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2006, 05-18 Permit App: 06001867 Shop Project Number: 06001867 Inv: 1 Application Date: 5/18/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 50 x 60 SHOP,STICK FRAME Contact: DOUBLE B'S CONSTRUCTION Address: 20215 E SPRAGUE AVE C-S-Z: GREENACRES,WA 99016 Setbacks:Front Left: Right: Rear: Phone: (509)924-1865 Group Name: Site In formation: Project Name: =OW AMENESIMEMIN7 � _ .. .bnn �It INEVIRMINNIUMERMININKOMOSINI Plat Key: Name: Range District: Sout Parcel Number: 452243909 Block: Lot: SiteAddress: 13617 E 14TH CT Owner:Name: FELGENHAUER,STEPHANIE A& Address: 13617 E 14TH CT Location::CSV SPOKANE,WA 99216 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 40,156 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Reviewel� y j f 60,. Originally Released: 5/18/2006 By: TMELBOU Landuse/Zoning/HE Conditions upjakkagkf * 1 r ; Originally Released: 5/16/2006 By: HMStinson Sewer Review R e) ase tay `Mai i i t Originally Released: 5/18/2006 By: amblake Permits: Operator: AMB Printed By: AMB Print Date: 5/18/2006 Project Number: 06001867 Inv: 1 Application Date: 05/16/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 50 x 60 SHOP,STICK FRAME Contact: DOUBLE B'S CONSTRUCTION Address: 20215 E SPRAGUE AVE C-S-Z: GREENACRES,WA 99016 Setbacks:Front Left: Right: Rear: Phone: (509)924-1865 Group Name: Site Information: Project Name: Plat Key: Name: Range District: Sout Parcel Number: 45224.3909 Block: Lot: SiteAddress: 13617 E 14TH CT Owner:Name: FELGENHAUER,STEPHANIE A& Address: 13617 E 14TH CT Location::CSV SPOKANE,WA 99216 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 40,156 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: Review Building Plan Review40-er a :11:!!"}r 1 Landuse/Zoning/HE Conditions . ® 114* Ry T Sewer Review ,D,..,:-;;Yr.,"--':14,.,17°.'::: :1,61,,, ,` Via ', ''n Permits: iuit�sumic�a e ,.� ,n�r,aa� sii .,, ,r..,., ,.m � a �; sca rrniu:. n w 'r`. a a Building Permit Contractor: DOUBLE B'S CONSTRUCTION Firm: DOUBLE B'S CONSTRUCTION Address: 20215 E SPRAGUE AVE Phone: (509)924-1865 GREENACRES,WA 99016 Operator: AMB Printed By: AMB Print Date: 05/16/2006 Project Number: 06001867 Inv: 1 Application Date: 5/18/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Building Permit Contractor: DOUBLE B'S CONSTRUCTION Firm: DOUBLE B'S CONSTRUCTION Address: 20215 E SPRAGUE AVE Phone: (509)924-1865 GREENACRES,WA 99016 This Application: Total Project: Description Grp Type Notes Sq Ft Valuation Sq Ft Valuation GAR WOOD U-1 VB 3,000 $57,000.00 3,000 $57,000.00 Totals: 3,000 $57,000.00 3,000 $57,000.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE 1 SELECT $692.75 ACCESSORY PLANS REVIEW 1 SELECT $173.19 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: $870.44 Notes: �� ,, ., n , �u. , � � �,� ..��u�. Anew Payment Summary: Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $870.44 $870.44 $0.00 $870.44 $870.44 $870.44 $0.00 $870.44 Disclaimer: Submittal of this application certifies the owner(or person(s)authorized by the owner)has both examined and finds the information contained within to be true and correct,and agrees that all provisions of laws and/or regulations governing this type of work will be complied with. Subsequent issuance of a permit shall not be construed to be a permit for,or an approval of,any violation of any of the provisions of the code or of any other state or local laws or ordinances. Signature: Operator: AMB Printed By: AMB Print Date: 5/18/2006 SO°`rane '11707 E Sprague Ave,Suite 106 1't;xNirl NUMtstK W 1,0*Valle Spokane Valley,WA 99206 PERMIT FEE: (509)688-0036 FAX:, (509)680-0037 ' Community Development www.spokanevallev.ore Residential Construction d--New Construction n Accessory Bldg Permit Application ❑ Addition/Remodel ❑ Deck ❑ Other: SITE ADDRESS (a.01 a (C ASSESSORS PARCEL NO: LEGAL DESCRIPTION: Building Owner . r_. _,.. 6.i r C - L _ ,.._ -. flnixnctor Name: �h,.rk. _FC ( „Ai. ,A Q.” Name: Q ica (, Address: 13 G 11 E. °Y ro, 1444, Address: c 2 0 Z e Sp 1 t 5 P City: �/Ze Gi d Q lP State:to A, Zip 9c 0n City: 92Pe`JAr f State Q Zip:+4,0%6 Phone: Fax: Phone: ,.0 9 —9z 4 4(xf' Fax: 3-09 - ��/ 7 � *t Date: y_ $'-,-49 t) P contractorTicoLQ e®,2YTr :coii-tactPeWofa � 4. _. City Business Lie.No: • Name: 4,11110- ... Phone: g C--%(d, ,5-- ad Describe the scope of work in detail: Cost of Project: $9....c00 **************The following MUST b6 complete: (write N/A if not apph able)********************** HEIG TO( TOrPEAK: DIMEtISIO,N ::G #OF STORIES:0 TOTAL HABITABLE SPACE: 20 XMAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS SURFACE FTG: Awe AREA: FINISHED BASEMENT G���Q. FT DECK/COV. PATIO SQ. FTG: 30%SLOPES ON SQ. FTG: .f V- of- PROPERTY: #OF BEDROOMS: CONSTRUCT!IIN TYPE: HEAT SOURCE: Sof SEWER OR SEPTIC? 