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2007, 04-09 Permit App: 07001178 GarageProject Number: 07001178 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: 16X29'6 GARAGE Date: 04/09/2007 Page 1 of 2 Setbacks: Front Left: Right: Rear: Site Information: Plat Key: CONV Name: Range Contact: PFLEPSEN, JAMES Address: 3100 N EDGERTON C - S - Z: SPOKANE VALLEY, WA 99212 Phone: (509) 953-1068 Group Name: Project Name: District: Nort Parcel Number: 45072.0410 Block: SiteAddress: 3100 N EDGERTON RD Location:: CSV Zoning: UR -3.5 Urban Residential 3.5 Water District: 002 ORCHARD AVENUE Area: 10,783 Sq Ft Width: 0 Nbr of Bldgs: 0 Nbr of Dwellings: 0 Review Information: — Lot: Owner: Name: PFLEPSEN, JAMES Address: 3100 N EDGERTON SPOKANE VALLEY, WA 99212 Hold: ❑ Depth: 0 Right Of Way (ft): 0 Review Building Plan Review Released By: Originally Released: 04/09/2007 By: TMEL Landuse/Zoning/HE Conditions Perm its• Released By: U przrojeriCarki -NI Operator: JD Printed By: JD Print Date: 04/09/2007 arMinipv Project Number: 07001178 Inv: 1 Application THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Date: 04/09/2007 Page 2 of 2 Building Permit Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 This Application: Total Project: DescriptionGrp Type Notes Sq Ft Valuation So Ft Valuation GARAGE U-1 VB GARAGE 0 $15,000.00 0 $15,000.00 Item Descnption RESIDENTIAL PERMIT FEE ACCESSORY PLANS REVIEW WSBC SURCHARGE Notes: , Totals: 0 $15,000.00 0 $15,000.00 Units Unit Desc Fee Amount 1 SELECT $251.25 1 SELECT $62.81 1 SELECT $4.50 Permit Total Fees: $318.56 Payment Summary. Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $318.56 $318.56 $0.00 $318.56 $318.56 $318.56 $0.00 $318.56 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: JD Printed By: JD Print Date: 04/09/2007 $61cane Valley Community Development Permit Center 11707 E Sprague Ave, Suite 106 Spokane Valley, WA 9920,6 (509)688-0036c.FIA XI: -(509)688-0037 wwwspokane, 1.1 �.Dru APR 0 3 Residential Construction Permit Application nil U � `L� I'_ New construction onstruction (l Addition/Remodel U Other: PERMIT NUMBER PERMIT FEE: Accessory Bldg Deck SITE ADDRESS 3IOC /✓' Pc6.l_,EF- J /W . ASSESSORS PARCEL NO: 545:G 72. 06'/Q LEGAL DESCRIPTION: SELE 7-74-C/795.--,0 ;Bailding,Oivner: T. - - _ Contractor: - - - - - - ; � S' Name: -TA I •Pteese.r Name: Address:b f r-�-J iv 3iec M. J �� n a . Address: City: 7i tate: Zip: Citysp. k , ,i ynit. y W %f, Ze7111 1, Phone:- Fax: SQ- %S3 - /e6 P Phone: Fax: DECK/COV. PATIO SQ. FTG: /V 4 Contractor Lic No: Exp Date: _CODtBCt;.PE1'SOII _ _, CONSTRUCTION TYPE: te-,00D City Business Lic. No: SEW OR SEPTIC? NA Name: 371.