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16424 SMOKEY POINT BLVD_045939_2026
INSPECTION REPORT ¢ti1N G?.O Permit No.:O r �;i�3�got#: 411.4 Q Address: S Z Contractor: - h rr ��a: -y O Owner: & JA r f�c7�� `Sf1I N G Date: ❑ APPROVAL ❑ PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED 0-Gorrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. r /J w �V Inspector: Date: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: . . .. , . - , . � � - . � � - � . _ � 1 �� 1• '. u3 INSPECTION REPORT 4y1N G TO Permit No.: 04 5139 Lot#: Address: I C;Y 2_q S^k,,4 t4r 76%.✓o � z Contractor: q"FAut,-i -y O Owner: tD_;x^7gc- S�INGS Date: -9 - Oq ❑ APPROVAL ❑. PARTIAL APPROVAL ❑ VIOLATION CORRECTION REQUESTED �10 rrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Z 7- � Av.K.t or cs .� 5o Inspector: zDate: TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in JK Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: _ 1 - 1 J I _ 1 i. 333 INSPECTION REPORT__ ON G T Permit No.: oY 59 33 Lot#: Q" O� Address: T41, /G Y 2 y SA4 ley �v Contractor: Ale-7c rwe, 15- A4 o o 9s, ,SO Owner: -7'j,1 it 1rI N G Date: &—'Z1 ,,_W'APPROVAL ❑ PARTIAL APPROVAL O VIOLATION ❑ CORRECTION REQUESTED ❑ Corrections listed below MUST BE MADE before work can be approved. ❑ Please contact inspector. ❑ Was not able to perform inspection. ❑ CALL 435-0674 FOR RE-INSPECTION - 24 hour notice required. Inspector: Date: - 9 TYPE OF INSPECTION REQUESTED ❑ Under-floor ❑ Framing ❑ Gas Piping ❑ Footing ❑ Drywall, Nailing ❑ Consultation ❑ Foundation ❑ Shear Nailing ❑ Groundwork ❑ Mechanical ❑ Grid ❑ Struct. Slab ❑ Wood Stove ❑ Rough-in ❑ Final ❑ Masonry ❑ Drainage ❑ Insulation ❑ Other: 13 t-oCc,' r+ K s � , �: _ �. _ r - L _ � � = 1 � 't I _ I I - _� C:(7P4E3I- fitUCT I C71--1 F�C=FtI" I _T- PE! FtM I T IVC) _ 1251'+—t_59 3C3 Owner: DWAYNE LANE 315 WEST AVENUE ARLINGTON 98223 Value of Work: $60, 000. 00 Tax ID: 31052900101400 Phone: 360-435-2125 Describe Work: INSTALL TEMP MODULAR OFFICE Proposed Use: CARS SALES Legal Description: Job Address: 16424 SMOKEY POINT BLVD Contractor's Name Type Address License# GAF`FNEY CONSTRUCTION GEM 10511 19TH AVENUE SE GAFFNCI10 4K3 TOTALS Fee Permit Fee !�;788, 25. Plan Fee 5 430 State lee $4' S0 SIGNATURE: " TOTAL FEE. . . . $1, 305. 11 I HEREBY ER'E"IFY THAT I HAVE READ AND EXAMINED THIS APPLICATION ANC' PAYMENTS. . . . . . . . . . . . . . . . . . $0. 00 K,-, 4 THE NAME TO BE TRUE AND GOR- R ALL PROVISIONS OF LAWS AND TOTAL DUE. . . . . . . . $1, 305. 11 O NANG (jr `�NINU THIS TYPE OF WIC 13 P ED WITH WHETHER �� t DATE RECEIPT # NOT. J.W L, U I• L S A L /Ov1��� � . � � � � � � � i f � • .� i �� .� � i ii 1 i . ._�h � i � i ., ♦ .,, �Y �� �tt . �i � ; . �' �3 � . � , L CITY OF ARLINGTON CONSTRUCTION PERMIT 6 ❑ COMBINATION % AUILDINO 0 MECHANICAL ❑ PLUMN144S ❑ SION PERMIT NO. s7 �xc7 wcm IL A00 SS CITY tIr 55 Dwa e Lane 10515 Evergreen Way, Everett WA 98204 42E 353-38 CI y t 53 ARCMI tCT D tR "IL AODRESS Gar Parkinson Architects 2812 Colb Ave. Everett WA 98201 425 252-21 y N RA. R • a IAA'A a tl rf(RY L SE Gaffney Construction 10�11-19th Ave. SE, Suite C, Everett WA 98208LICENSE (425) 338-2114 Mt ,AN oNt Cr MAIL ADSR SS cI Y cI r(tONe KUMB� I--IN11 1RACTOR MAIL ADOa[53 CITY tlr PfION! LK SLI CLA O K �NLW AUDITION ❑ALTERATION ❑RE►AIR ❑DEMOLITION ❑BUILDING RILOCA ION ;A'0 Of WORK 01,5LRta+v RK .n modular sales office New Auto sales lot reueusl u u5t OF t61L0- I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA wash rack • Auto Sales and Re air w� TION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROM LttiAL Ix ullUNUI P{tOr1•A Y REL A HrUURCorlfst SIONSOF LAWS AND ORDINANCES GOVERNINGTMIS TYPE OFWORK See attached W{,L BE COMPLIED WITH WHETHER SPECIFIED MERIN OR NOT,THE LDI eLucK u► GRANTINGOFA PERMIT DOESNOT PRESUMETOGIVE ALITHORITYTO 31052900101400 VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CON57RUCTION OF THE PERFORMANCE OF rAx Io NVyoca CONSTRU N.PEPIW1 Y I YEAR F `5 DATE OF ISSU E. tiTV.CtOA DA A' A.�tNi I SAW l55 1b5}�Y Smokey Point Blvd. Arlinpzton (OFFICE USE ONLY) �MEC L PLUMBING NO, TYPE OF EW?MENT FEE NO. TY►EOF FI%TL+RE PEE AIR CON L`.UNITS-14.P.CA. HATER CLUSEI IIUILLII KEFKI(;ERAT10N UNITS-H P.EA. BA IHIUS BOfLE RS-HP.EA LAVAIUKY 1W ASH BASINI GAS FIRED A C.UNITS-TONNAGE EA SHOWLR FORCED AIR SYSTEMS-9.T U. ME.A KI ICIILN SINK i UISP. WALL THEATERS-8.T L'. M I UISIIWASHEK LNI1 HEATERS-8. M LAUNURY IRAY EVAICIRATIVE COOL ERS CLUIIILS WASIA It CLOTHES UR YlKS WAI LK fit ATLK VLNT11-AT10N FAY UIUNAL KA,14GE NOOOCOMMERCIAL DRINKINU FOUNI AIN AIR I...,."—.—T rLUUR UKAIN STOVE VACUUM BREAKERS .'NETAL FIREPLACE CHISINEY K()()1 DRAINS -RAINLLAULRS WATEK HEATER 51NN hEKVICE- BAR.E IC.) GAS PIPING I — SUBTOTAL s - SUB TOTAL PERMIT 3 S PERMIT I TOTAL FEE I TOTAL FEE ►I ANCME KFEE CKNUMBER yIUt YAKU SL IBACK Sf RLI/ LICK RE AR V�Q7jET0'V"K GH FEE RECEIPT NO. `."l"• 1 LOT'D Q ACANN FEES VALUATION FEE U51 ') /P � Fd �NO /1 L D (S ) 6 IYPt Ir C 51 OCCUPANCY LII WP NO.OF VnLLM%(rs PLAN O*CRINO 3 MPLDINO F �� ?I[L0 roe NO Or 1i(MILS MAR. LOAD !1 roe pLUMSING FIRESFAIJ4 LtRi Rt OUIRED YES NO VAC APBCAL STATEBLDO.CODE COMMENTS ENERGYC0%IURC4AW1 PENALTY !C 303461 WATEplSEWER FEES RECEIVED TOTAL ►EtA/1T YA(IDATSON WKMpRO MVVALbASEO PNTHIsvACB THIAISIOURPtRW& EC(IPT APR 13 2004 FAD CRC BY COA BUILDING DEPT .AT4 - CC:ASSESSOR,APPLICANT.TREASURER."G.DEFT, R;(D'Marrra.L RECORDS COPY e�`, � �. r • City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: Nuo a�-1 0,0— L-&-VL- BP #: (-)q 5 7 DATE: mot- t 3"C)L( RETURN THIS FORM BY: PROJECT SUMMARY: Fq T W 6t yuS V t'l I f- wals-,� RESPONDING DEPARTMENTS: ❑ TOM C., FIRE -5LL AREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING ❑ GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN,DATE, AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS S 0 -TO kA- �UJIl ,6- rt L- (twIw tmo um m&',,T� REVIEWED BY DATE i3 Ll C APR 14 20 �J 04 UfilifieS Div. �bj i l City of Arlington Rr J Building Department REQUEST FOR REVIEW FORM NAME: (2 BP #:_ DATE: RETURN TH�IS•FORM BY: w PROJECT SUMMARY: � --r ,VKID C) RESPONDING DEPARTMENTS: ❑ TOM C., FIRE L7 ' KAREN L., UTILITIES RECEIVED ❑ BILL B., NATURAL RESOURCE YVONNE P., PLANNING APR 19 2004 ❑ GREGG E., ENGINEERING COS BUILDING DEPT © JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LINDA. 14 ,I i COMMENTS FOR.THIS REVIEW.ARE I ® NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS REVIEWED BY a DATE y It c� ��%✓1� Cry tr1 PiU�m �Q Q- IU S 6t 11-flW 5 �.� � 1 , � i is City of Arlington Building Department REQUEST FOR REVIEW FORM NAME: � Vl l �� BP #:��i DATE: `T- `I RETURN THIS FORM BY: I h PROJECT SUMMARY: VK' d � � e RESPONDING DEPARTMENTS: ❑ TOM C., FIRE ❑ KAREN L., UTILITIES ❑ BILL B., NATURAL RESOURCE ❑ YVONNE P., PLANNING GREGG E., ENGINEERING ❑ JIM T., CONSULTANT ❑ CHUCK W., CONSULTANT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments"box checked. PLEASE MARK ONE BOX, SIGN,DATE,AND RETURN THIS FORM TO LINDA. ❑ COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS O'C-000 REVIEWED BY DATE 23 .as�tG-Vw;'r� :-'u ....s,..::c.. ...u.v.'..�.'s.s�...,.c.ctis..._.,r.c-c.; ..�,..-�.ti:oi�._,....:at:.=-i�....�.a.:;+.a.•.�:.-a•-_:;.,:. .,,.r, ,�a :. ., .._ -- - - .,, , ., S. City of Arlington', Building Deparkmen.. EQUEST FOR REVIEW FORM NAME: BP #: J �j_ �3_b� RETURN THIS FORM By: (�(� PROJECT SUMMARY: RESPONDING DEPARTMENTS'. TOM C., FIRE /❑ KAREN L., UTILITI ❑ BILL B., NATURAL RESOURC ❑ YVONNE P., PLANNING _ ❑ GREGG E., ENGINEERING M,� ���. ..... .. ❑ JIM T., CONSULTANT �U Y �4 ?O0� ❑ CHUCK W., CONSULTANT / NG ITT SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments please return the form with the"No Comments"box checked. i PLEASE MARK ONE BOX, SIGN, DATE,AND RETURN THIS FORM TO LIND COMMENTS FOR.THIS REVIEV4RE IN-ATTACHED MEMO NO MMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT. REVIEWED'B DATE O. 1� �� r: J ED ity of Arlington wilding Department ' APR 19 2004 MSUL PLNG/r3LDG •U-SLSGRIREVIEW FORM BP #: � -sy3% SJ DATE: - / RETURN THIS FORM BY: /6 ROJECT SUMMARY: T�>toa-114: h r. ❑rESPONDING DEPARTMENTS:- TOM C., FIRE ❑ KAREN L., UTILITIES Pc� "' ❑ BILL B., NATURAL RESOURCE /VED ❑ YVONNE P., PLANNING APR 28 2 0 04 ❑ GREGG E., ENGINEERING :0A BU/L ❑ JIM T., CONSULTANT SING 06pr • � i� NT � �-4 YVIGZ f'��5 U r�l-e SUBMITTAL INFORMATION IS ATTACHED. Please review the information and return this form and your comments, either on the drawings or in memo form, to the Building Department. If you have no comments, please return the form with the"No Comments" box checked. "wo, z PLEASE MARK ONE BOX, SIGN,DATE, AND RETURN THIS FORM TO LINDA COMMENTS FOR THIS REVIEW ARE IN ATTACHED MEMO ❑ NO COMMENTS FOR THIS REVIEW, OKAY TO ISSUE PERMIT COMMENTS6,0�k REVIEWED BY `7 DATE ... r ., ;vyinq& - - - 2015-00022 s City of Arlington Public Record Inspection & Copy Request Form 238 N Olympic Ave Arlington,WA 98223 (360)403-3441 FAX(360)403-4605 www.arlingtonwa.gov First Name: Kim Last Name: Ninnemann Address: PO Box 2546 City: Bellingham State: WA Zip Code: 98227 Phone: 360-714-9409 FAX: E-mail:kim@stratumgroup.net Description of Record(s) Requested Please be as specific as possible with the type of information you are requesting:name, location, date/time period,etc. Please attach additional sheet(s) if necessary. am doing property research for the former Hertz Rental facility at 16424 Smokey Point Boulevard. The site had two structures built in 2004, one built in 2008 and a wash rack built after 2008. 