 12 at x 79.5 21 , x 43.5 28, 988 1,:512 1, 835 2,583 Square feet 10,080 1,680 5,564 3, 264 1,440 3, 360 3,500 A ALLOWABLE Existing mezzanine New mezzane Main floor (3880 sf x 1.7 watts /sf) Main floor additional office (356 sf x 1.7) Second floor (3880 sf x 1.7 watts /sf) ACTUAL LIGHTING BUDGET 2x4 4 tube fixtures - 133 watts each Main floor (21 fixtures x 133 watts) Second floor (20 fixtures x 133 watts) 1x8 single tube - 85 watts each Main floor (61 fixtures x 85 watts) Second floor (15 fixtures lx4 2 tube - 66 watts each Main floor (1 fixture x 66 watts) Second floor (11 fixtures x 66 watts) 12,645 w ( 13,797 w . x85 watts) page 3 TOTAL O.K. 1512 sf 2368 sf 3880 sf 6,596 watts 605 watt 6,596 watts 13 watts 2 watts 2 watts 5,453 watts 5,185 watts 1,275 watts 6,460 watts 66 watts. 666 watts 732 watts 12,645 watts PRE•APPLICATION'.FILE NO RE- 025 -90 • MEETING DATE 09 1390 ':TIME CHECKLIST MAILED TO CONTACT PERSON (date): STAFF PRESENT Building (433 -1851) Fire (575 -4407) Planning (433 -1849) Public Works (433 -0179) Darks & Rec. (433 -1847) 0 Police (433 -1806) O Permit Center (433 -1851) Other ( - ) Ell APPLICANT /REPRESENTATIVES PRESENT Contact Person: (PREAPP2, 1/90) CITY OF TUKWILA PRE- APPLICC ION PROCESS MEETING ATTENDANCE RECORD PROJECT:— MA Segale SITE. ADDRESS. 18801 Southcenter Py 09 -14 -90 v INITIALS. . dim NAMES /TITLES Bob Benedicto /Acting Building Official Steve Kohler /Fire Prevention Darren Wilson /Assistant Planner Phil Fraser /Sr. Engineer Jack Pace /Acting DCD Director Name Steve Miller Company /Title MA Segale Address 18010 Southcenter PY Tukwila Zip 98188 Phone 575 -3200 Others Present: Name Steve Nelson Company /Title MA Segale Address 18010 Southcenter PY Tukwila Zip 98188 Phone 575 -3200 Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone Name Company /Title Address Zip Phone Application forms, plan submittal handouts and other reference materials are enclosed for your use. If you should have any questions regarding the permit process or would like additional forms sent to you, contact the Permit Center at 433 -1851. t,C�1 CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER PRE- APPLICATION CHECKLIST 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 PRE - APPLICATION FILE N a PROJECT : _,,,� MEETING DATE:,` 1 �' � I O TIME:9'. .3O SITE ADDRESS: o BUILDING DIVISION 1. Comply with the Uniform Building Code, 1988 Edition. 2. Comply with the Uniform Mechanical Code, 1988 Edition. 3. Comply with the Washington State Energy Code, 1990 Edition. Provide energy calculations stamped by a Washington State licensed architect or engineer (see attached format). 4. Comply with Washington State Barrier Free Code, 1990 Edition. 5. Apply for and obtain the following Building Division permits and approvals through the Permit Center: • Building Permit • Rack Storage • Mechanical Permit • Demolition (building) • Other: 6. All applications and plan submittals must be compete In order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the application forms to verify that all the necessary materials and information has been supplied. 7. Construction drawings must be stamped by a Washington State licensed architect. 8. Structural drawings and calculations must be stamped by a Washington Stated licensed structural engineer. 9. A boundary survey prepared by a Washington State Registered Land Surveyor must be submitted as part of the Building Permit application. 10. Temporary erosion control measures shall be included on plans. Normally, no site work will be allowed until erosion control measures are in place. 11. Rockeries are not permitted over 4' in height. Retaining structures over 4' in height must be engineered re- taining walls, and require a permit. 12. All rack storage requires a permit and rack storage over 8' high must be designed for Seismic Zone 3. A Washington State structural engineers stamp will be required on plans and structural calculations submitted for rack storage over 8' high. 13. Construction documents shall include special inspection requirements as specified In Sections 302(c) and 308 of the Uniform Building Code. Notify the Building Offidal of testing lab hired by architect or owner prior to permit issuance date. The contractor may not hire the testing lab. 14. Construction documents shall contain soils classification information specified in Table 29 -B of the Uniform Building Code, stamped and signed by Washington State licensed architect or engineer In responsible charge of the structural design work. 15. Demolition permits are required for removal of any existing buildings or structures. 16. Comply with UBC Appendix Chapter 35, Sound Transmission Control (R -1 occupancy group). 17. Obtain approvals and permits from outside agencies: 1 ELECTRICAL PERMIT /INSPECTIONS are obtained through the Department of Labor and Industries (277- 7272). ryz PLUMBING PERMIT /INSPECTIONS are obtained through King County Health Department (Inspec- Iyl tions: 296 -4767; Permits: 296-4727). D KING COUNTY HEALTH DEPARTMENT must approve and stamp plans for public pools/spas and food service facilities prior to submittal to the Tukwila Building Division (296 - 4787). FIRE PROTECTION SYSTEMS plans are reviewed through the Tukwila Fire Department (575. 4404). a 18. 19. 20. Checklist prepared by (staff): PRE- APPLICATION CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION PERMIT CENTER ETI GI `DATE: [211. El 2. Fire hydrants will be required. (City Ord. #729) ❑ 3. Required fire hydrants shall be approved for location by the Fire Department, approved for purity by the Water Department, and fully in service prior to start of construction. A fire hydrant must be no further than 150 feet from a structure; and no portion of a structure to be over 300 feet from fire hydrant. (UFC 10.301 and City Ord. #729) Automatic fire sprinklers are required for this project. Sprinkler systems to comply with N.F.P.A. #13. Sprinkler plans shall be submitted to Washington State Surveying and Rating Bureau, Factory Mutual or Industrial Risk Insurers for approval prior to being submitted to Tukwila Fire Marshal for approval. Sub- mit three (3) sets of sprinkler drawings. This includes one for our file, one for company file, and one for the job site. (City Ord. #1528) . Maximum grade is 15% for all projects. 6. Hose stations are required. (City Ord. #1528) . A fire alarm system is required for this project. (City Ord. #1528) Plans shall be submitted to the Tukwila Fire Marshal for approval, prior to commencing any alarm system work. Submit three (3) sets of com- plete drawings. This includes one for our file, one for company file, and one for the job site. Special Installations of fixed extinguisher systems, fire alarm systems, dust collectors, fuel storage, etc. require separate plans and permits. Plans to be submitted to the Fire Marshal prior to start of installa- tion. (UFC 10.301) �9. Portable fire extinguishers will be required in finished buildings per N.F.P.A. #10. (Minimum rating 2A, 10 BC) 10. Buildings utilizing storage of high plied combustible stock will require mechanical smoke removal per Section 81 of the 1988 UFC. 11. During construction, an all- weather access will be required to within 150 feet of the building. (UFC 10.207) E No building will be occupied, by people or merchandise, prior to approval and Inspection by Fire and Building Departments. 0 13. Adequate addressing is required. Number size will be determined by setback of building from roadway. Four inch numbers aro minimum. Numbers will be in color which contrasts to background. (UFC 12 Designated fire lanes may be required for fire and emergency access. This requirement may be estab- lished at the time of occupancy and/or after the facility is In operation. (UFC 10.207 as amended) 15. Special Fire Department permits are required for such things as: storage of compressed gas, cryogens, dry cleaning plans, repair garages, places of assembly, storage of hazardous materials, flammable or combustible liquids or solids, LPG, welding and cutting operations, spray painting, etc. (UFC 4.101) 266. Fire Department vehicle access is required to within 150' of any portion of an exterior wall of the first story. Fire Department access roads in excess of 150' require a turn around. Fire Department access roads shall be not less than 20' wide with an unobstructed vertical clearance of 13'6 ". 1 7. Adequate fire flow availability will need to be demonstrated for this project. 0 18. 4 , 1 4 4 4 4 / 4 1 : c :d" rtiaz y glad" /lu4 Checkilst prepared by (staff): / (a4.#.4._ Date: ��d 6300 Southcenter Boulevard, Tukwila, WA 961E Telephone: (206) 431 -36; FIRE DEPARTMENT - Construction Information The City of Tukwila has adopted the 1988 Uniform Fire Code. This and other nationally recognized standards will be used during construction and operation of this project. (TMC 16.16.120) A diiii ih LPRE-APPLICATiON CHECKLIST CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431.3670 MEETING !DATE , "; PLANNING DIVISION - Land Use Information ❑ 1. Comply with Tukwila Municipal Code (zoning, land use, sign regulations, etc.) ❑ 2. Obtain the following land use permits/approvals: Q Boundary Line Adjustment Q Rezone Q Building Site Improvement Plan Q Shoreline Management Permit Q Comprehensive Plan Amendment 0 Shoreline Management Permit Rev. n Conditional Use Permit Q Short Subdivision Q Design Review Q Sign(s) Q Design Review - Interurban () Subdivision (✓ Environmental (SEPA) Q Unclassified Use Q Planned Mixed Use Development Q Variance Q Planned Residential Development Cl Other: Er3. Zoning designation: Site located in sensitive area? E Yes ❑ No ❑ 4. Minimum setback requirements: Front: .56 Side: ‘.5 Side: -5 Rear: [r5. Maximum Building Height:____W Height exception area? ❑ Yes Rflo a6. Minimum parking stalls required: 63 .7 7 Handicap stalls required: Er7. No more than 30% of required parking stalls may be compact. No landscape overhangs into compact stalls are permitted, although no wheel stops prior to hitting the curb will be required. -8. Minimum landscaping required: Front: mss' Side Side: ?Sx Rear: •. [' 9. Landscape plans must be stamped by a Washington State licensed landscape architect. All landscape areas require a landscape irrigation system (Utility Permit Required). a10. Roof-top mechanical units, satellite dishes and similar structures must be properly screened. Provide elevations and construction details as part of building permit application submittal. Er 11. Trash enclosures and storage areas must be screened to a minimum of 8' in height. Provide elevations and construction details as part of building permit application submittal. ❑ 12. Building permit plans which deviate from that already approved by the Board of Architectural Review may require re- application for design review approval. Er 13. fa:, ❑ 14. ❑ 15. ❑ 16. ❑ 17. ❑ 18. ❑ 19. ❑ 20. Checklist prepared by (staff): /7, / Date' / -1 i CITY OF TUKWILA DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION — PERMIT CENTER 4. NP 5. 6. 7. 8. 9. 10. 11. fJ 17. 18. Q 19. • 20. M1i' w 7'lyd� Checklist prepared by (staff): � PRE-APPLICATION CHECKLIST 16. () /cL POwtDt.. 5 3vs, b w 6300 Soulhcenter Boulevard, Tukwila, WA 9811 Telephone: (206) 431.38; PUBLIC WORKS DEPARTMENT Apply for and obtain the following permits /approvals through the City's Permit Center: z � Q Chann /Striping /S 0 Sewer Main Extension (private) _{. � 0 Curb Cut/Access/Sidewalk Q Sewer Main Extension (public) 3. F Pin Q Excavation (public) N Mawr', Storm Drainage r „ p ° m. Q Fire loop /Hydrant (main to vault) Q Flood Zone Control Hauling (2.000 Bond. Cert. Ins.) CD Landscape Irrigation Q Moving an Oversized Load Q Sanitary Side Sewer NT az n Other: &;�r�- tt: } (I F c v t-k. woo) to ----w 2. Hauling Permit required prior to start of any hauling of material on public right -of -way ($2,000 bond, 1,000,000 certificate of insurance, route map and $25.00 permit fee required). L slln'L -e Iicu' i$ VP WU,, $4f T' 4' Pines Cr 3. All applications and plan submittals must be complete in order to be accepted by the Permit Center for plan review. Use the Plan Submittal Checklist provided on the reverse of the appli- cation forms to verify that all the necessary materials and information has been supplied. k4fl�r. Cl Water Main Extension (private) ,4.. 0 Water Main Extension (public) c:Lrcutt LIf r� St 0 Water Meter (exempt) R.1CtN.'1`. (z) Water Meter (permanent) ti., 0 tI •, ;- I Water Meter (temporary) j Water and sewer assessments may apply and will be determined during the utility plan review process. v.41- u�n'Il-•. r•(� 1..,Ott 1 S - 5 -- prtivr, Dtv • M /A -� - P y-tir Los -s t;c„ c2) '� ZT tti Provide sidewalks per Ordinance #1158, #1217 and #1233, or obtain waiver. Provide Hydrological- Geotechnical analysis. Provide erosion control plan as part of grading /fill permit application. Identify building elevation above 100 year flood elevation per FIRM maps (use NGVD datum and recognized benchmarks). Provide traffic analysis/trip generation study for: Provide developers agreement for: 5 iwu►., o.r c,- , 1 Qkv,+ I.1, ". u- SOw% .. 'R -Cf'- Tb 'R.leti c4yr 57 11vt , C. LP_ 1•31 Provide the following easements and maintenance agreements: 12. Provide water/sewer a vailability letters or certificates from districts serving your development. 1 3. Obtain Metro Waste Discharge permit or approval (684.2300). 1 4. Complete Industrial Waste Survey and return to Metro (self addressed and stamp provided). 1 5. Review the following City Studies when designing your project and preparing your plan submittal: C4 L( o& 9 if 1 1. 1I C oA, 13 • a •SdP v •1t4t IJ _u . [ - w ati • 1' LOP sPtc -rrrc LAN y!►a 4 . 6 or No Date: o T LL Dear Mr. Griffin: M. A. SEGALE, INC. Steven R. Nelson Project Manager M.A. SEGALE, INC. GENERAL CONTRACTORS Mr. Duane Griffin, Building Official CITY OF TUKWILA 6200 Southcenter Boulevard Tukwila, Washington 98188 RE: Temporary Occupancy Segale Shop Addition, Permit No. .;6363 If you have any questions, please call me at 575 -3200. June 21, 1991 At this time we have nearly competed all work involved with the Segale Shop Addition. At my request, Nick Olives has made a preliminary walk- through of the project and has found everything to be in order. In addition, Dave Larson has reviewed the work and has confirmed that the work is in compliance with all of the appropriate regulations. Chief Olivas and Mr. Larson and I carefully reviewed all life safety issues, including, exiting requirements, sprinkler systems and sprinkler monitoring systems. All of these are 100% complete. Although we have not completed the remodel of the upstairs portion of the shop, we are anxious to begin using the completed portions of the work downstairs. This will allow us to begin catching up on our work and will permit us to remove the temporary office trailer located on the ground floor of the shop facility. We anticipate final completion will occur in approximately two weeks. We will appreciate your issuing a "Temporary Occupancy Permit" for the downstairs portion of the shop facility. I will have a final inspection on electrical and plumbing before calling you next week to obtain the Temporary Occupancy Permit. P.O. BOX 88050 • 18010 SOUTHCENTER PARKWAY N TUKWILA, WASHINGTON 98138 ■ TELEPHONE: (206) 575-3200 • FAX: (206) 575-3207 223.01 •SE•GA- LM- A372NO An equal opportunity employer Gwnss Tim. its ,III NO.. ROOF SECONDARY STRUCTURAL FRAMING PLAN I GAR. 03/11113 GRAYING sw.to. p 83-123456-05L mama I 02 . ; • • REVISION N0. 1 KEY PLAN REVISION NO. 2 SPECIFIC ERECTION DRAWING LIST THE DRAWINGS LISTED BELOW HAY/BEEN CREATED BY CONFUTER SPECIFICALLY FOR TOUR ORDEN TO A53157 YOU IN PUTTING UP YOUR BUILDING. THESE SPECIFIC ERECTION DRAVINCS ARE THE SANE SIZE AS THIS SHEET AND CAN BE IDENTIFIED INDIVIDUALLY FRON.THE TITLES AND DRAWING SEOUENCE.NUMBERS THAT APPEAR IN THE LOVER RIGHT HAND CO5M(R OP EACH DRAWING. TITLE THE YEAR DURING vHICH TOUR + - ORDER VAS ENTERED 114E BUTLER ORDER NUTTER 05 TOUR ORDER BUTLER MANUFACTURING 'COMPANY GENERAL OFFICES-KANSAS CITY. N1150URI /DRAWING SEQUENCE NUMBER REVISION LEVEL 01 114E DRAWING. /5 101310. 001APPEMSNMERE SEEN . 090- 077S57 -00 COVER CRAVING - SHEET 1 • 090.077337 -01 SPECIFIC ANCHOR BOLT DRAWING - SINIET 1 090- 0/7W-OIA SPECIFIC REACTION DRAVINO • SHEET 2 010.0TPSS7 ■Otl ANCHOR BOLT DETAIL MEET - SHEET 3 ' 010-077557-02 INTERMEDIATE FRAME ERECTION DRAWING - SHEET I 010 077357 - 03A INTERMEDIATE FRAM MARINO 1AWIN0 DETAIL SHEET - SHEET 2 000-077557 -03A VINO BRACIN0 DETAIL SHEET - SHEET 2 010 - 077557 -04 ROOF SCCONOART STRUCTURAL 'RATTING PLAN - SHEET 1 0110- 077357 -04A ROOF UCONDMT STRUCTURAL DETAIL SHEET - SHEET 3 090 - 017537 - 05 WALL SECONDARY STRUCTURAL ELEVAi ON - SHEET 1 O 90.017557 -05A WALL SECONDARY STRUCIUNAL ELEVATI0N - SHEET 2 010.077537 -OSS 0008 DETAIL DRAWING ■ SHEE1 3 050 - 077517 -050 YALL 1ECONOMT STRUCTURAL ELEVATION DETAIL SHEET - SHEET f SUPPLEMENTING THE SPECIFIC ERECTION GRAVING! LISTED ME SEVERAL GENERAL ERECTION DRAV1M05 CALLE0 'PLANOORMHS - . sEE THE 0 4 5/111140 MANIFEST FOR A COMPLETE 1111 OF THESE NOTE: 77/E AscYvL ZFEC. IN /ED surd E.U/ A I77GN WILL. SLY r� ADJUtN /NG smiler/RE Pot 4Y/f CAT. 77'/E 54/T'LEAQ ESU /L Ai` A fins< sECEG7 /A. A co./.4 L/F E /G /NEW/2 7O VER 7714r T - STRUGTU/CE A/Ir /7 r' pbcJNo4770 14 C4PA.eSZ c1.c RESISTIh� 4040,V /MUSE A .Y 771E /EW Marl..EM 131./4.2)/146 TAW. PRODUCT Of Tit ORDER ENGINEERING BUILDER' FIELD WORK SUMP WIND BRACING FV0001 FIELD WORK MAY BE RIO BRA01N0 CLIP CONNECTS WALL SECONDARY 1110009 FIELD LOCATE HOLES IN 1110005 CONNECLOCATE HOLES IN FYOOZS LOCATENH01115)DIN001R 1N7ER71EDIATE FRAME CO 1110031 11(10 CUT AND LOCATE FV0040 FIELD cut AND LOCATE 130042 FIELD CUT AND LOCATE 1110049 FIELD LOCATE HOLES IN COVER DRAWING N STANDARD NOTES' 000001 004.11M At ETC LEVVEL 0( . 000002 REFER TO TH SN IFFING FILE COP) I understand that the Plan Chec subject to errors and omissions plans does not authorize the vio adopted code or ordinance. Rec copy of approved 'plans acknow By Date Permit No PACIFIC NORTHERN COAST- FEDERAL WAY. WA M.A.SEGA TUKWILIA. ouvtw r I u Foe ea. ROOF SECONDARY STRUCTURAL FRAMING PLAN oAa. C /IU93 DRAMS NV.NEA. D 83-I23456-05L KY1919N I 02 040 11.. 96''0' UNIT 1 KEY PLAN REVISION NO. 2 SPECIFIC ERECTION DRAWING LIST THE DRAWINGS LISTED BELOW HAYIBEEN CREATED BY COMPUTER SPECIFICALLY FOR YOUR ORDER 70 ASSIST YOU IN PUTTING UP YOUR BUILDING. THESE SPECIFIC ERECTION DRAWINGS ARE THE SAME SIZE AS THIS SHEET AND CAN BE IDENTIFIED INDIVIDUALLY FROM THE TITLES AND DRAWING SEOUENCE NUMBERS THAT APPEAR IN THE LOWER RIGHT HAND CORNER OF EACH CRAVING. TITLE THE TEAR DURING WHICH YOUR 1 ORDER VAS ENTERED THE BUTLER ORDER NUMBER Of TOUR ORDER L DRAWING SEQUENCE NUMBER REVISION LEVEL Of THE GRAVING. IF THE DRAWING HAS NEVER BEEN 8EVISEO. 00 APPEARS MERE. SUPPLEMENTING THE SPECIFIC EREC710N DRAWINGS LISTED ME SEVERAL GENERAL ERECTION DRAWINGS CALLE0 PLAN00RAPHS'. SEE THE DRAWING MANIFEST FOR A COMPLETE UST OF THESE DRAWINGS. Fti7.1 BUTLER MANUFACTURING COMPANY GENERAL OFFICES. KANSAS CITY. MISSOURI PRODUCTS" T1E ORDER ENGINEERING SYSTE BUILDER. 080- 077557 -00 COVER DRAWING - SHEET 1 090 - 077557 -01 SPECIFIC ANCHOR BOLT ORMON0 - SHEET 1 090.077557.01* SPECIFIC REACTION DRAWING - SHEET 2 090. 077557 -018 ANCHOR 8010 DETAIL SHEET - SHEET 3 090.077557 -02 INTERMEDIATE FRAME E8EC1I0N DRAWING - SHEET I D90- 077557 -02A INTERMEDIATE FRAME ERECTION DRAWING DETAIL SHEET - SHEET 2 090.077557 -03 VINO BRACING DRAWING - SHEET 1 010- 077557 -0OA WIND BRACING DETAIL SHEET • SHEET 2 090 - 077557 -04 ROOF SECONDARY STRUCTURAL FRAMING PLAN - SHEET 1 090.077557 A -05 ROOF L SECONDARY STRUCTURAL ELEVATIONEEISHEETEI 1 090. 077557 -058 DOOR DETAIL DRAWINUCTU800 SNEE1 2 013YAIION - 090 - 077537 -05C WALL SECONOMT STRUCTURAL ELEVATION DETAIL SHEET - SHEET 4 MOTE t THE Agove SiR..c.INEA Euri.ei E.Q /LKVAIG AC4 Wad_ oN THE AA,TOIAI /NG STRuc.77.iAQE FOP. , ru/900•2T. 7'716 15 201/L.2 Je ICS Rtsc //sz FUrE; ,.W1..EGT/ - .4 QUA L/Fitarz QUG/N6E7e 70 VER /FY 77 r 77.1E G°X/s77N6 -STRUCTURE ofvV /re f?,L/N174T7O\l /S GAPALE3/. Qc me$.LC"7/A/G ALL LOADS' IMICG A ve TJYE / M/ .t3UTC.em 6U /L 3/N6 ACYr /ON. FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved pions acknowledged. sy Date Permit No PACIFIC NORTHERN COAST- FEDERAL WAY. WA FIELD WORK SUMMARY WIND BRACING 700001 F IELD N WORK MAY BE REQ ED AT LOVER ROOF BEAM KNEE AREA FOR WALL SECONDARY 700005 FIELD LOCATE HOLES IN EAYE STRUT FOR 0008 POST CONNECTION. 700003 FIILDCLOCATE MOLES IN PORTAL FRAME BEAM FOR DOOR 7011 700023 FIELD NOTCH AND LOCATE HOLES IN 110EVALl 018T11I ANO FIELD INTERMEDIATE CONNECTION PORTAL FRAME COLUMN AT ►00031 FIELD TUT AND LOCATE HOLES IN GIMES FOR DOOR SIDE GIRT F00040 FIELD CUT AND LOCATE HOLES IN 0001 POST. F00042 FIELD CUT AND LOCATE HOLES IN ODOR HEADER. ►00048 FIELD LOCATE HOLES IN DOOR POST. COVER DRAWING NOTES ITANDAND NOTES. 000001 A PATENT PLAT` 18111 007848 TO THE YES OP AN INTERMEDIATE E UMN 000002 R EFE R SHOWN 1E MAY MANIFEST 11TFOR STANDARDIZED 111 1111UTIONS. PROJECT. M.A.SEGALE TUKWILIA. MN CI PERMIT CENTER 1U1LD1N0 ODDER DESCRIPTION. RECEIVED OF TUKWILA T 2 5 1990 70•X96•X24' LRF 2SNSL /80MPH UBC 88 3.COLLAT REGTIVRI OCT 2 9 1990 MAHAN & DESALVO, INC. GNAWING TITLE. CITY OF TUKWILA APPROVED _ 17 19 0 COVER DRAWING U BUILIrI ! a DIVISION 11 A0 FILE 1101 DAI E. OtP70 CROUP. Y /10 MARINO NUMBER NEV. D90- 077557 -00 00 NtVISION NO. 1 REVISION NO. 2 PIMP 0r. BUTLER MANUFACTURING COMPANY OGKRAI. OFFICES•KAMSAS CITY. MISSOURI PRODUCT OF Yid ORDER ENGINEERING SYSTEM UNIT 1 ANCHOR BOLT PLAN 2 1.. 0 . WILDER. PROJCCT1 4, fly PACIFIC NORTHERN CONST- M.A.SEGALE FEDERAL WAY. WA TUKWILIA. MN NO. Z I'FRAHE (TYPO BUTLER MANUFACTURING COMPANY GENERAL OFFICES- K ANSAS CITY. MISSOURI NS' -0' NN' -0• ® 1tPICAI • A352I LA35I -- CT P R OF THE ORDER SYSTEM ENGINEERING UNIT 1 ANCHOR BOLT PLAN WILDER. PACIFIC NORTHERN CONST- FEDERAL WAY, WA PROJECT. EV ,2•.0• M.A.SECALE TUKWILIA. MN SUILDINO ORDER DESCRIPTION. 70'X96'X24' LRF 250SL /80MPH UBC 88 3ICOLLAT STANDARD NOTES. AS000? GIVE tor Of 1DATION A FINISH. THE FOUNDATION MUST BE AN000N ANCHOR BOLTS MUST BE LOCATED ST MEANS Of A TEMPLATE. DO NOT HAND SET ANCHOR BOLTS. AS0010 ANCHOR SOLTS. NUT/ AND WASHERS MUST SE ASTM TTPL A301. AS0013 USE REINFORCING STEEL AS REOUIREO. PROVIDE FOR HORIZONTAL LOAD ON ANCHOR BOLTS. AS0014 CAUTION. 111010 FRAMES HAVE /0TH HORIZONTAL AN0 VERTICAL REACTION! ACTING AF THE SASE OF THE mum. IN SOME CASES. THE HORIZONTAL FORCE IS GREATER THAN THE VERTICAL. A FOUNDATION DESIGNED FOR A CONVENTIONAL STRUCTURE WILL NOT /E SAIIEFACTORY. FAILURE TO MARE AOEDUAIE PROVISION FOR THE HORIZONTAL THRUST CAM RESULT IN FOUNDATION FAILURE. • ABOOIS NOTE. FOUNDATION OES101 AND ANCHOR BOLTS. NUTS AND WASHERS NOT BT /KT. ANCHOR SOLT LENGTH SNOVN IS FOR ESTIMATION FOUNDATION DESIGNMENGINEEENOIH MUST /L DESIGNED Of R� AS0010 REFER 10 GRAVING 0■104141 FOR SUTLERS/ OR SHADOWNIS WALL BASE ANGLE INSTALLATION. 00AW1M0 TITLE. RECEIVED CITY OF TUKWII A OCT 2 5 1990 PERMIT CENTER. SPECIFIC . ANCHOR BOLT DRAWING A0 011.E 000 CROUP. V Ii DAVE. 04/30/00 0RAV1N0 NUIIBER• ASV. D90- 077557 -01 00 ' FRAME REACTION - UNIT I • DL + LL 5.w 11411. 111511105 M0. I ACKISI0N N0. 1 11. WOO a.. BUTLER MANUFACTURING COMPANY OMum °F/ICES- KANSAS CITY. NI$SOUAI FRAME REACTION - UNIT I OL + WL 0.000 FRAME REACTION -.UNIT 1 DL + .5LL + WL 0.000 MMOICT 0f,M4 1UIL0CS. PACIFIC NORTHERN CONST- FEDERAL WAY. WA 0.000 M:A.SEGA TUKWILIA. BRACED BAY RE SE M ON I 2• t1 (RIO L FRAME REACT DL FRAM! AT (11I0S 2 -S RAT IO OL/IDI 0.000 FRAME REAC1 DL + 5 NATI0 OL IOL•LU TN 35 V* NR ■10 Ib cb FRAME REACTION - UNIT I 0L + WL 1M- Vt cb } AFRAME S 2•S RATIO 01./ IOL•LL) 0.000 -F TL -12 TR - 141 .4 FRAME REACTION - UNIT I DL + .SLL • WL 4 FRAME I S 2 - 01 10 0.000 NL - 31. B IR 12 HR .I BUTLER MANUFACTURING COMPANY CCHCNAL OFflcls•NAHSAS CITY. MISSOURI PRODUCT OF THE • ORDER ENGINEERING SUILDIN, PACIFIC NORTHERN CONST- FEDF.RAL WAY, WA BRACED BAY REACTION - UNIT 1 f11:::=< " 5115305 GRIDS 2 -3 N 10 Y 0 IIOfVALL 0RI0 A Nt cb FRAME REACTION - UNIT I DL #, LL + CRANE FN- v4 CID A l 050 2 -5 RA1I0 01./101.41.) 0.000 NL I0 TL TR St NR FRAME REACTION - UNIT 1 • DL + SEISMIC + CRANE 4 l GRIDS 2-S 54010 OLIDL•LL) 0.000 111 7 TL as TR 113 1R PROJECT. M.A.SECALE TUKWILIA. MN RECEIVED CITY OF TUKWILA OCT 2 5 1990 PERMIT CENTER BUILDING 00101R DESCRIPTION. 70'X96'X24' LRF 25+SL /8OMPH'UBC 88 3 +COLLAT PORTAL FRAME REACTION - UNIT 1 110CWALl GRID B BETWEEN 0810!_ 2 -3 N V 10 FR-'- Cox FRAME REACTION - UNIT I DL +.541L + CR1+NE 2•! 0.000 FRAME NATIO AT GRIDS OL /1OL TR FRAME REACTION - UNIT I DL + UN6ALANCED SL. 2 -S 0.000 FRAME RATIO AT GRIDS 0L /TOL REACTION NOTES' • 1. THE REACTIONI ARE PATIO IN UPS. II NIP • 1000 POUNDS) 2. NEGATIVE - ( AI INDICATES DIRECTION Of 017401104 IS S. THE REACTIONS STABILITY. 0 1HE H REACTION 1 ON T 1 1 HE ANCHO OM R SN04M R FOUNDATION WILL SEE IN OPPOSITE DIRECTION 70 THAT 4. 10 FIND LOAOI THE REACTIONS. A11 *5.7 f OLL / 401. • S. A�CI 11111111 O REIONATIO 1N - 1Np1•NI3S AND ARE ASSUMED TO S. REACTIONS FOR INTERMEDIATE FRAMES AR1 FOR ENCLOSED BUILDINGS ONLY. DRAWING TITLE. � 40 FILE N0' • CROUM. V 0410. 01/30/110 SPECIFIC DRAWING NURSER• I REV. REACTION DRAWING 090-077557-01A I 00 IT 1 311 30 NN -12 10. 2 II IMAM BASE SCE APPROPR AIE DETAIL 10 I /IS• 1 I• -B 3 /11 r -J- — F j $ + 1 ( emssssmsaa4 I I ¢ L-..J 4 1 1 I 1• 7/1• S• FRAME J /A' OIA. ANCHOR DOLTS PROJECTED 2 I - • 01 A4 m 1• -$ 7/1• ii 11 11 1 A 4a 2 ==taarls=41 11 ° 11 7 + 11 U U 3/A• DIA. ANCHOR VOLTS PROJECTED 2 11194ILtO41AT�C MIL 1 3 /A' PRAM DETAIL A3191 PORTAL FRAME COLUMN (LEFT) DETAIL A34114 PORTAL FRAME COLUMN (RIGHT/ DETAIL ASOS 1 10• PRAM BIOEWALL COLUMN REVISION N0. 1 REVISION N0. 2 1' CIA. PROJECTED 7 DETAIL A3S1 BUTLER MANUFACTURING COMPANY GENERAL OFFICES - KANSAS CITY. NIESOIEII !UNROLL E RI 111 DETAIL FRANC F • 3 /A• 01A. ANCHOR BOLTS PROJECTED 2' BRACE R00 CLIP (LEFT) •w PRODUCT OF THE = N li : O ORDER ENGINEERING T 3/1 010. ANCHOR SOLI! PROJECTED 2 DETAIL A3S31 12 000R POST (LEFT? DETAIL A3S2 summit 3 /A OIA. PROJECTED 2 h M O 1IOENALL CCLLNH BASE SEE APPROPRIATE CETAIL O 1• FAME BRACE R00 CLIP (RIGHT) PACIFIC NORTHERN CONST- FEDERAL WAY, WA PROJECT. 11. A. SEGAL TUKWILIA. r1 ♦ ♦ I— ssaa = =aa41 iI ♦ 11- 11 RTAL FRAME COLUMN CLEFTI 10' ?• ? t FRA1E EEISION N0. 2 1••6 3/6' 13' 3 /A' 01A ANCHOR SOLIS PROJECTED 2' b BIDEWALL COLUMN 1' 01A. ANCNON SOBS PNaECTEO 2 I /2' 0 -W- r 1 -6 3 /R' 11 11 1 1 4. 11 11 4 11 1========.1.11 11 11 / U 34' N CHOIR 1 VO LTS PROJECTED 2' DETAIL A346> PORTAL FRAME COLUMN (RIGHT) SIO ENAL C0.UN1 BASE SEE MUU09IIME MAIL 16 R• BUTLER MANUFACTURING COMPANY GENERAL. OFFICES-KANSAS CITY. MISSOURI ±_ T R' 4. 141 4PPOOPPIIAIL O[ A1l 1 -4 3/4• • 101/16' i r — I I 1 1 1 1 L —�_ 1 I mum 3/4' 01A. ANCHOR SOUS PROJEC110 2' OETAIL A351 I BRACE ROO CLIP (LEFT) PRODUCT OF TIK = L/ U 1.T.OY§). ORDER ENGINEERING DETAIL A393 DETAIL A352 GUILOERI 2 /A' DIA. ANC404 VOL PROJECTED 2 0 31/2' PAC IFIC NORTHERN CONST- FEDERAL WAY. WA ( 3/4' w DOOR V100N SIOENALL CGLLI.N 944E - SEE APPROPRIATE DETAIL 6• 4' 3 /4' DIA. PROJ 3' 12' 000R POST CLEFT) BRACE R00 CLIP (RICHT) 7// FROJECTI M.A.SEGALE TUKWILIA. MN ANCN0R) DA. PROJECTED 2' DETAIL A394 31/2. DOOR VIOTN - 1 3/4' 12' DOOR POST (RICHT) 6UILDIRB 090E4 0E?CRIPTI0N1 70'X96'X24' LRF 25+ /80MPH UBC 88 3ICOLLAT CRAVING TITLE' SECTION A411 ANCHOR BOLT DETAIL SHEET 1 1IDEVALL ENDNALL 4001 091 OVNDATION ) TTP• SECTION AT EDGE OF FOUNDATION U0.9014IRO RASE RECEIVED CITY OF TUKWILA OCT 2 5 1990 PERMIT CENTER GROW Y AO FILE NO. D A T E . 04/30/10 'RAVING NINON. REV. D90- 077557 -0113 I 00 REVISION NO. I BUTLER MANUFACTURING COMPANY GENERAL OFFICES - KANSAS CITT. MISSOURI 10.111.0411 PACIFIC NORTHERN CONST- FEDERAL WAY. WA PROJECT. M.A.SECALE TUKWILIA. M 111 12 1 r 2' -t1 t •.0 t /4- S•.43 7/32 • ]' -I1 9 18 ARAM LOCAllONS FLANGE BRACES CII t{NE; 1 {417 5• -0 l.7 AT 1• -0 1 1' -0 0' 10 17r UNIT I FRAME ELEVATION AT GRIDS. 2,3,4, AND 5 4�•A4 J' -11 15/1r 1'.0 1• S -0 7/32. 3'..11 15 9 1 0G110NS 10 -0 CANOPY FLANGE BRACE SCHEDULE o PART N0. OM. 'T' DETAIL FIELD WORK m. 41 005053 2' -10 1/2' COOP 3/4X2 -1/2 BOLT A3257 2 005720 3' -4 1/2' 0001 0//2/4 3 003073 2' -4 1/2' 0002 10 1 003005 2' -4 1/2' 0001 D S 000725 3' -4 1/2' 0001 0321 G 7 PART SCHEDULE 0 3 PART NAME PART NUMBER PART LENGTH FIELD A WORN 41 EXTERIOR CQLUMR 717000 20' -1 7/32' 3/4X2 -1/2 BOLT A3257 42 8007 BEAM 71 7070 75' - 1 1/72' 0//2/4 10 10' CA TOP' SCAM G 10 11 18' CAMOP'f eAiAM 033235 C820 D BOLTED CONNECTION SCHEDULE QUANTITY BOLT N0. DESCRIPTION NUT N0. DETAIL A 10 017214 3/4X2 -1/2 BOLT A3257 015235 B OS 0//2/4 7/472 - 1/2 BOLT A3257 015235 G 10 097282 01/8024'4 Ecg.TA22$Y 033235 C820 D 12. 09'T2►12 Wee 12 IN&23ST 088235 0321 4,. REVISION 010. 2 � Q J BUTLER MANUFACTURING COMPANY CENENAL OFFICES - KANSAS CITY. 141550011 l/+ aN 70' -0' PR000CT D► THE ORDER ENGINEERING S Sp 5'-0 7 1UIl014. 2' >YP I xc - 0 UNIT 1 FRAME ELEVATION AT GRIDS 2,3,4, AND 5 PACIFIC NORTHERN CONST- FEDERAL WAY. WA 4 3' +I1 IS /1 - V-0 1 f4- 3 -0 7/32' 3 '--11 1 OUNCE BRACES [41).4 I' -0• `�1e I SW I 10' -0' CANOPY P RO J EC T . M.A.SEDALE TUKWILIA, MN 1 11' Q 5111101110 ORDER DESCRIPTION 70'X96'X24' LRF 25'SL /80MPH UBC 88 3rCOLLAT GRAYING TITLE' STANDARD NOTES. 170001 ALL BOLTS ARE HICK STRENGTH (A -3231) WITH HEAVY HEX NUTS AND AR TO 0E NSTALLED U3INO THE 'TURN -Of- THE -NUT' ME11K10 SP C171ED IN THE A``SC MANUAL. SE PRAYING 0- 100018. If0004 THIS UNIT IS A LEITRIM EXTENSION 10 AN EXISTING BUILDING. PRAMS IN T1NT 15111 00 SUILDINO SHOULD BE CHECKED FOR 000SLE FLANGE BRACES. AND II. OOUSLE BRAGS ARE PRESENT THEN SEC0N0 BRACES OH A IS L ENGTH THE (00 N O O F R AM 07 INC EXISTING. /0110100 INTERMEDIATE FRAME ERECTION DRAWING RECEIVED CITY OF TUKWILA OCT 251990 PERMIT CENTER AG FILE N0 CROUP. 7 1041EG 04/30/20 DIIAYING ORE[R REM. 090- 077557 -02 100 NEVISION NO. '1 DEPTH — SECTION DESIGN INFORMATION • VARIES 20X4 'f0 FO SAO TOP / OUTSIDE FLANGE VE8 THICKNESS REV101011 110. 2 DIMENSION I BUTLER MANUFACTURING COMPANY GENERAL OFFICES - KANSAS CITY. MISSOURI ►110011CT OF TNS: IUILDE11• 0 D NS ON I Rod KAM OET xc -L PR0JE011 M.A.SEG 1UKWILIA PMT RO YI 421-3 EXTERIOR r170110 240 -1 IdCASIO T DRAM $0 CAMPY DRAM TOP FLANGE • 7' x .201• BOTTOM FLANGE • 7• x .775• YE0 THICKNESS • .215' • LOW ENO TO 14' -I 7/11• FROM LOW ENO .150• - 14' -1 7/S' FROM LOW ENO TO 21' -I 7/8' FR .120' - 211' -0 7/0• FROM LOW ENO TO NIGH END PMT DEPTH • VARIES 23' 10 IS' 10 211' TOP 'LANCE • 11 11 .317• BOTTOM FLANGE • 0' x .313' WEI THICKNESS • .140• - LOW ENO 10 1S• -0' FROM LOW ENO .1110' - 11' -0• FROM LOY ENO 10 MOH ENO PMT OEP/N • VARIES 12' TO 72' TOP FLANGE 8011DM FLANGE • CT' R .IEiO YE11 THICKNESS • PMT TOP 111011011 YES PM1 `n $ .150 DESCRIPTION I NOTION / INSIDE • FLANGE 1[110 FLANGE TRACE OSE 121 1/2 11 1 1 /4' / 1 S (((/ X0.1 NUT ( 01 40 77 0 1 DETAIL 0001 ►1(111.111 SINGLE FLANGE BRACE CONNECTION USE FIRST NOTE AT PURLIN 001111[01100 SENO FLANGE MACE USE 121 1/2' S t I/4' HIE. 00LT (011011) M0 1/2• KS. NUT 10/150721 DETAIL 0002 POPLIN SINGLE FLANGE BRACE CONNECTION USE SECOND/at At PURL)N 1011NEC11011 Y E 1) G DE • ES( EN 9 1 .9 T.G. 12' 1HICXNESS TOP / OUTSIDE FLANGE IGN INFORMATION 9 ENO ID 15' -0' FROM LOW ENO '-(1° FROM LOW ENO 10 RION ENO IOWA" ESCRIPIION END 10 14 7/1' FROM 109 ENO 9 7/1' FROM L09 ENO TO 21' -9 0/1' FR -9 7/S' FROM LOU END TO H1CN END I6' TO 21' REVISION N0. 2 DI NS ON T SUTLER MANUFACTURING COMPANY GENERAL OFFICES- KANSAS CITY. MISSOURI 1EN0 FLANGE SNAGS DETAIL C001 ROOF SEAM USE (21 I /2' 2 1 I/4 NEB. SOLT (0150951 AN0 I /2' NEN. NUf 10150721 ►U9L5N SINGLE FLANGE BRACE CONNECTION USE 01931 ROLE Al FURLIN CONNECTION PRODUCT OF THE ORDER SYSTEH ERING DETAIL C002 BUILDER/ NEMO FLANGE 1RACE DIMENSION V PACIFIC NORTHERN CONST- FEDERAL WAY. WA 9000 11AM U1E f2) 1/2' S 1 1/1' NEI. 001D 1/2. NEB. NUT 10150 21 SINGLE FLANGE BRACE CONNECTION USE SECO(O HILL At PUNLIN CONNECTION Pu/,C,Nac l " AT **ft 1. 4.464 . 4175 , 3 PLATES N.S..5 F.S. COLUMN 0ETA11- XC -1 1 CRANE BRACKET OETAIL. PROJECT. KAOLIN NOTE ) C CANE 2SRLLAET /. FY/A/CNBD /444' RS PAGERS AT aka.' x 31" :" aAG@ M.A.SEGALE TUKWILIA, MN DETAIL C007 DIMENSION Y INSIDE FACE OF KNEE 1U1L0190 ORDER OESCR /►LION. SIDEWALL COLUMN USE (2) 1/2' 2 1 1 /4' NEN. 2' NEN. N ]0 1095072) SINGLE FLANGE GRACE CONNECTION USE 0(951 ROLE Al SIOEUALL DIRT CONNECTION CLIP TO'X96'X24' LRF 251SL /80MPH UBC 88 3'COLLAT OF RAIL Nor BY A9* �/YD RAIN ( KSJ N X .( x511 4 17C' r 1.14. PLATES M.S. I F.S. L CRANE BRACKET NIZ X4c(.SG%S11 F.S. 0 DRAWING 11TLE1 DETAIL 0720 DETAIL 0321 1 INTERMEDIATE FRAME ERECTION DRAWING DETAIL SHEET RECEIVED CITY OF TUKWILA OCT 2 5 1990 PERMIT CENTER ULE (101 5 /E' S 2 1/1. 42221 01- 11AINOTN MOLT 10972/21 ANO SOO N9A9f NES. NUf (090222) CANOPY HAS CONNECTION ROOF SEMI USE MI 5/1' 1 1 IR' MIT 119' MAUU NUE (99172 1 CANOPY BEAM CONNECTION CROUP' V DRAWING RY MER. A0 IRE M0. OAIE. 04/20/90 REV. D90- 077557 -02A 100 2l' -O• REVISION NO. 1 REVISION N0. 2 20-0' BUTLER MANUFACTURING COMPANY GENERAL OFFICES-KANSAS CITY. MISSOURI 21' -0' PACIFIC NORTHERN CONST- FEDERAL WAY. WA 2l' -0' SUIIAERS FROJECT. 2P -0• 2N -0' WWI Or. GNa l St. xe•1 jxe -1 11.A.S TUKWIL UNIT 1 CANOPY I BRACE ROD SCHEDULE O TOP / OUTSIDE FLANGE I 1 1 TURNBUCKLE NEB $44048 - THICKNESS i - f jBOTIOM / INSIDE FLANGE H - SECTION DESIGN INFORMATION PANT DESCRIPTION C911 SM BEAM X112112(„ (UAW) TOP FLANGE • G V!, x .9E0 B01T0n'LANCE • G V;" x .3450" VL1 THICKNESS • 4542 PART DEPTH • 12 1 .44' MO 'TOP AAA FLANGE • 7 s .250" ' BOTTOM FLANGE • 7" x .260" VE1 THICKNESS • .2.00 PART DEPTH • le" P 0533 COLUMN Tor FLANGE • 7 s .250" owto7 'LANCE • 7 x .2SCS 111 THICKNESS • .1C30 LOW END - TD 10' - mew cow E ND .IGO• -. 10=0•FROM LOW END TO 141444 END PMT DSPIH • 17 1 BRACE ROD SCHEDULE O PARE NUMBER DESCRIPTION THREAD TURNBUCKLE I $44048 - S /1' BRACE R00 RN -NH NONE 2 5•4044 •414 0 /0• BRACE R00 RH -RH NONE 3 5•4041 -314 1/111 • IRATE R00 RH -fNl NONE 4 7 /V. • GRACE ROD 5 5/B• eotAcc. ROD t' EiRACB RO 7 _ S /0" CIaACE few ■a. M X. REVISION N0. 2 n 4 UNIT 1 ROOF BRACING BUTLER MANUFACTURING COMPANY GENERAL OFFICES KANSAS CITY. MISSOURI PRODUCT CO TIE • ORDER ENGINEERING SYSTEM •UILOLR. 0- PAC!FIC NORTHERN CONST- FEDERAL WAY. WA PROJECT. 24• -0 UNIT 1 CANOPY BRACING 24' -0• 74* -0• cb cb UNIT 1 SIDEWALL BRACING AT GRID A M.A.SEGALE TUKWILIA. MN C ) 4 UNIT 1 CANOPY BRACING OE'TATL (n-) WILDING ORDEN 00,0111410Ni T0'X96'X24' LRF 251SL /80MPH UDC 88 3ICOLLAT o8 CCt \-PORTAL BEAN C327 PORTAL COL LMV- -• 0333 FRAME Q • 24 -0• C MAW UNIT 1 SIDEWALL BRACING TT ' Al" GRID B RECEIVED CITY OF TUKWILA OCT 2 5 1990 DRAWING TITLE. WIND BRACING DRAWING GROUP, Y PERMIT CENTER 1- 0 4 AO FILE 100. DATE* 04/30/10 GRAVING NVMKN• 404. D90-077557 -03 I 00 • NOM POINT 001013 013032 013231 013231 015237 A 003133 009133 003210 015211 013260 WASHERS 0031/3 013163 013103 01310 005111 020621 0201121 020121 020022 020122 RAIL CRANE BRACKET NORK POINT STRUT BEAN ' SHC1'lo►4 A I CRANE BRACWG 11I A32S . BQLT !TYPICAL) PLATE 413 L3 34 X'+LS ` lac KSI) DIA. G ASSY. 3 /1' 0132,? 3/0• 01327E ? /1• 015270 1' 013210 11/1' 013211 1 1/0' 013282 DeT411._ Xd -2 I PORTAL RROA " BUILDER. 1110E41 TAIL 8014 PROJECT. ROO DIA. 7/11' 1/2 9/8' 3/0' US" REVISION NO. I CONNECTING PEEL SLOT DETAIL 80011 TYPICAL BEVEL WASHER CONNECTION OIN M Am II. 0000E 6., REVISION NO. 2 C WASHER ISLVEL WAIVER) BRACE R00 NUT A WASHER 8 WASHER BRACE R00 DETAIL 6002 CLubS SP/. BUTLER MANUFACTURING COMPANY GENERAL OFFICES- KANSAS CITY. MISSOURI TYPICAL CLEVIS CONNECTION CLET16 PIN T _.___.. cOl7Er( PIN PRODUCT OF THE AUNW CLAM Y ORDER ENGI M ERING TO eV CotJJAMJ } R1AV &Y AL6M Our by a ic) HIS FIELD WORK IS ONLY ON ROOF SEAMS CO 510113. 310116, 310117 510103. FIELD OR C p l I AV CONNECTION USE Ca) - x 2 Vz ° A325.T HI- 4 pe6NCe7f/ .o -r (0972E3¢) AWO 4* ' ll(Di. NuT 1; PACIFIC NORTHERN COAST- FEDERAL WAY. WA Fit N01CH CU EIS AND/ IFFENERS (MI 0 F61 VI TRIO AREA ON ROOF REM ROOF /EM VIREO 0 II.A.SE TLKWILI4 05105 095948 095949 HIS FIELD MORK IS ONLY ON ROOF BEAMS CO 510115. 510116. 310117 510183. NOTCH IFFENE11 /OR INS l 791 WITHIN THIS AREA ON Roor SEAN ROOF MEAN HIRED 0 15441531 R 2 1/2 A3257 HEN. . NU109721141 10953351 WASHER WASHER 10/51951 TO SLOTS IN CLIP 15441531 5HERS B 95195 9 5195 020921 020921 020021 020922 020922 BRACE R00 NUT A WASHER 11 WASHER 000 CLEYIS 01A. ASSY. 5 /0• 093277 3/4' 095279 7/11• 01)273 1 - 011290 1 110• 093291 1 1/4• 015282 BRACE R00 CLErl CLEFTS PIN TYPICAL CLEYIS CONNECTION CK.UP 1E T1 ROOF BE PORTAL FRAME :AL BEM MASHER CONNECTION 11) .. O1A. A325 BOLT (TYPICAL) PLATE' -L? 2 x 3XX .45 facKSJ) TRUr BEM :1NG 15101 N0. 2 WORK POINT DETAIL 8002 625 OIA. STO. PLATE B4C/< -UP =CO Cz) ' DIA, A325 AS.OLr.5 Iv/ W/:11Ek DETAIL X15-2. 1 PORTAL FRAME. TO 9YV COLUMN CONNEOTION cTemlo BUTLER MANUFACTURING C OMPANY GENERAL OFFICES CITY. MISSOURI FRAME COL. III 1111 , / •I 0 ti "r ni 111= SECTIOIJ l3 1 CRANE HP..CING PRODUCT OF THE • ORDER ENGINEERING SYSTEM / - rot. PORTAL FRAME C12) DIA. A325 B0L75 col EMN TAIL 8014 WILDER' FIELD MIRK ON 101ER ROOF OEM FOR BRACING CLIP AT EAYE USE (z) q.• x 2 Yz ° A3z5T N/-STA 71/ .BOLT (09726¢ - M/O 44" MErNy AIEX. NUT (O95 z.3S) PACIFIC NORTHERN CONST- FEDERAL WAY. WA re; 7 43 - OM. A325 BOLTS S.H. COLCNI PROJECT. CLIP 544463 M.A.SEGALE TUKWILIA, MN TAIL 8025 .875' PLATE 16) V 'I A325 BOLTS. 6W CCLLIMN -- 1/2- DETAIL XB -1 1 STRUT BEAM TO SW COLUMN CONNEGTTON NIACIN, ORDER DESCRIPTION' 70' X96 X24' LRF 25•SL /80MPH UBC 88 3 /COLLAT NOTE. REFER 10 5►ECIr1 BUILDING BRACT ORA1)MC FOR • 455 USE U) 710` 2 I/4' A3257 H1 -S1' NOTH YOU 10972031 7/R HEAVY H . NUT 1095237) 70 DE VI CONNECTION CCM • = ROOF ROO BEAR TOP CONNECTION AT EA 0RA51N0 TITLE. DETAIL 8018 gi>"9‘ Rm. A 3/4-• A325 BOLTS. CA. e. a WIND BRACING DETAIL SHEET PLATE •s75' 4 .9" N.S. ONLY .625 PLATECrin) 1STAAOAROI M R05) CLEW'S CONNECTION Al 71008 INIERPEOIA1E 1144 11RAC)N0 HieX BEM (SG. KSI) RECEIVED CITY OF TUKWILA r ` ; 5 1990 PERMIT CENTER 910E5ALl COLU)M 1 FOR CLEYIS CONNECTION SEE MAIL [Igl CLIP 101/2131 141 I' (AM 82 1. 3.5.1 AO 7)LE.1104 GROUP. r I[ DATE' 04/70/10 DAWN.; SUMP D90-07T557 -03A 00 • o.li. Stow et. PIM. .r. EM SAYS 1YI: e GRID 1 24' -0• cn) 31113 c1s3 MS} Los r --- ---- -c I. C u REVISION K0. 1 REVISION NO. 2 11 Cis) 113 Cu3 (IV) (113 Cu) Cu) FRAME 101.3 •0 24'•O• '.3 u» U3 3 II 13 t1a 11) 0 103 1.3 BUTLER MANUFACTURING CONPANT GENERAL OFFICES - KANSAS CITY. MISSOURI 96'•0 F11 PROMS OF THE ORDER ENGINEERING SYSTEM Cu C11 '3 '3 $0 u.3 c1.3 CIS IS c7 TEES •-Q UNIT 1 ROOF SECONDARY STRUCTURAL FRAMING PLAN 10 11 1. IS IS 1S u C 1 1 4 t 4 t' 4 10 SWUM IROJECI. PACIFIC NORTHERN CONST- M.A.SEGAL FEDERAL MAT. WA TUKWILIA. PART SCHEDULE c 3 PART RAPE PART AMBER PART LENGTH FIELD • WORK 10 PURLIN 530166 323 -4 26'-II 1/2' F154 11 PURLIN 530166 323 -4 21' -11 1/2' 12 PUALIN 530577 323 -4 26' -11 1/2' 01 13 PURLIN 530376 323-4 25' -11 1/2' 14 PURLIR 530565 323-4 26' -Il 1/2' 15 PURLIN 330566 323 -4 26' -11 1/2' 16 CAVE STRUT 540205 267 -4 23' -11 1/2' IT CAVE STRU7 540240 767 -4 23' -1I 1/2' le ruct04 SWIMS, 3E111 24' -lI Vt.' PURLIN BRACE LOCATION SCHEDULE BETWEEN ORI05 LOCATION DETAIL DIM. '6' RIDGE CHANNEL OTT 1 AND 2 FI54 01 2 AND 3 F154 01 3 ANO 4 F151 01 4 AND 6 FI51 01 24'-D' 24 SIGN N0. 2 IrI C10 `Ql1A Ii CI. 1"ans 17 11 1r] aT1 an rt0 1 44 1% r1 ,4 133 u) 123 1.3 BUTLER MANUFACTURING COMPANY GENERAL OFFICES- KANSAS ClTT. MISSOURI PNOCKICT OF THE =M.dlLr . ORDER ENGINEERING SYSTEM 131 CIA) It (423 4143 6UILOER. afl UNIT I ROOF SECONDARY STRUCTURAL FRAMING PLAN PACIFIC NORTHERN CONST- FEDERAL WAY. WA Q./ ER PROJECT. I uUILDINO ORDER OESCRI ►110 M. A.SEGALE TUKWILIA. MN 70'X96'X24' LRF 251SL /80MPH WIC 88 31COLLAT STANDARD NOTES. 840002 GRACE REFER 0 OR RIDGE R REOUIRED.. LIN RS0005 REFER TO DRAWING C- 105304 FOR CORNECTIMO ROOF STRUCTUNALS 10 THE ADJACENT 141110!60. DRAWING TITLE. ROOF SECONDARY STRUCTURAL FRAMING PLAN RECEIVED CITY OF TUKWILA OCT 2 5 1990 PERMIT CENTER 30 FILE N0. GROUP. V DATE. 04/30/60 08421110 N2N1ER. 1 REV. D90-077557 -o4 I 00 Z - SECTION DESIGN INFORMATION PANT DEPTH FLANGE LIP THICKNESS RADIUS PUNLIN 530466 323-4 1 1/2' 2 3/4• 7 /1' .071' 1/4' PUNLIN 530469 323.4 9 1 /2' 2 3/4' 7/1' .074• 1/4' PUNLIN 530977 323.4 9 1/2' 2 3/4• 3/4' .060' 1 /4' PUNLIN 530579 323.4 9 1/2' 2 3/4' 13 /16' .014' I/4• PUNLIN 530963 323 -4 9 1 /2' 2 3 /4' 13/16• .064' 1/4• PURIM 530594 323 -4 9 ) /2' 2 3/4' 13/16' .099' 1/4' PAEI+N 930587 325.4 9 2344' 7 /d' .1(779' 1/4' C - SECTION DESIGN INFORMATION PART DEPTH FLANGE LIP THICKNESS RADIUS CAVE STRUT !4020! - 91/2' 31/2' 1 ) //• .019• 5 /I6' EAYE $VSUT S40240 267 -4 9 1/2' 31/2' 1 ) /1• .096' 5/16' VIE. - �� (MAW 11. w wN r REVISION N0. 1 REV11104 N0. 2 DETAIL F125 BUTLER MANUFACTURING COMPANY GENERAL OFFICES-KANSAS CITY. MISSOURI EAYE STRUT COIN. TO 191E331. 11MME STRUT CONNECTION PRODUCT 0P THE DETAIL FI2SI EAYE STRUT CONN. TO INTERII. FRAME EM BUILDER. PACIFIC NORTHERN CONST- FEDERAL WAY. WA PROJECT. M.A.SEGAL TUKWILIA. I GN INFORMATION PTH FLANGE LT? rfICNNESS RADIUS 1/2' 3 1/2• 1 lir .096• 5/16' 1/2' 3 1/2' 1 )/1' .096 5/16' 4 1.1? RADIUS TNICKNESs `•4ADlUs THICKNESS N INFORMATION 3/4• ?/S' 7/6' 3 /4' 3/4* 3/4' 13/19• 3/4' 13/19• 3/4' 13/16• PUIIl14 UOV Roo? SEA USE 191 / /,, 901.1 (0950111 AND 0930321 HEN. NUT BUTLER MANUFACTURING COMPANY GENERAL OFFICES - KANSAS CITY. MISSOURI P CXIIN 1 0005 PRODUCT OF Tl[ ORDER ENGINEERING SYSTEM PU ROOF K TIE (9) 1/2' N 1 1/1' A 90. I FV 4(51 . 44*1 (0150323 11011.0191 PACIFIC NORTHERN CONST- FEDERAL WAY. WA FRS P C U � R LIN DETAIL F111 I CON INNS SPAN PURLIN CONNECTION INtER4. LOCATION - 9 I /2' PUIUI DETAIL F114 CONTINUOUS SPAN PURL CONNECT END SAT LOCATION •• 1 I/2' PURLIN FATE 11901 759 161 S /1• N 1 1/2• A3351 NI- 11REN0TN 101.1 (099211) AND S /1• HEAVY HEx. NUT 10952331 P K I AIf RCI ( 43041) 91901 RRppm� CAM 1 AN OR COWIN USE L N4TNSOLT (09728I1 9/9' 91A91 4010. 401 10553331 DETAIL F,23J EAYE STRUT COHN. TO INTERN. FRAME DETAIL F128) EAYE STRUT CONE. TO INTERN. FRAME EM 11907 CONNECT104 P00.U81, 11. A. SEGALE TUKWILIA, MN P1341IN SODP SEAM NIX /V I / . BOLT 10150151 AND I /2' NET. NUT 10/30301 DETAIL Fll' l PUR1114 CONN. 10 MM. FRAME EW LEM DETAIL F1SIJ PURL BRACE I.ATOUT lif 908 10? • (0f 908' 101700 �AN IM 70 Calah ltAA 111111400 x100. f /i• MLtMI {100191 Sirks01i A1I � Fo9..AT10N I 9 IE1 tMO. 0.105144 CROP 94.19 (44(44. INC r1/1L 1 St00.. DETAIL 2123 J INTERHEOIATE PURLIN CONNECTION 611(1.0190 ORDER OE91)RIPI1010 70')06•X24' LRF 256SL /80MPH UBC 88 3'COLLAT EATS STRUT USE 121 1/4• N 1 1 /2' A3151 91- 314E007H 901.1 10172611 ANO 3/6• MATT SRN. NUT (0953331 FATE 11401 1 SPLICE 00114M DETAIL F1241 , EAYE STRUT CONN. TO INTERN. FRAME PUTS I N 'RACE DETAIL F152 j PURLIN 'RACE TOP 908 19(1120y9( /i�fIKIN 9tlL 1 MO 1 /2' IRR. ` 4)7 40194)21 1H 96340/ PP•1/11 9wp�t 1 T1 ? 1 1 01r1 14 f A9 40[0'0 EC11 I;•INJ" lI�' I�r11. • INTO 91140! �l * .8 CLIP Rf01i1R10 010*Pr Ar RAReC11*UAA(L. 5FUCE DETAIL 2121 I PURLIN 70 RAKE CHANNEL CONN. (MAUI NO 11 TIE ROOF •SECONDARY STRUCTURAL DETAIL SHEET RECEIVED CITY OF TUKWILA 4Cr 2 5.1990 PERMIT CENTER CROUP. 9 AD 911.1 N0 DAMES 04/30/90 CRANING 90)4414 419. 090-077557-04A I 00 3/4' 9 PJ' 5E9)S)0N N0. 2 THICKNESS . 071• . 074' .060 .064. .054' .050• .079' FOR CASE Molt INSTALLATION SEE 0NAy1N0 0105419 12 12 RS111STOM N0. 1 REVISION NO. 2 . RAJ UNIT 1 REAR EW STRUCTURAL ELEVATION AT GRID .6 (NOT 8Y BMG ) CLOSE-Or N0. 1 24'.0- SNAP( I CLOSUUr N0. 2 4..0' 70'•0• 70'.0' FON SASE ANOLE INSTALLATION l 1 • CLOSS.0 ' NO. 2 24 -0 UNIT 1 RIGHT SW STRUCTURAL .ELEVATION AT GRID B BUTLER MANUFACTURING COMPANY GENERAL OFFICES- KANSAS CITY. MISSOURI INOODUCCT Of 71*E ORDER ENGINEERING IUILOENI PACIFIC NORTHERN CONST- FEDERAL MAY. WA CLOSE -UP 'NO. 4 4..0• M.A.SEC TUKWILIA. PART SCHEDULE E 3 PMT NAME PART NUMBER PART LENGTH FIELD A 22 PORTAL cower/ 544)46 25/ -2 21'-5 1/4• 9/16' ..22_ 28 PORTAL SEAM 244130 272 -6 330247 311.4 22'-9 3/4• 25• -11 1/2' 4 0191 29 0181 550260 371 -4 26' -11 1/2' 4 30 0117 $50260 311 - 4 25• -II 1/2' 5 32 0(11 55026 311 -4 25' -11 1/2' 3 37 0001 HEADER 560130 1 - 1 1 I/2' 7 36 0008 1 560147 23'•11 1/7• 6 39 0008 POST 590253 22' - P/16' 2 40 0008 POST 560253 22'4 7/18• I FIELD WORK SCHEDULE A DETAIL F1EL0 YORK DIMENSIONS 1 5045 A • 21'44 9/16' 6 • 1••I 74• C • 1 1/2• 0 • 17' -7 1/16' E • J• 2 5040 A • 17'•7 I /18' 3 2002 A • 3' -6 3 /6' 9 • 5' -S 3/6• 4 5002 A • 2'•6 3/6' 9 • 2'•6 3 /6' S 5002 A • 4' -6 J /6• 9 • 4'•6 3/6' 6 1029 A • 11' -11 1/2' 6 • 4' -0' 7 X026 A • 13' -11 1/2' 6 • 2' -0' :0151011 N0. 2 CLOSE -UP N0. 1 CLOSE -UP 110. 2 BUTLER MANUFACTURING COMPANY GENERAL OFFICES•1CAN5A5 CITY. MISSOURI FOR GABLE A11cLE INSTALLATION SEE MARINO 0105489 70' -0• 70'•0' UNIT 1 REAR EW STRUCTURAL ELEVATION AT GRID 6 (war 8Y BMC ) FOR BASE MOLE BRAVING 0104265 24'•0' #(TYPE ' 24' -0• 24• -0' 96' -0' 1.33 cb eV) ) UNIT 1 RIGHT SW STRUCTURAL ELEVATION AT GRID B PR00(ICT OF THE ORDER ENGINEERING SYSTEM CLOSE -Ur N0. 3 BUILDER. PACIFIC NORTHERN CONST- FEDERAL WAY, WA CLOSE-UP 24' -0' PROJECT. 12 M.A.SECALE TUKWILIA. MN 11011.0180 08009 0E1CRIPT10N 70'X96'X24' LRF 251SL /80MPH UBC 88 3rCQLLAT 9TMOARO N0TES1 V90006 FILL ALL OPEN HOLES IN 0009 7092 11099 WITH PLASTIC SNAP•I$ PLUGS (0972291. 1180007 REFER TO DRAVINO 0. 105303 FOR CONNECTING WALL 1T8UCTU9AL5 10 THE ADJACENT BUILDING. 1110023 IMPO REFER TO 780410 DETAIL 0047 FON PROPER 01NT DRAWING TITLE' WALL SECONDARY STRUCTURAL ELEVATION RECEIVED CITY OF TUKWILA OCT 2 5 1O ,qO PERMIT CENTER GROUP. 0 DRAWING HUNGER' AG PILE 110• DATE. 04/30/90 " REV. D90- 077557 -05 00 REVISION NO. 1 REVISION N0. ] FRDaki a 1 BUILDER. " PROJEOTI "" " e " BUTL MANUFACTURING .. PACIFIC NORTHERN CONST- •M.A•SEG ° .J 6 , ORDER ENGINEERING SYSTEM 6•01111 u. COMPANY GENERAL OFFICES-KANSAS CITY. MISSOURI FEDERAL WAY. WA TUKW I L I A � r ■ - • ■ FOR BASE ANGLE INSTLATION 0104161 E UNIT I LEFT SW STRUCTURAL ELEVATIQN AT GRID A C313 PART SCHEDULE t 3 PART NAK FMT NUMBER PART LENGTH FICLD . VONK 24 GIST S50245 311 -4 25' 28 0111 530280 711 -4 25' -II I /2' FOR BASE MOLE I DIAWIMO 01041 81 ET11104 N0. 2 lad 1 243 cb cb cb UNIT.1 LEFT SW STRUCTURAL ELEVATION AT GRID A 243 BUTLER MANUFACTURING COMPANY GENERAL, OFFICES- KANSAS c1Tr. IMSSCLIRT mama •1/.THE ORDER ENGINEERING SYSTEM 1243 1243 !WILDER. PACIFIC NORTHERN CONST- FEDERAL WAY. WA 111 PROJECT. M.A.SECALE TUKWILIA, MN • JOUILOING ORDER DESCRIPTION. 70'X96'X24' LRF 258SL /80MPH UOC 88 3'COLLAT DRAWING TITLE. WALL SECONDARY STRUCTURAL ELEVATION RECEIVED OF TUKWILA OCT ``2 5 .199O PERMIT CENTER 010U►, V AO FILL N00 GATE. 04/30/10 OMAVINO NVMBEN. 1114. D90-077557-05A 00 • • • 0 1 03 DOOR DIMENSIONS 1. EN DOOR 2'-0 DIMENSIONS FRAME REVISION NO. 1 REVISION MO. 2 4 44 2 CLOSE -UP 01 6223 •C >r hJ 1P C7 14 171 Inn 20' -0 2 CLOSE -UP 83 FRAME I2 0• FRAM BUTLER MANUFACTURING COMPANY GENERAL OFFICES -KANSAS CITY. MISSOURI O m 0002 DIMENSIONS FDRTAL FRAM[ DIMENSIONS D OOM DIMENSIONS P00040 OFF wiLaR. �L/U�L��� PACIFIC NORTHERN CONST- ORDER ENGINEERING FEDERAL. WAY. WA SYSTEM PROJECT. 15' -0 20' - I/2• CLEAR 2 4.- 0 . CLOSE -UP 02 a) 20' - 0• A1* 24.-0* CLOSE-UP 04 M.A.SEOALE TUKWILIA. MN PART SCHEDULE C 3 PART NAME PART NUMBER FART MOTH FIELD . YORK 22 PORTAL COLUMN 5441 257 -2 21'•5 1/4• 9/16' 23 PORTAL SEAM 544150 273.6 22' -9 3/4' t7'.7 26 0161 550247 311.4 23'•11 1/2' 4 21 GIRT 550260 311.4 25' -11 1/2' 4 30 DIRT 550260 311 -4 25' -11 1/2' 5 32 DIRT 550261 311 -4 23' -11 1/2' 3 37 DOOR HEADER 2' -6 17' -11 I/2' 7 3S 000R HEADER _510130 3601 23' 0I1 I/2' 6 36 DOOR POST 560253 22'4 7/16' 2 40 DOOR P051 560253 22'-6 7/16' 1 FIELD WORK SCHEDULE A DETAIL FIELD YORK DIMENSIONS 1 X045 A • 21'•4 9/16' 6 • I' -1 7/6' C • 1 1/2' 0 • t7'.7 1/16• E • 5' 2 X040 A • 17''7 1/11' 3 X002 A • 3' -6 3 /11• 6 • S' -6 3/6' 4 X002 A • 2' -6 3/1' 6 • 2• -6 3/6' 5 X002 A • 4' -6 3/6' 6 • 4' -6 3/1' 6 X026 A • 11' -11 1/2' 6 • 4'•0' 7 X026 A • 13' -11 1/2' 6 • 2' -0' ] ---' -C 27 110. 2 16' -O 24• -0' CLOSE-UP NI 20' -0' 24' -0' CLOSE -UP 83 4' -0' FRAME 1 2'-0' FAME BUTLER MANUFACTURING COMPANY GENERAL OFFICES - KANSAS CITY. M153WR1 PRODUCT CI fl ORDER ENGINEERING SYSTEM ODOR 4'•O' _I DIMENSIONS PORTAL FRAM_ DIMENSIONS (fRA21E r 0 0. F DOM DIMENSIONS BUILDER. NMI —t o3-- \{G225 - -C CCM iTJ r 1r G' FRAM 62214 PACIFIC NORTHERN COAST- FEDERAL WAY, WA Cu] x11.7 1/4' 20' -6 I /2' CLEAR I' - 7 I,4• - 1 16 -0' 24 -0' CLOSE-UP *2 c,I- 20 -0' 24 CLOSE -UP 64 tG22 M.A.SEGALE TUKWILIA, MN (RV 14'0 FRAME i t G003 PROJECT. IUIL0IN0 060ER DESCRIPTION' 7Q'X96'X24' LRF 25tSL /BOMPH UBC 88 3NCOLLAT DRAWING TITLE DOOR DETAIL DRAWING RECEIVED CITY OF TUKWILA OCT 2 5 MO PERMIT CENTER GROW, Y AO FILE Nor OATS 04/30/10 DRAWING WOW •,RL1. D90- 077557-058 1 00 .♦ r •t • • PART 00RTAL COLUMN 544110 257 •2 PORTAL SIAM 511150 273 -6 TOP FLANGE • 10' X .430' 00110M FLANGE • 10' X .431' wee THICKNESS - SECTION DESIGN INFORMATION .160' PART DEPTH • 17 11/16' T00 FLANGE • 10' IC .130• BOTTOM FLANGE • 10' X .130' WES THICKNESS • .160' PART WIN • IF 11/10' PART DOOR HEADER 500130 0000 MEAGER 5110147 DOOR POST 510253 REVISION N0. I K0 THICKNESS FLANGE DESCRIPTION 7LANOI 1 1 4110 77 RADIU6 THICKNESS FLANGE -J DEPTH 1'•0• 1. - I . - 700 / OUTSIDE FLANGE 00110H / INSIDE C SECTION DESIGN INFORMATION PLAICE 3 1/2' 31/2' 3 1/2' . RADIUS THICKNESS 01011100 N0. 2 1.10 7/5• 7/I• 1041000055 .004' .004' .124' RADIUS 1/4' 1 /A' 1/4' PORTAL COLUMN DETAIL 8060 12' DOOR POST DETAIL 0033 DETAIL C040 BUTLER MANUFACTURING COMPANY GENERAL OFFICES•KANSAS CITY. MISSOURI P.1. 1 4- • PORTAL COLUMN TO PORTAL BEAM CONN. USE 1121 7/0' X2 I/4.3325T NI-1I 4 007204 SOL AN0 7/1 HEAT? HEX. NUT 10/32374 USE (41 1/2' X 1 1/1• *00 111' NE X. 10114634/ NUT 10550221 121 3/4' NUTS SNOT ST MCI DOOR POST BASE CLIP CONNECTION 12' DOOR POST 110ENAll 001 (21 112• X 1 I/1' 1102. 1011 w5Sa11 AN0 112' HEX. NUT 46/50221 SIOEVALL DIRT 0011051 60 01RT COWN. AT SINGLE CNR. POST OPEN 111(10. FRAME ENOVALL - 6' {W DINT DOOR HEADER LENGTH .3. •0' 1 1/4' OUTSIDE FLANGE 0000 HEADER NOTES. 1. FIELD CUT 00011 HEADER AND LOCATE 0/16' DIA. MOLES AS 114004. 2. SEE 'MELD YORK SCHEDULE' FOR DIMENSIONS. DETAIL X026 FIELD WORK DOOR HEADER 0ROOIICT OF 1HE =WEEP. ORDER ENGINEERING SYSTEM 0TT0M DOOM POST GUILDER. (AYE STRUT DOOR POST - DOOR WIDTH VEX 14 1/2' X 1 1/4' 4/2' MEX. NUT 51 50332/ DETAIL 00011 ODOR POST TO BOTTOM OF EAYE STRUT NTEOM .IAT COLUMN COLUMN DETAIL 00031 CONTINUOUS SPAN GIRT CONNECTION INTERMEDIATE SAT LOCATION MEMOIR GIRT S F0A11E4J r TO 1/4' MAK. WHILE 0100. VIOTN OR LEN01N CORRECT ALIGNMENT MIS AL IONMENT (AVOID T1FIIE CONDITIONS/ DETAIL 80471 SECONDARY STRUCTURAL ALIGNMENT •A• FIELD LOCATE EAYE STRUT 0/14' DIA. HOLES IN FATE STRUT 11DEVALI GIRLS 4NIE0H. VAT 000R 001T LENGTH USE 31 1/2' X 1 1/4 1/2' HE X. (MOSS) 0503/ 2 NOTES 1. FIELD LOCATE HOLES AS SHOWN. 2. SEE 'MELD VOW 100[018.0' PON 011[NI4001. 1 SIDEVALL SECTION ,F F' h ih 1sr L I DETAIL X040 FIELD WORK DOOR POST PACIFIC NORTHERN CONST- FEDERAL WAY. WA PROJECT. M.A.SEGALE TUKWILIA. M Z - SECTION DESIGN INFORMATION PANT DEPTH FLANGE LIP THICKNESS RADIUS DIRT 550245 311 -4 1' 2 5/0' 3 /4' .050' 1/1• GIRT 550247 311 -4 0' 2 5/0' 7/1' .000' 1/4' GIRT 550200 311 -4 0' 2 5/0' 13/11' .060• 1/4' GIRT 550261 311 -4 I' 2 5/0' 15/16' .051. 1/4' .♦ r •t • • PART 00RTAL COLUMN 544110 257 •2 PORTAL SIAM 511150 273 -6 TOP FLANGE • 10' X .430' 00110M FLANGE • 10' X .431' wee THICKNESS - SECTION DESIGN INFORMATION .160' PART DEPTH • 17 11/16' T00 FLANGE • 10' IC .130• BOTTOM FLANGE • 10' X .130' WES THICKNESS • .160' PART WIN • IF 11/10' PART DOOR HEADER 500130 0000 MEAGER 5110147 DOOR POST 510253 REVISION N0. I K0 THICKNESS FLANGE DESCRIPTION 7LANOI 1 1 4110 77 RADIU6 THICKNESS FLANGE -J DEPTH 1'•0• 1. - I . - 700 / OUTSIDE FLANGE 00110H / INSIDE C SECTION DESIGN INFORMATION PLAICE 3 1/2' 31/2' 3 1/2' . RADIUS THICKNESS 01011100 N0. 2 1.10 7/5• 7/I• 1041000055 .004' .004' .124' RADIUS 1/4' 1 /A' 1/4' PORTAL COLUMN DETAIL 8060 12' DOOR POST DETAIL 0033 DETAIL C040 BUTLER MANUFACTURING COMPANY GENERAL OFFICES•KANSAS CITY. MISSOURI P.1. 1 4- • PORTAL COLUMN TO PORTAL BEAM CONN. USE 1121 7/0' X2 I/4.3325T NI-1I 4 007204 SOL AN0 7/1 HEAT? HEX. NUT 10/32374 USE (41 1/2' X 1 1/1• *00 111' NE X. 10114634/ NUT 10550221 121 3/4' NUTS SNOT ST MCI DOOR POST BASE CLIP CONNECTION 12' DOOR POST 110ENAll 001 (21 112• X 1 I/1' 1102. 1011 w5Sa11 AN0 112' HEX. NUT 46/50221 SIOEVALL DIRT 0011051 60 01RT COWN. AT SINGLE CNR. POST OPEN 111(10. FRAME ENOVALL - 6' {W DINT DOOR HEADER LENGTH .3. •0' 1 1/4' OUTSIDE FLANGE 0000 HEADER NOTES. 1. FIELD CUT 00011 HEADER AND LOCATE 0/16' DIA. MOLES AS 114004. 