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Home My WebLink About20215 67TH AVE NE_BLD951827_2026 e pple Builders Incs 18705 - 67th Ave. N.E. •Arlington, WA 98223 • (360) 435-6658 • FAX: (360) 435-6079 September 28, 1995 City of Arlington Community Development 600 E. 1st. St. Arlington, Wa%98223 Attention: David Anderson Ph. 435-0724 Reference: Permit Application Equipment Wash Building Northwest Hardwoods 20015 67th Ave N.E. Arlington, Wa. 98223 David, Enclosed are the following for your review. This new building is for the use of equipment Wash Building. The location on the property is currently being used for drive way at shop area,the new use will not have an adverse affect on the site. ( ) g 1 Building Permit Application for(1)30' x 40' x 40' Building. (4) Site plan indicating the proposed building location. (4)Floor Plan and Building Elevation Drawings (4)Foundation Plans and Engineering with Calculations. (4)Building Plans and Engineering with(2) sets of Calculations. This building is open to remain open and is non heated. Sincerely, Kent Boyd Apple Builders, Inc. c file Job# 95-41 Northwest Hardwoods RECEIVE n SEP 2 9 1995 CITY OF ARIINGTON a CONSTRUCTION H LOtlmen ;�UAOIEIL�iI{Gl Sir. mt aond WA, 98052 REPORT i.lcTui' l1vi1nln& e $2 �-- PROJECT: U REPORT NO: � Co-7A CONTRACTOR: PROJECT NO: P!f l� � �� I' t-7-7 DATE of '95 TIME WEATHER ��,�,�'�� TEMP. RANGE 1 WORK M PROGRESS PRESENT AT SITE 00890VATIONR ope � 6 LE11T QF NV Sf E 24G28 ,�� FOLLOW-UP LMI:R TO CONTRACTOR YES NO Q ENCLOSURES! ! COPIES TO: REPORT BY: !�+ DATE: page at pages CONSTRUCTIONt, , . ,�. �F SURVEILLAiMMi. H �.i�� f�� , "' ed aond Ala. 98052 REPORT <; 4, & jctLjrol,/. Civil ,Englnef- K M &OD REPORT NO, PAO.OECT. AV M45 CONTRACTOR.' `�,s2.!—r �R��ECT NO; p� If � �� j �-77 DAME �-r�I TIME oo PM WEATHER 'HEMP, RANGE WORK IN pROdRER$ PRESENT AT BIT9 J c 7-.� O&SERVATIONE 6?-::> TO oV WAS 1. 46..8 . sluN t FOLLOW.Up l,MF.R TO CONTRACTOR YNS NO 13 ENCLOGUREB: , l COPIES TO, REPORT BY: � DATE: page pages CONSTRUCTION , ' i' 6 �+ 'tin en-- �.� fox �t SURVEILLANCEV, mc}�nond 98052 OEPORT � � JCTurol-j QN11 - Engine( $83;-831 5 PROJECT: w ►WA D J � REPORT NO. CONTRACTOR: PROJECT NO; p��(� �}. � { �77 DATE {O( 9;5 TIME a ( a !` 1 f WEAT14ER �C�,�� EMP. ftAN13E 1 WORK IN PROGRESS PR95CNT AT SrM 0489RVATIONS w ouo wAsf��f 24628 FOI-I.OW-UP 697TER TO CONTRACTOR YES No a ENCLOSURES! i COPIES TO: REPORT BY: �t7ATE_}y 1�! page of pages CONSTRuCTIAN1 { y L4 then � ;; �, CA, lkK Wl SUF:VO"lLLily p_ !;�` o0nond Wa. 98052 REPORT ��. cturol"i lyll 'ElgInse ; ;., 883.8315 _ --- - ?5?--~ 3 3 ROJECT: AV REPORT NO4 CONTRACTOR., 44- PROJECT NO: p�� ' �77 j l I 09 5 TIME g• o a b r l ( WCATtjoft ,�'`�, �"� TEMP. RANGE DATE • WORK IN PR03RESS PRESENT AT SIT! � C J OSSRRVATIONS LEH op wnsy� �• 2 46 L8. . fUNAL rOLLOW.Up LMzFt To CONTRACTOR YES NO nxnres I.7�-p' ENCLOSURES: I COPIES TOi 1 7 REPORT BY: DATE: l -----^— page of Page: City of Arl -ngton NOTICE and Inspection Report Permit No. ,� Phone# Legal Date Calledr- Address Time Call By Contractor/Owner Requested by ' ❑ Setback ❑ Roof Diaphragm ❑ Plumb GW ❑ Insulation ❑ Framing ❑ Footing ❑ Gas Piping ❑ Drywall Nailing ❑ Foundation �,nal ❑ Rough-in Plumbing ❑ Shear Wall ❑ Reinspection ❑ Mechanical ❑ Other _ P&AF_PFROVAL ❑ CORRECTION REQUIRED Ct❑ Corrections listed below MUST BE MADE before work can be approved. listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. Inspector Date City o f Ar- ington NOTICE and Inspection Report 1 Permit No. Phone# Legal Date Called / — ��/ t_ .� Address, [ l Time Called Contractor/Owner � /7i7 �L�ze�/�i-t.-i By Requested by L ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall Nailing '>�Fnal ❑ Foundation ❑❑ Shear Wall Rough-in Plumbing ❑ Reinspecfion ❑ Mechanical 4' PROVAL ❑ CORRECTION REQUIRED ❑ �Cone � aslisted below MUST BE MADE before work can be approved. Er vdork listed below has been inspected and approved, ❑ CALL 435-0724 FOZRN Tl N—24 hour notice required. Inspector �t/O Date � C I YY OF R RL I h1GTOhl CONOYRUCT I Ohl PERM I T PERM I T No. 9M—18?7 Owner: NW HARDWOODS 20015 67TH AVE ARLINGTON 98223 Value of Work: $31,339.00 Tax ID: 143105-2-012-0004 Rhone: 435-8502 Describe Work: 30 X 40 BUILDING ADDITION Proposed Use: EQUIPMENT WASH BUILDING Legal Description: Job Address: 20015 67TH AVE Contractor's Name Type Address License# APPLE BUILDERS INC. G 18705 67TH AVE APRLEBI135JN TOTALS Fee Permit Fee $349.50 Plan Fee $227. 18 Park Mitigation $58.00 �Tj SIHEREBYE \TOTAL FEE............. . . .. $634.68 I HEREBY GERT Y H VE READ NED PAYMENTS..... . ........ .. .. AND$186.23 KNOW ETHE I TSAMETOSBER TRUE AAND NCORD RECT A PROVISIONS OF LAWS AND TOTAL DUE............ . .... $448.45 ORDIN ES GOVERNING THIS TYPE OF WORK LLI L BE COMPLIED WIT WHETHER DATE RECEIPT # SPE/CIFI D HER IN R T. ��'� / _ � �� 1 BUILDING OFFICIAL CASCADE TESTING LABORATORY, INC. SEE FIELD N/� 94397 TESTING&INSPECTION/ENGINEERS/GEOLOGISTS REPORTNO. 12919 NE 126*.. PLACE DATE CERT.NO. KIRKLANO, WASHINGTON 98034 12061623.9600 E VERETT 12061 259-06 17 PROJECT w•e HO-V_ UL� LOCATION TO: ��+l.w -Lrc zo a 1 s 6-7-�hAve M - ,.44 e BLD PERMIT NO. OWNER 2Ave- /y Z-0015 1 +� Av �S- 7 WEATHER TEMP 4-0 AT SOO AM Pf—h. C1 V AT PM ENGINEER C [OW2 ARCHITECT ATTN: CONTRACTOR I THE FOLLOWING WAS NOTED:r_DnCi1iyy1e NOP+bLI�Qs-1 O G•L. mc0 s FIELD TEST DATA BATCH DATA FOR 1 CU.YARD 5 O 3 Z` DESIGN % ADJUSTED TRUCK SAMPLED (n I TRUCK TICKET No, WEIGHTS MOIST WEIGHTS UNIT CEMENT TEMP. TIME SLUMP %AIR WEIGHT YIELD FACTOR CONC AIR` CEMENT a Zo FA. �53q C.�!�s 410) WATER TOTAL 3glI COMPRESSIVE STRENGTH CYLINDER DATE DATE AGE NUMBER MADE TESTED DAYS SIZE WEIGHT TOTAL LOAD STRENGTH PSI SET NO. 931 Z z�!q z-Z3 �X1 z �" DoO 20�o y 59z9 ( 3-15- Z$ PRODUCERS: CONCRETES oKey f 0l✓1_t CEMENT �7?'Q _11= CU.YARDS PLACED AEA Z.5 OZ-\G•Y ADMIX. i CAC12 � .. DESIGN STRENGTH ` 1)20 PLACEMENTAREA & NOTES C-00CrP-+Q. 'C21MC-e FCC(- 5'eM L&L II 4 �S GCS (P-n+ ra ]RR6 zl'K i 2Jo l► p(o ce1) y ,yt; c�nSol� d o�}e� w/ elec4c c vibca ic)o . q capl Hz0 b�� Gy��n�Q'C C$. cowed o,s �� con-�co,G-to INSPECTOR: COPIES TO_(V�y�. SIGNED:— _...ter SEE FIELD 94397 CASCADE TESTING LABORATORY, INC. REPORT TESTING & INSPECTION/ENGINEERS/GEOLOGISTS DATE CERT.NO. 12919 N.E. 126r., PLACE 12061 823-9800 I ! 9��Z�Z�J KIRKLANO, WASHINGTON 9B03d [ - 12061 259-OB 17 EVERETT PROJECT H6, is LOCATION 1 1 OC aON (fly�h v2 AL - du+�, e. TO: Of"��W ��J BLDG.PERMIT NO. OWNER 200 �Q� �h �� WEATHER TEMP Lr.$ AT AM c:IOV `Z AT PM Arl l rie Inn ENGINEER ARCHITECT ATTN: CONTRACTOR I 1 �uJes-f a THE FOLLOWING WAS NOTED:-r-0nCf2'Ve BATCH DATA FOR 1 CU.YARD FIELD TEST DATA �7 I DESIGN % ADJUSTED TRUCK SAMPLED ��I TRUCK TICKET No. 5 `• WEIGHTS MOIST WEIGHTS UNIT CEMENT TEMP. TIME SLUMP %AIR WEIGHT YIELD FACTOR CONC AIR CEMENT e Zo 4 N I -- a$ 49 3/�A. ►53q 39 c.Vfs 4 WATER 2� TOTAL 3cn/4 COMPRESSIVE STRENGTH CYLINDER DATE DATE AGE NUMBER MADE TESTED DAYS SIZE WEIGHT TOTAL LOAD FRENG; PSI SET 0. �9Z Zj 11q Z-Z3 �" D00 o Y S9Zq 3-lam Z$ z9 0ev l� PRODUCERS: CONCRETE CEMENT1y__,Q Z�-� CU.YARDS PLACED 07 3Ja 3D0 a z• �.y. ADMIX. CAC12 q6 DESIGN STRENGTH AEA 7 �,.,�� PLACEMENT AREA& NOTES C,-,9nL- 1�Jo�l �loce ��a� �- �•o �_ .ar�P,eA� o•A- i)Lxi �.C.nSa11 0` W . es v v 4ec c'c f�er GoY�-tf,,-r- c by INSPECTOR COPIES TO: //�J SIGNED: U .rr BUILDING PERMIT APPLICATION CHECKLIST RES & DUPLEX COMM & IND APPLICATION ✓ APPLICATION SITE PLAN SITE PLAN ARCH. DRAWINGS --4 ARCH. DRAWINGS STRUCT DRAWINGS 4 STRUCT DRAWINGS LEGAL DESCRIPTION ✓ LEGAL DESCRIPTION ENERGY CALCS ENERGY CALCS STORM DRAINAGE CK STORM DRAINAGE SEPTIC TANK DESIGN $ 1 SEPA CHECKLIST UTILITY DRAWINGS _ STRUCT CALCS Three ( 3 ) copies of each are required Four ( 4 ) copies of each are required for application for application ZONING SETBACKS: FRONT USE REAR LOT COVERAGE SIDE PERMIT TRACKING Name: s Permit #: 95-- Project Type: Date Received DISTRIBUTED RETURNED DISTRIBUTED RETURNED 10 f Publ cc W or s Engineering Fire Dept 1144 John Farrens Date returned for corrections Date resubmitted with corrections Date ready to issue: Date issued: B u i l d\form s\checkl st N 3 z ■ _1 � Mr V m �: Lq , o ' °o � �1 N 0 y V a " , a eD O � Zb R -Ki -� r in `' CD HCI dMk STEEL PRODUCTS INC. Steel Building Systems - Steel Roof Systerns - Building Components Corporate Office: 18520 67th Ave.N.E. Arlington,WA 98223 (360)435-8871 (360)435-9267 Fax Anchorage Office: 4041 B.St.Ste.202 Anchorage,AK 99503 (907) 561-8777 CONTRACTOR APPLE BUILDERS INC. (907)561-0381 Fax PROJECT NAME NW Hardwood; Arlington, WA PROJECT # 964 95=ioc ;� 7 BUILDING DESIGN LOADS: SEP 2 9 '1995 CE-Y OF ARLINGTON DESIGN CODE 1991 UBC LIVE LOAD 25 PSF WIND LOAD 80 MPH at Exposure "B" MATERIAL WEIGHT DEAD LOAD AUXILIARY LOAD None MEZZANINE LOAD None �,", '> et CRANE LOAD None 'V .zr_.,. SEISMIC ZONE 3 EUPIRES 8/26/95 DesCalc.Out Page: 1 HCI STEEL PRODUCTS 18520 67 AVE NE ARLINGTON, WA 98223 STRUCTURAL DESIGN CALCULATIONS FOR APPLE BUILDERS INC: 18705 67TH AVE.NE_ ARLIN=N; WA 98223 NW HARDWOOD ARLINGTON, WA HCI 964 BUILDING DATA Width (ft) = 31.5 Length (ft) = 40.0 Eave Height (ft) = 42.5/ 42.5 Roof Slope = 1.00/ 1.00 Dead Load (psf ) = 1.5 Live Load (psf ) = 25.0 Wind Speed(mph ) = 80.0 Wind Code =UBC 93 Closure =P Exposure =B Importance — Wind = 1.00 Importance — Seismic = 1.00 Seis.Tic Zone.. =3 Designer = SZ --------------- 8/25/95 it DesCaIc.out Yage: 2 HCI 964 Design Loads For Each Building Component. 8/25/95 9:14am FRONT SIDEWALL: --------------- LOADING Wind Wind Press Suet 12.6 -18.3 .. Girt/Header 16.9 -22.5 . . Panel 12.6 -12.6 . . Jamb BACK SIDEWALL: --------------- LOADING Wind Wind Press Suet 12.6 -18. 3 . . Girt/Header 16.9 -22.5 . . Panel 12.6 -12.6 . . Jamb LEFT ENDWALL: -------------- BASIC LOADS: Dead Live Basic Wind-Load Load Load Wind Ratio 1. 5 25.0 14.0 1.00. WIND PRESSURE/SUCTION: Wind Wind Press Suet 12.6 -18.3 Column 12.6 -18.3 . . Girt/Header 12.6 -18.3 . . Jamb 16.9 -22.5 . . Panel WIND COEFFICIENTS: Surf Rafter Wind_i .Rastz_r_Win d ^ Bracin,gMind _. Lang Surface Id Left Right Left Right Left Right .- press.- _Friction - 1 .80 -.50 .00 .00 .80 -.=0 .00 .00 2 -1.20 -1.20 .00 .00 -1.20 -1.20 -.70 .00 3 -1.20 -1.20 .00 .00 -1.20 -1.20 -.71b .00 4 -.50 .80 .00 .00 -.50 .80 .00 .00 COLUMN & BRACING DESIGN LOADS: Brace Column_Wind ! _.Aux No. Load Load Id Dead Collat Live .. Left Right Press Suet 1 Id 4 1 1.00 1.00 1.00 .00 .00 .00 .00 0 2 1.00 .00 .50 1.00 .00 .00 1.00 0 3 1.00 .00 .50 .. ._-00 1.00 .00 1.00 0 4 _ 1.00 .00 .00 .00 .00 _ 1.00 . _00 0 8/26/95 DesCalc.Out _ Page: 3 RAFTER DESIGN LOADS: No. Load Rafter Wind W _1 Rafter Wind 2 I Aux Load Id Dead Collat Live Left Right Left Right I Id 5 1 1.00 1. 00 1. 00 .00 .00 .00 .00 0 2 1.00 .00 . 00 1.00 .00 .00 .00 0 3 1.00 .00 .00 .00 1.00 .00 ..00 _0 4 1.00 . 00 .00 .00 .00 1.00 -. .00 0 5 1.00 .00 .00 .00 .00 .00 1.00 0 RIGHT. ENDWALL:. -------------- BASIC LOADS: Dead Live Basic Wind Load Load Load Wind Ratio 1.5 25.0 14. 0 1.00 WIND PRESSURE/SUCTION: Wind Wind Press Suct 12.6 -18.3 .. Column 12.6 -18. 3 . . Girt/Header 12.6 -18. 3 .. Jamb 16.9 -22.5 . . Panel WIND COEFFICIENTS: Surf Rafter_Wind_I Rafter_Wind 2 Bracing_Wind Long Surface Id Left Right Left Right Left Right. Press Friction 1 .80 -.50 .00 .0i; .80 -.50 .00 .00 2 -1.20 -1.20 .00 .00 -1.20 -1.20 -.70 .00 3 -1.20 -1.20 .00 .00 -1.2o -1.20 -.70 .00 4 -.50 .80 .00 .00 -.50 .80 .00 .00 COLUMN & BRACING DESIGN LOADS: No. Load - - ..._ .Brace Wind --_.