1 am hoping to review copies of permits and/or designs of these structures. I am particularly interested to see where the wash rack structure and the car wash drain (within one of the buildings) discharges. Is the information requested a list of individuals/businesses to be used for a mailing list for commercial purposes? F- YES F—V NO If yes,please complete Form B found on page 2. Signature jam ; Date 09/04/2015 OFFICE USE ONLY Date Recieved 09/04/2015 Department Annrcwalefpr R e@L of Records(must be sicinerl" `"�" '�' Disclosure Officer or designee) !.'dam roc z,3,z fceLd Date Signature j 09/04/2015 Printed Name Kristin Banfield Phone 360-403-3444 E-mail kbanfield@arlingtonwa.gov Record provided to requester: By Date i OFFICE C',0PY COMMUNITY DEVELOPMENT DEPARTMENT City of Marysville INCORPORATED 1891 April 27, 2004 Mr. Bryant Mercil, PE Higa-Burkholder Associates, LLC 1721 Hewitt Ave. Suite 401 Everett, WA 98201 Re: Dwayne Lane Sewer and Water Plan Dear Mr. Mercil, The first civil plan review of the above project has been completed. The resulting comments follow. 1. The sanitary sewer main into the site is to be an 8" main. Because the future dealership will employ more than 30 people and coupled with the car wash, the city standards and DOE standards require an 8" main. A manhole will be required to be installed on the main in Smokey Point Blvd. 2. Please add a clean out 5' from the sales building on the side sewer. 3. Please add the pipe length and slope from the o/w/s to the manhole at the carwash. 4. Please add a note that the meters will be installed by the city at the developer's expense. 5. Backflow protection is required on the meters. 6. There is a possibility that Jerold Jacobsen, Fire Marshal will require fire hydrants on this site. He has been provided with a copy of this plan. When he returns comments to me, I will forward them on to you. 7. There is a water main fee of$2.25 per lineal foot of frontage on Smokey Point Blvd. This main fee is to be paid prior to connection. 8. Please add an approval block for Jerold Jacobsen, Fire Marshal on the first sheet. 9. If available, please add the site address to the plans. 10. Please add the city file number(AA04-04) to the plan. 11. The utility availability letter has been issued. Please be aware these comments are limited to the issues and topics identified in this comment letter and shall not be construed as a complete and all encompassing review of this proposal. 80 Columbia Ave. ♦ Marysville, Washington ♦ 98270 ♦ (360) 651-5100 ♦ FAX (360) 651-5099 y ����r� OFFICE COP Fees: Civil construction plan review fees are to be paid prior to plan approval by David O. Ostergaard, P.E., Development Services Manager. These fees are $70.00 per hour. Current civil construction plan review fees for Dwayne Lane property sewer and water plat $210.00. With additional plan review for the subsequent submittal, this amount will increase. Fees are to be remitted to Public Works, 80 Columbia_ Avenue, Marysville, WA 98270. Please address all the above comments. The city is requiring a letter from the engineer to accompany submittals addressing each city comment. When making the second submittal, please submit three sets of plans as well as the first review marked up plans to Anne Miller. Sil cercly, r 1 Anne Miller Associate Engineer II cc: Gloria Hiiashima,Community Development Director Phil Williams,Interim Public Works Director David 0.Ostergaard,P.E.,Development Services Manager Kevin Nielson,P.E.,City Engineer Larry Larson,Public Works Superintendent Samantha Stoughtenger,Associate Engineer II Tom Laughlin,Construction Inspection Supervisor File Page 2 of 2 y 1 � 1 }_ •J I FFICF 0 To: Building Department From: Tom Cooper Date: May 4,2004 Ref Lane Addition 04-5939 04-5940 1. Provide 2 fire extinguishers in each structure. i f I �h,i ,� BRIGGS ENGINEERING,INC. 1800 W.Overind, P.O. Box 44781, Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN-Prefabricated Building Design w/o chassis Dealer. WE Type: 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA Table of Contents Page I. DESIGN CRITERIA 2 ���� � ��� � II. DIMENSIONS 3 Ill. ROOF AND WALL DESIGN A. Sheathing................................................. 4 B. Roof Joists............................................... 4 C. Mateline Beam......................................... 4 D. Columns 1. End Wall............................................. 5 2. Intermediate....................................... 6 E. Wall Studs........ ....................................... 7 RECEIVED F. Headers.................................................. 9 IV. FLOOR DESIGN A. Decking.................................................... 11 APR 13 2004 B. Rim Joists................................................. 11 T C. Joists........................................................ 12 DEPe D. Frame Design.......................................... 13 CC,A BUILDING V. LATERAL DESIGN A. Roof Diaphragm....................................... 14 B. Total Dynamic Loads........................... .... 14 C. Diaphragm Design - 1. Sheathing........................................... 14 2. Chords............................................... 14 D. Shearwall Design 1. Endwalls............................................. 15 2. Sidewalls............................................ 15 VI. FOUNDATION DESIGN 16 VII. SUMMARY 18 VII. APPENDIX A. Roof Beam Analysis 1 Sht(s) B. Floor Joist Computer Calculalions 1 Sht(s) Lr'�.: Page 1 I I ��. .., BRIGGS ENGINEERING,INC. 1800 W. Overind,P.O.Eox 44781,Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer. WE Type: 28 x 44 -Modular Office WE Proj.# 3726 S/N: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA I. DESIGN CRITERIA: Dead Load: Roof, RDL= 10 psf Floor, FDL= 10 psf Wall, WDL= 5 psf Roof Live Load: Rocf Load, RLL=(Snow+Ponding) 25 psf Load Duration Factor,Cd= 1.00 % Floor Load Office,FLL= 50 psf UBC Table 16-A Concentrated Live Load,p= 2000 lbs. UBC Table 16-A Partion, PL= 20 psf Frame Transport Live Load, FTLL= 0.00 psf WAC 296-150C-1080 Frame Transport Impact Multiplier, FILL= 100% Wind Load: Vertical Area, Pw=gs'Ce"Cc'I = 22.60 psf UBC Equation 1620(20-1) Basic Wind Speed, 80 mph qs= 16.40 psf UBC Table 16-F Exposure,Ce= 1.06 C UBC Table 16-G Pressure Coefficient,Cq= 1.30 UBC Table 16-H Importance Factor, 1= 1.00 UBC Table 16-K Interior Lateral Loads, Pi= 5 psf. UBC Section 1611.5 Seismic, Diaphragm Shear,psr=ps'3'Ca'Wrf/R= 2.31 psf UBC Eq. 1630.2.3 (30-11) Total Shear,pst=ps'3'Ca'WIot/R= 4.62 psf UBC Eq. 1630.2.3(30-11) Seismic Zone= 3 UBC Figure 16-2 Seismic Zone Factor,Z= 0.30 UBC Table 16-K Ca= 0.36 UBC Table 16-Q Na = 1.00 UBC Table 16-S R= 5.50 UBC Table 16-N Shortest Total Length of Shearwall, Iswt= 17.00 ft. Area,Ab=L`W= 1217.04 ft."2 Maximum Element-Story Shear Ratio, r= 104swt'.5= 0.29 UBC Section 1630.1.1 Redundancy Factor,ps=2-20/(r"Ab1(1/2))= 1.00 UBC Section 1630.1.1 Weight of Roof,Wrf= 11.77 psi Total Weight, Mot= 23.54 psi Roof Load% Used in Seismic Design= 0% Page 2 � �, - +I I :. ,. BRIGGS ENGINEERING,INC. 1800 W. Overind,P.O. Box 44781. Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN-Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 0400# State: WA II.DIMENSIONS: #Modules NM = 2 Module Length,ML= ML = 44.00 ft. Module Width, MW= MW= 13.83 ft. Length, L L= 44.00 ft. Width,W W= 27.66 ft. Wall Height,Wht= Wht= 9.79 ft. Roof Height, Rht= Rht= 1.50 ft. Mateline Roof Beam Span, Lmlb= Lmlb= 32.50 ft. Mateline Roof Beam Tributary Span(interior), Lmlbi= Lmlbi= 22.00 ft. Mateline Roof Beam Span(exterior), Lmlbe= Lmlbe= 32.50 ft. Column Height= Cht= 9.00 ft. Roof Joist Span, rjs= 9s = 13.54 ft. Width of Exterior Wall,Wew= Wew= 3.5 inches Header Span,hsl = hsl = 3.00 ft. Header Span,hs2 = hs2 = 4.00 ft. Feader Span,hs3= hs3= 4.50 ft. Header Span,hs4= hs4 = 11.25 ft. Header Required for Interior Mateline Beam Support: Header Span,hs5= hs5 = ft. Tributary Span for Interior Header, hs5sp= hS5sp= ft. Clear Distance between supports, 1-2a = 1-2a = 159.0 inches Sidewall (Building Front& Back)Total Shearwall Length Lsw1 = 17.00 ft. Sidewall Average Individual Wall Length Lsw2= 3.00 ft. Endwall(Building Sides)Total Shearwal!Length W1sw= 18.66 ft. Endwall Average Individual Wall Length W2sw= 4.79 ft. Page 3 y �.� 1 I , INC. W.Overind, P.O. Box 44781.Boise, Idahr,83711 97-UBC WHITLEY EVERGREEN-Prefabricated Building Design w/o chassis Dealer. WE Type: 28 x 44- Modular Office WE Proj.# 3726 S/N: 0304-101-AIB To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA III. ROOF AND WALL DESIGN: A. SHEATHING: td=thickness= 0.500 inch, Nominal Use: 112 in.nominal APA rated structural sheathing over joists/trusses @ 24 in. o.c.,OK, by inspection B FROOF .JOISTS Joist Depth,do = 9.25 inches Ceiling loads may be uniformly distributed Joist Spacing,srj = 24 inches wrj(plf) =(ILL+DL)'srj= 70 plf Shear,Vo(lb)=wrj'rjs/2= 420 lb. Moment, Mrj(ft-lb)=wo*rjs"2/8= 1,604 ft-lb. Grade: Hem Fir#2 850 psi, Fbrj 75.00 psi, Fvrj Assume: 2x10 Cfrj= 1.10 Cn!= 1.15 Axrj(in2)=Vrj'1.5/(Fvrj'Cd'Cfrj'Crrj)= 6.64 in2 4.43 drjrl,inches Sxrj (in3)= Mrj'12/(Fb'Cd'Cfrj'Crrj)= 17.90 in3 8.46 drjr2, inches Use: 2x10 DF or HF#2 joists or pre-manufactured wood trusses @ 24"o.c C. MATE LINE BEAM Loads from Computer Programs,Attached in Appendix Assumed Beam Depth,dmlb= 24.00 inches Assumed Beam Width,wmlb= 1.50 inches Material Stresses Vertical Laminated Beams 2,850 psi, Fbrb 285 psi, Fvrb 750 psi, Fcrb 2,000,000 psi, Eb S,mnle Sr;ar. Computer Multi-span wrb(plf)=(RDL+RLL)'MW/2= 242 plf 240 plf Vrb(lb) =wrb`(Lmlb/12-dbr)/12= 3,449 lb. 4,367 Ib.