2. SEE 'MELD YORK SCHEDULE' FOR DIMENSIONS. DETAIL X026 FIELD WORK DOOR HEADER 0ROOIICT OF 1HE =WEEP. ORDER ENGINEERING SYSTEM 0TT0M DOOM POST GUILDER. (AYE STRUT DOOR POST - DOOR WIDTH VEX 14 1/2' X 1 1/4' 4/2' MEX. NUT 51 50332/ DETAIL 00011 ODOR POST TO BOTTOM OF EAYE STRUT NTEOM .IAT COLUMN COLUMN DETAIL 00031 CONTINUOUS SPAN GIRT CONNECTION INTERMEDIATE SAT LOCATION MEMOIR GIRT S F0A11E4J r TO 1/4' MAK. WHILE 0100. VIOTN OR LEN01N CORRECT ALIGNMENT MIS AL IONMENT (AVOID T1FIIE CONDITIONS/ DETAIL 80471 SECONDARY STRUCTURAL ALIGNMENT •A• FIELD LOCATE EAYE STRUT 0/14' DIA. HOLES IN FATE STRUT 11DEVALI GIRLS 4NIE0H. VAT 000R 001T LENGTH USE 31 1/2' X 1 1/4 1/2' HE X. (MOSS) 0503/ 2 NOTES 1. FIELD LOCATE HOLES AS SHOWN. 2. SEE 'MELD VOW 100[018.0' PON 011[NI4001. 1 SIDEVALL SECTION ,F F' h ih 1sr L I DETAIL X040 FIELD WORK DOOR POST PACIFIC NORTHERN CONST- FEDERAL WAY. WA PROJECT. M.A.SEGALE TUKWILIA. M •A' 00011 WIDTH • 10 3/4 41' 7/8• 1 1/4' SCRAP X1 7// SCRAP 'A• '8• 1 1/4' SCRAP 3UISIDE / INSID IRMATION MATION LIP 7/6' 7/8' THICKNESS .084' .004' .124' RADIUS 1/4• 1/4' 1/4' THICKNESS .060' .060' .066' 06I RADIUS 1/4' 1/4' 1 /4' 1 /4' VTION I. 2 k PORTAL COLUMN 12' 0008 POST DETAIL DETAIL X026 BUTLER MANUFACTURING COMPANY GENERAL OFFICES- KANSAS CITY. MISSOURI PORTAL OEM OETAIL 80601 PORTAL COLUMN 10 PORTAL BEAM CONN. CLIP 1343317) 0 DOOR POST BASE CLIP CONNECTION 12' DOOR POST 310EYALl HEN. ( MOLT / (0910031 / AND ITV HEX. NU1 1013032) SIDEVALL GIRT DETAIL C0401 OPEN IN1(6)1. FRAME [NOVALL SINGLE 8 V GI OUTSIDE FLANGE ODOR HEADER ODOR HEAD LEN COL USE 112) 7/9' X 2 1/4' A32ST HI-STREAM Aa 0 7/6' HEAT? HEN. NUT 10932371 USE (41 1/2• X 1 1/4' THIN NO. BOLT 10916361 AND 1/3• HEX. NUT 10930321 (2) 3 /4' NUTS (NOT ST MCI NOTES, 1. FIELD CUT DOOR HEADER AND LOCATE 1/18' DIA. HOLES AS SHOWN. 2. SEE 'F(ELO YORK SCHEDULE' FOR DIMENSIONS. FIELD WORK DOOR HEADER PRODUCT OF THE ORDER ENGINEERING SYSTEM DETAIL D001 DETAIL 1 r01RT % P F ih t 1 I l rl L. L MIS - ALIGNMENT 141010 THESE 00001110NS1 DETAIL 00471 SECONDARY STRUCTURAL ALIGNMENT OUT BOTTOM DOOR POST 10110(0. [AVE STRUT DOOR MOTH USE 11 1/2' X I 1/4• HEX. 0017 (003085) AND 1/2' HEX. NUT 1005032) SIDEVALL COLUMN 0003 1 TOP 10 116ER Cu► 13601161 0008 POST DOOR POST TO BOTTOM OF EAVE STRUT FRANL CONTINUOUS SPAN GIRT CONNECTION INTERMEDIATE SAT LOCATION FLUSH 10 1/4• MAN. 0100. VIDTN OR 1(NO1H CORRECT ALIGNMENT 0000 POST LENGTH •A' "'o \. 0UAN1L 1 FIELD LOCATE SAYE STRUT 9/16' DIA. HOLES IN (ATE STRUT SIDEVALL COLUMN SIDEVALL 01615 IAT NOTES. 1. FIELD LOCATE HOLES AS SHOW. 2. SEE •FULL0 MONK SCHEDULE FOR OI1EN8)ONS. CLIP 1560)11) � `k 1 6IDEVALL SECTION USE (61 1/2' X 1 ( /4' HEX. 6011 10150631 AND 1/2' HEX. NUT 10830321 0001 POST DETAIL X0401 FIELD WORK DOOR POST PACIFIC NORTHERN CONST- FEDERAL WAY. WA PROJECT a M.A.SEGALE TUKWILIA. MN 7 USE 12) 1/2' N 1 1/4' HEX. BOLT 10930851 AND 1/2• HEX. NUT 10950321 DETAIL 0006 TAT DETAIL 00041 SIDEVAII COLUMN DETAIL X045 DOOR POST USE 12) 1/2' X 1 1/4' THIN N0. BOLT 10001311 AND 1/2' NIX. NUT (0960321 1.10 P 00119 611 DOOR HEADER TO DOOR POST 1 BAT FRAME USE 16) 1/2' X I I/4• HEX. 0011 10930631 AND 1/2' HEX. NUT (083032) CONTINUOUS 0 SPAN L o181 CONNECTION DETAIL 02231 SINGLE 01RT 10 DOOR POST CONNECTION DOOR POST LE 0TH OUTSIDE FLANGE DOOR POST 0000 POST SIDEVALL COLUMN BUILDING DAM DESCRIPTION. CLIP 15/01321 FIELD WORK DOOR P051 70'X96'X24' LRF 251SL /80MPH U8C 88 36COLLAT USE 121 1/2' X 1 1/4• THIN H0. 601.1 (0966361 AND 1/2' HEX. NUT (0550321 0006 HEADER 1 810(4(411 SECTION GIRT USE (21 1/2' X 1 1/4' 12' HEX. NCI 10030 2) NOTES, 1. FILM, CUT DOOR POST AND LOCATE HOLES AS SHOWN. .E.. SSE 'F)ELO WORK SCHEDULE' FOR DIMENSIONS. DRAWI110 TITLE DOOR CL IP ANGLE (7000021 DOOR POST PORTAL 9EAM WIDTH USE 14) 3/4• X 1 I/2' A32ST NI•1T0EN0 N BOLT (0117283) AND 3/4' HEAP HEX. NUT (003233) OETAIL 00071 DOOR POST TO PORTAL FRAME USE (41 1/2' X 1 1/4' HEX. 004.1 1005095/ MO 1/2' HEX. NUT 1003032) NOICN BOTTOM 3' 0117 LEO OF 016) FIELD 6/16• 01A. HOLE IN CLIP 13431621 3 I. 1' -1' (NOTCH) FIELD 9/18' DIA. NAVIES HOLES 10 GIRT DETAIL 60)4 1 SIOEWALL GIRT TO PORTAL FRAME CONN. INTERMEDIATE SAT LOCATION SUS 1. 113410 FIELD LOCATE 13/16. 01A. HOLESG CAGE PDATAL BEAM 13431621 RI LEN 0101 DOOR WIDTH 1 CLIP ANGLE (7000021 PORTAL FRAME COLUMN 9 1/4' SIDEVALL COLUMN 1(O WALL OIR1 1/4' IMF.) 4 PRATE PANEL HOLES THIS FLANGE S 3/6' NOTES 1. FIELD CUT OM AND LOCATE 6 /1 6 DIA. N01(1 AS SNOW. 2. SEE 'FIELO WORK SCIEOULE' FOR 011)0)41(061. DETAIL X0021 FIELD WORK 000R SIOE DIMS ONE DOOR PER 888/E8 SECTION - BELOW HEADER GILT 4 6jO0E061 1011 8• NR.T 014131) iii' 151 ". 74030) N0111 001 1101/1* 9 1/4' Its. IMO (0161 IN •140j6 See (0150101 ARS ( /0' TIN. AN NO NAAS CN KI, AS 1 0 O. W 10150311 P° Ht. fOI TT1E2 .P4I IV/IRi10N ;Eie UWi: C•105s0'b DETAIL 21241 GIRT TO RAKE CHANNEL CONN. OCT 2 5 'at) PERMIT CENTER AC FILE N0. 1 ■.• WALL SECONDARY ORGUP.9 J DATE , 04/30/90 STRUCTURAL ELEVATION DETAIL SHEET DRAWING WSW REV. D90- 077557 -05C I 00 RCCCf'CO CITY OF TUKWILA Jan. 14, 1991 Robert Flory Pacific Northern Constructors P.O. Box 4217 Federal Way, WA. 94063 To Whom It May Concern: Please accept this letter an our certification that the Butler components of the subject building when ordered in accordance with Butler standards will be designed in accordance with the 1978 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold - Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manuel. Loads applied to the subJect building are in accordance with the 1988 Edition of the Uniform Building Code. The subJect building is designed to carry a basic roof now load of 25 pounds per square foot and a collateral load of 3,0 pounds per square foot in addition to the dead load of the structure. The building is designed for a basic wind speed of 80 N.P.N., exposure factor "B" applied in accordance with Section 2311 of the Uniform Building Code. The Building is designed for Seismic Zone 3 in accordance with Section 2312 of the Uniform Building Code and importance factor 1.0. Load combinations are in accordance with Section 2303 (f) of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with' the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. (Reference "Analysis of Existing Prase" dated 1-7 -91.) Mtn'` drb Butler Manufacturing Company 7440 Doe Avenue Post Office Box 1590 Visalia, California 93279 -1590 Phone: (209) 6514855 70' Wide x 24' Tall Existing Frame H.A. Segale Tukvilia, WA. BMC Order No. 04- 077557 -1 Cordially yours, Mark G. Crawford, P.E. Project Engineer eI1dSIA /54W mlins TE:.T t6, Pt Nor Structural Line RAF : 'At * -`016 4F - 15Tu46 c . L 1 IP PATE &If4 -E R J e is 14o. 0?"755 7 r 8 11 % O 40625" Y GENERAL. NOTES . Roof Pitch - 1 t 12 2. Column Knee Depth - 36" 3. Roof Beam Knee Depth - 36" x 4. Eunuch Depth - - I2" 6: ,Anchor Bolts 6. Flange Braces 4 - 3/4" 0 Bolts Knee, lit & 2nd Girls & lst. 2nd, 4th & 6th Purity's 5.jct51 P1C4 FrAM� C O* S ylo J , £ Frame. 1 },ta SGT 1.E 6 Cte1GAK1 -) r_. FORM NO, 250.10 BUTLER MFG. COMPANY ENGINEERING DATA JOB PAN � ()MI t 1-ek. A . SG ein,a?,tra . G o h1TG -14T3 f'1.A ty !-A• o LET 1 e - E . P e a s fa ale Li 4 ANL MADE BY MG• REVI• SION CKD. SY F -2 ..1 F'Zc' T4 5 -42- M • • • r FILE'N0:. 1 0,1 1 74 , 5 , 6' • •.} •. i PAGE "" O F x lS[ ► •4.. F Av1 E - o uttitiumm,, �, Q �h;�F wasH;v.,04, . Q• 11 x'27137 ' I. .IF '. 1 s4ss 0 ONA t t , `, J FORM NO. 25000 BUTLER MFG. COMPANY ENGINEERING DATA ' PAC. 1 F tooIZTHEsztJ t'. AN. • SE -S ALE MADE BY REVI• SION 2 CKD, BY DATE : FILE NO. 07755 PAGE OF DIV. L.�w HAS 1 S GP.Nap7 RS Sal Gp.11oP E re, F '1m.. To 6E # 41.1k.,1-YMED WI' + - LOAVs L?�C1ST`C� B �,� 130TH I31—PC. S aRva'R No. 677557 44oTe. I. DATA% TKO E7t1gTt� 14 D Wa4.5 5 t1PPLtE.O Q Y Gt4 -E.N GN,hrMRJ, P.E... Gt►Ew Gr+APMAN 'S tiALL. 'Rev I t-/ THE FQLc.OWINC F�P�1+1E. SPA -IGE. A,t4PI -`(C(S 'To kjE•1zIF"C Ttt'AT PrLL INPUT ITEMS A64t.E.. C-oR'te.ed.T. (W-SO cH U.CV- SPt.1 p`ta 80 LT PATH. ) 2, i ouNog-nor4s S NAL.L. bE B Y oTHSRS . DATE: 01 /07/91 TIME: 10:03 AM ORDER # MC1234 BUILDER — BLDR CONTACT DESIGN SYSTEM FRAME # 51 LAVE HEIGHT FRAME HEIGHT COL. CLEAR HT. SLOPE (P /12.) DIST. TO RIDGE COLUMN OFFSET GIRT DEPTH PURLIN DEPTH JOINT NUMBER 1 2 3 4 5 LEFT SIDE 23.794 FT. • 23.000 FT. • 20.295 FT. • 1.000 = 35.000 FT. 8.000 IN. • 0.000 IN. • 9.500 IN. (UNINSULATED) JOINT DATA X —COORD Y —COORD FT FT 1.000 0.000 1 1 2.241 21.585 0 0 35.000 24.746 0 0 67.759 21.585 0 0 69.000. 0.000 1 1 F R A M E D E S I G N BLDR PHONE # — (TYPE) (WIDTH) DESCRIPTION LRF 70' -0^ RIGHT SIDE 23.794 FT. 23.000 FT. 20.295 FT. 1.000 35.000 FT. 8.000 IN. 0.000 IN. 9.500 IN. (UNINSULATED) DEGREE —OF— FREEDOM MEMBER X Y MZ Z MX NUMBER 0 0 0 0 0 1 1 0 1 1 0 0 0 0 0 ( 0 = FREE 1 = FIXED ) SPAN NO. 1 1 2 3 4 E) St PRAM.E G R A L BLDR ORDER # PROJ NAME — (H EIGHT) (SNOW) (WIND) 24' -0" 25 PSF 80 MPH WIDTH = 70.000 FT JOINTS 1 — 2 2 — 3 4 — 3 5 — 4 I N F O R M A T I O N MISCELLANEOUS PROPERTIES MODULUS OF ELASTICITY CMx CMU(stepped column /no wind) CMY(pinned in minor axis) CMY(fixed in minor axis) MEMBER DATA MOM. RELEASE K VALUES START END IN PLANE OUT OF PLANE 0 0 0 0 (CODE /YEAR) 0 0 0 0 1.50 1.50 1.50 1.50 ( 1 = RELEASE 0 = NO RELEASE ) = 0.850 = 0.950 = 0.600 = 0.400 1.00 1.00 1.00 1.00 6: ,3 PAGE: BLDR ACCOUNT # 20 -66- 666 -66 ENGR GRP — VISALIA (SLOPE) UBC 88 1.00 TO 12 = 29000 ESI F . I N A L FRAME . D E S I G N , O N D A R Y L O C A T I O N S . PAGE: 3 C DATE: 01/07791 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20- 66- 666 -66 PROJ NAME - ENGR GRP - VISALIA (SNOW) (WIND). (CODE /YEAR). (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 ORDER # MC1234 BLDR CONTACT - BUILDER - BLDR PHONE # - - (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME #.51 DESCRIPTION LRF 70' -0" 24' -0" BRACE CODE BRACE DESCRIPTION O FL Outside flange only braced o -IF Outside and Inside flange braced O -SF Outside braced and inside Single flange brace COLUMN 1 - 2 GIRTS LOCATED AT 0.00FT 7.50FT 15.50FT 23.79FT BRACED AT 0 -IF 0 -SF 0 -SF 0 -IF ROOFBEAM 2 - 3 PURLINS LOCATED AT 0.00FT 3.98FT 8.98FT 13.98FT 18.98FT 23.98FT 28.98FT 33.98FT BRACED AT 0 FL 0 -SF 0 -SF 0 FL 0 -SF 0 FL 0 -SF 0 FL ROOFBEAM 4 3 PURLINS LOCATED AT 0.00FT 3.98FT 8.98FT 13.98FT 18.98FT 23.98FT 28.98FT 33.98FT BRACED AT 0 FL 0 -SF 0 -SF 0 FL 0-SF 0 FL 0 -SF 0 FL COLUMN 5 - 4 GIRTS LOCATED AT BRACED AT 0.00FT 7.50FT 15.50FT 23.79FT 0 -IF O -SF 0 -SF 0 -IF DATE: 01/07/91 TIME: 10:03 AM ORDER f MC1234 BLDR CONTACT - BUILDER - BLDR PHONE f - - (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME f 51 DESCRIPTION LRF 70' -0 " 24'-0" DISTANCE TO ANALYSIS POINTS COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER APPLIED LOADS + VERT OR FY - UPWARD + HORZ OR FX - TOWARDS RIGHT + MOMT OR MZ - COUNTER - CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X -DIST I5 FROM LEFT STRUCTURE LINE (HORIZONTAL) Y -DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, & TAPER) COLUMNS USE Y- DISTANCE ROOF BEAMS USE X- DISTANCE FOR LOAD TYPES 4,5 (MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL - MEMBER I5 IN COMPRESSION + SHEAR - OUTWARD FORCE ON END OF MEMBER + MOMENT - COMPRESSION ON OUTER FLANGE FRAME REACTIONS REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL I5 UPWARD + MOMENT IS COUNTER - CLOCKWISE F I N A L F R A M E D E S I- C PAGE: 4 BLDR ORDER f BLDR ACCOUNT f 20 -66- 666 -6 PROJ NAME - ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 EXPLANATION OF LOAD TABLE HEADINGS FOR LOAD TYPES 1,3 (UNIF & TAPER) X1 & 71 ARE STARTING LOAD MAGNITUDES (KIPS /FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS /FT) (IGNORE Z1, X1 =X2 OR 71 =72 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN -KIPS) (IGNORE 12 & Y2) DATE: 01 /07/91 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE # — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 ORDER #.MC1234 BLDR CONTACT — BUILDER — GENERAL BUILDING INFORMATION— 24.000 FT. DESIGN BAY = TOTAL BUILDING LENGTH = 96.000 FT. PANELS TYPE DESCRIPTION - WEIGHT II 26STL 1.12 PSF LEFT SIDEWALL BR 24STL 2.70 PSF (INCLUDING. ALLOWANCE FOR SECONDARIES) ROOF MR24 RIGHT SIDEWALL MON04 24/24 2.88 PSF CANOPY / OVERHANG / WIDTH — EXTENSION LEFT SIDEWALL = 15.000 FT. CANOPY RIGHT SIDEWALL = 10.000 FT. CANOPY BUILDING USE AND LOCATION STATE COUNTY USE CATEGORY = WASHINGTON = RING = 1: Normal use APPLIED LOADINGS BUILDING. CODE = UDC, — 1988 DEAD LOAD (DL ) = COLLATERAL LOAD (CLL) = ROOF SNOW LOAD (SL ) = COEFFICIENTS LEFT CANOPY /OVERHANG LEFT ROOF RIGHT ROOF RIGHT CANOPY /OVERHANG FINAL D E S I G`N O A D. 'S U M 2.700 PSF + FRAME DL 3.000 PSF 25.000 PSF SLOPE REDUCTION. FACTOR 100.002 100.002 100.002 100.002 (INLAND) LOAD COEFF 1.00 1.00 1.00 1.00 MIN COUNTY GROUND SNOW LOAD. _ _;* PSF NET ROOF LOAD (PSF) 25.00 25.00 25.00 25.00 P i PAGE: DATE: 01/07/91 TIME: 10:03 AM ORDER 4 MC1234 BUILDER - BLDR CONTACT - DESIGN SYSTEM FRAME 4 51 UNBALANCED SNOW LOADS (SLL), (SLR) ROOF SNOW LOAD (SL ) = 25.000 PSF COEFFICIENTS LEFT CANOPY /OVERHANG LEFT ROOF RIGHT ROOF RIGHT CANOPY /OVERHANG WIND LOADS WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE EXPOSURE FACTOR WIND ENCLOSURE COEFFICIENTS LEFT CANOPY /OVERHANG LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL RIGHT CANOPY /OVERHANG SEISMIC LOADS (EQ ) PERCENT SNOW LOAD SEISMIC ZONE = 3 MIN CTY SEISMIC ZONE = 0 : F I N A L D E S:I G N BLDR PHONE 4 - - (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF 70' -0" 24' -0" 80.000 MPH ( 13.600 PSF) = 80.000 MPH ( 13.600 PSF) = 80.000 MPH ( 13.600 .PSF) 1 B = ENCLOSED = 0.000% SLOPE REDUCTION FACTOR 100.00% 100.00% 100.00% 100.00% . WIND FROM LEFT (WLL) - 1.200(SUCTION ) 0.800(PRESSURE) - 0.700(SUCTION ) - 0.700(SUCTION ) - 0.500(SUCTION ) - 1.200(SUCTION ) LOAD COEFF 2.00 1.00 1.00 2.00 0 A D S U M M A.R Y MIN COUNTY WIND SPEED WIND FROM RIGHT (WLR) - 1.200(SUCTION ) - 0.500(SUCTION ) - 0.700(SUCTION ) - 0.700(SUCTION ) 0.800(PRESSURE) - 1.200(SUCTION ) !MDR . ORDER 3 PROJ NAME - (SNOW) (WIND) 25 PSF 80 MPH NET ROOF LOAD .(PSF) 50.00 25.00 25.00 50.00 LEFT CANOPY /OVERHANG LEFT ROOF RIGHT ROOF RIGHT CANOPY / OVERHANG Z FACTOR I FACTOR Rv FACTOR SOIL PROFILE S FACTOR Ct FACTOR T FACTOR C FACTOR C /Rv FACTOR NET SEISMIC FACTOR 0.000 0.000 0.000 0.000 C PAGE: BLDR ACCOUNT 4 20- 66- 666 -66 ENGR GRP - VISALIA (CODE /YEAR) (SLOPE) UBC 88 1.00 TO 12 INTERNAL PRESSURE (IP ) = 0 MPH INCLUDES 1.00 IMPORTANCE FACTOR • 7.700 PSF 7.700 PSF 7.700 PSF 7.700 PSF 0.300 = 1.000 = 1.000 = 0.000 • 0.000 = 0.000 • 0.000 ▪ 0.458 0.1374 INTERNAL SUCTION (IS ) 0.000 0.000 0.000 0.000 DATE: 01/07/91 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 ORDER # MC1234 BLDR CONTACT - BUILDER - LCN LOAD DESCRIPTION STRESS LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + SL 1.000 100.00 DL 100.00 CLL 100.00 SL 2 DL + WLL 1.333 100.00 DL 100.00 WLL 3 DL + WLR 1.333 100.00 DL 100.00 WLR 4 DL + CLL + SL +.5WLL 1.333 100.00 DL 100.00 CLL 100.00 SL 50.00 WLL 5 DL + CLL + .5SL +WLL 1.333 100.00 DL 100.00 CLL 50.00 SL 100.00 WLL 6 DL + CLL + SL +.5WLR 1.333 100.00 DL 100.00 CLL 100.00 SL 50.00 WLR 7 DL + CLL + .5SL +WLR 1.333 100.00 DL 100.00 CLL 50.00 SL 100.00 WLR 8 DL + CLL + EQL 1.333 100.00 DL 100.00 CLL 100.00 EQ 9 DL + CLL + EQR 1.333 100.00 DL 100.00 CLL - 100.00 EQ 10 DL +CLL+1 /2SL+CR1 1.000 100.00 DL 100.00 CLL 50.00 SL 100.00 CR1 11 DL +CLL+1 /2SL+CR2 1.000 100.00 DL 100.00 CLL 50.00 SL 100.00 CR2 12 DL +CLL +1 /2WLL +CR1 1.333 100.00 DL 100.00 CLL 50.00 WLL 100.00 CR1 13 DL +CLL +1 /2WLL +CR2 1.333 100.00 DL 100.00 CLL 50.00 WLL 100.00 CR2 14 DL +CLL+1 /2WLR +CR1 1.333 100.00 DL 100.00 CLL 50.00 WLR 100.00 CR1 15 DL +CLL +1 /2WLR +CR2 1.333 100.00 DL 100.00 CLL 50.00 WLR 100.00 CR2 16 DL + CLL + 2.25E41. 1.333 100.00 DL 100.00 CLL 225.00 EQ 17 DL + CLL + 2.25EQR 1.333 100.00 DL 100.00 CLL - 225.00 EQ 18. DL + CLL + USL 1.000 100.00 DL 100.00 CLL 100.00 USL 19 DL+CLL +EQL +CR2 1.333 100.00 DL 100.00 CLL 100.00 EQ 100.00 CR2 20 DL+CLL +EQR +CR1 1.333 r 100.00 DL 100.00 CLL - 100.00 EQ 100.00 CR1 'ID. Load Casi - :.r�.. J'v.r 1•. - .R Y . iYiaw DL DEAD LOAD CLL COLLATERAL LOAD >} -! SL SNOW LOAD WLL WIND LOAD LEFT WLR WIND LOAD RIGHT EQ SEISMIC LOAD SLL MIN SNOW LOAD LEFT SLR MIN SNOW LOAD RIGHT- CR1 CRANE LEFT C22 CRANE .RIGHT X' :USL UNBALANCED SNOW LOAD F I N A L FRAME D E S I G N L : O A D C O N D I T I O N S PAGE: 7 DATE: 01/07/91 TIME: 10:03 AM ORDER P MC1234 BLDR CONTACT - DESIGN SYSTEM FRAME IF 51 DESCRIPTION LRF 70' -0" LOAD CASE (DL ) DEAD LOAD LOAD LABEL DL DL CDL CDL 0 MEMBER JOINTS LOAD NO (START -END) TYPE 2 3 2 3 2 - 4 - 2 - 4 - BUILDER - 3 UNIF 3 UNIF 3 MCONC 3 MCONC LOAD CASE (CLL) COLLATERAL LOAD LOAD LABEL CLL CLL CCLL CCLL MEMBER JOINTS LOAD NO (START -END) TYPE 2 2 - 3 3 4 - 3 2 2 - 3 3 4 - 3 LOAD CASE (SL ) SNOW LOAD LOAD LABEL WLL WLL WLL WLL CWLL CWLL MEMBER JOINTS LOAD NO (START -END) TYPE SL 2 2 - SL 3 4 - CSL 2 2 - CSL 3 4 - 2 3 4 2 3 3 UNIF 3 UNIF 3 MCONC 3 MCONC LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE 2 UNIF 3 UNIF 3 UNIF 4 UNIF 3 MCONC 3 MCONC r F R A M E D E S I G N P P L I E D L O AD S 0.00 35.00 0.00 70.00 UNIF 0.00 UNIF 35.00 MCONC 0.00 MCONC 70.00 BLDR PHONE It - (TYPE) (WIDTH) DISTANCES FT FT 35.00 70.00 22.66 22.66 DISTANCES FT FT 35.00 70.00 22.66 22.66 DISTANCES FT FT 0.00 35.00 0.00 70.00 35.00 70.00 22.66 22.66 DISTANCES FT FT 0.00 23.79 0.00 35.00 35.00 70.00 0.00 23.79 0.00 22.66 70.00 22.66 BLDR ORDER $ PROJ NAME - (HEIGHT) (SNOW) (WIND) 24° -0■ 25 PSF 80 MPH x 0.000 K /FT 0.000 K /FT 0.000 KIP 0.000 KIP x 0.000 K /FT 0.000 K /FT 0.000 KIP 0.000 KIP x 0.000 K /FT 0.000 E /FT 0.000 KIP 0.000 KIP X 0.261 K /FT -0.228 K /FT 0.228 K /FT 0.163 K /FT 0.000 KIP 0.000 KIP LOADS Y - 0.064 K /FT - 0.064 K /FT - 0.972. KIP - 0.648 KIP LOADS V - 0.071 K /FT - 0.071 K /FT - 1.080 KIP -0.720 KIP LOADS -0.600 K /FT -0.600 K /FT - 18.000 KIP - 12.000 KIP LOADS Y 0.000 K /FT 0.228 K /FT 0.228 K /FT 0.000 K /FT 5.875 KIP 3.916 KIP (CODE /YEAR) UBC 88 Z 0.000 K /FT 0.000 K /FT 87.480 IN -K - 38.880 IN -K Z 0.000 K /FT 0.000 K /FT 97.199 IN -K - 43.200 IN -K 0.000 K /FT 0.000 K /FT 1620.000 IN -K - 720.000 IN -K Z 0.000 K /FT 0.000 K /FT 0.000 K /FT 0.000 K /FT - 528.768 IN -K 235.008 III -K BLDR ACCOUNT $ 20 -66- 666 -66 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION PAGE: 8 F R A M E 4001 D E S I G N - P P L I E D L O A D S DATE: 01 /0'I/91 PAGE: 9 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT T3 ORDER T BUILDER - PROJ NAME - ENGR GRP - VISALIA . - - BLDR PHONE # - - (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME It 51 DESCRIPTION LRF 70' -O" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LOAD CASE (WLR) WIND LOAD RIGHT LOADS DIRECTION/ LOAD MEMBER JOINTS LOAD DISTANCES LO Z LOCATION LABEL NO (START -END) TYPE FT FT X WLR 1 1 - 2 UNIF 0.00 23.79 -0.163 K /FT 0.000 K /FT 0.000 K /FT WLR 2 2 - 3 UNIF 0.00 35.00 -0.228 K /FT 0.228 K /FT 0.000 K /FT WLR 3 4 - 3 UNIF 35.00 70.00 0.228 K /FT 0.228 K /FT 0.000 K /FT W LR 4 5 - 4 UNIF 0.00 23.79 -0.261 K /FT 0.000 K /FT 0.000 K /FT CWLR 2 2 - 3 MCONC 0.00 22.66 0.000 KIP 5.875 KIP - 528.768 IN -K CWLR 3 4 - 3 MCONC 70.00 22.66 0.000 KIP 3.916 KIP 235.008 IN -K LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTANCES. LOADS DIRECTION/ LABEL NO (START-END) TYPE FT FT X Y Z LOCATION EQ 1 1 - 2 UNIF 0.00 23.79 0.003 K /FT 0.000 K /FT 0.000 K /FT EQ 2 2 - 3 CONC 0.00 0.888 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 3 4 - 3 CONC 70.00 0.888 KIP 0.000 KIP 0.000 IN -K Outside flange EQ 4 5 - 4 UNIF 0.00 23.79 0.009 K /FT 0.000 K /FT 0.000 K /FT .CEQ 2 2 - 3 MCONC 0.00 22.66 0.380 KIP 0.000 KIP 0.000 IN -K CEQ 3 4 - 3 MCONC 70.00 22.66 0.253 KIP 0.000 KIP 0.000 IN -K LOAD CASE (SLL) MIN SNOW LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION SLL 2 2 - 3 UNIF 0.00 35.00 0.000 K /FT -0.600 K /FT 0.000 K /FT CSLL 2 2 - 3 MCONC 0.00 22.66 0.000 KIP - 18.000 KIP 1620.000 IN -K LOAD CASE (SLR) MIN SNOW LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO. (START -END) TYPE FT FT % Y Z LOCATION SLR 3 4 - 3 UNIF 35.00 70.00 0.000 K /FT CSLR 3 4 - 3 MCONC 70.00 22.66 0.000 KIP -0.600 K /FT 0.000 K /FT - 12.000 KIP - 720.000 IN -K DATE: 01/07/91 TIME: 10:03 AM F . R A M E , _ D E S I G N P P L I E D - L O A D S . BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 - - -- ORDER # MC1234 BLDR CONTACT - BUILDER - LOAD CASE (CR1) CRANE LEFT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CR1 1 1 - 2 MCONC 4.38 16.50 0.000 KIP - 16.300 KIP 0.000 IN -K CR1 4 5 - 4 MCONC 65.63 16.50 0.000 KIP -4.500 KIP 0.000 IN -K CR1 1 1 - 2 CONC 18.75 -1.119 KIP 0.000 KIP 0.000 IN -K Inside flange CR1 4 5 - 4 CONC 18.75 -1.119 KIP 0.000 KIP 0.000 IN -K Inside flange LOAD CASE (CR2) CRANE RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION CR2 1 1 - 2 MCONC 4.38 16.50 0.000 KIP -4.500 KIP 0.000 IN -K CR2 4 5 - 4 MCONC 65.63 16.50 0.000 KIP. - 16.300 KIP 0.000 IN -K CR2 1 1 - 2 CONC 18.75 1.119 KIP 0.000. KIP 0.000 IN -K. inside flange CR2 4 5 - 4 CONC 18.75 1.119 KIP 0.000 KIP 0.000 IN -K Inside flange LOAD CASE (USL) UNBALANCED SNOW LOAD LOAD MEMBER JOINTS LOAD . r DISTANCES LOADS DIRECTION/ LABEL NO (START -END) TYPE FT FT X Y Z LOCATION USL 2 2 - 3 UNIF 0.00 35.00 0.000 K /FT -0.600 K /FT USL 3 4 - 3 UNIF 35.00 70.00 0.000 K /FT -0.300 K /FT CSL 2 2 - 3 MCONC 0.00 22.66 0.000 KIP - 18.000 KIP CSL 3 4 - 3 MCONC 70.00 22.66 0.000 KIP -6.000 KIP 0.000 K /FT 0.000 K /FT 1620.000 IN -K - 360.000 IN -K C_'; PAGE: 10 F I N A L F R A M E D E S I G N S E C T I O N P R O P E R T I E E DATE: 01/07/91 TIME: 10:01 AM PAGE: 11 ORDER # MC1234 BUILDER - BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0* 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE - 8.500 X 0.375 WEB = 0.164 INNER FLANGE = 8.500 X 0.375 SECTION NO. 2 OUTER FLANGE = 8.500 X 0.375 WEB = 0.219 INNER FLANGE = 8.500 X 0.375 ANAL SEC DIST DEPTH AREA IX IX RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 7.56 97.94 38.39 2.38 2.38 9.12 2.14 2.33 2.33 4.13 4.13 44.21 7.51 7.51 2 3.75 13.17 8.41 287.35 38.39 2.33 2.33 9.12 2.14 2.33 2.33 4.13 4.13 75.75 7.51 7.51 3 7.50 18.35 9.26 589.33 38.39 2.29 2.29 9.12 1.88 2.20 2.20 7.49 7.49 107.30 8.01 8.01 4 10.49 22.48 9.94 919.00 38.39 2.25 2.25 9.12 1.88 2.20 2.20 7.49 7.49 132.50 8.01 8.01 5 2 10.51 22.49 11.14 967.35 38.40 2.20 2.20 9.12 1.88 2.20 2.20 7.49 7.49 99.28 8.01 8.01 6 15.50 29.38 12.65 1769.77 38.41 2.13 2.13 9.12 1.88 2.20 2.20 7.49 7.49 130.75 8.01 8.01 7 16.50 30.76 12.95 1965.34 38.41 2.12 2.12 9.12 1.70 2.10 2.10 10.26 10.26 137.05 4.80 4.80 8 18.75 33.87 13.63 2450.86 38.41 2.09 2.09 9.12 1.70 2.10 2.10 10.26 10.26 151.22 4.80 4.80 9 20.29 35.99 14.09 2820.87 38.41 2.07 2.07 9.12 1.70 2.10 2.10 10.26 10.26 160.93 ' 4.80 4.80 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 8.000 X 0.313 WEB = 0.250 INNER FLANGE = 8.000 X 0.313 SECTION NO. . 2 OUTER FLANGE = 8.000 X 0.406 WEB = 0.164 INNER FLANGE = 8.000 X 0.406 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LOBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 3.42 36.00 13.85 2516.71 26.76 1.83 1.83 8.93 1.40 1.84 1.84 14.18 14.18 141.50 , 4.00 0.57 2 3.98 35.00 13.60 2353.07 26.75 1.84 1.84 8.93 1.47 1.89 1.89 12.21 12.21 137.51 5.02 5.02 3 8.98 26.17 11.39 1184.15 26.74 1.93 1.93 8.93 1.47 1.89 2.06 12.21 6.90 102.17 5.02 10.05 4 13.98 17.33 9.18 459.89 26.73 2.04 2.04 8.93 1.62 1.99 2.06 8.69 6.90 66.83 5.02 10.05 5 17.00 12.01 7.85 202.03 26.72 2.12 2.12 8.93 1.87 2.13 2.06 5.11 6.90 45.53 5.02 10.05 6 2 17.00 12.00 8.33 237.72 34.65 2.21 2.21 8.93 1.87 2.13 2.06 5.11 6.90 68.25 , 5.02 10.05 7 18.98 13.76 8.62 319.44 34.65 2.19 2.19 8.93 1.87 2.13 2.06 5.11 6.90 78.96 5.02 10.05 8 23.98 18.21 9.35 586.56 34.65 2.16 2.16 8.93 1.97 2.18 2.16 4.92 5.61 106.06 5.02 10.05 9 28.98 22.65 10.08 946.01 34.65 2.12 2.12 8.93 1.89 2.14 2.10 6.29 7.78 133.16 5.02 11.90 10 33.98 27.09 10.81 1404.99 34.65 2.09 2.09 8.93 1.82 2.11 2.10 7.66 7.78 160.26 5.02 11.90 11 34.90 27.91 10.94 1501.00 34.66 2.08 2.08 8.93 1.79 2.09 2.10 8.47 7.78 165.26 1.85 11.90 DATE: 01/07/91 TIME: 10:03 AM F I N A L F R A M E D E S I G N S S E C T I O N P R O P E R T I E S PAGE: 12 ORDER 8 MC1234 BUILDER - BLDR ORDER 8 BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPS UBC 88 1.00 TO 12 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 8.000 X 0.313 WEB = 0.250 INNER FLANGE = 8.000 X 0.313 SECTION NO. 2 OUTER FLANGE = 8.000 X 0.406 WEB = 0.164 INNER FLANGE = 8.000 X 0.406 ANAL SEC DIST DEPTH AREA IX IT RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 3.42 36.00 13.85 2516.71 26.76 1.83 1.83 8.93 1.40 1.84 1.84 14.18 14.18 141.50 4.00 0.57 2 3.98 35.00 13.60 2353.07 26.75 1.84 1.84 8.93 1.47 1.89 1.89 12.21 12.21 137.51 5.02 5.02 3 8.98 26.17 11.39 1184.15 26.74 1.93 1.93 8.93 1.47 1.89 2.06 12.21 6.90 102.17 5.02 10.05 4 13.98 17.33 9.18 459.89 26.73 2.04 2.04 8.93 1.62 1.99 2.06 8.69 6.90 66.83 5.02 10.05 5 17.00 12.01 7.85 202.03 26.72 2.12 2.12 8.93 1.87 2.13 2.06 5.11 6.90 45.53 5.02 10.05 6 2 17.00 12.00 8.33 237.72 34.65 2.21 2.21 8.93 1.87 2.13 2.06 5.11 6.90 68.25 5.02 10.05 7 18.98 13.76 8.62 319.44 34.65 2.19 2.19 8.93 1.87 2.13 2.06 5.11 6.90 78.96 5.02 10.05 8 23.98 18.21 9.35 586.56 34.65 2.16 2.16 8.93 1.97 2.18 2.16 4.92 5.61 106.06 5.02 10.05 9 28.98 22.65 10.08 946.01 34.65 2.12 2.12 8.93 1.89 2.14 2.10 6.29 7.78 133.16 5.02 11.90 10 33.98 27.09 10.81 1404.99 34.65 2.09 2.09 8.93 1.82 2.11 2.10 7.66 7.78 160.26 5.02 11.90 11 34.90 27.91 10.94 1501.00 34.66 2.08 2.08 8.93 1.79 2.09 2.10 8.47 7.78 165.26 1.85 11.90 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE . =, 8.500 R 0.375 WEB = 0.164 INNER FLANGE = 8.500 X 0.375 SECTION NO. 2 OUTER FLANGE = 8.500 X 0.375 WEB = 0.219 INNER FLANGE = 8.500 X 0.375 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 8.00 7.56 97.94 38.39 2.38 2.38 9.12 2.14 2.33 2.33 4.13 4.13 44.21 7.51 7.51 2 3.75 13.17 8.41 287.35 38.39 2.33 2.33 9.12 2.14 2.33 2.33 4.13 4.13 75.75 7.51 7.51 3 7.50 18.35 9.26 589.33 38.39 2.29 2.29 9.12 1.88 2.20 2.20 7.49 7.49 107.30 8.01 8.01 4 10.49 22.48 9.94 919.00 38.39 2.25 2.25 9.12 1.88 2.20 2.20 7.49 7.49 132.50 8.01 8.01 5 2 10.51 22.49 11.14 967.35 38.40 2.20 2.20 9.12 1.88 2.20 2.20 7.49 7.49 99.28 8.01 8.01 6 15.50 29.38 12.65 1769.77 38.41 2.13 2.13 9.12 1.88 2.20 2.20 7.49 7.49 130.75 8.01 8.01 7 16.50 30.76 12.95 1965.34 38.41 2.12 2.12 9.12 1.70 2.10 2.10 10.26 10.26 137.05 4.80 4.80 8 18.75 33.87 13.63 2450.86 38.41 2.09 2.09 9.12 1.70 2.10 2.10 10.26 10.26 151.22 4.80 4.80 9 20.29 35.99 14.09 2820.87 38.41 2.07 2.07 9.12 1.70 2.10 2.10 10.26 10.26 160.93 4.80 4.80 DATE: 01/07/91 TIME: 10:03 AM ORDER # MC1234 BUILDER - BLDR CONTACT - BLDR PHONE # - - (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" COLUMN 1 - 2 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 1* 8.00 7.56 24.49 24.49 2 13.17 8.41 43.62 43.62 3 18.35 9.26 64.24 64.24 4* 22.48 9.94 81.76 81.76 5* 22.49 11.14 86.01 86.01 6 29.38 12.65 120.46 120.46 7 30.76 12.95 127.77 127.77 8 33.87 13.63 144.73 144.73 9* 35.99 14.09 156.75 156.75 ROOF BEAM PT. DEPTH NO. (IN) 2 - 3 F I N A L FRAME D E S I G N C O N T R O L L I N G AXIAL SHEAR -ALLOW STRESSES- ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) 1* 36.00 13.85 139.82 .139.82 2 35.00 13.60 134.45 134.45 3 26.17 11.39 90.50 90.50 4 17.33 9.18 53.06 53.06 5* 12.01 7.85 33.65 33.65 6* 12.00 8.33 39.60 39.60 7 13.76 8.62 46.43 46.43 8 18.21 9.35 64.44 64.44 9 22.65 10.08 83.53 83.53 10 27.09 10.81 103.71 103.71 11* 27.91 10.94 107.55 107.55 49.45 -5.54 0.00 29.96 30.00 30.00 49.45 -5.55 - 249.93 25.53 30.00 30.00 49.35 -5.56 - 500.13 24.15 30.00 30.00 49.24 -5.56 - 700.19 24.04 30.00 29.83 49.14 -5.56 - 700.86 24.15 30.00 30.00 49.14 -5.57 - 1034.85 30.00 30.00 29.88 48.94 -6.37 - 1101.85 30.00 30.00 29.72 48.90 -6.37 - 1252.68 30.00 30.00 29.39 48.79 -5.59 - 1356.03 30.00 30.00 29.17 AXIAL SHEAR -ALLOW STRESSES- ALLOW AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS (IN2) (IN3) (I53) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) 12.44 12.43 ,11.91 11.30 9.40 7.93 2.59 8.91 8.73 8.56 8.43 25.11 - 3429.35 30.00 30.00 27.89 25.05 - 3263.53 30.00 30.00 28.00 21.76 - 1953.90 30.00 30.00 29.08 17.92 - 874.68 30.00 30.00 30.00 14.12 - 501.86 39.99 39.99 39.93 15.12 - 500.26 39.99 39.99 39.93 15.12 410.10 39.99 43.37 39.99 11.39 685.30 30.00 30.00 30.00 7.57 1138.50 30.00 30.00 30.00 3.73 1359.84 30.00 29.57 30.00 -2.04 1367.52 30.00 29.46 30.00 S T R E S S BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 PROJ NAME - ENGR GRP - VISALIA (SNOW) (WIND) (CODE/YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 - -- STRESS RATIOS - -COMB CONT QA CB 0.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 26.24 1.00 1.00 1.75 0.22 30.64 1.00 1.00 1.75 0.23 21.73 1.00 1.00 1.31 0.22 17.46 0.99 1.00 1.31 0.21 41.55 1.00 1.00 1.31 0.18 31.30 1.00 1.00 1.31 0.13 29.83 0.99 1.00 1.12 0.13 26.97 0.98 1.00 1.12 0.12 25.31 0.97 1.00 1.12 0.12 - -- STRESS RATIOS- -COMB CONT QA CB 0.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 37.38 0.93 1.00 1.02 0.03 38.48 0.93 1.00 1.23 0.03 52.11 0.97 1.00 1.75 0.03 69.66 1.00 1.00 1.75 0.04 60.04 1.00 1.00 1.66 0.03 30.99 1.00 1.00 1.66 0.02 30.10 1.00 1.00 1.08 0.01 22.07 1.00 1.00 1.75 0.03 17.42 1.00 1.00 1.23 0.03 14.39 1.00 1.00 1.08 0.03 18.58 1.00 1.00 1.00 0.03 PAGE: 13 0.00 0.00 0.22 1 1 0.19 0.17 0.40 1 1 0.26 0.23 0.45 1 1 0.29 0.26 0.46 1 1 0.27 0.24 0.43 1 1 0.29 0.29 0.42 1 I 0.29 0.29 0.42 110 0.29 0.29 0.41 1 10 0.29 0.30 0.41 1 1 0.82 0.88 0.91 1 1 0.81 0.87 0.90 1 1 0.72 0.74 0.78 1 1 0.55 0.55 0.59 1 1 0.37 0.37 0.40 6 1 0.32 0.32 0.34 6 1 0.20 0.22 0.21 16 1 0.35 0.35 0.39 1 1 0.45 0.45 0.48 1 1 0.44 0.44 0.47 1 1 0.43 0.42 0.46 1 2 DATE: 01/07/91 TIME: 10:03 AM ORDER # MC1234 BUILDER - BLDR CONTACT - BLDR PHONE # - - (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" ROOF BEAM F I N A L 000 F R A M E D E S I G N C O N T R O L L I N G 4 - 3 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 1* 36.00 13.85 139.82 139.82 2 35.00 13.60 134.45 134.45 3 26.17 11.39 90.50 90.50 4 17.33 9.18 53.06 53.06 5* 12.01 7.85 33.65 33.65 6* 12.00 8.33 39.60 39.60 7 13.76 8.62 46.43 46.43 8 18.21 9.35 64.44 64.44 9 22.65 10.08 83.53 83.53 10 27.09 10.81 103.71 103.71 11* 27.91 10.94 107.55 107.55 COLUMN 5 - 4 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 1* 8.00 7.56 24.49 24.49 2 13.17 8.41 43.62 43.62 3 18.35 9.26 64.24 64.24 4* 22.48 9.94 81.76 81.76 5* 22.49 11.14 86.01 86.01 6 29.38 12.65 120.46 120.46 7 30.76 12.95 127.77 127.77 8 33.87 13.63 144.73 144.73 9* 35.99 14.09 156.75 156.75 AXIAL FORCE (KIPS) BLDR ORDER # PROJ NAME - (SNOW) (WIND) 25 PSF 80 MPH SHEAR -ALLOW STRESSES- ALLOW FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) 12.02 22.49 - 2427.49 30.00 30.00 27.89 12.01 22.43 - 2279.54 30.00 30.00 28.00 11.50 19.14 - 1128.17 30.00 30.00 29.08 3.41 15.30 - 559.61 39.99 39.99 39.27 -0.72 11.41 - 438.58 39.99 39.99 37.45 -0.68 12.47 - 438.62 39.99 39.99 37.45 8.96 12.47 509.55 30.00 30.00 30.00 8.79 8.74 1034.19 30.00 30.00 30.00 8.61 4.92 1327.67 30.00 30.00 30.00 8.43 2.13 1389.28 30.00 29.57 30.00 8.31 -2.34 1367.53 30.00 29.46 30.00 AXIAL SHEAR -ALLOW STRESSES- ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) A0.54 -6.09 0.00 29.96 31.49 31.49 40.13 -6.09 - 274.09 25.53 30.00 30.00 40.03 -6.10 - 548.44 24.15 30.00 30.00 39.92 -6.11 - 767.79 30.00 30.00 29.83 39.82 -6.11 - 768.52 30.00 30.00 30.00 39.82 -6.12 - 1134.69 30.00 30.00 29.88 39.62 -6.67 - 1208.13 30.00 30.00 29.72 39.57 -6.67 - 1373.45 30.00 30.00 29.39 39.47 -6.13 - 1486.72 30.00 30.00 29.17 S T R E S S (CODE/YEAR) UBC 88 37.38 0.93 1.00 1.03 0.03 38.48 0.93 1.00 1.30 0.03 52.11 0.97 1.00 2.29 0.03 69.66 1.00 1.00 1.45 0.01 60.04 1.00 1.00 1.07 0.00 30.99 1.00 1.00 1.07 0.00 30.10 1.00 1.00 2.23 0.03 22.07 1.00 1.00 1.31 0.03 17.42 1.00 1.00 1.11 0.03 14.39 1.00 1.00 1.02 0.03 18.58 1.00 1.00 1.01 0.03 26.24 1.00 0.97 1.06 0.18 30.64 1.00 1.00 1.75 0.19 21.73 1.00 1.00 1.31 0.18 17.46 0.99 1.00 1.31 0.13 41.55 1.00 1.00 1.31 0.12 31.30 1.00 1.00 1.31 0.10 29.83 0.99 1.00 1.12 0.10 26.97 0.98 1.00 1.12 0.10 25.31 0.97 1.00 1.12 0.09 PAGE: 14 BLDR ACCOUNT # 20 -66- 666 -66 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 - -- STRESS RATIOS- -COMB CONT QA CB 0.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 0.58 0.62 0.65 1 1 0.57 0.61 0.63 1 1 0.42 0.43 0.46 1 1 0.26 0.27 0.28 16 1 0.33 0.35 0.35 2 1 0.28 0.30 0.30 2 1 0.37 0.37 0.40 1 1 0.53 0.53 0.57 1 1 0.53 0.53 0.56 1 1 0.45 0.45 0.48 1 18 0.43 0.42 0.46 1 6 - -- STRESS RATIOS -COMB COPT QA CB 0.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 0.00 0.00 0.18 11 1 0.21 0.19 0.37 1 . 1 0.28 0.25 0.43 1 1 0.31 0.31 0.45 1 1 0.30 0.30 0.42 1 1 0.31 0.32 0.42 1 1 0.32 0.32 0.42 1 11 0.32 0.32 0.42 1 11 0.32 0.33 0.42 1 1 DATE: 01/07/91 TIME: 10:03 AM ORDER # MC1234 BLDR CONTACT - BUILDER - F I.. N.A L F R A M E • D E.S I G PART NO. WEB WEB FLG -TO -WEB FILLET ALLOW SECT TUX STRESS SIZE SHEAR (IN) (KIPS /IN) (KIPS /IN) MEMBER NO. 1 QV60720 1 0.164 0.755 5/32 3.275 2 0.219 0.223 7/32 4.585 MEMBER NO. 2 QV60730 1 0.250 1.023 3/16 3_930 2 0.164 1.198 5/32 3.275 MEMBER NO. 4 QV60720 1 0.164 0.755 5/32 3.275 2 0.219 0.223 7/32 4.585 MEMBER NO. 3 QV60730 1 0.250 3/16 3.930 2 0.164 1.198 5/32 3.275 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -6 BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 CONTROLLING MEMB ANAL LOAD NO. PT COND 1 5 2 5 2 6 1 1 1 PAGE: 15 SPLICE NO F I N A F'R M E DE S P LI C E. S U M M AR Y PAGE: 16 DATE: '01 /07%91 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - ORDER NT BUILDER - BLDR PHONE # - PROJ NAME - ENGR GRP VISALIA (TYPE) (WIDTH)" (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24• -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT TYPE MOD SEQ. NO. PT. LOAD COMBINATION KIPS KIPS IN -KIPS 01 COLUMN 00 1 1 1 DL + WLL -10.78 6.56 0.00 DL + WLL - 10.78 6.56 0.00 2 9 DL + WLL -11.58 1.44 772.59 02 DL + CLL + 2.25EQR. 10.14 -5.31 - 1157.83 2 11 DL + CLL + SL 8.46 0.66 1367.52 03 BEAM 01 1 DL + WLL -1.19 -2.00 - 224.26 04 COLUMN O1 1 4 1 DL + WLR -8_50 6.56 0_00 DL + WLR -8.50 6.56 0.00 2 .. 9 DL + WLR -9.29 1.44 804.55 05 DL + CLL + USL 24.57 -6.51 - 1232.83 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON:THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS • D E S I G Nt DATE: 01/07/91 PAGE: 17 TIME: 10:03 AM ORDER # MC1234 BUILDER BLDR ORDER # BLDR ACCOUNT # 20- 66- 666 -66 BLDR CONTACT - BLDR PHONE # - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME #.51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 • 0Ik F R A M POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right v 2- -3- -4 ✓ KIPS Vertical Force Up 1 I I + -- -H I I / 1 5 Z No. Loading Combination 1H 1V 5H 5V Sum H Sum V 1 DL + CLL + SL 8.37 49.05 -8.37 39.72 0.00 88.77 2 DL + WLL -6.56 -10.78 -3.52 -4.97 -10.09 -15.75 3 DL + WLR 3.52 -7.25 6.56 -8.50 10.09 -15.75 4 DL + CLL + SL +.5WLL 4.33 41.05 -9.38 34.84 -5.04 75.89 5 DL + CLL + .5SL +WLL -2.66 12.95 -7.43 14.07 -10.09 27.02 6 DL + CLL + SL +.5WLR 9.38 42.81 -4.33 33.08 5.04 75.89 7 DL + CLL + .5SL +WLR 7.43 16.48 2.66 10.54 10.09 27.02 8 DL + CLL + EQL 1.16 8.00 -3.85 8.77 -2.69 16.77 9 DL + CLL + EQR 3.79 9.72 -1.09 7.05 2.69 16.77 10 DL+CLL+1 /25L+CR1 8.02 45.29 -5.78 28.28 2.24 73.57 11 DL +CLL+1 /2SL +CR2 5.78 33.42 -8.01 40.14 -2.24 73.57 12 DL+CLL +1 /2WLL +CR1 1.03 17.19 -3.83 7.51 -2.81 24.69 13 DL+CLL+1 /2WLL +CR2 -1.22 5.33 -6.07 19.37 -7.28 24.69 14 DL +CLL+1 /2WLR +CR1 6.07 .18.95 1.21 5.74 7.28 24.69 15 DL+CLL+1 /2WLR+CR2 3.83 7.09 -1.02 17.60 2.81 24.69 16 DL + CLL + 2.25EQL -0.48 6.92 -5.58 9.85 -6.06 16.77 17 DL + CLL + 2.25EQR 5.43 10.80 0.63 5.97 6.06 16.77 18 DL + CLL + USL 6.50 47.04 -6.50 25.23 0.00 72.27 19 DL +CLL+EQL +CR2 1.51 12.47 -6.44 25.10 -4.93 37.57 20 DL+CLL +EQR +CR1 6.38 26.05 -1.45 11.52 4.93 37.57 R E A C T I O N S F R A M E D E S I G R E A C T I O N S S DATE: 01/0',191 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20-66-666-66 BLDR CONTACT - T3 BLDR PHONE 1 - - ORDER# TA BUILDER - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) .(SNOW) (WIND) (CODE/YEAR) (SLOPE) DESIGN SYSTEM FRAME It 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 POSITIVE REACTION DIRECTION R H KIPS Horizontal Force to Right V 2-- -3-- -4 V KIPS Vertical Force Up I I I + - -H I I / 1 5 Z ID Load Case 1H 1V 5H 5V Sun H Sum V DL DEAD LOAD 1.52 5.23 -1.52 4.77 0.00 10.00 CLL COLLATERAL LOAD 0.96 3.64 -0.96 3.13 0.00 6.77 SL SNOW LOAD 5.90 40.19 -5.90 31.81 0.00 72.00 WLL WIND LOAD LEFT -8.08 -16.01 -2.01 -9.74 -10.09 -25.75 WLR WIND LOAD RIGHT 2.01 -12.48 8.08 -13.27 10.09 -25.75 EQ SEISMIC LOAD -1.31 -0.86 -1.38 0.86 -2.69 0.00 SLL MIN SNOW LOAD LEFT 2.15 36.16 -2.15 2.84 0.00 39.00 SLR MIN SNOW LOAD RIGHT 3.75 4.03 -3.75 28.97 0.00 33.00 CR1 CRANE LEFT 2.59 16.33 -0.35 4.47 2.24 20.80 CR2 CRANE RIGHT 0.35 4.47 -2.59 16.33 -2.24 20.80 USL UNBALANCED SNOW LOAD 4.02 38.18 -4.02 17.32 0.00 55.50 ( ='. S PAGE: 18 F I N A L 4 F R A M E D E S I t ? - S T R E S S S U M M A R Y : DATE: 01/07/91 C PAGE: 19 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT ORDER # TACT - T3 BUILDER - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24'_0" 25 PSF 80 MPH UBC 88 1.00 TO 12 MEMBER NO. 1 JOINT 1 - 2 WEB COMB. STRESS LOAD SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT OUTER FL. WEB. INNER FL. B SO COND NO. (FT) STRESS SEGS SIZE START END 1 10.50 50. 3 3.75 FT 8.00 IN 22.49 IN 8.500 X .375 .164 8.500 X .375 0.464 1 2 9.80 50. 4 4.99 FT 22.49 IN 36.00 IN 8.500 X .375 .219 8.500 X .375 0.425 1 CONTROLLING ACTIONS --MAXIMUM STRESSES - -- ---ALLOWABLE STRESSES -- SHEAR---------- -- ---AXIAL--- FA FBO FBI FORCE ALLOW STRESS LOAD SNOT. FORCE I N-KIP AXIAL (KSI) FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 49.24 - 700.19 4.95 -8.56 -8.56 24.04 30.00 29.83 -5.56 17.46 0.319 1 2 49.14 - 700.86 4.41 -8.15 -8.15 24.15 30.00 30.00 -6.37 26.97 0.236 10 MEMBER NO. 2 JOINT 2 - 3 WEB COHB. STRESS LOAD SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT OUTER FL. WEB. INNER FL. .B SO LOAD NO. (FT) STRESS SEGS SIZE START END 1 17.00 50. 4 5.00 FT 36.00 IN 12.00 IN 8.000 X .313 .250 8.000.X .313 0.909 1 2 18.00 50. 5 5.0.0,FT 12.00 IN 28.00 IN 8.000 X .406 .164 8.000 X .406 0.483 1 CONTROLLING ACTIONS A LLOWABLE STRESSES -- SHEAR -- AXIAL - -- -- MAXIMUM STRESSES - -- FORCE ALLOW STRESS LOAD SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI NO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 1 12.44 - 3429.35 0.90 -24.53 -24.53 30.00 30.00 27.89 25.11 37.38 0.672 1 2 8.73 1138.50 0.87 13.63 13.63, 30.00 30.00 30.00 11.39 22.07 0.516 1 DATE;. 01 /07/91 TIME: 10:03 AM ORDER 1 MC1234 BLDR CONTACT - DESIGN SYSTEM FRAME # 51 MEMBER NO. 3 JOINT 4 - 3 WEB SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT OUTER FL. W W EB. INNER FL. NO. (FT) STRESS SEGS SIZE START END 1 17.00 50. 4 5.00 FT 36.00 IN 12.00 IN 8_000.X .313 .250 8.000 X .313 2 18.00 50. 5 5.00 FT 12.00 IN 28.00 IN 8.000 X .406 .164 8.000 X .406 CONTROLLING ACTIONS --- AXIAL - -- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 12.02 - 2427.49 2 8.79 1034.19 MEMBER NO. 4 JOINT 5 - SECT. LENGTH NO. (FT) 1 10.50 2 9.80 CONTROLLING ACTIONS --- AXIAL -- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 39.92 2 39.82 -767.79 - 1134.69 BUILDER - F I N A L F R A M E D E S I - S T R E S S S U M M A R Y BLDR PHONE 1 - (TYPE) (WIDTH) DESCRIPTION LRF 70' - -- MAXIMUM STRESSES- - AXIAL FBO FBI (KSI) (KSI) (KSI) 0.87 -17.36 -17.36 0.94 16.05 16.05 4 - -- MAXIMUM STRESSES - AXIAL FBO FBI (KSI) (KSI) (KSI) BLDR ORDER 1 PROJ NAME - (HEIGHT) (SNOW) (WIND) 24• -O" 25 PSF 80 MPH - ALLOWABLE STRESSES-- - FA FBO FBI (KSI) (KSI) (KSI) 30.00 30.00 27.89 30.00 30.00 30.00 (CODE /YEAR) UBC 88 22.49 12.47 YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB STRESS SEGS SIZE START END OUTER FL. THE. INNER FL. 50. 3 3.75 FT 8.00 IN 22.49 IN 8.500 X .375 .164 8.500 X .375 50. 4 4.99 ? FT 22.49 IN 36.00 IN 8.500 X .375 .219 8.5 X .375 - ALLOWABLE STRESSES-- - FA FBO FBI (KSI) (KSI) (KSI) SHEAR FORCE ALLOW (KIPS) (KIPS) C PAGE: 2 BLDR ACCOUNT It 20 -66- 666 -66 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 COMB. STRESS LOAD RATIO COND 0.651 0.566 37.38 0.602 30.10 0.414 1 1 STRESS RATIO COMB. STRESS LOAD; RATIO COND• 0.449 1 '. 0.420 1 LOAD COND 1 1 1 SHEAR -- -- FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 4.02 -9.39 -9.39 30.00 30.00 29.83 -6.11 17.46 0.350 1 3.15 -9.42 -9.42 30.00 30.00 29.88 -6.67 26.97 0.247 11 S P L I C E D E S I G N - A P I E D L O A D S S U ' M A R Y C 'r' S DATE: 01/07 %91 PAGE: TIME: 10:03 AM BLDR ORDER .# BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT ORDER # TA T3 BUILDER - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts STRESS LOAD DESCRIPTION AXIAL SHEAR MOMENT STRESS LOAD DESCRIPTION (XIA (HEA M FACTOR NO (kips) (kips) (in -k) FACTOR NO 1 DL + CLL + SL 49.05 -8.37 0.00 1.00 11 DL +CLL+1 /2SL +CR2 33.42 -5.77 0.00 1.00 2 DL + WLL -10.78 6.56 0.00 1.33 12 DL +C /2WLL+CR1 17.18 -1.51 0.00 1.33 3 DL + WLR -7.28 -3.52 0.00 1.33 13 DL+CLL +1 /2WLL +CR2 5.35 1.21 0.00 1.33 4 DL + CLL + SL +.SWLL 41.04 -4.82 0.00 1.33 14 DL+CLL+1 /2WLR+CR1 18.95 -6.06 0.00 1.33 5 DL + CLL + .5SL +WLL 13.00 2.65 0.00 1.33 15 DL+CLL +1 /2WLR +CR2 7.08 -3.82 0.00 1.33 6 DL + CLL + SL +.5WLR 42.81 -9.37 0.00 1.33 16 DL + CLL + 2.25EQL 6.92 0.48 0.00 1.33 7 DL + CLL + .5SL +WLR 16.47 -7.42 0.00 1.33 17 DL + CLL + 2.25EQR 10.80 -5.43 0.00 1.33 8 DL + CLL + EQL 8.00 -1.17 0.00 1.33 18 DL + CLL + USL 47.03 -6.49 0.00 1.00 9 DL + CLL + EQR 9.72 -3.78 0.00 1.33 19 DL +CLL +EQL+CR2 12.46 -1.52 0.00 1.33 10 DL+CLL+1 /2SL+CR1 45.28 -8.01 0.00 1.00 20 DL+CLL+EQR +CR1 26.05 -6.38 0.00 1.33 r DATE: 01/07/91 TIME: 10:03 AM .'.: ORDER 1 MC1234 BUILDER — BLDR CONTACT — BLDR PHONE # (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 51. DESCRIPTION LRF. 70' -0" 24' -0" SPLICE #01 TYPE : Pinned Base Plate S P L I C E • D E S I G N — ` ; A R T . D I M E N S I O N S Column Dimensions at Connection 8.000" Flg. to Flg. Dimension : Conn. Plate Angle (Degrees) 0.000 Offset from Structure Line 8.000" Adjacent Depth Change Information 5 3 — 3.542" Distance to Depth Change - 2036.000" ''— .5 Flg. to Flg. Dimension - Adj. Pl. Angle (Degrees) 0.000 PAGE: BLDR ORDER .# BLDR ACCOUNT # 20 -66- 666 -66 PROD NAME — ENGR GRP — VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin — S Nuts BLDR ORDER #. BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH). (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH No SW 88 Pin 1. 0 0 NTOs 12 TYPE Pinned Base Plate SUBTYPE ORDER .1 BLDR CONTACT - SPLICE # 01 PLATE TYPE _ STANDARD PART NUMBER 0036401 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH _ 9.000" PLATE THICKNESS 0.500" PLATE YIELD STRESS _ 50.00 KSI PLATE OFFSET _ 00.500" DESIGN STRESS RATIO _ 0.389 CONTROLLING COND. _ 1 CONTROLLING LOCATION : Cat. 1 Coapression B O L T I N FOR M A T I O N BOLT DIAMETER 1.000" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW t OUTER 1 2 2.500" INNER 1 2 2.500" BUILDER - C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE CONCRETE STRENGTH CONTROLLING LOAD COND. NUMBER ACTUAL ULTIMATE CONCRETE STRESS FACTORED ULT. ALLOW. CONCRETE STRESS CONCRETE STRESS RATIO S P L I C E P L A T E 121.000 ( In * *2 ) 3.000 KSI 1 0.969 KSI 1.870 KSI 0.518 S P L I C E P L A T E Ol PAGE: # 4 S P L I C E D E S I G N - B O L L O A D S / A L L O W A B L E S DATE: 01/01/91 Cm.DS TIME: 10:03 AM PAGE: 5 ORDER # MC1234 BUILDER - BLDR ORDER f BLDR ACCOUNT # 20 - 666 - BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Kips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2.695 1:822 Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression 0.000 10.000 0.000 2.695 2.089 13.329 3.432 1.822 1.120 13.329 2.319 0.000 13.329 0.000 0.000 13.329 0.000 0.000 13.329 0.000 0.000 13.329 0.000 0.000 13.329 0.000 0.000 13.329 0.000 0.000 10.000 0.000 0.000 10.000 0.000 0.000 13.329 0.000 0.000 13.329 0.000 0.000 13.329 0.000 0.090 13.329 0.000 0.000 13.329 0.000 0.010 13.329 0.000 0.000 10.000 0.000 0.000 13.329 0.000 0.000 13.329 0.000 20.000 26.659 26.659 26.659 26.659 26.659 26.659 26.659 26.659 20.000 20.000 26.659 26.659 26.659 26.659 26.659 26.659 20.000 26.659 26.659 S P L I C E D E . S I G N L A Y O U T S K E T C H DATE: 01/0/91 TIME: 10:03 AM ORDER .# MC1234 BUILDER — BLDR ORDER # BLDR ACCOUNT # 20- 66- 666 -66 BLDR CONTACT — BLDR PHONE 1 — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 T0.12 SPLICE 1 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts SPLICE PLATE 0036401 BOLTS: 1.000" DIA A307 NO WASHERS 9.000" X 9.000" X 0 .500" OUTSIDE FLANGE 0.375.X 8.500 MAIN WEB 0.164 INSIDE. FLANGE 0.375 X 8.500 00.500" 2.500" 4.0 00" 2.500" 8.500" +— 4.000 " —+ FFFFFFFFFFFFFFFFFFFFFFF W 0 W o W W W w W w W w W W W W W w W W W W W w W W W w w W W W W W W w w W W 0 W 0 W FFFFFFFFFFFFFFFFFFFFFFF Cc. o PAGE: S P L I C E D E S I G N . F L A N G E W E B P L A T E I N F O R M A T I O N C DATE: 01/07/91 PAGE: 7 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70• -0" 24• -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts ORDER # MC1234 BLDR CONTACT - MAXIMUM STRESSES LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION. CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND - - - - - -- Inches -- --- - -- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: OUTER 1 Main Flange INNER 1 - Main Flange COLUMN SIDE: Main Web BUILDER - W E B P L A T E S MAXIMUM STRESSES DESCRIPTION PART NO. SIZE -- SHEAR --- - TENSION - COMPRESSION' CSR LOAD T X W X OL, X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ----- - - - --- Inches (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 7 .r 0.164 F L A N G E P L A T E S 0.375 X 8.500 0.500 0.375 X 8.500 0.500 0.95 39.99 6.49 45.00 0.143 1 0.95 39.99 6.49 45.00 0.143 1 7.04 20.00 3.99 39.99 6.49 45.00 0.352 1 DATE 01/0.191 TIME 10:03 AM BUILDER — BLDR PHONE # — (TYPE) (WIDTH) DESIGN SYSTEM FRAME * 51 DESCRIPTION LRF 70' -0" TYPE : Pinned Bass Plate ORDER # 'MC1234 BLDR - C ONTACT — SPLICE # 01 COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Cap Plate INNER 1 Main Flange Flange to Cap Plate DESCRIPTION 3/16" .. 3/16" (HEIGHT) 24' -0" W E B P L A T E S Main Web Web to Cap Plate F L A N G E P L A T E S FULL WELD SIZE MAXIMUM STRESSES STRENGTH - - -- FILLET - -- PENETRATION TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in) COND 1 /8" 1/8" L D I N F O R M A T I O N BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 PROJ NAME — ENGR GRP VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80. MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin — S Nuts .WELD 0.36 0.36 PAGE: 3.71 0.098 2 3.71 0.098 2 0.00 1.16 3.71 0.311 1 MAXIMUM STRESSES — LENGTH — -- FILLET --- PENETRATION TENSION. SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k /in) (k /in) (k /in) COND 4 DATE: 01 /li491 TIME: 10:03 AM ORDER # MC1234 BLDR CONTACT - DESIGN SYSTEM FRAME # 51 SPLICE # 02 LOAD NO -50% +50% 1 2 3 4 5 6 7 8 9 DESCRIPTION MOMENT CAPACITY MOMENT CAPACITY DL + CLL + SL DL + WLL DL + WLR DL + CLL + SL +.5WLL DL + CLL + .55L +WLL DL + CLL + SL +.5WLR DL + CLL + .5SL +WLR DL + CLL + EQL DL + CLL + EQR BUILDER - . P L I C E D E S I G N - A P I E D L O A D S S U M M A R Y BLDR PHONE # (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Beam Knee AXIAL SHEAR MOMENT STRESS LOAD (kips) (kips) (in -k) FACTOR NO 0.00 0.00 - 2097.25 1.00 10 0.00 0.00 2097.25 1.00 11 48.39 -8.38 - 1356.02 1.00 12 -11.57 1.44 772.58 1.33 13 -8.04 -0.32 - 543.98 1.33 14 40.38 -6.90 - 819.67 1.33 15 12.28 -2.47 153.68 1.33 16 42.15 -7.78 - 1477.96 1.33 17 15.81 -4.23 - 1162.88 1.33 18 7.34 -1.22 - 181.61 1.33 19 9.06 -3.73 - 782.36 1.33 20 BLDR ORDER # PROJ NAME - (SNOW) (WIND) 25 PSF 80 MPH SUBTYPE : DESCRIPTION DL+CLL +1 /2SL+CR1 DL+CLL +1 /2SL +CR2 DL+CLL +1 /2WLL+CR1 DL+CLL +1 /2WLL +CR2 DL +CLL +1 /2WLR +CR1 DL+CLL +1 /2WLR+CR2 DL + CLL + 2.25EQL DL + CLL + 2.25EQR DL + CLL + USL DL+CLL+EQL+CR2 DL +CLL +EQR+CR1 PAGE: 9 BLDR ACCOUNT -# 20 -66- 666 -66 ENGR GRP - VISALIA (CODE /YEAR) (SLOPE) UBC 88 1.00 TO 12 2 Row Outer Hmhd - Horiz AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 28.32 -6.90 - 867.98 1.00 28.26 -6.90 - 843.33 1.00 0.22 -2.47 105.37 1.33 0.16 -2.47 130.03 1.33 1.99 -3.35 - 552.90 1.33 1.92 -3.35 - 528.25 1.33 6.26 0:35 193.84 1.33 10.14 -5.30 - 1157.83 1.33 46.37 -6.50 - 927.62 1.00 7.30 -2.69 - 105.94 1.33 9.09 -5.21 - 731.34 1.33 S P L I C E D E S I G N — T ART D I M E N S I O N S DATE: 01/07/91 TIME: 10:03 AM BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 ORDER # TAl234 BUILDER — BLDR CONTACT — BLDR PHONE # — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIiID) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' —O" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ezt Col — Roof Beam Knee SUBTYPE : 2 Row Outer.Hmhd — Horiz SPLICE # 02 Column Roof Beam Dimensions at Connection 7.875" Hammerhead Dimension 36.000" 36.000" Flg. to Flg. Dimension 1.000 TO 12 Part Slope 0.000 0.000 Conn. Plate Angle (Degrees) 0.125" Offset from Structure Line 8.000" Main Flange Dimensions 8.000" Outer Flange Width : 8.000" Thickness 0.313" Inner Flange Width 8.000" Thickness Adjacent Depth Change Information Distance to Depth Change 20'— 3.542" 13'— 6.990" Flg. to Flg. Dimension 8.000" 12.000" Adj. P1. Angle (Degrees) 0.000 0.000 0 PAGE: 10 DATE: 01 TIME: '10:03, AM BLDR ORDER i BLDR ACCOUNT i 20- 66- 666 -66 BLDR PHONE 8 — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR). (SLOPE) DESIGN SYSTEM FRAME it 51 DESCRIPTION LRF 70' -0 " 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ezt Col — Roof. Beam Knee SUBTYPE : 2 Row Outer Hmhd — Horiz - ORDER i MC1234 BLDR CONTACT SPLICE# 02 BUILDER — W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR BOLT i BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2.000" : , OUTER 2 2 6.250" 4.250" OUTER 3 2 10.000" 3.750" S P L I C E D E S I G N — B S / S P L I C E P L A T E E: JS PAGE: 11 S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0030962 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 43.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 00.000" DESIGN STRESS RATIO 0.705 CONTROLLING COND. +50* CONTROLLING LOCATION : Side 1 Inner Row 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.875" BOLT GAGES — INNER: 3.500" BOLT TYPE A325 WASHERS NO BOLT I BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW INNER 2 2 6.250" 4.250" INNER 1 2 2.000" S P L I C E dilk D E S I G N - B O L L O A D S / A L L O W A B L E S PI DATE: 01/0:1 TIKE: 10:03 AM PAGE: 12 ORDER It MC1234 BUILDER - BLDR ORDER f BLDR ACCOUNT It 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME It 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE % 02 TYPE : Ezt Col - Roof Beam Knee SUBTYPE : 2.Rov Outer Hmhd - Horiz LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Kips per Bolt) -- (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: -50% 11.477 9.581 7.908 0.000 0.000 0.000 21.000 19.087 44.000 +50% 0.000 0.000 0.000 13.117 15.347 0.000 21.000 25.523 44.000 1 3.114 2.083 1.174 0.000 0.000 1.393 21.000 5.179 44.000 2 0.000 0.000 0.035 6.434 7.418 0.240 27.992 12.338 58.651 3 3.516 3.009 2.561 0.000 0.000 0.053 27.992 5.848 58.651 4 0.740 0.208 0.000 0.000 0.000 1.148 27.992 1.232 58.651 5 0.000 0.000 0.000 0.000 0.020 0.412 27.992 0.034 58.651 6 4.499 3.303 2.247 0.000 0.000 1.294 27.992 7.482 58.651 7 5.175 4.156 3.258 0.000 0.000 0.704 27.992 8.607 58.651 8 0.328 0.196 0.080 0.000 0.000 0.203 27.992 0.546 58.651 9 3.611 2.922 2.313 0.000 0.000 0.621 27.992 6.006 58.651 10 2.270 1.591 0.992 0.000 0.000 1.148 21.000 3.776 44.000 11 2.128 1.474 0.896 0.000 0.000 1.147 21.000 3.539 44.000 12 0.000 0.000 0.000 0.627 0.736 0.412 27.992 1.225 58.651 13 0.000 0.000 0.000 0.790 0.926 0.411 27.992 1.540 58.651 14 2.886 2.389 1.951 0.000 0.000 0.558 27.992 4.800 58.651 15 2.755 2.281 1.863r 0.000 0.000 0.557 27.992 4.582 58.651 16 0.000 0.000 0.000 0.399 0.519 0.058 27.992 0.864 58.651 17 5.602 4.574 3.667 0.000 0.000 0.882 27.992 9.317 58.651 18 0.794 0.194 0.000 0.000 0.000 1.082 21.000 1.322 44.000 19 0.002 0.000 0.000 0.000 0.000 0.448 27.992 0.003 58.651 20 3.325 2.682 2.115 0.000 0.000 0.866 27.992 5.530 58.651 DATE: 01/07/91 TIME: 10:03 AM S P L I C E D E S I G N - B O L L O A D S / A L L O W A B L E S ORDER it MC1234 BUILDER - BLDR ORDER 3 BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME t 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE t 02 TYPE : Ext Col - Roof Bean Knee SUBTYPE : 2 Row Outer Hand - Horiz LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Kips per Bolt) - (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE: -50% 11.510 9.625 7.962 0.000 0.000 0.000 21.000 19.143 44.000 +50% 0.000 0.000 0.000 12.639 14.883 0.000 21.000 24.752 44.000 1 3.509 2.534 1.674 0.000 0.000 1.393 21.000 5.835 44.000 2 0.000 0.000 0.032 6.066 6.994 0.240 27.992 11.632 58.651 3 3.727 3.195 2.725 0.000 0.000 0.053 27.992 6.198 58.651 4 1.389 0.843 0.361 0.000 0.000 1.148 27.992 2.310 58.651 5 Total Section is in Compression 0.412 27.992 0.000 58.651 6 4.598 3.488 2.509 0.000 0.000 1.294 27.992 7.648 58.651 7 5.005 4.044 3.197 0.000 0.000 0.704 27.992 8.324 58.651 8 0.410 0.283 0.171 0.000 0.000 0.203 27.992 0.683 58.651 9 3.500 2.846 2.268 0.000 0.000 0.621 27.992 5.822 58.651 10 2.436 1.800 1.239 0.000 0.000 1.148 21.000 4.051 44.000 11 2.313 1.699 1.157 0.000 0.000 1.147 21.000 3.846 44.000 12 0.000 0.000 0.000 0.608 0.718 0.412 27.992 1.195 58.651 13 0.000 0.000 0.000 0.764 0.901 0.411 27.992 1.499 58.651 14 2.857 2.370 1.941, 0.000 0.000 0.558 27.992 4.751 58.651 15 2.727 2.262 1.853 0.000 0.000 0.557 27.992 4.535 58.651 16 0.000 0.000 0.000 0.497 0.652 0.058 27.992 1.085 58.651 17 5.461 4.475 3.605 0.000 0.000 0.882 27.992 9.082 58.651 18 1.531 0.916 0.372 0.000 0.000 1.082 21.000 2.547 44.000 19 0.053 0.000 0.000 0.000 0.000 0.448 27.992 0.088 58.651 20 3.219 2.611 2.074. 