--- ColuznWi.nd Load Id Dead -Collat Live Left. Right Press. -Suct.._ I Id- 4 1 1.00 1.00 1.00 .00 .00 .00 .00 0 2 1.00 .00 .50 1.00 .00 .00 1.00 0 3 1.00 .00 .50 .00 1.00 .00 1.00 . 0 4 1.00 .00 .00 .00 .00 1.00 .00 0 RAFTER DESIGN LOADS: No. Load Rafts= in Rafter I AuxWd_1W _ Load Id Dead- Collat Live Left Right Left Right I Id 5 i 2 1.00 .00 .00 1.00 .00 .00 .00 0 4 1.00 .00 .00 .00 .00 1-00 .. .-go 0 5 1.00 .00 .00 .00 _ .00 .00 1.00 0 ROOFDES: BASIC LOADS: Dead -- 8/26/95 De sCalc.Out Page:.-.4 Load Load Load Load Wind Ratio Friction 1.5 25.0 0.0 0.0 14.0 1.00 .00 WIND PRESSURE/SUCTION: Wind Wind Wind Press Suct Suct_R 0.0 -19.7 . . Purlins 0.0 -39.3 .. Panels 11.2 -7.0 -9.8 . . Bracing PURLIN DESIGN LOADS: Surf No. Des Load- Wind Wind Aux Id Loads Id Dead Collat Live Press Suct Id 2 2 1 1.00 1.00 . L.00 .00 .00 0 2 1.00 .00 .00 .00 1.00 0 3 2 1 1.00 1.00 1.00 .00 .00 0 2 1.00 .00 .00 .00 1.00 0 BRACING DESIGN LOADS: Surf No. Des Load :find Wind Aux Id Loads Id Dead Collat Live Press Suct Id 2 3 1 1.00 ..00 -.00 1.00 1.00 0 2 1.00 .00 .50 1.00 1.00 0 3 1.00 1.00 1.00 .50 .50 0 3 3 1 1. 00 .00 .00 1.00 1.00 0 2 1.00 .00 .50 1.00 1.00 0 3 1.00 1. 00 1.00 .50 .50 0 RIGID FRAME #1: --------------- BASIC LOADS: =a;.= =e_- :.ear Axis Farce_ Dead Live Snow Collateral Wind Ratio Load L_Col R-Col 1.5 25.0 0.0 0.0 i 4. 1 i.00 0.7 0.0 0.0 WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Surface Id Left Right Left Right Friction 1 .80 -.50 .80 -.50 .00 2 -1.20 -1.20 -1.20 -1.20 .00 3 -1.20 -1.20 -1.20 -1.20 .00 4 -.50 .80 -.50 .80 .00 DESIGN LOADS: ------------------ No._Des Load Live -----Wind_1-- ---Wind D-- - Aux Loads Id Dead Colia. Li m i iyiit Le-t. F{i i� Le-� idi Ti.t ei5 Id 13 1 1. 00 1. 00 1.00 . 00 .00 . 00 .00 .00 .00 0 2 1.00 . 00 .00 . 00 1. 00 . 00i .00 .Ora .00 0 3 1.00 .00 .00 . 00 .00 1. 00 .00 .00 .00 0 4 1.00 1. 00 1.00 . 00 . 50 . 00 .00 .00 .00 0 5 1.00 1.00 1.00 .00 . 00 . 50 .00 .00 .00 0 6 1.00 .00 .50 . 00 1. 00 . 00% .00 .00 .00 0 7 1.00 .00 .50 . 00 .00 1. 00 .00 .00 .00 0 8 1.00 00 .00 . 00 .00 . 00 i.00 ..00 .__...Ora - _0- 9 1.00 . 00 .00 .00 .00 . 00 .00 1.00 .00 0 . -.00----.0a_-0 11 1_ViVi 1 _ViVi 1_ViVi Viol o1Vi _0101 _9191 _591 .OIVi 91 8/26/95 DesCalc.Out Gage: 5 12 1. 00 . 00 5:. .J i .00 .00 i. 00 .00 . 00 0 13 1. 00 . 00 .50 .00 .00 . 00 .00 1..00 .00 0 RIGID FRAME #2: --------------- BASIC LOADS: Weak; Axis Force Dead Live Snow Collateral Wind Ratio Load L Col R_Col 1.5 25.0 0.0 0.0 i4. 1 i.00 0.3 0.0 0.0 WIND COEFFICIENTS: _ Surf --Wind-1--- --Wind_'2--- -_ Surface Id Left Right Left Right Friction 1 .80 -.50 _.. .80 . -.50 .00 2 -1.20 -1.20 -1.20 -1.20 .00 3 -1.20 -1.20 -1.20 -1.20 .00 4 -.50 .80 -.50 .80 .00 DESIGN LOADS: --------------------Load-Coefficients------------------- No. Des Load Live ---Wind_1-- --_Wind_2-- Aux Loads Id Dead Collat Live r'ii�t _�T$ Fiigh� -?:t Right Seis Id 13 1 1.00 .1.00 1.00 .00 .00 .00 .00 .00 .00 0 2 1.00 .00 .00 .0 i i.a'::7 .Olt-5 .00 .00 .00 0 3 1.00 .00 .00 .00 .00 1.00 .00 .00 .00 0 4 1.00 1.00 1.00 .00 .50 .00 .00 .00 .00 0 5 1.00 1.00 1.00 .00 .00 .50 .00 .00 .00 0 6 1.00 .00 .50 .00 1.00 .00 .00 .00 .00 0 7 1.00 .00 .50 .00 .00 1.00 .00 .00 .00 0 a 1.00 .00 .00 .00 .00 .00 1.00 .00 .00 0 9 1.00 .00 .00 .00 .00 .00 .00 1.00 .00 0 10 1.00 1.00 1.00 .00 .00 .00 .50 .00 .00 0 11 1.00 1.00 1.00 .00 .00 .00 .00 .50 .00 0 12 1.00 .00 .50 .00 .00 .00 1.00 .00 .00 0 13 1.00 .00 .50 .00 .00 .00 .00 1.00 .00 0 8/26/95 De.sCalc.Out Page: 6 -------------------------- ---------------- HCI 964 Reactions, Anchor Bolts, & Base Plates 8/25/95 9.14am ----- ---- Foundation Loads (k) ---- --------- ----------------- Frame Col Max Pas Val Max Neg Val Ane. Bolt Base Plate Id Id _Id Horiz Vert Id Horiz Vert No. Diam Width Len Thick ----- ----- -- ----- ----- -- 1 A 10 0.00 0.57 2 0.750 6.00 8.00 0.500 1 B 10 Q.00 0.57 c 0.750 6.00 -- 8.00 0-500 3 B 10 0.00 0.57 2 0.750 6.00 8.00 0.500 3 A 10 0.00 0.57 2 0.750 6.00 8.00 0.500 2 A 1 8.68 14.73 2-11.20-18.55 2 0.875 8.00 13.00 0.500 3 5.09 15.88 2-11.20-18.55 2 B 4 11.20-18.55 5 -8.68 14.73 2 0.875 8.00 13.00 0.500 6 -5.09 15.88 7 11.20-18.55 1* A 1 3.46 6.26 2 -4.49 -7.05 2 0.875 8.00 13.00 0.500 3 2.05 6.72 2 -4.49 -7. 05 1* B 4 4.49 -7.05 8 -3.46 6.26 2 0.875 8.00 13.00 0.500 9 -2.05 6.72 7 4.49 -7. 05 -------------------------------------- --------------------------------------- 1* Frame Lines 1 3 Load Load Id Combination ---- ------------------------------ 1 DL+LL/2+WR2 2 DL+WL1 3 DL+CO+LL+WR2/2 4 DL+WR2 5 DL+LL/2+WL1 6 DL+CO+LL+WL1/2 7 DL+WR1 8 DL+LL/2+WL2 9 DL+CO+LL+WL2/2 10 DL+WP BRACING REACTIONS: ------------------ With Bracing (k ) No Bracing(lb/ft) Wall Col Harz Vert Load At Id Id React React Base Angle 8/26/95 DesCalc.Out Page: 7 2 1 6. 19 12.45 3 0.00 4 1 6. 19 12.45 ------------------------------------------- HCI 964 Additional Reactions Report 8125/95 9:14am Rigid Frame Column Reactions ---------------------------- Frame Col ----Dead--- -Collateral ----Live--- --Windt L-- --Windi_R-- Id Id Harz . Vert Harz Vert Harz Vert- Horz vr:U Harz Vert ----- ------ ----- ----- ----- ----- ----- ----- ----- ----- 2 A 0. 11 2.c 7 F7.:7&3 0.00 te7.j=r 9.84 -i1.31-20.fit 8. 10 7.54 2 B -0. 11. 2.27 0.00 0.00 -0.94 9.84 -8.10 7.54 11.31-20.82 1* A 0.05 1.2 ..- 7 0.00 .00 0.33 3.9 r -4._-r 33 3.22 3.02 1* B -0.05 1.27 0.00 0.00 -0.39 3.94 -3.22 3.02 4.54 -8.33 ------------------------------------------------------------ 1* Frame Lines 1 3 Endwal.l Column Reactions ------------------------- -Out_Of Plane- Frame Cal Dead Collat Live --Wind L--- --Wind_R--- Wind_P Wind_5 Id Id Vert Vert Vert Harz Vert Harz Vert Harz Harz -- -=-- ----- ----- ----- - --- --- 1 A 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1 B 0.57 0.00 0.00 0.00 0.00 0.00 0..00 0.00 0.00 3 B 0.57 0.00 0.00 .0.00 0.00 0.00 0.00 0.00 -0.00 3 A 0.57 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ---------------------------------------------------------- 8126/95 FramSu®.Out Page: 1 HCI STEEL PRODUCTS- 18520 67 AVE NE ARLINGTON, WA 98223 FRAMING SUMMARY FOR APPLE BUILDERS INC. 18705 67TH AVE. NE ARLINGTON, WA 98223 NW HARDWOOD ARLINGTON, WA HCI 964 BUILDING DATA Width -(ft) . _ = _-- . Length (ft) = 40.0 Eave Height (ft) = 42.5/ 42.5 Roof Slope. = 1.00/ 1.00 Dead Load (psf ) = 1.50 Live Load (psf ) =25.00 Wind Speed(aph_ ) = 80.0 Wind Code =UBC - 93 ._ -Closure-- =p Exposure =B Importance — Wind = 1.00 Importance — Seismic = 1.00 Seismic Zone =3 Designer = SZ --------------- 8125195 8/26/95 Fram5um.0ut Page: 2 -------------- HCI 964 FRAMING SUMMARY: Roof _ 8/25195 ...9:1.4am PURLINS: Surface puriin._ Peak ruriin pu-j%iii:. r1i'iirs_Lap _i uE eliiis .Sills F'urlln5 Id Type . Space Space Rows Ext Int Brace Left Right ------ ----- ------- --- -- -- 2 ZB . 1.050 4.9.18 3 1.88 0.00 1.88. N N 3 ZB 1.050 4.918 3 1.88 0.00 1.88 N N PURLIN SIZE: Surface Size-0.f._Purlins At Bay. Id i 2 2 8x30Z16 8x30Z16 3 8x30Z16 8x30Z16 PURLIN INSIDE FLANGE STRAP: Max Strap_Space= 8.0000 Rows_Of—Straps—At—Bay 1 2 2 2 EAVE STRUTS: Wall Lap Bolt Size Of_Eave Struts At Bay Id Plate Dian 1 2 2 N 0.500 8x30C16 8x30C16 4 N 0.500 8x30C16 Sx30CIG ROOF BRACING: .� Id 0.0 15.8 _ 31.S 1 0.500 0.500 ----------- --------- --------------- ____________________________________ 6 HCI 964 FRAMING SUMMARY: Left Endwall 8/25195 9: i4am 8/26/95 FrasSus.Out Page: 3 GIRTS: Girt Girt Girt Type Lap Brace _ ZF 0.000 0.000 GIRT LOCATION: Bay No. Girt Location Id Girt 1 0 GIRT INSIDE FLANGE STRAP: Max_Strap—Space= 5.0000 Rows—Of—Straps At—Bay 1 0 COLUMNS: Column Column Callumn Column !Id Offset Offset Length Size . 1 No Type Dia® No Type Diam ------ ------ ------ -------- -- ----- ----- -- ----- -- ------------------------------- HCI 964 FRAMING SUMMARY: Right Endwall 8/25/95 9:14as GIRTS: Girt Girt Girt Type Lap Brace ZF 0.000 0.000 GIRT LOCATION: Bay No. Girt Location Id Girt 1 0 GIRT INSIDE FLANGE STRAP: M=v Rtrnn gnor,a= 5.00170 8/26/95 FramSum.Out Page: 4 Rows—Of—Straps—At—Bay 1 0 DOOR JAMBS/HEADERS: Bay Left Jamb Rigs:t—Jamb Door Header Id Offset Length _ Size Offset Length Size Height Length Size --- ------ ------ -------- ------ ------ -------- ------ ------ ----- COLUMNS: Column Column Column. Column I --Base Bolts-- ._---Top_Bolts-- Id Offset. Length Size I No Type Dian No Type Dian ------ ------ ------ -------- -- ----- ----- -- ----- ----- HCI 964 Fiieii'1 ii7L .: Yt 5. � .:fig =1 U-W=I.L GIRTS: Girt Girt Girt Type Lap Brace ZB 0.875 1.875 GIRT LOCATION: Bay No. Girt Location Id Girt .1 2 3 4 5 --- ---- -------- -------- -------- -------- -------- 1 5 7.333 14.25 1a 2,1. 167 28.083 35.000 -- 2 5 7.333 14.250 21. 167 28.083 35.000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt 1. ..2 3 4 = --- ---- -------- -------- -------- -------- -------- 2 5 8x3OZ16 8x3OZ16 8x3OZi6 8x3OZ16 8x30ZI GIRT INSIDE FLANGE STRAP: Max_Strap_Space= 5.0000 Rows Of_Straps—At—Bay 8/26/95 Fra®Su®.Out Page: -.5 4 3 WALL BRACING: Bay Cable Id Dia®. 1 0. 875 ---------------------- ---------------- HCI 964 FRAMING.-SUMMARY• Back Sidewall 8/25/95 9:1.4a® GIRTS: Girt Girt Girt Type Lap Brace ZB 0.875 1.875 GIRT LOCATION: Bay No. Girt—Location Id Girt i 2 3 4 5 --- ---- -------- -------- -------- -------- -------- 1 5 7.333 14.250 21. 16 7 28.063 35.000 2 5 7.333 14.250 21. 167 28.083 35.000 GIRT SIZE: (Full Bay Girts) Bay No. Girt Id Id Girt --1 . - ---2�- 3 4 S. --- ---- -------- -------- -------- -------- --- 1 5 8x30Z16 8x30Z16 Sx30Z16 Bx30Zi6 SX30Zi6 2 5 8x30Z16 8x30Z16 8x30Z16 8x30Z16 8x30Z16 GIRT INSIDE FLANGE STRAP: Max Strap_Space= 5.0000 Rows_Of—Straps—At—Bay 1 2 3 4 WALL BRACING: Bay Cable Id Diam. F 8/26/95 FrasSum.Out _ Gage: b 0.875 8/26/95 RfDes-1.Out Page: 1 HCI 964 R17-u-Frame Design Input. Eei=o dr2`.l r 9:10am (1)JOBID: (Max: 60 char) HCI 964 (2)PROGRAM OPTIONS: Frame Frame Stress Frame No.-Of End Conn Steel Splice Id Type Spacing Spacing Cycles Lt Rt Code Fix 1 RF 5.00 25.00 7 P P 89 1.00 (3)ANALYSIS OPTIONS: Plate Depth Column Dep_Op4(in) Faftei' Dep Opt(in) Web-Stiffener Opt Opt Typ Min Max Typ Min Max Use Ratio B_Side N N T 7.50 72.00 T 10.00 7c.00 N 0.00 Y (4)DESIGN CONSTANTS: Deflect ------- ___-_ Stress Ratio _-__ Deflect Limit Steel_Yield(ksi }------ Flange Web Col EP BP Frame Col EP BP Horz Vert 50.0 50.0 50.0 50.0 50-it 1.J.: 1. 03 1.03- i. 03 60. 0 i8cl. 0 (5)REPORTS:Input Design End Base Revise Aetion See Fiange Senaent. Unbrc.Floor Cable Echo Summary Plate Plate Input Stress Prop Brace Displ. Len React React ;' Y Y Y `; �4 ', id .a �J N (6)BUILDING SHAPE: (Max: 10 surfaces) No. X Coord Y Coord Offset Surf (ft) (ft) (in) 4 0.000 42.500 8.00 15.750 43.813 8.00 31.500 42.500 8.00 31.500 0.000 8.00 (7)MEMBER DEPTHS: (Max: 50 total depths) Surf Member --Depth(in)-- No. Interior_Depths Id Size Start End Dep Lac. (ft} Depth(in) 1 -------- 12.250 39.000 0 2 -------- 22.000 22.000 0 3 -------- 22.000 22.000 0 4 -------- 39.000 12.250 0 (8)MEMBER SPLICES. (Max: 40 total splices) Surf No. Splice Splice Id Splice Loc(ft) Type 1 0 2 1 0.0000 PEE 3 1 0.0000 -EE 4 1 0. 0000 PEE (9)SEGMENT PLATES: (Max: 100 segments) Mem No. _Seg _ Len Flange Plate Thickness (in) -Id -Seg _ Width ---- Web --- 0.S.Flg I.S.Flg - i 1 1 0.00 6. 0 0. 1875 0. 3750 0. 3750 8/26/95 RfDes-1.Out _ _ Page: 2 2 1 G 0.00 6.0 0..3 i 2 5 0. 3i25 3 1 3 0.00 6.0 0. 1875 0.3125 0. 3125 4 1 4 0.00 6.0 0. 