[Vrbc] Mrb(ft-lb) =wrb•LmlbA2/8= 31,955 ft-lb. 21.637 ft-Ib.[Mrbc] Axrb(in2) =Vrbc'1.5/(Fvrb'Cd)= 22.98 in2 15.32 dmlbra Sxrb(in3) =Mrb'12/((Fbrb'Cd)'(12Jdmlb)^1/9)= 98.40 in3 19.84 dmlbrs Use UBC 2363 to determine support points at negative moments fb Multispan = 1,803.08 psi Rb=(0.609E/fb)".5= 25.99 Le=Rb^2'wmlb^2/(dmlb'12)= 5.28 ft. Lunb-aced= 3.97 ft. Use: 1.5 x 24"Vertical Laminated Beam each module Brace Beam @ 2'-0"o.c.for 8'-0"each side of the column w/2x4 to roof joists Bolt Matelines @ 48" o.c. w/16"o.c 4'-0"each side of interior column. Page 4 J, f: R 9` , INC. 1800 V11 Overind, P.O. Box 44781, Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN-Prefabricated Building Design wlo chassis Dealer: WE Type; 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-A/B To: Dealer Stork Date: 19-Mar-04 0400# 06 2 State: WA D.COLUMNS 1. END: Nominal Dimensions: (2)2x4 Lumber(sawn or glulam)= sawn Axial Load, Pec=from Roof Beam Analysis= 3,306 Column Properties: Wide Face Dimension, dec= 3.50 in Laterally Supported Along Entire Length? N Narrow Face Dimension, bec= 3.00 in Laterally Supported Along Entire Length? Y Area,Aec= 10.50 in12 Section Modulus, Sec= 6.13 in.^3 Column Height, hec=Wht'12= 117.48 in. Tabulated Values: Column Lumber Grade= HF-Stud Tabulated Compression Design Value,Fcec= 800 psi Tabulated Modulus of Elasticity, Eec= 1,200,000 psi Adjustment Factors: Load Duration Factor,Cdec= 1.00 psi Size Factor(sawn lumber), Cfec= 1.15 Adjusted Fc(not including Cp), Fccec= 920.00 psi Euler Buckling Coefficient for Columns, KcEec= 0.30 c= 0.80 (sawn lumber) Buckling Length Coefficient, Keec= 1.00 Unsupported Length,luec= 108.00 in. Effective:ength of Compression Member, leec= 108.00 in. Governing Slenderness Ratio, leeclbec or leec/dec= 30.86 Check if leec/bec<50...........yes Critical Buckling Design Value, FcEec= 378.09 Column Stability Factcr,Cpec= -0.37 Allowable Compression Design Value, F'cec= 338.64 psi Axial Load Applied to Column, Pec= 3,306.00 Ibs Actual Compression Stress, fcec= 314.86 psi Stress Ratio,fcec/F'cec= 0.93 OK! 9.00 Abraec(in2)= Pec/Fcrb= 4.41 sq.in. Abrrec(in2) =wmlb'dec= 5.25 sq.in. #12d in bearing Block= 0.00 12d Blocking Not Required! Use: (2)2x4 HF-Stud per module as exterior columns. Page 5 r `�`• 13P1GG§TNW71NEER1N6, 1800 W.Overind, P.C. ox 44781,Boise, daho 83711 g - WFUTLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer. WE Type: 28 x 44-Modular Office WE Proj.# 3726 S/N: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA 2. INTERMEDIATE: Nominal Dimensions: 4x8 Lumber(sawn or glulam)= sawn Axial Load,Pic=from Roof Beam Analysis= 6,552 Ibs Column Properties: Wide Face Dimension, dic= 5.5C in. Laterally Supported Along Entire Length? N Narrow Face Dimension, bic= 3.50 in Laterally Supported Along Entire Length? Y Area,Aic= 19.25 in12 Section Modulus,Sic= 17.65 in.113 Column Height,hic=WnY12= 117.48 in. Tabulated Values: Column Lumber Grade = HF#1 Tabulated Compression Design Value, Fcic= 1.350 psi Tabulated fAodulus of Elasticity, Eic= 1,500,000 psi Adjustment Factors: Load Duration Factor,Cdic= 1.00 psi Size Factor(sawn lumber), Cfic= 1.15 Adjusted Fc(not including Cp), F`cic= 1,552.50 psi Euler Buckling Coefficient for Columns, KcEic= 0.30 c= 0.80 (sawn lumber) Buckling Length Coefficient, Keic= 1.00 Unsupported Length, luic= 108.00 in. Effective Length of Compression Member, leic= 108.00 in. Governing Slenderness Ratio, leic/bic or leic/dic= 30.86 Check if leic/bic<50........... yes Critical Buckling Design Value, FcEi(--- 472.61 Column Stability Factor,Cpic= 0.28 Allowable Compression Design Value, F'cic= 438.15 psi Axial Load Applied to Column.Pic= 8,552.00 Ibs Actual Compression Stress,fcic= 444,26 psi Stress Ratio,fcec/F'cec= T. 11 OK! Abraic(in2)=Pic/Fcrb= 11.40 sq. in. 7.60 "Long Plate Abrric(in2)=wmlb'dic= 8.25 sq. in. #12d in Bearing Block= 25.15 12d Bearing Enhancement Required! Use: 4x6 HF#1 per module as interior columns. Bearing blocks with (26) 12d nails OR 112 Thk x 1-1/2 W x 8 L Stl PL is required. Page 6 6 f C«t=N IN RIN , INC. 180 W Overind. P_0, Box 44781, Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 S/N: 0304-101-AIB To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA E. STUD WALLS: 1. EXTERIOR WALL STUDS- Use: 2x4 @16"o.c.-OK, inspection(SPF -Stud) 2. MATELINE WALL STUDS- Combined Flexure and Axial Compression: Nominal Dimensions: Not Used Stud Spacing,ssmlw= 16 in. Uniform Load Applied to Column,wis= Pi'ssmlw/l2= 6.67 Ib/ft Axial Load Applied to Column,Pis= 322.70 lb Column Properties: Wide Face Dimension,dis= 3.50 in. Laterally Supported Along Entire Length? n Narrow Face Dimension,bis= 1.50 in. Laterally Supported Along Entire Length? y Net Area,Anis= 5.25 in^2 Section Modulus, Sis= 3.06 in.13 Column Height,Wht= 9.79 ft. 117.48 in. Tabulated Values: Stud Lumber Grade= HF-Stud Tabulated Bending Design Value, Fbis= 675 psi Tabulated Compression Design Value, Fcis= 800 psi Tabulated Modulus of Elasticity(bending), Eis= 1,200,000 psi Check Flexure Adjustment Factors: Load Duration Factor(due to wind),Cdwis= 1.60 Size Factor(sawn lumber),Cfis= 1.50 Repetitve Member Factor, Cris= 1.15 Adjusted Fbis(not including Cl), F'bis= 1,863 psi Allowable Modulus of Elasticity(bending), E'= 1,200,000 psi Laterally Unsupported Span, luis= 117.48 in. Slenderness Ratio(strong axis),luisrdis= 33.57 Effective Length of Compression Member,leis= 201.99 in. (Table 3.3.3 NDS) Slenderness Ratio of Bending Member, Rbis= 17.73 Euler Buckling Coefficient,KbEis= 0.44 (visual) Critical Buckling Design, FbEis= 1,672.76 psi Beam Stability Factor,Clis= 0.77 Allowable Bending Design Value, Fbais= 1,433.52 psi Uniform Load Applied to Stud,wis= 6.67 Ib/ft Moment Created by Uniform Load (wis), Mis= 958.44 in'Ib Actual Bending Stress,This= 312.96 psi Stress Ratio,fbis/Fbais= 0.22 OKAY in Bending Page 7 r n BRfGGS . 1800 W.Uverind, P.O. BOX 44781,Boise, Idaho 83711 7- WRITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 S/N: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA Check Axial Load Adjustment Factors: Load Duration Factor(due to snow),Cdsis= 1.15 Adjusted Fcis(not including Cp), F'cis= 1,587 psi Allowable Modulus of Elasticity(compression), E'= 1,200,000 Euler Buckling Coefficient for Columns, KcEis= 0.30 c= 0.80 (sawn lumber) Buckling Length Coefficient, Keis= 1.00 Effective Length of Compression Member, lecis= 117.48 in Governing Slenderness Ratio, lecis/bis or lecis/dis= 33.57 Check if lelb<yes Critical Buckling Design Value, FcEis= 320 Column Stability Factor,Cpis= 0.19 Allowable Compression Design Value, Fcais= 305 psi Axial Load Applied to Column, P= 323 lbs. Actual Compression Stress,fcis= 61 psi Stress Ratio,fcis/Fcais= 0.20 OKAY in Compression Check Interaction of Bending and Compression Modify Compression for Cdiis= 1.60 Adjusted Fc(interaction not including Cp), Fciis= 2,208 psi Critical Buckling Design Value, FcEiis = 320 Column Stability Factor(interaction),Cpiis= 0.14 Allowable Compression Design Value, Fcaiis= 309 Interaction ;must be less than 1.05)= 0.31 Use: Not Used HF-Stud @ 16 in.o.c.for mateline wall studs. Page 8 BRENGINEERING, INC. 1800 W. OverInd, P.O. Box 4478,, Boise, Idaho 83711 9 -UB WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA F. HEADERS: Header 1 with a span of: 3.00 ft. Header Depth, dh1 = 3.50 inches Header Width, hwl = 3.00 inches wh (plo =(RLL+ RDL)'(1+MW)/2 = 259.53 pif Shear,Vhl (Ibs) =wh"(hsl/2-dhl/12)= 313.59 lb. Moment, Mhl (ft-Ibs)=wh'hsl 112/8= 291.97 ft.-Ib. Grade: HF-Stud 675.00 psi, Fbhl 75.00 75.00 Assume: (2)2x4 Cfhl = 1.00 A.xhl (in2)=Vh1'1.5/(Fvhl'Cd'Cfhl)= 6.27 sq. in. 2.09 dhral, inches Sxhl (in3)=Mh1'121(Fbh1'0'd'Cfh1)= 5.19 cub.in. 3.22 dhrsl, inches Header 1 (2)2x4 HF-Stud wl 112 In. plywood Filler, maximum span =3 ft Header 2 with a span of: 4.00 ft. Header Depth, dh2= 5.50 inches Header Width, hw2= 3.00 inches wh (plf) =(RLL+ RDL)'(1+MW)/2= 259.53 plf Shear,Vh2(Ibs) =wh'(hs2/2-dh2/12)= 400.10 lb. Moment, Mh2(ft-Ibs) =wh'hs2A218= 519.05 ft.-lb. Grade: HF-Stud 675.00 psi, Fbh2 75.00 psi, F02 Assume: (2)2x6 Cfh2 = 1.00 Axh2 (in2)=Vh2'1.5/(Fvh2'-'d'Cfh2)= 8.00 sq. in. 2.67 dhra2, inches Sxh2 (03)=Mh2"12/(Fbh2'Cd'Cfh2)= 9.22 cub.in. 4.30 dhrs2, inches Header 2 (2)2x6 HF-Stud w/1/2 in. plywood filler, maximum span =4 ft. Header 3 with a span of: 4.50 ft. Header Depth, dh3= 5.50 inches Header Width, hw3= 3.00 inches wh (plf) = (RLL+RDL)'(1+MW)/2= 259.53 plf Shear,Vh3(Ibs) =wh'(hs3.12-dh3/12) = 464.98 lb. Moment,Mh3 A-Ibs) =wh'hs3A2/8= 656.92 ft.-lb. Grade: HF-Stud 675.00 psi, Fbh3 75.00 psi, F03 Assume: (2)2x6 Cfh3= 1 10 Axh3 (in2)=Vh3'1.5/(Fvh3'Cd'Cfh3)= 8.45 sq. in. 2.82 dhra3, inches Sxh3 (in3)=Mh3'12/(Fbh3"Cd'Cfh3)= 10.62 cub.in. 4.61 dhrs3, inches Header 3 (2)2x6 HF-Stud w/1/2 in. plywood filler, maximum span=4.5 ft. Header 4 with a span of: 11.25 ft. Header Depth, dh4= 11.25 inches Header Width,hw4= 3.00 inches A(plf)=(RLL+ RDL)'(1+MW)/2 = 259.53 pif Shear,Vh4(Ibs) =wh'(hs4/2-dh4/12) = 1,216.52 lb. Moment,Mh4(ft-Ibs) =wh'hs4^2/8= 4.105 77 ft-lb, Grade: Hem-Fir#2 850.00 psi, Fbh4 75.00 psi, Fvh4 Assume: (2)2xl2 Cfh4 = 1.10 Axh4 (in2) =Vh4'1.5/(Fvh4'Cd'Cfh4)= 22.12 sq. in. 7.37 dhra4, inches Sxh4 (in3) =Mh4'12/(Fbh4'Cd'Cfh4)= 52.69 cub in. 10.27 dhrs4, inches Header 4 (2)2x12 Hem-Fir#2 wl 112 in.plywood filler, maximum span= 11.25 ft. Page 9 . w BRIGGS ENGINEERIM6,INC. 18uu W.Overina, P.O. BOX 44781,Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 S/N: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA G. MATELINE BEAM SUPPORT HEADEP,: Header 5 with a span of: 0.00 ft. Header Depth,dh5= 7 50 inches Header Width, hw5= 7.00 inches wh5(plf)=(RLL+ RDL)`MW= 484.05 plf Concentrated Load, P5=Wh5'hs5sp= 0.00 lb. Minimum Distance of Point Load to Support, md5 = 1.25 ft. 0.00 ft. max. Shear,Vh5(Ibs) =P5((hs5-rnd5)/hs5)_ #DIV/0! 