-Ratf'- 13'0-q° 'ter) Phone: 3-4.1% - '7-5 -/0 G 51 Describe the scope of work in detail:"" ��yieC1.J jar: i o-� ��r Cost of Project: $ e0 **************The followine MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: !z.`6,'' DIMENSIONS:/# I6'X 2c) to OF STORIES: / TOTAL HABITABLE SPACE: 4173, 6, MAIN FLOOR TO SQ. FTG: 4/73.4 6l~ 2"u FLOOR SQ. FTG: N4 UNFIN BASEMENT SQ. FTG: NA IMPERVIOUS SURFACE AREA: Nil FINISHED BASEMENT SQ. FTG: AJ it - GARAGE SQ. FTG: 4173. Co DECK/COV. PATIO SQ. FTG: /V 4 30% SLOPES ON RTY: A/19 ' # OF BEDROOMS: NA- . CONSTRUCTION TYPE: te-,00D HEAT SOURCE: N/4 • SEW OR SEPTIC? NA 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 cap -bp processed. Signature X Method of Payment: 9 Cash Bankcard #: Authorized Signature: REVISED 8/25/2005 0 Check Date T/3/ 0 7 ❑ Mastercard ® VISA Expires: VIN#: SIMPSON UPLIFT STRAP 1,800 POUNDS • • • . d•. . d•• .4 d-. d•• d••_DY .D• TWO ANCHOR BOLTS TM:TAILED IN ACCOP.DP NCE WITH FIGURE R403.1(1) SHALL BE PROVIDED IN EACH PANEL. ANCHOR BLOTS SHALL BE PLACED AT PANEL QUARTER POINTS MAX. IIEIGI IT IV- 0" V. WIDTH 7/16" OSB SHEATHING 3!8" MIN. NAILED WITH 8J COMMON OR GALVINIZFD BOX NAILS IN ACCORDANCE WITH TABLE R(02.3(1) AND BLOCKED AT ALL WOOD STRUCTURAL PANEL SHEATHING EDGES. BACK EACH STRAP WIT A STUD RECOMMENDED HOLD IN r FROM EDGE OF BRACING PANEL • • .•d•. .. .• d•. •• .• a. . .•d•. 4d• . . d••d. • • d..4... •d.•' .. •' • d.. • D, . . • vd.dy •'• • ••d .. d. •' •d'^ O. IN FIRST STORY OF TWO-STORY BUILDINGS, SHALL HAVE AT LEAST THREE ANCHOR BOLTS, PLACED AT ONE-FIFTH POLNTS SIMPSON UPL1Ff STRAP 3,000 POUNDS . .0. .•d•. . 4. .•da d.. .OY .•4Y .•t. . de 4C�E15'1\R 1-4:›9 +fJO I i0(NA of FounloA► or%) wa Li_ SCALE: 1" = I'- 0" ALJTERNA'FE 1 .N,L R6O2.IE.6 ALTERNATE BRACED A ALL PANELS -City of SPOKANE VALLEY BUILDING DEPARTMENT 11707 E Sprague Avenue #105, Spokane. Vaney, Washington 99205 - Tei 509-533-0035 - Fax 503-5350037 Followings a typical cols -se: Son for a residenEat yeage. It may not represent the proposed pro)ed- if you are using Eris dell as a portion of your plan submittal, please onpiete the requested informa5on in the bares provided on both sides of th:s sheet This comple`ad sheet, along with any add<5oral is Ifo me5on needs to be submitfsd with your apThca5an and be on sit at the time of uxspe an. PROTECTION AHD OPENINGS BETWEEN DWELLINGS AND PRIVATE GARAGES SHALL HAVE: 1) MATE PJALS APPROVED FOR ONE HOUR FRE - RESISTIVE CONSTRUC i iON ON THE WAGE SIDE, • 5f3' TYPE x GYP BOARD (HAST T ABLE SPACE ABOVE) • 1R" GYP BOARD (RESIDE NCJATfIC, FLOOPJCEILING) 2) OPENINGS BETWEEN GARAGE AND RESIDENCE SHALL BE EQUIPPED WFTH SOUD WOOD DOOR, SOUD OR HONEYCOMB CORE STEEL DOORS NOT LESS TI -IAN 1 3/S", OR 2D MINUTE FIRE RATED DOORS. AL -FERMATE FOUNDATION FOR ACCESSORY BUILDINGS FROM 400 SQ. FT. TO 3000 SQ._ FT. SECTION A -A NOTE: Diaconal wall bracing