1875 0.3750 0.3750 (10) INTERIOR COLUMNS: (Max: 10 colu$s) No. Col Col Col Col Connection Unbrace Length Col Col Col Id Typ Rot Loc Bot Top Major Minor Set Size 0 (11)BASE ELEVATION: : Elev 0.00 Left Column 0.00 Right Column (12)WALL GIRTS: (Max: 20 girts/surface) Surf Girt Girt Girt No. Id Depth Project Brace Girt Location(ft) 1 8.00 0.00 1.875 5 7.333 14.250 21. 167 28.083 35.000 4 8. 00 0.00 1. 875 z , . -..- _ .. -__ (13)ROOF PURLINS: Surf Purl Purl _. _.Puri.. . No. Peak Set Of -Set Space- Surf Depth Project Brace Purl-Ln Space Space Space No. 2 8.00 0.00 1._875 3 1.050 0 3 8.00 0.00 1.875 3 1.050 0 (14)FLANGE BRACES: (Max: 400 total braces) Surf No. Flange_Brace At Id Brace Girt/Purlin Number 1 5 1 2 3 4 5 2 3 1 2 3 3 3 1 2 3 4 5 1 2 3 4 _5 (15)SIDEWALL EXTENSIONS: Surf -------Extension Size------- Load -WindCoeff- Id Use Type Width_ Height ._Sl.ope Width Left_ _Right 1 N 4 N (16)BASIC LOADS: .V.L L; Dead Live Snow Collateral Press Load Load L Col R_Col psi psi Maui0 k 1.150 25.00 0.00 0.00 14.e_1 1.00 Q!. ! 0.00 0.00 (17)WIND COEFFICIENTS: Surf --Wind_1--- --Wind 2--- Surface Id Left Right Left Right Friction 1 0. 80 -0. 50 0.80 -0.50 0.00 2 -1.20 -1.20 -1.20 -1.20 0.00 3 -1.20 -1.20 -1.20 -1.20 0.00 8/26/95 RfDes-1.Out -Page: (18)DESIGN LOADS: (Max: 34 design loads) --------------------Load-Coefficients------------------- No._Des Load Live/ Live ---Wind_1-- ---Wind-2-- Aux Loads Id Dead Coliat Snow Right Left r{J.= %I Left h_=$1 0.0 is. 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.00 0.00 0 2 1.00 .0..-00 0_00 0.00 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0 4 1.00 1.00 1.00 0.00 0.50 0.00 -0._00 0.00 0.00 0 5 1.00 1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1.00 0.00 0.50 0.00 1.00 0.00 0.00 0.00 0.00 0 7 1.00 0.00 0.50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.-00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 (19)AUXILARY- LOADS: (Max: 20 loads) No. Aux No._Add Add_Comb Aux Id Loads Id Coeff 0 (20)ADDITIONAL LOADS: (Max: 43 loads: k/f t, ji Dye D1-ft) No. Add Surf . Load Fx Fy M Dx Dy - Conc Add Id Id Type W1 W2 Co Dii D12 - Dist 0 (21)FLOOR BEAMS: Bay No. Floor Beam Con-Type Con_Loc Beam properties Id Floor Id Ht Lt Rt Lt Rt Area Ixx 1 0 (22)CABLES: Bay No. Cable Cable Cable __Cable Id Floor Id Level Type Area 1 0 HCI 964 Base plate and Anchor Bolt Design 8/25/9.5 .9:.10am Bolt Type = A307 Weak Column Max_Reactions(k ) Axis ---plate-Si:e:ij--- ----=-lts ._n;---- Loc. Comp Tens Shear Tens Width Length Thick Row Dian Gage ------ ----- ----- ----- ----- ----- ------ ----- Left 12. 1 -13.9 8. 4 0.0 8.0 13.00 0.500 1 0.875 4.00 Right 12. i -i3.3 -8.4 0. 0 6.0 13.00 0.500 1 0.875 4.00 ----------------------------------------- -------------------- ---------------------------------- HCI 164 Bolted-End-Plate Design $/25/95 9:i0aa 8/26/95 RfDes-1.Out Page: 4 Bolt Type = A325 Splice Member -Plate(in)-- Tens Load(k , f-k ) ------Bolt (in)------- Weld IdTyp Loc_ Width Thick Loc_ - - - Id Sbr Mom Row Dian Space Gage Regd - - - 1 PEE 1- 2 6.0 0.750 Top: 7 13 129 2 0..750 3.50 3.00 0. 313 Bot: 8 -19 130 2 0.750 3.50 3..00 0.313 2 -EE 2- 3 6.0 0.500 Top: 2 V 2_ 0.750 3.50 3.00 OHS Bot: 1 0 30 2 0.750 3.50 3.00. 0. 188 3 PEE 3- 4 6.0 0.750 Top: i2 -13 12S 2- 2.750 3.50 3.00 0.31s Bot: 3 19 130 2 0.750 3.50 3.00 0.313 -------------------------- ------- --------------------------------------- HCI 964 __Stiffener Report 8/25195 9:10am Stiff Stiff Stiff Force Force Force Loc Width Thick Calc. Allow Ratio ------- ----- ----- ----- ----- ----- Col- 1 2.50 0.313 69.6 66.0 1.02 Col- 2 2.50 0.313 69. 6 68.0 1.02 ----------------------------- ----------------- ------------------------------- HCI 964 Flange Brace Report 8/25195 9:10am Surf No. Id Brace Flange_Braces ------------- --i- 2 Loc 2 4 Sides: 2 2 Part : L2x.075 L21.075 2 2 Loc : 1 3 Sides: 2 2 Part L2x.075 L2x.075 3 2 Loc -1 3 Sides: 2 2 Part : L2x.075 L2x.075 4 2 Loc . 2 4 Sides: - 2 2 Part : L2x.075 L2x.075 HCI 964 Weld Report: Web To Flange --------------8/25/95--9_10am ----Max Weld_5hear----- -Weld Provided- Member Segment Sections -sae Shea: Size Shea-. Id Id Id 8126/95 RfDes-1.Out +age:. 5 ------ ------- ------- ------ ------- ----- ---- - 1 1 1 8 0.73 0. 125 2..83 2 2 11 2 0.61 0. 125 2.83 3 3 18 3 0.61 0. 125 2.83 4 4 28 3 0.73 0. 125 2.83 HCI 964 Design Summary Report 8/25/95 9 1Oaa MEMBERS: Mem Seg[ Flange. [Web Depth..l_..Plate Thickness ]. Max UCV I Max UCO I Max UCI - Id Id I Len WidlStrt Endl Web 0-fig I-flglId Ld UcvlId Ld UcolId Ld Uci --- --- ---- --- ---- ---- ------ ----- ----- -- -- --- 1 1 41.9 6.0 12.3 39.0 0. 188 0.375 0.375 1 2 0.21 6 2 0.64 7 7 0.98 2 2 12.0 6.0 22'.0 22.0 0. 186 0.313 0.313 11 2 0.56 11 2 0.95 11 70.95 3 3 12.0 6.0 22.0 22.0 0. 188 0.313 0.313 18 30.56 18 3 0.95 18 12 0.95 4 4 41.9 6.0 39.0 12.3 0. 196 0.375 0. 375 28 '3 0.21 23 3 0.64 22 6 0.96 LOAD COMBINATIONS: 2 - DL+WL1 3 - DL+WR1 6 - DL+LL/2+WL1 7 - DL+LL/2+WR1 12 - DL+LL/2+WL2 WEIGHTS: Member 1 2 3 4 ---------- ---- ---- ---- ---- Weight (lb) 1359 - 319 319 1359 Total Weight (lb) : Frame Members = 3356 Interior Col. = 0 Conn. Plates = 224 Base Plates = 29 Trans Stiff = 0 3609 REACTIONS: (Sidewall Columns) Load -----Left Column------ -----Right- Column----- IdFx(k ) Fy(k ) M(f-k ) Fx(k ) Fy(k ) Mtf-k ) ---- ------ ------- ------- ------ ------- ----- 1 1.04 12. 1101,.0A0 -1.04 12. 11 1 01�.00 G -I A.GYJ -10.JJ 0. 00 -8.G1 9. 81 IYJ. Q1O 3 8.21 9.81 0.00 11.20 -18.55 0.00 4 -4. 61 1. 71 0. 00 -5. 09 15.86 - 0.00 5 5.09 15.88 0.00 4.61 1.71 0.00 6 -10.73 -13.63 0.00 .-8.68 14.73 0.00 -7-.. 8.68 _14.73-_ - 0.00 .--10.73 -13.63- -.-0.00---- B -11. 20 -18. 55 0. 00 -8.21 9. 81 0.00 8/26/95 RfDes-1.Out - Gage: 6 9 $.ci 9.91 0.00 11.20 -1$.55.._ 10 -4.61 1.71_ 0.00 -5.09 1fi.88 0.00 11 5.09 15.88 0.00 4.61 1.71 0.00 12 -10.73 -13.63 0.00 -8.68 14.73 0.00 13 8. 68 14.73 0.00 10.73 -13.63 0.00 DEFLECTIONS. : (in) Lateral Defl Load @ Top Of Cal Vert Defl Id Left Right @ Midspan 1 -0.01 0.01 -0. 19 2 7.36 7.34 0. 14 3 -7.34 -7.36 0. 14 4 3.67 3.68 -0. 11 5 -3.68 -3.67 .._0. 11 6 7.35 7.34 0.06 7 -7.34 -7.35 0.0b 8 7.36 7.34 0. 14 9 -7.34 -7.36 0. 14 10 3.67 3.68 -0. 11 11 -3.68 -3.67 -0. 11 12 7.35 7.34 0.06 13 -7.34 -7.35 0.06 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan 1 38257 38263 1999 _. . 2 68 68 2639 3 68 68 2639 4 136 136 3465 5 136 136 3465 6 68 68 6628 7 68 68 6628 e 68 68 2639 9 68 68 2639 10 136 136 3465 11 136 136 3465 12 68 68 6628 13 68 68 6628 - A. Max Lime Verttical. __-16. t::7. 'mart afi Max Horizontal Drift= 7. 36, Eave Height/Drift= 68. HCI 964 Rigidj Fram-E gn A/26/95 RTDes-l.Out Page--. -7 .. No Warnings 8/26/95 RfDes-2.Out Page: 1 ------------------------- -------------- HCI 964 Rigid Frame Design Input Echo -8125/.95 _-9.10am (1)JOBID: (Max: 60 char) HCI 964 (2)PROGRAM OPTIONS: Frame Frame Stress Frame No.—Of End Conn Steel Splice Id Type Spacing Spacing Cycles Lt Rt Code Fix 2 RF 5:00 10.00 7 P P 89 1.00 (3)ANALYSIS OPTIONS: Plate Depth Column Dep Opt (in) Raft._:.—Deu Opt- cin: .- _r+e`u 's.ls fene•r' Opt Opt Typ Min Max Typ Min Max Use Ratio P_Side Y N T 7.50 72. 00 T 10.00 72.00 N 0.00 . Y (4)DESIGN CONSTANTS: _ -------Steel Yieid(ksi )------ ---- =s=_Rat_s ---- ,Deflect LiBlt Flange Web Col EP BP Frame Col+ EP PP Horz Vert 50.0 50.0 50.0 50.0 50.0 1.03 1.03 1.03- 1.03 60.0 180.0 (5)REPORTS: _ _ Input Design End Base Revise Action Sec Flange Geg3ent uf�br *-loot• ::at" Echo Summary Plate Plate Input Stress Prop Brace Displ. Len: React Reac': Y Y Y Y Y N N Y N N N N (6)BUILDING SHAPE: (Max: 10 surfaces) No. X Coord Y_Coord Offset Surf (ft) (ft) (in) 4 0.000 42.500 -8.00 15.750 43.813 8.00 31.500 42.500 8.00 31.500 0.000 8.00 (7)MEMBER DEPTHS: (Max: 50 total depths) Surf Member --Depth(in)-- No. Interior-Depths Id Size Start End Dep Loc. (ft) Depth(in) 1 -------- 12.500 28.000 0 2 -------- 22.000 12.000 0 3 -------- 12.000 22.000 0 4 -------- 28.000 12. 500 0 (8)MEMBER SPLICES: (Max: 40 total splices) Surf No. Splice Splice Id Splice Loc(ft) Type 1 0 2 1 - 0.0000 PEE . 3 i 0.0000 —EE 4 1 0. 0000 PEE (9)SEGMENT PLATES: (Max: 100 segments) Mel! No. Seg Len F L riate I111Cknes- (iisi Id Seg - Id (ft) Width Web O.S.Flg I.S.Flg 1 1 1 0.0r .0 _r.0. 1==r 5 -- 0.2-530- 8/26/95 RfDes-2.Out page: 2 2 1 2 0.00 5.0 0. 1345 0.2500 0.2500 3 1 3 0.00 5.0 0. 1345 0.2500 0.2500 4 1 4 0.00 6.0 0. 1345 0.2500 0.2500 (10) INTERIOR COLUMNS: (Max: 10 co.lums) No. Col Col Col Col Connection Unbrace Length Cal Col Col Id Typ Rot Lac Bot Top Major Minor Set Size 0 (11)BASE ELEVATION Elev 0.00 Left Column 0.00 Right Column (12)WALL GIRTS: (Max: 20 girts/surface) Surf Girt Girt Girt No. Id Depth project Brace Girt Location(ft) 1 8.00 0.00 1.875 5 7.333 14.250 21. 167 28.083 35.000 87:� 3 -.333 14.25 0 21. 167 28.083 35.000 4 8.00 0.00 1. (13)ROOF PURLINS: _ , Surf purl purl Purl No. reams Set I -Set-apaCe- Id Depth project Brace Purlin Space Space Space No. 2 8.00 0.00 1.875 3 1.050 0 3 8. 00 0.00 1.875 3 1.050 0 (14)FLANGE BRACES: (Max:_ 400 total braces) Surf No. Flange-Brace-At Id Brace Girt/purlin Number 1 5 1 2 3 4 5 2 3 1 2 3 3 3 1 2 3 4 5 1 2 3 4 5 (15)SIDEWALL EXTENSIONS: Surf ... -------Extension_Size---.---- Load -Wind Coeff- Id Use Type Width Height Slope Width Left Right 1 N 4 N (16)BASIC LOADS: _ iiFiu Eroi:a� a.is Weak Axis Force Dead Live Snow Collateral Press Load Load L--Col R_Col psf psf psf psf psf Ratio k 1.50 25.00 0.00 0.00 14.05 1.00 0. 3 0.00 0.00 (17)WIND COEFFICIENTS: Surf --Wind_1--- --Wind_2--- Surface Id Left Right Left Right Friction 1 0.80 -0.50 0.80 -0.50 0.00 2 . -1.20. -1.20 -1.20 -1.20 0.00 3 -L.L _-L 20_.. .-1.20 -1.20- 0.00 4 -0.50 0. 80 -0.50 0. 80 0. 00 8/26/95 RfDes-2.Out Page: 3 (18)DESIGN LOADS: (Max: 34 design loads) --------------------Load_Coefficients------------------- No. Des Load Live/ Live ---Wind_1-- ---Wind-2-- Aux Loads Id Dead Collat Snow Right Left Right Left Right Seis Id 13 1 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0. 00 0.00 0 2 1.00 0.00 0.00 0.00 1.00 0.00 0.00 0. 00 0.00 0 3 1.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00. -0.00 0 4 1.00 1.00 1.00 0. 00 0.50 0.00 0.00 0.00 0.00 0 5 1.00 _1.00 1.00 0.00 0.00 0.50 0.00 0.00 0.00 0 6 1-00 2.00 .0.50 0.00 1.00 0.00 0.00 0.00 0_00 la 7 1.00 0.00 0..50 0.00 0.00 1.00 0.00 0.00 0.00 0 8 1.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0.00 0 9 1.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 0.00 0 10 1.00 1.00 1.00 0.00 0.00 0.00 0.50 0.00 0.00 0 11 1.00 1.00 1.00 0.00 0.00 0.00 0.00 0.50 0.00 0 12 1.00 0.00 0.50 0.00 0.00 0.00 1.00 0.00 0.00 0 13 1.00 0.00 0.50 0.00 0.00 0.00 0.00 1.00 0.00 0 (19)AUXILARY LOADS: (Max: 20 loads) No. Aux No. Add Add_Comb Aux Id Loads Id Coeff 0 (20)ADDITIONAL LOADS: (Max c 40 load D : (^-- m-k/ft= iie{� y a D1-ft) No. Add Surf Load Fx Fy M Dx Dy - Conc Add Id Id Type Wi Ca DI DI2 - Dist 0 (21)FLOOR BEAMS: Bay No. Floor Beam Con Type Con_Loc Beam Properties Id Floor Id Ht Lt Rt Lt Rt Area Ixx 1 0 (22)CABLES: Bay No. Cable Cable Cable Cable Id Floor Id Level Type Area 1 0 HCI 964 Base Plate. and Anchor Bolt Design _ 8/25/95 9:10an Bolt Type = A307 _Weak Column Max_Reactions (k ) Axis ---Platte-Size(in)--- ----Bolts(in)---- Loc. Comp - Tens .Shear Tens Width Length Thick _.Raw Diam Gage ------ ----- ----- ----- ----- ----- ---- Left 5.2 -5.3 3.4 0.0 8.0 13.00 0.500 1 0.875 4.00 Right 5. 2 -5.3 -3. ,+ 0. 0 8. 0 13. 00 0. 500 1 0.875 4. 00 HCI 964 Bolted-_rtd-=:=ze =e _• -_. __ �.