'b. Moment, Mh5(ft-Ibs)=md5'P5/2= 0.00 4.-lb. Grade: micro-lam 2,600.00 psi, Fbh5 285.00 psi, F05 Assume: (4)7-1/2"ML Cfh5= 1.00 750.00 psi, Fch5 Axh5..(in2) =Vh5'1.5/(Fvh5'Cd•Cfh5)= #DIV/01 sq.in. #DIV/0! dhra5,inches Sxh5(in3)=Mh5'12/(Fbh5'Cd'Cfh5) = 0.00 cub.in. 0.00 dhrs5, inches Abrah5(in2)=P5/Fch5= 0.00 sq.in. Abrrh5 (n2)=hw5'wmlb= 21.00 sq.in. #12d in Bearing Block= 0.00 12d Blocking Not Required! Header 5 Not Used Page 10 8RIG&S E1YGlNE6Rl1Y6, INC. 1800 W Overind, P,O. Box 44781, oise, Idaho 83711 97-LJBC WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer. WE _Type: 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA IV, FLOOR DESIGN: A. DECKING: Use: 314"T&G Floor Sheathing(40120)over joists @ 16"o.c. B. RIM JOISTS 1.Criteria: a. Rim joist is considered to be structural to cant'loads to foundation entire loads. Otherwise,this section is to be disregarded. 2. Rim Joist Capacity: Joist Depth, drm = 11.25 in. Joist Thickness,trm= 3.00 in. Support Flange Width, sfw= 3.00 in. Max Shear Location, Lvr=drm+sfw/2= 12.75 in. Rim Joist Clear Span,rms= 78 in. Area,Arm= 33.8 in.12 Section Modulus, Srm= 63.3 in.A3 Grade: Hem-Fir#2 850 psi,Fbrm 75 psi, Fvrm Assumed: (2)2x12 Cfrm= 1.00 Total uniform load, Wrm=((MW/2)'(RDL+RLL+FDL+FLL)+Wht'WDL) = 706 Allowable uniform Load,Wrma,due to: Shear,(Fvrm'CJ'Arm)/(1.5'(rms/2-drm)/12)= 730 plf. Moment,((Fbrm'Cd`Cfrm'Srm'8)/12)/(rms/12)"2= 849 plf. Max.allowable uniform load carried by rim joist,Wrma = 730 plf. Uniform load carried by floor joists,Wrfj =W-m-Wrma= 0 plf. Point load @ end of joists due to roof and wall loads, Pj=Wrfj'sfj/12= 0 lbs. Use: (2) 2x12 Hem-Fir#2 rim joist(s)at each side w/maximum span between supports @ 6.5 feet o.c. OR W/Structural Skirting Page 11 � ., I I i 13RIGGS ENGINEERING, 1800 W. Overind, P.O. Box44781, Boise, Idaho 83711 97•UB WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Pmj.# 3726 S/N: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 Stater WA C. JOISTS Joist Depth,dfj= 11.25 inches Joist Spacing,sfj= 16 inches Total uniform load,wrl(plf) _(FDL+FLL+PDL)'sfj/12= 107 plf Conc.Load on two joists over 2.5'_(p/(2+2.5) = 400 plf Point load @ end of joists due to roof and wall loads, Pi=W J*sfj/12 = 0 lbs. Shear,Vfj (Ibs)=From Computer Floor Analysis, Attached Maximum Vfj= 629 Ibs Moment,Mfj (ft-Ibs)=From Computer Floor Analysis,Attached Maximum Mf= 2426 ft.-lb. Grade: Doug Fir#1 850 psi, Fbf 75 psi, Fvfj Assumed: 2x12 Cffj = 1.00 Crfj= 1.15 Axfj(in2)=Vfj'1.5/(FVCffj'Crfj)= 10.94 in2 7.29 dfra,in. Sxf(in3)=Mfj"12/(Fbfj'Cffj"Crfj)= 29.78 in3 10.91 dfrs,in. Use: 2xl2 Doug Fir#1 floor joists @ 16 in.o.c C1.JOISTS SUPPORTING MATELINE BEAM HEADER: Dbl.Floor Joist Span,dfjs= 13.25 ft. Dbl. Floor Joist Depth,d f d = 11.25 inches Dbl. Floor Joist Cant.,df c= #REF! ft. Dbl.Floor Joist Width, dfjw= 7.50 inches Uniform Load to Joists,wfj = 106.67 plf Concentrated Load,Pdf= Vh5= 9DIV/0! lb. Point Load Distance from Mateline,dpdj= hs5-md5= -1.25 ft. Shear,Vdfj(Ibs)_ #REF! lb. Moment,Mdfj(ft-Ibs)_ #REF! ft.-lb. Grade: LVL 875.00 psi, Fbdfj 95.00 psi, Fvdf Assume: (5)2x8 Cfdf= 1.00 750.00 psi, Fcdf Axdf (in2) =Vdfj'1.5/(Fvdfj`Cd'Cfdfj)= #REF! sq.in. #REF! ddfjra, inches Sxdf(in3) =Md f'12/(Fbdfj'Cd`Cfdfj)_ #REF! cub.in. #REF! ddfjrs, inches Abradfj(in2)=(wf/(2'dfjs)'(dfjs+dfjc)^2+Pdfj)/Fbdfj = #REF! sq. in. Abrrdfj iin2) =dfjw'4= 30.00 sq. in. #12d in Bearing Block= #REF! 12d #REF! Not Required! Page 12 r. 1 Y BRIGGS ENGINEERING, INC. 1800 VV Overind, P.O. ox 44781, Boise, Idaho 83711 97-UBC WHITLEY EVERGREEN-Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA D. FRAME DESIGN: 1. Criteria: a Floor Loads to be carried by Floor Joists then to Steel Frame b. Roof Loads to be carries by Floor Joists then to Steel Frame. 2. Frame Loads-Dead Load Only(transport condition) Load wid1=(RDL+FDL+(WDL'Wht'21MW)"MVd/2= 187.25 plf wftl=FILL'(wfdl+(FTLL'W/2)) = 187.25 plf Spans: 0.3 cantilever(Lfc), 0.7 simple span(Lfs) LFC(ft)= 10.44 LFS(ft)= 25.56 Number of Axels,AM= 3 Moments: Pal(Axle Load)=(wftl'(0.3'L+0.7'U2))/Axl= 1785.12 Ibs/axle NOTE: Required axle capacity Mdlc=wftl•LFCe2/2= 10204.53 ft-Ibs Mdls=(wftl'LFSs^2/8)-Mfdfc/2= 10189.36 ft-Ibs Sxtc=Mmax' 12 i(0.66'42000'1.33)psi= 3.65 in3 Use 8"x 6.5#Junior Beam 3.Frame Loads-Total Load(inplace condition) a. Load will=(RLL+FLL)'MW/2+wfdl 705.88 pif b.Spans: Frame Support(LFS) LFS(ft) = 16.00 c. Moments: Mtls=wfll'LFS^2/1C= 18070.40 ft-Ibs Sxic=Mmax' 12/(0.66'42000psi) = 7.82 in3 Use: 12"x 14#Junior Beam Page 13 i :.� ., � - BRIGGS ! 1800 W. Overind, P.O. Box44781, Boise, Idaho 83711 97-LjBc WHITLEY EVERGREEN-Prefabricated Building Design w/o chassis Dealer. WE Type: 28 x 44-Modular Office WE Proj.# 3726 S/N: 0304-101-A/B To: Dealer Stock Date: 19-Mar-04 040C# 06.2 State: WA V. LATERAL DESIGN: A. ROCF DIAPHRAM LOADS: 1.WIND: Lateral Load Area(LLA1) _ ( Rhl+(Wht/2))'L= 281.38 sq.ft. Lateral Load(LV1) =LLA1'Pw= 6358.96 lb. Longitudinal Load Area (LLA2)=(Rht+(Wht/2))'W= 176.89 sq. ft. E Longitudinal Load(LV2)= LLA2'Pw= 3997.48 lb. 2. SEISMIC: Lateral or Longitudinal Load (LV3)=L'W'psr= 2312.75 lb B,TOTAL DYNAMIC LOADS I 1.WIND: Lateral Load Area(L'_A3) = (Wht+Rhl)'L 496.76 sq.ft. I Lateral Load (LV4)=LLA3`Pw= 11226.38 lb. ! Longitudinal Load Area (LLA4)= 'Wht*Rht)*W 312.28 sq.ft. Longitudinal Load(LV5) = LLA4'Pw= 7057.31 lb. 2.SEISMIC: Lateral or Longitudinal Load (LV6)=L'W'pst= 5625.50 Ib, C. DIAPHRAM DESIGN ! 1. SHEATHING i Vd=Max(LV1,LV2,I V3)/2= 3179.48 lb. Nominal width of diaphrapm sheathing(3/8"or 112"), td = 0.50 in. Unit Diaphragm Shear, uvd @ end walls=Vd/W= 114.95 lb/ft Allowable unit shear without blocking, avd= 216.20 lb/ft. OK! No Blocking Req'd. Distance(feet)of Blocking from each end of wall, bd = 0.00 ft. Use: 1/2 in. nominal APA rated structural sheathing with blocked edges O.DO ft from each end. 8d @ 6"o.c.@ boundary edges 6"o.c.@ panel edges and 12"in the field 2. CHORD wd=Vd'2/L = 144.52 plf I Md=wd'L^2/8= 34974.30 ft-Ibs Pd=Md/W= 1264.44 Ibs Grade: HF-Stud 425.00 psi, Ft Assume: (1)2x4 Cfch= 1.15 Crch= 1.00 ( Area of chord required,Axd = Pd/(F('Cfch'Crch"1.6) = 1.62 in.^2 Area of chord,Ach= 5.3 in.^2 OK! Splice w/12d = Pd/(94'1.6)= 9 - 12d Use: (1)2x4 chord(min.)w/9 -12d nails @ each side of 2x4 splice. HF-Slud Page 14 i MOO Rl W.Overind. P.O.Box44781, Boise, Idaho 83711 97-USC EVERGREEN -Prefabricated Building Design wlo chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 SIN: 0304-101-AIB To: Dealer Stock Date: 19-Mar-04 040D# 06.2 State: WA O. SHEAR WALL DESIGN 1. BUILDING END WALLS(Module End Walls) a. Sheathing: Vsl =Max(VH1,VH2,VH3)/2= 3179.48 lb. Unit Shear,vwl =Vsll(W1sw) = 170.39 Wt.. 229.E Use hardboard siding for shearwall sheathing? No Use: 3/8"APA rated structural sub-sheathing,wl 8d @ 6"o.c. along panel edges and 12"o.c. in the field. Block panel edges. b. Chord: Uplift Due to Overturning Moment: Building Height to Width Ratio,bhwr=(Whl+Rht)/W= 0.41 Safety Factor, SF1 = 1 Tchl =SF1"((vwl)'(Wht+Rht)-WDL'(Wht+Rht)'(W2sw12)/2) = 1276.11 lbs. Cchl =(vw1)'(Wht-Rht) = 1923.71 lbs. Area of chord required,Axchl =Tch1/(Ft'Cfch`Crch'1.33)= 1.96 in.A2 Area of shearwall chord,Aswchl = 5.3 in.A2 OK! Capacity of holddown strap, Strap = LST4,18 1265 Ibs. Wind Required number of straps,Tchl/Strapl = 2.0 (minimum) Use: (2) 2x4 with 'Simpson' LSTA18 to rim 2. BUILDING FRONT&BACK WALLS(Module Exterior Side Walls) a. Sheathing: Vs2=Max(LV2,LV3)/2 = 1998.74 lb. Unit Shear,vw2 =Vs2/(Lswl) = 117.57 Ib/f. 260 Use hardboard siding for shearwall sheathing? No Use: 3/8"APA rated structural sub-sheathing,w/ 8d @ 6"o.c.along panel edges and 12"o.c.in the field. Block panel edges. b. Chord: - Uplift Due to Overturning Moment: Building Height to Length Ratio,bhlr=(Wht+Rht)/L= 0.26 Safety Factor,SF2= 1 Tch2=SF2'((vw2)`(Wht+Rht)-WDL'(Wht+Rht)'(W1sw^2)/2)_ -8500.42 lbs. Cch2=(vw2)`(Wht+Rht) = 1327.40 lbs Area of chord required,Axch2=Tch2/(FI'Cfch'Crch'1.33)_ -13.08 sq.in. Area of shearwall chord,Aswch2= 5.3 in.A2 OK! Capacity of holddown strap, Strap2= LSTA18 1265 lbs. Wind Required number of ST22 straps Tch1/Strap2= 0.0 (minimum) Use: (1) 2x4 with no required straps at ends of shearwalls. Page 15 ;�; .:; .4 � - I I BRIGGS ENGINEERItVG,INC. ox 44781, Boise, Idaho 83711 97-U WHITLEY EVERGREEN-Prefabricated Building Design w/chassis Dealer. WE Type: 28 x 44-Modular Office WE Proj.