0.000 0.000 0.866 27.992 5.354 58.651 CAuOS PAGE: 13 DATE: 01 /07/91 TIME: 10:03 AM ORDER IF MC1234 BUILDER - BLDR ORDER 8 BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE 8 - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH). (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME t 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 8'02 TYPE : Ext Col - Roof Bean Knee SUBTYPE : 2 Row Outer Hmhd - Roriz SPLICE PLATE 0030962 9.000" X 43.875" X 0.500" OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.375 X 8.500 MAIN WEB 0.219 INSIDE FLANGE 0.375 X 8.500 S P L I C E D E S I G N 0 A 7 0 U T S K E T C H 2.000" 4.250" 3.750" 27.625" 4.250" 2.000" +- 7.875" 36.000" COLUMN SIDE —)IC— ROOF BEAM SIDE +- 3.500"-+ HFHFHFHFHFBEFEFEFEFEFEF W o W 0 W W W o W o W FFFFFFFFFFFFGSGSGSGSGSG W o W o W W W W . W W W W W 1 W W W W W W W , W W W W x •W o W 0 W W W o W 0 W FFFFFFFFFFFFMSMSMSNSMSM 36.000" PAGE: 14 BOLTS: 0.875" DIA A325 NO WASHERS END FLANGE 0.375 X 8.000 X 31.625 ( 7.875" GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS /FS MAIN WEB 0.250 _ MAIN STIFFENER 0.375 X 4.000 X 35.125 NS /FS S P L I C E DATE: 01/07/91 TIME: 10:03 AM ORDER 4 MC1234 BUILDER - BLDR CONTACT - DESIGN SYSTEM FRAME 4 51 SPLICE 1 02 LOCATION DESCRIPTION COLUMN SIDE: OUTER 1 Hammerhead Flange 0030924 OUTER 3 Main Flange INNER 1 Main Flange ROOF BEAM SIDE: OUTER 1 End Flange OUTER 3 Gusset Stiffener INNER 1 Main Stiffener DESCRIPTION PART NO 7 r COLUMN SIDE: Outer Hammerhead Gusset 0030925 Main Web ROOF BEAM SIDE: Main Web 0.250 D E S I G N - F L A N G E A W E B P L A T E BLDR PHONE 4 - - (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Bean Knee PART NO. SIZE T X W Inches 0.375 X 7.000 X 6.000 0.375 X 8.500 0.375 X 8.500 F L A N G E P L A T E S L 0.375 X 8.000 X 31.625 0030877 0.250 X 3.000 X 6.000 0.375 X 4.000 X 35.125 W E B P L A T E S SIZE T X W X OL X IL -- ---- -- " Inches . ----- ---- -- BLDR ORDER 1 BLDR ACCOUNT 4 20- 66- 666 -66 PROJ NAME - ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz DIST FROM EDGE (In.) 0 7.875 0 0.000 7.875 0.000 - SHEAR - -- ACT. ALLOW (Ksi) (Ksi) 0.250 X 7.500 X 6.000 X 10.000 19.00 20.00 0.219 1.71 20.00 6.81 11.66 4.07 30.00 4.93 30.00 4.62 30.00 3.56 30.00 10.62 30.00 4.75 30.00 - TENSION - ACT. ALLOW (Ksi) (Ksi) 12.94 30.00 24.19 30.00 20.42 30.00 I N F O R M A T I O N -- -- MAXIMUM STRESSES - - - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) MAXIMUM STRESSES 10.85 45.00 0.240 +50% 3.98 45.00 0.164 -50% 11.84 45.00 0.263 -50% 11.86 45.00 0.263 +50% 5.00 45.00 0.354 -50% 11.61 45.00 0.257 -50% COMPRESSION ACT. ALLOW (Ksi) (Ksi) CA....S PAGE: 15 CSR LOAD CORD 11.02 45.00 0.950 +50% 11.98 45.00 0.805 +50% 12.02 45.00 0.680 +50% S P L I C E D E S I G N - f : L L D I N F O R' A T I O N DATE:. 01 /0 I %91 C_ .S TIME:A.0:03 AM « - - - -� PAGE: 16 ORDER 1 _MC1234 BUILDER - BLDR ORDER t( BLDR ACCOUNT 8 '20 -66- 666 -66 BLDR CONTACT - BLDR PHONE 8 - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME f 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 8 02 TYPE : Ezt Col - Roof Beam Knee SUBTYPE : 2 Row Outer Bmhd - Horiz COLUMN SIDE F L A N G E P L A T E S DESCRIPTION FULL ----- - - - - -- WELD SIZE ---- -- MAXIMUM STRESSES STRENGTH - - -- FILLET - - -- -- - ----- PENETRATION TENSION SHEAR ALLOW i CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in)! COND OUTER 1 Hammerhead Flange Flange to Cap Plate YES 3/16" U 5/16" +1/16" 1.58 11.25 . 0.141 -50% OUTER 3 Main Flange Flange to Cap Plate 3/16" 3/16" 1.89 5.57 1 0.341 -503 INNER 1 Main Flange Flange to Cap Plate DESCRIPTION OuterHaaaerhead Gusset Gusset to Cap Plate Gusset to Hammerhead Flange Gusset to Main Flange Main Web Web to Cap Plate - Outer Bolts Web to Cap Plate - Inner Bolts Web to Cap Plate - Remaining YES 3/16" 5.000" 9.000" 3/16" 3/16" 5/16" 5/16" 3/16" 3/16" 3/16" 3/16" 3/16" U 5/16" +1/16" 1.77 W E B P L A T E S . WELD SIZE. MAXIMUM STRESSES - LENGTH - - -- FILLET --- PENETRATION - - - -- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k /in) (k /in) (k /in) COND 3.24 2.08 5.30 4.75 4.34 0.00 0.00 0.37 11.25 5.57 4.64 4.64 5.57 5.57 2.78 0.158 +50% 0.581 1.023 0.936 -501 +501 +501 0.374 -501 0.951 +503 0.135 1 DATE: 01 /07/91 TIME: 10 :03 AM ORDER # MC1234 BUILDER - BLDR CONTACT - DESIGN SYSTEM FRAME # 51 SPLICE # 02 ROOF BEAM SIDE OUTER 1 End Flange Flange to Cap Plate End Flg to Outer Flg OUTER 3 Gusset Stiffener Stiffener to Cap Plate Stiffener to Web Plate INNER 1 Main Stiffener Stiffener to Cap Plate Stiffener to Web Plate Main Web Web to Web to Web to Web to Web to DESCRIPTION DESCRIPTION Cap Plate - Outer Bolts Cap Plate - Inner Bolts Cap Plate - Remaining End Flange Opposite Flange S P L I C E D E S I G N - 4 I N F O R M A T I O N N BLDR PRONE # - - (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Bean Knee FULL - - - --- STRENGTH --- -- FILLET - -- Out Face In Face YES 3/16" 3/16" 1 /8" 3/16" 3/16" BLDR ORDER PROJ NAME (SNOW) 25 PSF SUBTYPE : 3/16" U 5/16" +1 /16" 3/16" (WIND) 80 MPH F L A N G E P L A T E S WELD SIZE --- PENETRATION --- - --- -- Out Face In Face W E B P L A T E S WELD SIZE - -- r jANGTH - - - -- FILLET -- .. -- PENETRATION --- - - - - -- Near S. Far S. Near Side Far Side 13.000" 9.000" 3/16' 3/16" 3/16" 3/16" 3/16" 3/16' 3/16" G.:..JS PAGE: 17 BLDR ACCOUNT # 20 -66- 666 -66 ENGR GRP - VISALIA (CODE /YEAR) (SLOPE) UBC 88 1.00 TO 12 2 Row Outer Hmhd - Horiz TENSION (k /in) 1.37 0.00 2.65 1.78 TENSION (k /in) 3.24 5.11 MAXIMUM STRESSES SHEAR ALLOW CSR (k /in) (k /in) LOAD COND 11.25 0.123 -50% 2.78 0.000 1 5.57 0.477 -50% 1.38 1.86 0.747 -50% 2.78 0.640 +50% 1.92 2.78 0.693 -50% MAXIMUM STRESSES SHEAR ALLOW CSR LOAD (k /in) (k/in) COND 1.43 1.38 1.43 0.42 1.03 5.57 5.57 2.78 2.78 2.78 0.635 0.950 0.512 0.152 0.369 -50% +50% - 50% +50% - 50% DATE: 01/07/91 TIME: 10:03 AM ORDER # MC1234 BUILDER - BLDR CONTACT DESIGN SYSTEM FRAME # 51 • SPLICE #.03 LOAD DESCRIPTION NO -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + SL 2 DL + WLL 3 DL + WLR 4 DL + CLL + SL +.5WLL 5 DL + CLL + .5SL +WLL 6 DL + CLL + SL +.5WLR 7 DL + CLL + .5SL +WLR 8 DL + CLL + EQL 9 DL + CLL + EQR S P L I C E DES I G N. BLDR PHONE # - (TYPE) (WIDTH) DESCRIPTION LRF 70' -0" TYPE : Ridge AXIAL SHEAR MOMENT STRESS LOAD (kips) (kips) (in -k) FACTOR . NO 0.00 0.00 - 1619.25 1.00 10 0.00 0.00 1619.25 1.00 11 8.45 0.66 1367.52 1.00 12 - 1.18 -1.99 - 224.26 1.33 13 - 0.89 1.55 - 224.27 1.33 14 7.10 -0.34 1160.96 1.33 15 2.75 -1.65 428.41 1.33 16 7.25 1.45 1160.95 1.33 17 3.05 1.89 428.39 1.33 18 2.43 -0.93 315.36 1.33 19 2.52 0.82 315.75 1.33 20 A P I E D L O A D S S O M M A R Y BLDR ORDER # PROJ NAME - (HEIGHT) (SNOW) (WIND) 24' -0" 25 PSF 80 MPH SUBTYPE : DESCRIPTION DL +CLL +1 /2SL+CRI DL +CLL +1 /2SL+CR2 DL+CLL +1 /2WLL+CR1 DL +CLL +1 /2WLL +CR2 DL +CLL +1 /2WLR +CR1 DL+CLL +1 /2WLR+CR2 DL + CLL + 2.25EQL DL + CLL + 2.25£QR DL + CLL + USL DL +CLL +EQL +CR2 DL+CLL+EQR +CR1 (CODE /YEAR) UBC 88 0 /IExtens - PAGE: 18 BLDR ACCOUNT # 20 -66- 666 -66 ENGR GRP VISALIA (SLOPE) 1.00 TO 12 Comp Be AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 6.93 0.21 825.50 1.00 6.93 0.15 825.51 1.00 2.59 -1.13 92.95 1.33 2.58 -1.19 92.96 1.33 2.74 0.66 92.94 1.33 2.73 0.59 92.95 1.33 2.37 -2.00 315.11 1.33 2.58 1.90 316.00 1.33 6.42 -1.22 1101.93 1.00 3.89 -1.08 299.33 1.33 3.99 0.73 299.71 1.33 DATE: -.01 /o r TIME: 10:03 AM BUILDER - BLDR'PHONE 4 - (TYPE) (WIDTH) SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" TYPE Ridge B LDRCONTACT - SPLICE t 03 Dimensions at Connection Flg. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Ad). - P1. Angle (Degrees) (BEIGHT) 24' -0" Left Roof. Beam 28.000" 1.000 TO 12 4.764 18'. 0.000" 12.000" 0.000 R T •D I M E N S . I- O` N,S: BLDR ORDER. * BLDR ACCOUNT * 20 -66- 666 -66 PROJ NAME - ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : O/I Extens - Comp Bm Right Roof Beam 28.000" 1.000 TO 12 4.764 18'- 0.000" 12.000" 0.000 PAGE: 19 DATE: 01 /07/91 TIME: 10:03 AM , ORDER :# MC1234 .BLDR CONTACT — DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" SPLICE # 03 TYPE : Ridge OUTER 1 2 BUILDER — BLDR PHONE # - (TYPE)... (WIDTH) S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0031319 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 33.500" PLATE THICKNESS 0.625" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 02.750" DESIGN STRESS RATIO 0.468 CONTROLLING COND. —50% CONTROLLING LOCATION : Side 1 Outer Flg 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW r 1.250" OUTER 2 2 4.750" 3.500" BLDR ORDER # PROJ NAME — (HEIGHT). (SNOW) (WIND) 24' -0" 25 PSF 80 MPH SUBTYPE: BOLT GAGES — INNER: 3.250" INNER 2 2 4.750" INNER 1 2 1.250 BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW CA....S PAGE: 20 BLDR ACCOUNT 0 20 -66- 666 -66 ENGR GRP — VISALIA (CODE /YEAR) (SLOPE) UBC 88 1.00 TO 12 0/I Extens Coop Ba 3.500" DATE: 01/07%91 TIME: 10:03 AM " S P L I C E D E S I G N ORDER it MC1234 BUILDER - BLDR ORDER it BLDR ACCOUNT 4 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE 8 - - PROD NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME it 51 DESCRIPTION LRF 70' -0 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE i 03 TYPE : Ridge SUBTYPE : O/I Extens - Comp Be LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft. All. (Kips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE: -50% 16.194 13.470 +50% 0.000 0.000 1 0.000 0.000 2 2.408 2.019 3 2.336 1.952 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8: 0.000 0.000 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 15 0.000 0.000 16 0.000 0.000 17 0.000 0.000 18 0.000 0.000 19 0.000 0.000 20 0.000 0.000 B O Lf illi-114 L O A D S / A L L O W A B L E S t C. .S PAGE: 21 0.000 0.000 0.000 21.000 36.656 44.000 13.511 16.255 0.000 21.000 36.794 44.000 10.457 12.698 0.385 21.000 28.743 44.000 0.000 0.000 0.591 27.992 5.451 58.651 0.000 0.000 0.417 27.992 5.287 58.651 8.894 10.798 0.070 27.992 24.443 58.651 3.281 3.983 0.402 27.992 9.016 58.651 8.861 10.763 0.579 27.992 24.362 58.651 3.215 3.912 0.605 27.992 8.856 58.651 2.368 2.881 0.205 27.992 6.522 58.651 2.344 2.856 0.291 27.992 6.466 58.651 6.110 7.447 0.225 21.000 16.857 44.000 6.112 7.449 0.207 21.000 16.861 44.000 0.503 0.639 0.257 27.992 1.446 58.651 0.505 0.640 0.275 27.992 1.450 58.651 0.473 0.606 0.251 27.992 1.371 58.651 0.474 0.607 0.233 27.992 1.375 58.651 2.382 2.896 0.510 27.992 6.557 58.651 2.330 2.841 0.596 27.992 6.431 58.651 8.486 10.297 0.194 21.000 23.308 44.000 2.075 2.548 0.214 27.992 5.768 58.651 2.050 2.522 0.300 27.992 5.709 58.651 S P L I C E D E S I G N - B O Lr 1 L 0 A D S / A L L O W A B L E S DATE: 01 /0 'r' /91 TIME: 10:03 AM ORDER 11 MC1234 BUILDER - BLDR ORDER it BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE 5 - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME .# 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 5 03 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Ba LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act.- Ft All. (Kips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) RIGHT ROOF BEAM SIDE: -50% 16.194 13.470 +50%. 0.000 0.000 1 0.000 0.000 2 2.408 2_019 3 2.336 1.952 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 10 0.000 0.000 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 15 0.000 0.000 16 0.000 0.000 17 0.000 0.000 18 0.000 0.000 19 ._:. 0.000 0.000 20 ,' 0.000 0.000 C. s PAGE: 22 0.000 0.000 0.000 21.000 36.656 44.000 13.511 16.255 0.000 21.000 36.794 44.000 10.457 12.698 0.385 21.000 28.743 44.000 0.000 0.000 0.591 27.992 5.451 58.651 0.000 0.000 0.417 27.992 5.287 58.651 8.894 10.798 0.070 27.992 24.443 58.651 3.281 3.983 0.402 27.992 9.016 58.651 8.861 10.763 0.579 27.992 24.362 58.651 3.215 3.912 0.605 27.992 8.856 58.651 2.368 2.881 0.205 27.992 6.522 58.651 2.344 2.856 0.291 27.992 6.466 58.651 6.110 7.447 0.225 21.000 16.857 44.000 6.112 7.449 0.207 21.000 16.861 44.000 0.503 0.639 0.257 27.992 1_446 58.651 0.505 0.640 0.275 27.992 1.450 58.651 0.473 0.606 0.251 27.992 1.371 58.651 0.474 0.607 0.233 27.992 1.375 58.651 2.382 2.896 0.510 27.992 6.557 58.651 2.330 2.841 0.596 27.992 6.431 58.651 5.486 10.297 0.194 21.000 23.308 44.000 2.075 2.548 0.214 27.992 5.768 58.651 2.050 2.522 0.300 27.992 5.709 58.651 DATE: 01/07/91 TIME: 10:03 AM ORDER 4 MC1234 BUILDER — BLDR ORDER # BLDR ACCOUNT 4 20 -66- 666 -66 BLDR PHONE # — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 4 51 DESCRIPTION LR£ 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ridge SUBTYPE : 0/I Extens — Comp Bm BLDR CONTACT — SPLICE 4 03 SPLICE PLATE 0031319 8.000" X 33.500" X 0.625" OUTSIDE FLANGE 0.406 X 8.000 21AIN'WEB -0.164 INSIDE FLANGE 0.406 X 8.000 — + 1.250" 3.500" S P L I C E D E S I G N : : , - " * L A Y O U T ION S K E T C H 28.097" 24.000 " LEFT ROOF BEAM SIDE —)1<— RIGHT ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS +— 3.250 " —+ -+ 2.750" 3.500" I 1. 250 " O 0 FFFFFFFFFFFFFFFFFFFFFFF W- W o W W W W W W W W x W W W K W W W W . W W W W W o W 0 W FFFFFFFFFFFFFFFFFFFFFFF O 0 2.750" 28.097" OUTSIDE FLANGE 0.406 X 8.000 MAIN WEB 0.164. INSIDE. FLANGE 0.406 X 8.000 PAGE: 23 0 .110 S P L I C E D E S I G N - F L A N G E DATE: 01 /b s/91 TIME: 10:03 AM ORDER # MC1234 BUILDER - BLDR CONTACT - DESIGN SYSTEM FRAME It 51 SPLICE # 03 LOCATION DESCRIPTION LEFT ROOF BEAM SIDE: OUTER 2 Main Flange INNER 2 Main Flange RIGHT ROOF BEAM SIDE: OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF BEAM SIDE: Main Web RIGHT ROOF BEAM SIDE: Main Web BLDR PHONE # - (TYPE) (WIDTH) DESCRIPTION LRF 70' -0" TYPE : Ridge PART NO. PART NO. t 0.164 0.164 SIZE T X W X L Inches --- 0.406 X 8.000 0.406 X 8.000 0.406 X 8.000 0.406. X 8.000 BLDR ORDER # BLDR ACCOUNT # - PROJ NAME - ENGR GRP - (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 0/I Extens - Comp Bn F L A N G E P L A T E S SIZE X W X OL Inches W E B P L A T E S W E B P L A T E I N F O R M A T I O N DIST FROM EDGE (In.) 2.750 2.653 2.750 2.653 MAXIMUM STRESSES - TENSION - COMPRESSION ACT. ALLOW ACT. ALLOW (Ksi) (Ksi) (Ksi) (Ksi) 13.55 30.00 15.25 45.00 13.28 30.00 15.19 45.00: MAXIMUM STRESSES -- SHEAR -- - TENSION - COMPRESSIONN CSR IL ACT. ALLOW ACT. ALLOW ACT. ALLOW (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi)i 0.63 26.66 24.45 30.00 15.56 45.001 0.68 26.66 24.45 30.00 15.56 45.001 C� .:S PAGE: 24 20 -66- 666 -66 VISALIA CSR LOAD COND 0.452 -50% 0.443 +50% 13.55 30.00 15.25 45.00: 0.452 -50% 13.28 30.00 15.19 45.00: 0.443 +50% 0.814 +50% 0.814 +50% LOAD COND DATE: 01/ u4791 TIME: 10:03 AM BLDR ORDER 4 BLDR ACCOUNT 4 20- 66- 666 -66 BLDR PHONE 4 — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 4 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ridge SUBTYPE : 0/I Extens — Comp Bs ORDER 4 MC1234 BLDR CONTACT — SPLICE 4 03 BUILDER — LEFT ROOF BEAM SIDE DESCRIPTION FULL WELD SIZE MAXIMUM STRESSES STRENGTH - -- —r —� FILLET ---- PENETRATION TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in) COND OUTER 2 Main Flange Flange to Cap Plate YES 5/16" 5/16" J 1/8" +1/16" 5.61 12.18 0.461 —50% INNER 2 Main Flange Flange to Cap Plate YES 5/16" 5/16" J 1/8" +1 /16" 5.50 12.18 0.452 +50% DESCRIPTION Main Web Web to Cap Plate — Outer Bolts 5.000" Web to Cap Plate — Inner Bolts 5.000" Web to Cap Plate — Remaining W E B P L A T E S WELD SIZE — LENGTH — -- FILLET -- PENETRATION -- Far S. Near Sid. Far Side Near S. 3/16" 3/16" 1/8" E S I G N — gE L D I N F O R M A T I O N 1 /8" 1/8 " F L A N G E P L A T E S S PAGE: 25 MAXIMUM STRESSES TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 3.84 0.00 4.64 0.828 —50% 4.01 0.00 4.64 0.864 +50% 0.11 2.47 0.045 7 DATE: 01 /07/91 TIME: 10:03 AM ORDER # MC1234 BLDR CONTACT - DESIGN SYSTEM FRAME '# 51 SPLICE # 03 RIGHT ROOF BEAM SIDE Main Web Web to Web to . web to DESCRIPTION OUTER 2 Main Flange Flange to Cap Plate INNER 2 Main Flange Flange to Cap Plate DESCRIPTION Cap Plate Cap Plate Cap Plate BUILDER - BLDR PHONE # - (TYPE) (WIDTH) DESCRIPTION LRF 70' -0 " TYPE : Ridge FULL STRENGTH YES YES - .Outer Bolts. 5.000" - Inner Bolts - Remaining W E B . P L A T E S WELD SIZE - LENGTH - - - -- FILLET -- PENETRATION Near S. Far S. Near Side Far Side 5.000" F L A N G E P L WELD - -- FILLET Out Face In Face 3/16" 3/16" 1 /8" 1 /8" 1/8" L D I.N F O R M A T I O N BLDR ORDER # PROJ NAME - (HEIGHT) (SNOW) (WIND) (CODE /YEAR) 24' -0" 25 PSF 80 MPH UBC 88 SUBTYPE : 0/I Extens - AT E S SIZE PENETRATION Out Face In Face BLDR ACCOUNT # ENGR GRP - (SLOPE) 1.00 TO 12 Comp 8a S PAGE: 26 20 -66- 666 -66 VISALIA MAXIMUM STRESSES -- --- - -- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 5/16 ". 5/16" J 1 /8" +1 /16" 5.61 12.18 0.461 -50% 5/16" 5/16" J 1 /8" +1/16" 5.50 12.18 0.452 +50% TENSION (k /in) 3.84 4.01 MAXIMUM STRESSES SHEAR ALLOW CSR (k /in) (k /in) 0.00 0.00 0.11 4.64 4.64 2.47 0.828 0.864 0.045 LOAD COND -50% +50% 7 DATE:. 01/01/91 TIME: 10:03 AM ORDER f MC1234 BLDR CONTACT - SPLICE f 04 LOAD NO DESCRIPTION BUILDER - S P L I C E D E S G N BLDR ORDER f BLDR ACCOUNT f 20 -66- 666 -66 BLDR PHONE f - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts AXIAL SHEAR MOMENT STRESS LOAD DESCRIPTION AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR NO (kips) (kips) (in -k) FACTOR 1 DL + CLL + SL 39.71 -8.37 0.00 1.00 11 DL +CLL+1 /2SL +CR2 40.14 -8.01 0.00 1.00 2 DL + WLL -5.00 -3.52 0.00 1.33 12 DL+CLL+1 /2WLL+CR1 7.50 -3.83 0.00 1.33 3 DL + WLR -8.49 6.56 0.00 1.33 13 DL +CLL +1 /2WLL +CR2 19.36 -6.06 0.00 1.33 4 DL + CLL + SL +.5WLL 34.84 -9.37 0.00 1.33 14 DL +CLL +1 /2WLR +CR1 5.76 1.21 0.00 1.33 5 DL + CLL + .5SL +WLL 14.06 -7.42 0.00. 1.33 15 DL +CLL +1 /2WLR +CR2 17.60 -1.51 0.00 1.33 6 DL + CLL + SL + 5WLR 33.07 -4.82 0.00 1.33 16 DL + CLL + 2.25EQL 9.84 -5.57 0.00 1.33 7 DL + CLL + .5SL +WLR 10.59 2.65 0.00 1.33 17 DL + CLL + 2.25EQR 5.97 0.63 0.00 1.33 8 DL + CLL + EQL 8.76 -3.85 0.00 1.33 18 DL + CLL + USL 25.23 -6.49 0.00 1.00 9 DL + CLL + EQR 7.04 -1.12 0.00 1.33 19 DL +CLL+EQL +CR2 25.10 -6.44 0.00 1.33 10 DL+CLL+1 /2SL +CR1 28.28 -5.77 0.00 1.00 20 DL +CLL+EQR +CR1 11.51 -1.48 0.00 1.33 A P I E D L O A D S S U M M A R Y D S PAGE: 27 ORDER:* MC1234. SLDR'CONTACT.- "DESIGN SYSTEM FRAME # 51 SPLICE.# 04 BUILDER — Dimensions at Connection Flg. to Flg. Dimension Conn. Plate Angle (Degrees) Offset from Structure Line Adjacent Depth Change Information Distance to Depth Change Fig. to Flg. Dimension Adj. P1. Angle (Degrees) BLDR PHONE IF - — (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF 70' -0" 24' -0" TYPE : Pinned Base Plate Column 8.000" 0.000 8.000" 20'— 3.542" 36.000" 0.000 A R T D I M E N S I O N S C:.:. PAGE: 28 BLDR ORDER # BLDR ACCOUNT I 20 -66- 666 -66 PROJ NAME ENGR GRP — VISALIA (SNOW) - (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH USG 88 1.00 TO 12 SUBTYPE : No Ext SW Pin — S Nuts DATE: 01/07 /91 OUTER 1 2 2.500" S P L I C E D E S I G N TIME: 10:03 AM ORDER # MC1234 BUILDER - BLDR ORDER .# BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR. PHONE # - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 04 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts S P L I C E P L A T E S / S P L I C E C E P L A T E PLATE TYPE STANDARD PART NUMBER 0036401 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 9.000" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 00.500" DESIGN STRESS RATIO 0.232 CONTROLLING COND. 11 CONTROLLING LOCATION : Cat. 1 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 1.000" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO BOLT # BOLTS .DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE 121.000 ( In " "2.) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 11 ACTUAL ULTIMATE CONCRETE STRESS 0.793 KSI FACTORED ULT. ALLOW. CONCRETE STRESS 1.870 KSI CONCRETE STRESS RATIO : 0. INNER 1 2 2.500" C .)S PAGE: 29 B O L! ;...: L O A D S A L L O W A B L E S S P L I C E D E S I G N C.:..JS DATE: 01/01/91 30 3 : TIME: 10:03 AM PAGE: 3 ORDER # MC1234 BUILDER - BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT-- BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 04 TYPE : Pinned Base Plate SUBTYPE _ No Ext SW Pin - S Nuts LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fl; All. ft Act. Ft All. (Kips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 1.251 2.124 Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression 0.000 10.000 0.000 20.000 1.251 1.120 13.329 1.592 26.659 2.124 2.089 13.329 2.705 26.659 0.000 13.329 0.000 26.659 0.125 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 10.000 0.000 20.000 0.000 10.000 0.000 20.000 0.024 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.208 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 10.000 0.000 20.000 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 DATE: 01/07/91 TIME: 10:03 AM BLUR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE # — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH USC 88 1.00 TO 12 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts ORDER II MC1234 BLDR CONTACT — SPLICE # 04 SPLICE PLATE. 0036401 9.000" X 9.000" X 0.500 " OUTSIDE FLANGE 0.375 X 8.500 MAIN WEB "0.164:' INSIDE FLANGE 0_375.X 8.500 BUILDER — 00.500" S P L I C E D E S I G N ; L A Y O U T S K E T C H +— 2.500" 4.000" 2.500" 8.500" +— 4.000 " —+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W x W W x W x x x x x W W W ._ W W- W W. . W .. W W x x x.. X x x x x x x x x W o W FFFFFFFFFFFFFFFFFFFFFFF C--DS PAGE: 31 BOLTS: 1.000" DIA A307 NO WASHERS S P L I C E 0 D E S I G N - F L AN G E D W E B P L A T E I N F O R M A T I O N ON -DATE: O1 /0i /91 C.�OS PAGE: 32 TIME: 10:03 AM ORDER # MC1234 BUILDER — BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT — BLDR PHONE # PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 1 51 DESCRIPTION LRF 70' -0" 24' —O" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 04 TYPE : Pinned Base Plate SUBTYPE : No Eat SW Pin — S Nuts MAXIMUM STRESSES ---- ---___ LOCATION DESCRIPTION PART NO. SIZE DIST FROM — TENSION — COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND Inches — (In.) (Ksi) (Ksi) (Ksi) (Ksi) OUTER 1 Main Flange COLUMN SIDE: 0.375 X 8.500 0.500 0.75 39.99 5.31 45.00 0.118 11 0.375 X 8.500 0.500 0.75 39.99 5.31 45.00 0.118 11 INNER 1 Main Flange COLUMN SIDE: Main Web DESCRIPTION PART NO. 0.164 F L A N G E P L A T E S W E B P L A T E S MAXIMUM STRESSES SIZE -- SHEAR - -- — TENSION — COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND Inches (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 7.04 20.00 3.15 39.99 5.31 45.00 0.352 1 S P L I C E D E S I G N - ; `E L D I N F O R M A T I O N DATE: 01 /0i 791 PAGE 33 TIME: 10:03 AM -� ORDER # MC1234 BUILDER - BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -O" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 04 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Cap Plate INNER 1 Main Flange 3/16" Flange to Cap Plate F L A N G E P L A T E S FULL WELD SIZE MAXIMUM STRESSES STRENGTH ---- FILLET - -- — PENETRATION - - - - -- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in) COND 3/16" 0.28 3.71 0.077 3 0.28 3.71 0.077 3 WEB P L A T E S DESCRIPTION WELD SI2E MAXIMUM STRESSES - LENGTH - -- FILLET - -• PENETRATION --------- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k /in) (k /in) (k /in) COND Main Web 0.00 1.16 3.71 0.311 1 Web to Cap Plate 1 /8" 1 /8" DATE: .O1 /i.. i91 TIME: 10:03 AM ORDER # MC1234 BLDR CONTACT - DESIGN SYSTEM FRAME # 51 SPLICE # 05 LOAD NO DESCRIPTION -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL .+ SL 2 DL + WLL 3 DL + WLR 4 DL + CLL + SL +.SWLL 5 DL + CLL + .5SL +WLL 6 DL + CLL + SL +.5WLR 7 DL + CLL + .5SL +WLR 8 DL +'CLL + EQL 9 DL + CLL + EQR BUILDER - S P L I C E D E S I G N r BLDR ORDER # - PROJ NAME - (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) DESCRIPTION LRF 70• -0" 24 -0" 25 PSF 80 MPH TYPE : Ext Col - Roof Bean Knee SUBTYPE : BLDR PHONE # AXIAL SHEAR MOMENT STRESS LOAD (kips) (kips) (in -k) FACTOR NO 0.00 0.00 - 2097.25 1.00 10 0.00 0.00 2097.25 1.00 11 39.05 -8.38 - 1486.71 1.00 12 -5.76 -0.32 - 512.02 1.33 13 -9.29 1.44 804.55 1.33 14 34.18 -7.78 - 1589.50 1.33 15 13.40 -4.23 - 1196.61 1.33 16 32.41 -6.90 - 931.21 1.33 17 9.87 -2.47 119.95 1.33 18 8.10 -3.68 - 796.09 1.33 19 6.38 -1.27 - 194.64 1.33 20 A P I E D L O A D S S U M M A R Y DESCRIPTION DL +CLL +1 /2SL +CR1 DL +CLL+1 /2SL +CR2 DL+CLL +1 /2WLL+CR1 DL+CLL+1 /2WLL +CR2 DL+CLL +1 /2WLR +CR1 DL +CLL+1 /2WLR +CR2 DL + CLL + 2.25EQL DL + CLL + 2.25EQR DL + CLL + USL DL +CLL +EQL +CR2 DL +CLL +EQR+CR1 PAGE: 34 BLDR ACCOUNT # 20 -66- 666 -66 ENGR GRP - VISALIA (CODE /YEAR) (SLOPE) UBC 88 1.00 TO 12 2 Row Outer Hmhd - Horiz AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 23.12 -6.90 - 916.45 1.00 23.18 -6.90 -941.34 1.00 2.34 -3.35 - 523.56 1.33 2.40 -3.35 - 548'.45 1.33 0.58 -2.47 134.72 1.33 0.64 -2.47 109.83 1.33 9.18 -5.18 - 1171 1.33 5.30 0.23 181.26 1.33 24.57 -6.50 - 1232'.82 1.00 8.14 -5.15 - 746.39 1.33 6.35 -2.75 -120.05 1.33 S P L I C E D E S I G N — A R T D I M E N S I O N S DATE: 01 /0491 TIME: 10:03 AM ORDER 4 MC1234 BUILDER — BLDR ORDER 4 BLDR ACCOUNT 4 20 -66- 666 -66 BLDR CONTACT — BLDR PHONE 4 — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR). (SLOPE) DESIGN SYSTEM FRAME 1 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH USC 88 1.00 TO 12 SPLICE 4 05. TYPE : Ext Col — Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd — Boris Dimensions at Connection Hammerhead Dimension Flg. to Flg Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Flg. Dimension Adj. P1. Angle (Degrees) Column 7.875" 36.000" 0.000 8.000" 20'— 3.542" 8.000" 0.000 Roof Beam 36.000" 1.000 TO 12 0.000 0.125" 8.000" 0.313" 8.000" 0.313" 13'— 6.990" 12.000" 0.000 C.:..JS PAGE: 35 DATE:. 01, 4 1 TIME: 10:03.AM... ORDER # MC1234 BLDR CONTACT - SPLICE ' # BUILDER — BOLT TYPE A325 WASHERS : NO BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW OUTER 1 2 2.000" ' P OUTER 2 2 6.250" 4.250" OUTER 3 2 10.000" 3.750" NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E P L A T E BOTH SIDES PLATE TYPE : STANDARD PART NUMBER 0030962 ORIENTATION NORMAL PLATE WIDTH 9.000" PLATE LENGTH 43.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 00.000" DESIGN STRESS RATIO 0.705 CONTROLLING COND. +50% CONTROLLING LOCATION : Side 1 Inner Row 2 B O L T I N F O R M A T I O N BOLT DIAMETER 0.875" BOLT GAGES — INNER: 3.500" W E B S H E A R S P L I C E : ` D E S I G : N - - B ' S / S P L I C E P L A ert PAGE: 36 BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR PHONE #. — — PROJ NAME — ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT)_ (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ext Col — Roof Beam Knee SUBTYPE : 2 Row. Outer Hand — Horiz BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW INNER 2 2. 6.250" 4.250" INNER 1 2 2.000 " 0 .114-4 S P L I C E D E S I G N - B 0 j' : L O A D S DATE: 01 / u'i /91 TIME: 10:03 AM A L L O W A B L E S .DS PAGE: 37 ORDER # MC1234 BUILDER - HLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' - 0" 24' - 0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 05 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fir Act. Fv All. ft Act. Ft All. (Kips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: -50% 11.477 9.581 7.908 0.000 0.000 0.000 21.000 19.087 44.000 +50% 0.000 0.000 0.000 13.117 15.347 0.000 21.000 25.523 44.000 1 4.867 3.644 2.565 0.000 0.000 1.393 21.000 8.095 44.000 2 3.188 2.715 2.297 0.000 0.000 0.053 27.992 5.302 58.651 3 0.000 0.000 0.000 6.318 7.304 0.240 27.992 12.147 58.651 4 5.949 4.602 3.414 0.000 0.000 1.294 27.992 9.894 58.651 5 5.560 4.504 3.573 0.000 0.000 0.704 27.992 9.247 58.651 6 -2.223 1.509 0.880 0.000 0.000 1.148 27.992 3.698 58.651 7 0.000 0.000 0.000 0.000 0.007 0.412 27.992 0.011 58.651 8 3.763 3.059 2.437 0.000 0.000 0.612 27.992 6.259 58.651 9 0.505 0.353 0.219 0.000 0.000 0.212 27.992 0.841 58.651 10 3.096 2.337 1.667 0.000 0.000 1.148 21.000 5.149 44.000 11 3.237 2.454 1.763 0.000 0.000 1.147 21.000 5.383 44.000 12 2.700 2.230 1.816 0.000 0.000 0.558 27.992 4.490 58.651 13 2.832 2.340 1.906 0.000 0.000 0.557 27.992 4.709 58.651 14 0.000 0.000 0.009 0.763 0.898 0.412 27.992 1.493 58.651 15 0.000 0.000 0.000 0.599 0.706 0.411 27.992 1.175 58.651 16 5.753 4.710 3.790 0.000 0.000 0.862 27.992 9.568 58.651 17 0.000 0.000 0.000 0.438 0.557 0.038 27.992 0.927 58.651 18 4.797 3.744 2.815 0.000 0.000 1.082 21.000 7.978 44.000 19 3.486 2.827 2.245 0.000 0.000 0.857 27.992 5.797 58.651 20 0.080 0.004 0.000 0.000 0.000 0.457 27.992 0.133 58.651 014 S P L I C E D E S I G N BO L O A D S / A L L O W A B L E S ....DS DATE: 01/07/91 PAGE: 38 TIME: 10:03 AM ORDER 4 MC1234 BUILDER - BLDR ORDER 8 BLDR ACCOUNT 8 20 - 666 - BLDR CONTACT - BLDR PHONE 1 - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 4 51 DESCRIPTION LRF 70' -0" 24' -0^ 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE % 05 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz -Y -- LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act.. Ft All. (Rips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) ROOF BEAM SIDE: -50% 11.510 9.625 7.962 0.000 0.000 0.000 21.000 19.143 44.000 +50% 0.000 0.000 0.000 12.639 14.883 0.000 21.000 24.752 44.000 1 4.881 3.748 2.749 0.000 0.000 1.393 21.000 8.117 44.000 2 3.338 2.847 2.413 0.000 0.000 0.053 27.992 5.552 58.651 3 0.000 0.000 0.000 5.976 6.919 0.240 27.992 11.507 58.651 4 5.812 4.563 3.462 0.000 0.000 1.294 27.992 9.665 58.651 5 5.393 4.389 3.504 0.000 0.000 0.704 27.992 8.969 58.651 6 2.467 1.794 1.201 0.000 0.000 1.148 27.992 4.103 58.651 7 Total Section is in Compression 0.412 27.992 0.000 58.651 8 3.657 2.985 2.392 0.000 0.000 0.612 27.992 6.082 58.651 9 0.543 0.401 0.275 0.000 0.000 0.212 27.992 0.904 58.651 10 3.082 2.379 1.759 0.000 0.000 1.148 21.000 5.126 44.000 11 3.210 2.485 1.846 0.000 0.000 1.147 21.000 5.338 44.000 12 2.664 2.207 1.802 0.000 0.000 0.558 27.992 4.432 58.651 13 2.795 2.315 1.892 0.000 0.000 0.557 27.992 4.649 58.651 14 0.000 0.000 0..040 0.743 0.882 0.412 27.992 1.468 58.651 15 0.000 0.000 0:000 0.586 0.698 0.411 27.992 1.161 58.651 16 5.621 4.617 3.731 0.000 0.000 0.862 27.992 9.348 58.651 17 0.000 0.000 0.000 0.517 0.666 0.038 27.992 1.107 58.651 18. 4.663 3.685 2.822 0.000 0.000 1.082 21.000 7.756 44.000 19 3.383 2.755 2.202 0.000 0.000 0.857 27.992 5.626 58.651 20 0.177 0.098 0.029 0.000 0.000 0.457 27.992 0.295 58.651 DATE: 01 /07/91 TIME: 10:03 AM ORDER # MC1234 BUILDER - BLDR ORDER # BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROD NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 05 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz SPLICE PLATE 0030962 9.000" X 43.875" X 0.500" OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.375 X 8.500 MAIN WEB 0.219 INSIDE FLANGE 0.375 X 8.500 S P L I C E D E S I G N .', L A 7 0 U T S K E T H -+ 2.000" 4.250" 3.750" 4.250 - + -- 2.000" 7.875" 27.625" 36. 00" COLUMN SIDE - - >I< -- ROOF BEAM SIDE ( +- 3.500 " -+ HFHFHFHFHFHEFEFEFEFEFEF W o W 0 W W W o W o W FFFFFFFFFFFFGSGSGSGSGSG W o W 0 W W W W W W W W W W W' W W W W W x W W W W x W o W 0 x W x o W 0 x FFFFFFFFFFFFMSMSMSMSMSM 7.875" 36.000" END FLANGE 0.375 X 8.000 X 31.625 MAIN WEB 0.250 MAIN STIFFENER PAGE: 39 BOLTS: 0.875" DIA A325 NO WASHERS GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS /FS 0.375 X 4.000 X 35.125 NS /FS S P L I C E D E S I G N F LA N G E 0 1111 D W E B P L A T E I N F O R M A T I O N CS 4 0 DATE: 01/07/91 PAGE: 40 TIME: 10:03 AM ___ ORDER # MC1234 BUILDER - BLDR ORDER # BLDR ACCOUNT # 20- 66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 05 TYPE : Ext Col - Roof Beam Knee SUBTYPE 2 Row Outer Hmhd - Horiz MAXIMUM STRESSES LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND Inches (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 OUTER 3 Main Flange 0.375 X 8.500 INNER 1 Main Flange 0.375 X 8.500 ROOF BEAM SIDE: OUTER 1 End Flange 0.375 X 8.000 X 31.625 OUTER 3 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 INNER 1 Main Stiffener 0.375 X 4.000 X 35.125 DESCRIPTION COLUMN SIDE: Outer Hammerhead Gusset Main Web ROOF BEAM SIDE: Main Web MAXIMUM STRESSES - PART NO., SIZE - SHEAR --- - TENSION - COMPRESSION CSR LOAD X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND Inches (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0030925 0.250 X 7.500 X 6.000 X 10.000 19.00 20.00 12.94 30.00 11.02 45.00 0.950 +50% 1.71 20.00 24.19 30.00 11.98 45.00 0.805 +50% 0.219 0.250 F L A N G E P L A T E S W E B P L A T E S 0.000 4.07 30.00 10.85 45.00 0.240 +50% 7.875 4.93 30.00 3.98 45.00 0.164 -50% 0.000 4.62 30.00 11.86 45.00 0.263 1 0.000 3.56 30.00 11.86 45.00 0.263 +50% 7.875 10.62 30.00 5.00 45.00 0.354 -50% 0.000 4.75 30.00 11.61 45.00 0.257 -50% 6.81 11.66 20.42 30.00 12.02 45.00 0.680 +50% DATE: 01/07/91 TIME: 10:03 AM ORDER It MC1234 BUILDER — BLDR CONTACT — BLDR PHONE I — — (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 51 DESCRIPTION LRF 70' -0" 2 -0 " TYPE : Ext Col — Roof Bean Knee SPLICE 6 05 COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Cap Plate OUTER 3 Main Flange Flange to Cap Plate INNER.1 Main Flange Flange to Cap Plate DESCRIPTION Outer Hammerhead Gusset Gusset to Cap Plate Gusset to Hammerhead Flange Gusset to Main Flange Main Web Web to Cap Plate — Outer Bolts Web to Cap Plate — Inner Bolts Web to Cap Plate — Remaining S P L I C E - D E SI G N FULL STRENGTH YES YES — LENGTH 5.000* 9.000" —E L D F L A N G E P L A T E S WELD SIZE I N F O R M A T I O N BLDR ORDER # PROJ NAME - (SNOW) (WIND) 25 PSF 80 MPH SUBTYPE : - - -- FILLET --- - - - - - -- PENETRATION Out Face In Face Out Face in Face 3/16" U 5/16" +1 /16" 3/16" 3/16" 3/16 ", W E B P L A T E S WELD SIZE FILLET -- Near S. Far S. 3/16" 3/16" 5/16" 5/16" 3/16" 3/16" 3/16" 3/16" 3/16" PENETRATION U 5/16" +1/16 " Near Side Far Side L ... S PAGE: 41 BLDR ACCOUNT II 20 -66- 666 -66 ENGR GRP VISALIA (CODE /YEAR) (SLOPE) UBC 88 1.00 TO 12 2 Row Outer Hmhd — Horiz MAXIMUM STRESSES - - --- --- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 1.58 11.25 0.141 —50% 1.89 5.57 0.341 —50% 1.77 11.25 0.158 +50% MAXIMUM STRESSES — TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 3.24 5.57 0.581 —5O% 4.75 4.64 1.023 +5'0% 4.34 4.64 0.936 +50% 2.08 0.00 5.57 0.374 —50% 5.30 0.00 5.57 0.951 +50% 0.37 2.78 0.135 1 - - S P L I C E D E S I G N - risk L D I N F O R M A T I O N DATE: 01/07/91 TIME: 10:03 AM ORDER 4 MC1234 BUILDER - BLDR ORDER t BLDR ACCOUNT # 20 -66- 666 -66 BLDR CONTACT - BLDR PHONE # - - PROJ NAME - ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME It 51 DESCRIPTION LRF 70• -0" 24• -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE C 05 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz ROOF BEAM SIDE F L A N G E P L A T E S DESCRIPTION FULL WELD SIZE MAXIMUM STRESSES STRENGTH - - -- FILLET -- --- ---- -- PENETRATION TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in) COND OUTER 1 End Flange 1.37 11.25 0.123 -50% Flange to Cap Plate YES 3/16 " U 5/16" +1/16" End Flg to Outer Flg 3/16° 0.00 2.78 0.000 1 OUTER 3 Gusset Stiffener Stiffener to Cap Plate 3/16" 3/16" 2.65 5.57 0.477 -50% Stiffener to Web Plate 1/8" 1.38 1.86 0.747 -50% INNER 1 Main Stiffener Stiffener to Cap Plate Stiffener to Web Plate DESCRIPTION .-,LENGTH Main Web Web to Cap Plate- Outer Bolts 13.000" Web to Cap Plate - Inner Bolts 9.000" Web to Cap Plate - Remaining Web to End Flange Web to Opposite Flange 3/16" 3/16" W E B P L A T E S WELD SIZE MAXIMUM STRESSES - - - ---- FILLET --- PENETRATION - - -- --- TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k /in) (k /in) (k/in) COND 3/16' 3/16" 3/16" 3/16" 3/16" 3/16' 3/16' 1.78 2.78 0.640 +50% 1.92 2.78 0.693 -50% 3.24 5.11 1.43 1.38 1.43 0.42 1.03 5.57 5.57 2.78 2.78 2.78 ,S PAGE: 42 0.635 -50% 0.950 +50% 0.512 -50% 0.152 +50% 0.369 -50% G.E. CHAPMAN & ASSOCIATES CIVIL AND STRUCTURAL ENGINEERS 3174 FAIRVIEW AVENUE EAST SUITE 200 Seattle, Wa. 98102 208.324.8900 STRUCTURAL DESIGN CALCULATIONS BUTLER BUILDING FOOTINGS CRANE RUNWAY BEAMS MEZZANINE FLOOR BEAMS AND JOISTS SHOP ADDITION M.A. SEGALE, INC. 18010 SOUTH CENTER PARKWAY TUKWILA, WASHINGTON 98188 E • Oy • v As •.• s • i • • •. gg • } • 4 ••. ClsTEAo.•' s, i ••• 45 .......... foNAI 1 understand that the Plan Check approvals are uublect to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of appr eci lens acknowiedped. By. e . Date /Z . /L9 /a r� . Permit No E@EIME OUT z v 1990 MAHAN & DESALVO, INC. FILE COPY 0 RECEIVED CITY OF TUKWILA OCT 2 5 IMO PERMIT CENTER F . :7 , r F . I. rinnt--_? n I, I . 1,,.... L.;f 2 ; 1990 MAHAN & DESALJ O, INC, G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 IQ 2 0 o. x �,�.1 2,diy Viz...._:.. JOB L 14C 1' SHEET NO l OF C CALCULATED BY CHECKED BY '� u DATE r SCALE - F`. �i S T / y G & -tS ! �E/ jl2' �b 5,vc 3 ,o... . 'MO Q li • • • DATE i .1 i 1. ; ■ 1 i i ' t -t 4 I t. I i i i . ! i I i 1 I i /..... 4— , ; t i ; ....+-- WV $ I I I I . $ I II : $ t $ $ I $ $ i . ; . . $ $ I tti I $ i . : . 1 ..; t ; t • • Ii$ ?cc a .H.," t ..., , :12; - • . . . ... „ : , . . i . . ,,.. . , . ...i.. . .. . , . : . . .• . . .1 , . - ..1.1.9 I ,5 'x '.. '. _E• : , i . i $ . I, $1..i • : I • . i $ 1 ..I 2 t• . ,...._...,y4,2,._ ....‘; .42■, . -,, \/...- 'a)1,1,' ,C, . : 17) )0 ',_ 2, , ; .•.,• .. + ... ,.. ..., ; ••,•• t t ••, • , il 4 1 i i t I ' It t t ; i 1 ! , . i . ... I" 1 ; t t i t, I ■ 1 ! t . i t t ' '' i ' t • $ ;, 7 7 t $ I 1 $ t 1 I .; .I I $ I 1 , ..... I I $ i ; t • -t - I - .• I 1 : . 'r r i i i i r• . T 1 1 11(26.4... .11.116 1 • , I 1 1 1 1 0 ' , !.. , 1 . '• 1 i . ... G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 JoSECrIAL" SHEET NO 7 OF CALCULATED BY Cr DATE CHECKED BY DATE a SCALE FL ow_ .tirs4?71-1 1- %IA( 12.15cD , i . . . . ! i i .• t . i . . ■ i I 1' 1 • • 1 i i .. -I . . . i I ! . i. • , . i . . . . ammo" mkt /wrn•Yti1 lat Crate. Wr 01171 G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 c-', 1 1 . r • 1 t , ■ I 1 I t t i ! i i I I i . .... .. ;. . 1. � t... . . ......................... i ; JOB '✓Z CTIt Lr S1-4-ui � SHEET NO CALCULATED BY DATE CHECKED BY DATE SCALE i. ' K. 1.115,27; we I { I "L I . l • . . ...1 . . . . .... ..... 1 . ._..... • OF ttt 1 i • 1 i . j j i t s ' t f 1 i 1 i. i s 1 i i { .1 ' r., . I r 1.:. f .. .i., , 1 .4 1 ti *x10- C"1 . 331-Z 4 G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 JOB CALCULATED BY �r L DATE SHEET NO SCALE r c�.PkL t S OF CHECKED BY DATE A* NA sir 1 I (Pit • • • , 1 i , . K. 2, t'x ►'�.$c 13� 1 t 0 _:....._ b . . � s I Y a �. ...� b 3 7t...?, ,.2 a i vy.; , 2).11 1 I w ». r I i i 1 i 1 i G5 2, i 3- i 6 ib •! ' S : . ... ....t... - 2_• b t. 2.- 2 1 2 X ( 2'' , i , i I I I i : . i ! , .. }.. 1 T ; `.. I. ; { i �._ ...... ... ........_..... ... .. .. . 1 i . .» . I ! G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 JoBc hqz SHEET NO NO 5 OF CALCULATED BY DATE CHECKED BY DATE SCALE A 1 k■ Vr 1... 1. .. ... ; ; 4 .....4. . ! ; I 1 ! ; i ! ! t! 1 t ! ! ! 1 ..,„, %.; I ! r ! fl ,4 5 III o I' f; I ; i. . .. ... 1 . 4. ..;... . , ...1. .. i 7 , ' I ■ ■ . 1 : .4. , ., ..i.. . , . : 1.. t., --- 4 --:------b .. ... , ,..... c... ; ed ,• , . . b • . i I. '• i ' . -ft •- - . . • I • • i 4 ,.. : ; • rf.„. ... `ri -, i •:.. i.....„ -t--- -I- . ..... ;. : : .. .,', ..... .., I I I i- i I t t* 1 1 9 I • . • . 4 • , ; ! ; i I i ! T l ' . 1 . 1 1 ' ' i i !.t e.) • Alt i + ... i _ I A' *4-0.0?12 1 1 i . . i 1 I ! 1 I i 4 ! i ! ' i ! i I ; I • I ' i I • s ! I I I I 1 17 1 I 1 4 4 4 i 1 1 • I I 1 I 1 I I ; eri'Vt I I ii ! 1 i ! I 1 I ! I I I I ; 1 i ! 1 ! ; , : • t « L 1 el .. 2 ! i i , • I i 1 • ' : ■ . • : i . . i ■ ! -- r• •-•t .. ; . I , , ; . i ; i i i ; • ! . 1 1 Q 5 1 i e ., • . . • . , . • , . • , . ,• , . . . , . , . , , , . , : , , • , 1 11.0..i. ... • 2. 0 I ,. , . . . ., .: . 4 , i ■ 1 • ; • ' 10 L . Li.l.eC"...? .. :el 1,1, 71,,qc5 l' t yq : . ,• , : : „ . : 141.1..w..? 4. . 7 1 •4 ( 2X 1 9'So wt 1 1 611 ° I ' c a iAa.4)15 ...... • z 1 . ! •••• .... • .. , .• ' 4- (F.:1 2 1 I . °- l ""1 , . , ..... .. • • . " • ....•• . •. 4 « . • . • . ! '. • ; • • .. • • ;.••• . , 's' .. 1 I . • G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 JOB SHEET NO - OF CALCULATED BY CT SC DATE CHECKED BY DATE i i j • w i j i, x 1. i .. 1 is 10 ; I ..,� .._...... Z .� ; .. � �. � =�5 Zoe Ic�C� x 20 3 -4 1 x � 28� G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 r• JOB SHEET NO OF CALCULATED BY ''E C. DATE CHECKED BY DATE CT(./ 4 0 , N,s ?)115 SCALE iai 10)1129 t31 • ci 315 1 1 I : i I ! i .. ■ j i F (It liVt ' 10 v.1.14 e 1 • I , i ■ , i t T i i .. .... ; ■ i ! i I 1 . ! ! a . \ 1 i I . • 9k 't r 1 i , i ! ; ' : ! A,. 1 . .7 - '19--. A Li.. .. ! , 0 Pti...11 "l'i 7E. -i- .' .25,..1 X , ; . . . . : . .• , , . . . . . . . . . . . . . , . . , . . . . . . i !e, • % vc : • : I i .1.1... . 4 C.)- k . • .. ‘ : , 0...-.1 X 1..72... , . . . : . . • . : . . : .• . I ; ; ..■ ! ! ! , • i : ! ! . . . N !.. . • i . •,. . 1 4 . . ;. ; • . i 1 t . ..... i .. : ! ; 1! . . w / C ro,s lca".5: (A P ; . r'AT)T P. 10 F. ....i..• i i 1 1 1 1 , . , : . 1 ... I I t i r : : ' ' •Z, , I i . 1 A ; 1 , .... -, .1 I ," i , z•-• a a 1 ■ [ 1 ; 1 : 1 1 ■ ; : 1 I i ! t • 1 , ■ : . : i . i • 1 : :' ILP 4. : ' I 4 i i gi (7 / I . , 164115-11234 .t : ;4 i . . v.., . , • q;112,:( 7.,q3 7 ":;) . 1 A . ■ , t t ! ! : i / 4 • • ! : • • : i • , • ; • , . ! . ! ! • . t . 1 1 •i • • I I I I i 1 i i I I t t 1 1 1 1 I i • i ; . .. I . . . ; . ; .. ; • ..; t s . I is . I I . : • i . • ... . r ■ Fit 10.3 6 6 i ii-I' l' : . , ; •.......• : . 1 i } ; 1 , ....... 1 I 1 I 1 -I- •• - 1.— • I : . . • , • .•.. . 1 ... ., i . • , • • • • I ; , • • 1 • ii ! i • • I , 1 , • • : • 1 , I • ; , • — • i . — . ; .... — 1 ..• a . ■ i I I . : . 4 . 4 . a .. ; . . i „ ..; , .. . I . . aa....-. .. 4 vt; S I i • 6 ... i' 5 4 q i 1 .... , b". L...,..(2.75 .•• ii.4 ! 1._ 1 I .... , . t : . • i I I . • ; . 1 I • • i i .... •••••I ... , ••• • 1 l C)...... .1 .f ..... . , 1 .. . . • I..... .. . . : . . . i . . i ... . : . . . i i : . . • . : . . t . ' • : . . ; , • : . ..... ....., . .• • . • . s . . ; .. . . . .... i • 1 : t : • .. ••••••-- , ... . • . ' . .. . —.. .. . . .. • • . • .. • . .: ... 1 : h 1 : • • . . : • . ' I 1 I • • .. • ...... •• • • .... ...; .. , . • ••• ' ; I t I 1. 1 1 : $.• : • 1 ; : • i : t 7 ; . I : t , I i • I : 1 • •• • • • . • : '! • I . I ' I i . . . I— . .... •—..... 'I. I .. : I .. . . • a r't x . ).7,..! 4, ' i i • i , 1 , , ; r . .... ...1 • . ., 1 I t • 1 li E I i I I I ■ .... • • J • • ... . .. . . I I I I I • • .1 .... 1 . ... .1. ' . In ,6„rti:7 , , i .... • ; •• • ....• ...... ... f• . I ..• I 1 1 I 1 1 1 • I I I 1 I. I I i I I t I 1 1 I . • • i .. f ... • .. I. • • , ... .. f • ; t . I t j• . i 1 f .. • . .. I . .., • ... • • ...f .... ...... 1 ..• . . . f • I il 1 .. II 17 I • 1 1 ■ & I.. 2 . c 7' ' . 4 ,- . fr " :‘ 1 I ii 1 • • I • I *).4 Ts ".- W'Ell-1) 2.. , r. ,..,. . , . . . . , 1 i , . • .4 1 . 1, i • r 1. t ' • • . — 1-- .. i.. . . . . .. 7 . ....... 7. .. ..• . . .... I .. - , ! i .. . i . . 7 . • . . 4 .. ,, , . ...;. . 7 .. ....; . . 1 3 — ..1. . . ..' ... . I ' : I ! I I : ■ 1 ...„.... I , — 7 . I t .: 1 1 .i..0 : ..... ,... 4. .... .1,.. ...ezl..... ..9 ,, , I • I , 1 . .1 ... I. .1.... . .. ..., .1 . - 1 . . ,.. .,... .. .. i. f \ ., ..! .. .1 . .. 1 ....— .. .t . +.—. . 4. . . • , ' ,1 i 1 i 1 . . . I ■ G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 • JOB OF CALCULATED BY C, DATE CHECKED BY DATE SCALE CP. 1 14 11 SHEET NO r 2.....-4 s . , • —...... . , 7 . ....... .....••., T • I .• i . . i . • • . • .. • ' 1 . . ! • '. , . . • • • i . i . . ; . • . , , . • . i I . i. . . ... ; , • . ; . .i. , • ' . . • „.... . • I , •• , T . Ti.„..• ... .. . . , -...!..••, .. • . . . •• • .,..... . . • • . : . .. . . .... .. .... '• i i ; Al / 2'• Ak L..' r ) ' kig T-H16- 1 i<' . , i . 1 • , ••• ,.....s!ialla-a-----: .3..• Ni la a .... 1 ; ........ , • . • • . 1: 5 -. )14LN . ,, . ; ' , • ! ; . • • , I e L 1 ii • • . . ; • , • . . ,.. . ..... , ... . 1.• . • : • . • • • . .. , . • ! ! i i . i ' • i a L • . . .. .. • . i .. •• t < . • .. . • . . . . . . . • i t . • , . . • i • ! . . • . ■ 1 r . i, '. : i ; • • I . . .. .1 ....i . 1 ... , • • i i I . . • . • • • • . • ; : I 1 k . • ' ! i• „ t I 1 4 . i 1 i 1 i I : • i • 1 ! t.1 ! . i , ' * . . . , , • . ' 1 I 1 , ! • . • . • ; • 1 i ; ., i . ; . ; . ..- . .... ,,, .. ..{.......1. ... 1 J ...• _ ;. . .. i ... .. ..„..... ...! ! • . , • • : • ..i .. .... . • i ! ' ,, • • . I. . '• . . '. 1 . i i ! • '., . 1 , , I i, • i 1, i .1" ; • .. . ,. . . ;....• ,.•.... '...; . .• • , - . ...... . . . , • i .. . ..-, • . • . : ! . I i - , i 1 1 ' . ''' : ' . ' i / . , , , 1 1 , — ? , . ■ 1 i 1 , ' 1 ' t. . . ,. ' I , • ' • ' ' 's • I i : I i ; ' : ... ■ . • , 4 . 1 - ...,-, • • 4. ..".. ... i . ' ; 1 ' . , , • ' . . : ; , ' 1 • 4 , 4 .. f. , 7 , ' i • ...•,, . • . • .., ... , i ' • ! ' t • • I G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324 -6900 e „Zia.-- v. kA e ■ SHEET NO CALCULATED BY CHECKED BY n c DATE SCALE C- `` A O\ M C, ' C OF DATE i x : , n i I ! • i ! f i i i { I. _;....... ........._......._:........... I I I • 1 ■ . i s I I i3 i :ZS i , . ! i i I i ! i i r r ........_.... ....._. . i • Z 3.115. x.11,.11$ i 18,.14 ' '..1! T! .,.. ,....... r �,.. e1 . �< LI _ K .......... ......................._.. i ! i i i i i : I ! i I I i i : i . i . i .,i i ' , i , . i i I I. • 11 .. G....7g.iS) . , ... . ...7`1. 0 ... y.L, ... ! I i t , :I • j i i I ; , i 1 �a I 1. i ` i t i i t 1 ! r.' i.. ' i ... .... "I .. ! 1 i 11 I , ; , , i ; , A \.‘41.i..)0:054..;...s• .;'.12. ep i.'6 , , . . . , : I 1,1,6 ' , zoo 21.x. , ' 1,-z ..... i..4...,.b* /1-27 ,..!....03 , i i i' r t . I f V.$. 1 1;t (I i".qx (h o5zs' 2.114 1 '9 ‘5 1 1 ) X ..:rb:45 X ...."." 6 '7H1.61 It • G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 JOB .��1rr} =! SHEET NO. f U OF CALCULATED BY Cr G DATE CHECKED BY 1)}.1 DATE SCALE CR ....., ..... ..t..... _ y i I I I, I Cll.. ..:-D4 I I + t I !/ _ 1- ! �..�'S.7.? b 2.. • •n 1, ZigZa ± 2.465:7 i lz t._Z S.•.... . O....�.. _... ) .......... _.... .... ..�._..... __..... ..... .... I j. I • { • ... ..S ...... i I .......... . i ........_.. I ...r n _ ; I, I I. I . T . I .. I t i ' I . T , , lic II t ............._. i ... I ._.1 i........_. _. I 1 I �•,. ?, tm, ., G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea, SEATTLE, WA 98102 (206) 324-6900 JOB S L l= 14-c7' SHEET NO if CALCULATED BY CT- (•-� C OF DATE CHECKED BY DATE t ........._......._......F. 1 ,._.._.... 1 .........».._..... r ....._....... t ............ . .......•................ 1 .._ ..............._...................._......_;........... t.. 1 ............................ ._....._............ }._._.. � ... ._ _.._.._.•. 7 •._ _ »._. E 1 i t . • - . / . .5 - -z. -.. 4.g4 44 ' )XLi ,m i.0 I? 4cK, -- .*-Q //" T ,/ w ' '1 0 r: 0 el v . . /I : : i 1 ... ...:..... TvF ?^te val . 1_.. bx._..1S i 1 t ... 1 ...i • .....:........ f............ 5/4'5 • G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 I � • • c 04, Ato 1.4-4 FT Cr VT- 1 -1(..)A .... g di 'LC z. .. f- 6 1 4 1 17117 A—C re I AG- Fi Lu r .,. ................ 1, ? SHEET NO ( Z OF DATE DATE CALCULATED BY CHECKED BY SCALE x'3 ..`� :x~..15 I , ; 1 t : i ...r i ! 1 1 1 i 1 I I 1 I } I I s , I • • 4/ I ................ • END I 7/1' FR 1 ENO DETAIL C001 USE 12) 1/2' I 1 1 /4' MI. 10.2 11/10151 4I11 1/2' NES. 001 1115072, SINGLE i l S l EE AT 11 CON DETAIL C002 SLAMS( MACE U15 121 1/2' 2 t 1 /E' 1 1122' SOLI NUT 10150 SINGLE FLANGE BRACE CONNECTION USE SECOND 10.E Af FIIMI■ COMECTIM DETAIL COOT 011575101 1 SINGLE FLANGE BRACE CONNECTION USE 11255 10.E ill 5105141.1. 0157 CONNECI700 USE (21 La I I 1 /4' 151. 10Lf (0/70/77 AND 1/2' WO. NUT (0150721 DETAIL XC -I J CRANE eRfrcice DETAIL $IOENALL COLUMN ?JOTr : CRANE G/CCG/ET /E Pc/A/G1E0 ' 'Iis // 4e-2. AT aka" N 3 GACE DETAIL C320 DETAIL C321 USE 1101 LS' 2 2 1 /4 AS2Sf mg- ST)ENCTN 00.T 10172/21 450 5/1' 0E401 1151. 1111 10152271 CANOPY BEM CONNECTION 115E 121 S /1' 2 2 us" A2217 NI- STNESCTN BOLT (0172121 t*0 31$' MATT MU. NUT 10172271 CAROM' BEAM CONNECTION G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 r- martram i7iK GwtoR Ma. 01111 1 _ ...... ............................... { ........................_...._. , ...... . 1 1 I 1 1 1 0 An 41 I . • 1 i 1 1 1 k 1 ' l, , 1 ■ Ii , :. 1 i i 1 t 1 ............_ .. ....................:.......... ;.- -_..._.1 1 . A JOB S ad \• c Y` O SHEET NO 1 OF CALCULATED BY_C1 DATE CHECKED BY DATE SCALE 1. Gr VT CT 65 0. 1'550 I ........_ .............._i ..1 i ' __.... _ ........ .. ...4 I ......1........._........ _ i I .........:....._...!_..._._. 1 t ........._............. r...... .. .._.,....................... NialS , : 1 1 1 • i ; f , i t j 1 i � T 1 j. 't 1 i i i i 1 1 1 1 i ; � _1.. _...f . .....:....... ..._ . i ' i I ■ oArC: 04 /30/90 UM[: 01:16 Pm o *D[R . 017SS7 ■UrLDtR - PACrrxC lSO*TNDSIL CONSt OLDR PHOIiR # 206 -. -24 SLUR cOHTAGt - 10OLRt ELORY ITYPE) 'WIDTH) (01I00?) OSSCRIPTION LAP 10' -0° 241 -00 D[SIaN SYSTEM FRAME 1 1 r_u mow waves r IL- cu 15,-09 FI..R LI.E,_ cEr r c $ A L r R A K 1 Y arAW AWL 41 Cremom) u] I S I 0 N OLDS ORDSR $ 90304 OLDR ACGOUST « 20 -46- 033 -02 PRoJ HART - A- A.SSGAL6 (NOR ORP - VISALIA ISIOR) (READ) •COD[ /YCARI IsLOPS) 25 PS! 00 NPR USC 10 1.00 TO 12 .ri 28•••• .Y cis- 3. s = y 3 Lu UNIT I FRAME ELEVATION AT GRIDS 2,3,4, AND 5 r -r 4 =4k 3-u u� t-a� A 7 /3r r �l 1 K lau 103 COWL PAGE: F L • CIO/ 1 f! 7C1 1J. YJ IRN CON9I- AY. WA AI 'PAM I -S BRACED BAY REACTION - UNIT 1 AT *SIDS RAI 'L .L) S•S LOOS M.A.SECALE TUKMILIA. MN FRAME REACTION - UNIT I DL 4..LL 4. awls Ir- CI 1ST A f 1p I *l 23 01./1141,1 0.000 Is 4e z,a "g FRAME REACTION - UNIT 1 DL • SI:IZMIC + CRANE 10'XI15'X24' LRF 25 +SL /BOMPH UUC 99 3 aCOL I AT aEACTION NOT MAYINI T11LI. PORTAL FRAME REACTION - UNIT 1 SIDIWILL MINIM . SAID ClIll S-a FRAME REACTION - UNIT I IX *AWL + CJV 41L c, } At NIIIS Ddn: / ML 'L c I. 11R RIACTImII ARI 11*115 10 Mel. 11 NI/ ` TIN 0001ID11 1' pug 1 L � o A41As ViiAT�0I1'I1 IItMIl e. memo if II 1. T W 11, YI II NA1 4 ' It KIItIIor111Ai110N'Il Ili illin r;111 Nu!' 1. All `M I11 1R INt94Bil -S All AMMO 11 I. mummy FOP 1111141110101 *HAIRS Mil 1101 lIKL17ls SNIISIH$$ OMI ?MM. MIIL I OIISIN KYCAI _ .fi SPECIFIC REACTION DRAWING FRAME REACTION - UNIT I DL • UNEJILA ICIM ISL 7.: €16/1 1).2o2 Pay\vvi Vir4 AS VILl IOW sow. T INIos IAN, 0*AVIIU JUI ( N. 1 SIT. 090-077557-01A 100 FRAME REACTION • UNIT I DL • LL IC 03 *APO minamliimnms 10 Mr� c R VA IM 41 03 •10 FRAME REACTION - UNIT 1 0l * LL • .3WL Ari bf 1.3 !AMA 1 K I Yl ! /0 0.000 0 33 30 -11 • c SUTLER MANUFACTURING COMPANY OIM►.AAI. 0101aaIANVA1 CM. M1$$ $ r FRAME REACTION - UNIT I DL • WL Hr Ib Ar 1 3.1 0.000 •1 VI. •11 /A -1 cb FRAME REACTION - UNIT I D L • .511 • W L 3-I l Ai 0g 0J OIf &.4�1 L 0.000 -1 / PPCOucv TM OROEN Q %N G C T �NfERINC 111 11 a-- cb MA f OY11.010. PACIFIC NORM FEDERAL M G.E. CHAPMAN 8e ASSOCIATES cram AND STRENGINEERS 3174 FAIRVIEW AVENUE EAST SUITE 200 Seattle, Wa. 98102 208.324.8900 STRUCTURAL DESIGN CALCULATIONS BUTLER BUILDING FOOTINGS CRANE RUNWAY BEAMS MEZZANINE FLOOR BEAMS AND JOISTS SHOP ADDITION M.A. SEGALE, INC. 18010 SOUTH CENTER PARKWAY TUKWILA, WASHINGTON 98188 FI,LECo y I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractors copy of approved plans acknowledged. Date.,... % �1 C , % ••»»• Permit No.,...., •� /�'}�� ��; F ................. • • • • RECEIVED CITY OF TUKWILA OCT 2 5 1000 PERMIT CENTER G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 , ) 7 1 i ce ...' . i 1 : ... C - fi e. . • N ....:2 Q' (9 )c g L 1 '1Z Joe S)'W C'' %lr 14G OF DATE CHECKED BY DATE SHEET NO CALCULATED BY Cr C SCALE 1, • 7x..1 1�. ,. 