-= 8/26/95 RfDes-2.Out Page: 4 Bolt Type = A325 Splice Member —Plate(in)-- Tens Load(k , f—k 1 ------Bolt(in)------- Weld Id Ty LOC. Width Thick Loc. Id =IIr Mua Row Diaa Space Gage Resyd ------ ------ ----- ----- ---- -- --- ---- --- ----- -- 1 PEE 1— 2 6.0 0.625 Top: 13 5 55 2 0.750 3.50 3.00 0. 188 Bot: 8 —7 58 .3 0.750 3.50 3.00 0. 188 2 —EE 2— 3 6.0 0.500 Top: 9 6 6 2 0.750 3.50 _ 3.00 0. 125 Bot: 1 0 11 2 0.750 3.50 3.00 0. 125 3 PEE 3— 4 6.0 0.625 Top: 12 —5 55 2 0.750 A.50 3.00 0. 188 Bot: 3 7 58 2 0.750 3.50 3.00 0. 188 -------------------------------- ----------------- --------------------------------- HCI 964 Stiffener Report 8/25/95 9:10am Stiff Stiff Stiff Force Force Force Loc Width _T_bick Cale. Allow Ratio Col— 1 2.50 0.250 29. 1 48.8 0.60 Col— 2 2.50 0.250 29. 1 48. 8 0.60 ------------------------------- ------------ ------- ---------------------------------- — HCI 964 Flange Brace Report -----------------8/25/95--9_10am Surf No. Id Brace Flange—Braces ---- ----- ------------- 1 2 Loc 2 4 Sides: 2 2 Part : - L2x.075 L2x.075 2 2 Loc : 1 3 Sides: 2 2 Part : L2x.075 L2x.075 3 2 Loc 4 1 3 Sides: 2 2 Part : L2x.075 L2x.075 4 2 Loc : 2 4 Sides: 2 2 Part .: L2x.075 L2x.075 HCI 964 Weld Reps- Wa= _ as ----Max-Weld 'he-------- —Weld Providec— �J11C3C - Me.aber __._Segaent— Section___ .Load Shear _. _. Size ___Shear_ _. Id Id Id id (k/in ) (in) (kiln ) 8/26/95 RfDes-2.Out - Page-. 5 ------ ------- ------- ------ ------- ----- ---- 1 1 1 2 0.29 0. 125 2.83 2 2 14 6 0.38 0. 125 2.83 3 3 15 7 0.38 0. 125 2.83 4 4 28 9 0.29 0. 125 2.83 ----------------------------------------- ---------- ---------------------------------------------- HCI 964 Design Summary Report 8/2-5/95 9:i0am MEMBERS: Mere SegI Flange IWeb_Depthl -Plate_thickness : Ma UC:"1 ..I Max_UCO __I .Max_UCI .-- Id Id I Len WidlStrt Endl Web 0-fig I-fl}lId Ld _.Ucvlld_Ld. _Ucolld Ld_ -Uci -- ---- --- ---- ---- -- ----- ----- 1 1 41. 9 6.0 12.5 28.0 0. 135 0.250 0.250 2 2 0.20 7 2 0.58 7 13. 0.-79 2 2 12.95.022.012.00. 1350.c500.25ra ii 80.61 11 8 0.64 12. - 3 0.62 3 3 12.9 5.0 12.0 22.0 0. 135 0.250 0.250 18 30.61 18 3 0.64 17 80.62 4 4 41.9 6.0 28.0 12.5 0. 135 0.250 0.250 27 3 0.20 22 3 0.56 22 6 0.79 No. Cycles For Plate ❑ptimization= 2 LOAD COMBINATIONS: 2 - DL+WL1 3 - DL+WR1 6 - DL+LL/2+WL1 8 - DL+WL2 13 - DL+LL/2+WR2 WEIGHTS: Member 1 2 . 3 _ .. 4 ---------- ---- ---- ---- ---- Weight (lb) 828 210 210 828 Total Weight (lb) : Frame Members = 2076 Interior Col. = 0 Conn. Plates = 178 Base Plates = 29 Trans Stiff = 0 2283 REACTIONS: (Sidewall Columns) Load -----Left-Column------ -----Right-Column----- Id Fx(k ) Fy(k ) M(f-k ) Fx(k ) Fy (k ) M(f-k ) ---- - ------- ------- ---- - - -- 1 0. 44 5.21 0.00 -0.44 5.21 0.00 2 -4. 49 -7.05 0.00 -3.27 4.29 0.00 3 3.27 4.29 0.00 4.49 -7.05 0.00 5 2.05r.. 8/26/95 RfDes-2.Out Page: 6 6 -4.30 -5.08 0.00 -3.46 6.26 0.00 7 3.46 6.26 0.00 4.30 -5.08 0.00 8 -4.49 -7.05 0. 00 -3.27 4.29 0.00 9 3.27 4.29 0.00 4.49 -7.05 0..00 10 -1.83 1.05 0.00 -2.05 6.72 0.00 11 2.05 6.72 0.00 1.83 1.05 0.00 12 -4.30 -5.08 0.00 -3.46 6.26 0.00 13 3.46 6.26 0.00 4.30 -5.08 0.00 DEFLECTIONS : (in) Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @_ Midspan 1 -0.03 0.03 -0.26 2 8.05 8.01 0. 19 3 -8.01 -8.05 0. 19 4 4.00 4.03 -0. 16 5 -4.03 -4.00 -0. 16 6 8.04 8.02 0. 07 7 -8.02 -8.04 0.07 8 8.05 8.01 0. 19 9 -8.01 -8.05 0. 19 10 4.00 4.03 -0. 16 11 -4.03 -4.00 -0. 16 12 8.04 8.02 0.07 13 -8.02 -8.04 0.07 DEFLECTIONS LIMIT: Lateral Defl Load @ Top Of Col Vert Defl Id Left Right @ Midspan ---- ---- ----- --------- 1 18330 18329 1443 2 62 62 . 2041 3 62 62 2041 4 125 124 2427 5 124 125 2427. 6 62 62 557'. 7 62 62 5572 e 62 62 2041 9 62 62 2041 10 125 124 2427 li 124 125 2427 12 62 62 5572 13 62 62 5572 Max Live Vertical _ Span/Deflection 1530 . Max Horizontal Drift= 8.05, Eave Height/Drift= 62.. /^1 8/26/95 - - - Rf_Des-2.Out --..- Raga.:. 7. HCI 964 Rigid Frane =esigl: Piarning5 . . No Warnings 8/26/95 5WDe5-F.Out Page: 1 ----------------------------- ----------- HCI 964 Sidewall Design Input Echo 8/25/95 9:13aa (1)JOBID: HCI 964 (2)PROGRAM OPTIONS: Sidewall Run Run Lap Id Girt Panel Stiff F Y . Y 0.50 (3)DESIGN CONSTANTS: ----- Steel Yield ----- Stress-Ratio ---Deflect_Ratio--- Wind Load C-Sec W-Sec R-Sec Panel Girt Panel Girt Panel RartW Ratio 55.0 50.0 50.0 50.0 1.03 1.03 120.0 90.0 12-10.0 1.00 (4)REPORTS: Input Wall Door Wall Echo Girt Jamb Panel Y Y Y Y (5)BUILDING TYPE: Build L Expand_EW R_Expand EW Type Use Offset Use Offset FF Y 10.50 Y 10.50 (6)BUILDING SHAPE: No. X_Coord Y_Coord Surf 4 0.000 42.500 15.750 43.813 31.500 42.500 31.500 0.000 M WALL BAY SPACING: Sets-Of Bay No. Bays Width Bays. 2 20.292 1 19.708 1 (8)FRAMED OPENINGS: NO. Bay OpenL cs� i3r�:s :ass �srI Base Sep Open Id Width Height Offset Type Height Elev Depth 0 (9)PARTIAL WALLS: Set_Oi Base Full --Bay_Id-- Wall Bays Type Load Start End Height 0 (10)GIRT DESIGN: .. Girt In Fjgg ..—Set______Set_.:=_- Max:=:--Max Unbr Type Brace Depth Lap Space Length 8/26/95 - SwDes-F.Out Page: P ZB Y 8.0 _0.000 7.333 -5.000 (li)GIRT LOCATION,. Set No. Girt Loc Girt Location N 0 (12)PANELS: Panel Panel Type Gage HR 26.00 (13)LOADING: Wind Wind Pressure Suction 12.6 -18.3 Girt/Header 16.9 -22.5 Panel 12.6 -12.6 Jamb ------------------------------------------- HCI 964 Girt Design Report 8/25/95 9:13am ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt Girt Id Size Width Left Right Location Weight 1 8x30Z16 19.42 0.88 7.3333 61.5 2 8x30Z16 18.83 0.88 7.3333 59.7 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: --------------- Bay Left Left tRigh-16 R=_-= __`= L=== T=i-- =_ --g = __ _ :tU - �:S:i -__ _ -� - _-� _-� _ _- i•7L� -:.iL =ap bup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.66 -1.00 -1.08 0. 00 -2.43 7.35 3. 19 4. 11 2 1.06 0.98 -0.63 4. 11 3.21 -2. 19 11.85 0.00 STRESS/DEFLECTION: Soan - - 8/26/95 5wDes-F.Out page: 3 Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow - 1 RL -1. 00 3. 15 0.32 RL - 3.19 6. 04 0.53 RL 0. 38 -0. 47 1. 94 2 LL 0.98 3. 15 0.31 LL 3.21 6.04 0.53 LL 0.38 -0.38 1.88 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup ----- ----- --- - ----- 1 -0.96 1.46 1.57�7 0.00 3.52 7�35 -4.64 -5.97 2 -1.54 -1.43 0.91 -5.97 -4.66 3. 18 11.85 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ ----- MOMENT(f-k )---- ;Yto m+Sh r DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ----- ----- ---- --- ------ ----- 1 RL 1.46 3. 15 0.46 RL -4.64 6.04 0.77 RL 0.80 0.68 1.94 2 LL -1.43 3. i5 2b 45 LL HCI 964Girl-Design-Report =====_________________-__`__ ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt ._Bay Lap Dist (ft) Girt Girt Id Size Width Left Right Location Weight -------- ----- . .- ---- 1 Sx30Z16 19.42 0.88 14.2500 61.5 2 8x30Z 16 18.83 0.88 14.2500 59..7 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ______ ----------------hC-iolEX T Cf-k }-------------- Bay Left _Left Right Right Left Left Mid-Span Right Right 8/26/95 SwDes-F.Out Page: 4 Id Sup Lap Lap Sup Sup Lap roa Low Lap Guu --- ----- ----- ----- ----- ----- ----- ----- ----- --- 1 0.64 -0.98 -1.05 0.00 I.:::+ .3. 10 3.99 2 1.03 0.96 -0.61_ 3.99 3. 12 -2. 13 11.85 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- ;tom+Shr DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- 1 RL -0.98 3. 15 0.31 RL 3. 10 6.04 0.51 RL 0.36 -0.45 1.94 2 LL 0.96 3. 15 0.30 LL 3. 12 G.04 0.52 LL 0.36 -0.37 1.88 WIND SUCTION : ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------..C�C;T .:-.. . -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Gur, Sup Lap 11:03 Luc Lap pup --- ----- ----- ----- ----- 1 -0.93 1.42' 1.53 0. 00 .3. 42 7.35 -4.50 -5.79 2 -1.50 -1.39 0. 88 -5.79 -4. 53 3.09 11.85 0.00 STRESS/DEFLECTION: Span ------SHEARCk )------ -----MOME3TCf-k )---- MOR+Gir= DEFLECTION(in) Id .. Lac Cale Allow UC. Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- - 1 RL 1.42 3. 15 0.45 RL -4.50 6.04 0.74 RL 0.76 0.66 1.94 2 LL -1.39 3. 15 0.44 LL -4.53 6.04 0.75 LL 0.76 0.53 1.88 ------------ ------------------ ----------------- HCI 964 Girt Design Report 8;c5i9:s 9:13am ------------------- GIRT # 3 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap -Dist(ft) Girt Girt Id Size Width Left Right Location Weight ----- ---- - 1 8K30Z 16 19. 42 0.88 21. 1667 61.5 2 8K30Z16 18.83 0. 86 21. 1667 59.7 121.2 8/26/95 SwDes-F_Out Page: 5 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.64 -0.96 -1.05 0.00 -Q.36 7.35 3. 10 3.99 2 1.03 0.96 -0.61 3.99 3. 12 -2. 13 11.85 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k }---- Moa+Shr DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ -- - 1 RL -0. 98 3. 15 0.31 RL 3. 10 6.04 0.51 RL 0.36 -0. 45 1.94 2 LL 0.96 3. 15 0.30 LL 3. 12 G.04 0.52 LL 0.36 -0.3 7 1.86 WIND SUCTION ---------------- GIRT ANALYSIS: -.._.. ---------SHEAR(k ) -------------- .,E::==_ �T(f-,• }-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup 5= _ap :-:os _Mn _ap 3=gip --- ----- ----- ----- ----- ----- ----- ----- ----- 1 -0.93 1.42 1.53 2 -1.50 -1.39 0.88 -5.79 -4.53 3.09 11.85 0-00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----i1OMENd f :f-es D... Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale. Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- - 1 RL 1.42 3. 15 0.45 RL -4.50 6.04 0.74 RL 0.76 0.66 1.94 2 LL -1.39 3. 15 0.44 LL -4.53 6.04 0.75 LL 0.76 0.53 1.88 HCI 964 N------ Girt Design Rep:: � ------------------- G I RT # 4 ; SPAN # 1 ------------------- GIRT LAYOUT.--- - 8/26/95 SwDes-F.Out page: 6 Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 8x30Zi6 19.42 0.88 28.0633 61.5 2 8x30Z16 18.83 0.88 28. 0833 59.7 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: SHEAR(k )-------- --------------MOMENTif-k i-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- -- 1 0.64 -0.98 -1.05 0. 00 36 7.35 .3. 10 3.9 2 1.03 0.96 -0.61 3. 99 3. 12 -2. 13 11.85 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----i'MOMENT i f-k ---- Mum-`sr L=C i�zEf�f in Id Lac Cale Allow UC Lac Cale Allow UC Lac UC ^Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- 1 RL -0.98 3. 15 0.31 RL 3. 10 6.04 0.51 RL 0.36 -0.45 1.94 2 LL 0.96 3. 15 3. 30 LL 3. i.. �._. . =. _ LL LL Z0 -:..:7 WIND SUCTION : ---------------- GIRT ANALYSIS: SHEAR(k )-------- --------------MOMENT£f-k )-------------- Bay Left Left Right .. Right _Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup 1 -0.93 ----- -1.42 1.53 0.00 3.4c 7.3 . -4.50 -5.79 2 -1.50 -1.39 0.88 5.79 -4.53 3.09 11.85 0.00 STRESS/DEFLECTION: _-_- ------_-_==.- .------ ---------._- .'-- .---- - - -_--_:�-__ Id Lac Cale Allow UC Lac Calms ---- --- ------ ----- ---- --- ------ ----- ---- --- ---- ----- 1 RL 1. 4C 3. 15 0.45 RL -4.50 5.04 0. 74 RL 0.76 0.o0 1.94 2 LL -1.39 3. 15 0.44 LL -4.53 6.04 0.75 LL 0.76 0.53 1.88 HCI 964 8/26/95 SwDes-F.Out ..Page: 7 ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Distift7 Girt _.Girt Id Size Width Left Right Location Weight --- 1 8x30Z16 19.42 0.88 35.0000 61.5 2 8x30Z16 _ 18.8.3 0..88 35.0000 59.7 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ---SHEHP,tk !-------- -------------- ::t':r-. 1 :1-k . ------__-__- Bay Left Left Right _ Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap MGM Lac Lap Sup _ ----- ----- -- -- A 1- 0.b4 --- -0.97 -1.05 0.00 --- -2. 3Y 7.35 3.08 3.96 2 1.03 0.95 -0.61 3.96 3. 10 -2. 11 11.85 0.00 STRESS/DEFLECTION: - • SHEAR(k i -----IjEE: t�:�: :t 3---- tad-wit: iicr-�L i lull E 1 it} Span ------ ------ Id Loc Cale Allow UC Loc Cale Allow UC Loc UC Cale Allow ---- ---- --- ---- ----- 1 RL -0.97 3. 