146 ,fie f2r The permitee verifies,acknowledges and agrees by their signature that: 1) If this permit is for construction of or on a dwelling,the dwelling is/will be served by potable water. 2) Ownership of this City of Spokane Valley Permit inure to the property owner. 3) The signatory is the property owner or has permission to represent the property owner in this transaction. 4) All construction is to be done in full compliance with the City of Spokane Valley Development Code. Referenced codes are available for review at the City of Spokane Valley Permit Center. 5) This City of Spokane Valley Permit is not a permit or approval for any violation of federal,state or local laws,codes or ordinances.6) Plans or additional information may be required to be submitted,and subsequently approved before this application can be processed. Signature Date Method of Payment: ❑ Cash 0 Check ✓ Mastercard 0 VISA Bankcard#: V Expires: VIN#: Authorized Signature: REVISED 8/252005 saw 0-kancoms'. 12,21, dwoomsW.Valley 11707 E Sprague Ave Suite 106 +Spokane Valley WA 99206 509.921.1000 ♦ Fac 509.921.1008 crtyha[Lespokanevalley.org Residential Plan Submittal Minimums ❑ Completed Building & Mechanical application with: Accurate address, Parcel Number and/or Legal Descxite. ' description of work, owner and contractor information, signature, and da ❑ Two sets of plans including Site Plan, elevations, floor plans, foundationlans With details, roof plan, framing plans & details. P ❑ Show the height of any proposed buildings or accessory structures. ❑ Floor plan for each floor: Dimension to scale (minimum 1/81 and label each • Room (including sq. footage of house and garage on plans) Show each level of existing house and square footage of any additions. ❑ All braced wall panel types: show locations and details of installation, includin •g engineered design. ❑ Egress windows: Provide at least one window or exterior door approved for Emergency escape or rescue from a basement and in every room for sleeping. ❑ Smoke detector locations ❑ 22'X 30' attic access location 18'X 24' crawl space access: ❑ One-hour separation detail: between house andara e 9 9 • ❑ Floor framing details: Joist type, size, spacing and installation details ❑ Roof framing plan and details ❑ Furnace and hot water heater location. • ❑ All header locations: type, size, and connections . • ❑ Foundation plan • © Insulation information Look Up a Contractor, Electrician or Plumber LicenseDetail Page 1 of 3 • Topic Index I Contact Info y f•1,aazs¢„t Stat:I)4 ti set to zee Search Labor and Industries Home Safety Claims 8 alsurance Workplace Riles Trades&Licensing Find a Law or Rule Get a Form or Publication Look Up a Contractor, Electrician or Plumber Printer Friendly Version General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope sof its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment iof account and carry general liability insurance. License Information License DOUBLBCO24JP Licensee Name DOUBLE B'S CONSTRUCTION Licensee Type CONSTRUCTION CONTRACTOR UBI 601869831 Verify..Workers Comp Premium Status Ind. Ins. Account Id Business Type INDIVIDUAL Address 1 20215 E SPRAGUE AVE Address 2 City GREENACRES County SPOKANE State WA Zip 99016 Phone 5099241865 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 4/17/1998 Expiration Date 4/8/2008 Suspend Date Separation Date Parent Company Previous License Next License Associated License https://fortress.wa.gov/lni/bbip/Detail.aspx?License=DOUBLBCO24JP 5/16/2006 o x 6* .S."4-4, Pi- Q.A Sri- of • ' 114 2'rJ-J A . _ . 8404 --- i (g ' Di 1944 1.:19)I 1.l')I1 �CF� •, V 20.60 I-4- G 2 oo N,:2_ -., PLANNING DEPT. APPROVED 4.1883 ' )it 7r ��.r /�q'��7.3rJC)3 t \\: c. BY. - .r.��_ • 1.3'X)5 X40OQ DATE: (J Q a.;'X}1 11. %i . iq , \ .,15.2 /3 pw 4.3'X)7 pig io n ,�'Q/ AN&- V 1f! �_ Ci), 4..19(X) • ,0.E d 111.55 sa. ,, V �oi WAS��'�j ,,..?. 4c. A +cy , I1 Tl r,Cui r" IL1 2927 _ • k V N . Z i I/ ix. NM o , . i,. �- 1 1 Dye r .1..1 X 11) N� ,,; r4... .... „mo 1 ``s 10 a x A ?-ZZ' J:5•1. 