1 0 o o ' f 1 : 1 .... _..__.,. ......_...,.....___.._ ................_........ r.._..................... . f • f 1 I i 1 , 1 1 { i , 1 • : i 8 0 �!. , ........: i... X 53. -.... t -b.. G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 SHEET NO CALCULATED BY Cr \r" CHECKED BY SCALE OF DATE DATE 1 I ; r r i . t . , ! : ... -4-. ! 3 • , . . . •: . 1 r , . . . . . 1 . i i ; • i ; I ,... ; , . 1 , , , 1 .i'L.1 1 ,1,0 • , 1 ; . I . . ,4 ; ) , i 1 ; , , • . I 4 . 1 ' ! t ! 4 '''' 33 ■• ! 3 . . . 4 • I . .. ! . ■ i i . . i . . . . . . i . . . . . . . . . . . . . . . . . : . . . . . . . . ; i i ; 2 t. .... :,. ‘ ..,." '. _ i ,.., 'i,2 h.. 1.1 vli : ! "2":),- 12.-- Lci.)1-b 0 ,..(•. . . i . . i . . . . i, . i • .,i .... , '', 2,A JO ec ... D .._ 1 2, . C . , . . , . i -i. . , . •I'• ..-.. ; .4... .. : . . . ! . I I I . . 1 • , . i 1 I . • , I t . I i , I , . . . • 1 . t 1 .. 1 ) : ■ . i ■ I . . 1 1 1 ! 3 3 3 i • 1 ; I i ! i I 1 i i I ! ■ I : , : ; i 1 ! 4. . • . ' ::. :I . ; i' 1. ; L ! • . Ifi. e) illM31. I ■ ; ! i i I , ... .. .....; .. .1. 1 . ..... t .; ; . ! I 2 Q ;. . • .4 . .. ■ ' 1 1 1 . ■ 7 J....• b I " 1t..)6/ 11116i 10 - biktk.vw1-4. 41713i bli21)- 62 111•6 t' - 1 - 6 . . z . 61- . .,,riii. ! . 7 7 I 3 3 t.. . 34 • : . . I ' . . i , . . . . • i „ . . . i . . . . . . . . , . . . . , . . . . . . . . . , I . . tA G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 JOB crisfL OF CALCULATED BY DATE DATE "- SHEET NO CHECKED BY SCALE Fi ..j z . 1 1 0'1 , . . . ... CO rc ! 6 I I I ... .1 . . 'a ! I .. ...... •• .••••..L„• ... r• .. m ttl: i ! : . I • . : 1 i I . t , i • , I. 1 • 1 L I 1 . , I : . f ■ 1 ? . • I . . , . i . . ' . . . i . ' / , • ... i ..' .. ... . I . .. 4 . e • 4 ,1 ••• . : , • • „ „i . . . i .. .... . ; , i . ..r " .„. , T . T ....- - , . ---- I t 1- • •1 • t ■ T. t .. . ..1... . . -..,-• . , i 1 T . / I i I I I • 1 : . , 1 g IL: . . i .. .. . . 1 . ; , , ' ' si-b , •I 1. I , , .... , .. ...... ... ... . ., , . . . . • . , . . . - T . ... .. ! i • f ib. I .V.10 t + bA .:12....."' 14.65... Lo..t .................. 3.34.4.4:-. 1 i i • , , . . , • • • . . 1 il . '.:. 7.4 I ..i_50„,..64 .! .... ....,,........... , . . . ..; , , : t• I •-. . ,-- - .. - ... ! , ..... ., .... ..- .. ,.. ... - , .. . ....,. • - • , 10•1.2it b c..! 4 • i t ... ....• . .. .. t . t. -....• t i . . ; ! , ...i ' • .... 1••• •• .I. .. ..... • 1 • 1 I i • i • ' I t 1 j . ! .! i I • 1 . • r 1 ........ . . pm.. ... , .. • ... A • • •• ... 4 r .. •• • • j . •• r i ... • • i . '.. • . 1 • I [ 1 1 .. • . j .. )1 3 1 i t i t i i i i ... - . I r7! Z • .. .....,... 4t, :. l' I . .. .• . , I 1 i • i - 2,, ) '! 4:2 i i . .. .... , • . . i t I • 1 i I 1 1 L ' L 1 L i 1 . . i I ..-. •-• I ---- ..• • .. .. . ,.••• ,..••• . •, .. • ••••,...••• .. .,• .. . ... . • • • ! i i i e i2,9(... . .....,.... .. ,..... 1. ,... .; ..... ; ......1.. . r . .... .1..• . . ; 1 . 1 1 1 , .. ; ,• ... I .. . .... , .....4 . , ... .1 ... ..... . . .. ...i ...1 . ,... ,......i. . .. .......i......,. 1 t I 'I I • i 1 i i ! I • t I i . 1 1 1 1 I 1 . 1 1. ' • . . t 1 1 1 ..' • • .1 • . I 1 1 ' ' • • . • • ........ ... , 1 I • ..• ' 1 I .. ... 1 . ,, ., 1 , , .1 1 1i ,. ... ...... • ... 1..................„ ... ..... • , 1 I . . . • . . . I , - 't L '• i . t . ' - I • . . , . , • : ; • .. 1,,, t • • . i . , . . • ,, . „ 1. . . , , , i...- .. :/...,,•,• 4 ' ..... ' 1 i . 1. I • t ! • , . I I . , 1 - .1 :••I'r 1. , H . • , 1.-4 T , ... . •• 1 ' I I • . i • ' . • I 1 • . , - 1, ,, i . i .., ..• • i - . • . - tt; , ■ - i • s • i , • , I i - . 1 • i . , T .. .... .. , ... .... 1 • , , I I ' I I I '; 1 1 . • • 1 • ' 1 1,' LI• - ' i : . , , , . r . . . ... ., .. i. .... I , .. ,. ... . --I • .1.. .. , .. - ;.... ;,: . I, . - .., '- I .. • , 4 L„.„ 4 .....„ ,.....f , , i; .. . „, , ,.....; :, ..f ..„ , , • .., 4 , ,.„ .„,..... „ , i . . ... . .....;„ ........ ..... . . ,. ...„. t ■• , i . : . • I i 1 . , . .. • . . • • : , - . •,,• • . .. , , , 1 .., . ., . , . .... . ... . .1 .. t - ; . . . ..... i.... . 4.;,..i . L.i... ... . ; .... .. , .... : .. ; . . 1 i • • L : . i : i• Li • .. • . i .. . i : . I ' ' i • ! . . . . . . t . . . .. . . . •• I...• i • • •I • . , . .• • r r • • • • .. 4 ... i • •• 1.. i 2 • I . , „ ' : . ' • i , • .. . „.. • .. „ ... .. . .. .. . . . ... , 1 , , i . ■ : : , . . : , , . . ' , . . ; . . . . . ... ; . , I. .... . . — . .. : . . . . . .t, • • •■• . • • ... • • • ...• •• .i. , i i•r .. •., ••• ... • 11. • ■•• .• r• ... m •• .. ..• . . . . . ■ . . . ) • i : '• 1 . • ' " i , 1 i • r ..• ••• • .... .. •• • •• • r . . • • i • • ... •• . • . •■ •■ • •. .... l• • • • • . ... . . ..• • I i i 1 i .... 1 . 1 . ••••• • ... r • • ; • .. .. .... 4 .. ■ • . .. • r • . 1. • •• • : , • • 4 .... • • •• • • • • • 1 .1••• • • • • •I - , . i .... • 7 ... • • :. • ..{. • •■•• •11 r r ... •-• •• ; • • • •• ..... • • : 1 . 1 • • , 1 ... 1 . . . . ..k. ', • i . ....• • . • i i i • l ,.. .• i 1 , • • 1 ,1 • • • • • • 1 •f•: • I 3 • I • ,••• t . • 1, . I ' • 1 • t . ... ; • • • ... • • •• ■•• • • r •■• • ... • .. •••• ••1 ... • .... . ••••■ • • • • . • • 7 • • • j .. • 1 • • • • .• . .. ; 1 1 1 ■ 1 1 ! 1 i. 1 K ; I , ? 0 '. 2 12 ( .. : . 1 , ,i . . , i ; • ' t .. . . .1f. . i.. . 4A ‘''. ji 1% 14. ';* /.'")( ), ibo: , 1 -- 1 4 i' r ..;" 1 - .. t,... :. i . .; • p, LT!, it i. ! i, , .-.: p, R . '. ii : . . • 4 .. • • • 2 :),& :11 1 I e • • • ;•,' ; • I • • *•1 k, °1 1 * (ia t t4,61 /33 1-24...67 ) ..,. 1. i 1. .1,2 ; 11:4i: — il ; i t r i • . , AIM I 16 r") r5 :7 K i i ! i 1 1 ■ i .i A 4•,, t . i { / 1 1 ! • I i i i I t • • • 1. 1 .. .. ' ! ■ I 1 ! .. • i a , ' , ,' r.....,...31, .. .• 3s .,..772o.t1 .......4..!........3„._................... ......... _._ ........ ........... ... .1 ....... .....,.._...... i , . , • • 1 ... ...„..., , , , I , .. .1 .. I. , , , • ....., . i . ...• ... , , , • , .. .. , :. i i 1 I 1 .14 •• r ; . • . , .1 .... I I .. . 1 I I I i i ! , ■ I t 1 1 ! I 1 • , . i• j'• I i i " i , • - i ' 1 •cli I N : 1Z- 4 1 2 U 1 ■ 1 S )° (ajta ) ' i& . 1 (5 i . . 4 . . 2 ,6 , r . . ................... , . - I . • • , 1 ' ri/ , I i - ... . .. . -,,, 1 4:- . . 1 . • • . • . . • • I • . , • • ! 1 1 1 . • , I . • I 1 . , • • .. • • . i . I 0 • • • • . • • . ' • • '. ' I • 7 t 1" • - , i • i . • . • • , 1 , , ; ; . ■ : i ■ ' 1 t : T. i s i 4 , , • r t • r / ' t .1, t ■• i 1 • i / / . I ■ / • i . i i tt 1 I . i • i 1 1 t t • 1 • i , ; . . -, . 1 ■ , . , . • " „ , Ao , I I ■ I 1 I t ; . ? , • I ' ' , i ., • / . t . I . f , . 4. . ' 4 . , . i ; ' " ' • • ' , - 1 f . T' , ! . . : . i , I 't 1 ' 1 ;• • 1 • 1 4. , i ' `. . ; ■ . I { 1 • , ■ ; L. ; . . . ■ • 1 . ' ;', . . ., . • . ! 'I' , 4 • '• • • • I l I I • i I I ' 1 , • • • • . , . •• ; • 1 • • •••• ; I : • t • . i . ; I , • i , . ( • i , , . . i • I . . ...... .. 4 . t ,. 1 • i , 7 7 • ,I, „ r „ ' .. „ , .1 , .. 4 ! 1 • i i • i'' • . , . I ' ' I • ; . ' . 4 . 4 . , 1 ... ■ 1 •• I , . , 4 0 • I ' i j • 1 ' 1 • • • • • : • , • • ' • i • t IP • •I • • • • • .. • ••• I • .. -•■• I.. . • • • •• • 0 • /. I I. • r t I 1 - . l' . 1 • • i I . . i .• ' 1 • i • .1 ' i .'." . ' I i i . • • 1 ... , . . 1 . ; .. r.. ; • ; ; ' ' . , s . • ! , • . . i 'i f • — 1 • , • 1 • i . • , , : . i • . . . . • r- . t . . . • ... . ; . •., • ....... ....•.•••• ... • ... • • . .. • , . • . • . . . , : . • • , . . , . , • • . . , • . . . I , • ... • • •—• .... • • • • • .. . • • .. 4 : • i i . i . 1 • . I / • • , • / i 1 I ,003e 7itc. Wu. MN. OWL G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 4/44•41.1111MOIMIIM JOB S F s 1=b SHEET NO. OF CALCULATED BY Cr DATE CHECKED BY SCALE N-A '1'1%4 sir DATE G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 POODUCT 200 (NUN,/ lac.. Grata lass 0101. W SHEET NO 5 OF CALCULATED BY CHECKED ay DATE SCALE \- -V , . . ..., .... , 1 i ' ': ' .. Li..?..k: • 1 1 '! 1 , t. ....i. '', , I , i 1 i 1 . , 1 ! , ! i . , t i I I . i 1 I I .• . i . I . I I . I e r . . i. .. ,. ...... . I . . . . . I , ! . . .' . i i I.. . . . • i 1 I . I : I '' . I I ■ 1 II r IP) rpls1,.U.... 2..C?&KA:11 !..: Zi0611:" i; : i' , . ' il : 4. . . . . . , . . . . : . 1 4. . . , ... . 4 / 5...5. .....2L:12......H " 117/144,45 7 ii ! , • I 1 I . , . . 1 , r . . .1 r I i I I . : 4 1 . . , .,, .... . , . . ■ ■ . ! 1 ; .• . i. . . . ..._._.......1,..1........* t t: .....1 . I . DATE 1 ALLuu?t- 7.1k-11,x1+0. to,16\1 106 i i t . . . i i . . I ' . 1 )fLolkr) ' j i T i 1 1 D. ),. kcr 1 • G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 ►AGOUCl201.1 fraW, Ix. Won Ma 01111 2 t JOB : T o *_ SHEET NO `_ CALCULATED BY C T Z+ C. CHECKED BY Cj SCALE ' - /\ 1V1..J_...... 3 .:o 1000 100 /1 0...1._. y OF DATE DATE 1 1 ! 1 , 7 i i i ` i _ .. r ' ' _ � . qtr i .. '.... ...�._. f �►` Z y...7. =f.5,33 � r t o0.x t..20 ( X _.: -. �}.... 12.0..... 2. ...: )( 2.., 00 oe ! i 1 , i i 1 i G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 . is i , , ,, ... , ct73 u o!t ,••7. , 1 I ......... • s soss—ss— sq L (2J4 • 1 5 ‘2..■.k) • JOB CHECKED BY SCALE '7 SHEET NO OF CALCULATED BY U Co DATE DATE 115 ! G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324 -6900 I i ! i..i ;..T , s nti .4.25) • \'l I ! 2— x VL • 5 rrn... C,1 -' SHEET NO CALCULATED BY C CHECKED BY SCALE JOB C '-w ri • OF DATE I ' , 4 I\ 51iVx% ) f7 • i , i ................_......... ... I...._.. «... }.. 1 DATE ...........1 .,i • i • '• i ... • • G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 • i i = • ..... . ! .• . J ' • , 1 4. ••••• • . •• • V Nt . . • I i . . ., . ..j... ' .. ..... .. .; .. t , 7 't '. 4. .. : . ' • i . - . .: ! • ! : 1 t 1 i 1 I ... , , 1 Ii . 't - ■••• .. . . ., i . -4--- • . - ! . . ..' . 1 .. ■ i • f• ... • 1. ! ! i , ! '? , • t • ! , : ..... .; . ... : ... :. -- L.. ... ..1... . , .. ...: . .... 4.... '"" .. f . •••••• • I 1 1 I .. • i : • • I . . , ! i ) , . at ,..4.. t i ..... l. 14.71. _ .ei ......... 1.. ... : .1.... i.. 4 . .. , • • . .., , 11 vt'l 5 i , • . 7 . . : " "" i .11/4. • . + • '.. t ! • i • • . . ......,.. t ...,, ... . . : .., .. • .... .,.,. .. •.., • ,- t i I , I , : 1 , i ...... .. . ... ... .... 1..." 1 , . , i 1 .....,......... ..... , i ..... I.. ..... I. . .. 1 . c ..' .. 4 • — I I i • • • i ■ ! • • : I i i i • 1 • ■ , t i ! i ! .1 !- • i , . .. ....i. . I . ... 1 i I ! : ' ' : • '. 7 4. . : , . : . .. s . . •,. _ 7 • .... 7 • , i I i I . . ......... 1. . .. 1.. .. .. .1. ... ., .. . i. . , . . . i i • • I I ; 7 " . . : :, • i .. 1 . . , : ..1 • ; I • •. . - • . — • 7 • • . i i i t i . • I 1 i '• 1 5 7 . • 11/1 i al it; i-k. )417'6 ., .t. ' ler;i. . .! K C * ', :,"*," i .. - 1 . . . . . . i • , i . ; • 1... .. , : .• , , . . . . , . ..... • . . ! . • . : • . .. i • - . ... . .. ..,. ,.. 0‘ r : . :: . : . , : . : . • ••••• : . . 1 . . . . . : • . I . . : . • : • ..... . t .... .... ; . .. ; (X. e Hei•%::•g • ! :.° . •42: . , . . : • i . • •• ... 1"! .. • . . 1 • , ■ i 1 . • • • .. .. .... • 1 ..tr, I i : • ■ ..../!!-!'.., , 4 . •;•• .—. . • • ! ..... ' " • ....... . . i . . ' • VI 1 . , . i : J !!•.4— ■ . .....i. . • , : . ! • ..I. --7•••••• . . • . P . , ,. , . i . II ." • - I I P. i . . • . .. 7 •-• I.... • • • . I , , . • I • : : • I . , ... • .. . ... ... ..... / 1 . • N- 1 14 CT 1 -;:i■ - •C ' li g ..... ............ ...... :............; ..... . ..... . • JOB km•-• 14C? SHEET NO. —/ OF DATE CHECKED BY DATE SCALE C' ft Yk`A CALCULATED BY C I• • • • t • ; . j . • . . 1 . i . • • • . , 1 ..... : . .. :... . !,. ... t - : • • . . . , . . . . , • . ; . . . ... . , ..... ; ' ' . I . . ■ . ; . t t „ • ' • i . • ' , . ; . !•• 7 . " P" ' : ....... ..! .... • ... ...t ; .... . :.... ...., .... . .. ..... ,..r. i ..... . ,. . , . . L.. :174S.; .. ..... • .....;....... ........ ...i.. . ..1 „... ..... .: , .. , . , ... : i 1 t : I : t :• . , , . ....;•... .. : . ; ... .., ..... _ ... ; . . ..:,.. . i. .. .•.• ... :.. . . ..... ....• I : t ; t „ i i I .... ... , • i' . I . . .... ..; .. , ; 1 . . 1•• G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 a, 5.5.1e5X NOW 2011rN11 Inc Wm Om 0101 • : • 1 JOB SHEET NO OF CALCULATED BY DATE CHECKED BY DATE SCALE I 1 1 i i. I i i' i 1 I 1 ! ' I f 1 i ■ I I I i I I II ! ! 4 i r I : IA ... V......4 1 . .. M S 1° 0 NI, .. , ; ! , 1 . tt t 41 i Z.,.5 zi .(0./ ..,' ti i ; : i - . 'i, •1. .'. i i 1 ■ 4 • ! i i i ! j ! ?! • 7 i.• . I 4 ! . 1 . ; ...- ; . . • _,.. I . i . . ! 1 a. .t... .. ; .... .„ . 4 , .. ,...... ...A: .s • e . i/11, ' , ) 1 • e■ i ; . _1 1 i ! i • il I . ••., .. 1 . . . . , . .: . . . . i 4- • i ■ 4.- . i. .... 1 ■ 1- ' , : A \... 1.41.0 14 i... .S (.....■ 87 r< 2 :6 , icix. 1 1 , , : .. , , , . ,• , I r .1 1 • i , . . , ! • I : IA.. 7,01i Za I I i ! ....: 2" (I CI- '.. k i , . , 1 1 1 ...1 . 1 , . i , • 1 . I I i i ■ 1 I $ - 51( 2 t —2. • i , i m, ! I) . .1 1.1■ 1 4 C 1( \ '4C ied)L1 7 D ,i. I , , • 6 Z-bilit ( I i-.L1) 7 u .1,1,442`.1 • • j 1 I • : ! . • I 4. . . . .4 i . . I. i ! • i 4. • . . •••• ..... . • • • ', . . • -••:, .- • i • ...... . •:. 4. : .. 4.- , • .,,}. . • . ; ' I 1 . 1 ! , t. 4 • I • t , ; . '' 4 4 .. • • 1' • 4 . '1 i . . 1 i . : 1-• :r ::, .. 1.• 4 ; : ...: - I: , ,,. , i • : ,1 . i ■ .. I : :: 1 - : ' ! i - . i . r t; ., ! 1!.• • i • f I I : ;. . , :, •r, , .1 . • •:; . i. .. 4 ' ; , / ,- •• I • I i ' 1 ' . .. . ' • / • ' ''. ' . . 1 I ' I f . ' I ' ' 1 • 1 . ' * . u . ... i • ." ... ; : *1 . : -:','" .7 •'• ! . . -1 --":-:'' ' ' ' i • , f. 1 : . I • 1 , 1 , • : 1 i . • I ' : : • 1 • ; : ' i • , ! I i • -•'., • .. • • • , ••• : . : , • • . 4 1. „, : , ..., ,. , ; . i :, • 'i : i , 1 - I . - .1 • : 1. . ' i • , . ., ...... ....... ... - ...... .. ,, ..... ;..., ... , .... i.. : . 1 1 • • .t. .*s., boartel RIAll G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324.6900 ;me SHEET NO 1 CALCULATED BY C r E. CHECKED BY SCALE CR. M./ 13Y1 11111•110=1.11■ OF DATE DATE i 1 . . I i 1 I .. t. .. I I . 1 3 1 I . H 1 i 1 i I. .. i . .. i 3 ; 1 i. ....... , .1 ... , , 1 , .. . . ,.. ... 1 . ,t,. . 01 ..... , .,, . .1 0 • • .. 4.. I I; I 1 I ! 3 • I 3 I I I . I 1 ' ' '. ' 3 ' ' . ' ' ' 4 .. • - 1 . . - ..1 . i, 1 .... , .4 .. a • .. ... , r .. t .... ..,... .. ..... .. .. I ."... 1 1 i . ! 1 i ' ' • 1 . i 4... , 5. • :.........! Ok .1..: ,'''S I. '.0 .lc:11 .. • . ........ ..• .0 40.0 000 ...1 ...m.. 0 l i 000 1. • 0, 0 r ... •..., . 0 1 . 1 . : . . • I i . .1 1 .' I . •.' I . H ! • i ' i . . 1 , . ■ ' ! I .. .. • ' I ., . . . - -! ' ; i t I i . 1 I . I • 1 ; ' . i • : I i , ' 4 . • ' " ! ' 1 • • ! • . • ,i1 . - 4. • : . 1 . i • ' 1 4 ‘. .. I ' i . • • ; ' i i i I i i . i i ' • • i ; i ! l . i • r.....: ... 3 I J. . . I .. .1. .. I. - • .., . . . .', I .. . .. ..-.. ., .. .. ..t. -.:. ... : -..... . .. ...... , I. , ;.. .... ! I V I ) - 0 i I r 3 1 i . :. . . i 3. ■• r . 1" .... i i r i r 3 . . ..I . ; .,.. ... 4.. ... .. ,. .. , ....... ...I, . .....' .. ... ! . . . . I 3 3 3 !, . .. : . r, , • , . ( 2A 4, 6 -1 i 36 12 . I , . .. ,:. ... ...... .... . .1 . ay ' . t I 3 • 3 I ... . .. •. • ••.• .. . . ' (' - - • A)! I ...... .; 1 1 il 6 I ' . ... 4. " .. .. .....„1.... „ .1 .. .. : • . 1..... ... 3 3 3 1 3 ' ; . I • i I I ■ I 1 1 1 12,, . ....;.... .1. . . 1 . . I ...... ..! . , • I ..... i .. ..,.., .. ! .... . . , . -, , ,,,..,,,, , .i• , , , ..... r . i , ,, ..........., (I+ 176) . .. ' .. .'1 . .. 1..... i , , ... 1 ......l.. 1 . .. .j... ....... 4 ....... ! 1. 1, 1 1 • i ., . , 1 1 1 , i. 1 ,1 1 i • I • • 1 1 . ......1_ i rZ ' . •••...„... ....".1............ . . ... • ..,.. ....„.„.., .....t.t. ..._ .. . 1.. A 4 b.,4 1.7( 1 t 1+ X ) 0 .P.• 't q)ictie.:0 2 `‘ i C.) Y...7.i._ 1 1 - I i 't• .. . T. .. ••••• ...., ... • ... ■••••• . • r .. . • • • . i .• 1 . .. 1 . i ... • i.. . . 1.. , 1... • t....... ..... .... .. . . ..1 I , I , , 1 , 1 , • , . a 1 1 • 1 I ' ' . •••• • • •••• • . ••• • • • .. ..; .. I .. 0 . .. • .... i•••••• .... 4 .... . . 7 . •. .. .... ...,,.. . ,.., t. . •'.. , . . 1 . . ; . ...1 . • . ... ... ,...... . • . • . .. 1. .. .I .. .. 04 .. .. ,, , ! • . i . „ • 1 ' . • l . i .. i H i . i • i I ) 1 i ' . ' ; • . - ' ; , • , . i . , i . ' , . . ; } • .; i . . ' I .. ' i t ' ;' . . I . 1 . . . ■ , ' ' ; 1 • I . ' " " . ' ..... "'".." 1 .*"'; " • '''''' • i " i . i .. ' 4 1 , - ;, 1 - ..-• 4 t , ,• , , . , .. . . . • • . . . , • , ; ; , . • .. • t i , t. . - , • i . . , . •• . .... • .. • ... 0 1. ....• • • • • 0 • '• 0 • A ■ 4 . • ,, • • .0. 0 , • • . ■ . • .....• ... .. • ... . ' , , • • t ■ ...• ...,.. I ■ i , • *, • .. '•• : • • .1. •••. t. i ; • „..: . •t . . , .. , . .. ..; , , , , • . i • ; ' .-. 1 . . ; • .. ; : • .: . ; -,. • t , : • i. • . i . .. i • .. . i : t • , , ... .. . . .. ... . . , ... . .... .. . . . ... ; .. ,.. , ... ' I. , . ; ; ! I . i I • ■ . • 1 . 0 • . 4. •• . :. • • ... 01 ... 0...• i r ,,,,f 0 • . 4 • ,. • .. 0•1 • .. , i • 0 .0,1 0 ... 0 •.. ......... 11•.• • .. ... ... 2.4.057 .... '•• ... • - - .... .. IMP 1 3 3 I I r I • i 1 , ' 3 . . .. .; *L ; - . ; . • . • • . .. . .. - • I • t I i • „ , • . • . .. .... ..... ! , • ' ; • ' , . ' ,.. 00 • ..... 00 I . ' .. !, 7 .. .',.) . 0 ... .70 • . , , 0... r . 4 .... .4 . . I ■ i ' I , t I 3 . . 1 . . . . . ....... ...: .. ,.. .... , . • . . .3. I . '...; i . .. i .. ..... .. 1.... .. . ; „ .. . . ..:•• . .. '... ... ..i. . • • i...; .. t .. i .. . ! I ... • 0 00 • .. • 0 0 ..... •0 .. r... ••• •.• ,.. • ...... r • , . •••• •• •° . .. ' 1 ... . . ..-. . i 1 .f : ■, . , i i ' .! : ...: ,. : 1 : „ ..: , '' . I i ' I 0 4 0 . 14 • ••• 1 • . 1 • t . 1 1 1 ' i 1 I ' ' I . I : ' 1 • • • .., • . ; . . , • ( .... ,,,..• • , , . 3•• ,•.. „. ... , .3.• 0 t 01 .. • 4 0 .... ,. • , .0 i . , ..... •■•• 0,0 .. . i . •• • 00 i S l• • . • i . 0•4 • ... 4 .. • 0 .: i,.. • .... •0: ry • ... • • • . • • = • • • 3. . • • .. • ... G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 • 1 /7/1.i /5 ;4 .... )(/..;.161.F .. . , • • • 01 ./ 1 ! • i JOB S gr.ret 7-kir SHEET NO OF CALCULATED BY Cr DATE CHECKED BY SCALE DATE C Am 1 Y) f-I ^III (I0 # 11 . • I 1 1 1 1 1 1 l' I i I • , t r , .—,.i• • 4 ....... i . .. i 1 , ! ■ -I 1 I E;(1,5 V ',, I ; I — • , .. 1.. 1. - • .. , ! . , ; • ••• . • . , ... !.., ,, ! 1 4 ! , , 11 1 , i ! • 1 ' 1 1 I ; ... . : , . i I - . • i i ) I 1 4, , ,. i. '..•■••".' ' '.••••••A...,„....., .... ....? ... ... 1 1 I 4 , . . . . . . 7 . 1 I ... 1 1 1 , 1 i s i 1 . , 1 I !N •,"11 \ 1 1 , .. , . ' i •,. , ! i.,,... , ,•••• !. ; T ' I I 4 . .. _ ■ 1 , " .7' ,,X'' • '4 1; )•.. ; 4 1 , ••••• 1.. i -. 4 i 1 i . ' '''' %•._'• N... , ••-•.,. .,,,, i • 1 1 ! ----: . I 1 • ' \ "'s ; N. ■ i r If ', ^4 ' 4. 1 4 ' . , ; •:. : • I 1 , .. .. . , i. ,...- -......_. \ .). ,..,... . , . , I I 1 . 1 I 1 i i 3 . i ... .. , , 1 ! , • I. 4 • , , . 1 1. , . • • • 1 I' . , • ' •• 1 . 1 r r r. .1' ', • i . . , . . s , , 1 i • i.• .. ...1, • 1 , , .. • . • . I., . i -4 • . 1 , I !'• • . . . ; • I 1 • I , • ., 4 • 1 4 4 1 • ! • 4 , „ ■ .., . , , ., , . . , i , 4 . • ' . I . ? ! .. , i • . i . s s ! .. 0 ....I. .. ■ • 7 ••! . . • • . . , , .4 4 , • • . , ; . ... 7 .... . - . , .. . . ... , . . , . ! . , • I • - . • , . . . • • 1 . . „ i • . . . ... — . • 4. • • . . . 1 . . . •• . . •• . , ., ,. . . • . • • . I 1 . • .• . . . . . . . ... . . . , 1 • . . , . . 4 • i . . . . ' • I 1 1 t-'� tY1 S ENO 1 7/N FR N ENO USE QI 1/2• Il t 1/4' 11211. SOLI (0111.51 ANO 1/2 NES. NUT (0150321 DETAIL COOL SINGLE FLANGE BRACE CONNECTION USE FIRST HOLE AT FIIRLIN CONNECTION N FLANGE MACE USE (3) 1/2- S 1 1/$ 112 NU. t uT ASO DETAIL C002 SINGLE FLANGE BRACE CONNECTION USE SECOND ROLE At ruNL11 CONNECTION SINGLE FLANGE BRACE CONNECTION DETAIL C320 DETAIL C007 I USE FIRST MOLE AT S10EVALL SINT CONNECTION DIMENSION T USE (31 112 S 1 14 1St. SOLE 10150/21 MAO 1/2 112x. NUT 1015032) $IDCNM.L COLORS DETAIL. XC - ' CRANE BRACKET DETAIL Note : GOD 6RCCAOET AE AVA/G4ET) / Qs Ii Es AT 3 x 3i4' GAG E. CANOPY BEM CONNECTION CANOPY SEMI OETAIL 0321 USE 1101 5/1 S 2 1 /4 A2331 NI- I15ENCTN $017 (017252) AMO 3/$• NEATT NEN. Nur (013233) CANOPY BEM CONNECTION SOOF SEAN U}1 I f1 S /1. 11 2 1 /4 A355T N .1T _NON DOLT I ANO 311• MAST NEI. RUT 10132331 G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 : IC3 .C7...... O A1■.1 ..`+� ..� ..._.... rT C p 750 c..1 17‘175 JOBS1` TA 140 SHEET NO 17 CALCULATED BY DATE CHECKED BY /+ DATE SCALE C - OF ! I t : 1 • i I i L.. I i i I 1; : 1 ■ 1 _b 1.z 1 1 ' I. ± 1 { 1 �i , 4. i : .........: 1 n /.. . 1 1') riA` • .....:.., ! . - 2 k siz k v i .I i ' 1 -, i , ' /69;4&72(1 i ; ..'„. I ", pc. o t 4 n..,\s :..._ i G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324-6900 • i 1 I 4. . 4 .4 , 14 .:. . ;. . I. a 5 .'ie , ... , ed Y .1%. i 1 ei 1. 1 .! 4 , Irk ... ..,.... • 1 ... ._ . • • • • :...... .. ,.._._........_.......... .........:.l............ ....., JOB S CAS )110 SHEET NO 1. .'41 ' OF ` CALCULATED BY ti-- �- C DATE CHECKED BBY DATE • f ! • • I. • I • .. t.... ...' , ( i r .. 4.- ! II 1 1' ' { ! ! I • DATC: 04/70/90 Tint: 42:15 !>S •LOB ACCOUNT OLDR ORDER I !4304 IBAC OBI — V2 ORDER 1 TACT 7 rums BUILDER - lACIKC 1/ P GONSt— ? 2 scam PHONE $ 204 -124 -2400 pgo, DANE —' N.A.SZGALt SIDI CONTACT — ROBERT rums (TM) INIDTH) (HMO?) 15 11011) (WIND) 1C00E /YEAR) 1.ISL " E) LAP 10• -0• 246-0' 25 !Sr 10 nra 7 DESCRIPTION OESION SISTER [BANS � 1 /Xt t1'4- ROA- 1T�0 lir1r EUY Ise .00 ILOm% LInE1_ r c N k :. r R A n i c s I a n K V-0 r r-o 1/r • j2 M - UNIT I FRAME ELEVATION AT GRIDS 2.3.4. AND 5 a 1•-• 101 10 . -s. J CMISPI Cl.. !Mai: 3-11 wor V-4 I/r I .-47 / 3 r s 1 Mug l 1r F 1 • WO/ 1' if 7U • 1....1.4-1 ;RN CONSI- AT. MA 1110.4014 BRACED BAT REACTION - UNIT I I- [2:2><:::] " — R t M. A.SEGALE TUKMILIA. flN FRAME REACTION - UNIT I DL +.SI.L • Mira 0.%111, Ml 1I, tit MI 0.000 10 4t! 155 +� FRAME REACTION - UNIT I OL • SEISMIC + CRANE 0Ar1RI nut. PORTAL FRAME REACTION - UN I1 I 11104rµt 1[1rttR tlltl a R � �II N 1 a ®nIn FRAME REACTION - UNIT I 0 •611L4c/»IL AI RII b1 00/'0'.0'{,/ 0.000 FRAME REACTION - UN I f I DL• UP4&LHC 91.. REACT NOTES 1• Hit INACTION, AAR R� t1AtES 0 NI►1. 11 NIP • Isle pomp Mt0II1[ Ie1MM011t'NOIbAtlw'•c1 P141C1:0 50 1104,1114 II II 1. 1 Vt10f11AIPAAIl 1 11 1 1 1 11 . 14 Maim 11 1I C m a BY g1. 4. It a ifete.�lA itil5�1f1' 1�"ld iintli ';'1 !! P." 1 ' Ildf fll i MtTg1`�Nf'i1MITte IN IIIN•111n IMS Mt roll. I. MAe11002 Tal 110110TSIIAII PNM*t MI FM tiara 4411I1N/1 0141. 70•X95'X24' LRF 2SISI. /BOMPH UBC BB 3OCDLIAT SPECIFIC REACTION ORAMINO MVP. T 1IM111I MOM Grk C lover Vts� CI A F AS PILE Re. IAIt. I•T XIV. 090- 077557-0IA 00 REVISION M. FRAME REACTION - UNIT I DL • LL -4 FRAME REACTION - UNIT 1 01 F LL + .3VL •UTLER MANUFACTURING COMPANY SUM. aria! -ows cm. Ni 5 ( meow Iv img CRDEN C EMIREERINC WHAM. FACIF1C NORTH! FEDERAL M * Fi 'S 5 0 cs • 35.2' e t_ 2.4' c i t 1131tA.6it4.1.• AT elttirs I te% • G.E. CHAPMAN & ASSOCIATES CLIVIL AND STRUCTURAL ENGINEERS 3147 FAIRVIEW AVENUE EAST Seattle, WA. 98102 206-324-6900 1T0.44 Ma. T- PO414 rem. u,b.eflot4 Hoftra.. V1lND LoAftt, 7400 5M' C- • NI w 0.1 (2. c:). los 44 we Q.10'3[9(..! (8 OW 4 rsr) 68.5)(3ese) 4E4: 70"; V. 44.6 WAW.$ HoR11-; satsriic. Lopkr, , 7ot (3v ra 35. L'PeASCIPT "45KEVATIVe• • 35o° • FILE COPY I understand that the Plan Check approvals arc sublect to errors and omissions and approval of plans .does not authorize the violation of any adopted code or.ordinance. 'Receipt of contractor's copy of approved plans acknowledged. By ................. .............................................. Date. ............................. Permit ............... ... ..................... ........... ........... JOB 6 0-0 P SHEET NO CALCULATED BY CHECKED BY . . . • Forgasji , 6 s_ ...v ) ot.p 101,2.o • 40s/4. Wef F.c•D a.lac.t."(cs kit) Is 14,110 olc., rz." Of"): 4 1281..5 cos 75.3 11 Rot en.F. 0./854""(Sowsi) 11 ................ ............. op Ar e 1 16 1 I4 r-opc 5Ame. A4 AT &Omit, s d1/4 % DK, -n4 E. Fr pep p Ejte, pi..p.ce.c. F gdNrvIG. Ar sa.t D IS t=e, c• 4 LA M tviA-R4 : TRE- Ou4M.. Es macze. V Z.a . rct 27 0 r-L cr , DATE I I DE,@EME Nov 2 0 1990) MAHAN & DESALVO, INC. DATE moo l04I (ncnI/ G. E. CHAPMAN ASSOCIATES 3147 Fairview Ave. Ea. SEATTLE, WA 98102 (206) 324 -6900 IK., G.ron Yr 01111. Lz , b.`�';2 �►x �Z I,6�. In, �1,�g.33 t. S..16 ►b1._ ri . � �� v�,.pe4 I t �l2I .. K .!. JOB ___SZ___QA im,sa S 1+ SHEET NO CALCULATED BY DATE CHECKED BY DATE /�♦ SCALE F �. i— I y1"�. 2 .............. aw- ...... 7..v l Ra.10 4 /V �._ . 9 I. ...... h.....11 v0. 0,1 ..... OF ./ z.1.1. 1. ot G.E. ASSOCIATES CH CHAPMAN CTV1L AND BFRUCFUILAL ENGINEERS 3147 FAIRVIEW AVENUE EAST Seattle, WA. 98102 206-324 -6900 S JOB (5 s4 E .liOO1 SHEET NO `' CALCULATED BY C C- DATE CHECKED BY DATE a c.. I Z OF =f= c.t�ArtE• - : ' Aa�c.�t4Q? tatAS Crane Capacity maximum Vertical Wheel Load . . • Trolley Weight Bridge Weight Wheel Spacing Vertical Impact Factor Lateral Load Factor Longitudinal Load Factor. . . . . Minimum Distance Between Cranes . BRACKET LOADS Max. vertical Load (w /o impact) = 16.323 kips Max. Vertical Load (w /impact) = 19.990 kip Min. vertical Load = 4.544 kip Lateral load (per bracket) = 1.100 kips Longitudinal load (per side) = 1.600 kips CRANE 1 CRANE 2 . * 5.0 0.0 tons 8.00 0.00 kips it 2.00 0.00 kips * 6.30 0.00 kips 4V 4.00 0.00 feet 1.25 0.00 0.20 0.00 0.10 0.00 0.00 feet (For frame application) (For stiff. & brkt. desig lArj o lue . IDE/5tcru 1.06 IL SE. t#4 oe;ttatil4 .L ) DES let 14 C1W4E. O .1fr 5,4er st -xi B`f Lem G Ae OF Gt4 .Prt g550•• (FKIME. Ft2.07ESSICOAL 2.0 to - 3Z4 -000 #►oo CRF*iiE DETAti, Rtvt5€ Atttorts /aN &T• BUTLER MANUFACT.URINC. CO/4PRNY - 6EtERAL WFTtxc -I lmica rrTv_ MTCCIVIDT ORDER ENGINEERING £tq NOV 20 MAHAN & CESALVO, 1 �ACIF.IIz . NORTHERN. COMt. , .. FEDERAL WAY. WA FRAM Al GRIDS RATIO OL/ WL•LL) HL YL YR HR 2-5 0.000 8 38 24 -S FRAME GRIDS RATIO OLOAL•LL) 1R. YL YR MR 2 -5 0.000 T Ale . - 3 FRAME RIDS RATIO OL /IDL•LL) 1 L YL YR MR 2 -5 0.000 _ 10 Ale -2a -a FRAME AT GRIDS RATIO DL /IDL +LL) Hl YL YR HR 2 -5 0.000 I 7 FRAME REACTION - UNIT 1 OL } 5LL + CRANE. Z. 2 7� L4\ FRAME REACTION - UNIT 1 DL + SEi3MIC + CRANE vi cb FRAME REACTION - UNIT I DL +.'Stitt + CRAt3E FRAME REACTION - UNIT 1 DL + UN1/AI.ANCED SL ' V/ I t kI C �-rc cr ITEM REACT ION NOTES: 1- MP RFAnTI [INS ARF STATFO /N KIPS. 11 KIP 10 1000 POUNDS) WIMP II. N t-- 1IVISIOM N0. 1 FRAME REACTION - UNIT I DL 4 .5L L + WL 00110[1. RN CONSI T. WA f10J10Is H.A.SEOALE TUKWILIA. MN BUTLER IIANUFACTURINC • CONPANT CENE0N. OfrICE1 KANSAS CITY. MISSOURI PACIFIC NORIII FEDERAL W cb cb FRAME REACTION - UNIT I DL 4 LL I Af 1 -1 J 0 J 10 41 / 31 10 FRAME REACTION - UNI1.1 DL 4 LL + .5WL Nr v . f1AK 1A110 NL ft 41 N1 AI 01101 a IOt•tl) 1.1 0.000 0 33 30 -11 } FRAME REACTION - UNIT 1 DL + WL 'NAM 1A110 NI. It Al 01103 0t /I001.1.1 1.1 0.000 -f .12 616 G.E. CHAPMAN & ASSOCIATES CIVII. AND &fRUGTURAL ENOINNE118 3147 FAIRVIEW AVENUE EAST Seattle, WA. 98102 208- 324 -6900 ' ' -1)4 `�.'>�'...... ..... ........... �1. .UV... I r•C) V.- t.N. . 49 GLI 1,.I ., 14..4.. JOB L 0 SHEET NO OF L CALCULATED BY a E DATE t 1 1 vI 0 • CHECKED BY DATE L C t T *ra 1 1 1 ,- r ..- Y�t.� ................. c,.... U..'C .' -t '-1 -r) ptki L . o -sa 7.x 1 p P� INV c.._ f ..: C AN .O: .l G.E. CHAPMAN & ASSOCLATES CIVIL AND BTRUOI'URAL ENiINEER8 3147 FAIRVIEW AVENUE EAST Seattle, WA. 98102 206-324 -6900 ..1 ONION w 2 JOBSRi� —� �V s SHEET NO OF CALCULATED DY Cr CHECKED BY DATE 11 o. 1� ✓•• t - :) DATE 1 r) 61 "0 FILE COPY I understand that the Plan Check approvals are . subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of contractor's copy of approved plans acknowledged. RECEIVED CITY OF TUKWILA. oc7 2 '5 1990 PERMIT. CENTER ‹eurL.Eai April 30, 1990 Robert Flory Pacific Northern Constructors P.O. Box 4217 Federal Way, WN 98063 To Whom It May Concern: Butler Manufacturing Company 7440 Doe Avenue Post Office Box 1590 Visalia, California 93279 -1590 Phone: (209) 651 -4855 70x96x24 LRF 1:12 N.A. Segale Tukwilia, WN. BNC Order No. 04- 077557 -1 Builder No. 90 -384 Please accept this letter as our certification that the Butler components of the subject building when ordered in accordance with Butler standards will be designed in accordance with the 1978 Edition of the AISC Specification for the Design, Fabrication and Erection of Structural Steel and the 1986 Edition of the AISI Specification for the Design of Cold- Formed Steel Structural Members. The basic loads of the subject building meet or exceed the County Climatic Data as published in the 1986 Edition of the MBMA Low Rise Building Systems Manuel. Loads applied to the subject building are in accordance with the 1988 Edition of the Uniform Building Code. The subject building is designed to carry a basic roof snow load of 25 pounds per square foot and a collateral load of 3.0 pounds per square foot in addition to the dead load of the structure. The building is designed for a basic wind speed of 80 M.P.H., exposure factor "B" applied in accordance with Section 2311 of the Uniform Building Code. The Building is designed for Seismic Zone 3 in accordance with Section 2312 of the Uniform Building Code and importance factor 1.0. The building is designed to carry a (1) 5 -ton Top Running Crane. Load combinations are in accordance with Section 2303 (f) of the Uniform Building Code. These Butler Components, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the above loading requirements without exceeding the allowable working stress. This certification does not cover field modifications or design of materials not furnished by Butler Manufacturing Company. MGC:rb Cordially yours, ma .d Mark G. Crawford, P.E. Project Engineer BUILDER: END CUSTOMER: BUILDING DESCRIPTION: BUILDING LOCATION: BUTLER ORDER NUMBER: BUILDER ORDER NUMBER: DATE: BUTLER MANUFACTURING CO. ENGINEERING DATA DESIGN CRITERIA SPECIFICATIONS ROOF STRUCTURALS SIDEWALL STRUCTURALS LONGITUDINAL BRACING CRANE BRACKET 15' CANOPY BEAM & CONNECTION 10' CANOPY BEAM & CONNECTION PORTAL FRAME PORTAL FRAME CONNECTIONS' FRAME CROSS SECTION FRAME ANALYSIS FRAME CONNECTIONS ROOF & WALL PANELS PACIFIC NORTHERN CONSTRUCTORS M.A. SEGALE 70' X 96' X 24' LRF 1:12 TUKWILIA, WN 90 -384 04- 077557 -1 5 -2 -90 CONTENTS 1 1 -5 6 -23 24 -27 28 -34 35 -37 38 -40, 111 -L9 A11885 Ml-M18 N1 -N16 F1 F2 -F26 Cl-C42 G07 -00, G06 -00 G11 -00 2. MATERIAL SPECIFICATIONS Built -up Sections Wide flange Sections (unless noted) Cold - forced Members up to .120 thickness over .120 thickness Galvanized Material Brace Rods up to 3/4" diameter over 3/4" diameter Roof Cover BRII 26 Gage Wall Cover BRII 26 Gage Wall Cover MONO3 24 Gage Wall Cover OPEN Wall Cover NON BUTLER Fy = 50 ksi sin. Fy = 36 ksi min. . Fy = 55 ksi min. . Fy = 50 ksi min. . Fy = 42 ksi min. Fu = 80 ksi min. Fu = 70 ksi sin. Fy = 80 ksi sin. Fy = 42 ksi min. Fy = 42 ksi sin. D E S I G N • C R I T E R I A R E P O R T DATE: 04/30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 (COLUMN SHAPE) (COLUMN KNEE) (COLUMN OFFSET) (GIRT DEPTH) LSW: TAPERED RSW: TAPERED LSW: HORIZONTAL RSW: HORIZONTAL LSW: 8" RSW: 8" LSW: 8" RSW: 8" 1. DESIGN SPECIFICATIONS 1.1 All structural mill sections or welded -up plate sections are designed in accordance with the 1978 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 1.2 All cold - formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD - FORMED STEEL STRUCTURAL MEMBERS. 1.3 All welding shall be dons in accordance with the AMERICAN WELDING SOCIETY CODE FOR BUILDING CONSTRUCTION. 3. SPECIFIED DESIGN LOADS AND BUILDING CODE 3.1 BUILDING CODE: The 1988 edition of the "Uniform Building Code" by the International Conference of Building Officials (ICBO). 3.2 DESIGN LOADS Dead Load 1.4 + Frame Weight Roof Snow Load 25 psf Collateral Load 3.00 psf Wind Speed 80 mph Wind Exposure Factor B Seismic Zone 3 Snow Importance Factor 1.000 Wind Importance Factor 1.000 Seismic importance Factor 1.000 MBMA County Ground Snow undefined Building Use Category 1 PD1200DDC PAGE 1 to di% DATE: 04/30/90 D E S I G N DATA R E P O R T TIME: 06:20 PM ORDER * 077517 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER f 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE * 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT ! 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 1.0 DESCRIPTION 1.1 GENERAL 0 -00 -01 GLOBAL DATA LRF DESIGN SPECIFICATIONS. The primary structural system is a clear span rigid frame with a gabled roof. The end frames consist of simple beams supported by posts. Purlins and (lave struts spanning between the frames support the roof panels. The wall panels span from the base to the save and may be supported at intermediate points by girts spanning between the frames. 1.2 RIGID FRAMES The rigid frames consist of tapered welded -up plate section columns and roof beams with bolted splices. The minimum yield of the steel used for flanges and webs is 50 ksi. 1.3 END FRAMES The end frames are composed of endwall posts and endwall roof beams. These are cold - formed C- shaped members fabricated from 55 ksi minimum yield material except that material greater than .120" thick is 50 ksi minimum yield. 1.4 SECONDARY FRAMING The secondary framing consists of purlins, girts, and cave struts cold - formed from 55 ksi minimum yield material. Purlins and girts are Z- shaped members and (lave struts are C- shaped. 2.0 DESIGN SPECIFICATIONS 2.1 All structural mill sections or welded -up plate sections are designed in accordance with 1978 edition of the AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS. 2.2 All cold - formed structural members are designed in accordance with the 1986 edition of the AISI SPECIFICATION FOR THE DESIGN OF COLD- FORMED STEEL STRUCTURAL MEMBERS. PD1200DSN PAGE 1 i DATE: 04 /30/90 TIME: 06:20 PM ORDER 4, BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER 4 90384 BLDR CONTACT — ROBERT FLORY BLDR PHONE 4 206- 824 -2400 PROJ NAME — M.A.SEGALE COMPLEX — NO (TTPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT 4 1 BLDG DESCRIPTION LAY 70' 0" 96' 0" 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 3.0 METHOD OF ANALYSIS 3.1 RIGID FRAMES The rigid frame is designed using the stiffness analysis method. The Butler rigid frame has pinned connections at the column bases. The indeterminate reaction analysis for this frame uses the energy method considering bending only. To account for the changing sections of the frame, summations are used to evaluate the necessary integrals. The summations are obtained by dividing the frame into a number of individual sections and a /ding the frame coefficients of these sections. 3.2 ENDWALL FRAMING 0 -00 -01 GLOBAL DATA D E S I G N D A T A R E P O R T LRF DESIGN SPECIFICATIONS 3.2.1 Endwall Posts Endwall posts will be designed as pinned end members (simple span) to resist the moment and shear caused by wind load from the tributary wall area; the axial load caused by the vertical forces (dead load, live load, uplift) from the tributary roof area; and the bending moment caused by the eccentricity of the vertical forces (roof beam attached to the endwall post flange). All roof and wall loads will be considered uniformly distributed. Except for the addition of the moment caused by the roof beam eccentricity, endwall posts will be assumed to be loaded through the shear center. The posts will be considered adequately braced against torsional—flexural buckling by the panels and girts. Girt locations will be considered inner and outer flange brace points. Moments and forces will be determined in accordance with the above specifications and procedures. r PD1200DSN PAGE 2 BLDR ACCOUNT 4 20 -46- 033 -02 ENGR GRP — VISALIA DATE: 04/30/90 TIME: 06:20 PM D ES IG N 0 -00 -01 GLOBAL DATA D A T A 3.2.2 Endwall Roof Beams Endwall roof beams will be designed as simple span, simple span with cantilever, or two span continuous members. All connections will be considered to provide pinned end support. The roof beams will be designed to resist the shear and moment caused by the dead load, live load, and wind uplift applied to the tributary roof area. The endwall panel weight (1.1 psf x save height) will be deducted from the applied uplift load. The purlin clips will brace top and bottom flange of all roof beams. Allowable moment capacity will be computed in accordance with Section C3 of the 1986 Edition of the AISI specification. Moments and forces will be determined in accordance with the above specifications and procedures. 3.2.3 Endwall Girts Endwall girts will be designed as simple span members. All connections will be considered to provide pinned end support. The girts will be designed to resist the shear and moment caused by wind pressure or suction applied to the tributary wall area. All wall loads will be considered uniformly distributed. The load acting on a member will be determined by multiplying a design pressure or suction by a load width. The load width will be determined by summing the distance to support members on each side of the girt being designed and dividing by two. The distance at the span centerline will be used to determine the load width for gable girts. The outside flange of the girt will be considered continuously braced by the wall panel. The inside flange will be considered unbraced and designed in accordance with provisions of Section C3.1.3 of the AISI specifications. Moments and forces will be determined in accordance with the above specifications and procedures. w REPORT PD1200DSN LRF DESIGN SPECIFICATIONS. PAGE 3 ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER # 90384 BLDR ACCOUNT # 20- 46- 033 -02 BLDR CONTACT — ROBERT FLORY BLDR PHONE # 206 -824 -2400 PROD NAME — M.A.SEGALE ENGR GRP — VISALIA COMPLEX — NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" — — 24' - - 0 " 25 PSF 80 MPH UBC 1.000:12 DATE: 04/30/90 D E S I G N D A T A REPORT 0 -00 -01 GLOBAL DATA TIME: 06:20 PM ORDER II 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE it 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT II 1 BLDG DESCRIPTION LRF 70' 0" 96' 0^ 3.2.4 Endwall Bracing Brace rods will be designed as tension members in accordance with the applicable provisions of AISC. The endwall bracing will be designed to resist a concentrated load at the top of the corner post equal to the wind load times the tributary sidewall area. Allowable values and stresses will be determined in accordance with the above specifications and procedures. Endwall bracing design based on panel diaphragm action will require a lineal footage of full height panel determined by cave height and wind loading. Panels will be designed as simple span (no girts) or continuous span (with girts) members. The panels will be designed assuming a uniformly distributed wind pressure or suction. Maximum panel spans will be developed in accordance with the above specifications and procedures. 3.3 SECONDARY FRAMING Purlins and sidswall girts may be designed as simple span or continuous beans. Eave struts are designed as simple span beans. All members are designed using the stiffness analysis method. The purlins and save struts are designed for the shear and moment caused by live load or uplift on the tributary roof area and the axial load caused by wind on the tributary endwall area. The sidewall girts are designed for the shear and moment caused by wind pressure or suction applied to the tributary wall area. All loads are assumed uniformly distributed, but tapered and concentrated loads can be input and are considered in the design. The section is optimized for either allowable forces, moments or live load deflection in accord- ance with the above listed specifications and procedures. The top (or outside) flange is considered to be braced by the paneling. The inside flange will be considered unbraced and designed in accordance with provisions of Section C3.1.3 of the AISI specifications. For the roof structurals only, the bottom flange may be considered braced by actual physical brace points (for uniform loading the point of inflection may be used as a brace point). LRF DESIGN SPECIFICATIONS al l A 201200DSN PAGE 4 BLDR ORDER } 90384 BLDR ACCOUNT ! 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH USC 88 1.000:12 DATE: 04/30/90 TIME: 06:20 PM ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT — ROBERT FLORY BLDR PHONE #. 206 - 824 -2400 COMPLEX — NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" D E S I G N D A T A R E P O R T PD1200DSN 0 -00 -01 GLOBAL DATA LRF DESIGN SPECIFICATIONS - -- PAGE 5 3.4 ROOF AND SIDEWALL WIND BRACING 3.4.1 STANDARD BRACING AND OPTIONS The standard wind bracing to be provided in all buildings is a parallel chord Pratt truss in the roof and 'z' diagonal rod members in the wall. A single rod in each outer section of all beam and post endwalls is also standard. The rod loads are computed by summing the windward and leeward endwall post reactions which act between the ridge of the building and the strut whose load the brace rod is transferring down the roof. If more than one braced bay exists, it is assumed that the accumulated wind load is distributed equally to each braced bay. Hence the sum computed above is divided by the number of braced bays. The rod load is determined by dividing the strut load by the cosine of the angle between the strut and the brace rod. The rod size is selected as the smallest rod whose allowable tension exceeds the rod load. Larger rods than required by load may be used if required by connection details. Rods 0.75 inch in diameter and less are composed of steel with 80 ksi ultimate tensile. Rods larger than 0.75 inch in diameter are composed of steel with 70 ksi ultimate. The braced bay sidewall reactions are the horizontal and vertical resolution of the load in the sidewall rods. BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 DATE: 04/30/90 D E S I G N TIME:: 06:20 PM 1 -02 -01 ROOF STRUCTURALS ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SPANS AND UNIFORM LOADS (FT 4 PSF) PURLIN BRACE LOCATIONS BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT 1 24.00 2 24.00 3 24.00 4 22.00 1 13.50 TOP 2 12 00 TOP 3 12.00 TOP 4 10.50 TOP 1.99 1.99 1.99 1.99 1.4 1.4 1.4 1.4 3.0 3.0 3.0 3.0 25.0 25.0 25.0 25.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. BAY LOCATION/ NUMBER POSITION LOAD COMBINATIONS END FORCES + + + FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (I) (IN-K) . + +- + 1 DL + CLL + SL 0.00 0.00 -0.11 -1.40 2 j DL + WL (S) 0.00 0.00 0.00 -0.06 3 i DL +CLL +SL +.5WL(S) 0.00 0.00 -0.11 -1.40 t. 4, :t DL +CLL +.5SL +WL(S) 0.00 0.00 -0.06 -0.80 D A T A R E P O R T LEFT SIDEWALL EAVE STRUTS BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0' 25 PSF 80 MPH UBC 88 1.000:12 NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT.ENDWALL A PD1200DSN PAGE 6 DATE: 04 %30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" NOTES: MINTHK = MINIMUM DESIGN THICKNESS ( D E S I G N D A T A R E P O R T 1 -02 -01 ROOF STRUCTURALS LEFT SIDEWALL EAVE STRUTS PD1200DSN PAGE 7 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) + BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (IN * *4) (IN * *4) --- --- --- --- - ----' �--- + 1 0540240 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 2 0540205 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 3 0540205 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 4 0540240 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 DESIGN DATA SUMMARY ------- --- - --- -- + BAY SHEAR COMBINED AXIAL a BENDING * COMBINED SHEAR a BENDING * STRUT LOAD , NUM XV ACTV ALLY CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD IC ACTVC ACTMC CSRC LD ACT ALLOW + + 1 0.0 0.7 9.1 0.082 1 12.0 53.7 142.9 0.00 30.20 0.376 1 12.0 0.1 53.7 0.142 1 1.6 18.2 2 0.0 0.7 9.1 0.082 1 12.0 53.7 142.9 0.00 30.20 0.376 1 12.0 0.1 53.7 0.142 1 6.9 19.0 3 0.0 0.7 9.1 0.082 1 12.0 53.7 142.9 0.00 30.20 0.376 1 12.0 0.1 53.7 0.142 1 1.6 18.2 4 22.0 - 0.7 9.1 0.076 1 11.0 44.5 142.9 0.00 30.20 0.311 1 11.0 -0.1 44.5 0.097 1 1.6 19.7 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTH = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04 /30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SPANS AND UNIFORM LOADS (FT & PSF) BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT + 1 24.00 1.99 1.4 3.0 25.0 0.0 0.0 2 24.00 1.99 1.4 3.0 25.0 0.0 0.0 3 24.00 1.99 1.4 3.0 25.0 0.0 0.0 4 22.00 1.99 1.4 3.0 25.0 0.0 0.0 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. i PURLIN BRACE LOCATIONS + BAY NUMBER 1 4 13.50 TOP 12.00 TOP .' 12.00 TOP 10.50 TOP NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES FRONT EW SHEAR MOMENT NO DESCRIPTION (K) (IN -K) + + 1 DL + CLL + SL 0.00 0.00 2 DL + WL (S) 0.00 0.00 3 DL +CLL +SL +.SWL(S) 0.00 0.00 4. DL +CLL +.5SL +WL(S) 0.00 0.00 D E S I.G N D A T A R E P O R T PD1200DSN 1 -02 -01 ROOF STRUCTURALS RIGHT SIDEWALL SAVE STRUTS PAGE 8 LOCATION/ POSITION BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 REAR EW SHEAR MOMENT (K) (IN -K) + -0.11 -1.40 0.00 -0.06 -0.11 -1.40 -0.06 -0.80 414 'DATE: 04/30/90 TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS ORDER # 077557 BUILDER - PACIFIC NORTHERN COAST BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT',# 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" NOTES: MINTHK = MINIMUM DESIGN THICKNESS ( D E S I G N D A T A R E P O R T PDI200DSN RIGHT SIDEWALL EAVE STRUTS PAGE 9 BLDR ORDER # 90384 BLDR ACCOUNT 1 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) + --- --- + BAY PART LENGTH DEPTH THICK MINTER FY FLG RAD LIP AREA IX II NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (IN * *4) (IN * *4) + + 1 0540240 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 2 0540205 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 3 0540205 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 4 0540240 287 -4 9.50 0.098 0.066 55.00 3.50 0.31 1.00 1.71 23.48 2.75 DESIGN DATA SUMMARY + - -w + BAY SHEAR COMBINED AXIAL & BENDING * COMBINED SHEAR a BENDING * STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW + + 1 0.0 0.7 9.1 0.082 1 12.0 53.7 142.9 0.00 30.20 0.376 1 12.0 0.1 53.7 0.142 1 1.6 18.2 2 0.0 0.7 9.1 0.082 1 12.0 53.7 142.9 0.00 30.20 0.376 1 12.0 0.1 53.7 0.142 1 6.9 19.0 3 0.0 0.7 9.1 0.082 1 12.0 53.7 142.9 0.00 30.20 0.376 1 12.0 0.1 53.7 0.142 1 1.6 18.2 4 22.0 - 0.7 9.1 0.076 1 11.0 44.5 142.9 0.00 30.20 0.311 1 11.0 -0.1 44.5 0.097 1 1.6 19.7 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (RIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTH = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (RIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates ov(brstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (RIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04/30/90 TIME: 06:20 PM PURLIN BRACE LOCATIONS 1 13.50 TOP 2 12.00 TOP 3 12.00 TOP 4 10.50 TOP # D E S I G N D A T A R E P O R T PD1200DSN 1 -02 -01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 10 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST BLDR ORDER # 90384 BLDR ACCOUNT # 20 - 033 - BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 - 2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' '0' 96' 0' 24' 0' 25 PSF 80 MPH UBC 88 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) - - -+ BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE �- --_ -+ 1 24.00 5.00 1.4 3.0 25.0 0.0 15.0 1.50 CONTINUOUS 2 24.00 5.00 1.4 3.0 25.0 0.0 15.0 3.00 1.50 CONTINUOUS 3 24.00 5.00 1.4 3.0 25.0 0.0 15.0 1.50 3.00 CONTINUOUS 4 22.00 5.00 1.4 3.0 25.0 0.0 15.0 1.50 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PERIMETER LOADS (FT & PSF) BAY SPAN LOAD PERIMETER LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT 1 24.00 4.49 1.4 3.0 25.0 0.0 27.2 2 24.00 4.49 1.4 3.0 25.0 0.0 27.2 3 24.00 4.49 1.4 3.0 25.0 0.0 27.2 4 22.00 4.49 1.4 3.0 25.0 0.0 27.2 BAY LOCA ?ION/ NUMBER POSITION NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL PD1200DSN PAGE ,11 DATE: 04/30/90 D E S I G N D A T A R E P O R T ,TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS. LEFT SLOPE PURLINS ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" LOAD COMBINATIONS END FORCES FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K) + + 1 DL + CLL + SL 0.00 0.00 -0.29 -3.52 2 p DL + WL (S) 0.00 0.00 0.13 1.62 3 DL +CLL +SL +.5WL(S) 0.00 0.00 -0.21 -2.63 4 DL +CLL +.5SL +WL(S) 0.00 0.00 -0.01 -0.23 SECTION PROPERTIES (ACTUAL FURNISHED PART) BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IT NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (IN**4) (INt "4) 1 0530486 323 -4 9.50 0.071 0.070 55.00 2.75 0.25 2 0530578 323 -4 9.50 0.064 0.061 55.00 2.75 0.25 3 0530578 323 -4 9.50 0.064 0.061 55.00 2.75 0.25 4 0530586 323 -4 9.50 0.069 0.067 55.00 2.75 0.25 NOTES: MINTIIK = MINIMUM DESIGN THICKNESS BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 0.88 0.81 0.81 0.81 1.16 1.04 1.04 1.12 15.43 13.82 13.82 14.86 2.02 1.75 1.75 1.88 A '* DATE: 04/30/90 D E S I G N DATA R E P O R T PD1200DSN TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS LEFT SLOPE PURLINS PAGE 12 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 DESIGN DATA SUMMARY + +- • COMBINED SHEAR i BENDING '� STRUT LOAD BAY SHEAR COMBINED AXIAL & BENDING NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW 1 22.5 -2.0 3.4 0.581 1 9.0 81.7 91.4 0.00 15.00 0.895 1 22.5 -2.0 -70.5 0.932 1 8.4 2 22.5 -1.5 2.5 0.596 1 22.5 -48.2 75.8 0.00 14.30 0.636 1 22.5 -1.5 -48.2 0.759 1 10.8 3 1.5 1.5 2.5 0.611 1 1.5 -47.5 75.8 0.00 14.30 0.627 1 1.5 1.5 -47.5 0.766 1 10.0 4 1.5 1.8 3.1 0.577 1 13.7 63.9 85.5 0.00 14.60 0.747 1 1.5 1.8 -63.0 0.876 1 9 . 5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) + ALLY = ALLOWABLE SHEAR (RIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (" indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (" indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04/30/90 TIME: 06:20 PM PERIMETER LOADS (FT & PSF) w BAY SPAN LOAD PERIMETER LOADS WIDTH DL CLL LL WPRESS WSUCT ,24.00 4.49 1.4 3.0 25.0 0.0 27.2 24.00 4.49 1.4 3.0 25.0 0.0 27.2 3 24.00 4.49 1.4 3.0 25.0 0.0 27.2 4 22.00 4.49 1.4 3.0 25.0 0.0 27.2 NUMBER PURLIN BRACE LOCATIONS BAY LOCATION/ NUMBER POSITION 1 13.50 TOP 2 12.00 TOP 3 12.00 TOP 4 10.50 TOP D E S I G N D A T A R E P O R T 1 -02 -01 ROOF STRUCTURALS RIGHT SLOPE PURLINS SPANS AND UNIFORM LOADS (FT & PSF) BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE t 1 24.00 5.00 1.4 3.0 25.0 0.0 15.0 1.50 CONTINUOUS 2 24.00 5.00 1.4 3.0 25.0 0.0 15.0 3.00 1.50 CONTINUOUS 3 24.00 5.00 1.4 3.0 25.0 0.0 15.0 1.50 3.00 CONTINUOUS 4 22.00 5.00 1.4 3.0 25.0 0.0 15.0 1.50 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. -+ NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL • PD1200DSN PAGE 13 • ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" 24' 0" r -N- 25 PSF 80 MPH UBC 88 1.000:12 4 DATE: 04/30/90 D ES I N TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0' 96' 0" LOAD COMBINATIONS END FORCES +- + FRONT EW SHEAR MOMENT NO DESCRIPTION (K) (IN -K) + + 1 DL + CLL + SL 0.00 0.00 2 DL + WL (5) 0.00 0.00 3 DL +CLL +SL +.5WL(S) 0.00 0.00 4 DL +CLL +.5SL +WL(S) 0.00 0.00 SECTION PROPERTIES (ACTUAL FURNISHED PART) BAY PART NUMBER NUMBER + 1 0530486 2 0530578 3 0530578 4 0530584 NOTES: MINTHK = MINIMUM DESIGN THICKNESS REAR EW SHEAR MOMENT (K) (IN -K) - 0.29 -3.52 0.13 1.62 -0.21 -2.63 - 0.01 -0.23 D A T A R E P O R T PD1200DSN RIGHT SLOPE PURLINS PAGE 14 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROD NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (III * *4) (IN * *4) __ - ---- - - -+ 323 -4 9.50 0.071 0.070 55.00 2.75 0.25 0.88 1.16 15.43 2.02 323 -4 9.50 0.064 0.061 55.00 2.75 0.25 0.81 1.04 13.82 1.75 323 -4 9.50 0.064 0.061 55.00 2.75 0.25 0.81 1.04 13.82 1.75 323 -4 9.50 0.069 0.067 55.00 2.75 0.25 0.81 1.12 14.86 1.88 A 1 DATE: 04/30/90 D E S I G N DATA R E P 0 R T TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS RIGHT SLOPE PURLINS ORDER # 077557 BUILDER - PACIFIC NORTHERN COAST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" PD1200DSN PAGE 15 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 DESIGN DATA SUMMARY BAY SHEAR COMBINED AXIAL & BENDING * COMBINED SHEAR E B ENDING * STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM -- - ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD - -- ACT ALLOW 1 22.5 -2.0 3.4 0.581 1 9.0 81.7 91.4 0.00 15.00 0.895 22.5 � -2.0 - -70.5 0.932 1 8 . 