15 0.31 RL 3.08 6.04 0.51 RL 0.35 -0.45 1.94 2 LL 0.95 3. 15 0. L� a. -rs a. = �.-. -_ 0.-.. i.8 WIND SUCTION : ---------------- GIRT ANALYSIS: ---SHEARik 3-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lac Lap Sup Lao- Sup Sup Lap- Marc 1 -KJ.9C ----- -1.LF4 1. :C �r3.:i�i: :.. .3. - .. 2 -1.49 -1.38 0.88 -5.76 -4.50 3.07 11.85 0.00 STRESS/DEFLECTION: Span ------ Id Loc Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow __ - - --- ------ --------- -RL 0.75 0.65 1.94 - 1 RL 1.41 3. 15 0. 45 RL -4.48 6.04 0.74 8/26/95 SwDes-F.Out - -_-- --Page: d 2 LL -1.38 3. 15 0.44 __ --.a S.04 0.74 LL 0.75, 003 1.$8 --------------------------------- -------------------- ------------ HCI 964 r ..Wall Panel Report 8/25/95 9:13am PANEL REACTIONS: (Back Sidwali) Panel: Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft)--------- Span Span LD Support Midspan ---Deflect (in)-- Id (ft) Id Cale Allow UC Cale Allow UC Cale Allow UC ---- ----- -- ----- ----- ---- ----- ----- ---- -- 1 7.33 WP 92.9 159.4 0. 58 -71. 9 164. 6 0. 44 -0_59 0.98 0.61 WS -123.7 164.6 0.75 95.7 159. 4 0.60 0.79 0.98 0.81 2 6.92 WP 92. 9 159.4 0.58 -25.2 164.6 0. 0 -0.08 0.92 0.09 WS -123.7 164.6 0.75 33.5 159.4 0.21 0. 11 0.92 0. 12 3 6.92 WP 70.4 159.4 0.44 -35. 8 164.6 0.22 -0.21 0. 92 0.22 WS -93.7 164.6 0. 57 47.7 159.4 0.30 0.28 0.92 0.30 4 6.92 WP 70.4 159.4 0. 44 -34.7 164. 6 0.21 -0. 19 0. 92 0.21 WS -93.7 164.6 0.57 46.2 159i 4 0.29 0.26 0.92 0.28 5 6.92 WP 84.2 159.4 0. 53 -28. 1 164. 6 0. 17 -0. 12 0.92 0. 0 WS -112.0 164.6 0.68 37.4 159.4 0.23 0. 16 0.92 0. 17 6 6.83 WP 84.2 159.4 0.53 -61. 1 164. 6 0. 37 -0.43 0.91 0.47 WS -112.0 164.6 0.68 81.3 159.4 0.51 0.57 0.91 0.63 HCI 964 Sidewall Design Warning Report =/25/9 9:13am .. No Warnings 8/26/95 SwDes-B.Out _ page: 1 ---------------------------- ------------- -------------------------------- HCI 964 Sidewall Design Input Echo 8/25/95 9:13am (1)JOBID: HCI 964 (2)PROGRAM OPTIONS: Sidewall Run Run Lap 8/26/95 SwDes-B.Out Page: 1 HCI 964 Sidewall^Design Input Echo 8/25/95 9:13am (1)JOBID: HCI 964 (2)PROGRAM OPTIONS: Sidewall Run -Run Lap Id Girt . Panel Stiff. B Y Y 0.50 (3)DESIGN CONSTANTS: ----- Steel Yield ----- Stress-Ratio ---Deflect_Rat.i_o--- Wind-Load C-Sec W-Sec R-Sec Panel Girt Panel Girt Panel RartW Ratio 55.0 50.0 50.0 50.0 1.03 1.03, 120.0 90.0 120.0 1.00 (4)REPORTS: Input Wall Door Wall Echo Girt Jamb Panel Y Y Y Y (5)BUILDING TYPE: Build L-Expand-EW R Expand_EW Type Use Offset Use Offset FF Y 10.50 Y 10. 50 (6)BUILDING SHAPE: No. X Coord Y Coord Surf 4 0.000 42.500 15.750 43.813 31.500 42.500 31.500 0.000 (7)WALL BAY SPACING: Sets of Bay No. Bays Width Bays 2 19.708 1 20.292 1. (S)FRAMED OPENINGS: _ _ _-Open- Id - Width - .-Height Offset Type Height Elev Depth - 0 (9)PARTIAL WALLS: Set Of Base Full --Bay_Id-- Wall Bays Type Load Start End Height 0 (10)GIRT DESIGN: - _ Girt In-Fig art set Max Max_Unbr Type Brace Depth Lap Spap-, Length r d 8/26/95 .. SwDes-B.Out Page: 2 ZB Y 8.0 0.000 7.333 5.000 (11)GIRT LOCATION: Set No. Girt Loc Girt Location N 0 (12)PANELS: Panel Panel Type Gage HR 26.00 (13)LOADING: Wind Wind Pressure Suction 12.6 -18. 3 Girt/Header 16.9 -22.5 Panel 12.6 -12.6 Jamb ----------------------------------- HCI 964 Girt Design Report 8/25/95 9:13am ------------------- GIRT # 1 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist (ft) Girt Dirt Id Size Width Left Right Location Weight 1 8x30Z16 18.83 _. 0.88 7.3333 59.7 2 8x30Z16 19.42 0.88 7.3333 61.5 . 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: SHEAR(k )-------- --------------MOMENT:f-R )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Moan Loc Lag Sup --- ----- ----- ----- ----- ----- -- 1 0.63 -0.98 -1.06 0. 00 -2. 19 6. 99 3.21 4. 11 2 1.08 1.00 -0. 66 4. 11 3. 19 -2.43 12.06 0.00 STRESS/DEFLECTION: ------SHEAR(k )------ ---,,-,,,MOMENT )---- Mos+Shr DEF-L-ECTION(in) Span 8/26195 SwDes-B.Out ___Cage:._.3 Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- --- --- 1 RL -0.98 3. 15 0.31 RL 3.21 6.04 0.53 RL 0. 38 -0.38 1.88 2_ LL 1.00 3. 15 0.32 LL 3. 19 6.04 0.53 LL 0.38 -0.47 1.94 ---WIND SUCTION GIRT ANALYSIS: SHEAR.(k )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap __ _ Sup Sup Lap _Man Lac Lap OUP 1 -0.91 ___-- -1.43 1.4 2 -1.57 -1..46 0.96 -5.97 -4.64 3.52 12.06 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Moa+Ghr- DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- ---- 1 RL 1.43 3. 15 0.45 RL -4.66 6. 04 0.77 RL 0.80 0.55 1.88 2 LL -1.46 3. i15 u. 4b -- - 3. __ i. . ----------------------------------------- HCI 964 Girt Design Report 81251'95; 9:13a3 ------------------- GIRT # 2 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right Location Weight 1 8x30Z 16 18. 83 0.88 14.2500 59.7 2 8x30Zi6 1..42- zr. 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: -------------- - --- _.._ Bay Left Left Right Right T.,Left Left Mid-Span Righr Right G tt 8/26/9.5 SwDes-B.Out Page: 4 Id Sup Lap _ ..Lap sup Sup Lap Mom Loc Lap Sup --- ----- ----- ----- ----- ----- ----- ----- ----- 1 0.61 -0.96 -1.03 0.00 -2. 13 6.99 3. 1 2_1 3. 99 2 1.05 0.98 -0.64 3.99 3. 10 -2.36 12.06 0.00 STRESS/DEFLECTION: Span ------SHEAR.(k )------ -----MOMENT(f-k DEFLECTION(in) Id Loc Calc. Allow UC Loc Calc Allow UC Loc UC Calc Allow --- ------ ----- ---- 1 RL -0.96 3. 15 0.30 RL 3. 12 6.04 0.52 RL 0.36 -0.37 1.88 2 LL 0.98 3. 15 0.31 LL 3. 10 6.04 0.51 LL 0.36 -0.45 1.94 WIND SUCTION : ---------------- GIRT ANALYSIS: -SHEAR(k )-------- --------------i -------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap- Sup Sup Lap M om Loc I-ap Sup ----- ---- ----- ----- 1 -0.88 1.39 1.50 0.00 Z.09 0 ___ -4.53 -5.79 2 -1.53 -1.42 0.93 -5.79 -4.50 3.42 12.06 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k )---- Mom+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- ------ ----- --- 1 RL 1.39 3. 15 0.44 RL -4.53 6.04 0..75 RL 0.76 0.53 1.88 2 LL -1.4c 3. 15 0.45 LL -4.50 6.04 0.74 LL 0.76 ►Ii.66 1.94 ------------------------------------ ------------ HCI 964 Girt Design Report 8:25195 9:13as ------------------- GIRT # 3 ; SPAN # i ------------------- GIRT LAYOUT: Bay Girt Bay Lap Di5t(fti Girt Girt Id Size Width Left Right Location Weight 1 8x30Z16 18.83 0.88 21. 1667 59.7 2 _. 8x30Z-16__. 19 42_:.___0._88__ _ _ ._ Z1.1667_.-:___=_:_61_5:.._ 1G1.C 8/26/95 SwDes-B.Out Page: 5 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k- )-------- --------------MOMENT(f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right .. Id Sup Lap Lap Sup Sup Lap Moe Lac Lap Sup ----- ----- ----- --- -- ----- ----- 1 0.61 0..-96 - -1-03 0.00 -2. 13 6.99 3. 12 3.99 _._. 2 - 1.05- 0.98 -0..64 3.99 3. 10 -2.36 12.06 0.00 STRESS/DEFLECTION. Span ------SHEAR(k )------ -----MOMENT(f-k )---- Maa+Sh•r• DEFLECTION(in) Id Lac Calc. . Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ---- ----- - 1 RL -0.96 3. 15 0.30 RL 3. 12 6.04 0.52 RL 0.36 -0.37 1.88 2 LL 0.98 3. 15 0.31 LL 3. 10 -- 04 0.:+1 LL 0.36 - 0.45 1•'34 WIND SUCTION ---------------- GIRT ANALYSIS: . ---------SHEAR(k )-------- --------------C�ii-:C+itia iENT .:t-k )-------- ----- Bay Left Left Right Right Left Left Mid-Span Right. Right Id Sup Lap Lap Sup Sup Lap Maa Lac Lap Sup _ _ ----- ----- 1 -0.88 ----- 1.39 1.50 0.00 3.09 6.99 -4.53 -5.79 2 -1.53 -1.42 0.93 5.79 -4.50 3.42 12.06 0.00 STRESS/DEFLECTION: yHEAR.k M-O:TsEiY T i f-k :---- .103+Ghr DE_F�:.cCT 1,0fv Span ------, t------ Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow --- - ---- ----- --- - ----- ----- -- - - 1 RL 1.39 3. 15 0.44 RL -4.53 6.04 0.75 RL 0.76 0.53 1.88 2 LL -1.42 3. 15 0.45 LL -4.50 6.04 0.74 LL 0.76 0.66 1.94 ;G 4 -------------------- -- --- -----------------�� -- -i--- ------------------ GIRT # 4 ; SPAN # 1 GIRT LAYOUT: 8/26/95 SwDes-B.Out Page: 6 Bay Girt Bay Lap Dist(ft) Girt Girt Id Size Width Left Right. Location Weight 1 8x30Z16 18.83 0.88 28.0833 59.7 2 8x3OZ 16 19.42 0.88 28.0833 61.5 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ----SHEAR(k )-------- --------------MGMENT(f-k }-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup - --- ----- ----- ----- 1- 0. 61 ----- -0.96 -1.03 0. 00 -2. 13 6.99 3. 12 3. 99 2 1.05 0.98 -0.64 3.99 3. 10 -2.36 12.06 0.00 STRESS/DEFLECTION: SHEAR(k } €O;;E;y €f- : }---- Mas=S`:: uEFLEC T I ON(in) } Span ------ ------ ----- UC Cale Allow Id Lac Cale Allow UC Lac Cale Allow UC Lac --- ------ --- - - 1 RL -0.96 3. 15 0.30 RL 3. 12 6.04 0.52 RL 0.36 -0. 37 1.88 2 LL 0.98 3. 15 0-31 LL 3. 10 G.04 0.51 LL 0. 36 -0. 45 1.94 WIND SUCTION ---------------- GIRT ANALYSIS: --SHEAR(k )-------- --------------MOMENTI%f-k )-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lae Lap Sup ----- ----- -- 1 -0.88 1. 39 1.50 0.00 3.09 0 - -=r.13 79 2 -1.53 -1.42 0.93 5.79 -4.50 3.42 12.06 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k }---- MoeTGhr DEFLECTION(in) Id Loc Cale Allow UC Lac Cale Allow UC Lac UC Calc Allow ----- ---- --- ------ - 1 RL 1.39 3. 15 0.44 RL -4.53 6.04 0.75 RL 0.76 0.53 1.88 2 LL -1. 42 3. 15 0. 45 LL -4.50 6. 04 0.74 LL 0.76 0.66 1.94 HCI 964 Eli"� Designs Repar.,_r t _•• 8/26/95 SwDes-B.Out Page: 7 -- ------------------- GIRT # 5 ; SPAN # 1 ------------------- GIRT LAYOUT: Bay Girt ..- ..Bay _. .Lap Dist Cft) Girt Girt Id Size Width_ .. Left Right Location_. Weight 1 9x30Z16 - .:_-.18.83-- - - • _ 0.88 35.0000 59..7 2 8x30Z16 19.42 0.88 35.0000 61.5 121.2 WIND PRESSURE ---------------- GIRT ANALYSIS: ---------SHEAR(k _)-------- --------------MOME.NTCf-k -)-------------- Bay Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Mom Lac Lap Sup ----- ----- ----- - - -1 0.61 -0.95 -1.03 0.00 -2. 11 6.99 3. 10 3.96 2 1.05 0.97 -0.64 3.96 3.08 -2.34 12.06 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOMENT(f-k }---- Mos+Shr DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC- Cale Allow ---- --- ------ ----- ---- --- ------ ----- --- 1 RL -0.95 3. 15 0.30 RL 3. 10 6.04 0.51 RL 0.35 -0.36 1.88 2 LL 0.97 3. 15 0.31 LL 3.08 6.04 0.51 LL 0.35 -0.45 1.94 WIND SUCTION : ---------------- GIRT ANALYSIS: - --- .. -------------- S---- H E R: � :-------- ------------ -- Bay Left Left Right Right Left Left Mid-Span Right Right ----� - __ ---� ----- --- 1 -0.88 1.38 1.49 0. 00 3.07 6.99 -4. 50 -5.76 2 -1.52 -1.41 0.92 -5.76 -4.48 3.40 12.06 0.00 STRESS/DEFLECTION: Span ------SHEAR(k )------ -----MOME..-(f-k ---- -L=+S�:r= LE=L=CTIO�� i-:: -�-----•lsre`--•-�,sj*`-' �__}.r.,•.r-h�•1�r.=r��am--'•�-r'� ---- - --- ------ ----- ---- --- ------ ----- ---- --- ---- ------ -- RV 1.39 3. 15 0.44 RL �-74.50 6.04 0.74 RL 0.75 /" 3 1.88 s 8/26/95 SwDes-B.Out Page: 8 2 LL -1.41 3. 0 0.45 LL -4.46 6.04 0.74 LL 0.75 0.65 1.94 ------------------------------------------------------------ ---------------------------- HCI 964 Wall Panel Report 8/25/95 9:13a® PANEL REACTIONS: (Back Sidwall) Panel: Type = HR ; Gage = 26.00 ; Yield = 50 MOMENTS & DEFLECTION: ---------Moment (ft-lb/ft)--------- Span Span LD Support Midspan ---Def n)-- Id (ft) Id Cale Allow UC Cale Allow UC Cale Alllowlow UC ----- ---- ---- ----- ---- 1 7.33 WP 92.9 159.4 0.56 -71.9 164.6 0.44 -0.59 0. 96 0.61 WS -123.7 164.6 0.75 95.7 159.4 0.60 0.79 0.98 0.81 2 6.92 WP 92.9 159.4 0.58 -25.2 164.6 0. 15 -0.08 0.92 0.09 WS -123.7 164.6 0.75 33.5 159. 4 0.21 0. 11 0.92 0. 12 3 6.92 WP 70.4 159. 4 0.44 -35. 