'd ii. a4 AFTER BOUNDRY LINE ADJUSTMENT 'IN NORTH 53-t5- 5 Art.6.43 •'cc• SCALE 0 50 100 200 BENTHIN & ASSOCIATES DA PROFESSIONAL LAND SURVEYING AND PLANNING \OPE\ Y:: 1004 N. ATLANTIC AVENUE • SPOKANE; WA 99201 (509) 325-4529 • (FAX) 325-4520 ( IN FEET ) 1 INCH = 100 FT. W.O. NUMBER: 05-54 F.B. NUMBER: 2005 PRINT DATE: 07-22-2005 ' '-....: c k'..,:-.',,,'. :_i-------.,-.-'--1 ,.>., .-,- ... ny--Izt, ,,,.._ t,t,!_ 1:,,---...t.,.,%,,L1-A,,r , N "ii, , L. .. 4-- i 4 .,..„ s:4-e il „., ..... „--- ) , „--- .‘ .------- „---,-- . 1----4---...., - ,i....../ : e ---, L / 111A / 1 ri VLI i ' ,/,t, , , . , , , ...,_, -,. 1 . ,' t' f,. T6 e. r” ,t;:,,, •P' . , , - 191-• . ..., r ,, - ,-- _.. , . .,• '' .... , ., ,... ., . 1 7P.' ,e,........,-,-,•,------,...,,... . ,. _ -,117 I • -- ' ,-' *Ns,: 5bl 7 ....„ 1 .., . /yfth, 4 .,,:.,. . Cw+ _ . cn ca % • • ALPINE ENGINEERING 280 West Prairie Avenue Coeur d'Alene, Idaho 83854LI P L, f '` Ph: (208)772-2522 ,of R Fx: (208)772-1881 c'S 8 'o ; r' ;6 ' rSTERE9 °4'IL ENG‘'', EXP/R�s "s STRUCTURAL CALCULATIONS for • • BRAD BECK • to THE RESIDENCE at 13617 E. 14 COURT SPOKANE VALLEY, WA Job# 6-030 BY: BW DATE: 05/10/06 Alpine Engineering BECK, BRAD/ GARAGE Page of • BW 5/10/2006 Alpine Engineering Structural Calculations Sierra Structural Design Program Release 2.11b, Copyright 1988.- 2002 • Calc. Date: 5/10/2006 Project Name: BECK, BRAD/GARAGE Date Calcs. Begun: 10/12/05 File Name: 06-030 Type of Construction: Conventional Framing Location: SPOKANE VALLEY, WA 1.0) SETUP CODES: IBC-03, ASCE 7-02, NDS-01, AISC ASD, ACI 318-02, ACI 530-02 1.1) LOADS: ROOF 5/12 Live/Snow Loads 40 (40 psf minimum) . Dead Loads •. 15 Total Loads • 55 • Ground snow, Pg= 48 PSF Seismic use group: I • Flat Roof Snow load Pf=.0.7*Ce*Cs*Ct*Is*Pg Basic resisting system: bearing wall Exposure factor, Ce= 1 • Analysis procedure: simplified (1617.5) Importance factor, IS= 1.00 Importance Factor, Is = 1.00 Thermal factor, C, = 1.0 Spectral resp., Ss = 0.38 ,00f Slope fact. 3 to 4/12 Cs= 1.00 Spectral resp., Si = 0.11 Wind Speed (3 sec) = 90 mph Site class: D Importance Factor, IW= 1.00 U of I Snow Load Study Elevation 1900.00 ft Ground Snow Load: 48 lb/ft2 Contour Int. 0.025 Flat Roof Snow Load: 38 lb/ft2 Species shear(Fv) bend (Fb) Elast (E) d.f. #2 2x 180 900 1.60E+06 d.f. #2 6x 170 875 1.30E+06 24F-V4 G.L. 240 2400 1.80E+06 Trex decking 200 250 1.00E+05 Note: Members called out in these calculations are min. sizes, larger members may be substituded as long as same species and grade are used. , Alpine Engineering BECK, BRAD/GARAGE Page G of ' #ncA33O BVV 5/10'2006 1.2) CHECK WALL HEIGHT. C.1 Column -Axial Load Only > Unsupported Length of Column = 16 ft Column Length Factor = 1 L Axial Load 1300 lbs > Section Properties Fc = 1000 psi Fcc = 1.00 LDF = 1.15 E = 1.6E+06 psi Fce = 0.83 d = 5.50 b = 1.50 Le/d = 34.909 K = .671 xSORT( E/Fc] = 22.767 Column Type = LONG Pc (short column) Fc • • 0.00 Pc (medium column) = Fc x[1 - 1/3 x (Le/d)/K)^4] = • 0:00 F'c (long column) = 0.30 x E/(Le/d).^2 = . 325.91 • MAXIMUM ALLOWABLE LOAD = 2688.782 lbs Width Required at Given Depth = 0.725235 in. Wind Load on Wall SB.1 Simple Beam - 1 UL W1 R1 16 R1 Length of Beam = 16 ft Allowable Deflection = 0.64 in delta = 300 Uniform Load full span = 12 lbs/ft 11.5 psf per 1609.6.2.1 (1) 2003 IBC 85 mph (3 second gust) R1 = 92 lbs Vm = 92 lbs R2 = 92 lbs Mm = 368 ft-lbs Section Properties Fv = 180 psi Fcv = 1.00 LDF = 1.15 Fb = 900 psi Fcb = 1.00 d = 0.50 ft E = 1.6E+06 psi Fce = 1.10 req'd Actual (2x6 @ 12" o.c.) Ar = 1.5 x (Vm - (d x w)) /(Fv x Fcv x LDF) = 0.63 in2 8.25 Sr = 12 x Mm / (Fb x Fcb x LDF) = 4.27 in3 7.5625 . Ir= 5*(w/12)(12*L)**4/384 E x Del-all x Fce = 15.05455 in4 • 20.79688 • combined stress: 0.48349 + 0.45135 = 0.93484 <1 o.k. t - Project Name: beck, brad 05-10-2006 • Designer: bw • \Member ID: 6-030 ),2 ) Wood Column Design Analysis- NDS 91 /Douglas Fir-Larch, No 2 2 x 6 Height: 16 ft 0 in Cf CM CD Ct Cx Adjusted Fc// 1300 1.1 1 1 1 1 1430 E 1600000 1 1 1 1 1600000 Allowable Load: 3038 Pounds Cf- Size Factor CM -Wet Use Factor CD - Duration of Load Factor Ct- Temperature Factor Cx - User Defined Factors "�\ n h /� .t_PtNE ENGINEERING • \, , • .PROJECT \T; (70,,0 \'c_ "(. F--' '_ -4.P�1oE ' ' `!'``` "-`-, OF ENGINEERING-DESIGN-FORENSIC / JOB NUMBER p(, 1. 'Coeur d'Alene,Idaho . LOCATION • 208/667-2600 FAX 208/667-2662 • • www.alpineengineering.com I 1 Z�. r sem tyl3 \ CALCULATED BY �W DATE C `Jki 512 P,-vdi le 120C PLy 1AILED Po E - MA-Ni.. -------* - --: i-)/ gdIS S Cu/17 " Twkxs aAcED , ----- 1(061/4 povvi d 2)C Pel oc-L-k , 1 . ... .. .. . . . , .. -. : :, ' . . . . .