# 3726 S/N: 0304-101-AIB To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA VI. FOUNDATION DESIGN A. Foundation Components Individual Bearing Pads-Poured-in-place, Concrete Bearing Pads Width,wbp= 24 inches Length, Ibp= 24 inches UBC-T.18-1-A Allowable Soil Bearing Pressure, [Class 4]Q = 1500 psf. 9y Others Allowable Load, Pbp=(wbp'Ibp)/144'Q= 6000 pounds Anchors-Tie Down Engr., Inc.M12H orM122 Single or Double Helix 'Auger'Type Allowable Anchor Capacity,Anchc= 3150 Ibs. B. Exterior Pads(Around Perimeter) Floor and Roof Loads: Exterior Pads Required. Epr= 1 pads Allowable Load, Pfla= 6000 lbs. Exterior Uniform Floor Load, ufll=(FLL+FDL+RLL+RDL+PDL)"MW/2= 795 lb/ft. Max. Pad Spacing,Mps=Pfla/ufll = 7.55 ft. Max Rim Joist Span, Mrjs=rms+16" = 7.83 ft. Use: (1)24"x24" pads @ 7'-6"o.c. (MAX.)supporting exterior rim joists. C. Interior Pads (At Mateline) Floor Loads Only: Interior Pads Required, Ipr= 1 pads Allowable Load, Pflai= 6000 lbs. Interior Uniform Floor Load, uflli= (FLL+FDL+PDL)'MW= 1106 lb/ft. Max. Pad Spacing,Mps= Pflai/uflli= 5.42 fl. Use: (1)24"x24"pads @ 5'-5"o.c.supporting interior rim joists. D.Interior Column Pads Column Pads Required,Cpri = 2 pads Allowable Load,Prfi= 12000 lbs. Load due to Mateline Beam, Prfbi= From Ro3f Beam Analysis= 8552 lbs. O.K! Use: 4- 16 x 16 bearing pads @ each interior double column D. Exterior Column Pads Column Pads Required,Cpre= 1 pads Allowable Load, Prfe= 6000 lbs. Load due to Mateline Beam, Prfbe=From Roof Beam Analysis= 3306 lbs. O.K! Use: 2. 16 x 16 bearing pads @ each exterior double column Page 16 N y OR15GS cNGINEEPING,INC. BOX 44781, Boise, Idaho 83711 977 WHITLEY EVERGREEN-Prefabricated Building Design wl chassis Dealer: WE Type: 28 x 44-Modular Office WE Prop 3726 SIN: 0304-101-AIB To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA E. Lateral Design 1. Longitudinal Walls Wind Load, (Wht'Rht)'L"Pw= 11226 lbs. Governs Seismic Load, L'W'pst= 5626 lbs #Soil Anchors 3.56 anchors Use: 4 Anchors at Side Walls 2. Lateral Walls Wind Load, (Wht'Rht)'W'Pw= 7057 lbs. Governs Seismic Load, L'W'pst= 5626 lbs. #Soil Anchors 2.24 anchors Use: 3 Anchors at End Walls Page 17 _� .. I BRIGGS ENGWEEWNG, INC. 1800 W. OverInd, Box 44781, Boise, Idaho 8 711 97- WHITLEY EVERGREEN-Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 To: Dealer Stock i Date: 19-Mar-04 0400# 06.2 State: WA SUMMARY DESIGN CRITERIA: Roof Dead Load= 10.00 psf Floor Dead Load = 10.00 psf Floor Partition Load= 20.00 psf E Wall Dead Load= 5.00 psf f Roof Live Load(Snow)= 25.00 psf Floor Live Load= 50.00 psf Wind: Basic Wind Speed= 80 mph. Exposure= C W;nd Load = 22.60 psf Seismic: 1 Seismic Zone= 3 f SHEATHING: 1/2 in. nominal APA rated structural sheathing over joists/trusses @ 24 in.o.c.,OK, by inspection ROOF JOISTS: 2x10 DF or HF#2 joists or pre-manufactured wood trusses @ 24"o.c ' MATE LINE BEAM. I 1.5 x 24"Vertical Laminated Beam each module Brace Beam @ 2'-0"o.c. for 8'-0"each side of the column wl 2x4 to roof joists Bolt Matelines @ 48"o.c.w/16"o.c 4'-0"each side of interior column. END COLUMNS: (2)2x4 HF-Stud per module as exterior columns. INTERMEDIATE COLUMNS: I ( 4x6 HF#1 per module as interior columns. Bearing blocks with(26) 12d nails OR 112 Thk x 1-112 W x 8 L S11 PL is required. EXTERIOR WALL STUDS: 2x4 @16"o.c.-OK, inspection(SPF-Stud) MATELINE WALL STUDS: Not Used HF-Stud @ 16 in. o.c. for mateline wall studs. HEADERS: Header 1 (2)2x4 HF-Stud w/1/2 in. plywood filler,maximum span=3 ft. Header 2 (2)2x6 HF-Stud w/1/2 in. plywood filler,maximum span=4 ft. Header 3 (2)2x6 HF-Stud wl 1/2 in. plywood filler,maximum span=4.5 ft. Header4 (2)2x12 Hem-Fir#2 w/1/2 in. plywood filler, maximum span=11.25 ft. Page 18 9RIGGS ENGINEERING,INC. 1800 V 0-y-edrd, ox 447 oise, Idaho 83711 97-UBC EVERGREEN -Prefabricated Building Design w/o chassis Dealer. WE Type: 28 x 44-Modular Office WE Proj.# 3726 To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: Wry MATELINE BEAN SUPPORT HEADER: Not Used 0 DECKING: 314"T&G Floor Sheathing (40120) over joists @ 16" o.c. RIM JOISTS: (2)2x12 Hem-Fir#2 rim joist(s)at each side wl maximum span between supports @ 6.5 feet o.c. OR W1 Structural Skirting FLOOR JOISTS: 2x12 Doug Fir#1 floor joists @ 16 in.o.c DOUBLE FLOOR JOISTS SUPPORTING MATELINE BEAM HEADER: Not Required! ROOF SHEATHING: 112 in. nominal APA rated structural sheathing with blocked edges 0.00 ft. from each end. 8d @ 6"o.c.@ boundary edges 6"o.c.@ panel edges and 12" in the field DOUBLE TOP PLATE SPLICES: (1)2x4 chord(min.)wl 9 -12d nails @ each side of 2x4 splice. SUiLDING END [SHORT]WALL SHEAR WALLS_: Linear Feet of Shearwalls: 18.65 ft. Sheathing: 318"APA rated structural sub-sheathing,wi 8d @ 6"o.c.along panel edges and 12"o.c. in the field. Block panel edges. Hold-downs: (2) 2x4 with 'Simpson' LSTA18 to rim BUILDING SIDE fLONGI WALL SHEAR WALLS: Linear Feet of Shearwalls: 17 ft. Sheathing: 318"APA rated structural sub-sheathing,wl 8d @ 6"o.c. along panel edges and 12"o.c. in the field. Block panel edges- Hold-downs: (1) 2x4 with no required straps at ends of shearwalls. Facie 19 1 BRIGGS ENGINEERING, INC. 1800 W. Overind, P.O. Box 44761, Boise, Idaho 83711 9 -I WHITLEY EVERGREEN -Prefabricated l3ulding Design w/o chassis Dealer. WE Type: 28 x 44-Modular Office WE Proj.# 3726 To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA APPENDIX 'A' Roof Beam Computer Calculations Page 20 � ' I I I COMPANY PROJECT n/ y� [+ BRIGGS ENGINEERING WE Wood Y Y O 1 k J® PO BOX 44781,BOISE ID 83711 Modular Building (208)871-0200/FAX 8!3-2973 Structural fOsn+AXEYOA HOOD 0151CN dean@txiggs-engineering.cam 0400 Mar. 18,2004 08:08:54 3726-RB.wwb Design Check Calculation Sheet Sizer 2004 LOADS; (Ibs,psf,or plf) Load Type Distribution Magnitude Location Ift) Pattern Start End Start End Load? RDL Dead IFull Area 10.00 (6.92)' No RLL Snow Full Area 25.00 (6.92)- Yes "Tributary Width oft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 32'-4" 43,-8.1 Dead 103E 2634 Live 226E 3858 Uplift 7-276 Total 330E 8532 Bearing: LC number 3 2 1 Lenqth 2.9 ,.s 0.0 LVL n-ply, 2.OE, 2850Fb, 1-1/2x24", 1-ply Self Weight of 10.37 pH automatically included in loads; Lateral support:top=full,bottom= 16.00[in)Load combinations:ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:(Ibs, Ibs-ft,or in I Criterion Analysis Value Design Value 4nalvsis/Design Shear fv = 182 Fv' - 285 fv/Fv' - 0.64 Bending(+) fb - 1803 Fb' = 2B50 fb/Fb' = 0.63 Bending(-) fb = 2124 Fb' - 2517 fb/Fb' - 0.84 Live Defl'n 0.67 = L/577 1.08 = L/360 0.62 Total Defl'n 1.13 - L/343 1.62 = L/240 0.70 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu C_ Cfrt Ci Cn LC Fb'+ 2850 1.00 - 1.CO I.000 1.00 - 1.00 1.00 - - 3 Fb'- 2850 1.00 - 1-CO 0.883 1.00 - 1.00 1.00 - - 2 Fv' 285 1.00 - 1.00 - - - 1,00 - 1.00 2 Fcp' 750 - - 1.00 - - - - i.00 - - - E' 2.0 million - 1.00 - - - - 1.01 - - 3 Custom duration factor for Sncw load = 1.00 Bending(+) : LCY 3 - DtS (pattern: Ss), N - 21633 lbs-ft Bending(-) : LC@ 2 - D+S, M = 25493 lbs-It Shear LCO 2 = D+S, V = 4872, V desion - 4367 lbs Deflection: LC# 3 = D+S (pattern: Ss) EI=3455.94eO6 lb-in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L-live S-snow W--wind I=intact C=construction CLd=concentrated) (All LC's are listed in the Analysis cutput) (Load Pattern: s=S/2, Y.=L+S or L+C, _=no pattern load in :his spar,) DESIGN NOTES: 1.Please verify that the default deflection limits are appropriate for your application 2. SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. 3.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor - 4.BUILT-UP SCL-BEAMS:contact manufacturer for connection details when loads are not applied equally to all plys � � . I BRIGGS ENGINE , INC. 1800 W. Overind, P.O. Box 44781, Boise, Idaho 8 71 1 97-U WHITLEY EVERGREEN -Prefabricated Building Design w/o chassis Dealer: WE Type: 28 x 44-Modular Office WE Proj.# 3726 To: Dealer Stock Date: 19-Mar-04 0400# 06.2 State: WA APPENDIX 'B' Floor Joist Analysis Page 21 I i COMPANY PROJECT WoodWorksBRIGGS ENGINEERING Whitley Evergreen Modular PO BOX 44781, BOISE ID 83711 Modular Design (208)87--02001FAX 853-2973 Structural Design SORWARF IOR WOOD DESIGN dean@bdggs-engineering.com BE Project#0400 Mar. 18,2004 08:46.28 WE-14'-CS-FJ,50 P.wwb Design Check Calculation Sheet Sizer 2004 LOADS; (Ibs,psf,or pit) Load Type Distribution Hagni=ude Location lift) Pastern Start End Start End Lcad? DL-=L Dead Full Area 10.00 (16.0)' N'o LL-FL Live lull Area 50.00 (16.0), Yes Partn Live Full Area 20.00 (16.0)' Yes CL Live Concentrated 1000 (30.0)° M.ovina Movina 110 *Tribunary kiath (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS(in) : }hi;�. `.k �ttL'r� , � kr��s. � � ,� .- - �.�'a' Kam.... -tsi.::.t.' ,• r.YIM I .t F�iJEfy� 0' 13'-3" Dead 115 115 Live 618 618 Total 733 733 Bearing: LC number 2 2 Lenqth 1.0 1.0 Lumber-soft, D.Fir-L, Na.2, 2x12" Spaced at 16"cJc;Self Weight of 4.01 plf automatically included in loads; Lateral support:top=full,bottom=at supports;Repetitive factor:applied where permitted(refer to online help);Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001:(stress=psi,and in Criterion Analvsis Value Desiqn value Analvsis/Design Shear fv - 56 Fv' 180 fv/Fv' = 0.31 Bending(+) fb = 920 Fb' - 1035 fb/Fb' - 0.89 Live Defl'n 0.23 = L/700 0.44 = L/360 0.51 Total Defl'n 0.29 - L/547 0.88 - L/160 0.33 ADDITIONAL DATA; FACTORS: F co cM Ct CL CF Cfu Cr Cfrt Ci Cr. LC@ Fb'+ 900 1.00 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 - 2 Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.03 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.OD - - - - 1.00 i.00 - 2 Bending(+) : LCI 2 = D+L, M - 2426 lbs-ft Shear LCA 2 - D+L, V = 733, V design - 629 lbs Deflection: LC4 2 - D+L EI= 284.76e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Lice Load Deflection. (D=dead L=live S=snow W=wind I-impact C-construction CLd-concentrated) (All :Vs are listed in the Analysis output) (Load Pattern: s=S/2, X-L+3 or L+C, _-no pastern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2.Concentrated live load requirements for standard non-residential Floors have been considered. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1 • �„ ►. A Y DOOR SCHEDULE PLUMBING SCHEDULE NOTES CODE ANALYSIS MARK OTY. DE5GRIPTION GOMMENT5 MARK QTY. DESCRIPTION COMMENTS GENERAL NOTES THI5 STRUCTURE MEETS GON5TRUCTION REQUIREMENTS WAG 29b-150F IL I O 3'-UL.H/A ALUM,STOREFRONT DOOR EXTERIOR PROFLO PFI203 HANDICAP WATER CLOSET 1, - FOR WA5HIN&TON STATE C-OLO LABEL IN5IGNIA'5 IOU PR INSUL.W/ALUM FRAME;DEL GLZD,DEFAULT U=SO R0:lb'x GE P-I 2 WITH 5TD SEAT,A51 0110 TOILET PAPER HOLDER 2 ALL"FACILITIES SHALL BE BUILT IN ACCORDANCE WITH WAG-51-40-1100 PIVOT HINGE 5TD 3b•X 46'NC 6RA8 BARS 0 36'AFF VN DESIGN LOADS: -MFR STD DEADBOLT !055C CHAPTER II FOR BARRIER FREE ACCESS. BUILDING TYPE:ACTIVE:BOTH 3.NOTE.ALL STAIRS, MFR STD WEATHER STRIPPING(LOG e T'HOLD 2 PROFLO PF 5404 CFMNA WALL HRT6 LAVATORY YU RAT'n"�.LAtg?!fi(�,AND HANDRAILS TO 8E SUPPLIED AND OCCUPANCY GROUP: g -MANUAL FLUSHBOLiS I.CLOSERS WALL THK: - p•2 PROFLO PF 4013MGP FAUCET A55Y,®34'AFF INSTALLED ON SITE BY OTHERS(1?ILE%OTHERWISE SPECIFIED) BUILDING USE: ROOF LIVE: 25 psF OFFICE ND 5 psF - MFR STD 18"x 34'A7 38•AFFF.CENTERED OVER LAV 4.NOTE. ALL ENVIRONMENTAL CONTROLS AND OIyFESERy SHALL BE WITHIN REACH B;NLDING HIND 28'x 44' 1232 s�Ft WIND LOAD: 80 mph 3'-O"x T-O"ALUM.STOREFRONT DOOR EXTERIOR MFR STD 25"x 22'SINGLE BOWL STAINLESS STEEL SINK O RANGE OF SECTION IIO6 2.4 AND NOT LE55 THAN!6'AFF, x OF OCCIJPANT5: 12 EXPOSURE: IOTA I EA IN5UL.W/ALUM FRAME;DBL GLZD,DEFAULT U=90 RO:40"x 86' P-3 I MFR STD DEADBOLT PIVOT HINGE n/PROFLO OPFLL2001M FAUCET A55Y ELECTRICAL/LIGHTING 97 UBG 5EI5MIG ZONE: 3 OFFICE FLOOR LIVE: 50 psF - -MFR STD WEATHER STRIPPING a T'HOLD ACftvr,- O AR15TON"6L2.5 2-1/2 GALLON WATER HEATER I THI5 BUILDING MEETS THE REGUIRMENTS OF THE 2002 NEC AND AMMENDMENT5 501L PROFILE TYPE: 50 PARTITION: 20 psF -MFG 5TD CLOSER WALL THK, W/3/4'DRAIN TO EXT OF BLD6 WAG 2%-468 97 LUG 501L BEARING CAPACITY: 1500 P5F 2000 POUND CONCENTRATED SWING:IOIA-RHR I500W,I20V 5TD TA P VALVE AND EXPANSION TEE 2.TYPICAL WIRE SIZES: FLOOR LOAD ON 50'50 EA 3'-O'x 6'-8"HG DOOR W/WOOD JAMB INTERIOR MISG. SCHEDULE _ 102 ALPINE OAK RO:38"x 52' S AMP-p14 GU 3O AMP-nl0 LU 20 AMP-012 OU 35 AMP-28 GU NOTES: ���-- •��- --��-MFR STD LEVER PASSAGE LATCH WALL THK:4-I5/I6' I,TH15 BUILDING MEETS OR EXGEED5 THE ABOVE REQ 11RENMHT5 FOR THE 103 -MFR 5TD HINGES SWING:102-LH 3 ENTIRE BALDING TO BE WIRED IN MG CABLE.FLEX OR E.MT NREG PER5CRIPTIVE PREFORMANL_E OPTION FOR CLIMATE ZONE 1 \ 103-RH MARK OTY. DE5GRIPTION GOMMENT5 4.SERVICE ENTRANCE-UNDERGROUND 2,PROPOSED GLAZING%OF G.WA�=IS%MAX / 103-RH 3.SEE 5GHEDE5 AND BUILDING SECTION FOR ACTUAL INSTALLED VALUES 106 I-LOT A LOWER CABINETS DIAMOND ADVANT 5,ALL REGEP7ICLE5 7p BE IB'AFF.i0 CENTER OF RECEPTILLE UL M•1 TOff"OAK-W/PLAN COUNTER TOP UNLESS OTHERWISE SPECIFIED. •�� ��� 3'-O'x 6'-8"HG DOOR W/WOOD JAMB INTERIOR 6.GROUND FAULT PROTECTION REQUIRED FOR ALL REGEPTICLE5 /�� �� 105 I EA ALPINE OAK RO:38'x 82" IN NET AREAS 1/'� j -MFR 5TD LEVER PRIVACY LOCK WALL THK: - �� {�1 ,,i' 1.ALL CONDUCTORS AND CONDUITS SHALL BE SIZED AND INSTALLED TO ,� �C -MFR 5TD HINGES SWING:R -RH GOMPLY WITH THE 2002 NEC 1 / -ADA SIGNAGE I EA 3'-O'x 6'-8"BI-FOLD W/WOOD JAMB INTERIOR / ENERGY C�/WL�I'IFW ENVELOPE • e � 1 ,r 101E RO:38'x 62- ` D av ALPINE OAK i I T I BUILDING HEATED W/HEAT PUMP,ELECTRIC RESISTANCE HEAT NOT ALL (` rV r WALL THK,'- v 2.ALL WINDOWS AND DOORS SHALL 13E 5EALED,GAVLKED.6A5KETED,OR fe �', ' WEATHER STRIPPED TO MINIMIZE AIR LEAKAGE,(W5EG 1314,1) �+ r 3.ALL VAPOR BARRIERS SHALL BE A MAXIMUM OF I PERM WINDOW SCHEDULE I -L I I 4.BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS SHALL BE SEALED.C KED r L r MARK OTY, DESCRIPTION AND 6A5KETED TO LIMIT AIR LEAKAGE.(W5EG 13143) Gli'S IJ(/ � �� 48'x 60'PHILLUP5 0810 DUAL GLAZED RO:i39'x 61' ✓f e a7� ENER!7Y CODE/!4ECi 14&SYSTEM _ b SINGLE FLING(SIDE LOAD)WHITE VINYL VERT MATCH DOOR SLIDER MATCH HGT i I THI5 BUILDING MEETS THE REQUIRMENTS OF THE!947 UNIFORM MECHANICAL CODE, NFRG U=.51,SH66<I,NFRG LABELED W/LOCKS y1 STANDARD AND AMMENDMENT5 WAG-`.I-42 e PUG SCREENS;INDIAN OAK LINER a LASING y� 2.PROVIDE MICROPROCESSOR CONTROLLED THERMOSTAT WITH NIGHT SETBACK, 54`x bO"PHILLUP5 a850 DUAL GLAZED40 ( ` 5 DEGREE DEAD BAND MIN.,SEVEN DIFFERENT DAY TYPES.MOUNT®46•AF F. J \ RO:55'x 61" - TO TOP OF CONTROLS MAX (W5EG 1412)© 4 CASEMENT PICTURE, WHITE VINYL. MATCH DOOR �eL 3.SEAL ALL TRANSVER5E DUCT.)DINTS(W5EG 1414.1) NFRG U=.51,5H6G<I,NFRG LABELED W/LOGK5 HEAD HOT. / 4.SII AR PALY A DIFFt15ERS SHALL BE PROVIDED WITH MANUAL DAMPERS FOR d BUG SCREENS;INDIAN OAK LINER d CASING MAHGNG THE SYSTEM(W5EG 14123). 3b"x 36"PHILLUP5 AD30 DUAL GLAZED ��i 5.DUCT5 SHALL BE SEALED IN ACCORDANCE WITH SMACNA,METAL DUCT AND RO:3l'x 3l" FLEXIBLE CONSTRUCTION 5TANDARD515T ADDITION(W5EG R5-18) © 1 HORIZONTAL WHITE VINYL SLIDER; MATCH DOOR �- '- `-"'�- NFRG U=31,5HGG<I,NFRG LABELED W/LOCKS HEAD HDO � 4 BUG 5GRFPN5;INDIAN OAK LINER I CASING ELECTRICAL/LIGHTIW �/���C'J //1 32-x 52'FIXED;WOOD STOPPED IN 6LAS5; RO:33'x 53' 1 LIGHTING CONTROLS SHALL BE PROVIDE FOR EACH SEPERA TE AREA,READILY - • �/►/// Al (� 2 INDIAN OAK LINER t LASING•SINGLE PANE MATCH DOOR 11 TMPERED GLAZING(SAFETY GLAZED) HEAD HOT ACCE%IBi.E AT THE POINT OF LNTRYI`X1T.CONTROLS SHALL BE CAPABLE OF - f- `� � Gov 48"x 52'FIXED;WOOD STOPPED IN GLASS; RO:49"x 53" TURNING OFF ALL LIGHTS W THE SPACE(WSEG 143.1 ITHIN cp ! � 7 _ 2 MAXIMUM LIGHTING POI^ER THAT MAY BE CONTROLLED FROM A SINGLE SWITCH pF�, y 2 INDIAN OAK LINER A CASING:SIIJkE PANE ` - CONTROL SHALL NOT EXCEED A 20 AMPERE CIRCUIT LOADED TO ao%.CAPACITi ,_ !�! ° MATCH DOOR G , '^/ TrTPERED GLAZING HEAD HOT. I II�� � I n•!sEc.IS'3.2) / /A' 1 Y, U CI" It'mlf 3,ALL LIGHTS WITHIN DAY LIGHTED ZONES SHALL BE PROVIDED WITH INDEPE1o6NT 1 ((( v CONTROLS SEPARATE FROM THE GENERAL LIGHTING(W5EG 1513.3) x '_'-!L01N3 DEEPARTMENT I' 4.EXTERIOR LIGHTS SHALL BE CONTROLLED BY A PHOTOCELL(115EG 1513 ' PLUMBING [JR I.ALL PLUMBING TO BE IN ACCORDANCE WITH THE AMENDED 2000U 1nIM�(�c7 ��\�J�� UNIFORM PLUMBING CODE. RUY VGTOO!!�+2.LAVATORY SHALL BE EOUIPPEO W/OIUTLET DEVICE TO LIMIT FLOW EPARTMENT FIOT WATER TO MAX.O.5 GPM. O� D3.LAVATORY SHALL BE EQUIPPED W/DEVICE TO LIMIT WATER TEMP. 70 MAX.110°F,_ 4.ALL DRAINAGE PIPE TO BE AB5 SCHEDULE 40. DOLOR SCHEDULE �I�15.ALL WATER PIPE TO BE TYPE'M' GOPF ER OR POLYETHELENE TUBING LU;LD;ivli� 6.INSULATE HOT d GOLD PIPES.SURFACE MANUFAGTOR COLOR -_ 7.NOT WATER AND ORA�N PIPES EXPOSED UNDER LAVATORIES SHALL BE COVERED, BYTHERE SHALL BE NO SHARP OR ABRASIVE St1RFACE5 SHEET VINYL GON60LEUM DIAMONDFLOR 8.RESTROOM FLOORS SHALL HAVE A 9MOOTII NONABSORBENi SJRFACE;RUBBER BA`,E RHOPPE 6" - RESTROOM WALL5 WITHIN 211 OF FRONT AND 5!G'Ey OF WATER CLOMT5 S AU H IZEDSHALL HAVE A SMOOTH NONA85OFTENi SURFACE ROVED BY THE INTERIOR WALLS VG6B MFR 5TD 9.SERVICE SINKS AND POTABLE DRINKING WATER.i0 BE SUPPLIED BY OTHERS AT I^dSPECTOR _ FIBER REINFORCED PLASTIC MFR STD SITE. PLAM STD - - INTERIOR TRIM 5TD INDIAN OAK 5TRU6TURAL INTERIOR DOORS WOOD INDIAN OAK DRAWING INDEX WINDOW TREATMENT WOOD INDIAN OAK I HEAOEP5 SHALL BE(2) 2x6 HF.-2.✓")�!1!MER AND(1)KIFy EACH END (UNLESS NOTED OTHERWISE) NO. DRAWING TITLE 2.WINDOW AND DOORS SHALL HAVE(2)STUDS AT EACH 51DE A C ^ 1>* w/(I)KING STUD AND(I)TRIMMER A.O COVER SHEET-SCHEDULES-NOTES ROOFING DUROLAST TBD � Ir_ 1 3.MINIMUM LAP SPLICE OF TOP PLATE 4"0",w/(8)Ibd NAILS Al FLOOR PLAN I j y �-� I 4.ALL NAILING AND F, t A.2 EXTERIOR ELEVATIONS-DETAILS �r � r• EXTERIOR BODY - _ ` STEHER,FYJt'•aLL ED r�.Ur�W PLANS SHALL BE /`'/J(-,I� 7 PER 9l-UGC-If-B-1 NAILING 5CmEp,LE A.3 INTERIOR ELEVATIONS-PLUMBING CORNER SMART TRIM - - 5-1 6RO55 SECTION-DETAILS FASCIA SMART TRIM - - 5-11 CRO55 SECTION-DETAILS RECEIVED DOOR/WINDOW SMART TRIM - - E.1 ELECTRICAL/LIGHTING/MECHANICAL PLAN•5GHEDULE5 EXTERIOR DOORS - - MARK REVISION Date WHITLEY EVERGREEN INC. WILLIAMS SGOTSM/4N APR 1 3 2004 0 tA6Tor¢RSUF;MI7TAL ins/o4 28�x 44' OFFICE 12�/03 3726 MAR SMOKE,POINT BLVD 0304-I01-ALB GG,� BUILDING DEPT MARr5V1LLE,WA 98271 COVER SHEET - SCHEDULES - NOTES - - AWE - -- - FAX '_ _ ---- 3704-A • A.O 44*-0- -W 4--11/2- T-31/4- 101-81 Ar: ..v M, 101A Lo 9! .b. I ;r A & mi z r < 105 OE Fl-o-41• @) LL I nO5 Iola YA oats F7101ry ` Ira- 21*-gr in LL 5.2 5-2 43 1 ;nj m:F %1-------- - -T----i---0'-- ;1 -L - ROOF DRAIN I O1'ERFL0Vi::J: 41 rz: ;t 2X 10 DOUBLE HEADER SUPPORTED nilNION(2)2x 4 TRIMMERS AND(2)2.4 (4 (NJ KINC,5 EACH END OF RECESSED ENTRY 11. 5%2 1/4' V-5 3/47 10--er ROOM FINISH 5GHEDULE R" NORTH EA5T VE5T 50M CEILING FLOOR DE5CRIPnON WALL WALL "ALL NO. HAT MAT MAT MAT MAT tEIGM MAT �DA'R 06TLCI WTB 101 OPEN OPFU vm vw, vw, Vw, ACT 7•-10"I NBH I NBH SHE tO2 ORKE VW,' VH6 VW5 V1115 ACT I 7'-10'1 leh I NM SITE FLOOR PLAN 103 OFFICE vw, vm vpi5 VM ACT I T-10'I NBN--IO—j-- !