required CO Each comer and every 25 feet of wall. Waris within 3 feet of a property fine or within 6 feet of a dwelling must be 1 hour rad. (5.'S' type X cypsurn sheathing on boEn sides of wall). Openings are not permitted in these walls. Garages over 3,000 sq. ft require przt-ec5on when closer t`.an 20 feet to the property One. Parapets may be required_ 567-c- P 77"4 c4 e ""opP "a %''- 4 N WEERED TRUSS OR RAFTER SIS AND SPACING x @ 2i'1/ Q.G. ROOFING MATERIAL 1 '8" GAP 30 ' RoonNG PAPER BE i vVEEN SHEATHING " ROOF SHEATHING f vUNO 4T1O4J /1e.✓ U5P SOLID BLOCKING BETWEEN TRUSSES off WALL SHEATHING k./V44 SIDING 6' MIN. DOUBLE TOP PLATE WALL HEIGHT I O PRESSURE TREATED SOLE PLATE 3-112' CONCRETE SLAB ANCHOR BOLTS 112x9' MIN. (7" INTO CONCRETE) 6' O. C. OR APPROVED ANCHOR INSTALLED PER MANUFACTURER 1 l(' ` 1 FOUNDATION PLAN PLEASE COMPLETE THE FOLLOWING INFORMATION AND ADD ON THE DRAWING BELOW. BUILDING DIMENSIONS: /jp x a 9 6, fr GARAGE OPENING AND HEADER SIZE /o Z 9 2--)r cc) rrN r�CD INDICATE THE LOCATION AND SIZE OF ALL WINDOWS AND DOORS ON THE PLAN. �V Or - N z w J WIDTH RIDGE: UNE E L_ 1- - 1 CONCRETE TO COMFY TO IRC TABLE 404.1.1 {1) FOUNDATION WALLS - 3000 # PSI SLABS, GARAGE & PORCHE ALL FOOTINGS MU, vc 0 1 L2) t )6( .. S, CARPORTS S - 3500 # PSI • T BE CONTINUOUS. e f 1 Please note that while every effort is made to assure the accuracy of the information contained in this brochure is not warranted for accuracy. This document is not intended to address all aspects or regulatory requirements for a project and should serve as a starring point for your investigation. For detailed information on a particular project, permit, or code requirement refer directly to applicable file and/or code/regulatory documents or contact the appropriate division. Min. 4 ft Brace Wall Panel per R602.10.3 & R602.10.4 Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6 Min. 16, 18 or 20 in. APA Portal Frame Bracing Engineered Shear Wall Bracing /0 si , $-,'c LLC: y I r Ac1( 2G ser /34-c /G-- • I rX►5TiA./cy , 504 d P .Prop. .4... 64Rq r72rr� ‘A✓4Y 2)'7") tet 3:/ 67,,.st/ri/(7 5O V.e)1 C/r�v / L/ ?2c P �► H c,c -?' 3 S eT / n e eC rlCeM e; Xi 5T Ha -c".51.= t,s-, (. cur s4.7 q.go .i r � 39 • s x hla use ?rcP 7/: —r'iv E. kCorner 5 SC/44G-/"= 240/ i TF PLS �r Paoposcit An, C-�L Lf ( e: lZ 7c#1. g© #7 /...) Dd ubtc Toe f--44rE erfr61) (e i pvt ( rr J , 6 oor5 o s,r'. leo .tJ r e -T b / c4./X P t $'Y Ie 6.4.54,-:- 31 ,»I5LI 31 ► 6,u 7 ) 0. P v FN TO n T2v4:: /3A kz e b 6 6 O 6 01G -A D /7:-) z x 6 1---:-741-13/7 ►2�r P-C,,`Primo'% 6ec.4012 E.Lbt•x 5-c‘.....je. 0) .Z ff xiR, 'E' i2 L ____ re ere N6 -s 5-60F(Se v rN FZEc, 7714ed t0 CO/ A;(2) W 2 / - 1/41 ( /8 /7c) o R 3 'W/6 t 58 cd'orr"R+41� / 4 <4 d 9r. , lie y. 2 K I. -A. -mil. ‘.710c 