- . . . . • .. ... : . A35 6PACED . • pEp- 6 EAIL Sc1iEot 0-AILED w� I /2 Loi-1. I ��� �c N A 1 y 1 . ' , i o'J (.___{.-:4 \<\t:lLD PF-z- it 6 EAR- Gc1.4EDe 1 (f _ 0" UJ E__ 2X 5LociliiG t Y LOtiIST(2itcTt 2XCvlsAT ALL 012 0,C-. - Oki Q.t t 1 Al IS 5,1•1E L SES X RT' 01.4 pooh SIC S I.U/ Zc1/4 A.q . _PacEo- P- EAS- ./5 /1A1 LED F 0 V=LS ,c, (PEP � R-- - i _ y Ian• A • ;. 1 CO Ki-r- • ® f ••!a. CLr� ` / - . . . ) I 1\4-1V C 1 – , 'n - PRT«l, 5�cr-ioN L ( l 'AALLS Alpine Engineering BECK, BRAD/GARAGE Page n of 2,0) ROOF FRAMING #06-030 BW 5/15/2006 2.1) ROOF TRUSSES, . • W=55 PSF X 2' O.C. REACTION=2750 # USE PRE-MANUFACTURED TRUSSES SPACED AT 24"O.C. • • • • • 2.2) HEADER ABOVE GARAGE DOOR OPENING SB.1 Simple Beam - 1 UL W1 R1 14.25 R1 Length of Beam = 14.25 ft Allowable Deflection = 0.71 in delta = 240 Uniform Load full span = 330 Ibs/ft R1 = 2351 lbs Vm = 2351 lbs R2 = 2351 lbs Mm = 8376 ft-lbs Section Properties Fv = 240 psi Fcv = 1.00 LDF= 1.15 Fb = 2400 psi Fcb = 1.00 d = 1.00 ft E = 1.8E+06 psi Fce = 1.00 Ar= 1.5 x ( Vm - ( d x w )) /(Fv x Fcv x LDF) = 10.99 in2 Sr = 12 x Mm /(Fb x Fcb x LDF) = 36.42 in3 Ir = 5*(w/12)(12*L)**4 /384 E x Del-all x Fce = 238.73 in4 USE MIN. OF A 5 1/8" X 9" 24F-V4 G.L. BEAM ON A 6" X 6" D.F. #1 POST AT OUTSIDE DOOR AND AT INTIERIOR DOOR USE A 5 1/8" X 7.5" G.L. PRE-ENG. POST ATTACH BEAMS TO POST WITH A SIMPSON PC66 AND AT G.L. POST USE A LPC6R (MAX) Alpine Engineering BECK, BRAD/GARAGE Page of • #06-030 BW 5/11/2006 2.2) CHECK CONTINUOUS BEAM ThS.1 Three spans, 1 UL *W1 R1 R2 R2 R1 Span = 14.67 ft Allow deflection = 0.734 in delta = 240 Uniform load = 880 lb/ft R1 = 5164 lbs Vm = 7746 lbs R2 = 14201 lbs Mm = 18938 ft-lbs Section Properties Fv = 240 psi Fcv = 1.00 LDF = 1.15 Fb = 2400 psi Fcb = 1.00 d = 1.00 ft E = 1.8E+06 psi Fce = 1.00 Ar= 1.5 x (Vm - ( d x w))/(Fv.x Fcv x LDF) = 37.31 in2 Sr= 12xMm/( FbxFcbxLDF) = . 82.34 in3 Ir= 4 (w112)(12 x L)**4/581 E x Delta-all x Fce = 367.88 in4 R2 REQUIRES A 5 1/8" X 7 1/2" G.L. COLLUMN j . ,/ .PROJECT 3 C -, at`-ry.0 ALPINE ENGINEERING ENGINEERING ENdINEERING-DESIGN-FORENSIC JOB NUMBER ,_-/i j'-C' PG i OF_ Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering_com tr-�� CALCULATED BY DATE 5-1 1-1JCO 21Co i{ tkiM► . . bEklel Cad OEeTtovl .5)/8"X '7u2' - V6 G.L. 5F�m . .. .Ak • . • ..........mW+ca'm+ealas�+.u. ..mss-�__-s ---11--- _� r 7 T .I , ' .. . , i • < z 3 I ` F= c,bS()% Zdsk- - 21% ,S 1 � =c ; :1 „ !, SDS% X3= ' 7 0=4w IIS 1 I _ 214\”_ �. —— X5 MI 11) P,412TiAL GjF GTIA(-) 1 u -111 U 5/� X12 C.L. 0 Col I 0 y (-~r iM._ E t_Ev��r toy 1E /4 " .\3t . ! It_ w/ 1/4 " F 1\ 1 -r- X01 Pre- Dr- \1 {-1-0),77S AS riw,, �DV- 6DS1/4x3I, 61✓4S0`i1 SGR _ (TYP' .B Cr il C411 u. tAl. S American Institute of Timber Construction Glued Laminated Timber Columns with Eccentric End Loads* Combination 2 DF (L2)** Duration of Load = 1.00 Dry Conditions of Use Width (in) 3 1/8 3 1/8 5 1/8 5 1/8 5 1/8 6 3/4 6 3/4 6 3/4 8 3/4 Width (in) Depth (in) 4 1/2 6 4 1/2 6 7 1/2 6 7 1/2 9 9 Depth (in) Length (ft) Column Capacity(Ib) Length (ft) 4 11650 17300 20920 31980 40920 42310 54320 66020 85910 4 5 10040 14470 19570 30470 39430 40460 52740 64580 84240 5 6 8400 11850 17980 28650 36460 38290 50850 62800 82230 6 7 6970 9710 16240 26530 33170 35840 48650 60070 79890 7 8 5820 8040 14450 23790 29740 33190 46180 56480 77240 8 9 4910 6750 12740 21130 26410 30420 43450 52630 74320 9 10 4180 5730 11220 18710 23390 27660 40510 48610 71150 10 11 3600 4920 9910 16590 20730 25050 37160 44590 67760 11 12 3130 4270 8790 14760 18440 22670 33940 40730 64210 12 13 2740 3730 7830 13180 16480 20540 30970 37160 60560 . 13 14 -- -- 7010 11830 14790 18650 28270 33920 . 56870 14 15 -- -- 6310 10670 13340 16980 • 25850 31010 53260 15 . 16 -- - 5700 ,9660 12070 15500 23680 28420 49800 16 17 -- -- • 5180 8780 10980 14200 21750 . 26100 46530 17 18. -- -- . 4720 8020 10020 13050 20030 24040 .• 43410 18 . 19 -- . -- -- • 7350. . 9180 12020 18500 22200 . 40540 19 20 -- -- -- 6750 8440 11110 17120 20550 37900 20 • 21 -- -- -- • 6220 7780 10290 • 15890 19060 35480 21 . . 