�—TE Scale: 114" = 1'-0" 04 KITCHEN Vl* vv* vm VW A6711-40-I VCT 41R8-PLANT105 kM UN ISEX 115" vm vH6 ACT I T-10' -jiFS V" VW vw, ACT]I'-10' WN NBW 51TE REF FLOORS VGT-1/8"COMF051TION TILE(50%OFF5Er LAYOUT) 5V -SHEETVINYL: C-01,16OLEUMEAAMONDFLOR 4"RB-RHOPPE 4"RIBBER BASE 6"RB-RHOFPE 6'RIBBER BASE NEW-NOT BY VIHITLEY HALLS Vvir,-1�2"VINYL WRAPPED GYPSUM WALL BOARD 4 HIGH FIBERGLASS REINFORCED PLASTIC @ TOILETS GEILIN6 ACT-505PENOEP AGOJ5TICAL 6EILIW,TILE,2'x 4'x 5/5*LAY-IN (INSTALL PER U3C 25-2) r MARK REVISION Dot. C45TOMER 5UBMITTA& NHITLEY EVERGREEN ING. NILLIAM-C �MAN 3,15/04 28'x 44 OFFIGE 2/3/03 5-72(? - 14219 5MOKEY POINT BLVD 0504-101-A/E3 -- MARYSVILLE,V4A c18211 FLOOR PLAN iVqE (360)653-5740 (360)65q-135 FAX, 31(-14-A A.1 42'x 3'VENT NOTCH IN RIM DURO-LAST MEMBRANE ROOF RAFTER(4)SC HOVE�(44)PLACES,GONTINUK OI REENED VENT AT BOTTOM OF MANSARD SPANtINE jb 5TEEL SIDING AT MANSARD — -------------- --- -- -- — - -- 11I ------- ---� --------- - - - I _ IX4:-MART TRIM AT CORNERS WINDOWS,COORS.M/L I I -5,46'HARDIEPANEL STUC.GO _ I BOARD OVER BUILDING WRAP ——— ———— —'- — —— — —— — — — 1 BYIMITLEYSTALLED®SITE REAR FRONT —3"SLOPE— il Fiff F11 Fl-I -- - - -- - II 1 ' � 111 Ii 1 ► � I i 1 Lj LEFT DURO-LAST MEMBRANE ROOF 3"SLOPE— 5PANLINE 36 STEEL 510I146 AT MAN5ARD iF ------ ---- i IX4 SMART TRIM AT CORNERS WINDOWS.DOORS,M/L 5/16"HARDIEPANEL STUCCO BOARD OVER BUILDING WRAP I I I 5/Ib'HARDIEPANEL STUCCO BOARD OVER BUILDING WRAP -- - _. _- - - - - - -- - - -- - - -- - _ ROOF VENT CALCULATION: — - " - -- - - - - - - -- 28'x 44'=1232 5q R �5KIRTIN6 INSTALLED 451TE 300 =4,10 sq F[X 144 = l21 s[i in BY WHITLEY RIM RAFTER VENTS PROVIDED: 38"x 3"x 8 VENT5 =q12 sq in VENT GALL PER RAFTER BAY: RIGHT 3w 14-1/2"x 14'-0" =2436 Sq YI- -- 8.2 sq in VENTI-.'x2NOTCHES PROVIDED, EXTERIOR IOR ELEVATIONS 5"x I-"x 2 NOTCHES PER RAFTER = 10 sq in X I K Scale: 1/4"a 1'•0- o 5T�9oN GrrorgaSlsr+rrni 3/15/04° WHITLEY EVERGREEN ING. WILLIAM-SGOTSMAN 28 x 44 OFFICE B 12/3/03 3126 1421q 5MOKEY POINT BLVD. 0304-I01-A/ MAPYSVILLE,WA g8211 EXTERIOR ELEVATIONS AWE (360)653-57110 FAR- . A.2 r WATER HEATER In• 4 6 4•O / Y.O. 20 1/2' _ LAV(1) �- i 24 112" TOP OF ` _AB 8AR 24" MIN Q LAV(1) WAIN5GOT'� flI Q? x Q 1 y Q v vz m m i- I WG(2.5) 5/4"PC'- w I NT ELEVATION r� INTERIOR ELEVATION WATER HEATER W/TEMP r PRESSURE ^t Art [) RELIEF VALVE PIPED TO Scale: 1/2" = I'-O" Scale: 1/2" = '-p' BUILDING EXT.PER LOCAL CODE. GAPPED TEE FOR FUTURE EXPANSION TANK WATER SUPPLY FINISHED WALL FINISHED WALL— FINISHED WALL FINISHED WALL— 51ALE:NONE W2130 W3630 W2130 KWO `E 3"VTR MIN.12"ABOVE f FI11[15,lED ROOF 1 CVO 1 f N FILLER FILLER FILLER �I FILLER I FILLER , 'pi . p o FILLER O KITCHEN in rf1Ell- rrl 2" 51NK(I 5/ 2"G.O I i B9 SB33 Bi5 B33 B21 B33 I 1 G'-7 3/8" 1, WC(4) INTERIOR ELEVATION INTERIOR ELEVATION / /2 Scale: 1/2" = I'-O" A.1 Scale: I/2" = I'-O" PLAV(I) / FIXTURE UNIT GALLS 46-60 1061"300'MAX DEVELOPED LENGTH 3 ROG. WATER SUPPLY DRAIN/WASTE/VENT OTY. DE5GRIPTION EACH TOTAL QTY DESCRIPTION EACH TOTAL DRAIN—MAST—VENT I WATER CLOSET(TANK) 25 25 1 WATER 61-05ET(TANK) 4 4 SCALE: NONE I LAVATORY I I I LAVATORY 1 1 KITCHEN SINK 1.5 1.5 1 KITCHEN SINK 2 2 3/4"METER-3/4"131-06 SUPPLY TOTAL 55 1 USE 3"MAIN TOTAL l MN2K REVISION DOLe--USTOhERVBMITfAL WHITLEY EVERGREEN ING. WILLIAM-SGOTSMAN 3nsio< 0 -- 28'x 44' OFFICE 1213103 3726 - 14219 SMOKEY POINT BLVD 0304-101-A/B MARYSVILLE"WA aa211 INTERIOR ELEVATIONS — PLUMBIN6 SINE (360)653-51,40 (3o0)F,59.1135 FAX A.3 J NOTE: ROOF/GEILIN6 ASSEMBLY MAINTAIN MIN 1'GLEAR BETWEEN DUROLA5T MEMBRANE ROOFING,CLA55 G INSULATION AND TOP OF JOISTS MECHANICALLY FASTENED PER MF6 IN5TRUGTION5 FOR VENTILATION,DO NOT .(I)LAYER ATLAS ROOFING FR-10 BLOCK VENT NOTCHES .112"GDX OR 15/32'05B 5HEATHIN6 METAL GAP INSTALLED I.1/2"x 24"WS LVL(2 GE) •2X 10 HFu2 RAFTERS®12"OG.SINGLE EXT RIM 1 (I)EACH SIDE OF M/L -R-21 FIBERGLASS INSULATION W/I PERM MAX VAPOR BARRIER AT SITE BY OTHERS NO RIP,SLOPE RAFTERS -SUSPENDED 2'x 4'ACOUSTIGAL GEILIN6 6RID -- — -- — — — -21X4 BLOC✓Wo — _ _f ROEUMIER 3'J0 EA ENQ- (PER UBG 5TD 25-2) - - 2x4 TOP PLATE ) (b) T EACH NAILS(TOE NJILED) 5PANLINE STEEL GAP - - I -• - - - (3 AT EACH SIDE OF MANSARD STUD) MANSARD A55Y — - ——— ;,: I I51MP50N LU52b OR EQUAL -5PANLINE 36 STEEL PANELS @ 4'- O-G, M8, I I c -3/8'GDX PLY OR lAb'OSB ®4'-O'O.G. -2x 4 VERTIGLE MEMBERS AT 24"O.G. -1/Ib"059 5HEATHIN6,NAIL DIRECTLY TO WALL STUDS AND RIM JOISTS -RUN MEMBRANE ROOFING UP INSIDE -- -_ --"--_�_=--'--- 22 - - EXT. WALLS ASSEMBLY - 5� -1/2"VINYL WRAPPED 6WB W/VINYL-I PERM VAPOR ATTACH EACH RAFTER � �$ TO WALL W/H25 - BARRIER WRAPPED BATTENS®PANEL SEAMS AND Nall - j CORNERS _ ~ -2 X 4 STUD GRADE STUDS 16-OL W/SINGLE BOTTOM AND o j� FS-25 I PERM MAX. -�' _ VAPOR BARRIER DOUBLE TOP PLATE,4'-0"MIN LAP JOINTS o ABOVE 6WB SET 1/Ib SHEATHING ON 51011,16 -R-I5 FIBERGLASS INSULATION BATTS = O -3/8"GDX PLY OR lAb"050 5HEATHIN6 c -5/16 HARDIEPANEL STUCCO BOARD 51DIN6 OVER-�' 8d NAILS 0 l2'O.G (TOE NAILED) • t F BUILDING WRAP o b _ e g 2x6 BOTTOM PLATE INT. WALL ASSEMBLY FLOOR ASSEMBLY • l/Ib"LP SIDING(NO GROOVES) -1/2'VINYL NU2APPED GWB W/VINYL WRAPPED -SEE ROOM FIN15H SCHEDULE FOR FLOOR FINISH -3/4'TaG PLYWOOD SUB-FLOOR,EXT-GRADE BATTENS®PANEL SEAMS AND CORNERS BOTH I FOR VAPOR BARRIER MAX.I PE 1/16"058 OR 3/8'GDX SIDES-4'FRP®WATER GL05ET RM r 1/I6'HARDIPANEL STUCCO PANEL -2 X 4 RF.STUDS 16'O.G. W/DOUBLE TOP I -2x12 DF Al FLOOR J015T®16'O,GITRAN5VER5E) a SINGLE BOTTOM PLATE, -DOUBLE 2XI2 HF 92 RIM s -2 X 6 H.F,STUDS Ib'O.G. W/DOUBLE TOP ! -R-19 INSULATION FIBERGLASS INSULATION BAITS'UNPAGED" 51 �n� pT'1 d SINGLE BOTTOM PLATE®PLUMBING WALLS --— SUPPORTED BY POLYGORD AT 24'OG EN ALL MANSARD DETAIL -R-II UNPAGED INSULATION®RESTROOM WALLS I �— I -MOBILE FLEX BOTTOM CLOSURE GALV.57FP sw�.,r.ra• -, FLASHING I 3 • • /-6 MIL.BLAGK POLYETHYLENE yLl=L 12'ON GROUND ♦ " R0,,.v',-SE S O N . /1 Scale: I �t'-q✓ — — — —(2)I-I/2'x 24"LVL BEAMS EACH SIDE l 112"x 5"VENT NOTCH W/IN 12"EA-END OF EA.RAFTER ATTACH FLOOR SYSTEM TO _ W/ CARRIAGE • / EEA.A.O OUUTRIG6GERER TO RIM JOIST NAILS L� •l ATTACH JOISTS TO 2x6 RIM W/ 2x4 BRACE®GOLUMN I - IRL . (3)Ibd EA.JOIST ATTAGH OUTER RIM J015T W/3-ROW5 1/2"(Px 5"LONG BOLTS W/1-1/2"41 IOd®24'OL WASHERS AT 48"O.G.STAGGERED (8"FROM TOP/5"FROM BOTTOM) —(4)16d TOE NAILS U0'5/B"o x 1 1/2'M BOLT �/L DETAIL- LVL GONNEGTION DETAIL SCALE: I' P-O" n FLOOR/GHAISSIS CONNECTION DETAIL • - SCALE: 1" 1'O" MARK REVISION Date • WILL IAM-SGOTSMAN QGu5rarER sv�rrnL WHITLEY EVERGREEN INC. 12/3/05ins/oa 14214 SMOKEY POINT 13LVD 28x 44' OFFIGE 0304-101-A/3 5726 MARYSVILLE,WA 98211 BUILDING SECTION - DETAILS JWE (3bO)653-51•a0 3�03 (360)6 �-11 .-35 F /. —"- - - BAFFEL 42'x 3'VENT NOTCH IN RIM RAFTER(4)PLACES- Ix6 SMART TRIM 5/16'HARDIPANEL 5T000,0 PANEL 3/6'GDX OR UI6"05B �' 2'SCREENED VENT - ®ENDS ONLY Ix4 5MART TRIM (2)2xO HEADER.W/1/2-FILLER 6 BOTTOM a(I)GLNtlttIOU5 �^ Ix4 SMART TRIM 200 RIM v TOP W!3-16d TO END OF EACH RAFTER=3- ' (RIP TO FIT) 2x10 TOTAL. SUPPORT ON D13L tRIMhERS a EACH END -- Ix6 5 ART TRIM - (RIP TO FIT) = e HEADER DETAIL l'c`\ ENDWALL MAN5ARD DETAIL ' -ROOF DRAIN LOCATED A5 OVERFLOW PIPE TO EXTEND SHOWN ON FLOOR PLAN 2'ABOVE ROOFING OWN ONW FLOOR TPLAN ED S v. :oi - ml OVERFLOW DRAIN PIPE TO 3/A'TUFF TREAD _ _ ' EXTEND I"E'EYONO BOTTOM i�" 5LOPE REGE ENTRY _ OF MANSARD 1/4"TO FRON24 GA, AINTED TRIM I 1/2'x 1 ' 2'DOWN5POUT INSTALLED IA6 HARDIPANEL 5TUGC,O PANEL AT 517E l/I6'05B OR 3/8"GDXN ►1 DT� 2z8 RIMS 3/8"DEEP ENTIRE WIDTH OF RECESSED ENTRYROOF DRAIN DETAILROOF DRAIN DETAIL DOUBLE 2x8 BLOCKIDOUBLE 2x8 RIM 1.0 5cole: I" = C-O" a REGE55ED ENTRY ®RECESSED ENTRY ('0 Scole: 1" = 1'-0" I SKIRTING BY AHITLEY 517E INSTALLED Gfi�055 SIGT - /ALCOVE l U Scale: 3/4"= 1'-O" MARK REM51ON Date WHITLEY EYER6REEN LNG. HILLIAM—SGOT�MAN p G6TLMER9U6MITTAL 3A5/04 28'x 44' OFFICE 12/3/05 3726 1421Q SMOKEY POINT BLVD. - - _ 0304-101-A/B MARY5VILLE,WA Q8211 BUILDING SECTION - DETAIL5 .:We i3,0)659bg:40 (360)6511-1135 FAx 5.2 ATTACH KNEE BRACE FROM LVL TO RAFTER NEAREST COLUMN.TOENAIL BRACE TO LVL W/(4)Ibd,FAGENAIL BRACE TO RAFTER W/(4)Ibd SUPPORT®EXTERIOR WALL5 ON 2x4 H.F.5TUD TRIMMER N/DBL 2x4 KIN65 EA.MOD.NAIL 4X6 HFu2 COLUMN IN WALL W/1-172"x 8"x 5/8"THK TRIMMER5 AND KIN65 TOGETHER W/Ibd® BEARING PLATE EACH MOD. b"O.G.STAGGERED FACE_NAIL LVL TO NOTG14ED 4X6 W/(4)Ibd 5TRAP LVL TO COLUMN AND COLUMN TO FLOOR BOLT 4xb COLUMN5 TOGETHER AGRO55 M/L W/ RIM N/ST22 EACH MOD 5/8"0 LAG BOLT5®16"FROM TOP AND BOTTOM AND®MID-GOLUMN HEIGHT 5TRAP LVL TO COLUMN AND COLUMN TO FLOOR RIM W/5T22 EACH MOD EXT. COLUMN 2 I NT. COLUMN IN HALL A-I 5cole: 1/2" 1'-0" \A"' Scole: 1/2- I'-C" -- - MARK REVISION Date WHITLEY EVERGREEN ING. DESIGN SPADE 0 O+ERweM"TAL 1/12)04 t 28'x 64' t OFFICE 1203-101-A/B - 5/30/03 - 3704 14219 SMOKEY POINT BLVD - — - MARY5VILLE.WA.G8211 BUILDING 5ECTION - DETAILS - - = AI-L (360)653-5190 31O4-A S2 (360)65Q-1135 FAx --"---- - - ---- --- r . ° . . ' ' ° ' HVAC SYMBOLS i\0 -ILL Z | IL ELECTRICAL SYMBOLS LEGEND -A E- 111. - WPGFI- Tl LIGHINWPONER/ - � � . � . / ' EGH PLAN ^~' .` '— N 1^ � ,P;E�E.-PF;-1-F rEF FL--:' H\/AG EQUIPMENT SCHEDULE ONE LINE PIA6RAM EJ � ' 2 X 5 TOP RAIL 45' (UPI. RAMP 60' (MIN. LANOINC) V-0- 1X2 WzKINC 1 1/2' PETAL OR WOOD � HANDRAIL WITH FULL CLEJUt1_ HANDRAIL OCCURS IX6 WOOD RISER a Qw RETURN O ENDS (OPTIONALULAR CC=- WHERE (DASHED) W/ I I/?' w000 x IF SLOPE OF RAMP IS SCREW 12' O.C. 0 LESS THAN 1 IN 20) 2■4 INTERMEDIATE RAILS Ae SELF SPACED (START LAYOUT ` 3/4' 'TUFF TREAD'/PLYWOOD } BUILDING LINE OR POST FROM LANDING WORK UP) 3■12 STAIR STRINGER AS REQUIRED BY SITE ^�, 4' SPACE MAX. BETWEEN 2■12 TREAD 3/4" 'TUFF TREAD" METAL STAIR NOSING X P GRAIN WITH 1/2' RADIUS AND PLYWOOD W/ FACE NON-SLIP SURFACE CONTINUOUS LE ER O 90' TO JOIST 4' X 4' POST ��� 1 1/2' PROTRUSION MAX. 2 ■ 6 10 4'-0 SPAN (NON SLIP SURFACE) 2 ■ 10 TO 6'-O' SPAN SIMPSON TA10 STAIR ANGLE BOARD w/ 1/2' X 4' GALV LAG BOLTS. • JOIST HANGER ' • 46' O.C. 1 X 4 TRIP • ter_ 2 d05T a MAR 60' BITKEt1pS� ---- 2 . 