6 164.6 0.22 -0.21 0.92 0.22 WS -93.7 164.6 0.57 47.7 159.4 0.30 0.28 0.92 0.30 4 6.92 WP 70.4 159.4 0.44 -34.7 164. 6 0.21 -0. 19 0.92 0.21 WS -93.7 164. 6 0.57 46.2 159. 4 0.29 0. 26 0.92 0.28 5 6.92 WP 84.2 159. 4 0.52 -28. 1 04.6 0. 17 -0. 12 0.92 0. 0 WS -112.0 164.6 0.68 37.4 159.4 0.23 0. 16 0.92 0. 17 6 6.83 WP 84.2 159.4 0.53 -61. 1 164.G 0.37 -0.43 0.91 0.47 WS -112.0 164.6 0.68 81.3 159.4 0.51 0.57 0.91 0.63 HCI 964------- ------- flu=Hail==Design Warning ========Report . :=aa . . No Warnings 8/26/95 RoofDes.Out Pagei 1 --- ------------- *HCI 964 Roof Design Input 8/25/95 9 14am ------------- * ( PROGRAM OPERATION ) ---- * *(1)JOBID: (Max: 60 char) HCI 964 *(2)PROGRAM OPTIONS:. * Run Run Run No. Design Surface * Purlin Panel Brace Surfaces Id Y Y Y 2 2 3 *(3)DESIGN CONSTANTS: * --------Steel_Yield-------- ------Stress_Ratio------ .__Lap * Purlin Panel R Col W Col Purlin Panel Wind—Frame Stiff 55.0 50.0 50.0 50.0 1.03 1.03 1.03 0.50 *(4)DEFLECTION LIMITS: * Purlin Purlin Panel Panel Wind * Live Wind Live Wind Frame 150.0 90.0 90.0 90.0 120.0 *(5)REPORTS: * Input Purlin Purlin Eave Roof Cable * Echo Design Summary Strut Panel Brace Y Y N Y Y Y *(6)BUILDING TYPE: * Build L Expand EW R Expand EW * Type, Use Offset Use Offset FF Y 10.50 Y 10.50 *-------------------- * ( BUILDING LAYOUT ) ----------- * - *(7)BUILDING SHAPE: (Max: 10 surfaces) * No. X Coord Y_Coord * Surf (ft) (ft.).. 4 0.000 42.500 15.750 43. 813 31.500 42.500 31.500 0.000 *(8)WALL BAY SPACING: (Max: 20 bays) * Wall Sets_Of Bay No. * Id Bays Width Bays 1 1 31.500 1 2 2 20.292 1 19.708 1 8/26/95 RoofDes.Out Page: 2 3 1 31.500 1 *(9)FRAMED OPENINGS: * Wall No. Bay Open Open Open Open * Id Opens Id Width Height Offset Type 2 0 4 0 *(10)PARTIAL WALLS: * Wall Set Of --Bay_Id-- Wall * Id Bays Start End. Height 2 0 4 0 *(11)SURFACE EXTENSION/FRAME RECESS: * Surf --Surf Ext-- Frame-Recess * Id Left Right Left Right 2 0.000 0.000 0.333 0.333 3 0. 000 0. 000 0.333 0.333 ------------------- ( FRAMING( FRAMING DESIGN ) ------------------- * *(12)PURLINS: * Surf Purlin OS Flg IS Flg .Set Set Lap Max Unbr * Id Type Brace Brace Depth Ext Int Length 2 ZB Y Y 0.00 0.000 0.000 8.000 3 ZB Y Y 0.00 0.000 0.000 8.000 *(13)PURLIN SPACING: .* Surf Peak Max SetSet Of -Set-Space- Id Space Space Space Space Space_ No. 2 1.050 _ 5. 100 .04000 0 3 1.050 5. 100 0.000 0 *(14)PURLIN SIZE: * Surf Set No. * Id Purl Purl Purlin_Size 2 3 *(15)PANELS: * Panel Panel Standing * Type Gage Seam- HR 26.00 *(16)WIND FRAMING SELECTION: * -----Order,_Of Selection------ * Wall Panel Diagonal Wind Wind Weak Axis * Id Shear Bracing Bent Column. Bending 2 N Y N N N 4 - - N- - --Y -- - - N - --- N - N... . *(17)ROOF CABLE BRACING: (Max: 10 braced bays) * Max par Cable/ Each _User Sel.ected_Roof Bays 8/2b/95 RoofDes.Out_ Page: 3 * Shear Rod EW No. Bay_Id 0.0 R N 1 1 0 *(iB)SIDEWALL CABLE BRACING: (Max: .10 braced bays.) * Max Pan-.. Cable/ . .Wall - .User-Selected-SW-Bays * Shear Rod Id. Bay_Id 100.0 R P_ _.- I- .- - 1 4 1 2 *(19)WIND BENTS: * Wall --Member-- No Of * Id Type Depth Bays Bay_Id 1 W 0.00 0-.-- 2 W 0.00 0 *(20)WIND COLUMNS: * Wall --Member-- No Of Left/ * Id Type Depth Col Bay_Id Right 1 W 0. 00 0 2 W 0.00 0 *(21)SIDEWALL EAVE EXTENSION.- * _ -----Rafter----- • Wall No Of --Bay_Id-- Connection * Id Extensions Start End Width Lac EW RF 2 0 4 0 *(22)BASE ELEVATION: * Sidewalls * Front Back 0.00 0.00 ----------------- * ( DESIGN LOADS > ----------------- * *(23)BASIC LOADS: * Dead Live Snow Collateral �a�i� ri:s�c:_Liau r'r i�:Sui� Edge * Load Load Load Load Wind Ratio Coef Strip 1.5 25.0 0.0 0.0 14.0 i. 00 0.00 0.000 *(24)WIND PRESSURE/SUCTION: (psf ) * Wind Wind Wind * Press Suet Suct_R dt.0 -119.71 . . Purlins -. 0.0 -39.3 . . Surface. Extension 0.0 -23.9 . . Panels 11.2 -7.0 -9.8 . . Bracing *(25)PURLIN DESIGN LOADS: (Max: 20 loads/surface) * Surf No_Des Load Wind Wind Aux a * Id Lod"s Id Dead Col: 8/26/95 RoofDes.Out -Pagel-4 2 1.00 0. 00 0.00 0.00 1.00 0 *(26)BRACING DESIGN LOADS: (Max: 20 loads/surface) * Surf No Des Load Wind Wind Aux * Id Loads Id Dead. Collat Live Press Suct Id 2 3 1 1.00 0.00 0.00 1.00 1.00 0 2 1.00 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 3 3 1 1.00 0.00 0.00 1.00 1.00 0 2 1.a0 0.00 0.50 1.00 1.00 0 3 1.00 1.00 1.00 0.50 0.50 0 *(27)AUXILARY LOADS: (Max: 20 loads) * No. Aux No. Add Add Load * Aux Id Combs Id Coef 0 *(28)ADDITIONAL LOADS: (Max: 40 loads) (F-lb/ft, W-psf, Dx-ft) * No. Add Load I Fy Dx - Concentrated * Add Id Type I W1 W2 Dxi Dx2 - Distributed @ ------------------------- ------------ --------------- --------------------------- ---------------- HCI 964 Bypass Purlin Design Report 8/25/95 9:14am ---------------------------- DESIGN RUN # 1 ;. SURFACE # 2 ---------------------------- PURLIN LAYOUT: Bay Span Purlin Span Lap Di sit t) �. Unit Total Id Id Size (ft) Left Right Space Rows Weight Weight ________ ---- ------ ---9-- ----- ----- ----- - 1 8x30Z16 0.88 4.92 3 2.7 8.0 1 2 Sx30Z 16 19.42 1.88 4.92, 3 64.5 193.5 2 3 Sx30Z 16 18.83 1.88 4.92 3 62.7 188.2 4 Sx30Z16 0.88 4.92 3 2.7 ---8.0 Total (lb)= 397.7 LOAD COMBINATION #. 1 : DL+CO+LL ----------------------------------- PURLIN ANALYSIS: ---SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right List Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lai,- MOO Loc.- Lap _- Sup ----- ----- ----- ---- --i a.as --- -0. 12 0.00 0. 00 0.00 0.05 2 0.98 -1.35 -1-60 0.05 3, i,.57 1.32 -0_93 6.05 3.34 -3. 0.05 11.82 . Ro.afDes.Out - _ _ Page.-.-5. --4 0-12 _ --0.00 0.05 0.00 0.88 - 0.00 0.00 STRENGTH/DEFLECTION: _ S an . SHEARtk__?----- ------MOMENT(f-k )-----,-boa+SF�r�_._...DEFLECTI.3M-U-n - )--- - pan _1d- Loc -Cale ..Allow UC . Loc Calc Allow: ._UC-._ Loc _: UC __Cale_ ..Al-10w _ - - -------- ---- ---- ---- --- ------ -0. 12. 2.36 0.05 RS 0.05 4.53 0.01 RS 0.00 0. 11 2 RL -1.35 2.36 .0.57 MS 3.57 4.53 0.79 RL 0.85 -0.65 1.55 3 LL 1.32 2.36 0.56 LL 3.34 4.53 0.74 LL 0.85 -0.52 1.51 4 LS 0. 12 2.36 0.05 LS 0.05 4.53 0.01 LS 0.00 0. 10 LAP BOLT SHEAR:- LAP BOLT SHEAR RATIO Span SHEAR(k ) (.5in A307) Id Left Right Left Right --2 -- 0.81 0.41 3 0.81 0.41 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 Left 1.68 1.48 1.29 1. 14 Right 1.61 1.42 1-.23 1.09 LOAD COMBINATION # 2 : DL+WS ._ ----------------------------------- PURLIN ANALYSIS: ---SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup- Lap Mom Loc Lap Sup ----- ----- ----- ---- --i- -0.00 0.00 0.00 0.00 0.00 2 -0.64 0.88 1.04 -0.03 2.32 7.38 -2. 13 -3.93 e. j 4 -0.08 =- &00. -0.03 0.00 0.88 _ 0.00 STRENGTH/DEFLECTION: Span --SHEAR(k )------ -----MOMENT(f-k )---- Mo®+Shr DEFLECTION(in) Id Loc Calc Allow UC Loc Calc Allow UC Loc UC Calc Allow ---- --- ------ ----- ---- --- - =-s--- ~ 13iL .L .. r',.c iS c. 3c 5.84 0.41 RL 0.20 0.48 2.59 c MS - 2.09 S.70 0.37 LL 0.20 0-*39 E.51 LL- -0.Bb 3. 15 0.27 3 8/26/95 RoofDes.Out Page: 6 4 LS -0.08 3. 15 0.02 LS 0.03 6.04 0.01 LS 0.00 -0.07 LAP BOLT SHEAR:_ LAP BOLT SHEAR RATIO Span SHEAR(k ) (.5in A307) Id Left Right Left Right --2- 0.52 0. 20 3 0.52 0.20 HCI 964 Bypass Purlin Design Report 8/25/95 9:14a® -------------------- ------- DESIGN RUN # 2 ; SURFACE # 3 ---------------------------- PURLIN LAYOUT: Bay Span Pur lin Span Lap Dist (f t) -- No. Unit ____- Total ' Id Id Size -(ft) Left Right Space Rows We-ight -Weight ----- ----- --- - 1 8x30Z16 0.88 4.92 3 2.7 8.0 1 2 SX30Z 16 19.42 1.88 4.92' 3 64.5 193.5 2 3 8x30Z 16 18.83 1.88 4.92 3 62.7 188.2 4 8x30Z16 0. 88 4.92 3 2.7 ---8.0 Total(lb)= 397.7 LOAD COMBINATION # 1 : DL+CO+LL ----------------------------------- PURLIN ANALYSIS: SHEAR(k )-------- -------MOMENT(f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap ... Sup Sup Lap Moa -_ Luc Lap Sup ----- ----- ----- ----- --- --i- -0.00 ----- ----- -0. 121 0.00 0.00 0.00 0.0.: 2 0.98 -1.35 -1.60 0.05 -3.57 7.38 3.29 6.05 3 1.57 1.3= �. ---- 0.00 4 0. 12 0.00 0.05 0.00 0.88 STRENGTH/DEFLECTION: $ ------SHEAR(k )------ -----i iLS.•i .e T-- .---- •.•i 3-a �a=L� eY i Span Id.__ -Loc . Calc.. Allow_-.UC : Loc_.Cale .Allow UC 1_Qc :-UG - :-Cal c=-A11 ow 1 RS -0. 12 2.36 0.05 RS 0.05 4.53 0.161 RS W.WW ia. i: 2, -1.35 c.36 0.5'r MS 3.57 4.53 0:79._ RL . .0._fi..c _. -�_,b5 1.55 44 .i 8/26/95 RoofDes.Out - -Page:- 7 _. 3 LL 1.32 2.36 0.56 LL 3.34 4.53 0.74 LL 0.85 -0-52- _ 1.51_-_ 4 LS 0. 12 2.36 0.05 LS 0.05 4.53 0.01 LS 0.00 0. 10 LAP BOLT SHEAR: LAP BOLT- ...-SHEAR- RATIO Span SHEAR(k ) - (.5in A307) - Id Left Right Left Right --2- 0.81 0.41 3 0.81 0.41 WEB CRIPPLING: WEB CRIPPLING RATIO Bearing Width (in) End 3 4 5 6 ---- ---- ---- ---- Left 1.68 1.48 1.29 1. 14 Right 1:61 1.42 1.23 1.09 LOAD COMBINATION # 2 : DL+WS ----------------------------------- PURLIN ANALYSIS: --------SHEAR(k )-------- -------MOMENT(.f-k )------- Span Left Left Right Right Left Left Mid-Span Right Right Id Sup Lap Lap Sup Sup Lap Moa Lac Lap Sup ----- ----- ----- ----- - 1 0.00 0.08 0.00 0.00 0.00 -0.03 2 -0.64 0.88 1.04 0.03 2.32. - 7.38 -' 13 . -3.93 3 -1.02 -0.86 ---..0.61 -3.93 -2.-i7 --- 2.09 _ 11.92 - _-0.03 4 -0.08 0.00 -0.03 0.00 0.88 0.00 STRENGTH/DEFLECTION: Span ------SHEAR(k )------ -=---MOMENT(f-k )---- Moa+Shr -. DEFLECTION(in) Id Lac Cale Allow UC Lac Cale Allow UC Lac UC Cale Allow ---- --- ------ ----- ---- --- ------ ----- -- 1 RS 0.08 3. 15 0.02 RS 0.03 6.04 0.01 RS 0.00 -0.09 3. -LL- -0.86 , 3. 15 0.27 MS 2.09_ 5-70 0.37 --_LL_ 0.20 0.39 2.51 4 LS -0.08 3. 15 0. 02 LS 0.03 6.04 0.01 LS 0.00 -0.07 LAP BOLT SHEAR: LAP BOLT SHEAR RATIO Span SHEAR(k f (.5in A307) Id Left Right _: -Left-f�inht-�^ 0.52 8/26/95 RoofDes.Out Page: 8 3 0.52 0.20. - ---------------------------- ------------- ------------------------ HCI 964 Roof Panel Report 8/25/95 9:14ae PANEL DATA: Panel: Type = HR ; Gage = 26.00 ; Yield = 5&0 MOMENTS & DEFLECTIONS: -------- Moaent (ft-lb/ft)---------- Surf Purlin Load Support Midspan -- Deflect (in) -- Id Space Id Cale Allow Ratio _Cale Allow Ratio Cale Allow Ratio ---- ------ ----- ---- ----- 2 4.918 DL+LL 63.7 119.6 0.5.E -50.9 123.5 0.41 -0. 18 0.656 0.28 DL+WP 3.6 159.4 0.02 -2.9 164.6 0.02 0.00 0.656 0.00 DL+WS -54.2 164.6 0.33 43. 4 159.4 0.27 0. 0 0.656 0.27 3 4.918 DL+LL 63.7 119.6 0.53 -50.9 123.5 0.41 -0. 18 0.656 0.28 DL+WP 3. 6 159.4 0.02 -2.9 164.6 0. 02 0.00 0. 656 0.00 DL+WS --54.2 164.6 0.33. 43.4 159.4 0.27 0. 18 0.656 0.27 HCI964 Roof _____________________ ___ ,_=====14aa ------------- aie12 Bracing Report • •..�• Panel Shear (Allow) 0. 0 Panel Shear (Cale ) _ . 0.0 Bay Brace-Loc. Cable Cable_Tension(k } Id Start End Diam. Cale Allow -1 - 0.00 15.75 0.5000 0.00 5.03 15.75 31.50 0.5000 0.00 5.03 HCI 964Sidewall cable Bracing Report 2 _/95 9:0as Panel Shear (Allow) =100. 0 Panel Shear (Cale ) =154.6 (Wall 2) Panel Shear (Cale ) =154. 6 (Wall 4) Wall Bay Cable Cable_Tension(k ) 2 1 0.8750 13.90 15. 33 8/26/95 RoofDes.Out Page: 9. 4 2 0..8750 13.90 15. 33 Wall Col Max Max Id Id Horz Vert 2 1 6. 19 12.45 4 Z 6.19 12.45 ------------------------- -------------- HCI 964 Braced Purlin Report 8/25/95 9:14a® Surf Span Brace Purlin Load Axial (k ) Moaent (f.-k. ) _ _ UCC -- Id Id Loc. Size Id Cale Allow Cale _ Allow Axl.