22 . -- -- -- -- -- 9560 14780 17730 33260 22 23 -- -- -- -- -- 8900 13770 16530 31230 23 24 -- -- -- -- -- 8300 12870 15440 29370 24 25 -- -- -- -- -- 7760 12050 14450 27670 25 26 -- -- -- -- -- -- 11300 13550 26090 26 27 -- -- -- -- -- -- 10610 12740 24650 27 28 -- -- -- -- -- -- 9990 11990 23310 28 29 -- -- -- -- -- -- -- -- 22080 29 30 -- -- -- -- -- -- -- -- 20940 30 Table Specifications: The tabulated capacities are for glued laminated timber columns of constant cross section under dry conditions of use. Capacities have been rounded to nearest 10 lb. Columns are limited to a maximum effective length/least dimension (le/d)of 50. End Conditions: Capacities are based on column ends being supported to prevent translation. The effective buckling length factor used is Ke= 1.00. * Eccentricity: End loads are limited to a maximum eccentricity of 1/6 of either cross sectional dimension. **Design Properties: Fc(psi) FbY(psi) Fbx(psi) 2 Lams to 15 4 or More E(psi) 4 or More 4 or More Inches Deep Lams with Lams 2 or 3 Lams Lams 3 Lams 2 Lams without 302 302 Tension Tension Lam Lam 1,600,000 1950 1600 1800 1600 1300 1700 2000 302 tension laminations are not required to develop the capacities shown in this table. While these capacity tables have been prepared in accordance with recognized engineering principles and are based on the most accurate and reliable technical data available,these tables should not be used or relied upon for any general or specific application without competent professional examination and verification of their accuracy, suitability,and applicability by a licensed design professional. AITC MAKES NO REPRESENTATION OR WARRANTY,EXPRESSED OR IMPLIED,THAT THE INFORMATION CONTAINED HEREIN IS SUITABLE FOR ANY GENERAL OR SPECIFIC USE OR IS FREE FROM INFRINGEMENT OF ANY PATENT OR COPYRIGHT.ANY USER OF THIS INFORMATION ASSUMES ALL RISK AND LIABILITY ARISING FROM SUCH USE. \.. .PROJECT -_,-,,, fit- -, / <7'‘-',r-t-/----7--- ALPINE ENGINEERING _ ' EN(',INEERING-DESIGN-FORENSIC JOB NUMBER PG �, OF Coeur d'Alene,Idaho LOCATION --=-1:71-9 Oil i/ ,. ' ' . 208/667-2600 FAX 208/667-2662 www.alpineengineering.com �^ CALCULATED BY [Q . DATE I0 mA'�Y- 3,o)LATER-AL ' ,nc,:,\N AnG (gz) C"T") V 0 II Sal 1 I C 12iD I SII I l • I I ,--- I I : 12 Pi-rc- , 1 i1 I I II 1I , 1 1 1 i I II 1 ' IlkF q LLt' 3 Z= ':‘,10c.-,CD O O �` ��/!VA(o'-7•_ _4;-4E-44,f2- I,1)Al‘l. r 1/`r-)/ -fit" Alpine Engineering BECK, BRAD/GARAGE Page ';0 of ' #06=030 BW 5/11/2006 3.0) LATERAL ENGINEERING Edit Macro: LAT1 =A451:P629, LAT2 =A451:P677, LAT3 = A451:P725 3.1) SEISMIC FORCES Snow Load Reduction Factor: 5 20% of the snow Structure Dead Loads snow design dead dimensions (ft) total element load load load length width dead load roof 1 40 8.0 15 61.5 5.5 7780 wall r1 55 220 12100 total 19880 Base Shear: 1615.1.1 No soils investigation --> Site Class D Fig. 1615(1) --> Ss = 0.35 Table 1615.1.2(1) --> Fa = 1.50 Fig. 1615(2) -> S1 = 0.98 Table 1615.1.2(2) --> F, = 2.36 • (16-38) 1615.1.2 --> SMs = FaSs = 0.53 (16-40) 1615.1.3 --> Sps =2/3*SMs = 0.35 (16-39) SM1 = FVS1 = 2.31 (16-41) S0. = 2/3*SMI = 1.54 1615.1.4 --> To = 0.2*SD11Sps = 0.88 Ts = SpliSos = 4.41 Ta = CThn3/4 = 0.160 CT = 0.020 hn = 16.0 ft T= 0.160 <= To = 0.88 0.18 Ts = 4.41 9.64 Sa = 0.6*T*SDS/TO + 0.4*SDS = 0.18 0.35 1616.2 &Table 1604.5 (Footnotea) - Residence Seismic Use Group: I IE = 1.00 Table 1616.3(1); Sps = 0.35 > 0.167 > 0.33 0.50 Seismic Design Category: C 3 Table 1616.3(2); SD1 = 1.54 > 0.067 > 0.133 > 0.20 Seismic Design Category: D 4 Use Seismic Design Category: D 4 1616.6.1: Simplified analysis per 1617.5 allowed. 1616.6 Exception 2: Design drift evaluation not required. Table 1617.6 (Case 2.T) --> R = 6.5 Alpine Engineering BECK, BRAD/GARAGE Page \ I of #06-030 BW 5/11/2006 1617.5.1: V = 1.2 * Sps * W/ R = 1285 # 3.2) Seismic Forces at Diaphragm Levels sum of diaphragm weight force forces roof 1 19880 1285 0 0 1285 19880 3.3)WIND FORCES Mean roof height: 18 Exposure: B Height& exposure adjustment coefficient: 1.00 IW = 1.00 Main windforce dimension 'a' = lesser of: • 1) 0.1*least horiz.dimension of . 50 ft = 5 ft . versus: 2) 0.4*mean roof height of 20 ft = 8 ft '5 ft controls. 2 x"a" = . 