5-::L//C�'" T'/} u$ 2 x rf 7e p . '3c 77 .il (b , tic ( 7-R v5 5 C' ' A 0 0) N 27-7-0 E X tSTIA1C7 SN0P PR -0? Ck MA (NE Mi 16-0-0 11-7-0 0 CO N Cr) N VALLEY BEST -WAY Roof Loading TC Live: 30.00 psf TC Dead: 7.00 psf BC Live: 0.00 psf BC Dead: 10.00 psf TC Stress Inc: 15.00 BC Stress Inc: 15.00 Spacing: 2- 0- 0 o.c. Account: Eagle River Job: Q41707 Designer: JM Checker: Date: 04-03-07 Job T0784 Mark R Quan 15 Type Span QU 160000 P1 -H1 Left OH Right OH 20600 1- 0- 0 1- 0- 0 Engineering T07040279 Uk J#T0784 Eagle River / JM T 2 6-0 1 SL EP TC BC EP 4x4- Wr508 R 829 U 95 -0-7 -0-0 8-3-8 8-0-0 8-0-0 2x3'' 2x300 8-3-8 16-0-0 8-0-0 W:508 R 829 U 95 1-0-7 1-0-0 8 5-8-0 10-4-0 16 0 0 5-8-0 16-0-0 ALL PLATES ARE LOCKED Scale 0368 =1' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 77.8 LDS D -C 0.56 1634 T 0.20 0.36 Building Type: Enclosed Online Plus -- Version 21.0.002 E -B 0.08 RUN DATE: 03 -APR -07 B -D 0.08 TC BC WB CSI 0.53 0.56 0.08 -Size- 2x 4 2x 4 2x 4 1B 1B DFL -STUD Brace truss as follows: TC BC O.C. Cont. Cont. From To 0- 0- 0 16- 0- 0 0- 0- 0 16- 0- 0 psf-Ld Dead Live TC 7.0 30.0 BC 10.0 0.0 TC+BC 17.0 30.0 Total 47.0 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt A C Jt A C Down Uplift Horiz- 830 95 U 22 R 830 95 U 22 R Brg Size 5.5" 5.5" Required 1.5" 1.5" Plus 6 Wind Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd Top Chords A -B 0.53 1689 C 0.04 0.49 B -C 0.53 1689 C 0.04 0.49 Bottom Chords A -E 0.56 1634 T 0.20 0.36 E -D 0.30 1427 T 0.17 0.13 Webs 263 T 263 T TL Defl -0.12" in A -E LL Defl -0.07" in A -E Shear // Grain in A -B L/999 L/999 0.36 Plates for each ply each face. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0 Ctr Ctr 0.79 B LOCK 4.Ox 4.0 Ctr Ctr 0.64 C LOCK 3.Ox 4.0 Ctr Ctr 0.79 E LOCK 2.Ox 3.0 Ctr Ctr 0.38 D LOCK 2.Ox 3.0 Ctr Ctr 0.38 REVIEWED BY: Robbins Engineering, Inc. 6904 Parke East Blvd Tampa, FL 33610 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: VALLEY BEST -WAY BUILDING SU Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 RobO ns Engineering. Inc/Online P16"' 01996-2007 Version 21 0 002 Engineering- Ponra4 4132007 510 25 PM Page 1 Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 6.0 psf Max comp. force 1689 Lbs Max tens. force 1634 Lbs Quality Control Factor 1.00 Truss Design Engineer. Thomas A Albam License q 29356 Address: P O Bos 280055, Tampa, F1. 