+Mom . Surf Span Brace Purlin Load Axial (k ) Moeent (f-k ) UCC Id Id Loc. Size Id Cale Allow Cale Allow Axl+Mom --------------------------------------------------------------- HCI 964 - Save Strut Report Wall Bay Eave Axial Axial Axial No. Bolt Shear Bolt Id Id Size Cale Allow Ratio Bolt Diaz Ratio Plate 2 1 8x3OC16 3.81 16.27 0.23 2 0.500 0.73 N 2 2 Bx30C16 ---- 16.27 0.00 2 0.500 --- 4 2 8x30C i6 _3.81 16.27 0.23 2 0.500 0.73 NN 4 1 8x30C16 ---- 1027 0.00 2 0.500 --- -------------------------------------------------- HCI 964 Roof Design Warning Report 8/25/95 9:14a® . . No Warnings Y W > � _ Cc) JOO �- } WwZ � 1 Nam' LT•L� 3 � ~� �WZ¢ < mY ¢ HOC ° - rl It ° } OCO W ' ` Pa ZW Q \ K 1 Y SSJ' O O O C M N I N • u H U Z Q U° d QpZW � < W g W WW Oa p ¢ � v � O � W ° ` - 0 1 m W z W , (f] N z z i z < Q 0 0 0 O Ili O O W r] F a O LLI a c) a � d Z j > a- Lr) Q a F°+ � �+ < ° W !/i W V7 Q Z SJ C1 '� e H H _� < u Z LL O 40 zt Z w 2: O N .. Z = cn N N < < LLJ� Z � � � � cxo I rn 11 0 d u Q "' z N N N N N h— N H D H Z ~ G i << 2 n W \, U N ce T p Q. 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' O I �j h N .� arc v ° < O H� 1 P4 � " LL F , < Z z < O N N a p N C < .n J O 2 V O M `pq 'J rl O - O a� � � � C J - J O o 4 o I O a Z Q a o c w cc cd ` I H G < 0 ed z aO U v G Z Z 0 OI O Z m F' W a0 z J O cc ® O O j s j O L(� =U < .r4 = F .. .� < C C �1 < O \ J ZLLJ N U IW-1 u 3 o W k ll" Z '- H J 0 1 m < 2 - v I fIII O �' < m n r < n G O o C3 i ? O I I I Y ` d O V z z u z � u < z J cn O W i - < m N Ct'l I I > U ❑ 3 K W J J J < 7 G J J ~ ° Iv O - SMOUIiV N33M138 S3NI-I IIV 3131dWOO Cr Qo ' i m i 12-22 ID, TEL 140 l N Lelillnen JoS NO. _ DATE or _,._.. Structural / Clvll Enulnears ion NAME _. .fall 1.1'elmol- t Ave, (200)2S2-2 373 COMP. SY cHK. BY I'verNlt, WA 98201 CONTENTS PROJECT NAME: PROJECT NUMBER LOCATION CLIENT DESIGN CRITEMA r CODE 1 �� LIVE LOADS FLOOD , - 3NOW WIND SEISMIC DEAD LOADS f ROOF FLOOR �T NIL VALUES AS DEARINCI LATERAL 24628 R�OJ�RcrO S�ONAL ixP�Ri1low CA U1T�],�13 VEDY: �°�1`� UATV-: 8TnUCT'URAL ONLY 40'-0- OUT-TO-OUT OF STEEL_ tn I W AMCHOR BOLT PLAN NOTE! EINISHE`J FLOOR ELEVATION (U.N.O.; 100 -O BOTTOM OF BA$c PLATE ELEVATION (U.N.O.) - 100' 0' BOTTOM OF JAMB BASE CLIP EL EV (U.N.O.) - 100'-0- (U.N.O.) - UNLESS NOTED OT4RWI5E 8' 67 ` UV T I[> 5w 15w 10--� 112- Son Pier, GETAIt_ IS DETAIL C y E Jai - V T fz � Z ' o W C Ch 0. ^� m 71 cum c N i dog L �S r 0 p z m c7 �? al v +� ca W r CUSTOMER RESPONSIBILITIES H C I STEEL PRODUCTS 1. IT IS THE RESPONSIBILITY OF THE r-KECTOR TO PERFORM THE WORK IN A 6. THE CUSTOMER IS RESPONSiBILE FOR THE ACCURATE SETTING OF ANCHOR PACKAGE SAFE MANNER AND TO OBEY ALL APPLICABLE SAFETY CODES. BOLTS AND ERECTION OF STEEL IN ACCORDANCE WITH "FOR CONSTRUCTION" BVILDING APPROVAL DRAWINGS ONLY. (Sct ANCHOR BOLT PLAN FOR ADDITIONAL FOUNDATION 2. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO INSURE THAT ALL AND ANCHOR BOLT NOTES.) THIS PROJECT IS SCHEDULED FOR SHOP FABRICATION AND IS PROJECT PLANS. SPECIFICATIONS AND APPLIED DESIGN LOADS. FULLY SUBMITTED FOR REVIEW ONLY WITH THE FOLLOWING PARAMETERS: MEET E �ROPOSEO INTENT AS WELL AS COMPLY WITH ALL APPLICABLE �. UNLESS SPECIFICALLY STATED OTHERWISE WITHIN THE H C I STEEL BASIC BUILDING SSE• SPAN 31 ,5 X LENGTH 4 D x EAVE HT 4 2 - REDUIREMENTS OF ANY GOVERNING AUTHORITIES. ANO OBTAIN THE PRODUCTS PURCHASE AGREEMENT, THE FOLLOWING SHALL GOVERN: ROOF COVER:- �? COLOR: /�A LVA*i G � � -�- APPROPRIATE APPROVALS ANO/i.R PERMITS AS MAY BE REQUIRED FROM WALL COVER��COLOR: (�LVAN GR.: --� LIVE LOAD (ROOF) —P.SF. COLL.DEAD LOAD (�OOF) MATERIAL 'WEIGHT CITY, COUNTY, STATE OR FEDERAL AGENCIES. �. THIS BUILDING DRAWING PACKAGE AND ANY ACCOMPANYING SNOW LOAD — P.s SMIC ZONE ? CALCULATION5 REPRESENT THE PROJECT AS 1T WILL 8E SIGN CODE: M.PH DR� 3 3. THE BUILDING WILL BE SUPPLIED EXACTLY AS THE H C I DRAWINGS SUPPLIED. IT IS THE CUSTOMER'S RESPONSIBILITY TO WINO LOAD: CUSTOMER FEEL = SUI nEEPS INDICATE. IT IS THE RESPONSIBI'`FY OF THE CUSTOMER TO ENSURE THAT REVIEW THESE DRAWINGS TO INSURE THAT THEY ARE ' �'4G' THE BUILDING BEING SUPPLIED MEETS THE PROJECT REDUIREMENTS. CORRECT AND THAT THE BUILDING IS BEING SUPPLIED TO �,�05 _ -� 7 AVS �� MEET THE PROJECT REOUIREMENTS. DRAWINGS RETURNED AS ADDRESS- 4. IT IS THE RESPONSIBILITY OF THE CUSTOMER FOR OVERALL PROJECT APPROVED WILL SIGNIFY COMPLETE COMPLIANCE TO THE i (NCB-TO �� 23 COORDINATION. INTERFACE. COMPATIBILITY AND DESIGN CONCERNING ANY CUSTOMER'S REDUIREMENTS FOR THE PROJECT AND THAT MATERIALS NOT SUPPLIED BY H C I STEEL PRODUCTS WITH THE BUILDING THE BUILDING SHOULD 8E SUPPLIED EXACTLY AS THE PHONE '3.6 0� 4 3 5 6c�5 8 TO BE SUPPLIED BY H C I STEEL PRODUCTS. THE SPECIFIC DESIGN CRITERIA DRAWINGS INDICATE. CONCERNING THIS INTERFACE BETWEEN MATERIALS MUST BE FURNISHED PROJECT: W HARD`WG0 Q BY THE CUSTOMER PRIOR TO RELEASE FOR FABRICATION, OR THE DESIGN b. ANY FIELD MODIFICATION OR ALTERATION. OR THE ATTACHMENT LOCATION: ►�'—' '�� WA ASSUMPTIONS OF H C I STEEL PRODUCTS WILL GOVERN. OF ANY EOUIPMENT OR COMPONENT TO H C I STEEL PRODUCTS 5. IT IS THE RESPONSIBILITY OF THE CUSTOMER TO VERIFY ALL DESIGN BUILDINGS STEEL BUILDING SYSTEM. OR THE OMITTEDINSTALLATION OF ANY PARTS OR PIECES. WITHOUT THE EXPRESS GENERAL NOTES: CRITERIA INCLUDING DEFLECTIONS AND NOTIFY I C I STEEL PRODUCTS WRITTEN APPROVAL OF H C I STEEL PRODUCTS SHALL VOID ANY 1. MATERIALS: ASTM DESIGNATION: OF ANY DISCREPANCIES OR IN CONS[STANCIES PRIOR TO RELEASE AND ALL WARRANTIES. HOT ROLLED BAR A529 Fy = 50 ksi MIN. FOR FABRICATION. STRUCTURAL STEEL SHEET A570 Fy = 50 ksi MIN. STRUCTURAL STEEL PLATE A572 Fy = 50 ksi MIN. L REVISE AND RESUBMIT COLD FORMED SHAPES A570 Fy = 55 ksi GR. D CUSTOMER APPROVAL'. o COLD FORMED SHAPES (GALV.) -A446 F = 55 ksi GR. D ROOF & WALL SHEETING A446 Fy-= 50 ksi GR. D 26GA. ALL INFORMATION CONTAINED HEREIN HAS BEEN REVIEWED � APPROVED FOR FABRICATION AS NOTED ROOF & WALL SHEETING A446 Fy = 50 ksi GR. D 24GA. AND FOUND TO BE CORRECT AND CONSISTENT WITH MY BOLTS A307 & A325 MY INTENT AND PURPOSE. 1 REOUEST THAT H C I STEEL U APPROVED FOR FABRICATION H C I STEEL PRODUCTS RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS. - PRODUCTS PROCEED WITH FA6RICATICN. I UNDERSTAND 2. A325 BOLT TIGHTENING REQUIREMENTS AND ACCEPT ALL CUSTOMER RESPONSIBILITIES. SIGNED A DATE ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. DRAWING RECORD '>>*'e�j �? HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE "TURN OF THE NUT" .� METHOD IN ACCORDANCE WITH THE LATEST-EDITION RISC 'SPECIFICATION DESCRIPTION PAGE N0. 0 `�or {� a FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS'. A325 BOLTS ANCHOR BOLT PLAN PEB- (, L a z SHALL BE INSTALLED WITHOUT WASHERS. WHEN TIGHTENED BY THE "TURN .THE NUT' METHOD. ALL BOLTED CONNECTIONS. FOR SHEAR / BEARING ROOF FRAMING PLAN PEB- OF 3 Q CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR SIDEWALL ELEVATIONS PEB- PLANE SHALL BE SNUG TIGHT ONLY: ENOWALL ELEVATIONS PEB- 5 ��•:�..__ . . -ate CROSS SECTION PEB- (5 `' �•<,. `" - =� 3. ALL STRUCTURAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS 0 8 rzs PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TD THE ELEMENTS. SHEETING LAYOUTS PEB- REV. DATEF REVISION f" 4. PRE STANDARD DETAILS H FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE BENEATH THE STANDARD DETAILS Ll-) 1 HCI ROOF SHEETS. AT THE ENDWALLS BETWEEN THE RAKE TRIM AND THE END- � ��_ _ ` yip WALL- SHEETS AND AT THE SIDEWALLS BETWEEN THE EAVE TRIM AND THE STANDARD DETAILS w7-,!�E 21 STEEL S P 2 9 1995 SIDEWALL SHEETS. STANDARD DETAILS PRODUCTS 5. ALL BRACING SHOWN AND PROVIDED BY H C I STEEL PRODUCTS FOR THIS STANDARD DETAILS INC. C.)'i'°� OF AR wING'rON` BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR AS A STANDARD DETAILS ` PERMANENT PART OF THE STRUCTURE. IF ADDITIONAL BRACING IS REQUIRED ! JOB NO. FOR STABILITY DURING ERECTION, IT SHALL BE THE ERECTORS STANDARD DETAILS 18520 6 7 t h AVE. N.E. (3 6 0) 4 3 5-8 8 71 RESPONSIBILITY TO DETERMINE THE AMOUNT OF SUCH BRACING, AND TO A R L I N G T O N, WA 98223 FAX (3 6 0) 4 3 5-9 2 6 7 PROCURE AND INSTALL AS NEEDED. ;:_.��i V E Li ;ill;u 3 0 ?�-�9�' 1 40'-0- OUT-TO-OUT OF STEEL co m_ < 8 c FOUNDATION NOTES: I. BASE PLATE WELDMENT. EMBEDDED ITEMS & «; NOTE! FOUNDATION STL.BLDG. FOUNDATION DESIGN ARE NOT BY FIELDc� COL. TO EX[ST_STL_ H.C.I. AND REQUIRE SPECIAL REIN- `� ij m 1014" PLATES BY OTHERS FORCEMENT. 2. FOUNDATION MUST BE SQUARE. LEVEL m & SMOOTH. Lo x 3_ BOTTOM OF ALL BASEPLATES TO BE a w AT SAME ELEVATION UNLESS NOTED. 4. COLUMN REACTIONS ARE IN THOUSANDS OF POUNDS. REACTIONS SHOULD BE CONSIDERED SWITCH- ABLE WHEN LOADS ARE APPLIED FROM THE OPPOSITE DIRECTION. e c a G l01/2"---,, 19'-5" 18'-l0" I C110 1/2' 20'-3 1/2" 19'-8 1/2" � 2 3 ANCHOR BOLT PLAN NOTE! FINISHED FLOOR ELEVATION (U.N.O.) = 100'-0" BOTTOM OF BASE PLATE ELEVATION (U.N.O.) = 100'-0" BOTTOM OF JAMB BASE CLIP ELEV. (U.N.O.) = 100'-0 (U.N.O.) UNLESS NOTED OTHERWISE Al 0 ID 8/25/95 FOR APPROVAL REV.{ DATE DESCRIPTION REVISIONS IHCI w STEEL cU T z =ti PRODUCTS v z INC. APPLE BUILDERS INC. e 8"SW NW HARDWOODS Si W ARL►NGTON. IAA i0 1/2 See Plan DETAIL 6 DETAIL C EXPiR ORAWN I OATE CHKO DATE ,08 a PG. 964 PE8 -1 .. '. -_• - - -~---��^�Y+twtic�:.- - ��- ._.�"_'_?�sTa_ - �yuS•- �o�s�.^_-��y�,�W�__--�- �.-�-�-'sit. COLUMN LINE NOTES FOR REACTIONS 1. All loading conditions ore examined and only moximum/minimum H or V and the corresponding H or V are reported 2. PosiEive reactions are as shown to Ehe sketch. Foundation loods are in opposite directions. 3. Bracing reactions are in the Plane of the brace with the H pointing owoy From the braced boy. The verticoi reaction is cownword. 4. Building reactions re hosed on Ehe Following building data: Width (Ft! = 31.5 Length (Ft1 = 40.0 Eove Height (FtI = 42.5/42.5 Roof' Slope = 1.0/ 1.0 Dead Load (psF I = 1.5 Live Load (psF I = 25.0 Wind Speed (mph I = 80.0 Wind Code = UBC 31 Exposure = B H I H IHmox Hmtn] [moortance = 1.00 Seismic Zone 3 1 (Vmox Vmin] = -_IV IV 5. Loading conditions re: FRAME LINE ____ I OL+LL/2+WR2 2 DL+WLI 3 OL+CO+LL+WR2/2 4 OL+WR2 5 DL+LL/2+WLI 6 DL+CO+LL+WL1/2 RIGI❑ FRAME: MAXIMUM REACTIONS. ANCHOR BOLTS."d BASE PLATES 7 OL+WRI 8 OL+LL/2+WL2 9 OL+CO+LL+WL2/2 --- ---- --------Column Reactions (k I------- --------------------- 10 OL+WP Frm Col. Load Hmox V Load Hmin V Base Plate (in) Grout Id Id Id H Vmax Id H Vmin Wid Len Thk (in) ----- 1 * J A 1 3.5 6.3 2 -4.5 -71 8.000 13.00 0.500 0.0 3 2.1 6.7 2 -4.5 -7.1 1 ' B 4 4.5 -7.1 8 -3.5 6.3 8.000 13.00 0.500 0.0 9 -2.1 6.7 7 4.5 -7.1 I ' Frame lines: 1 3 RIGID FRAME: MAXIMUM REACTIONS. ANCHOR BOLTS. & BASE PLATES ---Column Reactions (k I------- ----'-"-------------- Frm Col Load Hmax V Load Hmin V Bose Plate (in) Grout Id Id Id H Vmox Id H Vmin Wid Len Thk (inl 2 A 1 8.7 14.7 2 -11.2 -18.5 8.000 13.00 0.500 0.0 3 5.1 15.9 2 -I1.2 -18.5 2 B 4 11.2 -18.5 5 -6.7 14.7 8.000 13.00 0.500 0.0 6 -5.1 15.9 7 11.2 -18.5 0 BRACING REACTIONS 0 0 With Bracing (1-c I No Bracing Wall Col Hortz Vert Load at 8/25/95 FOR APPROVAL [d Id Reoctn Reoctn Base Angle (lb/FL) REV.I DATE OESCRIPTION -- --- ----- ------ -------------- I RF _`�, REVISIONS 2 1 6.2 12.4 MCI 3 RF �< r • y lL f�� STEED 4 3 6.2 12.4 /� ; G�� PRODUCTS r' INC. APPLE BUILDERS INC. NW HARDWOODS ARLI TON, WA EXPIRES DtAWN DATE CH -0 DATE JOB PG: S.Z. 8/19/95 1 964 1 PEB -2 PEAK PURLIN Roo ME`�BER TABLE 40'-0- OUT-TO-OUT OF STEEL MARK :JAR! j�T Z 3 1� 20'-3 V2- I9'-8 l/2' P-2 8x30Z16 ,I0 1/2- 10 1/2- 4 E-1 8x3004 E-2 8x30C14 A E-I E-2 1/4- END PL. — — r ce-s RooseO GS-6 ROD500 P-1 P-2 tT�) (T4p1 G BACK TO BACK DIAPHRAGM 804GA. STRUTS CLIP (COXE.2GA.) m , ®-6 PL. 1/4" W/(2) 1/2- m A307 BOLTS COLUMN OR RAFTER WEB X JET.g/3 w SECTION ..A../3 HILLSIDE WASHER STUB COLUMN (2) 8C14GA. STRUTS FLAT WASHER BACK TO BACK E-> E-2 TO MID SPAN OF J NUT PURLIN (TYP.) == m PURLIN 2'-T X LAP / LLJ PL.I/4- -T- CLIP J ROOF FRAMING PLAN W/0 1/2-m A325 BOLTS (TYP.1 ROD BRACING DETAIL- 12 x I TEK SCREW DETAIL AIL B /3 THRU ROOF PANEL. /— RIDGE CAP (C-0 PB-10 & PURLIN Q ROOF PANEL — — � Q PB-10 6 ± / FIELD CUT & BEND 018/25/95 FOR APPROVAL P 1 2 x 16GA. _ REV.1 DATE DESCRIPTION i REVISIONS HCI — — EL SR PRODUPRODUCTSCROSS ANGLES AT PEAK v c\M D '` ` C�S (2) 12 x F TEK SCREWS $ � INC. 12 x F TEK SCREW W/0 WASHER AT SPLICE W/0 WASHER (TYP.) _ APPLE BUILDERS INC. NW HARDWOODS SAG ANGLE DETAIL ARLINGTON. WA (HUSKY HI-RIB ROOF ONLY) >Ex��za � . _ . DRAWN I GATE CF6C0 DATE J08 � PG. S.Z. 8/19/95 1 1 964 PEB -3 40'-0- OUT-TO-OUT OF STEEL 40'-0- OUT-TO-OUT OF STEEL i Q 3 Q 20•-3 1/2" '^EM6ER TABLE FR4ME LINE A 20-3 l/2" 19-8 l/2 l9-8 l/2" MARK PART 10l/2" 101/2- l01/2" I 101/2" i G-4 8x30Zl6 C3-1 'i ROD875 Q CB-2 1 RODS75 R CB-3 R00675 CB-4 R00875 G-3 G_4 G-4 G-3 —� in G-3 G-4 G-4 G-3 CB-1 CB-2 \ CB-1 CB-2 N G-3 G-4 N G-4 G-3 iD N v C7 N Lb N J, m N u7 D X� G-3 G_4 w G-4 G-3 --j i N N N - r � N N G-4 XN G-4 XG-3 G-3 N N Q �_3 _a R N CB-3 C8-4 -3 CB-4 N BA-10 N BA-10 GIRT GIRT 1.