10 ft . Dimensions: eave h= 16 roof h= 20 W= 50.5 L= 60.5 roof pitch= • 5112 • angle: 22.62. . *(roof angle pressure values are interpolated where necessary) Longitudinal roof wind sum of Alpha angle pressure area force forces area 1A 22.62 15.7 320 5024 5024 area 1B 22.62 -5.3 80 -424 4600 area 1C 22.62 8.5 648 5508 10108 area 1D 22.62 -4.0 162 -648 9460 area 0 0 area total 1210 9460 < >1285 seismic 1210 *10 psf= 12100 psi @ 13psf minimum Wind Controls Transverse roof wind sum of Numeric angle pressure area force forces area 1A 0 12.8 200 2560 2560 area 1C 0 8.5 720 6120 8680 total 920 8680 - > 1284.54 seismic Ib10 9200 wind controls • Alpine Engineering BECK, BRAD/GARAGE Page )2 of • . #06-030 BW 5/15/2006 3.4) SHEAR ON WALLS (reference Shear Schematic figure 3.1) long force total shear tran force total shear wall load length plf wall load length plf A 4600 50 92 1 6050 50 121 B 4600 60 77 2 6050 8 756 9200 I 12100 wind controls wind controls shear OM OM DL HD const wall plf above Total wall plf RM uplift type wall a 92 0 73600 550 686875 0 n/a 6 a b 77 0 73920 550 990000 0 n/a 6 b c - 0 0 - 0 #DIV/0! . c 1 121 0 96800 550 687500 0 n/a 6 1 2 756 0 36288 550 2475 11271 HDU11-SDS2.5 "'1/2-44 2 3 756 • 0 12096 550 275 11821 see 3.7 1/2-44 .3 s]- (1 p �N _ i N c O. z f . D � c, L N �• n ar r 1 i„ y Z 2 (\ X CO V 14 V� N CSO � 6 C'I o � 7 it ISAzI1 P oc (—DX �i -95 o APA Rafi.n 5H-Fprti-�►nc; rn !,J �2 FxP 1 PAne.l..._S EACH UI.Sf l�cl tilA-�i� DE: a� wA� . 0V; I II II II II II II II II II II II II II II Il 11 II II II II II U lel ISI Ill III lI V II II II II II II II II HUH II II II Il II I vl r �' 5kS x 311 2lF � ' a • AGC, MA-X _j irvipso n S -tH loc.? P44o i\APX �. i--+4, SI pcs __ 2X F2Lrztt (— �_ • - 0___V 1-�or�tE, 2< C;3 x - 3 moo -4 —— s= A --- 23,"X lo" Cs-ml-i. 'FTca -t i v1G. w/ 3-.4441 , t2 C .1. O ,Li Da)12- ,r.-,,E ae _ :7, no,,, ,,,.) L.O O N L!1 . ALPINE ENGINEERING . \ • PROJECT B Q G F-- I /a Cj}'- 4 ENGINEERING-DESIGN-FORENSIC JOB NUMBER /J PG ) OF Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering.com CALCULATED BY &A.—) DATE 5- 1 I 3i6 kiAh 0 Poli)-tom oFtL , (z_144 11-,tPson S HEAR-- w4l_L_ D UI I Sps ,5 - ' C.)<(6, b.. - _ _ {--DoST TYP • Lort4.4 ov _(2IzE r,� �_� � � -� It P ILL_ v 1 y o 4 tomo -I I 1 .• u 4 4T P v` i I o f a 0 Hog-la. N - _ •••• Q °� ° OLI- rr ` a -t FFUUii a a 6 = •= _- AT igu a,c. • ® 0�l CL g V) w4LL CGJ l: o , m N kr) d I O N 2— #5 CRs 1-1 1 0" ToP lo-Twr . 1.PROJECT 7` ✓ 971 GV-•L C:% �c ALPINE ENGINEERING • f ENGINEERING-DESIGN-FORENSIC "° JOB NUMBER /y —C:::::3 v PG HS--- OF Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering.com CALCULATED BY e 0 DATE .5 -- .may(I\ ` ) 314) C -r- G.L. Coh.vn ( PcSE. Cr,✓iv1tc-rt,o✓1 >, - or Li! ? II __ Lt)/ \N E DS / 3 xReos — .4 i x I c 4C - LJS EAG$4 _— — (4\ K A I0 • _ II. X = _. x x %!'X5/SX�2, �— - - �f1�I • Epss •F PLAT . &-� a ` • -6 ,^ 1 q . i f t . -e- tiel, La WWI-l AL E0v�-rto vN 1-10(l z -^►t, vzrtilL APPII6', AT pc2PSE cflUICo CL 01 GIDE ©N�-c'- 0 r-1 0 0 N ri .-1 LC) • Alpine Engineering Project: BIZOCCIC-763PMEi + . A 280 West Prairie Ave., Suite 4 Job#: Coeur d'Alene, Idaho 83815 BW www.alpineengineering.com Conventional Shear Wall Schedule Const. Edge Field Sole Plate to Max Load Anchor Anchor Anchor Type Nailing Nailing Floor& Rim Bolts Bolts Bolts (PLF) For 3/8" CDX PSI-95 or APA EXP 1 Rated Panels or 5/8" T1-11. Use 8d Nails. 6 6" 12" 16d's @ 6" O.C. 36" O.C. 54" O.C. 54" O.C. 264 4 4" 12" 16d's @ 4" O.C. 24" O.C. 36" O.C. 48" O.C. 384 3 3" 12" 16d's @ 3" O.C. 20" O.C. 30" O.C. 36" O.C. 492 2 *2" 12" 16d's @ 2" O.C. 16" O.C. 20" O.C. 24" O.C. 636 *4x Studs Required at Panel Edges. For 3/8" CDX PSI-95 or APA EXP 1 Rated Panels Each Side of Walls. .Use 8d Nails. 66 6" 12" 16d's @ 3"O.C. 16" O.C. 24" O.C. 30" O.C. 528 44 4" 12" 16d's @2"O.C. 12" O.C. 18" 0.C. 24" O.C. 768 33 *3" 12" 2 Rows of#9 x 3"Long Fast Tap Screws @ 4"O.C. 12" O.C. 18" O.C. 984 22 *2" 12" 3 Rows of#9 x 3"Long Fast Tap Screws @ 3"O.C. 10" O.C. 12" O.C. 1272 *4x Studs Required at Panel Edges. I.) In seismic zones 3 & 4, where shear values exceeds 350 plf; edge, top & bottom plate shall be a 3x or 4x member 2.) Use 8d common nails min. for nailing 0513 to edge, top and ,bottom Mate. 5.) In seismic zones 5 & 4, use min. of a 2"x2"x5/ 16" thick plate washer on ever] A,13, used. 4,) Al numbers generated in tail table are based on conventionall] framed 2x walls, 5.) Hock all shear wall panel edges. a a s ' I ALPINE ENGINEERING f' Project 212-A0 tK-d - Page(1 of 2615 N. 4th Street, #736 Location Coeur d'Alene, Idaho 83815 County State (208)667-2600 FAX(208)667-2662 Job# Eng' Date SHEAR WALL SCHEDULE Const. Edge Field Sole Plate 1/2"4 5/8"4) 3/4"4 Max. Type Nailing Nailing To Floor Anchor Anchor Anchor Load And Rim Bolts Bolts Bolts (PLF) For 15/32" Plywood CDX PS1-95 or APA Rated Sheathing EXP 1 Panels. Use 10d Nails. 1/2-4 4" 12" 16d @ 3" O.C. 22" O.C. 32"O.C. 40"O.C. 460 1/2-3 37)* 12" 20d @ 2" O.C. 16" O.C. 24"O.C. 30"O.C. 600 1/2-2 2"* 12" 20d @ 2" O.C. 12" O.C. 18"O.C. 24"O.C. 770 *4x Studs Required at Panel Edges For 15/32" Plywood CDX PS1-95 or APA Rated Sheathing EXP 1 Panels Each Side of wall. Use 10d Nails. 