33682 Date Sealed: 4/4/2007 Job T0784 Hark R2 Quan 1 Type Span P1 -H1 QU 160000 20600 Left OH Right OH 1- 0- 0 1- 0- 0 Engtneenng T07040270 UH JNT0784 Eagle River / JM T 2 6-0 1 SL EP TC BC EP HO 3-19 3x4 - 1-0-7 1-0-0 A 3.2651 *2x311 4x4- 110 3-19 3x4 - L r/////l///////////////////////////1 4-1-12 4-0-0 4-0-0 4-0-0 E G H 2-0-14 6-0-0 2-0-0 2-0-0 6-0-0 2-0-14 8-0-0 2-0-0 2-0-0 8-0-0 16 0 0 2-0-14 10-0-0 2-0-0 2-0-0 10-0-0 J 2-0-14 12-0-0 2-0-0 2-0-0 12-0-0 4-1-12 16-0-0 4-0-0 4-0-0 16-0-0 ALL PLATES ARE LOCK20 Sae Joint D For Typical Gable Plate Size and Placement 1-0-7 1-0-0 Scale: 0.368' = 1' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 77.9 LBS A -E 0.10 69 C 0.00 0.10 E -G 0.07 0 T 0.00 0.07 G -H 0.01 0 T 0.00 0.01 H -J 0.01 0 T 0.00 0.01 J -L 0.07 0 T 0.00 0.07 CSI -Size- ----Lumber---- L -C 0.10 69 C 0.00 0.10 0.12 2x 4 Gable Webs 0.10 2x 4 0.04 245 C 0.04 2x 4 0.02 118 C Online Plus -- Version 21.0.002 RUN DATE: 03 -APR -07 TC BC GW 1B 1B DFL -STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 01. 0 BC Cont. 0- 0- 0 16- 0- 0 psf-Ld Dead Live TC 7.0 30.0 BC TC+BC Total 10.0 0.0 17.0 30.0 47.0 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 Tc Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Total Load Reactions (Lbs) Jt Down Uplift Horiz- A 1660 191 U 22 R Jt Brg Size Required A 192.0" 0" -to- 192" Plus 6 Wind Load Case(s) Membr CSI P Lbs Axl-CSI-Bnd Top Chords A -D 0.12 109 C 0.00 0.12 D -F 0.12 124 C 0.00 0.12 F -B 0.03 118 C 0.00 0.03 B -I 0.03 118 C 0.00 0.03 I -K 0.12 124 C 0.00 0.12 K -C 0.12 109 C 0.00 0.12 Bottom Chords E -D G -F H -B J -I L -K 0.01 87 C 0.02 118 C 0.04 245 C TL Defl -0.01" in L -C L/999 LL Defl -0.01" in L -C L/999 Shear // Grain in A -D 0.19 Plates for each ply each face. Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0 Ctr Ctr 0.79 D LOCK 2.Ox 3.0 Ctr Ctr 0.00 F LOCK 2.Ox 3.0 Ctr Ctr 0.00 B LOCK 4.Ox 4.0 Ctr Ctr 0.64 I LOCK 2.Ox 3.0 Ctr Ctr 0.00 K LOCK 2.0x 3.0 Ctr Ctr 0.00 C LOCK 3.Ox 4.0 Ctr Ctr 0.79 E LOCK 2.Ox 3.0 Ctr Ctr 0.00 G LOCK 2.Ox 3.0 Ctr Ctr 0.00 H LOCK 2.Ox 3.0 Ctr Ctr 0.00 J LOCK 2.Ox 3.0 Ctr Ctr 0.00 L LOCK 2.0x 3.0 Ctr Ctr 0.00 REVIEWED BY: Robbins Engineering, Inc. 6904 Parke East Blvd Tampa, FL 33610 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Robbs Engineering, Ins/Online Plus"'O 1996-2007 Version 210002 Engineering - Portrait 4/3'2007 5 14 25 PM Page 1 NOTES: Trusses Manufactured by: VALLEY BEST -WAY BUILDING SU Analysis Conforms To: ANSI/TPI 95 & 02 OH Loading Soffit psf 2.0 Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 15-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 4.0 psf BC Dead Load : 6.0 psf Max comp. force 245 Lbs Max tens. force 72 Lbs Quality Control Factor 1.00 Truss Design Engineer, Thomas A. Albans License H. 29356 Address P.O Box 280055, Tampa, FL 33682 Date Sealed. 4/42007 Q41707 Mark RI Quan Type Span P1 -H1 Left OH Right OH 15 QU 160000 20600 1- 0- 0 1- 0- 0 EHgineerisg Eagle River / JM 2-6-0 EP TC BC EP DG 8-4-9 HO 3-14 HH 4 4x4= B DG 8-4-9 HO 3-14 8H 4 k* i\ 3.2651 TC W1 TC 3x4. 