4 2 22.5 -1.5 2.5 0.596 1 22.5 -48.2 75.8 0.00 14.30 0.636 1 22.5 -1.5 -48.2 0.759 1 10.8 3 1.5 1.5 2.5 0.611 1 1.5 -47.5 75.8 0.00 14.30 0.627 1 1.5 1.5 -47.5 0.766 1 10.0 4 1.5 1.8 3.1 0.577 1 13.7 63.9 85.5 0.00 14.60 0.747 1 1.5 1.8 -63.0 0.876 1 9. NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) i ALLY = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD i' ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04/30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLUR PHONE # 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SPANS AND UNIFORM LOADS (FT i PSF) BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT 1 24.00 1.99 1.4 3.0 25.0 0.0 38.1 2 24.00 1.99 1.4 3.0 25.0 0.0 38.1 3 24.00 1.99 1.4 3.0 25.0 0.0 38.1 4 22.00 1.99 1.4 3.0 25.0 0.0 38.1 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. { PURLIN BRACE LOCATIONS BAY NUMBER 1 2 3 4 d114 tok 13.50 TOP 12.00 TOP 12.00 TOP 10.50 TOP NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES D E S I G N -+ D A T A R E P O R T . PD1200DSN 1 -02 -01 ROOF STRUCTURALS LSW CANOPY EAVE STRUTS. -NM PAGE 16 LOCATION/ POSITION FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K) + + -+ 1 DL + CLL + SL 0.00 0.00 -0.11 -1.40 2 DL + WL (S) 0.00 0.00 0.14 1.75 3 DL +CLL +SL +.5WL(S) 0.00 0.00 -0.04 -0.49 4 DL +CLL +.5SL +WL(S) 0.00 0.00 0.08 1.01 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 DATE: 04/30/90 D E S I G N DATA R E P O R T TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 , _BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) + -+ BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IT NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (IN * *4) (IN * *4) + -+ 1 0540240 287 -4 9.50 0.098 0.080 55.00 3.50 0.31 1.00 1.71 23.48 2.75 2 0540205 287 -4 9.50 0.098 0.080 55.00 3.50 0.31 1.00 1.71 23.48 2.75 3 0540205 287 -4 9.50 0.098 0.080 55.00 3.50 0.31 1.00 1.71 23.48 2.75 4 0540240 287 -4 9.50 0.098 0.078 55.00 3.50 0.31 1.00 1.71 23.48 2.75 NOTES: MINTHK = MINIMUM DESIGN THICKNESS 1 -02 -01 ROOF STRUCTURALS LSW CANOPY SAVE STRUTS PD1200DSN PAGE 17 DESIGN DATA SUMMARY + + BAY SHEAR COMBINED AXIAL a BENDING * COMBINED SHEAR a BENDING * STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW + + 1 0.0 0.8 1.4 0.548 1 12.0 -58.9 76.2 0.00 33.90 0.773 2 12.0 0.1 54.8 0.147 1 0.0 2.2 2 0.0 0.8 1.4 0.548 1 12.0 -58.9 76.2 0.00 33.90 0.773 2 12.0 -0.1 54.8 0.147 1 0.0 2.2 3 24.0 -0.3 1.4 0.548 1 12.0 -58.9 76.2 0.00 33.90 0.773 2 12.0 -0.1 54.8 0.147 1 0.0 2.2 4 22.0 -0.7 1.4 0.505 1 11.0 -48.7 76.2 0.00 35.20 0.639 2 11.0 -0.1 45.2 0.100 1 0.0 4.9 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) r XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ! ACTMC = MOMENT (IN -RIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04/30/90 D E S I G N DATA R E P O R T TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS RSW CANOPY SAVE STRUTS ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) - UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SPANS AND UNIFORM LOADS (FT & PSF) + BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT + 1 24.00 1.99 1.4 3.0 25.0 0.0 38.1 2 24.00 1.99 1.4 3.0 25.0 0.0 38.1 3 24.00 1.99 1.4 3.0 25.0 0.0 38.1 4 22.00 1.99 1.4 3.0 25.0 0.0 38.1 NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN- ( PURLIN BRACE LOCATIONS • BAY LOCATION/ NUMBER POSITION 1 2 3 13.50 TOP 12.00 TOP 12.00 TOP 10.50 TOP NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +- + 4 FRONT EW REAR EN SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -S) + + -+ 1 DL + CLL + SL 0.00 0.00 -0.11 -1.40 2 DL + WL (S) 0.00 0.00 0.14 1.75 3 DL +CLL +SL +.5WL(S) 0.00 0.00 -0.04 -0.49 4 DL +CLL +.5SL +WL(S) 0.00 0.00 0.08 1.01 PD1200DSN PAGE 18 BLDR ORDER # 90384 BLDR ACCOUNT # 20- 46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 -+ DATE: 04/30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0` 96 ' 0" D E S I G N D A T A R E P O R T PD1200DSN 1 -02 -01 ROOF STRUCTURALS RSW CANOPY HAVE STRUTS PAGE 19 SECTION PROPERTIES (ACTUAL FURNISHED PART) + + BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) - (IN) (IN) (IN) M-- (KSI) (IN) (IN) (IN) (IN**2) (IN * *4) (IN * *4) + + -- 1 0540240 287 -4 9.50 0.098 0.080 55.00 3.50 0.31 1.00 1.71 23.48 2.75 2 0540205 287 -4 9.50 0.098 0.080 55.00 3.50 0.31 1.00 1.71 23.48 2.75 3 0540205 287 -4 9.50 0.098 0.080 55.00 3.50 0.31 1.00 1.71 23.48 2.75 4 0540240 287 -4 9.50 0.098 0.078 55.00 3.50 0.31 1.00 1.71 23.48 2.75 NOTES: MINTHK = MINIMUM DESIGN THICKNESS f BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0^ 25 PSF 80 MPH UBC 88 1.000:12 DESIGN DATA SUMMARY BAY SHEAR COMBINED D AXIAL & BENDING * COMBINED SHEAR & HEADING * STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC - -- CSRC LD ACT ALLOW 1 0.0 0.8 1.4 0.548 1 12.0 -58.9 76.2 0.00 33.90 0.773 2 12.0 0.1 54.8 0.147 1 0.0 2.2 2 0.0 0.8 1.4 0.548 1 12.0 -58.9 76.2 0.00 33.90 0.773 2 12.0 -0.1 54.8 0.147 1 0.0 2.2 3 24.0 -0.8 1.4 .0.548 1 12.0 -58.9 76.2 0.00 33.90 0.773 2 12.0 -0.1 54.8 0.147 1 0.0 2.2 4 22.0 - 0.7 1.4 0.505 1 11.0 -48.7 76.2 0.00 35.20 0.639 2 11.0 -0.1 45.2 0.100 1 0.0 4.9 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLY = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING 'ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND ;ORDER 8 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE / 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT 8 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" PURLIN BRACE LOCATIONS + BAY. LOCATION/ NUMBER POSITION + 1 2 3 4 13.50 TOP 12.)0 roe 12.00 TOP 10.50 TOP 0 D E S I G N DATA R E P O R T PD1200DSN DATE: 04/30/90 LSW CANOPY PURLINS PAGE 20 TIME: 06:20 PM 1 -02 -01 ROOF STRUCTURALS BLDR ORDER t 90384 BLDR ACCOUNT * 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) - + LAP PURLIN BAY SPAN LOAD UNIFORM LOADS NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT - -- TYPE -- -- --- - -� - - - 1 24.00 4.49 1.4 3.0 25.0 0.0 38.1 1.50 CONTINUOUS 2 24.00 4.49 1.4 3.0 25.0 0.0 38.1 3.00 1.50 CONTINUOUS 3 24.00 4.49 1.4 3.0 25.0 0.0 38.1 1.50 3.00 CONTINUOUS 4 22.00 4.49 1.4 3.0 25.0 0.0 38.1 1.50 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL LOAD COMBINATIONS END FORCES +- + --+ FRONT EW REAR EW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (K) (IN -K) (K) (IN -K) + + 1 DL + CLL + SL 0.00 0.00 -0.26 -3.16 2 DL + WL (S) 0.00 0.00 0.32 3.95 3 DL +CLL +SL +.5WL(S) 0.00 0.00 -0.09 -1.11 4 DL +CLL +.5SL +WL(S) 0.00 0.00 0.19 2.28 w DATE: 04/30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" NOTES: MINTHK = MINIMUM DESIGN THICKNESS D E S I G N D A T A R E P O R T 1 -02 -01 ROOF STRUCTURALS LSW CANOPY PURLINS PD1200DSN PAGE 21 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IT NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (IN * *4) (IN * *4) - -- + 1 9.50 0.079 55.00 2.75 0.25 0.88 1.28 17.10 2.24 2 9.50 0.064 55.00 2.75 0.25 0.81 1.04 13.82 1.75 3 9.50 0.064 55.00 2.75 0.25 0.81 1.04 13.82 1.75 4 9.50 0.069 55.00 2.75 0.25 0.81 1.12 14.86 1.88 5 9.50 0.060 55.00 2.75 0.25 0.75 0.96 12.85 1.56 h DESIGN DATA SUMMARY BAY SHEAR COMBINED AXIAL & BENDING • COMBINED SHEAR & BENDING * STRUT LOADF NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW) + -1.1 1 22.5 -2.0 4.7 0.422 1 9.0 1 -97.2 95.8 0.00 24.22 1.015 2 9.0 0.3 82.3 0.647 1 0.0! 2 22.5 -1.5 2.5 0.598 1 12.0 -45.5 70.8 0.00 18.23 0.642 2 22.5 -1.5 -48.3 0.763 1 5.0 3 1.5 1.5 2.5 0.612 1 12.0 -51.2 70.8 0.00 18.11 0.723 2 1.5 1.5 -47.7 0.770 1 3.7 4 1.5 1.8 3.1 0.578 1 13.7 -76.0 79.8 0.00 19.51 0.953 2 1.5 1.8 -63.2 0.880 1 0.8 5 0.0 0.3 2.0 0.148 1 0.0 -3.6 66.9 0.00 12.78 0.054 1 0.0 0.3 -3.6 0.025 1 2.6 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR ( KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IB COMBINATION WITH CONTROLLING MOMENT DUE TO WIND LOAD DATE: 04/30/90 TIME: 06:20 PM ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT 4 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SPANS AND UNIFORM LOADS (FT & PSF) BAY SPAN LOAD UNIFORM LOADS LAP PURLIN NUMBER WIDTH DL CLL LL WPRESS WSUCT LEFT RIGHT TYPE 1 24.00 5.0 1.4 3.0 25.0 0.0 38.1 1.50 CONTINUOUS 2 24.00 5.0 1.4 3.0 25.0 0.0 38.1 3.00 1.50 CONTINUOUS 3 24.00 5.0 1.4 3.0 25.0 0.0 38.1 1.50 3.00 CONTINUOUS 4 22.00 5.0 1.4 3.0 25.0 0.0 38.1 1.50 CONTINUOUS NOTES: MEMBER WEIGHT IS INCLUDED IN ADDITION TO DEAD LOAD SHOWN. PURLIN BRACE LOCATIONS BAY LOCATION/ NUMBER POSITION 1 2 3 4 13.50 TOP 12.00 TOP 12.00 TOP 10.50 TOP D E S I G N D A T A R E P O R T 1 -02 -01 ROOF STRUCTURALS RSW CANOPY PURLINS LOAD COMBINATIONS END FORCES + + F FRONT EU REAR KW SHEAR MOMENT SHEAR MOMENT NO DESCRIPTION (E) (IN -K) (K) (IN -E) +- + - 1 DL + CLL + SL 0.00 0.00 -0.26 -3.16 2 DL + WL (S) 0.00 0.00 0.32 3.95 3 DL +CLL +SL +.SWL(S) 0.00 0.00 -0.09 -1.11 4 DL +CLL +.5SL +WL(S) 0.00 0.00 0.19 2.28 BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 + NOTES: BRACING IS TYPE 1. PURLIN BRACE LOCATIONS ARE MEASURED STARTING FROM THE FRAME LINE NEAREST THE FRONT ENDWALL #04 PD1200DSN PAGE 22 DATE: 04/30/90 TIME: 06:20 PM .ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PRONE # 206 - 824 -2400 • COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SECTION PROPERTIES (ACTUAL FURNISHED PART) NOTES MINTHK = MINIMUM DESIGN THICKNESS D E S I G N D A T A R E P O R T 1 -02 -01 ROOF STRUCTURALS RSW CANOPY PURLINS PD1200DSN PAGE 23 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSI" 80 MPH UBC 88 1.000:12 BAY PART LENGTH DEPTH THICK MINTHK FY FLG RAD LIP AREA IX IY NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (IN * *2) (IN * *4) (IN * *4) + + 1 0530489 323 -4 9.50 0.074 0.072 55.00 2.75 0.25 0.88 1.20 16.05 2.11 2 0530577 323 -4 9.50 0.060 0.060 55.00 2.75 0.25 0.75 0.96 12.85 1.56 3 0530577 323 -4 9.50 0.060 0.060 55.00 2.75 0.25 0.75 0.96 12.85 1.56 4 0530585 323 -4 9.50 0.064 0.064 55.00 2.75 0.25 0.81 1.04 13.82 1.75 DESIGN DATA SUMMARY + + BAY SHEAR COMBINED AXIAL & BENDING * COMBINED SHEAR & BENDING * STRUT LOAD NUM XV ACTV ALLV CSRV LD XM ACTM ALLM ACTA ALLA CSRB LD XC ACTVC ACTMC CSRC LD ACT ALLOW + + 1 22.5 -1.8 3.8 0.462 1 9.0 -87.2 90.4 0.20 21.50 0.974 2 22.5 -1.8 -63.1 0.637 1 0.0 2 22.5 -1.3 2.0 0.652 1 12.0 -40.8 62.4 0.20 16.20 0.666 2 22.5 -1.3 -43.4 0.846 1 4.3 3 1.5 1.4 2.0 0.668 1 12.0 -46.1 62.4 0.20 16.10 0.750 2 1.5 1.4 -42.8 0.856 1 3.2 4 1.5 1.6 2.5 0.652 1 13.7 -68.2 70.8 0.20 17.50 0.976 2 1.5 1.6 -56.8 0.985 1 0.5 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTH = CRITICAL MOMENT (IN -KIPS) ALLM = ALLOWABLE MOMENT (IN -KIPS) ACTA = ACTUAL AXIAL FORCE (KIPS) ALLA = ALLOWABLE AXIAL FORCE (KIPS) IN THE ABSENCE OF MOMENT CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR (KIPS) AT COMBINED LOCATION ACTMC = MOMENT (IN -KIPS) AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK ACT = MAXIMUM AXIAL FORCE (KIPS) DUE TO WIND LOAD ALLOW = ALLOWABLE AXIAL FORCE (KIPS) IN COMBINATION WITH CONTROLLING MOMENT DUE TO WIND DATE: 04/30/90 TIME: 06:20 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN COAST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" SPANS AND UNIFORM LOADS (FT a PSF) - -- w - - - - - + +- BAY SPAN LOAD UNIFORM LOADS LAP GIRT NUMBER WIDTH WPRESS WSUCT LEFT RIGHT TYPE ------ -- - --- - - 1 24.00 7.75 16.3 15.0 1.00 CONTINUOUS 2 24.00 7.75 16.3 15.0 2.00 1.00 CONTINUOUS 3 24.00 7.75 16.3 15.0 1.00 2.00 CONTINUOUS 4 22.00 7.75 16.3 15.0 1.00 CONTINUOUS LOAD COMBINATIONS NO DESCRIPTION 1 WIND PRESSURE 2 WIND SUCTION GIRT LOCATIONS 1 7.50 15.50 2 7.50 15.50 3 7.50 15.50 4 7.50 15.50 ( BAY GIRT NUMBER LOCATIONS D E S I G N D A T A R E P O R T PD1200DSN 1 -03 -01 SIDEWALL STRUCTURALS LEFT SIDEWALL GIRTS PAGE 24 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROD NAME - M.A.S£GALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 SECTION PROPERTIES (ACTUAL FURNISHED PART) BAY PART LENGTH DEPTH THICK MINTER FY FLG BAD LIP AREA IX IT NUMBER NUMBER (IN) (IN) (IN) (IN) (KSI) (IN) (IN) (IN) (III * *2) (III * *4) (IN**4) -- --- -- - - -+ 1 0550260 311 -4 8.00 0.068 0.066 55.00 2.63 0.25 0.81 0.98 9.52 1.66 2 0550245 311 -4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 3 0550245 311 -4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 4 0550245 311 -4 8.00 0.060 0.060 55.00 2.63 0.25 0.75 0.86 8.35 1.40 NOTES: MINTER = MINIMUM DESIGN THICKNESS -+ is% DATE: 04/30/90 TIME: 06:20 PM 1 -03 -01 SIDEWALL STRUCTURALS ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT it 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) , BAY NUMBER + SHEAR XV ACTV ALLV CSRV LD 1 23.0 -1.7 2 2.0 1.4 3 22.0 -1.3 4 1.0 1.6 4.8 0.359 3.3 0.417 3.3 0.408 3.3 0.485 1 1 1 1 9.0 2.0 22.0 13.7 - 62.6 - 55.5 -48.0 - 50.4 D E S I G N D A T A BENDING XM ACTM ALLM 62.8 74.3 74.9 52.7 R E P O R T LEFT SIDEWALL GIRTS BLDR ORDER # 90384 BLDR ACCOUNT 1 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 CSRB LD 0.996 2 0.746 1 0.641 1 0.956 2 ** COMBINED SHEAR & BENDING XC ACTVC ACTMC CSRC LD 23.0 -1.7 -69.8 0.734 1 2.0 1.4 -55.5 0.717 1 22.0 -1.3 -48.0 0.573 1 1.0 1.6 -63.2 0.941 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) t ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK PD1200DSN PAGE 25 DATE: 04/30/90 D E S I G N DATA R E P 0 R T TIME: 06:20 PM ORDER E 077557 BUILDER - PACIFIC NORTHERN CONST - BLDR ORDER 1 90384 BLDR ACCOUNT I 20- 46- 033 -02 BLUR CONTACT - ROBERT FLORY BLUR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA COMPLEX - NO (TYPE) (WIDTH) (LENGTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) UNIT 8 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" 24' 0" - -N 25 PSF 80 MPH UBC 88 1.000:12 SPANS AND UNIFORM LOADS (FT & PSF) BAY SPAN NUMBER + LOAD COMBINATIONS NO 1 2 GIRT LOCATIONS BAY NUMBER + filok As Rat 1 24.00 2 24.00 3 24.00 4 22.00 1 2 3 4 DESCRIPTION 1 0550261 2 0550260 3 0550260 4 0550247 LOAD UNIFORM LOADS WIDTH WPRESS WSUCT 11.50 11.50 11.50 11.50 WIND PRESSURE WIND SUCTION 7.50 7.50 7.50 7.50 311 -4 311 -4 311 -4 311 -4 16.3 15.0 16.3 15.0 16.3 15.0 16.3 15.0 SECTION PROPERTIES (ACTUAL FURNISHED PART) NOTES: MINTHK = MINIMUM DESIGN THICKNESS 1 -03 -01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS LAP LEFT RIGHT 2.00 1.00 1.00 BAY PART LENGTH DEPTH THICK MINTHK NUMBER NUMBER (IN) (IN) (IN) (IN) 1.00 1.00 2.00 GIRT LOCATIONS GIRT TYPE CONTINUOUS CONTINUOUS CONTINUOUS CONTINUOUS FY FLG RAD (KSI) (IN) (IN) 8.00 0.089 0.088 55.00 2.63 0.25 0.94 8.00 0.068 0.067 55.00 2.63 0.25 0.81 8.00 0.068 0.064 55.00 2.63 0.25 0.81 8.00 0.080 0.077 55.00 2.63 0.25 0.88 LIP AREA IX IT (IN) (IN * *2) (IN * *4) (IN * *4) 1.30 0.98 0.98 1.16 12.57 2.35 9.52 1.66 9.52 1.66 11.24 2.03 PD1200DSN PAGE 26 011111.11, 0111 DATE: 04/30/90 D E S I G N DATA R E P O R T PD1200DSN TIME:i06:20 PM 1 -03 -01 SIDEWALL STRUCTURALS RIGHT SIDEWALL GIRTS PAGE 27 ORDER' 8' 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 -824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT 4 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" BLDR ORDER 4 90384 BLDR ACCOUNT * 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 DESIGN DATA SUMMARY (MAXIMUM CONDITIONS SHOWN) + + ** COMBINED SHEAR E BENDING BAY SHEAR BENDING NUMBER XV ACTV ALLV CSRV LD XM ACTM ALLM CSRB LD XC ACTVC ACTMC CSRC LD + 1 23.0 -2.5 10.7 0.236 1 9.0 -93.7 92.7 1.010 2 23.0 -2.5 -101.3 0.640 1 2 2.0 2.0 4.8 0.421 1 2.0 -80.2 88.2 0.909 1 2.0 2.0 -80.2 0.975 1 3 1.0 2.0 4.8 0.416 1 1.0 -71.7 89.8 0.798 1 1.0 2.0 -71.7 0.810 1 4 1.0 2.3 7.8 0.301 1 13.7 -75.2 77.3 0.973 2 1.0 2.3 -92.6 0.793 1 NOTES: XV = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL SHEAR ACTV = CRITICAL SHEAR (KIPS) ALLV = ALLOWABLE SHEAR (KIPS) CSRV = COMBINED STRESS RATIO AT CRITICAL SHEAR (* indicates overstress condition) XM = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL MOMENT ACTM = CRITICAL MOMENT (IN. -KIPS) ALLM = ALLOWABLE MOMENT (IN. -KIPS) CSRB = COMBINED STRESS RATIO AT CRITICAL MOMENT (* indicates overstress condition) XC = DISTANCE (FEET) FROM LEFT SUPPORT TO POINT OF CRITICAL COMBINED SHEAR AND BENDING ACTVC = SHEAR AT COMBINED LOCATION ACTMC = MOMENT AT COMBINED LOCATION CSRC = COMBINED STRESS RATIO AT CRITICAL COMBINED SHEAR AND BENDING (* indicates overstress condition) LD = CONTROLLING LOAD COMBINATION FOR GIVEN LOAD CHECK DATE: 04/30/90 TIME: 06:20 PM D E S I G N fi-44 D A T A R E P O R T 1 -05 -01 LONGITUDINAL BRACING ROOF BRACING ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 COMPLEX - NO (TYPE) (WIDTH) (LENGTH) UNIT # 1 BLDG DESCRIPTION LRF 70' 0" 96' 0" ROOF BRACE RODS FOR LONGITUDINAL BRACING THE FOLLOWING TABLE CONTAINS INFORMATION ON THE BRACING SECTIONS STARTING WITH THE LEFT SIDEWALL STRUCTURE LINE AND THE FIRST BRACED BAY FROM THE FRONT ENDWALL. ANY DIRECTIONS INDICATED ASSUME YOU ARE LOOKING AT A PLAN VIEW OF THE ROOF BRACING WITH THE FROST ENDWALL AT THE BOTTOM OF THE DRAWING. + + +-- - - ~ - -+ + + + +--- ----- - ~ -+ I. ROD I BAY I DIST I BAY 1 ROD I ROD ICONNECTIONI PART I I DIR- I NUM I FROM I LEN I LOAD I DIA I DET 1 NUMBER I IECTIONI FROM/ SAVE I I I I I I I I FEW I (FT) I (FT) I (KIPS)! (IN) ILEFTIRIGHTI I +- + + + + - -+- + + + + 1 / 1 2 ! 0.00 1 24.00 1 7.53 ! 0.6250 1800118001 1 544048 1 1 \ 1 2 3 0.00 1 24.00 ! 7.53 ! 0.6250 /1100118001 ! 544048 1 1 / ! 2 45.00 1 24.00 1 7.53 ! 0.6250 /8001/8025 1 544048 1 1 \ ! 2 15.00 1 24.00 ! 7.53 1 0.6250 3B00118025 ! 544048 ! + + -- - - -+ +-~---- +---- ~- +------ +---- +---- - + - - -- ---+ PD1200DSN PAGE 28 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) 24' 0" 25 PSF 80 MPH UBC 88 1.000:12 FORM NO. 250.10 BUTLER MFG. COMPANY ENGINEERING DATA JOB NO/S77,e/Ai MADE BY z:)cG REV!. SION 2 CKD. BY DATE ■96 FILE NO, O777 PAGE OF DIV. 7.4 (VviND) 4 Wiz Cs/ ) ,ehte4C /N6 AT FORM NO. 250.10 BUTLER MFG. COMPANY ENGINEERING DATA JOB P4 /F/G NC7f/s S77QuT ,.4M 77 W.'z. )c z c C /1<x/ ) AdX �L. = 26, X 24. /2 /ocvo x 8 44 2 x „.. 25 f<L _ / x /72.5 x /2 2 1 /.s/ k/ / 24 >c / /. 3 / /'GS Z2.467 33,¢ S. 34. 24 % 4.95 MADE BY REVI- SION 2 L. = 24 -Q" PwtNo = 7, k f' C 4f\f = 2 k 77.' AX /4.L C.OAZ = 7 ¢- 4- 2 .ro = ( O k. a O. //3 <- d, /s k 3.375 x /2 = 37. 84 /A -K = 65,7/ 0 • ? 3 lcsi .0 4-2. k .Sf I 4-79 x 3 6 = D. / / s _Q.. 673 701 c ,4- 2.. x/.33 27x/.33 CKD. BY DATE SI / , 96 USE' W. /2 x 2, C3' ,.s /) /SeAri l FILE NO. 077557 PAGE OF 30 DIV. o, 3 71 <1.O 6,/< .375'1 PLATE • l6I 4 "!s A325 BOLTS. TIP INN ,r- -PLA N.S. A F .S. 4 1/2"' .375" PLATE N.S. ONLY 4'4 "0 A325 BOLTS. GR. e. 3 " , PLATE - 375" x 3 " N.S. ONLY .625' PLATE (rrF?) (STANDARD) I "0 ROD STRUT BEAM N I2X 2� ( Sc;, A'S I CLIP 0" COLUMN 0 CD 2 an O co BUTLER MFG • COMPANY ENGINEERING DATA 17.719 / p4C/ Fl c N0 /R77-/ eA CRANE BRACING DETAIL MADE BY REVII I SION2 CKD. BY DATE FILE NO 077 S'"7 PAGE OF 3 2 DIV. .ECfl N , *3"X 3 7�a PLATES N.S. A F.S. 1 -4 RR IL STRUT BERM 9-± c9 V CRANE BRACKET, WORK POINT • �- 11) 4 - "DIA. A325 BOLT l TYPICAL ) - PLATE mod L3 "2X 3)X 3 43 " (34 KSI ) X00033 I JOB PA CIF /C "/0/77.7t" PORTAL FRAME GR/z),8 MADE BY REV !- SION 0" 2 CMCD. BY DATE S - f - 9 c PAGE 33 DIV. BUTLER MFG• COMPANY ENGINEERING DATA 24 FILE NO 077557 OF- X00062 BUTLER MFG• COMPANY ENGINEERING DATA Zo- *0(2 f4 a, FIC "/O/VW- PORTAL FRAME MADE BY OG NEVI- I S I ON 2 CKD. BY DATE 5 -/ - 90 FILE NO 077SS7 PACE 34- DIV. OF X00063 C FORM NO. 250.10 BUTLER MFG. COMPANY ENGINEERING DATA JOB P4 /,c /c /V0,77tEizn/ CR Ai LA■7 MADE BY Z).oG REVI• SION 2 CKD. BY DATE s / 190 FILE NO, 077 5S7 PAGE 35 OF DIV. 1 15.5" j, zs CoL. = Z8 M = 28 ,c/5.0= Y tr. e K 7 . y : W/2. x 40 (3c2 '<a, .) A _ //. 8 /N '- Sx = 5/, y av 1/ 4 U.ow - 0.10 x 36 x //, x 0,29S =. S0.7z k >.28 k D. k 36, = 2/. ksf ¢¢2. - a. 5 Z /cS / <Z/./cI 0.k , CI ECk sHEA -/e //V Go La/V Al kVE43 : h Z7. 5 = /7/. O / z7 S 4-s8 F = /3.c ksi /5.8 a.,87 /2. 4 = 3 87 S.¢z. mss. K /3.G. /csi © .�, 27.375 x 0. /(o C.lNrc YV /2 x 4 ( ) CRAVE Cka7' Crane Capacity. 5.0 0.0 tons Maximum Vertical Wheel Load . . . 13.00 0.00 kips Trolley Weight 4.00 0.00 kips Bridge Weight 24.00 0.00 kips Wheel Spacing 10.25 0.00 feet Vertical Impact Factor 1.25 0.00 Lateral Load Factor 0.20 0.00 Longitudinal Load Factor 0.10 0.00 Minimum Distance Between Cranes . 0.00 feet BRACKET LOADS Max. Vertical Load (w /o impact) Max. Vertical Load (w /impact) Min. Vertical Load Lateral load (per bracket) Longitudinal load (per side) 22.764 kips 27.958 kips 11.578 kips 1.119 kips 2.600 kips CRANE 1 CRANE 2 (For frame application) (For stiff. & brkt. design) -D 1D zt A n O � 2- 0 0 co 3 g - 0 D O c BUTLER MFG• COMPANY ENGINEERING DATA JOB P4a /k2. /V CRANE BRACKET DETAIL • PUNCH Eo T ' 99 / E 4/` AT 4 "x ¥" �►4 .375 'ix 3.%x 8 " — PLATES N.S. 4 F.S. EXTERIOR -� ' COLUMN 3 /I!o i>4a L X X X f KS!) @ EACH END OF CHANNEL TYP. 344, V 7 ...,375 " 3 7 /8" PLATES N.S. A F.S. 1 MADE BY REVI I SION 2 INSIDE FACE OF KNEE CKD. BY CLIP F.S. DATE s -i -9 FILE NO 4775 S7 PAGE OF 37 DIV. OF RAIL NOT f3Y 1344G a /YD RA C x KS1 H X ! KSI) ' 4 + S 'i PLATES N.S. d F.S. L CRANE BRACKET Ha X40( 3G KS1l F.S. NOTE E 43R4,CKr /s PC/NC/4ED 1 - 1/4„ 0 ¢S Hots AT 3 %Z" x 3 " GAGE. 0 n X00017 FORM NO. 250.10 BUTLER MFG. COMPANY ENGINEERING DATA JOB C/F /e NorfE fl /5 ' C4iVOPir ,4M MADE BY bo REV!. SION 2 CKD. BY DATE s / 9a FILE NO, 07757 PAGE 3S OF DIV. 60 _25t3t = Q744 /f oo© o lik) = O. 8 X a 8 -- 3r (z4) Q. 842 M N4x � Al 4 k . = 0.842 x %5 z. x /z _ //3C, . 7 IN -,• z frmA- x. - O. 2 ?X /5 - /2 . Co 3 `I`VE A/EXT PA A N,aLy /•P , C /f roc Zer- GeGT /oN . 7 4-Z ' /80 4- 8x cot) 6.6)// x/2. LACE 7 " x . 2s0" PC-AA/GCS / Coo " WE-15 aE77/ : �4 " 7• /2" /LANCE , e4cE . ZNv p,eAf I 0/V? eve L. PACIFIC NORTHERN CONSTRUCTORS 15' CANOPY BEAM (DL + WL) Depth Flg. Thick. Fy Ix Sx rx rt Bf /2tf Qs(AISC 9th) _ Wt _ • _ Axial (P) _ Mx - Kx- factor Wind Incr. Lx Lbx Cb M1 Qa • K1 /rx F'ex .Fa Fbx Fby Fv CSR _ ft IX ft _ NO 24.000 in. 0.250 in. 50.000 ksi 666.611 in4 55.551 in3 9.582 in. 1.734 in. 14.000 0.814 24.704 lb /ft Maximum Loads 0.000 1137.000 1.000 1.333 15.000 11.000 1.000 0.000 1.000 18.785 567.682 12.178 31.813 39.990 5.204 0.643 k Shear (V) in -k My Ky- factor Qs ft. Ly ft. Cm in -k M2 Stiff. K1 /ry ksi F'ey ksi fa ksi fbx ksi fby ksi fv SSR DOG H - S E C T I O N P R O P E R T I E S Flg. Width Web Thick. Area Iy Sy ry D/Af h /tw Qs (Butler) _ _ all _ H - S E C T I O N S T R E S S R E V I E W ft Dist. _ MR 7.000 in. 0.160 in. 7.260 in2 14.300 in4 4.086 in3 1.403 in. 13.714 146.875 0.876 12.630 k 0.000 in -k 1.000 BMC 15.000 ft. 0.850 0.000 180.000 128.256 12.178 0.000 20.468 0.000 3.359 0.646 PAG.39 05 01 90 in -k in. ksi ksi ksi ksi ksi PACIFIC NORTHERN CONSTRUCTORS 15' CANOPY BEAM (DL + SL) Depth' Fig. Thick. FY Ix Sx rx rt Bf /2tf Qs(AISC 9th) Wt H - S E C T I O N S T R E S S R E V I E W Axial (P) - Mx Kx- factor Wind Incr. Lx Lbx Cb M1 Qa K1 /rx F'ex Fa Fbx Fby Fv CSR H - S E C T I O N P R O P E R T I E S - 24.000 in. = 0.250 in. ▪ 50.000 ksi 666.611 in4 55.551 in3 = 9.582 in. 1.734 in. 14.000 0.814 24.704 lb /ft at • la a a a• a Maximum Loads 0.000 k 1005.000 in -k 1.000 1.000 15.000 ft. 5.000 ft. 1.000 0.000 in -k 1.000 18.785 425.868 ksi 9.135 ksi 26.280 ksi 30.000 ksi 3.904 ksi 0.688 Flg. Width = 7.000 in. Web Thick. = 0.160 in. Area - 7.260 in2 Iy = 14.300 in4 Sy = 4.086 in3 ry - 1.403 in. D /Af = 13.714 h /tw - 146.875 Qs (Butler) = 0.876 Shear (V) My Ky- factor Qs Ly Cm M2 Stiff. K1 /ry F'ey fa fbx fby fv SSR DOG a_ a Dist. 11.160 k 0.000 in -k 1.000 HMC 15.000 ft. 0.850 0.000 in -k 180.000 128.256 9.135 ksi 0.000 ksi 18.092 ksi 0.000 ksi 2.968 ksi 0.760 PAS .44, 05 01 90 in. DATE: 05/01/90 TIME: 01:20 PM DESIGN SYSTEM FRAME I Ci.JDS PAGE: L ORDER #_077557 BUILDER - PACIFIC NORTHERN - CONST- BLDR ORDER # 90384 BLDR ACCOUNT. 4. 20 -46- 033 -02 BLDR CONTACT,- 'ROBERT FLORY BLDR PHONE .206 -824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP VISALIA (TYPE) (WIDTH) (HEIGHT), (LIVE) (WIND)` (CODE /YEAR) (SLOPE) DESCRIPTION . LRSS 24' -0" 19' -6 ". 20 PSF 80 MPH UBC 88 = .00 TO 12 DATE: 05 /01/90 TIME: 01:20 PM ORDER 4 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT — ROBERT FLORY BLDR PHONE .4 206-824-2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME 4 8 DESCRIPTION • LRSS 24• -0 " 19' -6" SPLICE 4 —1 TYPE : Intermediate Roof Beam LOAD DESCRIPTION NO —50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + SL 2 DL + UPLIFT AXIAL SHEAR MOMENT STRESS (kips) (kips) (in —k) FACTOR 0.00 0.00 - 833.26 1.00 0.00 0.00 833.26 1.00 0.00 11.15 1005.00 1.00 0.00 12.63 1137.00 1.33 PAGE: L 2 BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROD NAME — M.A.SEGALE ENGR GRP — VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : In Exton —.Comp Beam DATE: 05/01/90 TIME: 01:20 PM ORDER .9 077557 BLDR CONTACT — ROBERT DESIGN SYSTEM FRAME 4 SPLICE t -1 Dimensions at Connection Flg. to. Fig. Dimension Adjacent Depth Change Information Distance to Depth Change Flg. to Fig. Dimension Adj. P1. Angle (Degrees) D E S. I G N' D I M E N S I O N S BUILDER - PACIFIC NORTHERN CONST FLORY BLDR PHONE # 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Intermediate Roof Beam Lover Roof Beam 24.000" 35'- 0:000" 28.000 " 0.000 BLDR ORDER PROJ NAME (LIVE) 20 PSF SUBTYPE : Upper Roof Beam 24.000" 15'- 0.000" 12.000 " 0.000 i- -DS PAGE: La3 # 90384 BLDR ACCOUNT I 20-46-033-02 - M.A.SEGALE ENGR GRP - VISALIA (WIND) (CODE /YEAR) (SLOPE) 80 MPH UBC 88 .00 TO 12 In Eaten - Comp Beam 0,.N DATE: 05/01/90 TIME: 01:20 PM ORDER 4 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME 8 SPLICE 4 -1 PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION : BOLT DIAMETER BOLT TYPE WASHERS BOLT ROW OUTER 1 2 OUTER 2 OUTER 3 n BOLTS III ROW S P L I • BOTH SIDES CUSTOM OV17100 -01 NORMAL 7.000" 27.000" 0.500" 50.00 KSI 0.500" 0.433 1 Side 1 Inner Row 1 2 DIST FROM DIST FROM EDGE PREV ROW 2.250" 5.250" 8.250" S P L I C E D E S I G N BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE 4 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) 8 DESCRIPTION LRSS 24' -0" 19'-6" TYPE : Interaediate Roof Beam B O L T I N F O R M A T I O N 0.625" A325 NO 3.000" C E P L A T E BLDR ORDER PROJ NAME (LIVE) 20 PSF SUBTYPE : BOLT GAGES - INNER: / S P L I C E P L A T E 4 90384 BLDR ACCOUNT 8 20- 46- 033 -02 - M.A.SEGALE ENGR GRP - VISALIA (WIND) (CODE /YEAR) (SLOPE) 80 MPH UBC 88 .00 TO 12 In Eaten - Comp Beaa 2.750" BOLT 4 BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW INNER 3 2 8.000" 3.000" 3.000" INNER 2 2 5.000" 3.875" INNER 1 2 1.125" `.. ,DS PAGE: L 4 DATE: 05/01/90 TIME: 01:20 PM ORDER;# 077557 BLDR - ROBERT DESIGN SYSTEM FRAME # SPLICE # - 1 LOCATION DESCRIPTION DESCRIPTION LOWER ROOF BEAR SIDE: Main Web Inner Web Gusset UPPER ROOF BETH SIDE: Main Web Inner Web Gusset S P L I C E D E S I G N - F L A N G E BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Interaediate Roof Beau PART NO. PART NO. SIZE T Z W -- ---- -- Inches F L A N G E Z L LOWER ROOF BEAM SIDE: 0.250 Z 7.000 OUTER 1 Main Flange OUTER 2 Gusset Stiffener 0030877 0.250 X 3.000 Z 6.000 0.250 Z 7.000 INNER 2 Main Flange UPPER ROOF BEAM SIDE: 0.25 Z 7.000 OUTER 1 Main Flange OUTER 2 Gusset Stiffener 0030877 0.250 X 3.000 Z 6.000 INNER 2 Main Flange 0.250 Z 7.000 W E B P L A T E S SIZE T X W X OL X IL Inches 0.160 0.219 'X 3.000 X 6.000 X 6.000 0.160 0.219 X 3.000 Z 6.000 X 6.000 W E B P L A T E I N F O R M A T I O N BLDR ORDER # PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : In Exton - Coup Beam P L A T E S DIST FROM EDGE (In.) 90384 BLDR ACCOUNT # 20 -46- 033 -02 - --- - --- - -- MAXIMUM STRESSES -- - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW CORD (Ksi) (Ksi) (Ksi) (Ksi) 0.500 2.49 30.00 19.03 45.00 0.423 1 3.500 8.50 30.00 12.86 45.00 0.286 1 2.500 6.46 30.00 18.40 45.00 0.409 -50% 0.500 2.49 30.00 19.03 45.00 0.423 1 3.500 8.50 30.00 12.86 45.00 0.286 1 2.500 6.46 30.00 18.40 45.00 0.409 -50% - SHEAR -- ACT. ALLOW (Ksi) (Ksi) MAXIMUM STRESSES - TENSION - COMPRESSION ACT. ALLOW ACT. ALLOW (Ksi) (Ksi) (Ksi) (Ksi) -'S PAGE: L7 CSR LOAD COND H 10.53 20.00 22.50 30.00 19.28 45.00 0.750 1 11.00 20.00 20.83 30.00 25.31 45.00 0.694 1 10.53 20.00 22.50 30.00 19.28 45.00 0.750 1 11.00 20.00 20.83 30.00 25.31 45.00 0.694 1 DATE: 05 /01%90 TIME: 01:20 PM ORDER # 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME # SPLICE # -1 LOWER ROOF BEAM SIDE DESCRIPTION OUTER 1 Main Flange Flange to Cap Plate OUTER 2 Gusset Stiffener to Cap Plate Stiffener to Web Plate INNER 2 Main Flange Flange to Cap Plate DESCRIPTION :Main Web Web to Cap Plate - Outer Bolts Web to Cap Plate - Inner Bolts Web to Cap Plate - Regaining •.Inner Web Gusset Gusset to Cap Plate Gusset to Flange S P L I C E BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT) 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Intermediate Roof Beam FULL STRENGTH YES 5/16" 1/4" YES 1/4" 5/16" W E B P L A T E S WELD SIZE - LENGTH -- FILLET — PENETRATION Near S. Far S. 10.000" 8.000" D E S I G N L D . I N F O R M A T I O N BLDR ORDER # PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : In Exten - Comp Beam F L A N G E P L A T E S WELD SIZE - -- FILLET - -- -- - ----- PENETRATION --- -- - - -- Out Face In Face Out Face In Face 3/16" 3/16" 1/8" 1 /8" 1/8" 1/8" 1/8" 3/16" 3/16" 3/16" Near Side Far Side 90384 BLDR ACCOUNT # 20 -46- 033 -02 e C .__ _JS PAGE: L MAXIMUM STRESSES -- - --- -- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) CORD 0.63 2.12 1.65 7.50 0.085 -50% 5.57 0.382 -50% 1.67 1.86 0.904 1 7.50 0.220 1 MAXIMUM STRESSES --- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) CORD 3.15 0.00 3.71 0.848 -50% 3.60 0.00 3.71 0..970 1 1.68 1.86 0.908 1 4.56 5.57 0.819 1 2.41 2.78 0.865 -50% DATE: 05/Oi/90 TIME: 01:20 PM ORDER # 077557 BUIL •BLDR CONTACT — ROBERT FLOR DESIGN SYSTEM FRAME # 8 SPLICE # —1 ;UPPER ROOF BEAM SIDE 1DESCRIPTION OUTER 1 Main Flange Flange to Cap Plate OUTER 2 Gusset Stiffener Stiffener to Cap Plate Stiffener to Web Plate INNER 2 Main Flange Flange to Cap Plate DESCRIPTION Main Web Web to Web to Web to Inner Web Gusset Gusset DER Y Cap-Plate — Outer Bolts Cap Plate Inner Bolts Cap Plate — Remaining Gusset to Cap Plate . to Flange S P L I C E D'E.S I G:N — PACIFIC NORTHERN CONST— BLDR PHONE # 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Intermediate Roof Beam FULL STRENGTH YES 10.000" 8.000" 3/16" 3/16" 1/8" YES 1/4" 5/16" 1/8" 1 /8" 1 /8" 1 /8" 1/8 " 3/16" . 3/16" 3/16 " T L D I N F O R M A T I O N BLDR ORDER PROJ NAME (LIVE) 20 PSF SUBTYPE : # 90384 — M.A.SEGALE (WIND) (CODE /YEAR 80 MPH UBC 88 In Exten F L A N G E P L A T E S WELD SIZE FILLET - - -- - - - - -- PENETRATION - -_-- -- Out Face In Face Out Face In Face 5/16" 1/4" W E B P L A T E S WELD SIZE — LENGTH -- -- FILLET --- ---- -- PENETRATION Near S. Far S. Near Side Far Side TENSION (k /in) 0.63 2.12 1.65 Cz �S PAGE: L 9 BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP — VISALIA (SLOPE) .00 TO 12 Comp Beam MAXIMUM STRESSES - - - - - -- SHEAR ALLOW CSR LOAD (k /in) (k /in) COND 7.50 0.085 —50% 5.57 0.382 —50% 1.67 1.86 0.904 1 7.50 0.220 1 MAXIMUM STRESSES TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 3.15 0.00 3.71 0.848 —50% 3.60 0.00 3.71 0.970 1 1.68 1.86 0.908 1 4.56 5.57 0.819 1 2.41 2.78 0.865 —50% FORM NO. 250 JOB BUTLER MFG. COMPANY ENGINEERING DATA In' CA 1.101:) (3EA1.-1 TYPE. 11 2. 5 PSF 30 P5F, 40 PsK .. So PSF LIVE LOAD DES IG1.ti LOADS USE Co$JTRoLL114 LoAO OF FOLLOWIP4 tst ZS PsF LL 4 t)L 30 P5F LL 4- D t. 40 YsP LL + D L 50 PSF LL 4. ht. REV(EW FOR 31.2 P5F UPLIFT ANO 50 PSF UPLIFT - 30' $AY5 LIVE L.OAh AND DEA•0 LOAD 'P W 2155 r2aLam BEAM DETAILS 4-.00' 10.0' 10.2135 r $0.00' MADE BY K M(3 PANEL 34.20 28.50 22.80 EAVE SYR. 12.24 9.11 7.18 ) PUR LiNS 33.33 23.44 23.48 E1EAM 15.00 15.00 IS.00 LIVE LOAD 900.00 1000.00 /00040 REV ■ SION U) ( /FT) 30 BAS Z5 20 B!.`( 994.11 107(0.(05 104 - 30' (JAYS 30! P5AYS - 26' I3Pr • 2O 1 BAYS IZ CKD. BY GUS SET -w 1�..:3�.2s��►G) DATE 4 1 11 11 f? LOAD DUE. To COTTER FULL OF 11VATE.R - •4333,. 14,15 0.3= 1243 %T, 1 1 FILE NO. 11885 PAGE DIV. A OF II • BAY LEN4TN 30 2.5 20' PI •3189 .3158 .2.52 f0 VV .9948 I.O764 /F 1.048s %. tip, 44.44K 38.1 31.0 " Mw (, 22.(, (073.8 G48.8 E Hot, 4‘9.0'''' 711..5 I `' (0 99.8 V 10.33 11.08 10.94" FORM NO. 250 JOB BUTLER MFG. COMPANY ENGINEERING DATA In' CA 1.101:) (3EA1.-1 TYPE. 11 2. 5 PSF 30 P5F, 40 PsK .. So PSF LIVE LOAD DES IG1.ti LOADS USE Co$JTRoLL114 LoAO OF FOLLOWIP4 tst ZS PsF LL 4 t)L 30 P5F LL 4- D t. 40 YsP LL + D L 50 PSF LL 4. ht. REV(EW FOR 31.2 P5F UPLIFT ANO 50 PSF UPLIFT - 30' $AY5 LIVE L.OAh AND DEA•0 LOAD 'P W 2155 r2aLam BEAM DETAILS 4-.00' 10.0' 10.2135 r $0.00' MADE BY K M(3 PANEL 34.20 28.50 22.80 EAVE SYR. 12.24 9.11 7.18 ) PUR LiNS 33.33 23.44 23.48 E1EAM 15.00 15.00 IS.00 LIVE LOAD 900.00 1000.00 /00040 REV ■ SION U) ( /FT) 30 BAS Z5 20 B!.`( 994.11 107(0.(05 104 - 30' (JAYS 30! P5AYS - 26' I3Pr • 2O 1 BAYS IZ CKD. BY GUS SET -w 1�..:3�.2s��►G) DATE 4 1 11 11 f? LOAD DUE. To COTTER FULL OF 11VATE.R - •4333,. 14,15 0.3= 1243 %T, 1 1 FILE NO. 11885 PAGE DIV. A OF II JOO t 0 C AWOP1 BEAM TYPE 'II. ._ - MADE BY KM P5 CKD. BY DATE 4 111 lit PAGE 2. OF 11 25 PSF., 30 PSF 4o PSF 5o P5F LIVE LpAD BEAM DU A ILS (CoNDTI -- - 18 1 ' f X11 BUTLER MFG. COMPANY ENGINEERING DATA ALLOW, STRESSES F : 2.39 C REVI - �I SION 2 FILE NO. 11895 • A SECTION Pf20PE2TIES AT SPLICE. r 0 d = 2o. r T. I,44314. 0 � ' A. 3.-, olio- } = 145.c04 a WT.= 17.0341/PT L '72 u L „ 49,9 (� =�2 IX= 327.39 rT 443 I1= 6.464 INt S = 31.54 fir. r = 3.08 N. C = 1.1371p1. k...= S.34) 46,000 k so.o(! ) 4s,o6o (5.34) .2.2.7 5'0.0 (14s b4)= FY = So.a (.227) s 3,93 /cost 2.89 S ECTION 'PR.OPEP_TI ES -5' FR.014 SPICE - (L /1' • L12 Cb = 33,3 -(49.' o ‘` _ . 29.23 b'% tot Q.o) FoQ. UPLIFT L /rr = 4 1, 6.” •t.po ") Fb = 30.0. 14s1 . I.5o 14. h = 10 9.9 3 t d = tS,'1 II A = 4,31 IN" WT.= 14.105 4/pr ' = 173.44 IN, I = 6.48 I Nt N = 0.34 14. r 1.226 IN. ALLOW. STREs5E5 C.v.: 45,00o (5.34) _ .3917 F b s 3 - 49.0) 2 SO,O (I09.95) 60. (I) Ftr- 5040 (.35.1-1) - r C Ksl 2,89 - L _ 48.0 L =72' r S 22,02 IN Fb= 29.54. KSI Foe UPLIFT F,, t0.0 K51 I JOB 10 CAtiOPY ��Ard TYPE TI MADE BY KMr� C1(0. BY DATE 4 i ii in PAGE 3 OF II BUTLER MFG. COMPANY ENGINEERING DATA ZS P"F, 3OPSF, 4OPSF 5o P$F LIVE LOAD REVIEW CANOPY SEAM (40 Ps; LL DI CoNTEOL.5) AT SPLICE REgD a 712.5 _ 24.38 1N s < 31.56 Irv' 29,13 f� Il.oa 20.75'(.14) AT 5' FROM SPLICE. 29.54 3.81 KsI ' 5.93 1 <S1 I81,zs _ 10.13 IN' 4. 7.2,02 Ir1 f T. 5. (098a _ Z,58¢ K$S < KSI I s.7 sC , 14) WELD (FL(4. TO v./Ea) I.4O2►L,tTa _ VQ� rr.osC16.84) c x 827.39 REVIEW CANOPY REAM FoR UPLIFT (3o'5A1 ) so P'SF (w SO.o 3.0 =47 PsF) 1"17. 1,41 Oar* Cm) — 2 846 b 31.54 V= 14.10 - f 14,10 _ 4,85KS1 Z3 Ks1 20.15'(.14) . a 846 IN 24,91461( 40.0 REVI ■ II KM" SION 2 CHECK SPLICE FOR L1VE LcA D 4 DEAD LOAD A 2 0N a) Bakri REC,;, 41 5/:.' koune 2 Ro.,v 31,25 PSF (10-2. 31.2.5 28,25P5) Mn .8475'00) = Goa INk Ks: fi: 508 IG.10 Ks1 ( 40.0 K'SI 31.54 Vol 8.47 x" 4,.i. j1,421. = 3.84 kW 19.!S KS! 1C.7S(.14) $ECTI014 "A I 18 . 367 IV/N. LISE.8 FILE NO. 11885 D Iv. a 6 - 1 1 tpA325 PLTS, 4ACI E 2411 e 1_1L MOOLlf 112. IHRUST U.00 YoAR , .).140 I. S:CT1ON ApkEA _ ARM AD**2 1(0-0L___ iOLTS ROw 1 0.42 13.859 86.82 .__ i3OLTS ROW 2 __ 0.452 11.109 5_5.78 bOLTS ROW 3 0.452 6.609 19.74 COmPkESSION PLAT I 0.000 9.140 0.00 0.000 ... COMPRESSION PLATE 2 I.079 4.960 26.57 0.002 _ ___ . _ _ WEB PLATE 1 1.022 7.095 51.48 .- - *-EB PLATE 2 0.681 2.435 4.04 1.348 TOTAL AREA 4.140 S9.1N. _STRESSES IN SPLICE P./A +- MCJI = 0.00/ 4.1AD +- 712.5 * C I 2!t.7.22_ _ _ SJRESS IN .BOLTS .ROW_ 1 39.94 K.S.I lcre.co "Irt STRESS IN BOLTS RCW 2 32.01 KSI . 111.41 4 15LT . _STRESS_IWBOLTS_ROW 3 19.04 KS1 4L30.71_151.4 EXTREME FIBER_55RES$ 26.34 KSI <10_,.0 VLSI CANOPY BEAM SPLICE KI4B 7-3-72 I(X—X) 247.22 IN.**4 11966 FORM NO. 250 ( SOB BUTLER MFG. COMPANY ENGINEERING DATA 10 CANOPY BEAM TYPE. U 25 PSF, 30PSF, 40 P5F 50 P5F LIVE LOAD MADE BY Ole REVI- SION I kM6 2 CKD. BY DATE 51 19 112 1 1 1a I '72 i I FILE NO. 11885 PAGE 5 OF I( DIV. A ROW l DESlyt.l ROW 2. RDW3 -t- + t,_ OF SPLICE. Co 1 1 . 375 11 CCON DT) NOTE: ALL P 8111 A32S WO/WASHERS LOAD TO F Llg.:= 9.0210 14 r1.(061 1.375 LOAD TO WEB:: 9.026 4. ( I.375 \a. Vat+ Row Z LoAD To WEB. STRESS DISTRIBUTION Top F Lc4. =. 3.270 4.042 KSI L 30.0 KSI 5)4.18 W E6 (KOW 1) = 5.1s (2) Z9.81 K51 < 30.0 101 2.75 x.14 1/55 ET (.18) = 1.540 = 4.33 KSI ( 30.0 KS( 2.7S X.1$ WE (tow Z) _ (z) (5.a0 = 30.59 KSI ( 30.0 1;5I 2.15 )4.14 WEB (Eo W 3) _ (z) ( 3.504) , 18•2.1 I<51 ( 30.0 KS 1 2.15 x.14. WELD REQUIRED TOP F LCI. ax. 3. Z7o = 1.22 H /IN, 2.108 1NEI3(ROW i) = 5.75 2.203141114. 2.10 1 1:50L1 LOAD OlsTRIEtJTION - CANOPY PPEAM ROW I 1,234 1.375 \ \2.25 • .LOAD To GUSSET 7.234' _ .144 Z.ZS Ro w 3 • r - . ' LOAD To WEB. 4.3o5 I +'1 t:115 }3 2.25 LOAD To 1iussEt= 4.3o3 _ , B K 3.5o41` FORM NO. 250 JOB BUTLER MFG. COMPANY ENGINEERING DATA l0' CAWOPY BEAM • TYPE_ _ 25 P$F, 30 P5F, 40P$F . 50 P$F L%vE LOAD MADE BY KM B REVI- SION 1046 2 CKO. BY DATE 5 119 112 1 1 18112 I FILE NO. 11885 PAGE rA OF 11 01V. A DESIy KI OF SPLICE (CONOT) Clu5S1✓T - 1.344 WEB CROW 2) WEB (Row 3) = R E , SxREQD. = 11(0 Y Z.445 2.[08 5,89 2.(01 3.504 2.Co, .502. 14 /I N, 2.210 KIIN� t.(854 = .0449 10 t !0(.0449) _ .347 11 2.135 1.34 K /1N, SPLICE PLATE TNIG.KNESS Pow 1- FLGI) M = PI. _ 3.27 x .8512 -. 1.3911 114 • I s' FI. . A 2. Z . 14' WEB N • IG Eq D. = I.3917 .0371 1.u .75 (50.0) col.03 1 I } - .272 3.0 (Row I- WEB) M - PL = 5.75,c.5842_ 1.655410 2 2. •BROW L- WEB) M = PL = 5, 89. >< •58GL 'Z Z- "164 _ .04.40 IN •75 o) t = 1I (,(.04( .561 V 1 2.235 (taw 2- C,u55LT) M= PL = 1.344 x1.4412. Z. S REq'D = 49685 - . 0258 1N� •7.5(5o.) =4.51" 1.72 (p41N = ;9(085 II4 .2575 m . 58 fogy I ORM NO. 250 108 10 CANOPY 11 - TYPE.. ,TI. 15 PSF 30P5P, 40 PSP 4 50'PSc LIVE LOAD DESICiI4 OP SPLICE (COND (Row 3-61055E7) Mr- PI- 2 S,, REQ = t �. = .194 `1 a.445 (Raw 3- WES) 3.5o4%. SBo2 1,021 IN 2 _ 1•01_7 _ .02'14 IN .7s (so.0) S,c REgD,= BUTLER MFG. COMPANY ENGI :57105 = ,015¢ 11 .75 (5o,o) MOTE: USE .375' SPLICE PLATE t G. (.02'14) = .27.1 1 ow CANOPY BEAM, 2.235 t1OL'1 La DIS1 R1f3UT I01.1 - ROOF aEAM (.18 M WEB TNtCKNESS) Row I LOAD TO FLOC. 9,026 - 3.271 14 1 +I 1.66 3 1.375 1 LOAD TO WEDS 9.02!0 4 . 1.375 `3 Row 2 LOAD TO V 'S s 7.234 Row 3 LOAD To WEPT • 4.303 WELD REQUIRED TOP FLC1, 3.271 2.68 WEI3 (Row I) 5.735 2.41 WEB( ROW2) = 7.234 2.6,1 WEE, (Cow 3) = 4.303 2.61 1,21_. K /it.i 2.2.1 /at 2.77 K IN 1./05 K /IN NEERING DATA MADE BY K 113 REVI- SION K1E 2 CKD. BY DATE 19 lZ 1 ?18 ?IL FILE NO. I les r PAGE '1 OF 11 o+v. 8o )41.4412_ , IN P. LI5e `+ FILLET WELD MOTN SINES OF WEP (AtkovJ. = 2.18 K / ) FORM NO. 250 J08 BUTLER MFG. COMPANY ENGINEERING DATA 10' CANOPY P'EAM - TYPE 'II. 25 1'Sr, 30P5F, 40 P5K, 50 PSP LIVE. Lo.o DESIc1N OF SPLICE C(00.407) STRESS Dt5TRIP.JUT1OM ToP. fLG1. 3.27/ 3 (des) 5.755• (z) = 2.7S" 64) WEE) (Row 2)= 7.234 (2) 2.75 4. /3 ) WE5 (20W 1) f. ( (.037() (o54G.j 2.383 (Row 3 -we.e) M s y... _ 1.2182. .75C50.0) t= l0(,0325)... ,284 2.383 R E V,. Sf ON - Pt_ _ 4.303 (.546z) 2 2 .0.325 ►N MADE BY KM B GKO. BY G'.oto KSI <30.o K.sI Z3.2.5 IG 51 <30,0 JCS t 29.23 K51 < 30.0 KS! END PLATE THICKNESS ( Rov.I 1- F.4.) = 3.271 408512) „ 1,392.1 •IN 2 S,.= 1.3921 = .0371_. $N .7S(.50.o) Row I- WEB) M z� 5.7 15 (.5("z) I.CD29211-iK 2 2 Lco292 - .0434. 11`1 .ZS (So.o) Co ,#i C.D4t54) _ .330 2.383 tRow a- wEe) M PL 7.234 (.51.062) 2 2 5x3 2.048 _ .OS¢!o IN1 .75 (so. o0 2.043 INK (.2182 IN DATE S } 23 I la 1 1 1 1 .l8 Fl. A. .18 WEB FILE NO. 11885 PAGE 8 A h 1 a OF NOTE! IJSE •375 END PLATE oN Root= 6EAM5. FORM NO. 250 JOB I0' CANOPY r EAM - TYPE 11 BUTLER MFG. COMPANY ENGI 25 P5P, - 3O PSF, 4o PSF, SO P5F LIVE. LOAD DESICC• OF SPLICE (CONIDT) CN EGI< BEARING► O1.I ROOF BM• lN1:P� '= 14.5S KG K.15 = I5,lt K P 14.81 4 2(0;34 (.2s)(4.o):: 20.57 " 2 MIN. 40E8 t-- IS•il +2o.57 .¢, ,1147- 11 •l61► .154.50(.5.55s) MIN. RooF BEAM I.t1Er3 THIC1 <NESS USINGI FULLY F bLTED CANOPY SPLICE = 0.18 F4L LOWINy is RoOF ISM. WEB 1 As DETAILED: CoL "d'' IZ.Bm, " WEr3 t p . Z4" so" .14 t. 8" 24" .140 . NEERING DATA MADE BY 01 13 REVI- SION 1< M Ps 2 CND. BY DATE 23 12 1 = . I S :12 FILE NO. 11285 PAGE 9 OF It Div. 0 r-- 3 " (£ 8 IA in in 10 o FOR 2.0" AND 24 RooF FbM K1JEf {s= 2(.34 K51 THE COMP2E.55ION AREA OF THE. SPLICE FALLS AT TI4E SPI.I6E OR ON THE GUSSET FLC1..'. f3 EA RING STRESSES O .. - 1ENSto J A2EA ML T BE REINFORCED Fort. .14"AMD ,IC." ROOF 6EAM WE135. EITHER. ADD GUSSETS 501;LAz TO THE CANOPY Ousssr3 OE WELD UPPEIZ. FLANGIE OF CANOPY To ROOF P ToP FLAN(4E. ALL REINFORCING To $E DONE.1 N 714E FIELD. COMPRESSION SPLICE YBAR 7.871 IN. TOTAL AREA 3.060 SQ.I EXTREME FIBER STRESS : 18.56:KSI_< 30.0 K51 CANOPY BM SP KB 1 UPLIFT MOMEN (.50 PSC- — 3 Ps DL) MOMENT 634.0 IN. —KIPS NO1E:_._MOMENT._ IS REDLICE.D. ._ OR. US1NC4- .NOE.MRL .5TKE.5 E5 SECTION - AREA ARM AO * *2 BOLTS ROW 1 _ 0.452 ____ 16.878 128.76 aOLTS ROW 2 01.452 _ 10.878 53.48 COMPRESSION PLATE 1 1.079 7.781 65.40 0.002 WEB PLATE 1 1.076 3.845 15.92 5.309 IIX —X) 268.89 IN. * *4 STRESSES IN SPLICE F = P/A +— MC /I = 0.00/_ _3.060 +- 634.0 * C / THRUST O.G0 K IPS 268.89 i STRESS IN BOLTS ROW 1 39.79 KSI_ _yc_ =__I7,986 K ; !o = .._3.00.KrN_. ALLOW- 3.7t% STRESS IN BOLTS ROW 2 �_ - 25.64KSI_ 5 xh-6 c - ,��.'!._.F tLLET__{,t/E.c.D..__. _ PI.. In 'nF 11 118eS FORM NO. 250 JOB BUTLER MFG. COMPANY ENGINEERING DATA 10' CANIOP'? BEAM TYPE IC 25 P5F, SO psF, 4oPsF 4 50 P5F LIVE. LOAD , 51:: 4"clus5e_T —z REVIEW SPLICE. FOR UPLIFT 846, IN (So Psr- SEE. SWEET 3, REDUCE MOM. TO 634 INt To U. NORMAL WOZKItslq STZE.5565 SPLic.E. REVIEW. ' 1 FILLET 4 I- 1.315" --EWE) FLCI,art usse.. ,53I 3 a 0 0 %-1 MADE BY KMB REVI■ SION 8.553 _ (3) Ca) CKD. BY DATE 5 1/ 1 7L FILE NO. 1%885 PAGE It DIV. A , too° (iVai.0 Uss E.1 OW IG" WEB ONLY OF II EOLT Lam:. Dt6TRIBUTIDU IZ.ovJ 11.98co (Row 2.-We.) = 519 14- (R0v12.-PLci) 5.79 1.513L + (Oa •STE.ess bi5TEtt,u7 tow ((Amon br1) Row I - WELDED TO COL, END FLG, Olt QU5sE.7 Pt.4. DEPEND- tt.J4 KI4E.E. DEPTH. • WEB (Row 2), 2 18,susi<loKsi • 3.2.s (.a) F1.4 (ROW 2) 1.51 2 a (3 • 3.0 c.16) Cd4E.C..K. H1N. ROOF em. WEZ THICKNE6S (4,22 ) - .100 (Row 2) 2.75 (30) CAL`:::::;: PAGE: M 1 _ -____ - - - -- HLDR:ORDER ! 90384 BLDR ACCOUNT � 20 -46- 033 -02 ORDER '9:077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - .ROBE FLORY BLDR PHONE .9 _ -824 -2400 .PROD NAME - M.A.SEGALE ENGR GRP VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) 8 DESCRIPTION LRSS 24' -0" 19' -6 20 PSF 80 MPH UBC 88 .00 TO 12 DESIGN SYSTEM FRAME 9 DATE: 05 /01/90 TIME: 10:43 AM ORDER 4 077557 BUILDER - BLDR CONTACT - ROBERT FLORY DESIGN SYSTEM FRAME .4 8 LEFT. SIDE EAVE HEIGHT FRAME HEIGHT COL. CLEAR HT. SLOPE (P /12.) DIST. TO RIDGE COLUMN OFFSET GIRT DEPTH PURLIN DEPTH SPAN NO. 1 ' F I N A L F R A M E D E S I G N N . - , - N E R A L I N F O R M A T I O N PACIFIC NORTHERN CONST- - BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 BLDR PHONE .4 206 - 824 -2400 PROJ NAME - M.A.SEGAL£ ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT). (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESCRIPTION LRSS 24'-0" 20 PSF 80 MPH UBC 88 .00 TO. 12 • 19.167 18.500 17.000 = 0.000 • 24.000 8.000 = 0.000 8.000 MODULUS OF ELASTICITY FT. FT. FT. FT. IN. IN. IN. (UNINSULATED) SPAN WIDTHS (LEFT TO RIGHT) 24.000 FT. MISCELLANEOUS PROPERTIES 29000 ESI - 0.850 CMX(stepped coluan /no wind) = 0.950 C RIGHT SIDE EAVE HEIGHT FRAME HEIGHT COL. CLEAR HT. SLOPE (P /12.) DIST. TO RIDGE COLUMN OFFSET GIRT DEPTH PURLIN DEPTH • 19.167 = 18.500 17.000 = 0.000 • 0.000 = 8.000 = 0.000 8.000 CNY(pianed in minor. axis) = 0.600 CMY(fixed in,ainor axis) = 0;.400 FT. FT. FT. FT. IN. IN. IN. ( UNINSULATED) l CAD. ' PAGE: M2 DATE 05/01/90 TIME: 10:43 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST BLDR ORDER # 90384 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) ( HEIGHT ) (LIVE) (WIND) (CODE /YEAR) . (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -0" 19' -6" 20 PSF 80 MPH UBC 88 .00 TO 12 JOINT NUMBER - X -COORD FT 1.404 1.404 3 22.596 22.596 2 F I N A L F R A M E D E S I _ - M E M B E R D A T A JOINT DATA Y -COORD DEGREE -OF- FREEDOM MEMBER X Y'MZ Z MX NUMBER JOINTS FT 0.000 1 1 0 17.750 0 0 0 17.750 0 0 0 0.000 1 1 0 1 1 1 0 0 0 1 - 2 2 - 3 4 - 3 CAD. PAGE: M 3 BLDR ACCOUNT # 20 -46- 033 -02 MEMBER DATA MOM. RELEASE K VALUES START END IN PLANE OUT OF PLANE 0 0 1.50 1.00 0 0 0.75 1.00 0 0 1.50 1.00 (.1 = RELEASE 0 = NO RELEASE ) FINAL F R A M E 01% DATE: 05 /01/90 TIME: 10:43 AM ORDER ! "077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4.90384 BLDR ACCOUNT# 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PRONE it 206 -824 -2400 PROJ.NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME * 8 DESCRIPTION LRSS 24' -0" 19' -6 ". 20 PSF 80 MPH UBC 88 .00 TO 12 -w 'BRACE CODE BRACE DESCRIPTION O FL 'Outside flange only braced 0 -IF Outside and Inside flange braced COLUMN 1 - 2 GIRTS LOCATED AT 0.00FT 19.17FT BRACED AT 0 -IF 0 -IF ROOFBEAM 2 3 PURLINS LOCATED AT 0.00FT BRACED AT 0 FL COLUMN 7 - 4 - 3 GIRTS LOCATED AT BRACED'AT 0.00FT 19.17FT 0 -IF 0 -IF S E C O N D A R Y L O C A T I O N S CAD PAGE: M4 . _ DATE: 05/01/1 TIME: TIME: 10:43 AM F I N A L F R A M E DES I G D. ORDER * 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE * 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME * 8 DESCRIPTION LRSS 24' -0" 19' -6" DISTANCE TO ANALYSIS POINTS COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER APPLIED LOADS + VERT OR FY - UPWARD + HORZ OR FX - TOWARDS RIGHT + MOMT OR MZ - COUNTER - CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X -DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) Y -DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, & TAPER) COLUMNS USE Y- DISTANCE ROOF BEAMS USE X- DISTANCE FOR LOAD TYPES 4,5 (MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL - MEMBER IS IN COMPRESSION + SHEAR - OUTWARD FORCE ON END OF MEMBER + MOMENT - COMPRESSION ON OUTER FLANGE FRAME REACTIONS REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL IS UPWARD + MOMENT IS COUNTER - CLOCKWISE S I G N C O N V E N T I O N EXPLANATION OF LOAD TABLE HEADINGS FOR LOAD TYPES 1,3 (UNIT & TAPER) X1 & Y1 ARE STARTING LOAD MAGNITUDES (RIPS /FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS /FT) (IGNORE Z1, X1 =X2 OR Y1 =1 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (RIPS) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN -KIPS) (IGNORE X2 & Y2) , T CAL PAGE: /1/15 BLDR ORDER 4 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 DATE: 05/01/90 TIKE: 10:43 AM BUILDER - BLDR CONTACT - ROBERT FLORY DESIGN SYSTEM FRAME # 8 DESCRIPTION ORDER 4 077557 BUILDING CODE = USC - 1988 DESIGN BAY = 1.000 FT. TOTAL BUILDING LENGTH = 1.000 FT. BUILDING USE AND LOCATION COUNTRY USE CATEGORY LOADINGS DEAD LOAD COLLATERAL LOAD -LIVE LOAD WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE ,,EXPOSURE FACTOR 1 WIND ENCLOSURE SEISMIC LOAD WIND LOAD COEFFICIENTS LEFT CANOPY/OVERHANG LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL RIGHT CANOPY /OVERHANG = Noraal Use PACIFIC NORTHERN CONST- BLDR ORDER 9 90384 BLDR ACCOUNT 9 20 -46- 033 -02 BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) LASS 24' -0" 19' -6" 20 PSF 80 MPH USC 88 .00 TO 12 2.400 PSF c FRAME DL 0.000 PSF 20.000. PSF 80.000 MPH ( 80.000 MPH ( = 80.000 MPH = 1 = B = ENCLOSED = 4.700 PSF WIND FROM LEFT - 1.200 (SUCTION) 0.800 (PRESSURE) - 0.700 - 0.700 -0.500 - 1.200 F I N A L D E S I G N 11.900 11.900 11.900 (SUCTION ) (SUCTION ) (SUCTION ) (SUCTION ) PSF PSF PSF eom A D LIVE./ SNOW LOAD IMPORTANCE FACTOR = WIND LOAD IMPORTANCE FACTOR = SEISMIC LOAD IMPORTANCE FACTOR = TRIBUTARY LOAD FACTOR = 100.00% NET ROOF LOAD = 20.00 PSF SEISMIC ZONE • SEISMIC VELOCITY SEISMIC LIVE LOAD SEISMIC Z FACTOR SEISMIC K FACTOR SEISMIC CS FACTOR NET SEISMIC FACTOR WIND FROM RIGHT -1.200 (SUCTION ) -0.500 (SUCTION ) -0.700 -0.700 0.800 -1.200 (SUCTION ) (SUCTION ) (PRESSURE) (SUCTION ) S U M M A R Y • 3 = 0.000 FACTOR = 0.000 = 0.300 1.000 = 0.458 = 0.137 INTERNAL PRESSURE 0.000 0.000 0.000 1.000 1.000 1.000 0.000 0.000 0.000 0.000 CADL_ PAGE: M 6 INTERNAL SUCTION F I N A L F R A M E D E S I G ( 7 1 - L O A D C O N D I T I O N S DATE: 05/01/90 TIME: 10:43 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR "CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR'GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -0' 19' -6' 20 PSF 80 MPH UBC 88 - - - .00 TO 12 -M LCN LOAD DESCRIPTION STRESS LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + WLL 1.333 100.00 DL 100.00 WLL 2 DL + WLR 1.333 100.00 DL 100.00 WLR 3 DL + EQL + CRL 1.333 100.00 DL 100.00 EQ 100.00 CRL 4 DL + EQR + CRL 1.333 100.00 DL - 100.00 EQ - 100.00 CRL 5 DL + 2.25EQL + CRL 1.333 100.00 DL 225.00 EQ 100.00 CRL DL + 2.25EQR.+ CRL 1.333 100.00 DL - 225.00 EQ -100.00 CRL DL + WLL + CRL 1.333 100.00 DL 100.00 WLL 100.00 CRL DL + WLR + CRL 1.333 100.00 DL 100.00 WLR - 100.00 CRL = DDS PAGE: M7 DATE: 05ju1 /90 TIME: 10:43 AM FRWT FRWT FRWT FRWT FRWT FRWT FRWT FRWT FRWT FRWT FRWT FRWT FRWT DL LOAD CASE (DL ) DEAD LOAD LOAD LABEL LOAD CASE (LL ) LIVE LOAD LOAD LABEL WLL WLL WLL BR MEMBER JOINTS LOAD NO (START -END) TYPE MEMBER JOINTS LOAD NO (START -END) TYPE F I N A L F R A M E D E S I G N - A D S ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 PROJ NAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME # 8 DESCRIPTION LASS 24• -0" 19 20 PSF 80 MPH UBC 88 1 1 - 2 CONC 1 1 - 2 CONC 1 1 - 2 CONC 1 1 - 2 CONC 2 2 - 3 CONC 2 2 - 3 CONC 2 2 - 3 CONC 2 2 - 3 CoNC 2 2 - 3 CONC 3 4 - 3 CONC 3 4 - 3 CONC 3 4 - 3 CONC 3 4 - 3 CONC 2 2 - 3 UNIF 1 1 - 2 UNIF 2 2 - 3 UNIF 3 4 - 3 UNIF 1 1 - 2 CONC DISTANCES FT FT 5.00 9.99 13.50 17.00 2.14 7.07 12.00 16.93 21.85 5.00 9.99 13.50 17.00 0.00 24.00 DISTANCES FT . FT LL 2 2 - 3 UNIF 0.00 24.00 LOAD CASE (WLL) WIND LOAD LEFT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT 0.00 0.00 0.00 18.00 19.16 24.00 19.16 H 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 KIP 0.000 K /FT H 0.000 E /FT H 0.009 K /FT -0.008 K /FT 0.005 K /FT 7.400 KIP A P P L I E D T O S T R U C T U R E S eim DDS PAGE: LOADS Y -0.089 KIP -0.089 RIP - 0.074 KIP - 0.090 KIP -0.018 KIP - 0.117 KIP - 0.117 KIP - 0.117 KIP - 0.135 KIP - 0.089 KIP - 0.089 KIP - 0.074 KIP - 0.090 KIP - 0.002 K /FT LOADS Y - 0.019 K /FT LOADS Y 0.000 K /FT 0.008 K /FT 0.000 K /FT 0.000 KIP Z 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 K /FT Z 0.000 K /FT Z 0.000 K /FT 0.000 K /FT 0.000 K /FT 0.000 IN -K BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) .00 TO 12 DIRECTION/ LOCATION Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis Neutral axis DIRECTION/ LOCATION DIRECTION/ LOCATION Outside flange M S F I N A L FRAME R A M E DESIGN E S I G N - A . D S A P P L I E D T O S T R U C T U R E S eigill DATE: 05/01/90 .._.DDS ,AGES TIME: 10:43 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -0" 19' -6' 20 PSF 80 MPH UBC 88 .00 TO 12 --- M - - -r -- LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT WLR 1 1 - 2 UNIF 0.00 19.16 -0.005 K /FT 0.000 K /FT 0.000 K /FT WLR 2 2 - 3 UNIF 0.00 24.00 -0.008 K /FT 0.008 K /FT 0.000 K /FT WLR 3 4 - 3 UNIF 0.00 19.16 -0.009 K /FT 0.000 K /FT 0.000 K /FT BR 3 4 - 3 CONC 18.00 -7.400 RIP 0.000 KIP 0.000 IN - Outside flange LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD DISTAN LOADS LABEL NO (START -END) TYPE FT FT E Y EQ 2 2 - 3 CONC 0.00 0.014 KIP 0.000 RIP BR 2 2 - 3 CONC 0.00 3.000 KIP 0.000 KIP LOAD CASE (CRL) CRANE LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT B CRL 1 1 - 2. CONC 18.00 2.600. HIP 0.000 KIP LOADS DIRECTION/ Y Z LOCATION Z 0.000 IN -K 0.000 IN -K DIRECTION/ LOCATION Outside flange Outside flange LOADS DIRECTION/ Y Z LOCATION 0.000 IN -K Outside flange M 9 ; F I N A L • F R A M E D E S I G - S E C T I O N P R O P E R T I E S DATE: 05/01/90 DDS PAGE: A410 TIME: 10:43 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -O" 19' -6" 20 PSF 80 MPH UBC 88 .00 TO 12 MEMBER NO. 1 JOINTS 1 - 2 SECTION NO. 1 OUTER FLANGE = 7.000 X 0.250 WEB = 0.100 INNER FLANGE = 7.