1/2-44 4" 12" 2 Rows of#9 z 3" Long Fast 16" O.C. 20" O.C. 920 Tap Screws® 4" O.C. 1/2-33 3"* 12" 2 Rows of#9 a 3" Long Fast 12" O.C. 12" O.C. 1200 Tap Screws @ 3" O.C. 1/2-22 2"** 12" 2 Rows of#9 a 3" Long Fast 8" O.C. 12" O.C. 1540 Tap Screws @ 2%"O.C. *4x Studs Required ® Panel Edges **4a Studs Required @ Panel Edges& Glue Plywd.with Contech PL400 Subfloor Adhesive For'A" Gyp. Board Each Side or 5/8" Gyp. Board One Side and 'A" Gyp. Board Other Side. Use 5d Cooler Nails or 5d Parker Nails or#9 a 1%" Long Sheetrock Screws. 77G 7" 7" 16d @ 6" O.C. 48" O.C. 54" O.C. 54" O.C. 200 44G 4" 4" 16d @ 4" O.C. 36" O.C. 54" O.C. 54" O.C. 250 Alpfrm-2 • Alpine Engineering BECK, BRAD/GARAGE Page S of • • ' #06'730 BW 5/11/2006 4.0) FOUNDATION ENGINEERING 4.1) PIERS Allowable Soil Bearing Pressure: 2000 PSF Allowable Concrete Compressive Stress: 2.5 KSI Allowable Reinforcing Steel Stresses: 40 KSI Ref. allow. max. steel Pier # load moment required Size Steel lbs. ft-lbs sq. in. 15.) 3086 295 0.02 15"x 15"x 10" 2-#4 bar B.W. 16.) 3570 395 0.03 16"x 16"x 10" 244 bar B.W. 18.) 4669 660 0.05 18"x 18"x 10" 244 bar B.W. 20.) 5949 1028 0.07 20"x 20"x 10" 244 bar B.W. 22.) 7422 1521 0.10 22"x 22"x 10" 244 bar B.W. 24.) 9100 2160 0.15 24"x 24"x 10" 244 bar B.W. 26.) 10993 2969 0.20 26"x 26"x 10" 244 bar B.W. 28.) 13112 3974 0.27 28"x 28"x 10" 244 bar B.W. 30.) 15468 5200 0.36 30"x 30"x 10" 2-#4 bar B.W. 32.) 18074 6677 0.46 32"x 32"x 10" 344 bar B.W. 34.) 20939 8433 0.59 34"x 34"x 10" 344 bar B.W. 36.) 24075 10500 0.74 36"x 36"x 10" 444 bar B.W. 38.) 27492 12911 0.91 38"x 38"x 10" 544 bar B.W. 40.) 31203 15699 1.11 40"x 40"x 10" 644 bar B.W. 42.) 34912 18900 1.01 42"x 42"x 12" 644 bar B.W. 44.) 39212 22551 1.21 44"x 44"x 12" 545 bar B.W. 46.) 43838 26691 1.44 46"x 46"x 12" 545 bar B.W. 48.) 48399 31360 1.36 48"x 48"x 14" 545 bar B.W. 54.) 65052 48960 1.94 54"x 54"x 15" 745 bar B.W. 60.) 84999 72900 2.67 60"x 60"x 16" 1045 bar B.W. 4.2) FOOTINGS Allowable Soil Bearing Pressure: 2000 PSF Ref. Allowable Footing Steel # Load Size 1.) 2516 15"x 7" 2-#4 bars cont. 2.) 2702 16"x 8" 3.) 3149 18"x8" 4.) 3620 20"x 8" " 5.) 4042 22"x 10" 3-#4 bars cont. 6.) 4554 24"x 10" II II 7.) 5057 26"x 10" 8.) 5613 28"x 10" " 9.) 6193 30"x 10" II 14 Timber Construction Standards 6. COLUMN ANCHORAGES. Column bearing elevation should be raised a minimum of one inch above finished floors that may be subjected to high moisture conditions. In locations where column base anchorages are subject to damage by moving vehicles,protection of the columns from such damage should be considered. Columns exposed to the weather or repeated wetting should be treated in accordance with Standard for Preservative Treatment of Structural Glued Laminated Timber, AITC 109. lipColumn 'i Machine Figure 6.1 U-Strap Anchorage. iii III bolts ._ ►_ _ _ __�_ Resists both horizontal forces and __III_IIIII�_ uplift. Bearing plate or moisture °'-- — — barrier is required. May be used Bearing with shear plates. -t---=.1. plate i' . ,....,.._.. Do not place column below -� f �-'.��=:�::: _ Wit: "• •-••-•'A•�'='^°%=•'- finished concrete floor level. ::'f {- Steel . ik• ^ , k _ . ::; '" -'4 ;".!,.. ;.: U-strap . -• 1,,,: Column Figure 6.2 Clip Angle Anchorage Machine bolts to Concrete Base. Resists both Clip angles horizontal forces and uplift. Bearing „....._.__._,.__E111I plate or moisture barrier is required. Bearing plate IIIIIPIAL Do not place column below finished r.:..:•-.:1.-:::::: . •:;...•::::` 4:•t";•:: :' : ",;:7•:' concrete floor level. �Y :� . � `:: Anchor bolts illi ' A:'-:::- }-•' ;-i•:: •..'- •: Column Machine bolts III" Welded box shoe Figure 6.3 Box Shoe. For use Counterbore column when bottom of box is flush Bearing plate Mill for anchor bolts with top of concrete floor. ... .; :,-:;::f'+' Do not place column below <-'•,:•. fi (-:.; : ::;;^.: 1/4" - 1/2" slot for finished concrete floor level. _:',_,-!:',,"- :_� e4:-::::';y;- .:-, :'-•::-, drainage,2 sides PROJECT 2K ./4 CADY-1 .1 2.1 ` ALPINE ENGINEERING ENGINEERING-DESIGN-FORENSIC % N JOB NUMBER -'�-Cp-530 PG OF Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering.com CALCULATED BY DATE ' 1 -,-e Cs.) 3 EAR-tni'{ Ol'a i U 136t '7 E.- . “fcaurt 5;12 Vc7-c-4u s'p,kc e v4/(er p� - p_ .l . -4, - ,,& u)/ 88's S co y\z u __ 2�Cc 1 I ., ► E c0. ;©4S f , ," -2. Ro 0 eLod-1 / . 3 . :Feta rn b\aQ (21_4%r' >< tJ 4 bQ_:-�a 1S g, 14 r '9kf. b'NI tclv)35 6P G pR_--441 Etg- Fcu a. `k t W/ ( 1/ �` ---1 --\\ (5/g) ?c) IJAEL.