6■ 10 4-0�-0 57'iW BCTrvCEN POSTS 2■ 10 TO 5'-0'SPAN BETWEEN POSTS „2_ 11-1 4' 11-1 4- DIAGONAL 2 X 4 BRACING W/(2) 1/2 ■ • 7- CLAY BOLTS ---- • POST WHERE BUILDING 2 X 4 SUPPORT -.-0. S 72' INDO DOES NOT OCCUR FROM POST BASE ?.10 10 4-0 SPAN -_-- j4- TO UNDER RIM. 2"12 TO 5'-0' SPAN 2X4 SUPPORT FROM PAD NAIL TO 510E OF Y2 i1.0 5' 1N OG TRIM .tom TO LEDGER WHERE BUILDING POST RIM JOIST -"- OCCURS CONCRETE PADS CONCRETE PIERS POST .s.F WHERE BLDC OCCURS W/POST BASE 1 DECK RAMP SECTION ELEVATION ��TREAD DETAIL SCALE: 3/4" V-0" �� SCALE: 3/4" . 1 -0' �' SCALE: t t/2" 1'-0" l o- I 2 ■ 1D JOIST a 16'O.C. {1YP) w 6' SPAN MAX. FLOOR JOISTS (WIN) 2 ■ 6 JOIST a 16' D.C. (TYP) w�' SPAN MAX. W/TAPER CUT r y�f 1 0 2 ■ 6 JOIST a 16' O.C. (TYP) W/3' SPAN MAX. II II II 111 II II 11 II 11 II 11 II II , II II II Ir II II III /` OVI 111 11 II it II II II II II II II II II II II II III � 'r II II II III II I II 11 II II II II II II II II II II II IIF= _-= I' i, 11 LMOING 11 111 11 I� 11 11 11 11 RAMP II 11 II II II II II III ir I I 111 I I I I I I I I I I I I XRM .OW W/ i t o II II II I11 II 11 _ 11 II 11 II P—X.■w•/o wo.c)I I 11 II 11 II II II 11L __ dr /1 t ni II 11 II III II III II II II II II II II II 11 11 II II 11 Ilf----- t� C TO II 1_IL__jj I--- f"-_STAIR i i i11 II II AII II II II POIIS T II „ II II II II II II IDIII AMOND PLATE W/ FHWS 10 PANU aK �Vo /HERE 4 i� (DASHED) ; n SEE SECTION ABOVE $'-0'MAX - MARK REVISION DATE FOR MAX SPAN TABLE BUILDING DEPARTMENT4�'� m (MIN) -- —— A L I SUBMtrTAL RAMP-LANDING PLAN VIEW (L� SCALE: 1/2" V-0" 5[T THE �T Tip POSTS IN CONCRETE r�ti " EVERGREEN >u, Ira�1aj w+00a�. �x MOBILE '•"I'll.Mop.M,N.T. �e COMPANY Z�:�"'� ?�, '°'"' 3052 `�" 197-125/126 DOWN R GJ1 ciccu n 1 7 �0 1 n "";` 3052-6-0 °"" AL� f: CONCRETE PIERS RIY JOIST TRIM JJJ w/POST BtiSE RAMP-LANDING ELEVATION SCALE: 1/2" . V-0" LH ^ ff s ��� °" STANDARD DECK SKIT L IGr RAMP AND STAIR DETAILS 1 11'-4" FROP05ED LOT L16HT 6RA -- ------------ - TSED LINED SE ALONG LOCATIONS, (21) TYP. NOR --.y - NORTH PROPERTY LINE- SEE 120 H- _-_,- CIVIL DWG°. 118---_____ EX.SWALE- 25' �- ';;'\ EX. SSMH___- _________ E=t2MH ly _ ¢ ARLI N6TON STANDA�S > ry a w ♦ ♦ Ti >� m1 4' WIDE WOOD-FRAMED LANDING AND STAIR W/ �. �'Ics � ASPHALT AUTO DISPLAY —— -t=YY/2'-DfA. HAMDRAIL5-Eir 5IDE—,7yP --I r w 'I (99 DiBPLAY PARKING 9PAQ'3) "� N_ J NEGTION TO �� U N., PEDESITRIA I4 .� ASPHALT DRIVEWAY ♦ SEE EVERGREEN MOBILE SHEET I OF 1 ROUTE OF TRAVEL ------------------------ --- — -- RIGHT OF WAY r ����. �1 AUTO � t _ � - a �- O I _ �� I SALES - _ .' _ 44: n 'm w a h O Ex. BARBED — o IAI 52 .� _ 2��` ASPHALT AUTO DISPLAY .' Q r m I+i WIRE FENCE I FUTURE AUTO DEALER5H[P I I t �� "a _ (98 SPACES) 11T. y 41 30' TOTAL LENGTH WOOD-FRAMED �� _ ' fs, RAMP Al 5'x5' LANDING - 1:12 I j z N M MAX SLOPE W/ 1-1/2' VIA. I # o 0 HANDRAILS EA. SIDE, TYP. - SEE EVERGREEN MOBILE SHEET I OF 1 -1 CC —P m a I I GRAVEL AREA 1 m j`2b 2 25 ,20 20 .- 25 20 ,� 25' 20' �II« Z y 20' 2s' 20O, 25' ',� 20 2s '.20 1 20' 26 TO' 25 Z ILA:/ o ' }+ O0 1 j I - 12'xt2'xb' HI6H CHAINLINK 1 - - � Q 0 .Na.. I a I TRASH ENCLOSURE W/VINYL I I _ m "44 2 XX 1� I SLATS y y _-_ .. r m - I t�W MAINr.SHOP �v` i' - — N I u1 I I I 1680 S.F I � JL r{ ui . _ — —� , --_. µ 16 1b , 11I 3-_ - _ TN w Po W _ ____ _- _ - 1 / EX CURB&GUTTER _ E WALE EX.EXTRUDED CURB - N ! �^ MM EX.ASPNAL�f9WALE Al�Nb SOUTH-R GAR WAJH EX.ASPHALT i� TEL 1.+ EX.EXTRUDED CURB PROPERTY Li SSE I EX.A PH 1,120 S.F. RISER � LLI EX.ASPHALT E EIR X.CATV Lj CIVIL DW65. RIS R 28' _ 42' _. Q 34' 70, BLD6. 266' S0'-" } W) (,0. iq5' I. 215'_2" EX.DETENTION PO - 420' DO & XXX J A.F. NO.19009125003 OU '. tw I VOL. 1I PG. 208 PP'l,�Y y NI �' � m �C N rn N co 1-015 � 1-008 N SITE "PLAN„ ftE=SS9.09 CUMULUS OFFICE PARK NORTH SITE AREA: ASPHALT AREA (IMPBNIOU') I15,423 5F PROJECT DATA:TY ARLINGTON BUILDING CR I TER I A: BUILDING AREA(IMPEZVIOU5) 4,01T SF _. - - _ -. _ .. - CODE: 19g7 U.B.C. LANDSOAPE AREA (PERVIOUS) q5,158 5F ZONIN6: HIGHWAY COMMERCIAL(HG) TOTAL 212,5g8 5F PROJECT ADDRESS: 1b5XX 5MOKEY POINT BLVD. N.E. GON5TRUCTION: V-N ARLINGTON, WA 98223 ✓ ANGY TYPE: B, 5-3 TAX ACCOUNT NO.: 31052500101400 ALLOnA,-_E AREA; 8,000 S.F. ? RII3 LOT AREA: 4.q8 ACRES(212,5g8 5.F.) ALL.OW.A---LE AREA INCREASE: BULLNOSE LEGAL DESCRIPTION: ALL THAT PORTION OF THE NORTH HALF OF THE SOUTH '-'RATION ON 3 SIDES X 2 = Ib,000 S.F. SIDEWALK GONSEUGTION: 4° 2/5 OF THE SOUTH HALF OF THE 5OUTHEA5T QUARTER TO" ALLOWABLE AREA: 16,000 S.F. lRSOPo OF THE NORTHEAST QUARTER OF SECTION, 2q, §P& 'EiY6b6EG X Y41.47E SLAB W/ 6" X b" X WI.4 TOPSOIL AT TOWNSHIP 31 NORTH, RANGE 5 EAST, A.N.. LYING AUTO 5ALE5: AREA. 1,232 SF X W1.4 WWF AT CENTER OF SLAB LANDSCAPING pLA55 'B' ASPHALT PAVING EAST OF STATE HIGHWAY No. I (3.R.5i A5 CONVEYED MAiNTE' MNGE: 1,680 SF _ UNDER AUDITOR'S NUMBER 11851g1 AND 19317111; GAR WASry EXTRUDED GONG. ''—X X-. -- -W..._._... `,': EXCEPT THE EAST 50 FEET A5 TOTAL (ROOF): 4,032 SF U M CURB � j Q� CONVEYED TO N BONDING AGENT ` ` " ' A ' 1 ='"`> _ - SNOHOMISH COUNTY UNDER AUDITOR'S FILE NUMBER PARKIN6 f�QUIRED. Q 00 1111646 AND g402280638. 1/200 5P= 4,032 5F/ 200 SF= 20 STALLS u" F'�t _ ASPHALT PAVING - (21 ASPHALT PAVING �� �'`� r u PER CITY OF_ q" j T ARLINGTON CHAPTER 20.40-10 � E"t #5 CANT. SITUATE IN THE STATE OF WASHIN6TON. STANDARD PARKING PROVIDED= 28 5TALL5 AUTO DISPLAY SPACES = 111-1 STALLS(PHASE 1) ,.,� Z AUTO D_.SPLAY SPACES = 3b 5TALL5(PHASE 2) ,�. O CRUSHED BASE COURSE TOTS =261 'TALCS 2" SAND COURSE 6" 6" CONTINUE REINF. INSTALL ELEG. LI6HT POLE To HERE BONDIN6 .DUMPER BU5HIN6 LANDSCAPINb REQUIREy: 4 U �� NO LANDSCAPE BUFFER REQUIRED ALONG NORTH PROPERTY LINE A Q a �° q� I,,' Y PH I p �/ 1" NON SHRINK GROUT 10' WIDE TYPE ' B' SEMI-OPAQUE LANDSCAPE SCREEN ALONG CONCRETE VURLJ 2 GON0�ETE S I PENAL< r3�ASP HA 1 A V I N6 5MOKEY POINT BLVD. d ALONG INTERSTATE 5 � AI 1" = 1'-0" AI 1" = 1'-0" AI NO SCALE 5' WIDE TYPE 'B' 5EMI-OPAQUE LANDSCAPE SCREEN REQUIRED E--CHAMFER ALONG SOUTH PROPERTY LINE. A O _I FIN. GRADE ( t rIN D �� x a PROVIDE #3 TIES AT APR 1 3 lOfi4 v a 3° O.C. FOR TOP CONTACTS: W "VAN ACCESSIBLE" 5I6N WHITE LETTERS d SYMBOL 1'-0" Z BELOW INTERNATIONAL SYt�01- .ON BLUE BACKGROUND ANCHOR BOLTS PER OWNER/APPLIGANT: E., y '°'�1.bath PYNs�T atemleart,< W WORDED 'STATE DISABLED MFR. DWAYNE LANE'5 CHRYSLER/PLYHOUTH PARKIN6 PERMIT REQUIRED" ---- 10515 EVERGREEN WAY � ` 75fAPINs' W EYERETT, WA 98204 m PI hte al (425) 353-3855 Lakeaaady '� smrkey Pomc `p �. r�� p" 12" Xis" SIbN WIT## o z CONDUIT INTERNATIONAL SYMBOL - E CONTACT: MR. TOM LANE 0 - 0 METAL 516N BOLT TO ` .. . n m 1 PI No t 0 OF ACCESS PER DETAIL y lamh PIN. THIS SHEET WALKWAY STRIPES p PIPE COLUMN .fl q "-� 2x iBB1h 6rN F" PG o PAINTED ON SURFACE CONCRETE FOOTING ARCHITECT: rW� - o TO DISCOURAGE m 2"4 GAILY. PIPE COLUMN -- — -- 282 PALBY�NN ARCHITECTS Jr Nnson Tr Rd 165th No rc-t ,�".., w PARKING VIOLATION INTERNATIONAL SYMBOL SIDEWALK PER PLANOF EVERETT, WA 98201 _... �__.._ (425) 252-2153 __ z ON PAVING ACCE PAINTED - _-�(4) #b VERT. BARS CONTACT: WAN ElIIN6HAU5 .� 5I TE r ~a �.—.. #3 TIES AT 12" O.G. FIRM 5TABLE(PAYED) Ip,-0„ x 1 0 6 _p .� WO x 24" DEEP a k z m MORE SLOPING NOT �•� p GANG. FOOTING _. f �� 152nd 6Y N b MOf�THAN I:46 b'-0" �, p a 51st PI Ns i Lf *PROVIDE ONE SIGN® EA. HANDICAPPED STALL 2'_p° _--- �S;p v I SHEET: 14 DIA h tt '�"- �I k 7i PI No 4 ACCE55I BLE PARK I NCB STALL 5 ACCESS I BLE PARK I N6 5 I 6N_ 6 L I 6HT POLE BA5E AI NO'GALE AI SCALE: 1/2" = 1'-0" AI SCALE: t�2" = t'-o" ® I II TY MAP NOT TO � N0R`" 04c-2325 �FF'cE 6 x i 1/2udP BOLT THRU FLOOR A55EH3LY T-V MAX SPACE EQUALY WOOD SHIM i �! I 3/Ib" STEEL TIE-DOWN �-4 BRACKET AND 1-1/4"xD35 i3"xS"xlb" GMU BLOCK STACK -j L - -i i- - -� �- - --� L - -1 - 5TEE1_ TIE-DOWN 51RAP #T5-4150 SKIRTING- P.T. 2X4 5TUD5 AT STEEL TIE-DOWN ANGHOR 24° O.G. SINGLE P.T.2X4 ` A5 REQUIRED BY 501L PLATE,5/8' R5.P.T.PLYWOOD f 24'x 24"x 4" THK PRECAST m CONCRETE PAD O DETA(L LL 5.0 Scale: 3/4" = 1'-0" 3 5.0 !-S + + I - -- I + L — J ( L — J� I— _ - I 5-54 MAX SPACE EGUALY i 2 [ 0 m � O � WOOD SHIM 8'x&"xlb" GMU BLOCK STACK ;'-8" MAX EQ. 5PAGED i 5.0 I I i f i � (2) 24'x 24'x 4"THK \ PREGA5T GONCRETE PADS EXTERIOR M/L WLUMNS DETAIL FOUNDATION PLAN 5.0 5cale: 3/4" = 1'-0" Scale: 1/4" = 1'-0' y DE5167N LOADS: ,.. ,r ROOF LIVE: 25 p5f ' t PONDING: 5 psf . 80 WIND GAD: TM i .C. y EXP05URE. )A "Hil n n. FLOOR LIVE OFFICE: 50 p5f ; PARTITIONS: 20 psf mow ' 5/5 DIA x 10-1/2'LC7 MB. 2000 POUND CONCENTRATED AT 4'-0" O.G. FfPIGAL FLOOR LOAD ON 50" 5.3 SE15MIG ZONE: 3 501L BEARING GAP.: 1500 f WOOD 5HIM &'x8"xlb" CK BLOCK 5TACK NOTE: », , 24°x 24°x 4'THK PRECAST 1. A55UMED MIN 501L GAPA61TY 2000# 5f 501L 15 ASSUMED CONGRETE PAD FOUNDATION VENT CALCULATION: P TO BE UNDISTURBED, GRANULAR, INORGANIG, WELL DRAINED NATIVE 28'x 44' = i232 5cZ ft = 8.20 5q, ft X 144 = 1181.0 5q, in , 150 2. PROVIDE BLACK V15GUEEN VAPOR BARRIER THROUGHOUT GRAWL 5PAGE, LAP 5EAM5 MIN 12" FOUNDATION VENT5 PROVIDED: 3. PROVIDE COVERED UNDER FLOOR AG(E55 24"x IS" MIN 16 VENTS AT 75 5q in EAGH = 1200 5q in WIN 20 FT OF PLUMBING GLEANOUT MARK REVISION Date HI i LEY EVE 11 R6REEN (N . i � DATE: (2I3/03 JOB NO: 0 cuSTOMER sir-nTTAL 3�5/� 1' t JOB NAME 2P> x 44 MODULAfit OFFICE SM: 0304-IG'1-A/E3 1421Q SMOKEY PAINT BLVD. DRAWN BY: -HEMARYSVILLE, WA q&2-71 FOUNDATION PLAN - DETAILS (560) 653-5-7q0 SHEET TITLE (360) 65c1-Tt35 FAX. STD PLAN No: FILE: 3704-A THI5 DRAWING CANNOT BE REPRODI)GED WITI O07 THE WRITTEN GON5ENT OF WHITLEY EVERGREEN ING. SHT. OF