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 7.000 X 0.250 WEB = 0.160 INNER FLANGE = 7.000 X 0.250 PTS. NO. (FT) DEPT AREA (IN2) (IN4) (IN4) RTO IN) RTI IN) WRX N) WRY N) WRTO IN) WRTI N) WDAFO WDAFI (IN) RATIO (FT) (FT) 1 1 0.00 17.69 5.22 308.37 14.29 1.87 1.87 7.53 1.60 1.84 1.84 10.11 10.11 171.87 17.00 17.00 2 5.00 17.69 5.22 308.37 14.29 1.87 1.87 7.53 1.60 1.84 1.84 10.11 10.11 171.87 17.00 17.00 3 9.99 17.69 5.22 308.37 14.29 1.87 1.87 7.53 1.60 1.84 1.84 10.11 10.11 171.87 17.00 17.00 4 2 10.01 17.69 6.25 333.75 14.30 1.80 1.80 7.53 1.60 1.84 1.84 10.11 10.11 107.42 17.00 17.00 5 13.50 17.69 6.25 333.75 i 14.30 1.80 1.80 7.53 1.60 1.84 1.84 10.11 10.11 107.42 17.00 17.00 6 17.00 17.69 6.25 333.75 14.30 1.80 1.80 7.53 1.60 1.84 1.84 10.11 10.11 107.42 17.00 17.00 MEMBER NO. 2 JOINTS 2 - 3 SECTION NO. 1 OUTER FLANGE = 7.000 X 0.250 WEB = 0.200 INNER FLANGE = 7.000 X 0.250 ANAL NO. DIST FT) ( IN) H (IN2) AREA (IN4) (IN4) (IN4) RTO IN) RTI IN) WRX IN) WRY N) WRTO N) WRTI IN) (IN) WDAFO WDAFI (IN) RATIO (FT) (FT) 1 1 2.14 18.00 7.00 365.02 14.30 1.75 1.75 7.22 1.43 1.75 1.75 10.29 10.29 87.50 19.71 19.71 2 7.07 18.00 7.00 365.02 14.30 1.75 1.75 7.22 1.43 1.75 1.75 10.29 10.29 87.50 19.71 19.71 3 12.00 18.00 7.00 365.02 14.30 1.75 1.75 7.22 1.43 1.75 1.75 10.29 10.29 87.50 19.71 19.71 4 16.93 18.00 7.00 365.02 14.30 1.75 1.75 7.22 1.43 1.75 1.75 10.29 10.29 87.50 19.71 19.71 5 21.85 18.00 7.00 365.02 14.30 1.75 1.75 7.22 1.43 1.75 1.75 10.29 10.29 87.50 19.71 19.71 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 7.000 X 0.250 WEB = 0.100 INNER FLANGE = 7.000 X 0.250 SECTION NO. 2 OUTER FLANGE = 7.000 X 0.250 WEB = 0.160 INNER FLANGE = 7.000 X 0.250 ANAL SEC DIST DEPTH AREA IX IY RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T L LUST PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 17.69 5.22 308.37 14.29 1.87 1.87 7.53 1.60 1.84 1.84 10.11 10.11 171.87 17.00 17.00 2 5.00 17.69 5.22 308.37 14.29 1.87 1.87 7.53 1.60 1.84 1.84 10.11 10.11 171.87 17.00 17.00 3 9.99 17.69 5.22 308.37 14.29 1.87 1.87 7.53 1.60 1.84 1.84 10.11 10.11 171.87 17.00 17.00 4 2 10.01 17.69 6.25 333.75 14.30 1.80 1.80 7.53 1.60 1.84 1.84 10.11 10.11 107.42 17.00 17.00 5 13.50 17.69 6.25 333.75 14.30 1.80 1.80 7.53 1.60 1.84 1.84 10.11 10.11 107.42 17.00 17.00 6 17.00 17.69 6.25 333.75 14.30 1.80 1.80 7.53 1.60 1.84 1.84 10.11 10.11 107.42 17.00 17.00 DATE: 05/61/90 TIME: 10:43 AM COLUMN 1 - 2 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 1* 17.69 2 17.69 3* 17.69 4* 17.69 5 17.69 6* 17.69 1* 18.00 2 18.00 3 18.00 4 18.00 5* 18.00 5.22 34.87 5.22 34.87 5.22 34.87 6.25 37.74 6.25 37.74 6.25 37.74 ROOF BEAM 2 - 3 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 7.00 40.56 7.00 40.56 7.00 40.56 7.00 40.56 7.00 40.56 COLUMN 4 - 3 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (I5/3) 1* 17.69. 5.22 34.87 2 17.69 5.22 34.87 3* 17.69 5.22 34.87 4* 17.69 6.25 37.74 5 17.69 6.25 37.74 6* 17.69 6.25 37.74 F I N A L F R A M E D E S I G ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 8 DESCRIPTION LESS 24' -0" 19' -6" AXIAL SHEAR -ALLOW STRESSES ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (KIPS) (IN -KIP) (ESI) (KSI) (ESI) (KIPS) 34.87 9.00 -5.17 0.00 34.08 29.05 39.99 6.64 0.85 1.00 1.75 0.05 0.00 0.00 0.05 34.87 9.00 -5.12 - 307.06 12.20 39.99 29.05 6.64 0.85 1.00 1.75 0.14 0.22 0.26 0.40 34.87 8.91 -5.12 - 614.12 12.20 39.99 29.05 6.64 0.85 1.00 1.75 0.14 0.44 0.52 0.66 37.74 8.82 -5.12 - 614.74 12.20 39.99 29.19 27.18 0.92 1.00 1.75 0.12 0.41 0.48 0.60 37.74 8.82 -5.12 - 829.48 39.99 39.99 29.19 27.18 0.92 1.00 1.75 0.04 0.55 0.75 0.79 37.74 8.75 -5.12 - 1044.22 39.99 39.99 29.19 27.18 0.92 1.00 1.75 0.04 0.69 0.95 0.98 AXIAL SHEAR -ALLOW STRESSES- ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (KIPS) (IN -BIP) (KSI) (KSI) (KSI) (KIPS) 40.56 5.09 8.80 1022.89 39.99 27.13 39.99 40.56 5.09 8.79 523.48 7.27 27.13 39.99 40.56 5.09 -8.68 17.14 7.27 27.13 39.99 40.56 5.09 -8.80 - 496.13 7.27 39.99 27.13 40.56 5.09 -8.93 - 1016.33 39.99 39.99 27.13 (IN3 C O N T R O L L I N G AXIAL SHEAR -ALLOW STRESSES- ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (HIPS) (KIPS) (IN -KIP) (KSI) (ESI) (BSI) (KIPS) 34.87 9.27 -5.19 0.00 33.96 29.05 39.99 34.87 9.27 -5.14 - 308.31 12.20 39.99 29.05 34.87 9.18 -5.14 - 616.61 12.20 39.99 29.05 37.74 9.10 -5.14 - 617.23 12.20 39.99 29.19 37.74 9.10 -5.14 - 832.84 39.99 39.99 29.19 37.74 9.02 -5.14 - 1048.45 39.99 39.99 29.19 S T R E S S i orom ..DDS PAGE: X1/111 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 - -- STRESS RATIOS - -COMB CONT QA CB O.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 8 8 8 8 8 8 8 8 8 8 8 8 - -- STRESS RATIOS - -COMB COST QA CB O.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 52.12 0.94 1.00 2.30 0.02 52.12 0.94 1.00 2.30 0.10 52.12 0.94 1.00 2.30 0.10 52.12 0.94 1.00 2.30 0.10 52.12 0.94 1.00 2.30 0.02 6.64 0.85 1.00 1.75 0.05 6.64 0.85 1.00 1.75 0.15 6.64 0.85 1.00 1.75 0.14 27.18 0.92 1.00 1.75 0.12 27.18 0.92 1.00 1.75 0.04 27.18 0.92 1.00 1.75 0.04 0.93 0.63 0.95 7 8 0.41 0.32 0.51 7 8 0.01 0.01 0.11 7 7 0.31 0.38 0.48 7 7 0.63 0.92 0.94 7 7 - -- STRESS RATIOS - -COMB COST QA CB O.FL I.FL STRESS CORD AXIAL BENDG BENDG RATIO M V 0.00 0.00 0.05 7 7 0.22 0.26 0.41 7 7 0.44 0.53 0.67 7 7 0.41 0.48 0.60 . 7 7 0.55 0.76 0.79 7 7 0.69 0.95 0.99 7 7 DATE: 05/01/90 TIME: 10:43 AM BLDR CONTACT ROBERT FLORY F I N A L F R A M E D E S I W E L D S U M M A R Y ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER _ # 90384 BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME # 8 DESCRIPTION LASS 24' -O" 19' -6" 20 PSF 80 MPH UBC 88 PART WEB WEB FLG -TO -WEB FILLET ALLOW NO. SECT THE STRESS SIZE SHEAR (IN) (SIPS /IN) (SIPS /IN) MEMBER NO. 1 OV17030 1 0.100 0.193 3/32 1.965 0.160 0.176 5/32 3.275 MEMBER NO. 2 0917040 1 0.200 0.285 5/32 3.275 MEMBER NO. 3 0917030 1 0.100 0.193 3/32 1.965 2 0 .160 0.176 5/32 3.275 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO. SHOW THE EQUIVALENT LIVE LOAD CONTROLLING MEMB ANAL 7 LOAD. NO. `PT .COND .ADDS PAGE: 6/12 BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) .00 TO 12 I — SPLICE L I C E S U M M A R Y r' I H A L F R A M E D E S _,DDS DATE: 05/01/90 PAGE: M 13 TIME: 10:43 AM ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT — ROBERT FLORY BLDR PHONE a 206 -824 -2400 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE/TEAR) (SLOPE) DESIGN SYSTEM FRAME it 8 DESCRIPTION LRSS 24' -0" 19' -6" 20 PSF 80 MPH USC 88 .00 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION RIPS KIPS IN —HIPS 01 COLUMN 00 1 1 1 DL + WLL + CRL —8.23 5.08 0.00 DL + WLL + CRL —8.23 5.08 0.00 02 2 6 DL + WLL + CRL —8.57 4.99 1018.29 DL + WLR + CRL 8.75 —5.12 — 1044.22 03 COLUMN 01 1 3 1 DL + WLR + CRL —7.96 5.10 0.00 DL + WLR + CRL —7.96 5.10 0.00 04 2 6. DL + WLR + CRL —8.30 5.01 1022.52 DL + WLL + CRL 9.02 —5.14 — 1048.45 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS DATE: 05/01/90 TIME: 10:43 AM F I N A L F R A M E SIGN - R E A C T I O N S ..DDS PAGE: ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDP. PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LASS 24• -0" 19• -6" 20 PSF 80 MPH UBC 88 .00 TO 12 MAXIMUM REACTION SUMMARY HORIZONTAL VERTICAL HORIZONTAL VERTICAL JOINT OUT DOWN IN NUMBER (KIPS) (KIPS) (KIPS) (SIPS) 1 4 3.88 6.75 3.89 6.96 3.81 6.17 3.83 5.97 MAX REACTIONS HAVE BEEN FACTORED FOR INCREASED ALLOWABLE STRESS LOAD COMBINATION NO. 1 DL + WLL HORIZONTAL VERTICAL + MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -3.79 -6.02 0.00 4 -3.88 7.06 0.00 LOAD COMBINATION NO. 2 DL + WLR HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 3.88 6.79 0.00 4 3.79 -5.75 0.00 LOAD COMBINATION NO. 3 DL + EQL + CRL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -2.73 -4.25 0.00 4 -2.88 5.48 0.00 LOAD COMBINATION NO. 4 DL + EQR + CRL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 2.79 5.43 0.00 4 2.83 -4.19 0.00 M 14' LOAD COMBINATION NO. 5 DL + 2.25EQL + CRL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 - 4.57 - 7.54 0.00 4 -4.82 8_77 0.00 LOAD COMBINATION NO. 6 DL + 2.25EQR + CRL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION t REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 4.62 8.72 0.00 4 4.76 -7.48 0.00 LOAD COMBINATION NO. 7 DL + WLL + CRL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -5.08 -8.23. 0.00 4 -5.19 9.27 0.00 LOAD COMBINATION NO. 8 DL + WLR + CRL HORIZONTAL VERTICAL MOMENT JOINT. REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 5.17 9.00 0.00 5.10 -7.96 0.00 1 F I N A L FRAME {' ` } S I G N - R E A C T I O N S :DDS DATE: 05/01/90 -.DDS 1015 TIME: 10:43 AM �� -- -�� ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24'_0" 19' -6" 20 PSF 80 MPH UBC 88 .00 TO 12 F I N A L F R A M E G. , _ I G N R E A C T I O N S DS DATE: 05/01/90 PAGE A416 TIME: 10:43 AM _ _ - -___ �__ -�_ - - - ----- ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORD 'BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -240 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS -24'- 0 "- _N- 19' -6 "N- 20 PSF 80 MPH UBC 88 .00 TO 12 LOAD CASE ID DL DEAD LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 0.03 0.59 0.00 4 -0.03 0.64 0.00 LOAD CASE ID LL LIVE LOAD HORIZONTAL VERTICAL MOMENT J. JOINT REACTION REACTION t REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -0.01 0.49 0.00 4 0.01 -0.03 0.00 LOAD CASE ID WLL WIND LOAD LEFT HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -3.82 -6.61 _ 0.00 4 -3.85 6.42 0.00 LOAD CASE ID WLR WIND LOAD RIGHT HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 3.85 6.20 0.00 4 3.82 -6.39 0.00 LOAD CASE ID EQ SEISMIC LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -1.47 -2.63 0.00 4 -1.55 2.63 0.00 DATE 05/01/90 TIME: 10:43 AM ORDER 8 077557 BUILDER - PACIFIC NORTHERN COAST - BLDR ORDER # 90384 BLDR ACCOUNT '# 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE #. 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR). (SLOPE) DESIGN SYSTEM FRAME 8 8 DESCRIPTION LRSS 24' -0" w 19' -6" 20 PSF 80 MPH UBC 88 .00 TO 12 LOAD CASE ID CRL CRANE LOAD HORIZONTAL VERTICAL. MOMENT ,. JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) -1.29 -1.31 F I N A .L £ .R A M E S I G N - R E A C -T I O N S -2.21 - 0.00 2.21 0.00 DS PAGE: M17 DATE: 05/01/90 TIME: 10:43 AM ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4 90384 BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROJ NAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME 4 8 DESCRIPTION LASS 24' -0" 19' -6" 20 PSF 80 MPH UBC 88 , MEMBER NO. 1 JOINT 1 - 2 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END MEMBER NO. 2 JOINT 2 - 3 MEMBER NO. 3 JOINT 4 - 3 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END CONTROLLING ACTIONS 1 9.18 - 616.61 1.76 -17.68 -17.68 2 9.02 - 1048.45 1.44 -27.78 -27.78 F I N A L F R A M E D E S I - S T R E S S S U M M A R Y OUTER FL. CONTROLLING ACTIONS -- AXIAL - -- -- MAXIMUM STRESSES - -- - ALLOWABLE STRESSES- -- - SHEAR SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (HIPS) (IN -KIP) (KSI) (ESI) (KSI (KSI) (KSI) (ESI) (KIPS) (KIPS) RATIO COND 1 8.91 - 614.12 1.71 -17.61 i -17.61 12.20 39.99 29.05 -5.17 6.64 0.779 8 2 8.75 - 1044.22 1.40 -27.67 -27.67 39.99 39.99 29.19 -5.12 27.18 0.188 8 WEB THE. 1 10.00 50. 2 5.00 FT 17.69 IN 17.69 IN 7.000 X .250 .100 7.000 X .250 0.663 8 2 7.00 50. 2 3.50 FT 17.69 IN 17.69 IN 7.000 X .250 .160 7.000 X .250 0.983 8 - SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB COMB. STRESS LOAD NO. (FT) STRESS SEGS SIZE START END OUTER FL. THE. INNER FL. RATIO CORD 1 21.86 50. 4 4.93 FT 18.00 IN 18.00 IN 7.000 X .250 .200 7.000 X .250 0.948 7 CONTROLLING ACTIONS -- AXIAL - -- -- MAXIMUM STRESSES --- --- ALLOWABLE STRESSES --- -- -SHEAR SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD NO. (KIPS) (IN -KIP) (KSI) (KSI) (ESI) (ESI) (ESI) (ESI) (RIPS) (KIPS) RATIO COND 1 5.09 1022.89 0.73 25.22 25.22 39.99 27.13 39.99 -8.93 52.12 0.171 7 OUTER FL. 12.20 39.99 39.99 39.99 WEB THE. INNER FL. INNER FL. COMB. STRESS LOAD RATIO CORD COMB. STRESS LOAD RATIO CORD 1 10.00 50. 2 5.00 FT 17.69 IN 17.69 IN 7.000 X .250 .100 7.000 X .250 0.669 7 2 7.00 50. 2 3.50 FT 17.69 IN 17.69 IN 7.000 X .250 .160 7.000 X .250 0.988 7 -- AXIAL - -- - -- MAXIMUM STRESSES --- --- ALLOWABLE STRESSES --- ----- - - - --- -SHEAR SECT. FORCE MOMENT AXIAL FBO FBI FA F80 FBI FORCE ALLOW STRESS LOAD NO. (HIPS) (IN -EIP) (ESI) (ESI) (KSI) (ESI) (KSI) (ESI) (KIPS) (KIPS) RATIO COND 29.05 -5.19 6.64 0.782 7 29.19 -5.14 27.18 0.189 7 / 044, .JDS PAGE: M18 BLDR ACCOUNT it 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) .00 TO 12 DATE:,05 /01/ TIME:_ 11:10 AM ORDER .# 077557. BUILDER - PACIFIC NORTHERN `CONST BLDR CONTACT - ROBERT FLORY BLDR PRONE # -..206- 824 -2400 (TYPE) (WIDTH)" (HEIGHT) DESIGN SYSTEM FRAME .# 8 DESCRIPTION LASS 24' -000" 19'-6 " ., BLDR ORDER # 90384. BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGRGRP. - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC. 88 .00 TO 12 PAGE: N 1 DATE: 05/01/90 TIME: 11:10 AM ORDER .4 077557 BLDR CONTACT — ROBE DESIGN SYSTEM FRAME SPLICE 4 01 LOAD DESCRIPTION NO 1 DL + WLL 2 DL '+ WLR 3 DL + EQL +'CRL 4 DL + EQR + CRL 5 DL + WLL + CRL 6 DL + WLR + CRL S P I C E DES ., I"G N AXIAL SHEAR MOMENT STRESS (kips) (kips) (in —k) FACTOR —6.02 3.78 N 0.00 6.79 —3.87 0.00 -4.24 2.72 0.00 5.42 —2.78 0.00 —8.22 5.07 0.00 9.00 —5.16 0.00 BUILDER — PACIFIC NORTHERN RT FLORY 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) 4 8 DESCRIPTION LASS 24' -0" 19' -6" TYPE : Pinned Base Plate 1.33 1.33 1.33 1.33 1.33 1.33 L O A D S S U M M A R Y PAGE: N 2 BLDR ORDER .4 90384 BLDR ACCOUNT 4 20-46-033-02 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts DATE: 05/01/90 TIME: 11:10 AM ORDER # 077557 BLDR CONTACT — DESIGN SYSTEM FRAME # SPLICE : #'01 Dimensions at Connection. Fig. to Flg. Dimension Conn. Plate Angle (Degrees) Offset from Structure Line' Adjacent . Depth Change information Distance to-Depth Change '.Flg. to Flg. Dimension Adj. Pl.AAngle (Degrees) BUILDER — PACIFIC NORTHERN CONST ROBERT: °FLORY BLDR PHONE # 206-824-2400 (TYPE) (WIDTH)' (HEIGHT) 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Pinned Base Plate 17.687" 0:000 8_000" 17'— 0.000" 17.687 " :,.. 0.000 c P A(, : N BLDR ORDER .# 90384 BLDR ACCOUNT # 20- 46- 033 -02 PROJ NAME — M.A.SEGALE ENGR.GRP. — VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 To 12 SUBTYPE : No Eat SW Pin — S Nuts DATE: 05 /01/90 TIME: 11:10 `'AM ORDER ! 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME 4 SPLICE 4 01 PLATE TYPE PART. NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION BOLT DIAMETER BOLT TYPE WASHERS BOLT 9 BOLTS DIST FROM ROW IN ROW EDGE INNER 2 • 2 INNER' 1 2 11.687" 6.687" B 0 L T 0.750" A307 NO MIN. DESIGN FOOTING SIZE CONCRETE STRENGTH CONTROLLING LOAD COND. NUMBER ACTUAL ULTIMATE CONCRETE STRESS ,FACTORED ULT. ALLOW. CONCRETE STRESS CONCRETE STRESS RATIO S P L I C E D E S I G N BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE • 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) 8 DESCRIPTION LASS 24' -0" 19' -6" TYPE : Pinned Bas• Plat• S P L I C E P L A T E STANDARD 0039604 NORMAL 11_000" 18.375" 1.000" 50.00 KSI 0.344" 0.077 5 Inner Row .2 DIST FROM PREV ROW 5.000" C O N C R E T E S T R E S S E S I N F O R M A T I O N BOLT GAGES - INNER: 5.000" 264.875 ( In• *2 ) 3.000 KSI 6 0.071 KSI 2.335 KSI 0.031 / S P L I C E P L A T E PAGE: N4 BLDR ORDER 1 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROD NAME - M_A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (COD! /YEAR) (SLOPE) 20 PSF .80 MPH UBC 88 .00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts DATE: 05 /01/90 TIME: 11:10 AM S P L I C E D E S I G N ; L O A D S / A L L O W A B L E S S PAGE: N 5 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -0" 19' -6" 20 PSF 80 MPH UBC 88 .00 TO 12 SPLICE # 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Hips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: 1 2 Total Section is in Coapression 3 .4 Total Section is in Compression 5 6 Total. Section is in Compression 1.505 1.062 2.057 1.505 1.062 2.057 2.144 13.329 3.407 26.659 0.273 13.329 0.000 26.659 1.544 13.329 2.404 26.659 0.040 13.329 0.000 26.659 2.874 13.329 4.656 26.659 0.378 13.329 0.000 26.659 DATE: 05 /01/90 TIME: 11:10 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT- ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE. ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LASS 24' -0" 19' -6° 20 PSF 80 MPH UBC 88 .00 TO 12 TYPE : Pinned Base Plate SUBTYPE No Ext SW Pin - S Nuts SPLICE # 01 SPLICE PLATE 0039604 11.000 ".X 18.375" X 1.000" OUTSIDE FLANGE 0.250 X 7.000 0.345" S P L I C E D E S I G N . L A Y O U T S K E T C H INSIDE FLANGE 0.250 Z ',7.000 +- 5.000 " -+ FFFFFFFFFFFFFYFFFFFFFFF W'. W W W W W W. . W W W - W W W W w W. U w W W W W W W W.... W W W W W o W " o W W W o W o W FF£FFFFFFFFFFF£FFFFFFFF eiN JS PAGE: N BOLTS: 0.750" DIA A307 NO WASHERS es DATE: 05/01/90 TIME: 11:10 AM BLDR ORDER #90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONNTACTAC ORDER It BUILDER — PACIFIC BLDRHPRONEO *ST206- 824 -2400 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA T — ROBERT FLORY (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24'-0" 19' -6" S20TPSF 80 MPH No SW 88 Pin — . 12 SPLICE # 01 TYPE : Pinned Base Plate LOCATION DESCRIPTION PART NO. SIZE T X W Inches COLUMN SIDE: 0.250 X 7.000 OUTER 1 Main Flange 0.250 X 7.000 INNER 1 COLUMN SIDE: Main Web Main Flange DESCRIPTION S P L I C E D E S I G N — F L A N G E A ' , W E B P L A T E I N F O R M A T I O N PART NO. F L A N G E P L A T E S SIZE W B OL Inches — W E B P L A T E S e itRai c: PAGE: N MAXIMUM STRESSES DIST FROM — TENSION — COMPRESSION CSR LOAD EDGE ACT. ALLOW ACT. ALLOW COND (In.) (Ksi) (Ksi) (Ksi) (Ksi) 0.345 0.15 39.99 1.72 59.98 0.028 6 0.343 0.15 39.99 1.72 59.98 0.028 6 MAXIMUM STRESSES —'- -- SHEAR - -- — TENSION — COMPRESSION CSR LOAD IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 15.46 26.66 6.58 39.99 1.72 59.98 0.580 6 i, :; S P L I C E DATE: 05/01%90 TIME: 11:10 AM ORDER 1 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE II 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME * 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Pinned Bass Plate SPLICE 8 01 COLUMN SIDE DESCRIPTION OUTER 1 Main Flange Flange to Cap Plate FULL STRENGTH INNER 1 Main Flange 1/4" Flange to Cap Plate `DESCRIPTION D E S I G N - L D I N F O R M A T I O N F L A N G E P L A T E S WELD SIZE - - -- FILLET - - -- -- - ------ PENETRATION out Face In Face Out Face In Face 1/8" 1/4" Main Web Web to Cap Plate - Inner. Bolts 15.000" 1 /8" 1/8" Web to Cap Plate - Remaining W E B P L A T E S WELD SIZE - LENGTH - - -- FILLET --- ------- PENETRATION Near S. Far S. Near BLDR ORDER # 90384 BLDR ACCOUNT 8 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts Side Far Side MAXIMUM STRESSES TENSION SHEAR ALLOW CSR (k /in) (k /in) (k /in) 0.03 4.95 0.03 TENSION (k /in) LOAD COND 0.008 5 4.95. 0.008 5 MAXIMUM STRESSES - SHEAR ALLOW CSR (k /in) (k /in) LOAD COND 0:66 0.00 4.95 0.133 5 1.55 2.47 0.625 6 DATE: 05/01/t) TIME: 11:10 AM ORDER '4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT) 8 DESCRIPTION LASS 24' -0" 19' -6" TYPE : Ext Col - Roof Bean Knee DESIGN SYSTEM FRAME II SPLICE '9 '02 LOAD DESCRIPTION NO -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + WLL 2 DL + WLR 3 DL + EQL + CRL 4 DL + EQR + CRL 5 DL + 2.25EQL + CRL 6 DL + 2.25EQR + CRL 7 DL + WLL + CRL 8 DL + WLR + CRL S P L I C E D E S I G N AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 0.00 0.00 - 566.09 1.00 0.00 0.00 566.09 1.00 - 6.36 3.70 755.28 1.33 6.54 -3.83 - 781.21 1.33 -4.59 2.72 556.74 1.33 5.17 -2.78 - 568.34 1.33 - 7.87 4.56 931.17 1.33 8.46 -4.62 - 942.76 1.33 -8.57 4.99 1018.28 1.33 8.74 -5.12 - 1044.22 1.33 A P P E D L O A D S S U M M A R Y BLDR ORDER It 90384 PROJ NAME - M.A.SEGALE (LIVE) (WIND) (CODE /YEAR) 20 80 MPH. UBC 88 SUBTYPE : 0/I Extens - BLDR ACCOUNT 4 ENGR GRP - (SLOPE) .00 TO 12 Horiz CA PAGE: N 9 20 -46- 033 -02 VISALIA DATE: 05/61 %90 TIME: 11:10 AM ORDER t 077557 BUILDER — BLDR CONTACT — ROBERT FLORY SPLICE 8 02 Dimensions at Connection Fig. to Flg. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change Flg. to Fig. Dimension Adj. P1. Angle (Degrees) S P L I C E D E S I G N -f T A R T D I M E N S I O N S PACIFIC NORTHERN CONST— BLDR ORDER } 90384 BLDR PHONE M 206 - 824 -2400 PROJ NAME — M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME E 8 DESCRIPTION LRSS 24' -0" 19' -6" 20 PSF 80 MPH UBC 88 TYPE : Ext Col — Roof Beam Knee SUBTYPE : 0/I Extens — Column 17.687" 0.000 8.000" 17'— 0.000" 17.687" 0.000 Roof Beam 18.000" 0.000 TO 12 0.000 0.125" 7.000" 0.250" 7.000" 0.250" 21'- 10.313" 18.000" 0.000 BLDR ACCOUNT b ENGR GRP (SLOPE) .00 TO 12 Horiz DS PAGE: N10 20 -46- 033 -02 VISALIA CA DATE: 05/01/90 PAGE: N 11 TIME: 11:10 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -0" 19' -6" 20 PSF 80 MPH UBC 88 .00 TO 12 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 0/I Extens - Boris SPLICE# 02 S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0039607 ORIENTATION NORMAL PLATE WIDTH 10.500" ;_PLATE LENGTH 24.250" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 3.280" DESIGN STRESS RATIO 0.501 CONTROLLING COND. : 7 CONTROLLING LOCATION : Side 2 Inner Row 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.875" BOLT GAGES - INNER: 3.500" BOLT TYPE A325 WASHERS NO BOLT # BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREY ROW ROW IN ROW EDGE PREV ROW OUTER 1 2 1.500" OUTER 2 2 5.250" OUTER 3 2 9.000" W E B S H E A R . NO STIFFENERS ARE REQUIRED FOR WEB SHEAR S P L I C E D E S I G N - B O , / S P L I C E P L A T E INNER 3 2 9.000" 3.750" 3.750" INNER 2 2 5.250" 3.750" 3.750" INNER 1 2 1.500" DATE: 05 /01%90 TIME: 11:10 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 - 2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Ext Col - Roof Sean Knee SPLICE # 02 LOAD OUTER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 (Kips per Bolt) COLUMN SIDE: -50% +50% 1 2 3 4 5 6 7 8 9.299 0.000 0.000 12.216 0.000 8.845 0.000 14.685 0.000 16.328 ROOF BEAM SIDE: -50% +50% 1 2 3 4 5 6 7 8.566 0.000 0.000 11.256 0.000 8.149 0.000 13.530 0.000 15.045 S P L I C E D E S I G N 5.842 2.385 0.000 0.000 0.000 0.000 7.463 2.710 0.000 0.000 5.390 1.934 0.000 0.000 8.952 3.220 0.000 0.000 9.975 3.622 5.684 2.802 0.000 0.000 0.000 0.000 7.295 3.334 0.000 0.000 5.270 2.390 0.000 0.000 8.753 3.975 0.000 0.000 9.750 4.455 B O L L O A D S / A L L O W A B L E S PAGE: N 12 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : 0/I Extens - HoriZ INNER EDGE SHEAR TENSION INNER 2 INNER 1 fv Act. Fir All. ft Act. Ft All. (Ksi) (Ksi) (Ksi) (Ksi) 0.000 0.000 0.000 0.000 21.000 15.465 44.000 2.385 5.842 9.298 0.000 21.000 15.464 44.000 3.735 8.328 12.922 0.513 27.992 21.491 58.651 0.000 0.000 0.000 0.530 27.992 20.317 58.651 2.744 6.131 9.518 0.378 27.992 15.829 58.651 0.000 0.000 0.000 0.386 27.992 14.710 58.651 4.608 10.271 15.934 0.632 27.992 26.500 58.651 0.000 0.000 0.000 0.640 27.992 24.422 58.651 5.035 11.228 17.422 0.691 27.992 28.974 58.651 0.000 0.000 0.000 0.709 27.992 27.156 58.651 0.000 0.000 0.000 0.000 21.000 14.247 44.000 2.802 5.673 8.544 0.000 21.000 14.210 44.000 4.228 8.043 11.858 0.513 27.992 19.721 58.651 0.000 0.000 0.000 0.530 27.992 18.719 58.651 3.109 5.922 8.735 0.378 27.992 14.527 58.651 0.000 0.000 0.000 0.386 27.992 13.553 58.651 5.216 9.919 14.622 0.632 27.992 24.318 58.651 0.000 0.000 0.000 0.640 27.992 22.501 58.651 5.700 10.844 15.987 0.691 27.992 26.588 58.651 0.000 0.000 0.000 0.709 27.992 25.021 58.651 DATE: 05/01/90 TIME: 11:10 AM ORDER # 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME # SPLICE # 02 SPLICE PLATE 0039607 10.500" X 24.250" X 0.500" OUTER WEB GUSSET 0.375 X 3.250 X 4.000 X -4.000 OUTSIDE FLANGE 0.250 X 7.000 ,GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS /FS MAIN WEB 0.160 GUSSET STIFFENER '0030877 0.250 Y 3.000 X 6.000 NS /FS INSIDE FLANGE 0.250 X 7.000 INNER WEB GUSSET 0.375 X 3.250 X 4.000 X 4.000 S P L I C E BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT) 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Ext Col - Roof Beam Knee - + + - 1.500" J 3.281" t .t.. 3.750" t J 3.594" t 3.750" 6. SO" 3.750" 1 10.500" 3.593" ) 3.750" - +-- 1.500" D E S I G N eft T : L A Y O U T S K E T C H COLUMN SIDE - - >J( -- ROOF 1 t +- 3.500 " -+ BLDR ORDER # 90384 PROJ NAME - M.A.SEGALE (LIVE) (WIND) (CODE /YEAR) 20 PSF 80 MPH UBC 88 SUBTYPE : 0/I Extens - W W o W o W FFFFFFFFFFFFMSMSMSMSMSM W o W o W GSGSGSGSGSGW W o W o W W W W W W W W W W W W W W W W W W W o W o W GSGSGSGSGSGW W W FFFFFFFFFFFFMSMSMSMSMSM W o W o W W BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) .00 TO 12 Horiz ( S PAGE: N 13 BEAM SIDE BOLTS: 0.875" DIA A325 NO WASHERS -+ 3.281" LEFT MAIN WEB EXTENSION _ 0.200 MAIN STIFFENER 0.250 X 3.250 X 17.375 NS /FS 17.625" MAIN. WEB 0.200 _ MAIN STIFFENER 0.250 X 3.250 X 17.375 NS /FS RIGHT MAIN WEB EXTENSION 0.200 DATE: 05/01/. TIME: 11:10 AM ORDER # 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME # SPLICE # 02 LOCATION DESCRIPTION COLUMN SIDE: OUTER 2 Main Flange 0.250 X 7.000 OUTER 3 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 INNER 3 Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 INNER 2 Main Flange 0.250 X 7.000 ROOF BEAM SIDE: OUTER 2 Main Stiffener 0.250 X 3.250 X 17.375 INNER 2 Main Stiffener 0.250 X 3.250 X 17.375 DESCRIPTION COLUMN SIDE: Outer Web Gusset Main Web Inner Web Gusset 5 P ROOF BEAM SIDE: Left Main Web Extension Main Web Right Main Web Extension L I C E D E S I G N - F L A N G E BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT 8 DESCRIPTION LRSS 24' -0" 19' -6" TYPE : Ext Col - Roof Beam Knee PART . NO. PART NO. 0.200 0.200 0.200 F L A N G E SIZE T X W X L Inches A N W E B ) P L A T E S W E B P L A T E S SIZE W X OL X IL Inches 0.375 X 3.250 X 4.000 X 4.000 0.160 0.375 X 3.250 X 4.000 X 4.000 P L A T E I N F O R M A T I O N BLDR ORDER # 90384 PROJ NAME - M.A.SEGALE (LIVE) (WIND) (CODE /YEAR) 20 PSF 80 MPH UBC 88 SUBTYPE : 0/I Extens - DIST FROM EDGE (In.) 3.281 11.56 39.99 24.16 59.98 0.402 7 6.875 6.56 39.99 14.29 59.98 0.238 7 6.875 7.89 39.99 17.22 59.98 0.287 8 3.282 12.53 39.99 27.34 59.98 0.456 8 3.281 13.52 39.99 17.54 59.98 0.338 8 3.344 14.54 39.99 20.25 59.98 0.364 7 -- SHEAR --- ACT. ALLOW (Ksi) (Ksi) 23.53 26.66 14.96 39.99 33.43 59.98 0.883 7 15.46 26.66 14.17 39.99 27.69 59.98 0.580 1 26.22 26.66 15.97 39.99 36.85 59.98 0.983 8 0.00 20.00 18.56 26.66 0.00 20.00 BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) .00 TO 12 Horiz MAXIMUM STRESSES - TENSION - COMPRESSION ACT. ALLOW ACT. ALLOW (Ksi) (Ksi) (Ksi) (Ksi) MAXIMUM STRESSES - TENSION - COMPRESSION CSR ACT. ALLOW ACT. ALLOW (Ksi) (Ksi) (Ksi) (Ksi) CAL PAGE: N 14 CSR LOAD COND LOAD COND 24.90 39.99 25.31 59.98 0.623 8 15.63 39.99 20.55 59.98 0.696 2 27.08 39.99 28.40 59.98 0.676 7 refk DATE: 05/01/90 TIME: 11:10 AM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROS NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (LIVE) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 8 DESCRIPTION LASS LAS Roof Beau Knee SUBTYPE 80 MPH UBC Boris TO 12 SPLICE # 02 COLUMN SIDE DESCRIPTION 'OUTER 2 Main Flange 2.95 10.00 0.296 8 Flange to Cap Plate YES 5/16" 1/4 OUTER 3 Gusset Stiffener 3/16" 3/ Stiffener to Cap Plate 3/1 1.64 7.42 0.221 8 Stiffener to Web Plate 1/8" 1.86 2.47 0.753 7 INNER 3 Gusset Stiffener Stiffener to Cap Plate Stiffener to Web Plate INNER 2 Main Flange Flange to Cap Plate DESCRIPTION Outer Web Gusset Gusset to Cap Plate Gusset to Flange Main Web Web to Cap Plate Inner Web Gusset Gusset to Cap Plato Gusset to Flange S P L I C E D E S I G N - E L D I N F O R M A T I O N F L A N G E P L A T E S FULL WELD SIZE - MAXIMUM STRESSES STRENGTH - --- FILLET -- -- PENETRATION TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in) COND YES S PAGE: N 15 3/16" 3/16" 1.97 7.42 0.266 7 1 /8" 2.24 2.47 0.908 8 1/4" 5/16" 3.20 10.00 0.321 7 W E B P L A T E S WELD SIZE MAXIMUM STRESSES - LENGTH - -- -- FILLET - -- PENETRATION TENSION SHEAR ALLOW CSR LOAD Near S. Far S. Near Side Far Side (k /in) (k /in) (k /in) COND 3/16" 3/16" 5.61 7.42 0.756 8 1/4" 3/16" 8.83 8.66 1.019 7 1/8" 1 /8" 2.09 0.15 4.95 0.424 8 3/16" 3/16" 1 /4" 1 /4" 5.99 7.42 0.807 7 9.83 9.90 0.994 8 DATE: 05/01/90 TIME: 11:10 AM ORDER it 077557 BUILDER — PACIFIC NORTHERN COAST— BLDR CONTACT — ROBERT FLORY BLDR PHONE t 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME it 8 DESCRIPTION LASS 24' -0" 19' -6" SPLICE t 02 TYPE : Ext Col — Roof Bean Knee ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Stiffener Stiffener to Cap Plate Stiffener to Web Plate INNER 2 Main Stiffener Stiffener to Cap Plate Stiffener to Web Plate DESCRIPTION Left Main Web Extension Web to Cap Plate Main Web Web to Web to Right Main Web to Cap Plate Opposite Flange Web Extension Cap Plate S P L I C E D E S I G N 3/16" 3/16" 1/8" 3/16" 3/16" 1/8" (7N L D W E B P L A WELD SIZE — LENGTH ---- FILLET --- Near S. Far S. 3/16" 3/16" 3/16" 3/16" 1/8" 3/16" 3/16" Near T E S I N F O R M A T I O N F L A N G E P L A T E S FULL WELD SIZE STRENGTH - - -- FILLET - - -- PENETRATION Out Face In Face Out Face In Face DS PAGE: 1416 BLDR ORDER t 90384 BLDR ACCOUNT t 20- 46- 033 -02 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (LIVE) (WIND) (CODE /YEAR) (SLOPE) 20 PSF 80 MPH UBC 88 .00 TO 12 SUBTYPE : 0/I Extens — Horiz TENSION (k /in) PENETRATION --- --- - -- TENSION (k /in) 5.17 Side Far Side MAXIMUM STRESSES SHEAR ALLOW CSR (k /in) (k /in) 3.37 7.42 0.455 8 1.01 1.86 0.547 —50% 3.63 7.42 0.490 7 1.01 1.86 0.547 —50% MAXIMUM STRESSES SHEAR ALLOW CSR (k /in) (k /in) LOAD CORD LOAD COND 7.42 0.697 8 2.96 3.35 7.42 0.602 8 2.23 2.47 0.901 8 5.62 7.42 0.757 7 DATE: 04/30/9 TIME: 02:16 PM BLDR ORDER t 90384 BLDR ACCOUNT t 20 -46- 033 -02 ORDER t 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT — ROBERT FLORY BLDR PHONE t 206- 824 -240 PROJ NAME — M.A.SEGALE ENGR GRP — 1TISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME t 7 DESCRIPTION LRF 70,-0" 25 PSF 80 MPH UBC 88 1.00 TO 12 5 -0 7/32' 3_11 15 16" MOWN LOCATIONS (LANGE 12 pRACES 11 — w • m CANOPY 3-11 15/ t' -0 1/4" 15 FLOOR 1 LINEN 1' -8" CRAW RAIL • C7YP7CAL ) F I N A L s omN F R A M . : :E S I G N AT 50 7 32 " V-0 1 4" 6 5 -0 SPACES 2" AT ( 41 3' -11 15/16" 1' -0 1/4" 5 -0 7/32" 3' -11 15 16" PURUN LOCATIONS 10' - 0" 70' -0" LJ3LJ UNIT 1 FRAME ELEVATION AT GRIDS 2.3.4. AND 5 CANOPY ( C }... PAGE: F v A F I N A L F R A M E D E S I G N . - E N E R A L I N F O R M A T I O N CAuDS DATE: 04/30/90 TIME: 02:16 -PM PAGE_ F2 ORDER #.077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LEFT SIDE RIGHT SIDE EAVE HEIGHT = 23.794 FT. CAVE HEIGHT FRAME HEIGHT = 23.000 FT. FRAME HEIGHT COL. CLEAR HT. = 20.518 FT. COL. CLEAR HT. SLOPE (P /12.) = 1.000 SLOPE (P /12.) DIST. TO RIDGE = 35.000 FT. DIST. TO RIDGE COLUMN OFFSET = 8.000 IN. COLUMN OFFSET GIRT DEPTH = 0.000 IN. GIRT DEPTH PURLIN DEPTH = 9.500 IN. ( UNINSULATED) PURLIN DEPTH SPAN WIDTHS (LEFT TO RIGHT) SPAN NO. 1 = 70.000 FT. MISCELLANEOUS PROPERTIES MODULUS OF ELASTICITY = 29000 ESI CMX = 0.850 CMX(stepped column /no wind) = 0.950 CMY(pinned in minor axis) = 0.600 CMY(fixed in minor axis) = 0.400 23.794 FT. 23.000 FT. 20.518 FT. 1.000 35.000 FT. 8.000 IN. 0.000 IN. 9.500 IN. (UNINSULATED) F I N A L F R A M E D E S K - M E M B E R D A T A JOINT DATA JOINT X -COORD Y -COORD DEGREE -OF- FREEDOM MEMBER MOM. RELEASE K VALUES NUMBER FT FT X Y MZ Z MX NUMBER JOINTS START END IN PLANE OUT OF PLANE 1 1.167 0.000 1 1 0 1 0 1 1- 2 0 0 1.50 1.00 2. 2.046 21.642 0 0 0 1 0 2 2- 3 0 0 1.50 1.00 3 35.000 24.652 0 0 0 0 0 3 4 3 0 0 1.50 1.00 4 67.954 21.642 0 0 0 1 0 4 5- 4 0 0 1.50 1.00 68.833 0.000 1 1 0 1 0 ( 0 = FREE 1 = FIXED ) ( 1 = RELEASE 0 = NO RELEASE ) MEMBER DATA CAL PAGE: DATE: 04 /3015+ TIME: 02:16 PM ORDER *.077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER * 90384 BLDR ACCOUNT.* 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE * 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME it '7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 F 3 DATE: 04/30/90 TIME: 02:16. PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT — ROBERT FLORY BLDR PHONE # 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0 24' - 0" BRACE CODE O FL 0 -IF 0 -SF Outside Outside Outside 'COLUMN 1 - 2 GIRTS LOCATED AT BRACED AT ROOFBEAM 2 - 3 PURLINS LOCATED AT BRACED AT ROOFBEAM 4 - 3 PURLINS LOCATED AT BRACED AT COLUMN 5.- 4 GIRTS LOCATED .AT BRACED AT F I N A L F R A M E D E S I G N S E C O N D A R Y L O C A T I O N S BRACE DESCRIPTION flange only braced and inside flange braced braced and inside Single flange brace 0.00FT 7.50FT 15.50FT 23.79FT 0 -IF 0 -SF 0 FL 0 -IF BLDR ORDER # 90384. BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR:GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 0.00FT 3.98FT 8.98FT 13.98FT 18.98FT 23.9BFT 28.98FT 33.98FT O FL 0 -SF 0 FL 0 -SF 0 FL 0 -SF 0 FL 0 -SF 0.00FT 3.98FT 8.98FT 13.98FT 18.98FT 23.98FT 28.98FT 33.98FT O FL 0 -SF 0 FL 0 -SF 0 FL 0 -SF 0 FL 0 -SF 0.00FT 7.50FT 23.79FT 0 -IF 0 -SF 0 -IF CA... , PAGE: F 4 DATE: 04 /3vj9O TIME: 02:16 PM DISTANCE TO ANALYSIS POINTS APPLIED LOADS MEMBER FORCES FRAME REACTIONS F I N A L F R A M E ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -O" COLUMNS USE THE VERTICAL DISTANCE MEASURED FROM START OF MEMBER ROOFBEAMS USE THE HORIZONTAL DISTANCE MEASURED FROM START OF MEMBER + VERT OR FY - UPWARD + HORZ OR FX - TOWARDS RIGHT + MOMT OR MZ - COUNTER - CLOCKWISE REFERENCE DISTANCES USE THE GLOBAL COORDINATE SYSTEM X -DIST IS FROM LEFT STRUCTURE LINE (HORIZONTAL) Y -DIST IS FROM LEFT BASE ELEVATION NORMALIZED TO 0.0 (VERTICAL) FOR LOAD TYPES 1,2,3 (UNIF, CONC, & TAPER) COLUMNS USE I- DISTANCE ROOF BEAMS USE X- DISTANCE FOR LOAD TYPES 4,5 (MOMENT PRODUCING) BOTH DISTANCES ARE USED MEMBER FORCES USE THE MEMBER COORDINATE SYSTEM + AXIAL - MEMBER IS IN COMPRESSION + SHEAR - OUTWARD FORCE ON END OF MEMBER + MOMENT.- COMPRESSION ON OUTER FLANGE REACTIONS USE THE GLOBAL COORDINATE SYSTEM + HORIZONTAL IS TOWARDS RIGHT + VERTICAL IS UPWARD +MOMENT IS COUNTER - CLOCKWISE S I G N C O N V E N T I O N EXPLANATION OF LOAD TABLE HEADINGS FOR LOAD TYPES 1,3 (UNIF & TAPER) X1 & Y1 ARE STARTING LOAD MAGNITUDES (KIPS /FT) X2 & Y2 ARE ENDING LOAD MAGNITUDES (KIPS /FT) (IGNORE Z1, X1 =X2 OR Y1 =Y2 FOR UNIF LOAD) FOR LOAD TYPES 2,4,5 (CONC, MOMENT PRODUCING) X1 IS CONCENTRATED HORIZONTAL LOAD (KIPS) Y1 IS CONCENTRATED VERTICAL LOAD (KIPS) Z1 IS CONCENTRATED MOMENT LOAD (IN -KIPS) (IGNORE X2 G Y2) CADDS PAGE: F5 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 • DATE: 04/30/90 CA,-JS TIME: 02:16 PM PAGE: F 6 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 BUILDING CODE = UBC - 1988 DESIGN BAY = 24.750 FT. TOTAL BUILDING LENGTH = 96.000 FT. BUILDING USE AND LOCATION STATE COUNTY USE CATEGORY LOADINGS DEAD LOAD COLLATERAL LOAD ROOF SNOW LOAD WIND LOAD LEFT WIND LOAD RIGHT WIND UPLIFT WIND LOAD CASE EXPOSURE FACTOR WIND ENCLOSURE SEISMIC LOAD WIND LOAD COEFFICIENTS LEFT CANOPY /OVERHANG LEFT SIDEWALL LEFT ROOF RIGHT ROOF RIGHT SIDEWALL RIGHT CANOPY /OVERHANG LEFT SIDEWALL RIGHT SIDEWALL • WASHINGTON = KING = Normal Use F I N A L D E S I G N O A D D S U M M A R Y • 2.700 PSF + FRAME DL = 3.000 PSF = 25.000 PSF = 80.000 MPH ( 13.600 PSF ) = 80.000 MPH ( 13.600 PSF ) = 80.000 MPH ( 13.600 PSF ) = 1 = B = ENCLOSED = 7.700 ,PSF WIND FROM LEFT -1.200 (SUCTION ) 0.800 (PRESSURE) -0.700 (SUCTION ) -0.700 (SUCTION ) -0.500 (SUCTION ) -1.200 (SUCTION ) CANOPY / OVERHANG / WIDTH - EXTENSION = 15.000FT. CANOPY = 10.000FT. CANOPY (INLAND) LIVE / SNOW LOAD IMPORTANCE FACTOR = 1.000 WIND LOAD IMPORTANCE FACTOR = 1.000 SEISMIC LOAD IMPORTANCE FACTOR = 1.000 TRIBUTARY LOAD FACTOR = 100.00% NET ROOF LOAD = 25.00 PSF SEISMIC ZONE SEISMIC VELOCITY = SEISMIC LIVE LOAD FACTOR = SEISMIC Z FACTOR = SEISMIC K FACTOR SEISMIC CS FACTOR NET SEISMIC FACTOR WIND FROM RIGHT - 1.200 (SUCTION ) -0.500 (SUCTION ) -0.700 (SUCTION ) -0.700 (SUCTION ) 0.800 (PRESSURE) - 1.200 (SUCTION ) • 3 0.000 0.000 0.300 1.000 = 0.458 = 0.137 INTERNAL PRESSURE 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 INTERNAL SUCTION DATE: 04/30/90 TIME: 02:16 PM F I N A L F R A M E D E S I G N , L O A D C O N D I T I O N S ORDER 8 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 1 90384 BLDR ACCOUNT it 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 1 206 -824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME It 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LCN LOAD DESCRIPTION STRESS LOADING GRP LOADING GRP LOADING GRP LOADING GRP LOADING GRP INCREASE PERCENT PERCENT PERCENT PERCENT PERCENT 1 DL + CLL + SL 1.000 100.00 DL 100.00 CLL 100.00 SL 2 DL + WLL 1.333 100.00 DL 100.00 WLL 3 DL + WLR 1.333 100.00 DL 100.00 WLR 4 DL + CLL + SL +.5WLL 1.333 100.00 DL 100.00 CLL 100.00 SL 50.00 WLL 5 DL + CLL + .5SL +WLL 1.333 100.00 DL 100.00 CLL 50.00 SL 100.00 WLL 6 DL + CLL + SL +.5WLR 1.333 100.00 DL 100.00 CLL 100.00 SL 50.00 WLR 7 DL + CLL + .5SL +WLR 1.333 100.00 DL 100.00 CLL 50.00 SL 100.00 WLR 8 DL + CLL + EQL 1.333 100.00 DL 100.00 CLL 100.00 EQ 9 DL + CLL + EQR 1.333 100.00 DL 100.00 CLL - 100.00 EQ 10 DL+CLL+1 /2SL +CR1 1.000 100.00 DL 100.00 CLL 50.00 SL 100.00 CR1 11 DL+CLL +1 /2SL +CR2 1.000 100.00 DL 100.00 CLL 50.00 SL 100.00 CR2 12 DL+CLL +1 /2WLL+CR1 1.333 100.00 DL 100.00 CLL 50.00 WLL 100.00 CR1 13 DL+CLL +1 /2WLL +CR2 1.333 100.00 DL 100.00 CLL 50.00 WLL 100.00 CR2 14 DL+CLL+1 /2WLR+CRI 1.333 100.00 DL 100.00 CLL 50.00 WLR 100.00 CR1 15 DL +CLL +1 /2WLR +CR2 1.333 100.00 DL 100.00 CLL 50.00 WLR 100.00 CR2 16 DL + CLL + 2.25EQL 1.333 100.00 DL 100.00 CLL 225.00 EQ 17 DL + CLL + 2.25EQR 1.333 100.00 DL 100.00 CLL - 225.00 EQ 18 DL + CLL + USL 1.000 100.00 DL 100.00 CLL 100.00 USL 19 DL+CLL+EQL +CR2 1.333 100.00 DL 100.00 CLL 100.00 EQ 100.00 CR2 20 DL +CLL+EQR+CR1 1.333 100.00 DL 100.00 CLL - 100.00 EQ 100.00 CR1 CA PAGE: F 7 DATE: 04/30/90 TIME: 02:16 PM ORDER it 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 1 1 - 2 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 2 2 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 .4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 3 4 - 3 CONC FRWT 4 5 - 4 CONC FRWT 4 5 - 4 CONC FRWT 4 5 - 4 CONC FRWT 4 5 - 4 CONC FRWT 4 5 - 4 CONC FRWT 4 5 - 4 CONC FRWT 4 5 - 4 CONC DL 2 2 - 3 UNIF F I N A L F R A M E D E S I G N , . - LDS A P P L I E D DISTANCES FT FT LOADS I Y 3.75 0.000 KIP -0.087 KIP 7.50 0.000 KIP -0.094 RIP 11.25 0.000 KIP -0.100 KIP 14.99 0.000 RIP -0.107 KIP 15.50 0.000 KIP -0.015 KIP 16.50 0.000 KIP -0.032 KIP 18.75 0.000 KIP -0.073 KIP 20.51 0.000 RIP -0.098 KIP 3.10 0.000 KIP -0.048 KIP 3.98 0.000 RIP -0.034 KIP 8.98 0.000 RIP -0.181 KIP 13.98 0.000 RIP -0.154 KIP 14.78 0.000 KIP -0.022 KIP 18.98 0.000 KIP -0.104 KIP 23.98 0.000 KIP -0.131 RIP 28.98 0.000 KIP -0.139 RIP 29.73 0.000 RIP -0.021 KIP 33.98 0.000 KIP -0.111 KIP 34.90 0.000 RIP -0.024 KIP 66.90 0.000 RIP -0.048 KIP 66.02 0.000 KIP -0.034 KIP 61.02 0.000 RIP -0.181 KIP 56.02 0.000 KIP -0.154 KIP 55.22 0.000 KIP -0.022 KIP 51.02 0.000 KIP -0.104 KIP 46.02 0.000 RIP -0.131 KIP 41.02 0.000 KIP -0.139 KIP 40.27 0.000 KIP -0.021 RIP 36.02 0.000 RIP -0.111 RIP 35.10 0.000 KIP -0.024 RIP 3.75 0.000 KIP -0.087 KIP 7.50 0.000 RIP -0.094 KIP 11.25 0.000 KIP -0.100 KIP 14.99 0.000 RIP -0.107 KIP 16.50 0.000 KIP -0.047 RIP 18.75 0.000 KIP -0.073 KIP 20.51 0.000 RIP -0.098 KIP 0.00 35.00 0.000 K /FT - 0.066 K /FT BLDR ORDER # 90384 PROJ NAME - M.A.SEGALE (SNOW) (WIND) (CODE /YEAR) 25 PST 80 MPH U8C 88 T O S T R U C T U R E S 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K IN -K K /FT DIRECTION/ LOCATION Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral Neutral axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis axis C...vS PAGE: F BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 DATE: 04/30/90 TIME: 02:16 PM ORDER t 077557 BUILDER - PACIFIC NORTHERN CONST- HLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE t 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70• -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LOAD CASE (DL ) DEAD LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT DL CDL CDL 3 4 - 3 UNIF 2 2 - 3 MCONC 3 4 - 3 MCONC LOAD CASE (CLL) COLLATERAL LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE CLL CLL CCLL CCLL 2 2 - 3 UNIF 3 4 - 3 UNIF 2 2 - 3 MCONC 3 4 - 3 MCONC LOAD CASE (SL ) SNOW LOAD LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT SL SL CS L CSL 2 2 - 3 UNIF 3 4 - 3 UNIF 2 2 - 3 MCONC 3 4 - 3 MCONC LOAD CASE (WLL) WIND LOAD LEFT WLL WLL WLL WLL CWLL CWLL F I N A L F R A M E D E S I G N - L ' D S 1 1 - 2 UNIF 2 2 - 3 UNIF 3 4 - 3 UNIT 4 5 - 4 UNIF 2 2 - 3 MCONC 3 4 - 3 MCONC 35.00 0.00 70.00 0.00 35.00 0.00 70.00 0.00 35.00 0.00 70.00 70.00 22.66 22.66 DISTANCES FT FT 35.00 70.00 22.66 22.66 35.00 70.00 22.66 22.66 LOAD MEMBER JOINTS LOAD DISTANCES LABEL NO (START -END) TYPE FT FT 0.00 23.79 0.00 35.00 35.00 70.00 0.00 23.79 0.00 22.66 70.00 22.66 S 0.000 K /FT 0.000 KIP 0.000 KIP 0.000 K /FT 0.000 K /FT 0.000 KIP 0.000 KIP x 0.000 K /FT 0.000 K /FT 0.000 KIP 0.000 KIP B 0.269 K /FT -0.235 K /£T 0.235 K /FT 0.168 K /FT 0.000 KIP 0.000 KIP A P P L I E D LOADS Y -0.066 K /FT - 1.002 KIP - 0.668 KIP LOADS Y - 0.074 K /FT - 0.074 K /FT - 1.113 KIP - 0.742 KIP LOADS Y -0.618 K /FT - 0.618 K /FT - 9.281 KIP -6.187 KIP LOADS Y 0.000 K /FT 0.235 K /FT 0.235 K /FT 0.000 K /FT 6.058 KIP 4.039 KIP T O S T R U C T U R E S DS PAGE: F 9 Z 0.000 K/FT 90.213 IN -K - 40.095 IN -K Z 0.000 K /FT 0.000 K /FT 100.237 IN -K - 44.549 IN -K Z 0.000 K /FT 0.000 K /FT 835.312 IN -K - 371.250 IN -K Z 0.000 K /FT 0.000 K /FT 0.000 K /FT 0.000 K /FT - 545.291 IN -K 242.352 IN -K DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION DIRECTION/ LOCATION DATE: 04/30/90 TIME: 02:16 PM ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4 90384 BLDR CONTACT - ROBERT FLORY BLDR PHONE i 206 - 824 -2400 PROJ NAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME $ 7 DESCRIPTION LRF 70' -0' 24' -0" 25 PSF 80 MPH USC 88 WLR WLR WLR WLR CWLR CWLR LOAD CASE (WLR) WIND LOAD RIGHT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE 1 1 - 2 UNIF 2 2 - 3 UNIF 3 4 - 3 UNIF 4 5 - 4 UNIF 2 2 - 3 MCONC 3 4 - 3 MCONC LOAD CASE (EQ ) SEISMIC LOAD LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE EQ 1 1 - 2 UNIF EQ 2 2 - 3 CONC EQ 3 4 - 3 CONC EQ 4 5 - 4 UNIF LOAD CASE (CR1) CRANE LEFT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE CR1 CR1 CR1 CR1 CR2 CR2 CR2 CR2 F I N A L F R A M E D E S I G N - L T D S A P P L I E D 1 1 - 2 MCONC 4 5 - 4 MCONC 1 1 - 2 CONC 4 5 - 4 CONC LOAD CASE (CR2) CRANE RIGHT LOAD MEMBER JOINTS LOAD LABEL NO (START -END) TYPE 1 1 - 2 MCONC 4 5 - 4 MCONC 1 1 - 2 CONC 4 5 - 4 CONC DISTANCES FT FT 0.00 23.79 0.00 35.00 35.00 70.00 0.00 23.79 0.00 22.66 70.00 22.66 DISTANCES FT FT 0.00 0.00 70.00 0.00 23.79 23.79 DISTANCES FT FT 4.38 65.63 18.75 18.75 4.38 65.63 18.75 18.75 16.50 16.50 DISTANCES FT FT 16.50 16.50 I -0.168 K /FT - 0.235 K /FT 0.235 K /FT -0.269 K /FT 0.000 KIP 0.000 KIP I 0.003 K /FT 0.913 KIP 0.913 KIP 0.009 K /FT I 0.000 KIP 0.000 KIP -1.119 KIP - 1.119 KIP I 0.000 KIP 0.000 KIP 1.119 KIP 1.119 KIP LOADS Y 0.000 K /FT 0.235 K /FT 0.235 K /FT 0.000 K /FT 6.058 KIP 4.039 KIP LOADS Y 0.000 K /FT 0.000 KIP 0.000 KIP 0.000 K /FT LOADS Y - 22.764 KIP - 11.578 KIP 0.000 KIP 0.000 KIP LOADS Y - 11.578 KIP - 22.764 KIP 0.000 KIP 0.000 KIP T O S T R U C T U R E S ? .JOS PAGE r10 2 0.000 K /FT 0.000 K /FT 0.000 K /FT 0.000 K /FT - 545.291 IN -K 242.352 IN -K S 0.000 K /FT 0.000 IN -K 0.000 IN -K 0.000 K /FT Z 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K Z 0.000 IN -K 0.000 IN -K 0.000 IN -K 0.000 IN -K BLDR ACCOUNT 4 20 -46- 033 -02 ENGR GIfP - VISALIA (SLOPE) 1.00 TO 12 DIRECTION/ LOCATION DIRECTION/ LOCATION Outside flange Outside flange DIRECTION/ LOCATION Inside flange Inside flange DIRECTION/ LOCATION Inside flange Inside flange F IF I N A L F R A M E D E S I G N L O A P P L I E D T O S T R U C T U R E S CAD liglail DATE: 04 /30/90 PAGE: : : F:11 . TIME: 02:16 PM BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 ORDER - 1.077557 BUILDER - PACIFIC NORTHERN CONST- ENGR GRP - VISALIA BLDR CONTACT - ROBERT FLORY BLDR PHONE 1 206-824 -2400 PROJNAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME It 7 DESCRIPTION LRF 70• -0'.. 24' -0" 25 PSF 80 MPH. UBC 88 1.00 TO 12 LOAD CASE (USL) UNBALANCED SNOW LOAD LOAD MEMBER JOINTS LOAD DISTANCES ST LABEL NO (START -END) TYPE FT USL 2 2 3 UNIF 0.00 35.00 . USL 3 4 - 3 UNIF 35.00 70.00 CSL 2 2 - 3 MCONC 0.00 22.66 CSL 3 4 - 3 MCONC 70.00 22.66 0.000 K /FT 0.000 K/FT 0:000 KIP 0.000 KIP LOADS Y -0.619 K /FT -0.309 K /FT -9.281 KIP -3.094 KIP 0.000 K /FT 0.000 K /FT 835.312 IN -K - 185.625 IN -K DIRECTION/ LOCATION DATE: 04/30/90 TIME: 02:16 PM ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" MEMBER NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. 1 1 0.00 12.00 6.60 188.21 26.71 2.20 2.20 2 3.75 15.66 7.11 334.35 26.71 2.16 2.16 3 7.50 19.31 7.62 528.00 26.71 2.13 2.13 4 11.25 22.96 8.14 772.40 26.71 2.10 2.10 5 14.99 26.62 8.65 1071.07 26.72 2.07 2.07 6 2 15.01 26.63 9.17 1101.24 26.72 2.04 2.04 7 15.50 27.11 9.25 1146.61 26.72 2.04 2.04 8 16.50 28.08 9.40 1241.57 26.72 2.03 2.03 9 18.75 30.28 9.75 1471.66 26.72 2.01 2.01 10 20.51 32.00 10.03 1668.32 26.72 2.00 2.00 MEMBER NO. SECTION NO. SECTION NO. SECTION NO. ANAL SEC PTS. NO. F I N A L F R A M E D E S I G N S E C T I O N P R O P E R T I E S 1 JOINTS 1 - 2 1 OUTER FLANGE = 8.000 X 0.313 WEB = 2 OUTER FLANGE = 8.000 X 0.313 WEB = DIST DEPTH AREA IX IY RTO RTI (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) 2 JOINTS 2 - 3 1 OUTER FLANGE = 7.000 X 0.281 WEB = 2 OUTER FLANGE = 7.000 X 0.281 WEB = 3 OUTER FLANGE = 7.000 X 0.281 WEB = DIST DEPTH AREA IX IY RTO RTI (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) 1 1 3.10 33.00 11.68 1833.41 18.78 1.58 1.69 2 3.98 31.72 11.40 1669.78 18.78 1.59 1.70 3 8.98 24.44 9.80 907.17 18.77 1.67 1.77 4 13.98 17.17 8.21 403.99 18.77 1.75 1.84 5 14.78 16.01 7.95 345.05 18.76 1.77 1.85 6 2 14.79 16.00 7.05 326.62 18.76 1.82 1.89 7 18.98 18.49 7.45 449.80 18.76 1.80 1.87 8 23.98 21.46 7.92 626.81 18.76 1.77 1.85 9 28.98 24.43 8.40 838.61 18.76 1.74 1.83 10 29.73 24.87 8.47 873.21 18.76 1.74 1.82 11 3 29.74 24.88 7.50 825.30 18.75 1.79 1.87 12 33.98 27.40 7.80 1022.33 18.75 1.78 1.86 13 34.90 27.94 7.87 1067.92 18.75 1.77 1.85 BLDR ORDER 4 90384 PROJ NAME - M.A.SEGALE (SNOW) (WIND) (CODE /YEAR) 25 PSF 80 MPH UBC 88 0.140 0.160 WRY WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 9.27 1.94 2.16 2.16 6.25 6.25 81.24 7.51 9.27 1.94 2.16 2.16 6.25 6.25 107.35 7.51 9.27 1.81 2.10 2.07 9.27 10.24 133.46 8.01 9.27 1.81 2.10 2.07 9.27 10.24 159.55 8.01 9.27 1.81 2.10 2.07 9.27 10.24 185.64 8.01 9.27 1.81 2.10 2.07 9.27 10.24 162.50 8.01 9.27 1.81 2.10 2.07 9.27 10.24 165.52 8.01 9.27 1.67 2.02 2.07 11.80 10.24 171.61 5.02 9.27 1.67 2.02 2.07 11.80 10.24 185.32 5.02 9.27 1.67 2.02 2.07 11.80 10.24 196.06 5.02 0.219 0.160 0.120 9.32 9.32 9.32 9.32 9.32 9.32 9.32 9.32 9.32 9.32 9.32 9.32 9.32 INNER FLANGE INNER FLANGE INNER FLANGE INNER FLANGE INNER FLANGE PAGE: F:12 BLDR ACCOUNT 4 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 • 8.000 X 0.313 • 8.000 X 0.313 • 7.000 X 0.375 • 7.000 X 0.375 7.000 X 0.375 • 7.51 7.51 13.02 13.02 13.02 13.02 13.02 13.02' 13.02 13.02 WRY WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1.28 1.59 1.70 16.45 12.33 147.69 4.00 •0.88 1.33 1.63 1.77 14.28 9.31 141.86 5.02 10.04 1.33 1.63 1.77 14.28 9.31 108.62 5.02 10.04 1.45 1.71 1.77 10.58 9.31 75.38 5.02 10.04 1.60 1.80 1.87 8.71 7.07 70.10 5.02 40.04 1.60 1.80 1.87 8.71 7.07 95.92 5.02 10.04 1.60 1.80 1.87 8.71 7.07 111.48 5.02 10.04 1.56 1.78 1.87 10.16 7.07 130.03 5.02 10.04 1.52 1.75 1.85 11.66 9.31 148.57 5.02 10.04 1.55 1.78 1.85 13.17 9.31 151.33 5.02 10.04 1.55 1.78 1.85 13.17 9.31 201.83 5.02 10.04 1.55 1.78 1.85 13.17 9.31 222.83 5.02 10.04 1.55 1.77 1.85 14.07 10.54 227.35 1.83 1.83 DATE: 04/30/90 TIME: 02:16 PM F I N A L F R A M E D E S I G g t S E C T I O N P R O P E R T I E S ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24• -0" _DDS PAGE: F 13 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 MEMBER NO. 3 JOINTS 4 - 3 SECTION NO. 1 OUTER FLANGE = 7.000 X 0.281 WEB = 0.219 INNER FLANGE = 7.000 X 0.375 SECTION NO. 2 OUTER FLANGE = 7.000 X 0.281 WEB = 0.160 INNER FLANGE • = 7.000 X 0.375 SECTION NO. 3 OUTER FLANGE = 7.000 X 0.281 WEB = 0.120 INNER FLANGE = 7.000 X 0.375 ANAL SEC DIST DEPTH AREA IX IT RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 3.10 33.00 11.68 1833.41 18.78 1.58 1.69 9.32 1.28 1.59 1.70 16.45 12.33 147.69 4.00 0.88 2 3.98 31.72 11.40 1669.78 18.78 1.59 1.70 9.32 1.33 1.63 1.77 14.28 9.31 141.86 5.02 10.04 3 8.98 24.44 9.80 907.17 18.77 1.67 1.77 9.32 1.33 1.63 1.77 14.28 9.31 108.62 5.02 10.04 4 13.98 17.17 8.21 403.99 18.77 1.75 1.84 9.32 1.45 1.71 1.77 10.58 9.31 75.38 5.02 10.04 5 14.78 16.01 7.95 345.05 18.76 1.77 1.85 9.32 1.60 1.80 1.87 8.71 7.07 70.10 5.02 10.04 6 2 14.79 16.00 7.05 326.62 18.76 1.82 1.89 9.32 1.60 1.80 1.87 8.71 7.07 95.92 5.02 10.04 7 18.98 18.49 7.45 449.80 18.76 1.80 1.87 9.32 1.60 1.80 1.87 8.71 7.07 111.48 5.02 10.04 8 23.98 21.46 7.92 626.81 18.76 1.77 1.85 9.32 1.56 1.78 1.87 10.16 7.07 130.03 5.02 10.04 9 28.98 24.43 8.40 838.61 18.76 1.74 1.83 9.32 1.52 1.75 1.85 11.66 9.31 148.57 5.02 10.04 10 29.73 24.87 8.47 873.21 18.76 1.74 1.82 9.32 1.55 1.78 1.85 13.17 9.31 151.33 5.02 10.04 11 3 29.74 24.88 7.50 825.30 18.75 1.79 1.87 9.32 1.55 1.78 1.85 13.17 9.31 201.83 5.02 10.04 12 33.98 27.40 7.80 1022.33 18.75 1.78 1.86 9.32 1.55 1.78 1.85 13.17 9.31 222.83 5.02 10.04 13 34.90 27.94 7.87 1067.92 18.75 1.77 1.85 9.32 1.55 1.77 1.85 14.07 10.54 227.35 1.83 1.83 MEMBER NO. 4 JOINTS 5 - 4 SECTION NO. 1 OUTER FLANGE = 8.000 X 0.313 WEB = 0.140 INNER FLANGE = 8.000 X 0.313 SECTION NO. 2 OUTER FLANGE = 8.000 X 0.313 WEB = 0.160 INNER FLANGE = 8.000 X 0.313 ANAL SEC DIST DEPTH AREA IX IT RTO RTI WRX WRY WRTO WRTI WDAFO WDAFI H/T LUBO LUBI PTS. NO. (FT) (IN) (IN2) (IN4) (IN4) (IN) (IN) (IN) (IN) (IN) (IN) (IN) (IN) RATIO (FT) (FT) 1 1 0.00 12.00 6.60 188.21 26.71 2.20 2.20 9.27 1.94 2.16 2.16 6.25 6.25 81.24 7.51 7.51 2 3.75 15.66 7.11 334.35 26.71 2.16 2.16 9.27 1.94 2.16 2.16 6.25 6.25 107.35 7.51 • 7.51 3 7.50 19.31 7.62 528.00 26.71 2.13 2.13 9.27 1.75 2.07 2.07 10.24 10.24 133.46 13.02 13.02 4 11.25 22.96 8.14 772.40 26.71 2.10 2.10 9.27 1.75 2.07 2.07 10.24 10.24 159.55 13.02 13.02 5 14.99 26.62 8.65 1071.07 26.72 2.07 2.07. 9.27 1.75 2.07 2.07 10.24 10.24 185.64 13.02 13.02 6 2 15.01 26.63 9.17 1101.24 26.72 2.04 2.04 9.27 1.75 2.07 2.07 10.24 10.24 162.50 13.02 13.02 7 16.50 28.08 9.40 1241.57 26.72 2.03 2.03 9.27 1.75 2.07 2.07 10.24 10.24 171.61 13.02 13.02 8 18.75 30.28 9.75 1471.66 26.72 2.01 2.01 9.27 1.75 2.07 2.07 10.24 10.24 185.32 13.02 - 13.02 9 20.51 32.00 10.03 1668.32 26.72 2.00 2.00 9.27 1.75 2.07 2.07 10.24 10.24 196.06 13.02 13.02 DATE: 04/30/90 TIME: 02:16 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -O" 25 PSF 80 MPH UBC 88 1.00 TO 12 COLUMN 1 - 2 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 1* 12.00 6.60 31.37 31.37 2 15.66 7.11 42.71 42.71 3 19.31 7.62 54.68 54.68 4 22.96 8.14 67.27 67.27 5* 26.62 8.65 80.48 80.48 6* 26.63 9.17 82.72 82.72 7 27.11 9.25 84.59 84.59 8 28.08 9.40 88.42 88.42 9 30.28 9.75 97.21 97.21 10* 32.00 10.03 104.29 104.29 ROOF BEAM 2 - 3 AXIAL SHEAR -ALLOW STRESSES- ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (KIPS) (IN -KIP) (KSI) (BSI) (KSI) (RIPS) 1* 33.00 11.68 105.47 117.40 2 31.72 11.40 99.80 111.37 3 24.44 9.80 69.81 79.24 4 17.17 8.21 43.80 50.87 5* 16.01 7.95 40.03 46.70 6* 16.00 7.05 37.54 44.73 7 18.49 7.45 44.91 53.07 8 21.46 7.92 54.15 63.40 9 24.43 8.40 63.90 74.19 10* 24.87 8.47 65.39 75.83 11* 24.88 7.50 61.21 72.44 12 27.40 7.80 69.05 81.21 13* 27.94 7.87 70.77 83.12 F I N A L F R A M E D E S I G N - . CONTROLLING S T R E S S 47.70 -8.29 0.00 29.22 29.86 30.00 47.70 -8.30 - 340.51 24.11 30.00 28.91 47.61 -8.30 - 681.18 22.60 30.00 24.00 47.52 -8.30 - 1021.79 22.14 30.00 23.93 47.42 -8.31 - 1362.59 30.00 30.00 23.47 47.31 -8.31 - 1363.49 30.00 30.00 23.85 47.31 -8.31 - 1408.54 30.00 30.00 23.79 47.29 -8.51 - 1499.53 30.00 30.00 23.65 40.20 -8.51 - 1867.75 30.00 30.00 25.73 40.13 -8.32 - 2043.66 30.00 30.00 25.39 AXIAL SHEAR -ALLOW STRESSES- ALLOW PT.'DEPTH AREA SOX SIX FORCE FORCE MOMENT FA FBO FBI SHEAR QS NO. (IN) (IN2) (IN3) (IN3) (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (HIPS) 13.65 13.65 13.16 12.59 -1.35 -0.95 8.56 10.58 10.35 10.12 10.12 10.12 9.96 25.06 - 3140.82 30.00 25.01 - 2881.18 30.00 21.61 - 1583.05 30.00 17.68 - 521.09 30.00 13.78 575.21 39.99 14.73 574.54 39.99 14.73 465.74 30.00 10.84 1008.85 30.00 6.93 1422.92 30.00 3.00 1445.64 30.00 2.98 1447.25 30.00 2.98 1600.46 30.00 -2.02 1599.49 30.00 30.00 29.64 30.00 28.50 30.00 28.50 30.00 28.50 39.99 39.99 39.52 39.99 29.13 30.00 28.59 30.00 28.09 30.00 28.02 30.00 26.90 30.00 26.49 30.00 26.41 30.00 CADD. PAGE: F'14 - -- STRESS RATIOS --COMB CONT QA CB O.