�r 512 /c2 cpx NaiLTD P'` - It 64 /42- Gd-tDa ( /_I _ all �o Y -..O 7-P.I.147 l�t� 2 XCoI s AT ALL I �2110,�, \ZL c Oil �.1� ����: �s ! bu/ $dk A a- �i p�.� vet ill P-04-1-`, t"\ -. 7-----P92- 14,E-ACI--- I "1- �{ its l / Co -t— � ( l- 11 Gil COL i . )u 4 jl lilt\ r i t 1? tt�A. ! �— - -TEFcL^ J�CTiDI.I J .t •1 .-JAL LS 1 ALPINE ENGINEERING - P►1OJECT I P-AD - E.G� i��f '- L ENGINEERING-DESIGN-FORENSICi -\ JOB NUMBER (f) -' PG OF Coeur d'Alene,Idaho LOCATION1k n v \.14 1 it Y I WA. 208/667-2600 FAX 208/667-2662 www.alpineengineering.com PQ J CALCULATED BY & DATE IO ''^�IO0D 3(o)LATEP- L nc,1N EEpAr1 c,, 13 et`i E i V � II I- $e0 k e. C.o`'1N T ki s . �� Pcik.) A= Q E. &,c)a II C z) _ _ 0 _ _ _ — _ — fi i=Goso1 • I -i . --- __ -.._ (12 I) • . \ \ , \ . . 1 .5,... r".I . .E. .1 (-(1- • I ® ► ';0' otiv-+ • if : 12 Pk -44 jiI . ) • , / • 3 , ,14')(HI i' /1Ov l4ix14' i,`7 (7141x14' 3' Z=Coo;o I ~- — — — - - - --.— — — — — — — —--'- Cl15(0) \ t O 0 ' ® C) ApA&E S E S t.A.)41_1,..4.•Itri'r r„ tt3 sow W > \t 7 N IT l7) m r V 1y v p -DrD a,T rn : N _ > 2Z `� T T- -1 o Z A rs 1 1( � I5-t r.) 'P.ycoo 0 LbX 1- 5 o R APA pArn o 5� EPTI4-41vt cL N Ql - -------- " �� G F,�p 1 Paof... .�, ,ac-H ' 01r){= (DT: GOP*1-1—.. (... F._ ,t KIA-N . . co � % I II II II Il II II II II II II II II II II II II II II II II II II III IN SII III II II II II II II II 11 II II II II II II II II II II II 5"3" > 1 ,.' a.{- ACCP i4x iirviPsor� .\-?.;r..-1-4-1 `IONS _..", P c MAX �� , 1,.;x 1"-1 pis �C.1 N =_ c,..:33,.., r— in ��{r:. Ij !� �lgl�x4��1t���st E. I „ . _ t. _ -4L-FT i, o- 2 X \0 C-0 1'i .Q C a a_ V:e7e3Ft i v`1 rW/ 3-41-1 tv,R 5 .c.>v-t _ ,. . F I E ISA'../. f r r 1�1 C�7--1.I_.t O C:� �r ' Ire . - o . 0 AC,e.e S ,,,,,z ..,,, R c ,nts tP S Z, cI6 v ALPINE ENGINEERING ; PROJCT . ENGINEERING-DESIGN-FORENSIC — JOB NUMBER a-'-b?� PG �" OF Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering.com �r ..--.(.--).--..0 t� CALCULATED BY EVD DATE `� —c =.0 2 14. !).14/1 I b Coo-IF cruovei t', f2A � ;-> ���s�i' bear• tl [7'24F--- 7) G.L. � fr i . 1 ill . - 1 t ; r-- -- i 1512 ,S",# p T --� cel �, 'v- i 7(2:: Oji , Pa I N 1-2,4 -3\1 1 . i I r C !? M ii.l.�J'F 11 EACN SiD . oe �! 1114tj i3 7 c L.e (D Cc't I Lui-1 I: . YAP- k,-''L 'El-LEV vt:7'"101 A E 4 " A Sco c _A-rE, w/ 1/4'' TF- 1\ I -'-r- (-52- 1,-DS . Pre- D r 1\1 rice-4 A-S Divi .op 66S\/4 y,3 kl _JIwt,p$,0w c - 10 . yP j 6 1 )'I Lk wK S 1 • PROJECT Br'')LID 7C,"' .....- 1 (CVP4214:C=t r'.... - 'ALPINE ENGINEERING ' i*., • ENGINEERING-DESIGN-FORENSIC ' rfivg JOB NUMBER Of —0 3:7) PG 1 4 OF Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering.com CALCULATED BY L.;,8)--) DATE N , 1 , \ _ 34") ii_i/-. 1, . ----04)—D7J.),-- _ ,/_._ —,.1 _ 4 ,-- q ,...-- ---- ___- - - i 1 4_4 - ----'" -.. .t.-k-' 110' Da 57-(7-,- R) --_ =-_- _ _ r--- J) ) ' 1- — I I I - -- N . r., i ..: v Llt --_,, ,. • .17 1 _ C ,— •'- --- .=-....-,..i.,!.- Ni 1.-:-,__:_----4—-- ' -'-*=-.,,-7 — 4. - 8,......__ - :----L- . .- •I I 1 1 -----$----4 r' 1,;: _ _ ' T , u• ° <7 4 1..., , I •,----:— ----------4----- ,...._______ — 11 :,:a. ,Irl 11 1 1 - - 7r-- r..'t I z I , , a 6 6 1 - , 4 I < <7 4 4 7 --I--A • _ 1 '''''''i •, ----- . --r- 1L, Lf lie N- CI r! 1 Z )j'-' , _..i.li ' .---. Ecjs.) u321 ( r- -2-4) 0 i ! .. , 0 isi 14-y F-vdJ- , c '9/' NI ,-1‘..0 14 ,-- , ,-,..-) [ .=:-— kt P L„,i•• --'L ..., ,-1 ... , -.•••-,) t....... Lf) • s. PROJECT r2-.4- L.4-L.4-i C,--- /.(,/� - c ALPINE ENGINEERING ►:z4 _ ENGINEERING-DESIGN-FORENSIC �' �x>'' JOB NUMBER '�G — � =�_ PG 1 S OF Coeur d'Alene,Idaho LOCATION 208/667-2600 FAX 208/667-2662 www.alpineengineering.com CALCULATED BY P(---) DATE — 1\~' fl 3r-41) r g? •1 6 (.0`1 C1 VV, ''' --yr:::_cri 0`^1 i ►4 r allyl' HII't) r �� , vy ��, l ',N III C--) i ' V_)/ _....rL,,,,_ li r flx 1 e,G �J 5 .-zk c rl -8.-- --eF Y i g .ry. -®- ate- -4. y: .- Irl y --,..m.•- _ — I x IIMIMMOIN CC PLA.-1-�.. eF _ J 1 ; = ,_ -H I ,1 1 i , el j <I 1 i I . , e , _ r 1A I('� .d" '3.tr 'C i A l,)-py :-..F1:-) al i 4 74 ! r PT 1 L �,-.10 VATIO l'1 CT f 7i'' Z \t''''i47 1Z7 111,.. 11 PIE, /- 7 ;�F+_t P y► ►--i} (i '-if t /^ eL °' 6IDE 01--111.fA71- �, 0 Lo o _-y...... ._.-_._,..... 0 N .--1 Ln PROVIDE DIAGRAMS AND ENGINEERING LAYOUTS FOR ROOF TRUSSES, BEAMS AND FLOOR SYSTEMS PRIOR TO FRAMING INSPECTIONS CITY COPY • THIS BUILDING SUBJECT TO FIELD INSPECTION CORRECTIONS REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEY B° LOIN DIVISION ^T„^-k c r O b