-0 L PS 1_0'0- LAPS —j=0- SIDEWALL_ FRAMING: LINE C_ SIDEWALL FRAMING: LINE A 0l 0I Al 0 8/25/95 1 FOR APPROVAL REV.1 DATE I DESCRIPTION REVISIONS HCI STEEL PRODUCTS } INC. '4. 1=- APPLE BUILDERS iNC. NW HARDWOODS ARLINGTON. WA • EK�f;i�5 DRAWN DATE CHCD DATE -08 x PG - -- S.Z. �8/1<)/951 96 PEB-4 31'-6' OUT-TO-OUT OF STEEL 15-9" 15'-9" ^ PURLN9'-10" I B/5 I PF F PANEL FRAME AQR oI/4 �s DRILL RAKE TRIM (C-6) 2 ! i to J I • RAKE ANGLE (RA-10) G-t G-t I ° PL 3/8' z 6' OUTSIDE CLOSURE / W/(4) 3/4"Z x 1 3/4' A325 BOLTS O I1 O U, PL va x a x r-a I i ATTACHED u MD SPAN ENDWALL O 1 0 W ti OF DIAPHRAGM CLIP \ RIGID FRAME m RAFTER G-1 3 G_I (2) 1/2"a A307 BOLTS— \ WALL PANEL 12 i I 4 \ STUB COLUMN (W8x18) (2) C8X14GA KICK OUT STRUT TO MID SPAN FIELD VERIFY OF PEAK PURLIN \ TIE-IN FLASH OPEN TO EXIST. BLDG. En SHEETING & TRIM: FRAME LINE 3 ° } N (2) 8C 14GA. 0 LLL BACK TO BACK SHEETING ANGLE LU STRUTS (TYP.) / VERIF' PL 1/4" CLIP-T- V IFY W/1211/2'OA325 BOLTS TO STUB COL. EIST N I BLDG. 10 I/2" —RIGID ENDWALL FRAME SECTION ENDWALL FRAMING: FRAME LINE 3 - �SIDEWALL GIRT MEMEER TAELE: ;RAME LINE 1 3 0 MARK PART 0 G-1 6x30Zl6 a U 0 8/25/95 FOR APPROVAL REV. DATE 1 DESCRIPTION REVISIONS RIGID ENDWALL CORNER HC1 STEEL �� :_h1 I PRODUCTS y �: } I I INC. APPLE BUILDERS INC. NW HARDWOODS ARLINGTON, WA Exr-iRE3 SIDEWALL SHEETING- : FRAME LINE- C SIDEWALL SHEETING FRAME LINE A [PAWN DATE CI9C'D DATE JOB PG. S.Z. 8/19/95 I 964 PEB -5 �- = Splice Tap OF Plate Bottom OF Plate SIZe OF Plate Mork Ont Typ Dim Len Ont T Ora Len Thk. Width Spelilce Top OF Plate Battam OF Plote Size OF Plate Ort Tqp Oio Len Ont TL4p Dia Len Thk. Width Sp- 1 4 A325 .750 2.50 4 A325 750 2.50 750 6 Sp- 1 4 A325 750 2.25 4 A325 .750 2.25 .625 6 Sp- 2 4 A325 750 2.00 4 A325 .750 ZOO .500 6 Sp- 2 4 A325 .750 2.00 4 A325 .750 2.00 .500 6 FLANGE BRACES: Both Sldes(U.N.1 L2x.075 FLANGE GRACES: One Side only L2x.075 l•-0 11/6- 4--10 15/6 2 SPn 4-11 1-0 11/6- Q1- 4'-l0 15/6" 2 SPn 4'-ll" 12 Ql F 12 C LAP LAP FS FB 0 T 7- RF,- N (D Z a- F� RF2-2� cn PURLIN OR GIRT (2) I/2 m A307 BOLTS 0 FRAME BOLT IN THIS HOLE ONLY IF BRACE POINT DOES NOT COINCIDE WITH LAP HOLE. `D FLANGE BRACE to - • • (V ' LL v + (V N W 1'-10 1/2- I'-10 1/2" in U FLANGE BRACE DETAIL NOTES_ I. ALL BOLTS 1/2-0 A307 BOLTS, CO 2. LAPS VARY AND ARE NOT NECESSARILY THE SAME ON EACH SIDE OF FRAME. 3. END FRAMES HAVE FLANGE FIELD WELD BLDG. FIELD WELD BLDG. BRACE ON ONE SIDE ONLY. TO EXIST. 14-XI4- TO EXIST. 14"XI4- PLATES PLATES 0 0 B B � 0 31--6- OUT-TO-OUT OF STEEL 31'-6- OUT-TO-OUT OF STEEL 8/25/95 FOR APPROVAL O ge REV. DATE DESCRIPTION REVISIONS RIGID FRAME ELEVATION RIGID FRAME ELEVATION �. ' J �` � HCI STEEL FOR FRAME LINE 2 FOR FRAME LINE 1 3 / \ PRODUCTS INC. MEMBER SIZE TALE (in) MEMBER SIZE TABLE (uni ' APPLE BUILDERS INC. r DEPTH B PLA E OUTSIDE FLANGE INSIDE FLANGE WEB DEPTH WEB PLATE OUTSIDE FLANGE INSIDE FLANGE �r T/END THICK LENGTH W x T x LEN W x T x LEN PIECE START/ENO THICK ENGTH W x T x LEN W x T x LEN NW HARDWOODS 3.5 0.1BB 24.9 6 x 3/8- x 240.0 6 x 3/8' x 240.0 RF2-1 12.5/13. 0.134 24.1 6 x 1/4" x 240.0 6 x 1/4 x 2400Qr0.4 0.188 120.0 6 x 3/8" x 240.0 6 x 3/8" x 236.3 13.3/17.2 0.134 120.0 6 x 1/4- x 240.0 6 x 1/4- x 237.0AR�INGTON, WA 27.1 0.188 120.0 6 x 3/8" x 21.6 17.2/21.1 0.134 120.0 6 x 1/4- x 21-93.8 0.188 120.0 6 x 3/8- x 45.2 21.1/25.0 0.134 120.0 6 x 1/4- x 34.136.7 0.188 I20.0 25.0/25.7 0.134 120.0 %�}„22.0 0.18E 120.0 6 x 5/16" x 142.4 6 x 5/16" x 140.5 RF2-2 22.0/14.1 0.134 120.0 5 x l/4" x 153.8 5 x 1/4 x 1531 DRAWN DATE CFK D DATE JOB x PG. 22.0 0.188 22.4- 14.1/119 0.134 338 S.Z. 8 19/951 964 PEB -6 ,— FORMED RIDGE CAP (C-I) EAVE RIDGE CAP ROOF PANEL f PURL IN — — END LAP/RIDGE CAP ROOF PANEL FASTENER LAYOUT (#12 X I- TEK SCREWS) PURLIN #14 AT7�8o TEK C SCREW RIDGE DETAIL PEAK FINIAL ONE RUN BUTYL BEAD AT RIDGE #14 x 7/8" TEK SCREW AT 2'-0- O.C. 2 RUNS BUTYL BEAD AT PANEL ENDLAPS RAKE TRIM (C—b) FORM DRIP EDGE 300 '. FOR 1:12 PITCH OR LESS i CLOSURE W/BUTYL RAKE ANGLE I BEAD TOP & BOTTOM EAVE STRUT ROOF PANEL LAYOUT — RAKE ANGLE INSIDE CLOSURE ROOF PANEL -7 f / C-15 CLOSURE � R F PANEL ��, 4:12 AND ABOVE SHEETING GLE a ROOF PITCH ABOVE I . 12 CH r I RAKE TRIM EAVE TRIM (C-b) (C-8) EAVE STRUT I �xsf;'a &F ti. OUTSIDE CLOSURE I OESS UTSIDETH CLOSURE 2RE DRAWN S,Z , DATE 8 �95 PG IRR00FI ROOF PITCH RFC_ .� WALL PANEL -7 WALL PA L � I I HCI STEEL FAX (206) 435—��79 PRO AUE URIM DETAIL RAKE TRIM DETAIL INC. (2 ��—�267 i da►O�LIPIGTOP9, YVAS6�I�VGTO9V 98223 1_ EAVE STRUT GIRT RAKE ANGLE EAVE TRIM RAKE TRIM , EAVE & BASE WALL PANEL FASTENER LAYOUT , ( #12 x I- TEK SCREWS ) ' GIRT I GIRT OUTSIDE CLOSURE I; STEEL LINE WALL PANEL OUTSIDE CORNER TRIM (C-9) OUTSIDE CORNER DETAIL BASE ANGLE BASE ANGLE OR CHANNEL OR CHANNEL (BA-10 OR BC-10) (BA-10 OR BC-10) STEEL LINE BASE TRIM BASE TRIM (C-3) (C-3) #14 X 7/8— TEK SCREW AT 2'— 0 O.C. INS CORNER TRIM (C-10) CORNER TRIM (C-9) , , HHR WALL PANEL LAYOUT ' , AL PANEL I WALL PANEL BASE ANGLE OR CHANNEL BASE ANCHOR I D E C O R N E R D E T NOT BYHCI w WALL PANEL (BA-10 OR BC-10) BASE LE OR CHANNEL BASE ANCHOR INSIDE CLOS (BA-10 OR BC-10) ,, ��: JI . .•.. BASE TRIM I NOT BY H C a BASE TRIM ° • ,s •� ° FXPIRRS RIGID INSULATION DRAWN : S,Z, DATE g ZZ�9S PG HRWALLI NOT BYHC1 REF: 6 L� ICI (360) 435-8871 BASE DETAL OPTONAL BASE DE J - STEEL Ro ucTS FAX INC. (360) 435-9267 3 ARLINGTON, WASHINGTON 98223 FIEL ER lcL ROOF PANEL #12-14 x I" TEK SCREW ^ ROOF PANEL !!Rjjj�K�RAKE TTRIM ASTREQ'D ER 3�4 (TYP. UN. NOTED) LAP W/ (10) RIVETS TURN DOWN PANEL — T INSIDE CLOSURE (TYP.) AND BUTYL BEAD RIVETS GUTTER GUTTER CLIP #12 x I- TEK SCREW rl (10 REQ'D) W/O WASHER )INSIDE CLOSUREGUTTER rEND CAP SAVE STRUT SHEETING ANGLE � (ABOVE 1 = 12 PITCH ONLY) 3 ► D.S. OUTLET <,�p RAKE TRIM Sr I D.S. GUTTER) I GUTTER GUTTER WALL PANEL DOWNSPOUT EAVE STRUT OUTSIDE CLOSURE WALL PANEL ASSEMBLED GUTTER DETAIL EAVE STRUT WALL PANEL GUTTER LAP DETAIL GUTTER END DETAIL GUTTER DETAIL - EXPLODED VIEW p O,c G err . FR��FNp Qp` 0^ 2- FN 0 0" HIGH RIB , I R��FNp EXPANSION J01 T as C.9p (FIELD BEND TO LEG) _ INSIDE LOSURE I _ _ #12 14 x I" TEK SCREW ' (TYP. U-N.) „•, : :,,_"' ;.; " END AP DETAIL -A" — — — — — — GUTTER EXPANSION JOINT �` EAVE STRUT DRAWN . S�Z DATE : 8/2Z/9 'PG : GUTTER 1 1/4-14 x 7/8" TEK SCRE (TYP.) i GUTTER CLIP (3'-0" O.C.) OF ROOF PANEL REF: C.7� WALL PANEL EDGE p D-IC9 (360) 435-6879 U UTTER EXPANSION JOINT DETAL DETAIL GUTTER PLAN VIEW i PRODUCTS FAQ Lu INC. (360) 435-9267 � ARLIIVGTON, VNASHING7®N 98223 City of Arll- ,gton NOTICE and Inspection Report Phone# Permit No. �'"/ Legal Date Called �l0 Address Ti A/ Time Called Contractor/Owner/y S By Requested b ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall Nailing nal ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other _ t ❑ APPROVAL ) ORRECTION REQUIRED corrections listed below MUST BE MADE before work can be approved. ❑ Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. i �l Inspector Date City of Arli ,gton NOTICE and Inspection Report Phone# Permit No. � � Legal Date Called Address Time Called Contractor/Owner By Requested by TYPE OF • ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall Nailing ,Final ❑ Foundation ❑ Rough-in Plumbing ❑ %inspection ❑ Shear Wall ❑ Mechanical ❑ Other _ ❑ APPROVAL QORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. 21-1 l J ° J h F S Inspector Dated r City of Arlr-lgton NOTICE and Inspection Report o Phone# Permit No. �O Legal T11 Date Called _ — < Address Time � • �C Contractor/Owner By Requested by .� TYPE OF INSPECTION REQUESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall NailingFnal ❑ Foundation ❑ Rough-in Plumbing ❑ Remspection ❑ Shear Wall ❑ Mechanical ❑ Other ❑ APPROVAL ORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. Ad ZIAX 97, doe � 1 L/ G/ a Inspector ��-Date City of Arl:`- �gton NOTICE and Inspection Report Q Phone# Permit No. v J / Legal Date Called 2 —C�� Address /+ /� / J� Time Calle ' � Contractor/Owner /V By Requested by �(J TYPE OF-INSPECTION REQUESTED ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall Nailing ❑ Final ❑ Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical Other 10 APPROVAL ❑ CORRECTION REQUIRED ❑ Corrections listed below MUST BE MADE before work can be approved. Q-W.—rk listed below has been inspected and approved. CALL 435-0724 FOR REINSPEC71ON—24 hour notice required. Inspector Data City of Arl =-1gton NOTICE and Inspection Report Phone# Permit No. //�`J `� ��C7 Legal Date Called %S� %�(. Address Time Calle jf Contractor/Owner By Requested by • ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping FS)oting ❑ Drywall Nailing ❑ Final ❑ Foundation ElRough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other APPROVAL ❑ CORRECTION REQUIRED e:)rrections listed below MUST BE MADE before work can be approved. listed below has been inspected an d nd approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. S � � Inspector �� j Date / —�_�% (,2 City of Arli—gton NOTICE and Inspection Report r Phone# Permit No. _�d S Legal Date Called /02 (0 ' Address 774- fC Time Called / Contractor/Owner ) By Requested by ❑ Setback ❑ f Diaphragm• ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping ❑ Footing �Q ❑ Drywall Nailing ❑ Final [Foundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other APPROVAL ❑ CORRECTION REQUIRED Krrectitons listed below MUST BE MADE before work can be approved. ed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPEC'nON—24 hour notice required. Inspector,`` �,� �`d - Date City of Ar14--ngton NOTICE and Inspection Report Phone# Permit No. ` — Leggy / , �7 ' Date Called ' Address 200 L S- `E/�' -/ � Time Called .� O _ Contractor/Owner s By Requested by TYPE OF • ❑ Setback ❑ Roof Diaphragm ❑ Insulation ❑ Plumb GW ❑ Framing ❑ Gas Piping Footing ❑ Drywall Nailing ❑ Final oundation ❑ Rough-in Plumbing ❑ Reinspection ❑ Shear Wall ❑ Mechanical ❑ Other APPROVAL ❑ CORRECTION REQUIRED rrections listed below MUST BE MADE before work can be approved. � Work listed below has been inspected and approved. ❑ CALL 435-0724 FOR REINSPECTION—24 hour notice required. 124 Inspector Date y OWCr II d ` Z W W a � � O � � Q � a u ¢ JCIE 0 OOv' Lv� O W W ftftftftw Z } O w QLL. 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