3x4- A C W:508 R: 829 U. 173 1-0-0I 8-0-0 8-0-0 E B1 2x3;- 5-8-0 5-8-0 E 16 0 0 2x3: 16-0-0 8-0-0 4-8-0 10-4-0 W:508 R: 829 U: 173 1-0-0 5-8-0 16-0-0 ALL PLATES ARE LOCK20 Scale: 0.366" = 1' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 34 3 LBS Webs Max comp. force 1689 Lbs E -B 0.08 263 T Quality Control Factor 1.25 Online Plus -- Version 20.0.025 B -D 0.08 263 T RUN DATE: 03 -APR -07 CSI -Size- TC 0.53 2x 4 1B BC 0.56 2x 4 1B TL Defl -0.16" in A -E L/999 LL Defl -0.11" in A -E L/999 Shear // Grain in A -B 0.34 WB 0.08 2x 4 DFL -STUD Plates for each ply each face. **SEE REVERSE SIDE OF THIS ** Brace truss as follows: **PAGE FOR IMPORTANT NOTES ** O.C. From To Plate - LOCK 20 Ga, Gross Area TC Cont. 0- 0- 0 16- 0- 0 Plate - RHS 20 Ga, Gross Area BC Cont. 0- 0- 0 16- 0- 0 Jt Type Plt Size X Y JSI A LOCK 3.Ox 4.0 Ctr Ctr 0.79 Loading Live Dead (psf) B LOCK 4.Ox 4.0 Ctr Ctr 0.64 TC 30.0 7.0 C LOCK 3.Ox 4.0 Ctr Ctr 0.79 BC 0.0 10.0 E LOCK 2.Ox 3.0 Ctr Ctr 0.38 Total 30.0 17.0 47.0 D LOCK 2.Ox 3.0 Ctr Ctr 0.38 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 REFER TO ROBBINS ENG. GENERAL TC Fb=1.15 Fc=1.10 Ft=1.10 NOTES AND SYMBOLS SHEET FOR BC Fb=1.10 Fc=1.10 Ft=1.10 ADDITIONAL SPECIFICATIONS. NOTES: Plus 6 Wind Load Case(s) Trusses Manufactured by: Valley Best Way Jt React Uplft Size Req'd Analysis Conforms To: Lbs Lbs In-Sx In-Sx ANSI/TPI 95 & 02 A 830 173 5- 8 1- 8 OH Loading Hz = -24 Soffit psf 2.0 C 830 173 5- 8 1- 8 Wind Loads - ANSI / ASCE 7-02 Hz = 25 Truss is designed as a Main Wind -Force Resistance System. Membr CSI P Lbs Axl-CSI-Bnd Wind Speed: 90 mph Top Chords Mean Roof Height: 25-0 A -e 0.53 1689 C 0.04 0.49 Exposure Category: C B -C 0.53 1689 C 0.04 0.49 Occupancy Factor : 1.00 Bottom Chords Building Type: Enclosed A -E 0.56 1634 T 0.20 0.36 Zone location: Exterior E -D 0.30 1427 T 0.17 0.13 TC Dead Load : 5.0 psf D -C 0.56 1634 T 0.20 0.36 BC Dead Load : 7.0 psf Robbins Engineenng, Inc /Online Plus," 01996-2007 Version 20 0 025 Engrneenng -Portrait 4/3/2007 1 53 43 PM Page 1 Job Q41707 Mark R2 Quan 1 Type Span P1 -H1 Left OH Right OH QU 160000 20600 1- 0- 0 1- 0- 0 Engineering Eagle River / JM T 2-6-0 DG 8-4-9 HO 3-14 HH 4 3x4 - EPITC 1-0-0 BC EPI A 3.2651 TC 4x4- B +2x311 •2x311 E *2x311 G *2x311 DG 8-4-9 HO 3-14 HH 4 2 I •2x311 r. TC 3x4- C H Bl J L *2x311 *2x311 *2x311 /.//////7/.////////.// / ///////J 8-0-0 8-0-0 16-0-0 16-0-0 16 0 0 16-0-0 8-0-0 1-0-0 ALL PLATES ARE LOCK20 Scale: 0.368" = 1' Robbins Engineering, G -H H -J Online Plus -- Version 20.0.025 J -L L -C RUN DATE: 03 -APR -07 TC BC GW CSI 0.12 0.10 0.04 -Size- 2x 4 2x 4 2x 4 1B 1B DFL -STUD Brace truss as follows: O.C. From To TC Cont. 0- 0- 0 16- 0 - BC Cont. 0- 0- 0 16- 0 - Loading TC BC Total Live 30.0 0.0 30.0 Dead (psf) 7.0 10.0 17.0 47.0 Spacing 24.0" Lumber Duration Factor 1.15 Plate Duration Factor 1.15 TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 Plus 6 Wind Load Case(s) Jt React Lbs Cont. Brg 1660 Inc./Online Plus' APPROX. TRUSS WEIGHT: 34.4 LBS 0.01 0 T 0.00 0.01 OH Loading E -D G -F H -B J -I L -K 0.01 0 T 0.00 0.07 0 T 0.00 0.10 69 C 0.00 Gable Webs 0.04 245 C 0.02 118 C 0.01 87 C 0.02 118 C 0.04 245 C TL Defl -0.01" in A 0 LL Defl -0.01" in A 0 Shear // Grain in A Uplft Size Req'd Lbs In-Sx In-Sx 0- 0- 0 to 16- 0- 0 347 Hz = 25 Membr CSL P Lbs Axl-CSI-Bnd Top Chords A -D 0.12 109 C 0.00 0.12 D -F 0.12 124 C 0.00 0.12 F -B 0.03 118 C 0.00 0.03 B -I 0.03 118 C 0.00 0.03 I -K 0.12 124 C 0.00 0.12 K -C 0.12 109 C 0.00 0.12 Bottom Chords A -E 0.10 69 C 0.00 0.10 E -G 0.07 0 T 0.00 0.07 0.01 0.07 0.10 -E L/999 -E L/999 -D 0.18 Plates for each ply each face. **SEE REVERSE SIDE OF THIS ** **PAGE FOR IMPORTANT NOTES ** Plate - LOCK 20 Ga, Gross Area Plate - RHS 20 Ga, Gross Area Jt Type Plt Size X Y JSI A LOCK 3.0x 4.0 Ctr Ctr 0.79 D LOCK 2.Ox 3.0 Ctr Ctr 0.00 F LOCK 2.Ox 3.0 Ctr Ctr 0.00 B LOCK 4.Ox 4.0 Ctr Ctr 0.64 I LOCK 2.Ox 3.0 Ctr Ctr 0.00 K LOCK 2.Ox 3.0 Ctr Ctr 0.00 C LOCK 3.Ox 4.0 Ctr Ctr 0.79 E LOCK 2.Ox 3.0 Ctr Ctr 0.00 G LOCK 2.Ox 3.0 Ctr Ctr 0.00 H LOCK 2.Ox 3.0 Ctr Ctr 0.00 J LOCK 2.Ox 3.0 Ctr Ctr 0.00 L LOCK 2.Ox 3.0 Ctr Ctr 0.00 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. NOTES: Trusses Manufactured by: Valley Best Way Analysis Conforms To: ANSI/TPI 95 & 02 Robbins Engineering, Inc /Online Plus^' 01990-2007 Version 200 025 Engineering. Pon2it 4/31200➢ 1 53 43 PM Page 1 Soffit psf 2.0 Refer to Gen Det 3 series for web bracing and plating. Wind Loads - ANSI / ASCE 7-02 Truss is designed as a Main Wind -Force Resistance System. Wind Speed: 90 mph Mean Roof Height: 25-0 Exposure Category: C Occupancy Factor : 1.00 Building Type: Enclosed Zone location: Exterior TC Dead Load : 5.0 psf BC Dead Load : 7.0 psf Max comp. force 245 Lbs Quality Control Factor 1.25 rt _l 1 CI v c .- • i - F. SL 8-3-8 r -) iY (� h SL 8-3-8 • DG 8-4-9 (i (tom,% DG 8-4-9 HO 3-14 0••' ...1 -1.-.3: r i r . HO 3-14 X Be 9 HH 4 0`s i i J =i er TCI 1-0-0 I -- 8 0-0 I -. z, '- 8-0-0 11-0-0 vI--�X 1i 4x4= ,) h, r E ;G ` i ct 2-9-0 2-6-0 3.2651 _� ; R r^ TC TC 34 3C4 w .r min W:508 R: U: 829 173 E 81 D 2x34 2x3,1, W:508 R: U* yr 829 173 8CI EP 5-8-0 I 4-8-0 1 5-8-0 5-8-0 10-4-0 16-0-0 0 0 16 ALL PLATES ARE LOCR20 Scale: 0.482" = 1' Eagle River / JM Robbins Engineering, Inc./Online Plusm Job Q41707 Mark RI Quan Type Span Pl-H1 Left OH Right OH 15 QU 160000 20600 1- 0- 0 1- 0- 0 Siag(eDrawiag Robbins Engmeenng. Inc /Online Plus^' 01996-2007 Version 200025 Single Draveng per Page 4/3/2007 1 53 15 PM Page 1 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 /` Tame REVIEWED FOR CODE COMPLIANCE SPOKANE VALLEY BUII ING IVISION zAA_ 4/ rob