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 21.16 1.00 1.00 1.75 0.25 15.81 0.96 1.00 1.75 0.28 12.62 0.94 1.00 1.00 0.28 10.50 0.91 1.00 1.00 0.26 8.99 0.89 1.00 1.00 0.18 13.41 0.91 1.00 1.00 0.17 13.16 0.91 1.00 1.00 0.17 12.69 0.90 1.00 1.00 0.17 11.73 0.89 1.00 1.41 0.14 11.07 0.89 1.00 1.41 0.13 0.00 0.00 0.25 10 1 0.27 0.25 0.53 10 1 0.42 0.47 0.75 10 1 0.51 0.58 0.84 10 1 0.56 0.72 0.90 10 1 0.55 0.69 0.86 10 1 0.56 0.70 0.87 10 1 0.57 0.72 0.88 10 10 0.64 0.75 0.88 1 10 0.65 0.77 0.91 1 1 - -- STRESS RATIOS - -COMB CONT QA CB O.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 27.55 1.00 1.00 1.04 0.04 0.99 0.90 0.94 1 1 28.70 1.00 1.00 1.57 0.04 0.96 0.91 0.95 1 1 37.73 1.00 1.00 1.57 0.04 0.76 0.70 0.75 1 1 53.57 1.00 1.00 1.57 0.05 0.40 0.36 0.41 1 1 53.72 1.00 1.00 1.27 0.00 0.36 0.31 0.36 2 1 23.14 0.99 1.00 1.27 0.00 0.39 0.32 0.39 2 1 19.80 0.97 1.00 2.30 0.04 0.36 0.29 0.39 18 1- 16.89 0.95 1.00 1.41 0.04 0.65 0.53 0.70 1 1 14.72 0.94 1.00 1.16 0.04 0.79 0.64 0.83 1 1 14.45 0.93 1.00 1.05 0.04 0.79 0.64 0.83 1 1 6.09 0.90 1.00 1.05 0.04 0.88 0.67 0.92 1 1 5.51 0.88 1.00 1.05 0.04 0.87 0.66 0.92 1 1 5.39 0.88 1.00 1.00 0.04 0.86 0.64 0.90 1 18 DATE: 04/30/90 TIME: 02:16 PM ROOF BEAM 4 - 3 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3) (IN3) 1* 33.00 11.68 105.47 117.40 2 31.72 11.40 99.80 111.37 3 24.44 9.80 69.81 79.24 4 17.17 8.21 43.80 50.87 5* 16.01 7.95 40.03 46.70 6* 16.00 7.05 37.54 44.73 7 18.49 7.45 44.91 53.07 8 21.46 7.92 54.15 63.40 9 24.43 8.40 63.90 74.19 10* 24.87 8.47 65.39 75.83 11* 24.88 7.50 61.21 72.44 12 27.40 7.80 69.05 81.21 I3* 27.94 7.87 70.77 83.12 COLUMN 5 - 4 PT. DEPTH AREA SOX SIX NO. (IN) (IN2) (IN3). (IN3) 1* 12.00 6.60 31.37 31.37 2 15.66 7.11 42.71 42.71 3 19.31 7.62 54.68 54.68 4 22.96 8.14 67.27 67.27 5* 26.62 8.65. 80.48 80.48 6* 26.63 9.17 82.72 82.72 7 28.08 9.40 88.42 88.42 8 30.28 9.75 97.21 97.21 9* 32.00 10.03 104.29 104.29 F I N A L F R A M E D E S I G N. C O N T R O L L I N G S T R E S S ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4 90384 BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROJ NAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 AXIAL SHEAR -ALLOW STRESSES- ALLOW FORCE FORCE MOMENT FA FBO FBI SHEAR QS (KIPS) (KIPS) (IN -RIP) (KSI) (KSI) (KSI) (KIPS) 13.43 13.43 12.94 5.22 -0.73 -0.70 10.72 10.49 10.26 10.03 10.03 10.03 9.87 23.50 - 2555.68 30.00 30.00 29.64 23.50 - 2312.10 30.00 30.00 28.83 20.09 - 1105.56 30.00 30.00 28.85 16.16 - 534.75 39.99 39.99 37.21 12.26 - 473.90 39.99 39.99 35.38 13.20 - 474.00 39.99 39.99 35.38 13.20 652.09 30.00 29.13 30.00 9.31 1210.28 30.00 28.59 30.00 5.39 1532.08 30.00 28.09 30.00 2.82 1541.05 30.00 •28.02 30.00 2.82 1542.48 30.00 26.90 30.00 2.82 1617.33 30.00 26.49 30.00 2.25 1599.49 30.00 26.41 30.00 44.54 -8.51 0.00 29.41 29.86 30.00 44.54 -8.51 - 346.17 24.11 30.00 28.91 44.46 -8.52 - 692.51 16.60 30.00 24.00 44.36 -8.52 - 1038.79 16.40 30.00 23.93 44.26 -8.52 - 1385.24 16.21 30.00 23.47 44.16 -8.52 - 1386.17 16.38 30.00 23.85 44.16 -8.63 - 1524.46 16.31 30.00 23.65 34.87 -8.63 - 1916.48 16.21 30.00 25.73 34.80 -8.53 - 2096.98 16.14 30.00 25.39 27.55 1.00 1.00 1.05 0.04 28.70 1.00 1.00 1.69 0.04 37.73 1.00 1.00 1.69 0.04 53.57 1.00 1.00 1.40 0.02 53.72 1.00 1.00 1.00 0.00 23.14 1.00 1.00 1.00 0.00 19.80 0.97 1.00 1.98 0.05 16.89 0.95 1.00 1.27 0.04 14.72 0.94 1.00 1.11 0.04 14.45 0.93 1.00 1.02 0.04 6.09 0.90 1.00 1.02 0.04 5.51 0.88 1.00 1.02 0.04 7.19 0.88 1.00 1.00 0.04 21.16 1.00 1.00 1.75 0.23 15.81 0.96 1.00 1.75 0.26 12.62 0.94 1.00 1.00 0.35 10.50 0.91 1.00 1.00 0.33 8.99 0.89 1.00 1.00 0.32 13.41 0.91 1.00 1.00 0.29 12.69 0.90 1.00 1.00 0.29 11.73 0.89 1.00 1.41 0.22 11.07 0.89 1.00 1.41 0.22 .DS PAGE: F 15 BLDR ACCOUNT 4 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 - -- STRESS RATIOS - -COMB CON QA CB O.FL I.FL STRESS COND AXIAL BENDG BENDG RATIO M V 0.81 0.73 0.77 :1 1 0.77 0.72 0.76 .1 1 0.53 0.48 0.53 1 1 0.31 0.28 0.30 5 1 0.30 0.29 0.30 2 1 0.32 0.30 0.32 2 1 0.50 0.41 0.55 1 1 0.78 0.64 0.83 1 1 0.85 0.69 0.89 1 1 0.84 0.68 0.88 1 18 0.94 0.71 0.98 1 18 0.88 0.66 0.93 1 18 0.86 0.64 0.90 1 2 AXIAL SHEAR -ALLOW STRESSES- ALLOW - -- STRESS RATIOS-COMB 'CONT FORCE FORCE MOMENT FA FBO FBI SHEAR QS QA CB O.FL I.FL STRESS COND (KIPS) (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KIPS) AXIAL BENDG BENDG RATIO M V 0.00 0.00 0.23 11 1 0.27 0.26 0.52 11 1 0.42 0.48 0.83 11 1 0.51 0.58 0.91 11 1 0.57 0.66 0.98 11 1 0.56 0.63 0.92 11 1 0.57 0.65 0.94 11 11 0.66 0.68 0.90 1 11 0.67 0.70 0.91 1 1 _` F I N A L F R A M E D E S I G ` - W E L D S U M M A R Y _ DATE: 04/30/90 °iDS TIME: 02:16 PM PAGE: r16 ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDP. ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH USC 88 1.00 TO 12 PART WEB WEB FLG -TO -WEB FILLET ALLOW NO. SECT THK STRESS SIZE SHEAR (IN) (KIPS /IN) (KIPS /IN) MEMBER NO. 1 OV17060 1 0.140 0.661 1/8 2.620 9 1 1 2 0.160 0.255 5/32 3.275 4 6 1 MEMBER NO. 2 OV17070 1 0.219 0.891 7/32 4.585 2 0.160 0.842 5/32 3.275 3 0.120 0.106 1/8 2.620 MEMBER NO. 4 OV17060 1 0.140 0.661 1/8 2.620 2 0.160 0.255 5/32 3.275 MEMBER NO. 3 OV17070 1 0.219 0.891 7/32 4.585 2 0.160 0.842 5/32 3.275 3 0.120 0.106 1/8 2.620 THE FLANGE -TO -WEB SHEAR VALUES SHOWN HAVE BEEN ADJUSTED FOR WIND LOAD TO SHOW THE EQUIVALENT LIVE LOAD CONTROLLING MEMB ANAL LOAD NO. PT COND 2 4 1 2 6 . 1 2 11 1 1 1 6 1 2 6 1 2 11 1 DATE: 04/34 '790 TIME:,02:16 PM 05 F I N A L FRAME D E S I S P L I C E S U M M A R Y ORDER # BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) , (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70• -0' 24• -0 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE LOCATION MEMBER ANALYSIS CONTROLLING AXIAL SHEAR MOMENT NO TYPE MOD SEQ NO. PT. LOAD COMBINATION. RIPS. RIPS IN -RIPS 01 COLUMN 00 1 1 1 DL + WLL -11.56 6.75 DL + WLL - 11.56. 6.75 02 2 10 DL + WLL -12.17 1.47 DL + CLL + SL 39.76 -9.93 03 BEAM 01 1 2 13 DL + CLL + SL 9.96 -0.04 DL + WLL -1.21 -2.07 04 COLUMN 01 1 4 1 DL + WLR -9.20 6.77 DL + WLR -9.20 6.77 9 DL + WLR -9.80 2.57 DL + CLL + SL 34.43 -9.93 THE CONTROLLING COMBINATIONS SHOWN ABOVE ARE BASED ON THE MAXIMUM TENSION IN THE FLANGES FOR AXIAL PLUS BENDING THE FORCES GIVEN ARE MEMBER FORCES ALONG THE NEUTRAL AXIS 0.00 0.00 837.55 - 2043.66 1599.49 - 278.86 0.00 0.00 825.26 - 2096.98 PAGE: f=17 F I N A L F R A M E D I G N - R E A C T I O N S (....,DS DATE: 04/30/90 PAGE: F=18 TIME: 02:16 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0 " 25 PSF 80 MPH UBC 88 1.00 TO 22 MAXIMUM REACTION SUMMARY HORIZONTAL VERTICAL HORIZONTAL VERTICAL JOINT OUT DOWN IN UP NUMBER (KIPS) (KIPS) (KIPS) (KIPS) 1 9.93 47.35 5.06 8.67 5 9.93 44.20 5.08 6.90 MAX REACTIONS HAVE BEEN FACTORED FOR INCREASED ALLOWABLE STRESS LOAD COMBINATION NO. 1 DL + CLL + SL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (KIPS) (IN -RIPS) 1 9.93 40.27 0.00 5 -9.93 34.94 0.00 LOAD COMBINATION NO. 2 DL + WLL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN- KIPS) 1 -6.75 -11.56 0.00 5 -3.65 -5.54 0.00 LOAD COMBINATION NO. 3 DL + WLR HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (RIPS) (IN -RIPS) 1 3.62 -7.91 0.00 5 6.77 -9.20 0.00 LOAD COMBINATION NO. 4 DL + CLL + SL +.5WLL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (RIPS) (IN -RIPS) 1 5.89 32.01 0.00 5 -11.09 29.92 0.00 F I N A L F R A M E D I G N - R E A C T I O N S LOAD COMBINATION NO. 5 DL + CLL + _5SL +WLL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -1.98 7.98 0.00 5 -8.41 11.31 0.00 LOAD COMBINATION NO. 6 DL + CLL + SL +.5WLR HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 11.08 33.84 0.00 5 -5.88 28.09 0.00 LOAD COMBINATION NO. 7 DL + CLL + .5SL +WLR HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 8.39 11.64 0.00 2.01 7.66 0.00 LOAD COMBINATION NO. 8 DL + CLL + EQL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN-KIPS) 1 1.22 8.06 0.00 5 -3.33 8.41 0.00 LOAD COMBINATION NO. 9 DL + CLL + EQR HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 3.26 9.40 0. 5 -1.15 7.07 0.00 L .JS PAGE: f=19 DATE: 04/30/90 TIME: 02:16 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20- 46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 F I N A L FRAME D Er?r G N - R E A C T I O N S CA; PAGE: r 20 DATE: 04/30/y TIME: 02:16 PM ORDER .# 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR PHONE #- 206 -824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR). (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 BLDR CONTACT - ROBERT FLORY LOAD COMBINATION NO. 10 DL+CLL+1 /2SL +CR1 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 9.49 47.35 0.00 5 -7.25 32.83 0.00 LOAD COMBINATION NO. 11 DL+CLL+1 /2SL +CR2 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 7.25 35.99 0.00 5 -9.49 44.20 0.00 LOAD COMBINATION NO. 12 DL+CLL +1 /2WLL +CR1 1 1.61 23.33 0.00 5 -4.57 14.22 0.00 LOAD COMBINATION NO. 13 DL +CLL +1 /2WLL +CR2 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 -0.63 11.96 0.00 5 -6.81 25.59 0.00 LOAD COMBINATION NO. 14 DL+CLL +1 /2WLR+CR1 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (GIPS) (KIPS) (IN -NIPS) 1 5 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -SIPS) 6.80 25.15 0.00 0.64 12.39 0.00 'v 3 DATE: 04/30/90 TIME: 02:16 FM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER .# 90384. BLDR ACCOUNT .8 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 8 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LOAD COMBINATION NO. 15 DL+CLL +1 /2WLR +CR HORIZONTAL VERTICAL MOMENT REACTION REACTION REACTION (KIPS) (RIPS) (IN -KIPS) 4.56 13.79 0.00 -1.60 23.76 0.00 LOAD COMBINATION NO. 16 DL + CLL + 2.25EQL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN- KIPS) 1 -0.06 7.22 0.00 5 -4.69. 9.25 0.00 LOAD COMBINATION NO. 17 DL + CLL + 2.25EQR HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) JOINT NUMBER 1 4.54 10.24 5 0.21 6.23 LOAD COMBINATION NO. 18 DL + CLL + USL HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 7.81 37.97 5 -7.81 23.36 0.00 0 0.00 0.00 -LOAD. COMBINATION NO. 19 DL +CLL +EQL+CR2 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 2.38 19.55 5 - 6.73 31.27 F I N A L F R A M E D E G N R E A C T I O N S CAu,S PAGE: f 21 0.00 0 F I N A L FRAME - R E A C T I O N S DATE: 04 /30j TIME: 02:16 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LOAD COMBINATION NO. 20 DL +CLL+EQR+CR1 HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (RIPS) (IN -RIPS) 1 6.67 32.26 0.00 5 - 2.32 18.56 0.00 '. Ck PAGE: p22 Dui Se.v DATE: 04/30/90 TIME: 02:16 PM F I N A L F R A M E D E G N - R E A C T I O N S ORDER # 077557 BUILDER - PACIFIC NORTHERN CORST- BLDR ORDER # 90384 BLUR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A_SEGALE. ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 LOAD CASE ID DL DEAD LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -RIPS) 1 1.32 4.96 0.00 5. -1.32 4.49 0.00 LOAD CASE ID CLL COLLATERAL LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (RIPS) (IN -RIPS) 1 5 0.92 -0.92 7.69 -7.69 3.78 0.00 3.26 0.00 ,LOAD ID SL SNOW LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (RIPS) (IN -RIPS) 31.54 0.00 27.19 0.00 LOAD CASE ID WLL WIND LOAD LEFT HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (HIPS) (IN -RIPS) 1 -8.07 -16.52 0.00 5 -2.33 -10.03 0.00 LOAD CASE ID WLR WIND LOAD RIGHT HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (RIPS) (IN -RIPS) 1 2.30 -12.86 0.00 5 . 8.09 -13.68 0.00 • CAL_ - PAGE: F'23 DATE: 04 /30/90 TIME: 02:16 PM F I N A L F R A M E D E G N - R E A C T I O N S ORDER 8 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER t 90384 BLDR CONTACT - ROBERT FLORY BLDR PHONE it 206 - 824 -2400 PROJ NAME - M.A.SEGALE (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 LOAD CASE ID EQ SEISMIC LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (KIPS) (IN -KIPS) 1 -1.02 -0.67 0.00 5 -1.09 0.67 0.00 LOAD CASE ID CR1 CRANE LEFT HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 3.41 22.85 0.00 5 -1.17 11.49 0.00 LOAD CASE ID CR2 CRANE RIGHT HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN -KIPS) 1 1.17 11.49 0.00 5 -3.40 22.86 0.00 LOAD CASE ID USL UNBALANCED SNOW LOAD HORIZONTAL VERTICAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (IN- LIPS) 1 5.57 29.24 5 -5.57 15.62 0.00 0.0 CA. PAGE: F24 BLDR ACCOUNT E 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) 1.00 TO. 12 1 F I N A L F R A M E D E S I G S T R E S S S U M M A R Y DATE: 04/30/90 PAGE: f'25 TIME: 02:16 PM _ ORDER 8 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 8 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME * 7 DESCRIPTION LRF 70• -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 MEMBER NO. 1 JOINT 1 - 2 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. 1 15.00 50. 4 3.75 FT 12.00 IN 26.62 IN 8.000 X .313 .140 8.000 X .313 0.904 10 2 5.52 50. 4 2.25 FT 26.62 IN 32.00 IN 8.000 B .313 .160 8.000 X .313 0.905 1 COMB. STRESS LOAD RATIO COND CONTROLLING ACTIONS _ ---ALLOWABLE STRESSES - -- SHEAR ---AXIAL--- -- MAXIMUM STRESSES-- - SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD ENO. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 30.00 30.00 23.47 -8.31 8.99 0.924 1 25.39 -8.32 11.07 0.751 1 1 47.42 - 1362.59 5.48 -16.93 -16.93 2 40.13 - 2043.66 4.00 -19.60 -19.60 MEMBER NO. 2 JOINT 2 - 3 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT WEB NO. (FT) STRESS SEGS SIZE START END OUTER FL. THK. INNER FL. 1 14.78 50. 4 5.00 FT 33.00 IN 16.00 IN 7.000 X .281 .219 7.000 X .375 0.948 1 2 14.95 50. 4 5.00 FT 16.00 IN 24.87 IN 7.000 X .281 .160 7.000 X .375 0.834 1 3 5.27 50. 2 4.25 FT 24.87 IN 28.00 IN 7.000 X .281 .120 7.000 X .375 0.924 1 CONTROLLING ACTIONS - -SHEAR __AXIAL -_- -- MAXIMUM STRESSES --- - -- ALLOWABLE STRESSES- - SECT. FORCE MOMENT AXIAL FBO FBI FA FBO FBI FORCE ALLOW STRESS LOAD 110. (KIPS) (IN -KIP) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) (KIPS) (KIPS) RATIO COND 30.00 30.00 28.50 25.06 27.55 0.910 1 30.00 28.09 30.00 14.73 19.80 0.744 1 30.00 26.90 30.00 2.98 5.51 0.542 1 1 13.65 2 10.35 3 10.12 - 2881.18 1422.92 1447.25 1.20 -28.87 -25.87 1.23 22.27 19.18 1.35 23.64 19.98 30.00 30.00 COMB. STRESS LOAD RATIO COND ( DATE: 04/30/90 TIME: 02:16 PM ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE It 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME i 7 DESCRIPTION LRF 70' -0" 24' -0" MEMBER NO. 3 JOINT 4 - 3 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END 1 14.78 50. 4 5.00 FT 33.00 IN 16.00 IN 2 14.95 50. 4 5.00 FT 16.00 IN 24.87 IN 3 5.27 50. 2 4.25 FT 24.87 IN 28.00 IN CONTROLLING ACTIONS --- AXIAL - -- SECT. FORCE MOMENT NO. (RIPS) (IN -RIP) 1 13.43 2 10.26 3 10.03 - 2555.68 1532.08 1542.48 1 15.00 50. 4 2 5.52 50. 3 CONTROLLING ACTIONS --- AXIAL - -- SECT. FORCE MOMENT NO. (KIPS) (IN -KIP) 1 44.26 2 44.16 - 1385.24 - 1524.46 F I N A L F R A M E D E S I G S T R E S S S U M M A R Y - -- MAXIMUM STRESSES-- - AXIAL FBO FBI (KSI) (ESI) (KSI) 1.15 -24.23 -21.77 1.22 23.98 20.65 1.34 25.20 21.29 --- MAXIMUM STRESSES - AXIAL FBO FBI (KSI) (KSI) (KSI) 5.12 -17.21 -17.21 16.21 4.70 -17.24 -17.24 16.31 OUTER FL. BLDR ORDER if 90384 BLDR ACCOUNT It 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 WEB THK. 7.000 X .281 .219 7.000 X .281 .160 7.000 X .281 .120 - -- ALLOWABLE STRESSES-- - FA FBO FBI (KSI) (KSI) (KSI) 30.00 30.00 29.64 30.00 28.09 30.00 30.00 26.90 30.00 MEMBER NO. 4 JOINT 5 - 4 SECT. LENGTH YIELD NO. MAX SEG DEPTH AT DEPTH AT NO. (FT) STRESS SEGS SIZE START END OUTER FL. THE. 3.75 FT 12.00 IN 26.62 IN 8.000 X .313 .140 2.25 FT 26.62 IN 32.00 IN 8.000 X .313 .160 -- ALLOWABLE STRESSES- - FA F80 FBI (KSI) (ESI) (KSI) 30.00 23.47 30.00 23.65 COMB. STRESS LOAD INNER FL. RATIO COND 7.000 X .375 7.000 X .375 7.000 X .375 0.773 0.894 0.981 SHEAR FORCE ALLOW (KIPS) (RIPS) -8.52 8.99 -8.53 11.07 1 1 1 SHEAR FORCE ALLOW STRESS LOAD (KIPS) (KIPS) RATIO COND 23.50 27.55 0.853 1 13.20 19.80 0.667 1 2.82 5.51 0.512 18 WEB COMB. STRESS LOAD INNER FL. RATIO COND 8.000 X .313 0.975 11 8.000 X .313 0.940 11 STRESS LOAD RATIO COND 0.948 1 0.771 1 • t PAGE: F 26 DATE: 04/3.:790 PAGE: c2.1 'TIME: 02:16 PM. ORDER - #':077557 BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT;- ROBERT FLORY BLDR PHONE . # 206- 824 -2400 PROJ NAME — M:A.SEGALE ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70: -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 DATE: 04/30/90 TIME: 02:16. PM ORDER #.077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Pinned Base Plate SPLICE 4 01 LOAD NO 1 2 3 4 5 6 7 8 9 10 DESCRIPTION DL + CLL + SL DL + WLL DL + WLR. DL + CLL + SL +.5WLL DL + CLL + .5SL +WLL DL + CLL + SL +.5WLR DL + CLL + .5SL +WLR DL + CLL + EQL DL + CLL + EQR DL+CLL+1 /2SL+CR S P L I C E D E S I G N - A P( ‘I E D L O A D S S U M M A R Y AXIAL SHEAR MOMENT STRESS LOAD (kips) (kips) (in -k) FACTOR NO 40.26 -9.92 0.00 1.00 11 -11.56 6.74 0.00 1.33 12 -7.93 -3.62 0.00 1.33 13 32.01 -6.39 0.00 1.33 14 8.02 1.98 0.00 1.33 15 33.83 -11.07 0.00 1.33 16 11.63 -8.38 0.00 1.33 17 8.06 -1.23 0.00 1.33 18 9.40 -3.26 0.00 1.33 19 47.35 -9.45 0.00 1.00 20 BLDR ORDER # 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 . 1.00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts DESCRIPTION DL+CLL +1 /2SL +CR2 DL +CLL+1 /2WLL +CR1 DL +CLL +1 /2WLL +CR2 DL+CLL +1 /2WLR +CR1 DL +CLL+1 /2WLR+CR2 DL + CLL + 2.25EQL DL + CLL + 2.25EQR DL + CLL + USL DL+CLL +EQL +CR2 DL+CLL +EQR +CR1 G S PAGE: G2 AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 35.98 -7.24 0.00 1.00 23.32 -2.11 0.00 1.33 11.98 0.62 0.00 1.33 25.15 -6.79 0.00 1.33 13.78 -4.55 0.00 1.33 7.22 0.05 0.00 1.33 10.24 -4.53 0.00 1.33 37.96 -7.81 0.00 1.00 19.54 -2.39 0.00 1.33 32.25 -6.66 0.00 1.33 DATE: 04/30/90 TIME: 02:16 PM SPLICE # 01 S P L I C E D E S I G N - A R T ORDER # 077557. - PACIFIC NORTHERN CONST- • BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 -824 -2400 (TYPE) . (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF. 70' -0" ' 24' -0 " TYPE : Pinned Base Plate .. D I M E N S I O N S Dimensions at Connection 12.000" Flg. to Fig.: Dimension 0.000 Conn. Plate Angle (Degrees) 8.000" Offset from Structure Line Adjacent Depth Change Information 20 +_.6.219" Distance to Depth Change 02.06.2 Flg. to Flg. Dimension 0.000 Adj. P1. Angle (Degrees) . Column BLDR ORDER # 90384. BLDR ACCOUNT `# 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND).. (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts ■ DATE: 04/i'6790 .TIME: 02:16 PM ORDER ,# 077557 BLDR CONTACT — ROBERT DESIGN SYSTEM FRAME # SPLICE # 01 PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING BOLT DIAMETER BOLT TYPE WASHERS BOLT ROW S P L I C E D E S I G N - B 3 ?T S BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) 7 DESCRIPTION LRF 70• -0" 24• -0" TYPE : Pinned Base Plate STANDARD 0042360 NORMAL 10.000" 12.437" 0.500" 50.00 KSI • 0.375" 0_351 10 LOCATION : Cat. 2 Compression 8 0 L T 1.000" A307 NO BOLTS DIST FROM DIST FROM IN ROW EDGE PREV ROW OUTER 1 2 2.375" OUTER 2 2 6.375" 4.000" C O N C R E T E S T R E S S E S MIN. DESIGN FOOTING SIZE . CONCRETE STRENGTH CONTROLLING LOAD COND. NUMBER : ACTUAL ULTIMATE CONCRETE STRESS FACTORED ULT. ALLOW. CONCRETE STRESS : CONCRETE STRESS RATIO S P L I C E P L A T E 173.244 ( In " ;2 ) 3.000 ESI 10 0.609 ESI 1.806 ESI 0.337 I N F O R M A T I O N BOLT GAGES - INNER: 4.000" S P L I C E P L A T E PAGE: C4 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR). (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts DATE: 04/3u/90 TIME: 02:16 PM S P L I C E D E S I G N - B O L L G A D S / A L L O W A B L E S eTh C •5 PAGE: G5 ORDER 8 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER * 90384 BLDR ACCOUNT It 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 8 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 8 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 8 01 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Iry All. ft Act. Ft All. (Rips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: 1 2 2.890 2.890 3 1.983 1.983 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section i in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression Total Section is in Compression 0.000 10.000 0.000 20.000 2.147 13.329 3.680 26.659 1.152 13.329 2.525 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.817 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 10.000 0.000 20.000 0.000 10.000 0.000 20.000 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 0.000 10.000 0.000 20.000 0.000 13.329 0.000 26.659 0.000 13.329 0.000 26.659 DATE: 04/30/90 TIME: 02:16 PM ORDER * 077557 BUILDER - PACIFIC NORTHERN CONST BLDR CONTACT - ROBERT FLORY BLDR PRONE it 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME N 7 DESCRIPTION LRF 70• -0" 24• -0" TYPE : Pinned Base Plate . SPLICE * 01 SPLICE PLATE 0042360 �..: „10.000" X 12.437 ". X 0.500" OUTSIDE FLANGE 0.313 X 8.000 MAIN -WEB 0.140 INSIDE FLANGE X 8:000 0.375 S P L I C E 2.375" 4.000" 12.375 " D E S I G N 1 . L A Y O U T S K E T C H +- 4.000"-+ FFFFFFFFFFFFFFFFFFFFFFF W o W 0 W W W o W a w W w w w w w W w w w w w w w w w w w: w w w. w w w w w w w w W w FFFFFFFFFFFFFFFFFFFFFFF e"'""\ PAGE: G BLDR ORDER $ 90384 BLDR ACCOUNT * 20- 46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts BOLTS: 1.000" DIA A307 NO WASHERS DATE: 04/ .4:/90 TIME: 02:16 PM ORDER # "077557 BUILDER - BLDR CONTACT ROBERT FLORY DESIGN SYSTEM FRAME # 7 DES SPLICE # 01 • LOCATION DESCRIPTION COLUMN SIDE: OUTER 1 Main Flange INNER 1 Main Flange COLUMN SIDE: Main Web DESCRIPTION S P L I C E D E S I G N - F L A N G E TYPE : Pinned Base Plate PART NO. PART NO. PACIFIC NORTHERN CONST- BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT_) CRIPTION LRF 70' -0" 24' -0" F L A N G E P L A T E S SIZE T X W X L Inches --------- 0.313 X 8.000 0.313 X 8:000 W E B P L A T E S SIZE X OL X IL Inches W E B P L A T E I N F O R M A T I O N BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin - S Nuts MAXIMUM STRESSES DIST FROM - TENSION - COMPRESSION EDGE ACT. ALLOW ACT. ALLOW (In.) (Ksi) (Ksi) (Ksi) (Ksi) 0.375 1.32 39.99 7.17 45.00 0.158 10 0.062 0.09 39.99 7.17 45.00 0.158 10 SHEAR --- ACT.. ALLOW (Ksi) (Ksi) egiN Po E : G7 . CSR LOAD COND MAXIMUM STRESSES - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW COND (Ksi) (Ksi) (Ksi) (Ksi) 13.26 20.00 7.37 39.99 7.17 45.00 0.663 1 i DATE: 04/30 /90 TIME: 02:16 PM BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT — ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Pinned Base Plate ORDER # 077557 SPLICE # 01 COLUMN SIDE DESCRIPTION 1 -OUTER 1 . Main Flange Flange to Cap Plate INNER`1'! Main.Flange • Flange to Cap. Plate Main Web Web to Web to DESCRIPTION S P L I C E FULL STRENGTH D E S IG N E L D I N F O R M A T I O N F L A N G E P L A T E S WELD SIZE — FILLET --- -- - --- ---- PENETRATION Out Face In Face Out Face In 3/16" 3/16" Face W E B P L A T E S WELD SIZE — LENGTH — - - -- FILLET. --- PENETRATION Near S. Far S. Near Side Far Side — Outer Bolts 9.000" 1 /8" 1 /8" — Remaining 1/8" BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext SW Pin — S. Nuts TENSION (k /in) 0.42 0.02 TENSION (k /in) r >JS PAGE: MAXIMUM STRESSES SHEAR ALLOW CSR (k /in) (k /in) G LOAD COND 3.71 0.113 2 3.71 0.007 2 MAXIMUM STRESSES'--------. SHEAR ALLOW CSR LOAD (k /in) (k /in) COND 1.03 0.00 4.95 0.209 2 1.86 1.86 1.000 1 DATE: 04 /.i'U /90 TIME: 02:16 PM ORDER. 4 077557 BUILDER - ?ACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0 " TYPE : Ext Col - Roof Beam Knee SPLICE 4 02 LOAD NO DESCRIPTION -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL + SL 2 DL + WLL 3 DL + WLR 4 DL + CLL + SL +.5WLL 5 DL + CLL + .5SL +WLL 6 DL + CLL + SL +.5WLR 7 DL + CLL + .5SL +WLR 8 DL + CLL + EQL 9 DL '+ CLL + EQR S P L I C E D E S I .G N AXIAL SHEAR MOMENT STRESS LOAD (kips) (kips) (in -k) FACTOR NO 3.00 0.00 - 1564.58 1.00 10 0.00 0.00 1564.58 1.00 11 39.76 -9.93 - 2043.66 1.00 12 -12.16 1.46 837.54 1.33 13 -8.51 -0.32 - 532.15 1.33 14 31.50 -8.54 - 1486.01 1.33 15 7.47 -3.30 -139.76 1.33 16 33.32 -9.43 - 2170.86 1.33 17 11.12. -5.08 - 1509.46 1.33 18 7.55 -1.2e - 229.55 1.33 19 8.89 -3.20 - 703.35 1.33 20 A P;.: I E D L O A D S S U M M A R Y OS PAGE: BLDR ORDER .4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : - 2 Row Outer Hmhd - Horiz DESCRIPTION DL +CLL +1 /2SL+CR1 DL+CLL+1 /2SL+CR2 DL+CLL+1 /2WLL +CR1 DL+CLL+1 /2WLL +CR2 DL +CLL +1 /2WLR +CRI DL +CLL+1 /2WLR+CR2 DL + CLL + 2.25EQL DL + CLL + 2.25EQR DL + CLL + USL DL +CLL+EQL+CR2 DL +CLL+EQR +CR1 AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 24.07 -8.37 - 1190.98 1.00 23.89 -8.37 - 1120.00 1.00 0.05 -3.13 155.26 1.33 -0.22 -3.13 226.24 1.33 1.87 -4.03 - 529.58 1.33 1.70 -4.02 - 458.60 1.33 6.71 -0.07 66.57 1.33 9.73 -4.41 - 999.47 1.33 37.46 -7.81 - 1545.77 1.00 7.46 -3.56 -94.50 1.33 8.98 -5.49 - 639.28 1.33 G9 DATE: 04 /Su /90 TIME: 02:16 PM ORDER k 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz Column Roof Beam Dimensions at Connection Hammerhead Dimension 7.875" Fig. to Flg. Dimension 32.000" 33.000" Part Slope 1.000 TO 12 Conn. Plate Angle (Degrees) 0.000 0.000 Offset from Structure Line 8.000" 0.125" ' Main Flange Dimensions Outer Flange Width 7.000" Thickness 0.281" Inner Flange Width : 7.000" Thickness 0.375" Adjacent Depth Change Information Distance to Depth Change 20'- 6.219" 11'- 8.127" Flg. to Fig. Dimension 12.000" 16.000" Adj. P1. Angle (Degrees) 0.000 0.000 S P L I C E • D E S I G N F A R T D I M E N S I O N S S PAGE: C-10 DATE: 04/30/90 TIME: 02:16 PM ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT' — ROBERT FLORY BLDR PHONE '# 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" .24' -0" TYPE : Ext Col — Roof Beam Knee SPLICE# 02 PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE'LENGTH PLATE THICKNESS PLATE YIELD. STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. •• CONTROLLING LOCATION BOLT DIAMETER BOLT TYPE WASHERS BOLT ROW OUTER 1 OUTER 2 OUTER 3 4 BOLTS DIST FROM III ROW EDGE 2 . 1.875" • 6.375" 9.875" S P L I C E D E S I G N S P L I BOTH SIDES STANDARD 0040693 NORMAL 8.000" 39.875" 0.500" 50.00 KSI 0.000" 0.567 +50% Side 1 Inner Row 2 B O L T I N F O R M A T I O N 0.750" .BOLT GAGES A325 NO DIST FROM PREV ROW 4.500" 3.500" - W E B S H E A R ' NO STIFFENERS ARE "REQUIRED FOR WEB SHEAR C E P L A T E E BOLT ROW INNER 2 INNER 1 BLDR ORDER # 90384 PROJ NAME — M.A.SEGALE ENGR.GRP — VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH USC 88 1.00 TO 12 SUBTYPE 2 Row Outer Hmhd — Horiz — INNER: 3.250" S P L I C E P L A T E # BOLTS DIST FROM DIST FROM IN ROW EDGE PREV ROW 6.375" 4.500" 1.875" PAGE: C11 BLDR ACCOUNT 4 20 -46- 033 -02 S P L I C E D E S I G N - B O L L O A D S / A L L O W A B L E S L .J5 PAGE: 6112 DATE: 04/30/90 TIME: 02:16 PM ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROD NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 4 02 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft A11. (Rips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: -50% +50% 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 'la: ..' 19 20 9.673 7.829 6.394 0.000 0.000 0.000 9.183 6.995 5.293 0.000 0.000 0.356 3.589 2.992 2.528 6.397 4.835 3.621 0.171 0.088 0.024 10.684 8.272 6.396 8.541 6.785 5.419 0.694 0.489 0.330 3.649 2.852 2.232 5.254 3.989 3.005 4.304 3.629 2.715 0.000 0.000 0.000 0.000 0.000 0.000 3.151 2.529 2.045 2.724 2.185 1.766 Total Section is in Compression 5.453 4.302 3.406 6.139 4.572 3.354 0.019 0.000 0.000 3.229 2.512 1.954 0.000 0.000 0.000 21.000 21.895 44.000 10.539 12.592 0.000 21.000 28.502 44.000 0.000 0.000 2.248 21.000 20.786 44.000 5.981 7.052 0.332 27.992 15.963 58.651 0.000 0.000 0.072 27.992 8.123 58.651 0.000 0.000 1.933 27.992 14.480 58.651 0.000 0.000 0.748 27.992 0.387 58.651 0.000 0.000 2.135 27.992 24.184 58.651 0.000 0.000 1.151 27.992 19.333 58.651 0.000 0.000 0.290 27.992 1.571 58.651 0.000 0.000 0.725 27.992 8.259 58.651 0.000 0.000 1.895 21.000 11.892 44.000 0.000 0.000 1.895 21.000 10.875 44.000 1.043 1.247 0.710 27.992 2.822 58.651 1.534 1.831 0.709 27.992 4.145 58.651 0.000 0.000 0.912 27.992 7.133 58.651 0.000 0.000 0.911 27.992 6.165 58.651 0.016 27.992 0.000 58.651 0.000 0.000 0.998 27.992 12.343 58.651 0.000 0.000 1.769 21.000 13.896 44.000 0.000 0.000 0.807 27.992 0.044 58.651 0.000 0.000 1.243 27.992 7.310 58.651 DATE: 04j:,J /90 TIME: 02:16 PM S P L I C E D E S I G N - B O L O A D S ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE % 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Beam Knee SPLICE # 02 LOAD OUTER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 (Kips per Bolt) ROOF BEAM SIDE: -50% 9.708 7.900 +50% 0.000 0.000 1 9.434 7.281 2 0.000 0.000 3 3.575 2.989 4 6.591 5.054 5 0.192 0.110 6 10.908 8.537 7 8.631 6.909 8 0.731 0.529 9 3.711 2.929 10 5.404 4.159 11 4.951 3.794 12 0.000 0.000 13 0.000 0.000 14 3.172 2.562 15 2.742 2.214 16 17 5.526 4.396 18 6.359 4.815 19 0.014 0.000 20 3.291 2.586 6.495 0.000 5.606 0.398 2.533 3.857 0.046 6.693 5.569 0.372 2.320 3.190 2.894 0.000 0.000 2.087 1.803 Total Section is in Compression 3.518 3.614 0.000 2.038 / A L L O W A B L E S } DS PAGE: G13 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA - (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz INNER EDGE SHEAR INNER 2 INNER 1 fv Act. Fv All. - -- (Ksi) (Ksi) TENSION ft Act. Ft All. (Ksi) (Ksi) 0.000 0.000 0.000 21.000 21.973 44.000 10.235 12.268 0.000 21.000 27.770 44.000 0.000 0.000 2.248 21.000 21.355 44.000 5.926 6.979 0.332 27.992 15.797 58.651 0.000 0.000 0.072 27.992 8.093 58.651 0.000 0.000 1.933 27.992 14.920 58.651 0.000 0.000 0.748 27.992 0.435 58.651 0.000 0.000 2.135 27.992 24.690 58.651 0.000 0.000 1.151 27.992 19.536 58.651 0.000 0.000 0.290 27.992 1.656 58.651 0.000 0.000 0.725 27.992 8.400 58.651 0.000 0.000 1.895 21.000 12.233 44.000 0.000 0.000 1.895 21.000 11.208 44.000 1.012 1.214 0.710 27.992 2.748 58.651 1.493 1.787 0.709 27.992 4.046 58.651 0.000 0.000 0.912 27.992 7.180 58.651 0.000 0.000 0.911 27.992 6.207 58.651 0.016 27.992 0.000 58.651 0.000 0.000 0.998 27.992 12.508 58.651 0.000 0.000 1.769 21.000 14.395 44.000 0.000 0.000 0.807 27.992 0.032 58.651 0.000 0.000 1.243 27.992 7.449 58.651 DATE: 04/30/90 TIME: 02:16 PM SPLICE 4 02 OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.313 X 8.000 INSIDE FLANGE 0.313 X. 8.000 S P L I C E D E S ORDER 8 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT — ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col — Roof Beam Knee SPLICE PLATE 0040693 COLUMN SIDE - - >1 8.000" X 39.875" X 0.500" —+ 1.875" 4.500" 3.500" 23.625" 32. 7.875' 00" 4.500" +--- 1.875" I N ( L A Y O U T T BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd — Horiz +— 3.250 " —+ HFHFHFHFHFHEFEFEFEFEFEF W o W o W W o W o W FFFFFFFFFFFFGSGSGSGSGSG W o W o K W W W W W W K W x FFFFFFFFFFFFMSMSMSMSMSM S K E T C H -- ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS — +— I END FLANGE 0.375 X 8.000 X 29.000 7.875" 32.000" .s PAGE: C14 GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS /FS MAIN WEB 0.219 MAIN STIFFENER 0.313 X 3.750 X 32.125 NS /FS re) DATE: 04/.3u/90 TIME: 02:16 PM S P L I C E D E S I G N - F L A N G E D W E B P L A T E I N F O R M A T I O N ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" SPLICE #.02 TYPE : Ext Col - Roof Beam Knee F L A N G E P L A T E S DS PAGE: G15 BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz MAXIMUM STRESSES - LOCATION DESCRIPTION PART NO. SIZE •DIST FROM - TENSION - COMPRESSION CSR LOAD T X yi X L EDGE ACT. ALLOW ACT. ALLOW COND Inches --- -- - - -- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 3.43 30.00 10.53 45.00 0.233 +50% 7.875 5.10 30.00 2.43 45.00 0.170 -50% OUTER 3 Main Flange 0.313 X 8.000 INNER 1 Main Flange 0.313 X 8.000 0.000 4.65 30.00 20.86 45.00 0.463 1 OUTER 1 End Flange 0.345 Y 8.000 X 29.000 0.000 3.01 30.00 10.91 45.00 0.241 +50% ROOF BEAM SIDE: OUTER 3 Gusset Stiffener 0030877 0.250 .X 3.000 X 6.000 7.875 8.66 30.00 2.92 45.00 0.289 -50% INNER 1 Main Stiffener 0.313 X 3.750 X 32.125 0.000 4.84 30.00 19.63 45.00 0.435 1 DESCRIPTION COLUMN SIDE: Outer Hammerhead Gusset Main Web ROOF BEAM SIDE: Main Web W E B P L A T E S MAXIMUM STRESSES PART NO. SIZE - SHEAR - -- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND Inches (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0030925 0.250 X 7.500 X 6.000 X 10.000 18.43 20.00 10.91 30.00 10.72 45.00 0.922 +50% 0.160 3.31 20.00 27.27 30.00 21.03 45.00 0.908 +50% 0.219 7.02 11.39 19.35 30.00 19.80 45.00 0.644 +50% DATE: 04 i /90 TIME: 02:16 PM ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Beam Knee SPLICE # 02 COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Cap Plate OUTER 3 Main Flange Flange to Cap Plate INNER 1 Main Flange Flange to Cap Plate DESCRIPTION .Outer Hammerhead Gusset Gusset to Cap Plate Gusset to Hammerhead Flange Gusset to Main Flange Main Web Web to Cap Plate - Outer Bolts Web to Cap Plate - Inner Bolts Web to Cap Plate - Remaining S P L I C E D E S I G N -(M E L D FULL STRENGTH YES YES 5.000" 9.000" F L A N G E P L A T E S WELD SIZE - --- FILLET - -- PENETRATION --- ---- -- Out Face In Face Out Face In Face 3/16" U 5/16" +1/16" 3/16" 3/16" 5/16" I N F O R M A T I O N W E B P L A T E S WELD SIZE - LENGTH - FILLET - -- PENETRATION -- - - - - -- Near S. Far S. Near Side. Far Side 3/16" 3/16" 5/16" 5/16" 1 /8" 3/16" 1 /8" 1/8" 1 /8" 90384 BLDR ACCOUNT # BLDR ORDER # PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz -- - -- MAXIMUM STRESSES - TENSION SHEAR ALLOW CSR (k /in) (k /in) (k /in) IS PAGE: C.16 20- 46- 033 -02 LOAD COND 1.33 11.25 0.119 -50% 1.62 5.57 0.292 -50% U 3/16 +1/16" 1.48 9.39 0.158 +50% MAXIMUM STRESSES - - ---- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 2.73 5.57 0.490 -50% 4.61 4.64 0.993 +50% 4.08 4.64 0.878 +50% 1.84 0.00 3.71 0.496 -50% 4.36 0.00 4.64 0.940 +50% 0.53 1.86 0.285 1 DATE: 04/30/90 TIME: 02:16 PM ORDER N 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT — ROBERT FLORY BLDR PHONE 4 206- 824 -240 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME * 7 DESCRIPTION LRF 70' -0" 24' -0" SPLICE .# 02 TYPE : Ext Col - Roof Beam Knee ROOF BEAM SIDE F L A N G E P L A T E S FULL WELD SIZE DESCRIPTION - -- - --- STRENGTH - - -- FILLET PENETRATION -- - - - Out Face In Face Out Face In Face OUTER 1 End Flange YES 3/16" U 5/16" +1/16" Flange to Cap Plate 3/16' End Flg to Outer Flg OUTER 3 Gusset Stiffener 3/16" 3/16" Stiffener to Cap Plate 1/8" Stiffener to Web Plate . INNER 1 Main Stiffener Stiffener to Cap Plate Stiffener to Web Plate Main Web Web to Web to Web to Web to Web to DESCRIPTION Cap Plate - Cap Plate - Cap Plate -- End Flange Opposite Flange Outer Bolts Inner Bolts Remaining S P L I C E W E B P L A T E S WELD SIZE - LENGTH - ---- FILLET -- --------- PENETRATION Near S. Far S. Near 13.000" 9.000" D E S I G N - (ThLD I N F O R M A T I O N ' • PAGE: C:17 3/16" 3/16 3/16" 3/16" 3/16" 3/16" 3/16" 3/16" 3/16" BLDR ORDER 4 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz Side Far Side MAXIMUM STRESSES - - - - - -- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 1.16 11.25 0.103 -50% 0.00 2.78 0.000 1 2.16 5.57 0.389 -50% 1.12 1.86 0.608 -50% 1.51 2.73 4.24 2.78 0.544 +50% 1.76 2.78 0.635 -50% MAXIMUM STRESSES TENSION SHEAR ALLOW CSR (k /in) (k /in) (k /in) 1.34 1.27 1.34 0.42 0.91 5.57 5.57 2.78 2.78 2.78 0.547 0.795 0.481 0.152 0.326 LOAD COND -50% +50% - 50% +50% - 50% DATE: 04/3u790 TIME: , 02:16 -PM SPLICE 4 03 LOAD DESCRIPTION NO -50% MOMENT CAPACITY +50% MOMENT CAPACITY 1 DL + CLL +.SL 2 DL + WLL 3 DL + WLR 4 DL + CLL + SL +.5WLL 5 DL + CLL + .5SL +WLL 6 DL + CLL + SL +.5WLR 7 DL + CLL + .5SL +WLR 8 DL + CLL + EQL 9 DL + CLL + EQR S P L I C E • D E S I :G N AXIAL (kips) 0.00 0.00 9.96 -1.21 -0.93 8.69 3.57 8.83 3.84 2.15 2.33 SHEAR MOMENT STRESS (kips) (in - FACTOR 0.00 0.00 - 0.03 - 2.07 1.59 -1.07 -2.08 0.77 1.58 - 0.7d 0.64 - 1250.15 1250.15 1599.48 - 278.86 - 271.15 1359.88 495.52 1363.73 503.23 350.82 349.15 - A PI E D ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE It 206- 824 -2400 (TYPE) (WIDTH). (HEIGHT) DESIGN SYSTEM FRAME_* 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ridge LOAD NO L O A D S S U M M A R Y C:- :; PAGE: C18 BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 0/I Extens - Comp.Bm DESCRIPTION 1.00 10 DL +CLL+1 /2SL+CR1 1.00 11 DL +CLL +1 /2SL+CR2 1.00 12 DL+CLL+1 /2WLL+CR1 1.33 13 DL +CLL +1 /2WLL +CR2 1.33 14 DL+CLL +1 /2WLR +CR1 1.33 15 DL+CLL +1 /2WLR+CR2 1.33 16 DL + CLL + 2.25EQL 1.33 17 DL + CLL + 2.25EQR 1.33 18 DL + CLL + USL 1.33 19 DL+CLL+EQL+CR2 1.33 20 DL+CLL+EQR +CR1 AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 8.38 -0.13 959.72 1.00 8.37 -0.33 959.72 1.00 3.26 -1.16 95.36 1.33 3.24 -1.34 95.36 1.33 3.40 0.68 99.21 1.33 3.38 0.50 99.22 1.33 2.03 -1.54 351.86 1.33 2.45 1.47 348.11 1.33 7.65 -2.21 1284.52 1.00 4.42 -0.99 335.80 1.33 4.62 0.54 334.13 1.33 DATE:. 04/30/90 TIME: +02:16., PM S P L I C E : D E S I G N A R T D I M E N S I O N S BUILDER — PACIFIC NORTHERN CONST— BLDR ,.... : PHONE 4 206- 824 -2400 (TYPE). (WIDTH) "` (HEIGHT) DESIGN SYSTEM-FRAME 4 7 DESCRIPTION LRF .70' -0" 24' -0" SPLICE 4 03 TYPE':- Ridge ORDER *i=07755 BLDR'CONTACT --ROBERT FLORY Dimensions at Connection Fig. toFlg. Dimension Part. Slope Conn. Plate Angle (Degrees) Adjacent Depth Change Information Distance to Depth Change Flg.'to Flg_.Dimension Adj. Angle (Degrees) . Left Roof Beam 28.000" 1.000 TO 12 4.764 20'— 2.614" 16.000" 0.000 BLDR ORDER $.'90384 BLDR ACCOUNT 4 -.20 -46- 033 -02 PROJ NAME -- M.A.SEGALE ENGR GRP VISALIA (SNOW) (WIND) (CODE /YEAR). (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE 0/I Extens CampBm . Right Roof Beam 28.000" 1.000 TO 12 4.764 20'— 2.614 " 16.000" 0.000 PAGE: C19 DATE: 04" /J0/90 TIME: 02:16 PM ORDER 1 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME 11 SPLICE 11 03 PLATE TYPE PART NUMBER ORIENTATION PLATE WIDTH PLATE LENGTH PLATE THICKNESS PLATE YIELD STRESS PLATE OFFSET DESIGN STRESS RATIO CONTROLLING COND. CONTROLLING LOCATION BOLT DIAMETER BOLT TYPE WASHERS BOLT .' BOLTS DIST FROM EM ROW EDGE ROW OUTER 1 OUTER 2 BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE 1 206 -824 -2400 (TYPE) (WIDTH) (HEIGHT) 7 DESCRIPTION LRF 70' -O" 24' -0" TYPE : Ridge S P L I C E P L A T E BOTH SIDES STANDARD 0031319 NORMAL 8.000" 33.500" 0.625" 50.00 KSI 2.750" 0.421 1 Sid. 1 Inner Flg + 2 B O L T I N F O R M A T I O N 0.750' BOLT GAGES - INNER: 3.250" A325 NO 1.250" 4.750" S P L I C E D E S I G N . - B T S / S P L I C E P L A'T E' DIST. FROM PREY ROW 3.500" BOLT ROW INNER 2 INNER 1 BLDR ORDER 11 90384 BLDR ACCOUNT 8- 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 0/I Extens - Comp Bm 11 BOLTS DIST FROM DIST FROM IN ROW EDGE PREP ROW 2 4.750" 2 1.250" 3.500" JDS PAGE: G 20 DATE: 04/30/90 TIME: 02:16 PM ORDER 4 077557 BUILDER - PACIFIC NORTHERN COAST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24• -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm SPLICE 4 03 S P L I C E D E S I G N - BO ) L O A D S / A L L O W A B L E S eiN .�5 PAGE: G21 LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Kips per Bolt) (Ksi) (Ksi) (Ksi) (Ksi) LEFT ROOF BEAM SIDE: -50% 12.607 10.351 0.000 0.000 0.000 21.000 28.537 +50% 0.000 0.000 10.404 12.875 0.000 21.000 29.144 1 0.000 0.000 12.363 15.507 0.224 21.000 35.099 2 2.910 2.408 0.000 0.000 0.613 27.992 6.586 3 2.793 2.305 0.000 0.000 0.427 27.992 6.323 4 0.000 0.000 ( 10.497 13.169 0.099 27.992 29.808 5 0.000 0.000 3.798 4.770 0.503 27.992 10.797 6 0.000 0.000 10.499 13.177 0.424 27.992 29.827 7 0.000 0.000 3.801 4.786 0.537 27.992 10.833 8 0.000 0.000 2.720 3.410 0.149 27.992 7.720 9 0.000 0.000 2.676 3.361 0.237 27.992 7.608 10 0.000 0.000 7.164 9.039 0.160 21.000 20.461 11 0.000 0.000 7.168 9.043 0.102 21.000 20.470 12 0.000 0.000 0.428 0.587 0.251 27.992 1.329 13 0.000 0.000 0.432 0.591 0.302 27.992 1.339 14 0.000 0.000 0.425 0.588 0.272 27.992 1.331 15 0.000 0.000 0.429 0.592 0.221 27.992 1.341 16 0.000 0.000 2.748 3.440 0.386 27.992 7.788 17 0.000 0.000 2.648 3.330 0.474. 27.992 7.538 18 0.000 0.000 9.982 12.508 0.443 21.000 28.313 19 0.000 0.000 2.349 2.995 0.175 27.992 6.781 20 0.000 0.000 2.296 2.937 0.261 27.992 6.647 44.000 44.000 44.000 58.651 58.651 58.651 58.651 58.651 58.651 58.651 58.651 44.000 44.000 58.651 58.651 58.651 58.651 58.651 58.651 44.000 58.651 58.651 DATE: 04/30/90 TIME: 02:16 PM RIGHT ROOF BEAM SIDE: -50% 12.607 10.351 +50% 0.000 0.000 1 0.000 0.000 2 2.910 2.408 3 2.793 2.305 4 0.000 0.000 5 0.000 0.000 6 0.000 0.000 7 0.000 0.000 8 0.000 0.000 9 0.000 0.000 10 0.000 0.005 11 0.000 0.000 12 0.000 0.000 13 0.000 0.000 14 0.000 0.000 15 0.000 0.000 16 . 0.000 0.000 17 0.000 0.000 18 0.000 0.000 19 0.000 0.000 20 0.000 0.000 S P L I C E D E S I G N - B O L i. L O A D S / A L L O W A B L E S (Kips per Bolt) DS PAGE: C;22 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4 90384 BLDR ACCOUNT it 20 -46- 033 -02 I BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROD NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME () 7 DESCRIPTION LRF 70• -0" 24 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 4 03 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm LOAD OUTER EDGE INNER EDGE SHEAR TENSION NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fir All. ft Act. Ft All. (Ksi) (Ksi) (Ksi) (Ksi) 0.000 0.000 0.000 21.000 28.537 44.000 10.404 12.875 0.000 21.000 29.144 44.000 12.363 15.507 0.224 21.000 35.099 44.000 0.000 0.000 0.613 27.992 6.586 58.651 0.000 0.000 0.427 27.992 6.323 58.651 10.497 13.169 0.099 27.992 29.808 58.651 3.798 4.770 0.503 27.992 10.797 58.651 10.499 13.177 0.424 27.992 29.827 58.651 3.801 4.786 0.537 27.992 10.833 58.651 2.720 3.410 0.149 27.992 7.720 58.651 2.676 3.361 0.237 27.992 7.608 58.651 7.164 9.039 0.160 21.000 20.461 44.000 7.168 9.043 0.102 21.000 20.470 44.000 0.428 0.587 0.251 27.992 1.329 58.651 0.432 0.591 0.302 27.992 1.339 58.651 0.425 0.588 0.272 27.992 1.331 58.651 0.429 0.592 0.221 27.992 1.341 58.651 2.748 3.440 0.386 27.992 7.788 58.651 2.648 3.330 0.474 27.992 7.538 58.651 9.982 12.508 0.443 21.000 28.313 44.000 2.349 2.995 0.175 27.992 6.781 58.651 2.296 2.937 0.261 27.992 6.647 58.651 DATE: 04/36790 TIME: 02:16 PM ORDER 8 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 8 90384 BLDR ACCOUNT 6 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLUR PHONE f 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 8 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE 8 03 TYPE : Ridge SUBTYPE : 0/I Extens - Comp Bm SPLICE PLATE 0031319 8.000" X 33.500" K 0.625" OUTSIDE FLANGE 0.281 H 7.000 MAIN WEB 0.120 INSIDE FLANGE 0.375 8 7.000 S P L I C E D E S I G N L A Y O U T S K E T C H e PAGE: C.23 1.250" I. 2.750 " 3.500" 24.000" 3.500" 1.250" LEFT ROOF BEAM SIDE - - >I( -- RIGHT ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS +- 3.250 " -+ 28.097" O 0 FFFFFFFFFFFFFFFFFFFFFFF W O W o W W W W W W W W W W W W W . W W W W W . W W W W. W x W . W o W o W FFFFFFFFFFFFFFFFFFFFFFF O 0 2.750" OUTSIDE FLANGE 0.281 I 7.000 28.097 " - .MAIN WEB 0.120 INSIDE FLANGE 0.375 Z 7.000 DATE: 04/3U'90 TIME: 02:16 PM ORDER .# 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME # SPLICE # 03 LOCATION DESCRIPTION PART NO. RIGHT ROOF BEAM SIDE: OUTER 2 Main Flange INNER 2 Main Flange DESCRIPTION LEFT ROOF .'BEAM SIDE: Main Web 'RIGHT ROOF BEAM SIDE: Main web S P L I C E D E- S I G N - F L A N G E BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206 (TYPE) (WIDTH) 7 DESCRIPTION LRF 70' -0° TYPE : Ridge LEFT ROOF BEAM SIDE: OUTER 2 Main Flange 0.281 I 7.000 INNER 2 Main Flange 0.375 X 7.000 PART NO. .0.120 F L A N G E 0.28 X 7.000 0.375 I 7.000 0.120 SIZE T I • W.• X L 'Inches - --- SIZE W I Inches - 824 -2400 (HEIGHT) 24' -0" W E B BLDR ORDER PROJ NAME (SNOW) 25 PSF SUBTYPE : P L A T E S W E B ' P L A T E S S P L A T E I N F O R M A T I O N DIST FROM EDGE (In.) 2.750 2.653 2.750 2.653 — SHEAR - -- OL I IL ACT. ALLOW (Ksi) (Esi) # 90384 - M.A.SEGALE (WIND) (CODE /YEAR) 80 MPH UBC 88 0/I Extens - 0.94 26.66 0.94 26.66 - - -- MAXIMUM STRESSES - TENSION - COMPRESSION ACT. ALLOW ACT. ALLOW .(Ksi) (Ksi) (Esi) (Ksi) 17.09 30.00 15.46 30.00 17.09 30.00 15.46 30.00 MAXIMUM STRESSES - ---- ---- ------ - TENSION - COMPRESSION CSR LOAD ACT. ALLOW ACT. ALLOW CORD (Ksi) (Ksi) (Ksi) (Ksi) 30.64 30.00 30.64 30.00 F L 'S PAGE: C BLDR ACCOUNT # 20 -46- 033 -02 ENGR GRP - VISALIA (SLOPE) 1.00 TO 12 Comp Ba CSR LOAD CORD 24.67 45.00 0.570 -50% 14.43 45.00 0.515 1 24.67 45.00 0.570 -50% 14.43 45.00 0.515 1 24.87 45.00 1.021 24.87 45.00 1.021 1 bATE:'04 /3 TIME: 02:16 PM ORDER (F 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE .4 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME a 7 DESCRIPTION LRF 70'-0" 24' -0" TYPE : Ridge SPLICE 8 03 LEFT ROOF BEAM SIDE DESCRIPTION OUTER 2 Main Flange YES Flange to Cap Plate INNER 2 Main Flange YES Flange to Cap Plate DESCRIPTION Main Web Web to Cap Web to Cap Web to Cap Plate - Outer Bolts Plate - Inner Bolts Plate - Remaining S P L I C E D E S I G N FULL STRENGTH F L A N G E P L A T E S - -- WELD SIZE -- -- FILLET - - -- -- PENETRATION Out Face In Face Out Face In Face 5/16" 5/16" 1/4 ". 1/4" W E B P L A T E S WELD SIZE - LENGTH - ---- FILLET - -- --- PENETRATION --- ---- -- Far Side 5'.000" 5.000" Near S. Far S. 1/8" 1 /8" 1/8" 1/8" 1/8" Near L D I N F O R M A T I O N PAGE: C.25 BLDR ORDER A 90384 BLDR ACCOUNT a 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : O/I Extens - Comp Bm Side J 1/8" - +1/16" MAXIMUM STRESSES TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 4.88 8.43 0.580 -50% 5.89 11.25 0.524 MAXIMUM STRESSES - -- ----- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) CORD 2.99 0.00 3.71 0.804 -50% 3.68 0.00 3.71 0.990 1 0.11 2.47 0.046 2 DATE: 04/x0/90 TIME: 02:16 PM ORDER # 077557 BLDR CONTACT - ROBERT DESIGN SYSTEM FRAME # SPLICE # 03 RIGHT ROOF BEAM SIDE 2 Main Flange Flange to Cap .Plate YES 5/16" 5/16" INNER 2 Main Flange Flange to Cap Plate YES 1/4" 1/4" Main Web Web to Web to Web to DESCRIPTION DESCRIPTION Cap Cap Cap Plate - Outer Bolts Plate - Inner Bolts Plate - Regaining S P L I C E D E S I G N - 1 y L D I N F O R M A T I O N BUILDER - PACIFIC NORTHERN CONST- FLORY BLDR PHONE # 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ridge FULL STRENGTH 5.000" 5.000" F L A N G E P L A T E S - - --- -- --- WELD SIZE - - -- FILLET -- -- PENETRATION Out Face In Face Out Face In Face 1/8" 1/8" 1 /8" • WEB • P L A T E S WELD SIZE - LENGTH - ---- FILLET -- PENETRATION Near S. Far S. Near Side Far Side 1/8" 1/8" BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 0/I Extens - Comp Ba J 1 /8" +1/16" 5.89 MAXIMUM STRESSES - - - - - -- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 4.88 8.43 0.580 -50% 11.25 0.524 1 MAXIMUM STRESSES -- - --- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) COND 2.99 3.68 0.00 0.00 0.11 3.71 3.71 2.47 PAGE: C 26 0.804 0.990 0.046 -50% 1 2 S P L I C E . D E S I G N - A P g ' - I E D L O A D S S U M M A R Y DATE: 04/30/90 .':. TIME: 02:16 PM N -- PAGE: C27 ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts LOAD DESCRIPTION AXIAL SHEAR MOMENT STRESS LOAD DESCR IPTION AXIAL SHEAR MOMENT STRESS NO (kips) (kips) (in_k) FACTOR NO (kips) (kips) (in_k) FACTOR 1 DL + CLL + SL 34.93 -9.92 0.00 1.00 11 DL +CLL +1 /2SL +CR2 44.19 -9.48 0.00 1.00 2 DL + WLL -5.56 -3.64 0.00. 1.33 12 DL +CLL +1 /2WLL +CR1 1 -4.57. 0.00 1.33 3 DL + WLR -9.19 6.77 0.00 1.33 13 DL +CLL+1 /2WLL+CR2 25.58 -6.80 0.00 1.33 4 DL + CLL + SL +.5WLL 29.92 -11.09 0.00 1.33 14 DL +CLL+1 /2WLR+CR1 12. 0.63 0.00 1.33 5 DL + CLL + .5SL +WLL 11.31 -8.41 0.00 1.33 15 DL+CLL+1 /2WLR+CR2 23.75 -2.10 0.00 1.33 6 DL + CLL + Sr. +.5WLR 28.09 -6.38 0.00 1.33 16 DL + CLL + 2.25EQL 9.25 -4.69 0.00 1.33 7 DL + CLL + .5SL +WLR 7.69 2.00 0.00 1.33 17 DL + CLL + 2.25EQR 6.23 0.21 0.00 1.33 8 DL + CLL + EQL 8.41 -3.33 0.00 1.33 18 DL + CLL + USL 23.36 -7.81 0.00 1.00 9 DL + CLL + EQR 7.07 - 1 .1 8 0.00 1.33 19 DL+CLL+EQL +CR2 31.27 -6.73 0.00 1.33 10 DL +CLL+1 /2SL +CR1 32.83 - 7 0.00 1.00 20 DL +CLL +EQR +CR1 18.56 -2.35 0.00 1.33 DATE: 04 /30/90 TIME:. 02:16 PM ORDER #:07.7557 BUILDER - ?ACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESCRIPTION LRF 70' -0" 24' -0" TYPE : Pinned Base Plate DESIGN SYSTEM FRAME.# SPLICE # .04. Dimensions at Connection Flg. to Flg. Dimension Conn. Plate Angle (Degrees) Offset from Structure Line Adjacent Depth Change Inforaation Distance to Depth Change Flg. to Flg. Dimension Adj. P1: Angle (Degrees) S P L I C E D E S I G N _ ( A R T D I M E N S I O N S . Column 12.000" 0.000 8.000" 20'- 6.219" 32.000" 0.000 BLDR ORDER # 90384 BLDR ACCOUNT # PROJ NAME - M.A.SEGALE ENGR GRP - (SNOW) (WIND) (CODE /YEAR). (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : No Ext.SW Pin - S Nuts PAGE: C28 20 -46- 033 -02 VISALIA -: S P L I C E D E S I G N - B S / S P L I C E P L A T E ,DATE: 04/iv"/90 TIME: 02:16 PM ORDER #.077557. BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROD NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 'SPLICE # 04' TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts - »- PLATE TYPE STANDARD PART NUMBER 0042360 ORIENTATION NORMAL PLATE WIDTH 10.000" PLATE LENGTH 12.437" 'PLATE `THICKNESS . 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.375" DESIGN STRESS RATIO _ 0.328 CONTROLLING COND. 11 CONTROLLING LOCATION : Cat. 2 Compression B O L T I N F O R M A T I O N BOLT DIAMETER 1.000" BOLT GAGES - INNER: 4.000" BOLT TYPE A307 WASHERS NO .BOLT # BOLTS DIST FROM DIST FROM _ROW E:7 ROW EDGE PREV ROW OUTER 1 OUTER 2 7 2.375" 6.375" 4.000" S P L I C E P L A T E C O N C R E T E S T R E S S E S ' MIN. DESIGN.FOOTING SIZE 173.244 ( In**2 ) CONCRETE STRENGTH 3.000 KSI CONTROLLING LOAD COND. NUMBER 11 ACTUAL ULTIMATE CONCRETE STRESS 0.569 KSI FACTORED ULT. ALLOW. CONCRETE STRESS : . 1.806 KSI CONCRETE STRESS, RATIO 0.315 _ ? � PAGE: C 29 (; ;? S P L I C E D E S I G N / A L L O W A B L E S + DATE: 04/16/90 PAciE: G30 TIME: 02:16 PM ORDER it 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE Q 04 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts B O L L O A D S LOAD OUTER EDGE INNER EDGE SHEAR TENSION No OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. ft Act. Ft All. (Kips per Bolt) ----- - --- -- (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: 1 Total Section is in Compression 0.000 10.000 0.000 20.000 2 1.391 1.391 1.160 13.329 1.772 26.659 3 2.299 2.299 2.156 13.329 2.927 26.659 4 Total Section is in Compression 0.000 13.329 0.000 26.659 5 Total Section is in Compression 0.877 13.329 0.000 26.659 6 Total Section is in Compression 0.000 13.329 0.000 26.659 7 Total Section i in Compression 0.000 13.329 0.000 26.659 8 Total Section is in Compression 0.000 13.329 0.000 26.659 9 Total Section is in Compression 0.000 13.329 0.000 26.659 10 Total Section is in Compression 0.000 10.000 0.000 20.000 11 Total Section is in Coapressioa 0.000 10.000 0.000 20.000 12 Total Section is in Compression 0.000 13.329 0.000 26.659 13 Total Section is in Compression 0.000 13.329 0.000 26.659 14 Total Section is in Compression 0.000 13.329 0.000 26.659 15 Total Section is in Compression 0.000 13.329 0.000 26.659 16 Total Section is in Compression 0.021 13.329 0.000 26.659 17 Total Section is in Compression 0.000 13.329 0.000 26.659 18 _ Total Section is in Compression 0.000 10.000 0.000 20.000 19 Total Section is in Compression 0.000 13.329 0.000 26.659 20 Total Section is in Compression 0.000 13.329 0.000 26.659 '; fil ' S P L I C E D E S I G N (, M L A Y O U T S K E T C H DATE: 04/30/90 TIME: 02:16 PM ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLDR CONTACT — ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (TYPE) (WIDTH). (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70• -0" 24• -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 04 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin — S Nuts SPLICE PLATE 0042360 10.000" X 12.437" 1 0.500" OUTSIDE FLANGE 0.313 X 8.00 0.375" MAIN WEB INSIDE FLANGE ''0:313 x 8.000 — + 2.375" 4.000" 6.062" 12.375" +— 4.000 " —+ FFFFFFFFFFFFFFFFFFFFFFF W o W o W W W W o W W W W W W W W W .. W . W W W W W W W W W W W W W FFFFFFFFFFFFFFFFFFFFFFF PAGE: G31 BOLTS: 1.000" DIA A307 NO WASHERS _ S P L I C E D E S I G N - F L A N G E W E B P L A T E I N F O R M A T I O N t. DATE: 04/ .3:%90 S PAGE: C.32 TIM£: 02:16 PM ORDER .Q 077557 BUILDER - PACIFIC t7ORTHERN CONST- BLDR ORDER A 90384 BLDR ACCOUNT 4 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE () 206-824-2400 PROJ NAME - .M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME* 7 DESCRIPTION Plate 24' -0" SUBTYPE 80 MPH No SW Pin 1. SPLICE )«. 04 F L A N G E P L A T E S MAXIMUM STRESSES LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND -------- Inches -- ---- -- (In.) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: 0.375 1.05 39.99 6.70 45.00 0.149 11 OUTER 1 Main Flange 0.313 X 8.000 INNER 1 Main Flange 0.313 X 8.000 0.062 0.07 39.99 6.70 45.00 0.149 11 COLUMN SIDE: Main Web ( WEB P L A T E S MAXIMUM STRESSES DESCRIPTION PART NO. SIZE -- SHEAR - -- - TENSION - COMPRESSION CSR LOAD T X W I OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND ------------- Inches (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) 0.140 13.26 20.00 5.86 39.99 6.70 45.00 0.663 1 OUTER 1 Main Flange Flange to Cap Plate INNER 1 . Main Flange Flange to Cap Plate DESCRIPTION Main Web Web to Cap Plate - Outer Bolts 9.000' 1/8" 1/8" Web to Cap Plate - .Remaining S P L I C E D E S I G N . - L D I N F O R M A T I O N DATE: 04/311/90 TIME: 02:16 PM ORDER * 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER t 90384 BLDR ACCOUNT 4 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE it 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME it 7 DESCRIPTION LRF 70'-0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE t 04 TYPE : Pinned Base Plate SUBTYPE : No Ext SW Pin - S Nuts COLUMN SIDE F L A N G E P L A T E S FULL WELD SIZE MAXIMUM STRESSES DESCRIPTION STRENGTH - - -- FILLET PENETRATION --- --- - -- TENSION SHEAR ALLOW CSR LOAD Out Face In Face Out Face In Face (k /in) (k /in) (k /in) COND 3/16" t W E B P L A T E S - WELD SIZE MAXIMUM STRESSES - LENGTH - - FILLET --- - ----- PENETRATION --- ---- -- TENSION SHEAR ALLOW CSR LOAD 1 Near S. Far S. Near Side Far Side (k /in) (k /in) (k /in) COND 1/8" 3/16" 0.33 0.02 enki PAGE: G33 3.71 0.090 3 3.71 0.006 3 0.82 0.00 4.95 0.166 3 1.86 1.86 1.000 1 DATE: 04%3i1Y90 TIME: 02:16 PM SPLICE # 05 LOAD NO -50% +50% 1 2 3 4 5 6 7 8 9 DESCRIPTION MOMENT CAPACITY MOMENT CAPACITY DL + CLL + SL DL + WLL DL + WLR DL + CLL + SL +.5WLL DL + CLL + .5SL +WLL DL + CLL + SL +.5WLR DL + CLL + .5SL +WLR DL + CLL + EQL DL + CLL + EQR S P L I C E D E S I G N A P I E D ORDER #077557 BUILDER - PACIFIC NORTHERN CONST- BLDR- CONTACT - ROBERT FLORY BLDR PHONE It 206 - 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Beam Knee AXIAL SHEAR MOMENT STRESS LOAD (kips) (kips) (in -k) FACTOR NO 0.00 0.00 - 1564.58 1.00 10 0.00 0.00 1564.58 1.00 11 34.42 -9.93 - 2096.98 1.00 12 -6.14 -1.01 - 488.45 1.33 13 -9.80 2.56 825.26 1.33 14 29.41 -9.78 - 2199.99 1.33 15 10.80 -5.78 - 1492.68 1.33 16 27.58 -7.98 - 1543.13 1.33 17 7.14 -2.20 - 178.96 1.33 18 7.90 -3.19 - 712.88 1.33 19 6.56 -1.29 - 239.79 1.33 20 L O A D S S U M M A R Y ' BLDR ORDER # BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz DESCRIPTION DL+CLL +1 /2SL +CR1 DL+CLL+1 /2SL+CR2 DL+CLL+1 /2WLL +CR1 DL +CLL +1 /2WLL +CR2 DL+CLL+1 /2WLR +CR1 DL +CLL +1 /2WLR+CR2 DL + CLL + 2.25EQL DL + CLL + 2.25EQR DL + CLL + USL DL+CLL +EQL +CR2 DL +CLL+EQR +CRl PAGE: C34 AXIAL SHEAR MOMENT STRESS (kips) (kips) (in -k) FACTOR 20.74. -8.37 - 1153.51 1.00 20.92 -8.37 - 1224.71 1.00 2.13 -4.38 - 446.20 1.33 2.31 -4.37 - 517.40 1.33 0.30 -2.58 210.65 1.33 0.48 -2.58 139.45 1.33 8.74 -4.37 - 1008.56 1.33 5.72 -0.10 55.88 1.33 22.85 -7.81 - 1691.80 1.00 7.99 -5.47 - 650.93 1.33 6.47 -3.58 - 106.64 1.33 1 DATE: 04/.0/90 TIME: 02 :16 PM S P L I C E D E S I G N _ ( . , A R T D I M E N S I O N S j. ' DS PAGE: C.35 ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER # 90384 BLDR ACCOUNT # 20- 46- 033 -02 BLDR CONTACT — ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME — M.A.SEGALE ENGR GRP VISALIA (TYPE) (WIDTH) (HEIGHT). (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE R 05 TYPE : Ext Col — Roof Beam Knee SUBTYPE 2 Row Outer Hand — Horiz Dimensions at Connection Hammerhead Dimension Fig. to Fig. Dimension Part Slope Conn. Plate Angle (Degrees) Offset from Structure Line Main Flange Dimensions Outer Flange Width Thickness Inner Flange Width Thickness Adjacent Depth Change Information Distance to Depth Change 20'— 6.219" 'Fig. to Fig. Dimension 12.000" Adj. Pl. Angle (Degrees) 0.000 Column Roof Beam 7.875" 32.000" 0.000 8.000" 33 -000 " 1.000 TO 12 0.000 0.125" 7.000" 0.281" 7.000" 0.37S" 11'— 8.127" 16.000" 0.000 DATE: 04/30/90 TIME: 02:16 PM S P L I C E D E S I G N - BC ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 BLUR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE), (WIDTH) (HEIGHT). (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24• -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 05. TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2. Row Outer Hmhd - Horiz S P L I C E P L A T E BOTH SIDES PLATE TYPE STANDARD PART NUMBER 0040693 ORIENTATION NORMAL PLATE WIDTH 8.000" PLATE LENGTH 39.875" PLATE THICKNESS 0.500" PLATE YIELD STRESS 50.00 KSI PLATE OFFSET 0.000" DESIGN STRESS RATIO 0.567 CONTROLLING COND. . +50% CONTROLLING LOCATION : Side 1 Inner Row 4 1 B O L T I N F O R M A T I O N BOLT DIAMETER 0.750" BOLT GAGES - INNER: 3.250" BOLT TYPE A325 WASHERS NO BOLT = BOLTS DIST FROM DIST FROM BOLT # BOLTS DIST FROM DIST FROM ROW IN ROW EDGE PREV ROW ROW IN ROW EDGE PREV ROW OUTER 1 Z 1.875" INNER 2 2 6.375" 4.500" OUTER 2 _ 6.375" 4.500" INNER 1 2 1.875" OUTER 3 9.875" 3.500" W E B S H E A R NO STIFFENERS ARE REQUIRED FOR WEB SHEAR C.:= PAGE: Ci36 DATE: 04/3U/90 TIME: 02:16 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" TYPE : Ext Col - Roof Beam Knee SPLICE # 05 LOAD OUTER EDGE NO OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 - -- (Kips per Bolt) COLUMN SIDE: -50% 9.673 7.829 +50% 0.000 0.000 3. 10.093 7.783 2 3.266 2.708 3 0.000 0.000 4 11.261 8.780 5 8.463 6.725 6 7.193 5.515 7 0.414 0.273 8 3.802 2.987 9 0.869 0.636 10 5.363 4.111 11 5.310 4.469 12 2.415 2.092 13 3.044 2.431 24 0.000 0.000 15 0.000 0.000 16 5.597 4.429 17 18 8.636 6.730 19 3.399 2.660 2.085 20 0.032 0.029 0.000 S P L I C E D E S I G N 6.394 0.000 5.986 2.275 0.276 6.850 5.374 4.210 0.164 2.353 0.455 3.136 3.425 1.685 1.965 0.000 0.000 3.521 Total Section is in Compression 5.248 ( B 0 L 0.000 0.000 2.248 0.230 0.581 2.214 1.309 1.808 0.498 0.722 0.293 1.895 1.895 0.991 0.990 0.585 0.585 0.991 0.023 1.769 1.239 0.810 21.000 21.000 21.000 27.992 27.992 27.992 27.992 27.992 27.992 27.992 27.992 21.000 21.000 27.992 27.992 27.992 27.992 27.992 27.992 21.000 27.992 27.992 21.895 28.502 22.845 7.392 15.673 25.488 19.155 16.281 0.937 8.607 1.967 12.141 13.151 5.920 6.891 3.802 2.480 12.669 0.000 19.549 7.694 0.186 C aS PAGE: C37 44.000 44.000 44.000 58.651 58.651 58.651 58.651 58.651 58.651 58.651 58.651 44.000 44.000 58.651 58.651 58.651 58.651 58.651 58.651 44.000 58.651 58.651 DATE: ,04/30/90 TIME: 02:16 PM ORDER #077557 BUILDER - ?ACIFIC NORTHERN CONST- BLDR ORDER # 90384 BLDR ACCOUNT # BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 SPLICE # 05. TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz LOAD NO ROOF BEAM SIDE: OUTER EDGE INNER EDGE SHEAR OUTER 1 OUTER 2 OUTER 3 OUTER 4 INNER 4 INNER 3 INNER 2 INNER 1 fv Act. Fv All. (Ksi) (Ksi) -50% 9.708 7.900 +50% 0.000 0.000 1 10.320 8.049 2 3.256 2.709 3 0.000 0.000 4 11.464 9.028 5 8.550 6.847 6 7.371 5.721 7 0.444 0.305 8 3.859 3.059 9 0.905 0.675 10 5.498 4.265 11 5.947 4.628 12 2.635 2.123 13 .3.067 2.472 14 0.00+) 0.000 15 0.000 0.000 16 5.6.4 4.519 17 18 8.794 6.922 19 3.456 2.730 20 0.100 0.047 S P L I C E D E S I G N - B O L L O A D S / A L L O W A B L E S (Kips per Bolt) 6.495 0.000 6.283 2.283 0.294 7.133 5.521 4.437 0.197 2.437 0.497 3.307 3.602 1.724 2.009 0.000 0.000 3.628 Total Section is in Compression 5.466 2.165 0.005 L. _ i5 PAGE: C. 38 20 -46- 033 -02 VISALIA TENSION ft Act. Ft All. (Ksi) (Ksi) 0.000 0.000 0.000 21.000 21.973 44.000 10.235 12.268 0.000 21.000 27.770 44.000 0.000 0.000 2.248 21.000 23.360 44.000 0.000 0.000 0.230 27.992 7.371 58.651 5.796 6.844 0.581 27.992 15.491 58.651 0.000 0.000 2.214 27.992 25.949 58.651 0.000 0.000 1.309 27.992 19.354 58.651 0.000 0.000 1.808 27.992 16.685 58.651 0.000 0.000 0.498 27.992 1.005 58.651 0.000 0.000 0.722 27.992 8.736 58.651 0.000 0.000 0.293 27.992 2.050 58.651 0.000 0.000 1.895 21.000 12.444 44.000 0.000 0.000 1.895 21.000 13.461 44.000 0.000 0.000 0.991 27.992 5.966 58.651 0.000 0.000 0.990 27.992 6.943 58.651 1.358 1.631 0.585 27.992 3.693 58.651 0.878 1.059 0.585 27.992 2.398 58.651 0.000 0.000 0.991 27.992 12.821 58.651 0.023 27.992 0.000 58.651 0.000 0.000 1.769 21.000 19.906 44.000 0.000 0.000 1.239 27.992 7.822 58.651 0.000 0.000 0.810 27.992 0.228 58.651 DATE: 04/30/90 TIME: 02:16 PM ORDER # 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR ORDER # BLDR ACCOUNT # 20- 46- 033 -02• BLDR CONTACT — ROBERT FLORY BLDR PHONE # 206- 824 -2400 PROJ NAME — M.A.SEGALE ENGR GRP — VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF 80 MPH UBC 88 1.00 TO 12 TYPE : Ext Col — Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd — Horiz SPLICE # 05 SPLICE PLATE 0040693 8.000" X 39.875" X 0.500" OUTER HAMMERHEAD FLANGE 0030924 0.375 X 7.000 X 6.000 OUTER HAMMERHEAD GUSSET 0030925 0.250 X 7.500 X 6.000 X 10.000 OUTSIDE FLANGE 0.313 X 8.000 MAIN WEB - 0:160 INSIDE FLANGE 0.313 X 8.000 S P L I C E D E S I G N ( : L A Y O U — + 1.875" — + - 4.500" — +--- 3.500" 23.625" 4.500" —+- -- 1.875" — 7.875" 32.000" COLUMN SIDE - ->Ic -- ROOF BEAM SIDE BOLTS: 0.750" DIA A325 NO WASHERS +— 3.250 " —+ HFHFHFHFHFBEFEFEFEFEFEF W o W 0 W x W o W o W FFFFFFFFFFFFGSGSGSGSGSG W o W o W W W W W W W W N W W x W W W N W W W W W o W o W W W o x o W FFFFFFFFFFFFMSMSMSMSMSM 7.875" 32.000" END FLANGE 0.375 X 8.000 X 29.000 MAIN WEB 0.219 r DS PAGE: C.7.39 GUSSET STIFFENER 0030877 0.250 X 3.000 X 6.000 NS /FS MAIN STIFFENER 0.313 X 3.750 X 32.125 NS /FS ° . ' ' S P L I C E D E S I G N - FLANGE L A N G E D W E B P L A T E I N F O R M A T I O N F DATE: 04/36 %90 L is TIME: 02:16 PM PAGE: C:40 ORDER 4 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR ORDER 4 90384 BLDR ACCOUNT 4 20 -46- 033 -02 BLDR CONTACT - ROBERT FLORY BLDR PHONE 4 206 - 824 -2400 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (TYPE) (WIDTH) (HEIGHT) (SNOW) (WIND) (CODE /YEAR) (SLOPE) DESIGN SYSTEM FRAME 4 7 DESCRIPTION LRF 70' -0" 24' -0" 25 PSF ' 80 MPH UBC 88 1.00 TO 12 TYPE : Ext Col - Roof Beam Knee SUBTYPE : 2 Row Outer Hmhd - Horiz SPLICE: 4 05 MAXIMUM STRESSES LOCATION DESCRIPTION PART NO. SIZE DIST FROM - TENSION - COMPRESSION CSR LOAD T X W X L EDGE ACT. ALLOW ACT. ALLOW COND Inches -- - ----- (In.)* (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: OUTER 1 Hammerhead Flange 0030924 0.375 X 7.000 X 6.000 0.000 3.57 30.00 10.53 45.00 0.233 +50% OUTER 3 Main Flange 0.313 X 8.000 7.875 5.10 30.00 2.43 45.00 0.170 -50% INNER 1 Main Flange 0.313 X 8.000 0.000 4.65 30.00 21.12 45.00 0.469 1 ROOF BEAM SIDE: OUTER 1 End Flange 0.3i, X 8.000 X 29.000 0.000 3.20 30.00 10.91 45.00 0.241 +50% OUTER 3. Gusset Stiffener 0030877 0.250 X 3.000 X 6.000 7.875 8.66 30.00 2.92 45.00 0.289 -50% INNER 1 Main Stiffener 0.313 X 3.750 X 32.125 0.000 4.84 30.00 19.86 45.00 0.441 3. ---- MAXIMUM STRESSES DESCRIPTION PART NO. SIZE -- SHEAR - -- - TENSION - COMPRESSION CSR LOAD T X W X OL X IL ACT. ALLOW ACT. ALLOW ACT. ALLOW COND - --- -wr Inches (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) (Ksi) COLUMN SIDE: Outer Hammerhead Gusset 0030925 0.250 X 7.500 X 6.000 X 10.000 18.43 20.00 11.36 30.00 10.72 45.00 0.922 +50% Main Web 0.160 3.31 20.00 27.27 30.00 21.30 45.00 0.908 +50% ROOF BEAM SIDE: Main Web 0.219 7.18 11.39 19.35 30.00 20.04 45.00 0.644 +50% F L A N G E P L A T E S W E B • P L A T E S DATE: TIME: 04/i0/90 02:16 PM ORDER 4 077557 BUILDER — PACIFIC NORTHERN CONST— BLDR CONTACT — ROBERT FLORY BLDR PHONE 4 206- 824 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70' -0 24' -0" TYPE : Ext Col — Roof Beam Knee SPLICE it 05 COLUMN SIDE DESCRIPTION OUTER 1 Hammerhead Flange Flange to Cap Plate OUTER 3 Main Flange Flange to Cap Plate INNER 1 Main Flange Flange to Cap Plate DESCRIPTION S P L I C E D E S I G N FULL STRENGTH YES — LENGTH Outer Hammerhead Gusset Gusset to y=ap Plate Gusset to Hammerhead Flange Gusset to Main Flange Main Web Web to Cap Plate — Outer - Bolts 5.000" Web to Cap Plate — Inner Bolts Web to Cap Plate — Regaining 9.000" F L A N G E P L A T E S WELD SIZE ---- - ----- ---- FILLET - -- - - - -- -- PENETRATION Out Face In Face Out Face In Face 3/16" 3/16" 5/16" Near 3/16" 3/16" 5/16" 5/16" 1 /8" 3/16" 1/8" 1/8" 1/8" - I' L D I N F O R M A T I O N 3/16" U 5/16" +1/16" BLDR ORDER # 90384 BLDR ACCOUNT PROJ NAME — M.A.SEGALE ENGR GRP (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd — Horiz U 3/16" +1 /16" W E B . P L A T E S WELD SIZE FILLET -- -- -- ---- PENETRATION 5. Far S. Near Side Far Side PAGE: G41 # 20 -46- 033 -02 — VISALIA MAXIMUM STRESSES TENSION SHEAR ALLOW CSR (k /in) (k /in) (k /in) LOAD CORD 1.38 11.25 0.124 1 1.62 5.57 0.292 —503 1.48 9.39 0.158 +50% MAXIMUM STRESSES - --- ---- TENSION SHEAR ALLOW CSR LOAD (k /in) (k /in) (k /in) CORD 2.84 5.57 0.510 1 4.61 4.64 0.993 +50% 4.08 4.64 0.878 +50% 1.84 0.00 3.71 0.496 —502 4.36 0.00 4.64 0.940 +50% 0.53 1.86 0.285 1 DATE: ,TIME: 04/30/90 02:16 PM ORDER # 077557 BUILDER - PACIFIC NORTHERN CONST- BLDR CONTACT - ROBERT FLORY BLDR PHONE # 206 - 624 -2400 (TYPE) (WIDTH) (HEIGHT) DESIGN SYSTEM FRAME # 7 DESCRIPTION LRF 70• -0" 24• -0" TYPE : Ext Col - Roof Beam Knee SPLICE # 05 ROOF BEAM SIDE DESCRIPTION OUTER 1 End Flange Flange to Cap Plate End Flg to Outer Fig OUTER 3 Gusset Stiffener Stiffener to Cap Plate Stiffener to Web Plate INNER 1 Main Stiffener Stiffener to Cap Plate Stiffener to Web Plate Main Web Web to Web to Web to Web to Web to DESCRIPTION Cap Plate - Outer Bolts Cap Plate - Inner Bolts Cap Plate - Remaining End Flange opposite Flange S P L I C E D E S I G N F L A N G E P L FULL WELD STRENGTH - --- FILLET - -- Out Face In Face Out YES W E B P L A T E S WELD SIZE - LENGTH - -- FILLET --- -- -- - --- PENETRATION - - ---- Near S. Far S. Near Side Far Side 13.000" 9.000" 3/16" 1 /8" 3/16" 3/16" 3/16 " 3/16" 3/16" 3/16" 3/16" 3/16" U 5/16" +1 /16" 3/16" 3/16" 3/16" 3/16" e - E L D I N F O R M A T I O N BLDR ORDER # 90384 BLDR ACCOUNT # 20 -46- 033 -02 PROJ NAME - M.A.SEGALE ENGR GRP - VISALIA (SNOW) (WIND) (CODE /YEAR) (SLOPE) 25 PSF 80 MPH UBC 88 1.00 TO 12 SUBTYPE : 2 Row Outer Hmhd - Horiz AT E S SIZE PENETRATION Face In Face TENSION (k /in) 1.23 0.00 2.16 TENSION (k /in) 2.90 4.24 MAXIMUM STRESSES SHEAR ALLOW CSR (k /in) (k /in) 1.37 5.57 1.27 5.57 1.37 2.78 0.42 2.78 0.93 2.78 JS PAGE: G42 0.576 0.795 0.492 0.152 0.333 LOAD COND 11.25 0.110 1 2.78 0.000 1 5.57 0.389 -50% 1.12 1.86 0.608 -50% 1.51 2.78 0.544 +50% 1.76 2.78 0.635 -50% MAXIMUM STRESSES - --- - -- SHEAR ALLOW CSR LOAD (k /in) (k /in) COND MATERIAL OEStC 7T IcKNESS W51 /-ir ( /FT) E. (.K I) F (ks() COMP. OW OUTSIDE COMP. ON II4SIDE SA (W) I. (t^l S,(I0) I (41 26 ga. .019 1.09 29500 80 .0548. .0687 .0411 .0357 FORM NO. 250.10 L)LI I LC.fl Ivlf L . uvivn r.I v I L.. I NIII vL..L_I HIV Li in I h G07 00 .103 ?L1.. -teL 26 GAGE 80 KSI MADE BY REV!. SION GIGO BY DATE 8 21 78 2 FADE OF DIV. s=c i O; bc..IT LERIr7 26 cza.� 80 L1 'S14--164 19 cD17I0H c 1x51d-.71—I NteL:Uat_ 4 °=c- 1 • 1" 4T ac - s£CVOY '.':!t1;. 'P A::r.L SECTION PROPERTIES FOR. ONE FOOT WI1,TH Nf?'T - : FOR "fi -s.CZ 1.09 Psi Foe. .`S" ADD 1 .09PSP (Dam) t.4 o) VM. U ES K,aV E E4 1.3 hoc-- ' +s" LI:G -4E1-11) UC?r' ON OUTSIDE-* FA.C.F � S; St1CTtOt•: 01-4 Gc: t4lf) 2; • f t 1 3/22 T1'riCAL I:M:111011 Ci'.,:i AT;oA b / \\ 1 - 4 ? 4 . " i I I i 01:75 znc� 1 I ---1-1-4 (2w I . .1 _ TYPICAL 131:).0 r ALLO ASLr. UNIP0111.I LOAD (P551 7.'.. PAN .�;��=� O;fa;Dell or SPANS = I SPAN - 2.0' srn:: - ; SP - a .ol SPAN 4.0 SPAN -5.0 SPAN 5.271 P I s P I s P I s P I s r I s P I s COAT= STEEL Two 329 1583 2101 373 1461 259 821 146 531 93 471 84 T►SIII'.r. 411 1685 263 1 246 ' 438 436 183 L 171 1 304 1 303 1031 961 171 170 661 611 110 109 591 _.551 99 98 — TOUR 384 '681 FORM NO. 250.10 L)LI I LC.fl Ivlf L . uvivn r.I v I L.. I NIII vL..L_I HIV Li in I h G07 00 .103 ?L1.. -teL 26 GAGE 80 KSI MADE BY REV!. SION GIGO BY DATE 8 21 78 2 FADE OF DIV. s=c i O; bc..IT LERIr7 26 cza.� 80 L1 'S14--164 19 cD17I0H c 1x51d-.71—I NteL:Uat_ 4 °=c- 1 • 1" 4T ac - s£CVOY '.':!t1;. 'P A::r.L SECTION PROPERTIES FOR. ONE FOOT WI1,TH Nf?'T - : FOR "fi -s.CZ 1.09 Psi Foe. .`S" ADD 1 .09PSP (Dam) t.4 o) VM. U ES K,aV E E4 1.3 hoc-- ' +s" LI:G -4E1-11) UC?r' ON OUTSIDE-* FA.C.F � S; St1CTtOt•: 01-4 Gc: t4lf) 2; • f t 1 3/22 T1'riCAL I:M:111011 Ci'.,:i AT;oA b / \\ 1 - 4 ? 4 . " i I I i 01:75 znc� 1 I ---1-1-4 (2w I . .1 _ TYPICAL 131:).0 r Oru Ho. :50.10 JO• 3:1 T L?7.1f� - .LT 26 GAGE 42 KSI ' BUTLER MFG. COMPANY ENGINEERING DATA 'WALL ?/4L .,- UAW. Sr OD 11(vl. SI0N 1 41- J- 4 7- 41- 4; . 41 ' ///'�� 1. I r- 01: ::+L YACC • 1 , i i _ __•....„ r. , ,. 0.... : .„. , .: ECC710` T:IP.0 Y'M:Lt. I C40. NY Tg. uLLTeP s_c.71o1.!L.L F Ro ?!.7.z T tC-5 or .c1 i L,eR4F) 26 A a. • 42 1<7 t M11T�IAL C:slr -:&t 1°I T 1= CI T 101 1 DE AF4 Ms1.1U bL A.49 R11;FT- $E1.ITATt'' C_St -f t SZ S:CT:0...1'R0YL•Xftrs rot Ot:r TOOT Or n•SDTN . 3 I R•L. , 1 CONti3:L1 0:: 0tTSJL • CJ! »rAT.S.i:CN O. L\iLDE 1 D 5:I :: :,itT I E i...a ' f • •r • •j ) P.'. t. 7 1.:%,t�t I :.'C!_:Ei; I W T.) , . j ,•. JI 1 1 1::1. 1 S. L•n. I t J 1:.. 26 ga •i .019 1 1.09 1 29500 I 42 1 .0572 ■ .0714 i .0468 1 .0395 1 OAT( . 8 21 0 TILL N0. G06 00 PAG( OIV. ALLOWAS.L SN1 /01: :: LOAD (PSI) •. srA. - 4.5 SPA. - 5 SPAS • 6 ;714 . 7 srA:: ]/, Sr A:1 • 7 i 2. 1 PINS/. ALtiTU.:a:. .cA. c.u.,, rs:t:. :CUMBER or SPANS 1Wo r mzE s s 63 52 52 63 65 79 r s 51 42 52 r 3 42 36 51 29 64 36 29 36 44 r s 26 2_L 21 26 27 33 .23 19 19 23 161 20 23 28 20 Fir . HoT : A. VALUE', NAPE RE-EN SNC.FZ•ASC 1 -33' A5 AL- Lows!) 5KT1oW 3.1.7., of Twc ‘9rl l.CSZ SPK�1= 1c. • p.LL VA Lu eti Rai t- 15�'•BLE LO -P . LEG ct■ID : 't' p2.esu2-e 0U T s1 DC FA . ' = •511cT1 1.)).! o�! 0uTS1)c ra�E Of ?Au a L MATtNIL ^7-G7G THY.. E (KSt) F (KS2) COI.APR =:P:,N cmourSID COMPRESSIONON INSIDE our:.io c riLs uT:.::y: rI:: ouTSIDLFI CC S ;) t (IN . OuTt•I:5 FACE �( u. ) r(IN� 1 ) It: =IC TFAFACE , :.I: „ • fr . S L. Ur' :;.•!.1 FACE. 2t•CA.G,.t,V.S1L .0V-10 3 29,600 4 o. 1945 •0,4251 • ttg4t. E FAC= O. ( Soo o.3cfoo Qt�GA .GALV.STL .0V Lo8 5S 89 89 :.7.0 ./...; GA.CALY.STL .r4) 30 2.9 t 4ZI0 0. 254) 0•5205 - -- 0.1554. 0. 559d et, CA.C..M.I.<_TL .0190 • 757.0 =I ,,,s,kcoL'4 ^` .0190 2LGA.GI.0V.43TL nc1 ..2,0 . 0.2.02.10 0.4603 3Co 0.2279 o.doas Z' 4 CA CALV STL .0 2.40 37.0 /24 CI. +::i:v '.7: ,01_10 • 4..i �o:, �,� 42.0 O.2 b44. 0.5092 • 0.2423 0.4499 t. �:1: 0140 2.7.0 /ORM NO: 230 JOB WA P Mot1Gpt %uL - 3- I74•1DEETtii BUTLER MFG. COMPANY ENGINEERING DATA L M Y 12 I/ ..TAPE OT SK REVF SIGN SECTION THRU PNJEL SECTION ?1:20FEr:T1ES FOR ON C. OF WIDTH L . CKO. OT 4 iG /OUTS \DS FACE OATE S ;3t 7 1 • • FILE NO. GIl 00. rA� OF 2 NOTES; 1. CCCEND - P = PRIFSSUCE C)'J OUTSIDE FNcE S _ SUCTIGN 011 OUTSIDE FACE. 2. A.! L Vt.LtlrE E eI=Fr1 u:C.I: FASrO Pt' ISECT1ON ?. 1.2 0: 7HE 1`!&P, /,ZSr St C: iFIu,Ttct, IILLOwAeLE UN It =0! :14 LC/.v r PSF) PAN CL IANIER :AL NUMESS OF 517-.1iS I SPMI: b.0 I SP/ _ °:.o SPAI44 10.0 ' • S P1�t1= 42.0 r 5P/ tht4.0 r SPAN= It OuTt•I:5 FACE P S P S P 5 P 3 P 5 P5 ttg4t. E FAC= 21,GA.Gt.w.571. CUE 121 98 923 121 .IS I 100 Lo8 5S 89 89 - 4 3 ..'6 30 25 22 t2, IT Id Tr,0 �rI1 I � 25 3o IS 22 I d 17 2LGA.GI.0V.43TL - RIRGE , 125 58 5 G. Qd 51 3Co 31 3925 3 23 29 28 18 17 22 21 14. 4GA,GALV.S7L ONE Two I SS 5Co S9 36 GS 57 25 31 59. 39 L IN 23 29 I d 22 22 21.Ga41. v.sTL TIRE IN 1500 71 88 56 29 16 LL.GA.GALV.STL ONE 12Co 12S '71 70 45 4s 3 31 31 23 23 13 la Two 12s, 121 70 71 4s 45 31 23 23 t8 12, ? 4GI,.GI.LVSIL THREC I5G I 57 85 s13 S(D 39 39 2 29 2Z 22 2 &GA. VSTL OWE I33 9Z 7 5 75. 92 I 1 5 _59 42 loo _4F8_ 59 7 4 _ 41 33 4 I ,33, :dl, 51. 30 _23 . 1 _ 9 23 19 23 Two I 16,4 24 30 to in � CJ+.GI,LVR rN:.c IIoG 2Q 5 93 29 /ORM NO: 230 JOB WA P Mot1Gpt %uL - 3- I74•1DEETtii BUTLER MFG. COMPANY ENGINEERING DATA L M Y 12 I/ ..TAPE OT SK REVF SIGN SECTION THRU PNJEL SECTION ?1:20FEr:T1ES FOR ON C. OF WIDTH L . CKO. OT 4 iG /OUTS \DS FACE OATE S ;3t 7 1 • • FILE NO. GIl 00. rA� OF 2 NOTES; 1. CCCEND - P = PRIFSSUCE C)'J OUTSIDE FNcE S _ SUCTIGN 011 OUTSIDE FACE. 2. A.! L Vt.LtlrE E eI=Fr1 u:C.I: FASrO Pt' ISECT1ON ?. 1.2 0: 7HE 1`!&P, /,ZSr St C: iFIu,Ttct, J'LQOR. SLAB CONCRETE FLOOR STAB MAXIMUM SLUMP 3 ;INC SLAB, MINIMUM OF , IF JOIN`T'S ARE` CO ClfltE OF ft*. CONCR I'E FROM FORMIG ON THE'S INCHES, 'rc = ' 3,000 PSI IN 28 ; DAY FINISH TOLERANCE CLASS A. ;JSE 1 TS.. APPLY SECOND, COAT IN Oros CTOR SHALL CAREFULLY, CONTINU 0 SAWN JOINTS„ IN TIME TO PRECLUD RFACE OF THE CONCRETE " SLAB. fc 1,3$0 PSI IN ' 28 DAYS. I QUID CURE SEAL CO M P OUND S' `DIRECTION " "OF FIRST' COPT. US[Y MONITOR. THE RA 'Ct OF RANDO SHRINKAGE CR IN ANY DIRECTION 20 FEET, NO JOI■T TO BE LESS ,T1 AN " 75% OF 'IN 0 'r • SIT ► • ECTIO . 51.4OLD ry .lCtJU 5tAl 5 s DETAIL t ! All 41P.5 (v''C,C7l`IG:CUt to" cONIG, WALL 5 1 Iri 111 1 .,.. 4 • 6 7 NOTE:. I.f. the microfilmed document is less clear than this notice, it is due to the quality of the 9rigina.i document. L Z 9Z QZ - +iZ CZ ZZ iZ oz 61 81 Ll 9i 81 •ii El 1 i t .0i, 6 Iffi l!lll11 011Ilit�I111l1111111�� 1ffillnlititl !lillt t11ii!ll1tiltit�lt, li� l l � i ll u i � illl y i y l�litiIllffilI�It�lnithilllttCii iffi �lt�, tit! l l t d ilil l t�iiI I „I tHIMillinli�t! �^t�a� yI LI '.9 " �sF �` a '•a7s} <.ti . Fix- �71' ,`n''4: � a?.f "` . r4` ¢ sa. F S.. ` ... .•t •n; .a ...r �. �. �aJ. -.�'�t�.•.n�,'A,u.�.��..'!...dR ,•um- ......,.... _. -. -_ .. _..' +i"] .Ya tWnKie) lzv. r S2 O .1 -I1kND i" =I ''O'' @ 2 Oi''P. 4 • r mitt h� yip -�`tx. it r � 1. "�' FILE Ct PY I understand that the Plan Check approvals kre abject to errOrs and omissions and approval of %tns does not authorIza the violation of any code or ardinance of contractor copy `'a; aved piens acknowledged. REVISIONS L'' ivx8 - 1""YrICAL F FMILla We " 1st°. SYi�r #L+o'r +w:'cr a« x eow. s7i: 5�+ a1FSG4famn+l e, Y- ta?( 3eYrM.i¢+;'aRi:.,lir45kiiklit ii9i74,';# t +.'.+}t�eis�b.G?nkb�P.S',Frtia`, I 1I1IIII11I 11I 1IIIIIIJ1111IIIIIIIIII 0 tOTHSINCH '' 2 [ 1 41 1 11 JT t : .. I .. I 11111:9 I L fI I [I I, pill I 'fir I I 1 P -L1 4 7 8 'j✓'•F R. a >i`f''f h' r+[ Y l . g�71,�'� 1c,t, s' . x r�.� t'Grs� ,n �+ia 4I : /2 oo f 300' r 32.91' E `� duality of the.corigina than this ' Null: if the microfilmed document is less clear notice, it is due to the 1 document. , o >✓ 6Z SC LZ 9Z �;: `�iZ � Ee ZZ !ir Oz . 61. '! Lt 91 5l ii! E! Zl !4 (�� 6 8 L : q S h E Z I. hn 0 Il!illlii ; ii l ii i llliilll�lllllilli�ilil�hll�lIIIIIIII� 111�i111lliill1111�t 1 11! 11 II I I II ii I II I r .�. I)l� VIII,., !I(�I {IIlIII.i {�11 II1111, Ill�llill�i. Illlill�llllr !liIII,IIIIiIIIIIlIIIIIIIIIIIlI i I+ ! , I !. , II 1 110 �.. o..r., 11 = 1 1 �. ....: _ . ,ii�IIillIlilllliilil 60161�I111�il,llil Hilllllll il ..'t.r �•ri'., .f . .i ,. ..ry...., a � rr „"` .^ y�Q { ." (�y ,s .^ , .r +,A ry� , � .4'.,: if,`l C , ; .."�. gyp i �:� ^„ . ,E,.. a_,..w .�, }. ....a....n ., -.f •. » s -. /n.t .�vt ;rL rH A. 4.. . ". !N' f i ... a .f... fr~ Y :� �� 5.^ i d * J . -4 �C4 L{ /, iY: r(L .. }'.' �7 ::h'/ Y .. a,..�;,.., r.., .,<, �`k1�1 - e.v•h , P^l..r.. „.; i ' 'ktr. .y r•.nr .. r.., +^ �- - ,h >txx ..i' Fes”' �rlhC" .t.•�1 ' .t � .�,+ ',�} '^ S'� F' c� .Y, �;�. a. 1w!• 2r ? � ,.<.✓..,...:.r:. .., .� . s.:. ,f. ,..........r .;.,i:.... ! :..'..,...... r.. e: '?r,.'v.,s_A..a...,...,.'�.!rY. r. ».t;xb .,.'"s+ w.. '` : {�},��y� �, r k� • � r�tr '7125 a�si+- r....�'`� .a� �z � � `.T.� '� �. � .. ��ss >< - -< BU r_ � G DIVISION DAT : 3 /Q' 'O Exi Building Area New Shop Addition LEGAL DESCRIPTION: FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does' not authorize the violation of any adopted code or ordinance. Receipt of cwtir af's copy of appr ed plans acknowledged. By Date / • Permit No BUILDING AREA SITE PLAN A l OO8O B 1; C 5,664 d 3,288 E 1,416 F '3 G 3, 500 TOTAL AREA 35,708 APPROVED BY: Beginning at the Southwest corner of Section 35, Township 23N, Range 4 East, Thence South 87 °59'06" East a distance of 835.00 feet, TO THE TRUE POINT OF BEGINNING; Thence continuing South 87 °59'0E" East ' a distance of 438.98 feet to the 'West R.O,W. of 57th Ave. South, Thence continuing along the west R.O.W. - of '57th Ave. South North 6°52'37" West a distance of 216.74 feet to a point` of curve; :Thence along a curve to the right having . a radius' of 306.48 feet thru a central angle of 30°13'15" an arc distance of 161.65 feet; Thence North 28 °21'13 " East a distance of 230.02 feet to a point of curve; Thence along, a curve to the left having ' a radius of 300.00 feet, thru a central angle of 12 °32'00" an arc distance of 65.62 feet; thence North 15°49'13" ` East a distance of 196.22 feet; Thence North 87°57'03" West a distance of 912.74 feet Thence South 47 °10'51 " East, a distance of 453.71 feet; Thence South 16 °52'26" West '`a distance of 262.12 ` feet TO THE TRUE POINT OF BEGINNING. SOU TcENre? OCT 2 5 1990 REVISED 7 , PPMITED ?N Nb, io0&i CI AAPfINT * 1111115 INC •I lfi1Il'� I11 11111 1111111'111]T 11111111 i 1 =r 1(111 III . 11I � �: r . 1 ' }TIT 11 11 .11 I . � ,. � r- �� r !" i 11111 NOTE: If the microfilmed docuaent.is less clear than this 1 notice,'it is due to the quality of the original document. E 1 O E 63 8e 43 93 5Z +JZ £'e Y Z . Le' 03 61 81 LI 91 51 +7,i, e). • Gl tt Ol 6 ; . e L i ', 9 V i Ill! 111 !l1:iii 111II I ! ilill{ililiitllll itlii lilil i llliIiln{illllit!llil( IIIIIIIl ilill ! I l ( i ! I) l Il.Illllilllillllll1111!!llll 111{ Illllll( IIII�I' 1 11I. lllllf{ Illiill .Illllllillllilllll�llllllilll III III{ llilllllllllllili {Illliiillllilillillliil , 111111!i�llll llf 1111 1!1111 x ,�. x. ,' �� • �y. y y ,.. � • . ��: a ro� Y ?2 �� ':a n rti. '^(} k h �"'"4 ra • rt x rE'G+:.i E.,t'Yr �r 50 Ne e Z$Z.G fu e• J - DATE: 3 -!D 90 APPROVED 6Y: DRAWING NUMBER CITY OF TUKWILA OCT 2 5 1990 PERMIT C! DRAWN BY `REVISED SI i E PLAN N (.•■••• i. • U. MM•l•II 09. e • i liftl Li G /\w @d Le 9Z IIIIIIIIIf i IItii,ll)IIIILILIIIIII III 1,F.I 1,IlI I I'I'I I lr1 4 5 NOTE: If the microfi notice, it is due to • < ^: lIIII tiIjl Ip III!;I 1 i 6 7 s lined document is less clear than this the quality of the origina:. document. 92 le OZ 61 el L 91 9 ail 1111 111111111 11111 111111111l I CI �l Ll Q� 6 9 L ' 9 1111[1111 111111111 I{IIIIIIIII111111{III IIIIII 1111 ' 1' I ' II' I ' ,,.�. 1 1111111illllillll�ill .III.U1 !IIlIllil +nll Illl ... �. o� r✓ i .F:+;tl. ., ..2. ,s.!" .JZ ' - ter : . ;' / y ' ='s' r r• 'C .K'S . [ . - y�• e ^ r. •.....,U . . v..•, ✓ +�.,. !�'i.y ..tl. ..� ,.r } K.• y .� .r $- 7�"s!& s t - - �r r ,. `�,�,. :�� n ,.ter .^',• t,.: s: ..., r r ..r "�� SYtiJC r• •, .�. � ; :.,`„ 1��:�i? .i• C!� r, .,. d ... Y.�k'.;} J � ,. a: ...:: •�'t +.. n 'ei . t r <,..).. a ' ..`.rw .a ,F •.X� •" TrYffI, r Y:••, .. ..� y y. � � , � r., .Srr � W,rr, <•. ,h :�;J .d. { J ' h � � �. %! .., .. +:..,. ,:T. i:,{R,:_ •.w.:..��.k: -.. .- .��t.�., . M._a., .. . °C.Y. r.� �: ,.',.ko: <., �;?5 r> -fi... . �� :.�:�:.. .......•'iL± n,...... ..: .RS� i4...'P!:. r �.1.- n.'r -� F r: °....:a,.w. , IIII , I( J �Ia►�+Y 12 I E l WW Q IIIIIIIIIIIII !IIIIIIIIIII i ;1!IIf ...,:.max-- .-- -.��...- �::.r_ . _ ✓- i cr st a i V (1tAl, 11J 120v12. ti (1 l JI X012 IAL1° Ir T 'PHIS P\ Gt\-J' � _ owl p w I /-'1° si I!7T uJ t'1 001 e-'°-' C uo 06t4r.) . $J JS I JU \A/N.U'fa ekle'd ' I\ov� �� I �.MO�i'f? � 41. 1U1 �� II � � g�t!t� � Ga u� ly( II fJ J pax. /\boved IJ , (J51'1(. 5 (AP L' 0 (141 70' ) ,t;)cowo 1AAirm,' I I 11th.i 6 )(11r 60otoc. • sacs cot, tf r�. 54,1 011.1 L N Gw 01. f rr (.7tgot.11.10 pov.)01q } (, °,c1" 1M DR. [4 14 0 AL ' ' w Wo O w l ' / Nth --**4.(movr rip9ftoc, BUD 4440 P ,' -1'4k Apr IJiw I t ' s( I' WO. IMMOMMO • _. �.`r 1 din O • n .) . 4.4.c o" /\14. 1J Ev1 GOW 9T 66,5, OvI . LJ pI".kwI0L I1 wA1,L,/-, SL t\ !. - of.) 0 4 °,c "1' N h r . q(9 O i iF,w C, wa-Alr . • L16:14111I: 50 pc, 14A-1 u & 41 i2°x:1° o. L II.RcoR. • 1.6 'Cps' 7 0 ' ) ri'. L COWL ■ r/ 1utto i'0 4 2V7 7 • ° , , 1 ° HM Pou 2 r..06, ff# 6/1 WO' ,�AL.I. • BI.11 01M DI CITY OF UK ILA APPROVED DEC 171 90 RECEIVED CITY OF TUKWILA OCT 2 5 i9 PERMIT CENTER 9:0 0 m2- - 0 . � a 0 z S \\C) 4 -2 0 a CD r 3 E 0 0 to p, I n t ) t ('J c to Q 1 91 ` S� • 4 ed k Io 03 4.3 Po [;t 0 �,1 r0 it I I; l t II111111 • •tAt►l A. o S. aUP#tIS & _.t 1d, (7ufff.p of, rt\u h F7I x) F ylt�ijJ(� I�I�Tq� JIlieIot &ITT • kfiql\lif P h PP4FI Ibt P IIIIIIIIIIIIIIIIIIIII IIIIIIIIII IIIII 1 Illnint II 11II1•Iiiijflill 1 111 111111IIIIIl ` f l I I III 1+III111IIIII II ,1 i'EtIiilI hI 1it I 1I111 ,1 111111111111 1111111111111 11111111111111111 0 HS VMS INCH 1 2 3' 4 5 6 7 8 9 J 10 11 MARE I IEmANY 1 2 NOTE. If the micr NOTE: microfilmed document is less clear than this notice, it its due to the quality of the ,original. document. 0C ez oz /2 9z sz +73 ez zz Le 0� ¶ 81 a 91 sl VI CI zI a pL s e t 9 s z I rw 0 Iniilnll1lll�li11i I I lilt 1 11l! iiliM llillii! 1 Iilifilliinlill�Ilill 1; i iliniIi�IIIIIIII IIIII! I �,! �IiI � ;Illilill { I i ;l ii II I �: I, I ' I . , . , I I. Ii I , IIIHillIJII , .�IIIn�II.. yin. IIIIiIInIIIIinIIIIIIUiI, .nlilllliillillil�IIII�IIIIIfIi �.I � ,..V .rt ,., ,. I II III. Illillill IIIIIIi•I IIIIIIIIi) .....?u /, .� 9'+.a +' h 7 1S?: $::V { > ^ ;414,,,,..:f=71,- - L. � .r�. .� ,., .;.y; : r ...u. t <�, ... �.. .. -,. -. ::.., } ,. .. , .. . :. ,,, ... �..... .v. ,.... .. .' ., ti ". .. .•�! :: -r.. . y. ,x ', ,.! a ✓,•.! Y r.� rx l' tN �'• cr d � F ,. .. . -,. ..... ,.. .. ., .T. ...,� .. ._,,, ...W' .:.. .. , ., �,:.: ..- :. . -. � tJ. � �- 1•^'�. ,a; er�'Y? d •rys:T .. ... .. ....... ..... ... .._ ...; ...... . - -.tt. .... -.. . -.. ..._...__ �.. . >.,- . ",....... .as.. .:�;. . .rL.: _. ._. - .v,., . . ..,..... .,. ,..... �., .,...,,.,xf.�...;ls.:f:._,.h ^. Kam .,..;::,,._.. VII '(. rA(4: }2 IIJ6UW\Tlv�' FtVit)) tA /.. - VIkfl PPc.�b Iubd1,f\1'IOI 1 D TP1 ! V/AP'1." F 100 I fi i GENERAL NOTES: 1. Landscaping and sidewalk requirements shall be resolved through a negotiated developers agreement. 2. Minimun 2000 psf soil bearing capacity shall be verified by a soils engineer before footings are poured. 3. Fire sprinkler and mechanical drawings shall be submitted for approval. 1;201011-t&b hind otor t, m5 i� i§r3 � � �v 1 a�.l .4 "I'! 01 f:6Yot.Hp CITY OF TUKWILA APPROVVEC) tEC BJ':I. DING DIVISV-W RECEIVE() CtTY,OF TUKWILA OCT 2 5 1990 • PERMIT CENTER ■••••■••daMoor.A8/0.2.0oCA -_.111.M1;11& CONSTRUCTION LEGEND eaTt134=2112Lr__ ar21411?rzi;:r.zartr.,_ -- Amikek:4 1 1111111111.1111 0 ■11111h 1 1 Airazaumstr.- ..I■111111f/ Na • 11111:11111n. Vite ezr , SA? id 2 1110".:1111111r OW•IshsillIM... 1-111 - AMP' kow-iiiiimariprgisMaderliascir galizawittN, rolvsak 4 n111 !'• -ft! :■ s ff/A4AllYSI .T.TATZttad11111 04101156 diP1711=',:11111Cd '.V.4t.'11■1 rAIIPIIII.1.70./11"/INCIIIIPPA=.1111111MOMMIlintrar.- rotYlwzilMfol,11 4M:111111GOVIZ111.1% .6.1111•0. aim aWr • ftara - Ba2tEtiWko 1 F P- 11.01■ 5 k - FHP Wt.L 0 1)- ' ; pUR,E M5zzA4? i/e)11 1. If DOOR TYPE rTh :4111".%1 ,4m4r2aanr 41111 ..VIAt4/4". r411.■1101021,11 '-4--i 4m O 2m xievat wAr. =alar2:15±XWMXSUMECOXEM rfictOPLII0.* OlflaIMITA1.0.601 r AIMPRIEMWAr-aitMCEGM:IME= ±---1222542 3!=a;a612=ZYck"17 :2;zarz;=3;3=Elovagrr......._ .., Ilifilr&iiergA1c1 S. 1V11. AMMIK1112:: 11 111. 0 2V" - __A P•Aitinur• o -:,■ f AL-16-0-1 ,AL :04 .7 ET E6Q. 1111 I 1.4,1cAu- rrtJQ-e. p:.701-1 ow451.1 ..)T I r*. 1 FIE:r rur(.i2 L 1 rex.2. _ j f - •,444. . . ELECTRICAL / TELEPHONE °6 6 8 : • :. .; 1„„1„„1„„iiii,t,whd„,..,1„„1„„i,„,,„„1,11,1,„,ii„,i,„,h,„1„„h„,i,„,h„,1„„1„„1„„!,„,1„„1,„,1„„h„,1„„1,,,,liitth,„!„,,,„„1„„1„„ • PA PTS sr0 P4c E r-e (3) , , , 7, ,,,e, ...,..,..,.., , ,...,,i„,,,,,.,...r ....„..,.„1.:,,,451.......slip....r....e.v..1.,,,,,,,,„syr,....!../4.,,,, 4: „).:t..7,..., ,,, , , ., .:::::: :....,.:. ,:„....r.: ,. , ,,,,, ,..ri i.„...„4..i.,;::.,.....;.z.,:i:::.,t:z...,,,..,::.,,.. , , _ .., ,..._.,:,., ,.., , , , , . ,. , _ ,. . _ , ,„ ..,,,,,L., ...,: ..,, , .,,,,.;. ...t..-. • '.' ' ' "...r...". 7 4 :: . ' :7 ...: ...':. 7 ' : : f : . ; . : - .•: , )1:, ''... •• c:,,.. ,,,,,',, ...., , ...., ,,,,,, ,. - -",. I 1 . 1 1 1 1 1 1 1 1 1 -:'71:•,,''.t.at..Y4'Ttri'''. 4- Z4',.:7..". , ',.' t : , .„- ,4 .`,.:•;:,",, , ,, ,' "•...,;; .;•••="•,.• ...1'.•:"" • •r?..:""•,*'• 3 , ,‘Y: ;. .e.:',Aft . '1, A ; . H.. , .&.1f„,,i , ,. - •;'.- ....,,rn-•: . . ' 0 1111111111111111111111111111 18 VHS INCH 1 1111111 III I 11111111 111111 1 11111 M11111111 1111 11111 111 1111 1111; *-..?:'...--' I e,.?..:,;...,•_. it:- '" ''''' .. .. . '..''' '.. ',...,! ....,,.;.:. ..,.''''').-''-'.' 7 2 3 4 5 6 7 8 NOTE: If the microfilmed document is less clear than this notice, it is due to the quality of the *riginal document. LIGHTING _LEGEND AINIIII■Miamammoosoo Vaelearamisism F <Lir° 71.ot 11 2.cototiVrioo tt OP 9 10 11 WW/NKftWV 12 I I, 0 L 9 1.41 101111141bl! 1111111111 A '',"";",-4:X•';.'7,„,,',","=''...FV K) I -e ca.-7 I I/1 -,C) I 1 - FT - r- I . t 1 !i Lk 21-6/6- 4,11c).(.7 1 . 23 11?-„ k 121_ [p 111-151-1 F \ ALICiriP] LUH 57 2 - .sae s4-46E-.7 GENERAL NOTES HOT E 1-ooK.-2. P4 H 4 ioH To fiA\I f%)L FL.0012- Ni }:3 id FV-COF H sc1 Attri - 4 0L-i1: 2 AND 4H11 - 9.06 Tco e) TTCORTRACTOR FOR AND MATERIALS IN ACCORDANCE WITH ALL APPLICABLE CITY, COUNTY, AND LOCAL BUILDING AND FIRE CODES AS REQUIRED. 2. CONTRACTOR SHALL BE GOVERNED BY ALL CONDITIONS AS INDICATED IN CONTRACT DRAWINGS & SPECIFICATIONS FOR BUILDING., 3. CONTRACTOR SHALL VISIT JOB SITE AND VERIFY ALL FIELD DIMENSIONS AND CONDITIONS AND NOTIFY 9.0.0. OF ANY DISCREPANCIES BEFORE PROCEEDING WITH WORK. 4. B/S INDICATES "BUILDING STANDARDS" AS PROVIDED BY LANDLORD DRAWN AND/OR SPECIFIED IN BUILDING CONTRACT DOCUMENTS. S. BY L.L. @ T.E. INDICATES "BY LANDLORD AT TENANT'S EXPENSE". 6. DIMENSIONS TO AND OF ELECTRICAL & TELEPHONE OUTLETS INDICATES MAXIMUM OF 6" FROM 4. OF ELECTRICAL OUTLET TO 4. OF TELEPHONE OUTLET. 7. A.F.F. INDICATES "ABOVE FINISH FLOOR". I 8. CONTRACTOR TO OBTAIN ALL PERMITS AND APPROV S. CITY OF TUKWILA APPROVED DE.,17 1990 %LAI BUILD NG DIVISION • RECEIVED CITY OF TUKWILA 0 C T 5 19,90 PERMIT CENTER TITLE Si-101% 1\17 10 hiti-.) VI. A, SE L. 1 IH1 - r1Jatilt.4. 1 GARY OWEN DESIGNS, INC. SS 10110 SUITE 404 SEATTLE, WA 96121 (206) 624-9091 iilessimsessmsimm DESIGNED SHEET NO. DRAWN CHECKED DATE . PROJECT NO. SCALE 1 „($ 41 1*- 04 - di sssosommismesse 4 • T E ZZ, 4 l H PLA.H - c LI He 1/5 ! - 4 $ 4-. 4 - �1 1 44 444 _ =4 4 1 4 ,1=7.: �.__._� - tea ,._ KEY. L. J 2)4 Ei UIzE" r ' T U i3 ES �' IXfIJ - 2 -r OBE t -�. -.- --�- k e r pcftl ' I `. fJ £ 11 0 10 TH$ INCH 1 2 f 1 + + + + ^ + + + 6 7 8 NOTE: If tho microfilmed document is Less clear than this notice, it is due to the quality of the original doe :agent. I III l II1 1 11! 1 I WAGElNBCP1m 12 OE 7 Lz 9z 5z 1 7z ez zz tz pz 61 91 it 91 S1 7L el z1 it 06 6 e 5 e z 1 "" 0 �11111li. +�+! dill ,.n�Inilliillllnliln�niiliiii� 11111 1111l1l11!Iiidilidffill 111111l 111111111111n1111111111nL11111111l11119 111111 i 1! 1 I. , I ,I.. 4411. L_ i 111.(lLllili11111 1111 'Ii1111.11�lIIIIIIII�inI►r1I,. 1111.+ 111111i11u11�ui+ 1111�11111i1111 IIIIIIIII u11111111IIi1i111�1i111 ,111lililill -4411. y�.,y.,✓ „ �.. 1111, .....,.� .5..•,:. _c . „ ,._ 1111 ...:.:.. .., .., : ,... 4411 �.. ,...p. , .y ..k r:`".. re '�- = Y .A C- Ysti `. "1�� :�� '� . ,� .. .� .� "',•�":i as ^7�...,: a t� s. , .. .� . - 1�8,.. ,c?•. ..�`rld.P�+' ? � r,. �'�.� .� Y �+, t .r. f t _ r >.iY� "�4E`F .$.. -.s i• -Y „ n !; r ,, :,,.Yf, . :M_°J� _ ;Y ;C'i?S. tn.s.C'•',?.ei r,_ �a••1 'J,".. • :..... �. 1111.. ... ,.. .. .. ,... 1111. . .:,. . ..�. .:. -.. 'i .. ., x ... �.0 ♦, .., -.1 :.. .. ... r.. .x> .r . t.. +.� i .I.k .'a. v 1-/w r�,� x :w ...�.. . 1111_ ..,.... �. 1:111 r - :1111. .,..,...,: ... .: -1111 .1, r.. ..�.....,._. ... ..:..... ).... , e.�. 4411 i, - ..a � <:Y;i. 1111_. '.f`. 1 .4.i'��i. 1111 ,. �... ^- Y1.+��r ,. 1144. .. . ":Fit},..+�....n.... �fYv...i... _<,.''.�`..e'.M;bP�_Pl 1�.. In . 1111, - ,." 1111. .. 1441 r 2,t. r, r ; ,, i±'?>�► v rl� G+� lr ;' RECEIVED CITY OF TUKWIIA OCT 2 5 1990 PERMIT CENTER CITY OF TUUKEWILA APPROVED DEC 171990 BUILt!NG DI' ISb N zi ii • ELE\ T ioN • q ' - I q EL-eV/110H- sLipiHei cap HTT .4/ ` -E Va -1 -� FtEt E7 v6124 F I EL-E V M I OH sL o t H cl I. E • *0 fi =i` -c: pieu, vela, 0 ¢. I T1'1?, Z t er c`ra.l Z- VP, r FIE E7 /F( 1" (✓ I L / R r--( i7 r I E1.D Veal Pi' 11_ "-- 4 UNt7 Gd21.-1' ' Cp VAT IoH- S,..G4 L-E:1 * I L.,40 I Er 404.1,L ebTrail 1 Me DP sL1DIHc1 ViN2, 4 1M 11.44120 L Ca/ NT I- . L•svA `roH r2 (Z ,:..,...� .r•••..,. •••••• ()c 6Z ed LZ 9Z 1111111111 11111 11111111111II!I 1111111111i0 vf'c :i A T� sr %% i s: �r air 5tictt�TsS� ::ss ri;. it r:r�' vri?vn - 11111 11111-111111111 tIF 11 1 !iij111 II 4 5 II 6 7 8 MOTS: If the RicLofilmed document is less clear than this tt&tice, it is due to the quality of the Qriginal document. tZ OZ 61, et Lt 91. 9: VI CI IIII�ill I 11 1 11111111l �Illl�lllill C:a. J 7�Y sy.4` %'�fi *,n +)...:`.7Y /.? .r3�;�Y'ir�r�,.S y..rLt -._.. . ", E','' !pi I'III'11i1� I1IIl�Il I[I I { 10 11 "E CEPW.ff 12 RECEIVED CITY OF TUKWIIA C C T t 19JO PERMIT CENTER CITY Of TUKWILA APPROVED DE 1 7 1990 j ii • ELE\ T ioN • q ' - I q EL-eV/110H- sLipiHei cap HTT .4/ ` -E Va -1 -� FtEt E7 v6124 F I EL-E V M I OH sL o t H cl I. E • *0 fi =i` -c: pieu, vela, 0 ¢. I T1'1?, Z t er c`ra.l Z- VP, r FIE E7 /F( 1" (✓ I L / R r--( i7 r I E1.D Veal Pi' 11_ "-- 4 UNt7 Gd21.-1' ' Cp VAT IoH- S,..G4 L-E:1 * I L.,40 I Er 404.1,L ebTrail 1 Me DP sL1DIHc1 ViN2, 4 1M 11.44120 L Ca/ NT I- . L•svA `roH r2 (Z ,:..,...� .r•••..,. •••••• ()c 6Z ed LZ 9Z 1111111111 11111 11111111111II!I 1111111111i0 vf'c :i A T� sr %% i s: �r air 5tictt�TsS� ::ss ri;. it r:r�' vri?vn - 11111 11111-111111111 tIF 11 1 !iij111 II 4 5 II 6 7 8 MOTS: If the RicLofilmed document is less clear than this tt&tice, it is due to the quality of the Qriginal document. tZ OZ 61, et Lt 91. 9: VI CI IIII�ill I 11 1 11111111l �Illl�lllill C:a. J 7�Y sy.4` %'�fi *,n +)...:`.7Y /.? .r3�;�Y'ir�r�,.S y..rLt -._.. . ", E','' !pi I'III'11i1� I1IIl�Il I[I I { 10 11 "E CEPW.ff 12 RECEIVED CITY OF TUKWIIA C C T t 19JO PERMIT CENTER CITY Of TUKWILA APPROVED DE 1 7 1990 • 2 1 . I = e2' -C7" - - Z4- ® " iLl FY.t)�?R SLAB 1 11 11 1 11 I1 11 / CONCRETE FLOOR SLAB MAXIMUM SLUMP 3 , IINC SLAB, MINIMUM OP 'IMO IF JOINTS ARE SAWN CO CURE OF THE CONCRETE FROM FORMING ON THE S MAXIMUM JOINT SPACdNG 4 LENGTH OF ADJACENT JO 1 r� rzLAce # 3 A e le" 11 CUT .i._ (CAN 1491 - o" f3 O +- C -`� t(o'"O,G, — - ---. ---. \69 ye,12,1 FY LL b I M elJ 1C'N -s d INC I1 S, Le a ' 3.000 PSI IN 28 DAY FINISH TOLERANCE. CLASS A. ... USE ATS. APPLY SECOND COAT IN OPPOS C1'OR SHALL CAREFUIXY, coNTINU 0 SAWN JOINTS IN TIME TO PRECLUD FACE OF 1I-11E CONCRETE SLAB. !N ANY DIREC'T'ION' 20 FEET. ! NO JO IN OPPOSITE DIRECTION. C. CACdH WA'7'. 1'L AC 1 "CLP.A1Z C"I'IOIJ JOI I\Cr"5 * LVEa5'y o 1 G oFIkIs c94HG.: , 'mot p • ' 1! .z- - « . 11 T 2'-O O. H. ( : - 7 --0n • C17 x:, �u.k., ,...,..;K�w..,, .•t,'•: r...., ..x:+.c_ a'+�r'ua Vc.:'ab•.w�•�]�ku�; • -, vt', #4 G 20'-0 en 11. arc_ co+.l c. 1C0t4C cU 1 fs = 1,350 PSI IN 2.8 DAYS. !QUID CURE SEAL COMPOUND DIRECTION OF FIRST COAT. USLY MONITOR THE RATE OF RANDOM SHRINKAGE CRACKS V hAU., ,, 4' L@ (N ..LofJCv.U* 'tZ" ..U?motiv1 LI J ' n TcoLUMN1 Lif.lt A - NiciKe.Ktpt - 3tAr)84 TIP 'CAL . WALL OI•1LY ✓IDS 1 NIA `IN6 PrELt VI LIt4T IoN TO BE LESS THAN 75 %' OF ' t71+�i 5L..IE (FA OF a.Arz. I C9 ccl.l"r4AC n o t.) JOIN/16,1 A OL1N \N ANGHo .. - ts / fi, / i ri / 2+ '-' o" x'-0 out tLc k ICJ ?L7 ye I1.1'o 7'!CN \ lei • c vsca::.i�. , 0 �....•.___ -_ .. ,� _ _ W + c O Ab I t`' = 1--a't PLAN REVIEW FOR COMPLIANCE WITH THE FOLLOWING ORDINANCES ONLY ' STRUCTURAL PER UNIFORM BUILDING CODE ❑ NON-STRUCTURAL PER UNIFORM BUILDING CODE ❑ WASHINGTON STATE REGULATION FOR BARRIER -FREE FACILITIES 0 WASHINGTON STATE ENERGY CODE SUBJECT TO INVERPRETATIONS OF THE GOVERNING AUTHORITY, ERRORS, ()MISSIONS AND INCONSISTENCIES. DATE IN 10 ' z`l." l c ' DATE OLIT I 7 6 • 1 BY: 1 A MAHAN & DESALVO, INC. .1: , EL74 EE ETAIL t MAKiccoR CIJ f 0" CCNG. WALL / z 1 rL.5fr --:---isc4frre WTI Kie — ("CONIC, WALL 652, t_FrAtscIL. J ._p t. SU1 may HoL - 101Ntt ar EQUNL — w : CUT ZIP 51`KIC:' ,L Jc:A t' W/A OvZD L art 4vPK)t oJN -\ N 4-1 at Z" � tr..cliz OPEN!!.& 'I C. L. COt■JSTLICriCAQ JOKY 1 1 � t/ $ ( 3'4 ID AN • I tJC N — G1zx2o,;' FULL WALL, U ,„ 4 4o)02 1..11.-1_ +-ft WALL, USE. Vf)' t �1 rr; �L 1 4 X I - a , A.15 PIM E TE.t Z ' W/ 1 x 0 /4 ,1 ANC.HX11 i't..,l . 3i aNC. e s1/, A a ex16t1 N140 f 4 ;e1S "o,G, 4.WAY..CLrt 1 ALL lEpSt. 0.-101 krr 5 -4:Ne 4 MID rot Krt ipYpr,} N 1- �i 4- -- - a 10xe' - .� ....._ 650 .t - 0 to iig INCH 1 X 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 J 1 1 1 1 1 1 1 1Ii ti 2 1 z NOTE: If the microfilmed document is -less clear than this 1 notice, it is due to the quality of theprigirial document. , 1 se viz etz z ii z I 0z 61' s' LI, 91. sI +,' e' zL II. 01. ! 6 e c ? 9 s 1 s z 1I1111III 11111 !llllli11i11111IIi,II11111111 111 11Ililil !11N11LIIIIIIII I III! Illlll11 !Illlll!!IIIIIIII1IIIIIIIII1IIi III! IIlIIIIfIill1111III ;II 1IIIIIIII =I 11 '1 ! ! 1 1 ' !' I ! _..., I II! 1 ,11 I lSIIUlII I 1�., IIII 11 • J f "% / t • t'$•' �'a'd.l ' +"'� L, ? i ?y� 5 ". . J' ° S' mil' c hl i ,iY rr r` ..� _!' x'�`..,. '�� y' ,' �' .. .#- "....,�. ... tir ,.;?a a,...rr ,.";.. _ir1✓. , ta . _ c•t y Y s rfs • . .. .. \^' y':i +htMa s / fin ;, � .r!,: Nf fr7+5 ey J .I . �� :,, - . ✓.::.� +Y �v 1 . : w. ti-:-: Ji— �•+�+r::x,:an.sili`L•'atiii'✓:e 1 '_ 2 , 1 1- 1 011 r cats I rAIL C � - 1 t, 01" C.LA - UM , - "4*(I Y 7 � c ikl& It, 1 __.... _ - -4,1"ee X15-G,h 0 ANC 5 KW, ft. ./ -#44- (f IS'ia6. v ► , . = ZAA/EL G TAlI. 1 7/1 j x ,xTdA ' --- X..).CIet7 4 ffta es 0 ViC,I4r1 .1 1.4 1C A ri V rE . r-cari I ' 1'•o'' WI cry, CLIFt. } rictrriNis, L !o 'TYPICAL ATAL . rmtivie r %G, /o3(0 V &141E 5 � 5 -Z 4 6 -3 fku het viiect a ;if) c berate ridi5 a, r'' >r 1nolo - pour l ` c kid add 1-644 R 6,rddr at an/Pic t , ba th w / .t'( tb ". ANOf4 4 . Z 1 /t" CITY OF TUKWILA APPROVED DEC 71990 ( A55, 55 4 Nt', 44 fm, Gam", N17 41M, c;v304eire N E3(TIE.DiNG 17i l +ht. ` �. i' �1{ i�f. ARN�i�4CN :i7+{il"r�'aNrf.iI.GSY -i..; V+✓.1yi.i/.r t.�15� tR're.^�•K�i�Ryf•�T LU can 1 tr i.. - t :._1. '-- . (%''' . .... . Z,x t Wi b so 4 TRANSV E N 6 rItlooti 1L.. 1-kAi4D 1 WALL 4 f-A.,4t V �- -� Zs- E' >EZ.s'El /\ 15 1 W/ ¶ . , WAY. 1-IEw 10) W/ 5,)(10 vIM1L - lOt 4 iii► 4.EEUT IT, rAl aka w10 - W/ L1 N DFIEE5ItE CAF Lam. S4r'. -1- 2) , 0 1! I s 10K IS.) _.._._A._..__ . 15VSIvi 2 0" IV-0" VIAleiwAsalwaialair i✓#IP/ t7I E.L v - t'!Ul`I or GIN c - r kUKI %NA ' E RUWWW 15telNokel O,I ALL NEW KIEEIM I t51.111-WK I ,NL IFAcru i t �';V�llts 1S) 077755 - ad V t _f _ Z ! j!ME Lcc7 'I 14G L `J //"-% V " ✓T I WO 11 15 ,41 L` c LI.-! kttas 0.11.1 ALL. 1-1e1 WG22t' Mse.ktI 157,7..41.11 -1 e &'/ W ea C itterm I f 1e 11N ,6,'t` Ar-kt 'ZxtZ -r) + 1• g W 4 lki >PL,t1- = x� " T IM 1,46 } �/° di 1► i'"r'1-4 411 i cv t.-4 I t,1. > 1'tAt01-4 1`. .oio rr 115 .2s,M 1 wf 1 •1- t5ZIr. Otg 1.13 ZtZ .191.91" ( N4 1 E ALL~ t?it Wig 1'rearl . r4k13 / co, s -oz t740- 077 7 -OZ4 -��. =3 .}naF'.:ct ..+.�..kr.u:,LS• n:r.:i:.0a'+ie+....k ..' ..r TYPICAL IELO' I 12' -O" 1 ur3t-v. \7 9 Z2 '-0" - 4'„s) I I t O NIA' m k.,1 ' = 11•-01 Ise- :'.e ✓.An,..�+..vs .�cni - . 1 i Ise fN I tEL 60 ' 8It �1"1"0K1 ElEy r t 4x 1 T4ci -r 4-17 ':BTU 12p -• 1... =t. c` - . I`. X1 rx r,44: It rr M ; " to 1011 ter. , x.11 h l� ILA I ocA °` 1''`y ic4L.- QLI -114 F4 coKtrrioNds rar 4 3 Y4 210 M1,152' 1'2 - ►2 c•', 1301.7 10 IA/ 10 n" [� 5 �]. " ( / / N I,41y�' ------ _ - - -w 1Z4(7 (W 12.. E'') AN . 4 x /ext'! wiz - 5/' ' 60 9 , tX ?'4." / z.5 /III4 2 5/P,�`4 E rte. WEI I ' C. L 11.4Icc.ehS .) f 1 *D 14. REINFORCING STEEL SHALL CONFORM TO ASTM A615 GRADE 40, Fy 40,000 PSI. WELDED WIRE MESH SHALL CONFORM TO ASTM A185. 15. CQNCRETE EXPANSION - ANCHQB2 SHALL SE 'HILT!. KWIK BOLTS°, OR EXPANSION INSERTS, AS MANUFACTURED BY. HILT! FASTENING' SYSTEMS, OR ; EQUAL, 'INSTALLED IN STRICT CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. 16. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND. OTTER . UNFORMED SURFACES: FORMED SURFACES, EXPOSED TO EARTH, (I.E., WALLS GROUND) OR WEATHER: #5 BARS OR SMALLER. COLUMN TIES, SPIRALS AND BEAM : STIRRUPS: SLABS AND INTERIOR FACE OF WALLS: 17. ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL. 3 18. ALL FILL SHALL BE COMPACTED' TO A MINIMUM 95% DRY DENSITY PER AASHTO _i -�. PLACE FILL' IN LIFTS NOT TO EXCEED 8 INCHES IN COMPACTED 'THICKNESS. PILL SHALL BE SELECTED NATIVE MATERIAL OR IMPORTED PIT RUN WITH NO ORGANIC MATERIAL AND MAXIMUM 6% PAST 200 SIEVE. } MAXIMUM AGGREGATE SIZE NOT TO EXCEED 50% OF COMPACTED LIFT THICKNESS. ; EEE III 1111 1 11 1 1111111111111 1 111 ! 11111< t11 1111 I 0 to r,3 INCH 1 2 3 0€ 6Z 8 G 4Z 9Z III:.111111 111lIJ IItIl(I11011111111il11111i1M1 s y � ri 7. /.rya .A �j �' ^� + ■1 IY. : , S �,, t'yx4�7 i (,.L 6 NOTL: If the microfilwed document is less clear than this notice, it is due to the quality of the original document. iZ OZ 6l 8l Lt 9t GI *;l 6l Zl it 01• 6 9 4 I I t! (1 ' I 1 !� 11 � 1 1 I � 1 L111 111 IPII11IIIi�iI Ii JI°°° °MATHI1111111111II I ., lfl�l�ll)II.Ii IIIIIlinl (iJIiIIIi11111 MIIIIIIIIV111)lld1nllili1 11111111111011111 L111 .}�Y i.; , s !tf r "'^:pit #'f!r" 'f.. '- 'L ,.� :: �'� w . ".' 4�aw. Mc,4 t y [t3,�' t ...,rt.. .'A :� > .�, � ar. 1 � '.' x't k}3 Y. �� y�.v ! � :v S• � 7i <.�. i' d „;�, ,. s �..: ,+ M ' p ` s,:�_. , .E.�.ti • �.:,..j�>.»"'r i� �.�'. �'i4a.. � �:i j .�i�t�.�r ^�. a 1 4 r t- !•`1��:�'S 3 =r ' IIIi1 (IIIIIItJIIIII1IIIII�II1�IIIII . II IIII` 10 11 MADE "" + 12 SYM DATE REV13 S DESCRIPTION ie/ PREP''() SY APPROVED CiTY OF TUKWiLA APPROVED DEC 1.7 1990 LOAM "PEetyli _ 3 Vo &1EE! '5-1 5-Z 4- 6 -3 gab* been r, v, d . 7b ace event abid.5 pro ovr '-�O•& awl am add nhtOPl4 !• i? 6,vder 611crinic C BUILDING DIVSEEEE .EAL STRt ..HOT $ 1 . ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS,' SPECIFICATIONS, UNIFORM BUILDING CODE; 1988 EDITION. ROOF _ LIVE LOAD 25 >PSF= WIND LOAD BASIC WIND SPEED 80 MPH, EXPOSURE 8 EARTHQUAKE ZONE 3, . CS. = 0.14, K .E 1:33 ALLOWABLE SOIL PRESSURE 2000' PSF (ASSUME OWNER 'ra VERIFY) 3. T ACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER :Si ?ES, AND . CQNDf'IONS PR(OR:.T COMMENCING ANY WORK ALL DIMENSIONS OF EXISTING : CONS1 RUCTION , SHOWN 614 :.' DRAWINGS PRE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. • 4. FRAMING LUMBER SHALL BE GRADED AND MARKED ON CONFORMANCE WIT t W.C.1.13...STANtthrti GRADING RULES FOR WEST COAST LUMBER NO 16, LATEST EDITION. :.'' FURNISH TO THE '`FOLOWINtk GRA MINIMUM STANDARDS. JOIST AND PLANKS BEAMS, STRiNGaERS POSTS & TIMBERS UGHT FRAMING & PLATES STUDS D.F. DENSE NO 1 Fb ."1450 PSI, F'v i 95 PSI NO, 1,' Fb 1350 - PSI,' -FE E 85 PSI O.F. NO. , 1 . D.E. STANDARD D.F. STUD/HEM-PR STUD 5. WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL 'Be ` CONSTRUCTED TO THE MINIMUi4 STANDARDS OF THE UNIFORM . BUILDING CODE. MI'JIMUM NAILING, '' UNLESS OTHERWISE NOTt i3.;, SHALL CONFORM TO TABLE 25.0 OF 'THE U.keC. . 6, ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE AND CONCRETE `MASONR . UNITS SHALL BE PRESSURE TREATED WITH AN APPROVE°) PRESERVATIVE. PROVIDE . 2 LAYERS OP{ S ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNT REATED WOOD AND CO NCRE•. 7. AT SAWN TIMBER ^JOIST AREAS. PROVIDE CROSS - ®RIDGING AT 8 FOOT ON CENTERS, 1 fAXIIVIUM SPACING, AND SOLID BLOCKING AT BEARING POINTS. PROVIDE,: DOUBLE:: - JOISTS ' UNDER: ` ALL PARTITIONS PROVIDE; DOUBLE JOISTS EACH' SIDE `OF OPENINGS UNLESS" DETAILED OTHERWISE,? PA !DE DOUBLE. STUDS EACH 'SIDE OF ALt OPENINGS ` UNLESS DETAILED OTHEF $E. 8. NOTATIONS ON DRAWING RELATING TO FRAM'NG CUPS, JOIST - HANGERS, AND t?THSR CONNECTING DEVICES REFER ' 'PC THE CATALOG NUMBERS O CONNECTOR MANuFACTUPF, BY . THE SIMPSON S 'STRONG -TIE CO.; . SAN Lt ANDRO, t A. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAC; BE SULSTITUTED FROVIDEd''THEY HAVE 1CBO APPROVAL EQUAL LOA0' CAPACI' IES. • 9. CONTRACTOR SHALL PROVIDE TEMPRARY BRACING FOR THE COMPONENTS UN IL ALL E1NAL CONNECTIONS HA B� N I COMPL D i N A li D A. V PLANS. 10 STRUCTURAL STEEL INCLUDING: PLATE AND .ROLLED SHAPES SHALL CONFORM TO ASTM A40,' KSI. STEEL TUBING AND PIPE SHALL' CONFORM TO A$,TM A53, dlRADE a, Q1P, ASb1 I. .ALA_ WELDING SHALL `CONFORM WITH AISC ANC 'AWS ` STAF DARDS AN,D: SMAU 8E' PERFORMED- I: CERTIFIED WELDERS USING E `G' XY, ELECTTtOOES., WELDS,` UNLES$• OTHERWISE NO' O 1 . 3/16 CONTINUOUS . FiLLE f WELDS. • AL1. WELDING SHALL Be ` PERFORMEp PY WEIDERR$ : II• ACCORDANCE WITH AWS DIA AND WASHINGTON ASSOCIATION$ OF BUIL.13IHG ofroato, r .. 2. f0CLn SHALL CONFORM T O ASTM A307 . UNLESS NOTED OTH .WISE ON DRAWINGS. CONCRETE FOR FOOTINGS AND WALLS SHALL ATTAIN A 28-DA? stRENGTH OP P -:: 2000Q :PS1 ( t;3Sz) PSI),' MIX SHA I CONTAIN NOT LESS THAN SIX 94 POUND: SACKS - ;. , CEMENT PE : Yw CONCRETE PER • CUBIC WAD ` NOR MORE THAN 1 .'0 GALLONS' OP WATER P ` 94 FAUNA F • r —4-- 1-41 +4 [ ki A&12- , '51\11C2 A/e0Jr•J 414W-09- A 411• .0111••■••••■■■•■■■ i•••■•■•■••14.■■•••• J. 4 4 1 LI 12- r2kNE1.- (.4te - 41 r leep — XV4 x10 t <02(CoV , •••••Tfell.• •••••■•*...kra* ale .L.rsvA co . Ne-• c,o40.1N it\J tl-P4nd X I'—c2 '. X. 4xIo ANIC- 1.1.0V4 )( WICA 4- auctc. ettai re21-1k4. en' r - C31 - le;)K1 l4 \ P 1 C> !If 4 or ogAktv 1741}4wA--31 \iK)FY t7INI i s wt 4 tisv. ex5coi _42 I "TAWCr WENN ieiS191; f ToP - 10re:r. 10/15,5 ---t lo z..%41P/6 1 e5 v AwP,s I 0 10 THS INCH 1 • oil -04 roh z" I, 1V-0" 17tr)g I OimtKilKle, //i V2-4 cris1 10.4aet AY Mrruslc EIL Piz Fnz COL, IZNt t'rrAl JAM lottR , 5 Jt? Cr)f. I N i/F 1:0"11-3 t7s5 coIN 0 6 6e ee 9Z 9Z 4 7Z f 1Z OZ. 6t ht 91. 11 IIM10:411)1.111101Iiii 11.1,1101ffliljAlli!Iii1111;1111111flilin1111!11111.0111,q111111111111,111111111111111111111111111111111 2 than this • .1 notice, it is due to the quality. of the original document. • ,1 3 • 4 ' NOTE: if. the microfilmed document is less clear 5 " C [ '111111191[111111[11 [11111111 I 1111 11111 III I 1 [1111111 I Aty cot\Ar711.0cLATION5G N6"'T .=.11-0 &IP COMNEart,t\I EsUltt t' ,s vs xc-1 PAN& i ttQ-O7757- 02A ----NewrALDf/16c1c44ENSI, " 10?< 15,5 V44±;013oLls C5 4 SLIM)K17 1 _ \r/37° 1' es7 c, sta...L5uFt.FoKr T /2 1-o" 4 1.;_z11 11 1/6"15TW[J,E945. -i3/41UNN ;SAIL N'tAlt.4-I ?KIST. CIO )(41 4K4 Alf! ots„.511: OP4x4 klAN I L. lo pr9 vv/ 6.4 1. apx kAL LL t: e • wo,c„, }L LL it•rrticHaDATE s e 12" az. 1A1 L6 8c1 coIN40k! fvm sLotc, rLILL i-41; c;F NAU- Fg-CM PL-COlz . AITAICH T-1 - tmcote. . MON AO POST ARt7F.A1 I r. 1---- ; 14 71t2 L P1= Y Xlc ir : CA,41.1 . KAL I J , 1 ! _ `Toror vgg2 UKWILA "ii OF T r.ioxi5,1b APPROVED -vglxN DEA 1 7 1990 36, 614EEs .5 -I 5Z 6-3 Iii bee) reo6eci ‘4Doccov4octer1e ebmtnaldi5 - mono- pour cCooftie'pi, clod ackirtecoal nootv ntier at rkr/fri le.,-/(4 " r * Cv PLY Wa2, PA C1-t' iti.,4.166, NAILAL.1.- ..13:rc:76e=.crild,c,, NAIL. A i :Ea A N e ,1 LS ct °T di l i s Ibirs o i o t o vt , Nr.OLND 49c4 t'1 I --', xs4tUt O1(9 ____ 1_1 I 11..0 ' Z.Y4 C0Nr't, ArrA 1 4 Atel rosrr v■i/MIKI A55 ITAMINfr ANO-Pfc 404 CF re:35T KIAL1Thigu1r3F. z?c& 4)(4 \14/ Ezei cowmom NAl L eAss zik6, 2.)(& ArtAlr,i4 wiz) 4)(14 rrel ‘9MT's4 ,ATTA 4x4 tvg-J1 W/ ,Ifv14=5v4%.1 i-ItJC 2.6 z(4 411A 1s4 pm-rw 61NitroN A M Izzfr-zfrtir-46.,A, -ro 1.415K itv r.ttp5c=ik.i A51- AT 2.o"-t 0,c, BUU. • I NG DIVISION /.1 t30115 e •11F1:9ZK ;y 15LITIP-Ic ricAME !; azAKIEIRAIL A &II= C) 03S157E: 1%4(011 N.' ‘1 xi L onnuemorwommtweimmostrowismonsommosomm 24 X 31 PPINTEO ON N0. 1000H CIEARPRINT o c4 1+"MY64'�F4tkA INIIIIIMIIIIMAIIMA N swwwwwww wwwwwwwwww GXISTINC aP �. 5H: 5 EGAL E oil � c' �/, g� � , Bp1N poN %NAT GINS tANIDV µDP AD O 11 ' N e LAI co 14 ECT'°11 W 6X5 - � NC �_ .IN V ON ,N V. 1 • 7 G qo..i ° , or/CA /1 M CO.r) 38.E z �•1 \N N 0RTh) 3E1 ?12iL?�►'L \ C" • I N S 7 w/tr -2 U Neu) G•x.) s TI146 1 NTp NON 2 p0m e5I- ►G \c/h1"E4 , �,.� C I N l� 311 1];. v�/N 5YSTE /'I Tr TO 570 5 . o• Xi Sr �IIN1 ` /' /"I :r:; Li tie TO i 5'" l.l'- r ?AMO PAO ( C oNC.) f• n Cf3. i46,44" KY tl 1594 - - r p>z gt RECEIVED riTY nFTtII(WII - ►� JAN 2 9 la: PERMIT - CENTER APPROVED BY: c rl tc 4.`4r;sid ,''1.,A,SEGA!E,iNV DRAWN BY c • I V III` III , I Il I 0 16 THS INCH 1 2 1 3. o£ 6Z ee GZ 9Z GZ 4 7Z £Z I ) I !! 11 111 1 { ! Wli!! IMidi!t !1li l i!!II(IIl�Lil!;n11u1IHill 4111101 SCALE: /r' RQ rt'rt((IIiJIIL IIifipL'i' I I ; LI , rrl!il ` Et,fIt, iiiiiIi iii fillf'�'fI I ILIIIi 4 5 6 I 7 8 NOTE: if the microfilmed document is less clear than this notice, it is due to the quality of the priginai document. hl £l Z ll (� (, 6 II ( iillllilllll�I lllifllllllll�Il!! VIII !I 11111111 !ill�lllll!IIIIIIIlIIIiI 111111110 11111111!III II!il tl Z t ww !11111! 1 !VIII ;IIiI!1111111 DATE: 3.. " a9 Revise', U. N.,i SHOP AREA - OFFICE S /7E DRAWING