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2007, 05-15 Permit App: 07001781 Garage Addition Project Number: 07001781 Inv: 1 Application Date: 5/15/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: ADD TO GAR Contact: RAPP,DAVE&LINDA Address: 12119 E 9TH AVE C-S-Z: SPOKANE VALLEY,WA 99206 Setbacks:Front Left: Right: Rear: Phone: (509)891-6533 Group Name: Site Information Project Name: Plat Key: 001418 Name: LAMOTTE SUB District: Sout Parcel Number: 45214.0108 Block: Lot: SiteAddress: 12119 E 9TH AVE Owner:Name: RAPP,DAVE&LINDA Address: 12119 E 9TH AVE Location::CSV SPOKANE VALLEY,WA 99206 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 13,140 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 50 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: wd ... x Review Building Plan Review Released tty. , (4,...,0--/o7 Landuse/Zoning/HE ConditionsReleased By:A Operator: JD Printed By: JD Print Date: 5/15/2007 Project Number: 07001781 Inv: 1 Application Date: 5/15/2007 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Project Information: Permit Use: ADD TO GAR Contact: RAPP,DAVE&LINDA Address: 12119 E 9TH AVE C-S-Z: SPOKANE VALLEY,WA 99206 Setbacks:Front Left: Right: Rear: Phone: (509)891-6533 Group Name: Site Information Project Name: Plat Key: 001418 Name: LAMOTTE SUB District: Sout Parcel Number: 45214.0108 Block: Lot: SiteAddress: 12119 E 9TH AVE Owner:Name: RAPP,DAVE&LINDA Address: 12119 E 9TH AVE Location::CSV SPOKANE VALLEY,WA 99206 Zoning: UR-3.5 Urban Residential 3.5 Water District: Hold: ❑ Area: 13,140 Sq Ft Width: 0 Depth: 0 Right Of Way(ft): 50 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: : Review Building Plan Review Relea ed;By- Landuse/Zoning/HE Conditions Retease 'B , ._ 'R Operator: JD Printed By: JD Print Date: 5/15/2007 Permit Center �* a� 11703 E Sprague Ave,Suite B-3 PERMIT NUMBER: 11%1 Valle Spokane Valley,WA 99206 PERMIT FEE: 40,0111r (50988-0036 FAX:(509)688-0037- Community Development www: polcanevallev:orQ Residential Constru ti colnfgy 1 1 2org ❑ New Construction ❑ Accessory Bldg Permit Application !1 Addition/Remodel ❑ Deck they: SITE ADDRESS: ( Z i i i L., • 1 1 N A V., ASSESSORS PARCEL NO: Z` i ( LEGAL DESCRIPTION: 0 P I L T 1 M O Tr G i, 2- 10 L g B i Building Owner: Contractor: Name: D r V k 17 L , i / 1 17 Name: 0 W v`..�v, Address: ` -L 1 1 1 L . 4 H - V p Address: City: c -0 01 -e V tik,1Le State: �/k Zip:G1gZC(i) City: State: Zip: b Phone: (3( _ Del I_ ( ' lax: Phone: Fax: Contractor Lic No: Exp Date: Contact Person, - City Business Lic.No: Name: 1)C&V (G _ lC cl„ X ' Phone: 1- ( 1T3 1 JJ DD D s r}be the scope ofwork i detail:. Cost of Project: Si o a, ,,\C� `i X �fr, t • '(—D a. v\- -e x ,`4,-t1 K i � ,e c e e 1 a r c��-P... Proposed Use: ?2 v S _act( k' t. �. l c I e s`�'0 v a o- c , **************The following MUST be complete: (write N/A if not applicable)********************** HEIGHT TO PEAK: DIMENSIONS: it #OF STORIES: TOTAL HABITABLE SPACE: 12- 4 - . z Z ' b //4,x .1 9 L I N �� MAIN FLOOR TO SQ. 2Nu FLOOR SQ. FTG: UNFIN BASEMENT SQ. FTG: IMPERVIOUS URFACE FTG: AREA: '4 V si fri, �� AREA: 657 sqtr FINISHED BASEM NT GAR E Q. FTG: DECK/COV. PATIO SQ. FTG: 30%SLOPES ON Li SQ. FTG: N / A 5,¢ `f--F , Irl /A P RTY: N 0 #OF BEDR MS: CONST UCTION TYPE: HEAT SOURCE* SEWE OR SEPTIC? 1 p, wc� � R /A N /A 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: c( , P DATE: J1kca.,4_, ( ( / 0 7 Method of Payment: 0 Cash 0 Check 0 Mastercard ❑ VISA Bankcard#: Expires: VIN#: Authorized Signature: REVISED 2/15/07 e. -4'-6' 19'- -4 -6' S. V) EXISTING ?6 RESIDENCE oc 1170 S.F. NEW GARAGE N 489 S.F. I EXISTING GARAGE 572 S.F. d ff NEW GARAGE FOR: -54.-' �►, it DAVID & LINDA % o RAPP 12119 E 9TH AVENUE o SPOKANE VALLEY WA 99206 Ini z 13500 S.F. a 40- ISITE PLAN 1-16'=1'-0' ..- m 4'-6' 19'- -4 -6' 63 EXISTING RESIDENCE is 1170 S.F. : NEW GARAGE c, 409 S.F. 143'_ EXISTING GARAGE 572 S.F. d NEW GARAGE FOR: -5`- DAVID & LINDA it 4 c'- RAPP 12119 E 9TH AVENUE o, N SPOKANE VALLEY WA 99206 c5 Z — ill ..1 13500 SF. za J 11.0.ii SITE PLAN 1-16'=1'-0' 21-11-0 >1 11 I, i. A3(6) V o C0 as • N A2 N N _ N Al ,., A J1 Ne M M -v--e:. Jl N 2 2 N 2 11 ' ter 2 2 IF u • u i" 21-11-0 >I VALLEY BESTWAY Roof Loading Account: DAVID RAPP TC Live: 30.00 psf Job: Q62307 DAVID RAPP TC Dead: 7.00 psf Designer: CO ADDITION BC Live: 0.00 psf Checker: BC Dead: 10.00 psf Date: 05-11-07 4.386/12 TC Stress Inc: 15.00 BC Stress Inc: 15.00 Spacing: 2-0-0 o.c. Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Q62307 A 1 CHP2 211100 4.386 1- 2- 0 1- 2- 0 ' RAPP/CO 4x12--- B 4x12.-- C r iy 4 394 1 .:394.1 L: . DG 6-5-0 92 3x8= 3x5= :92 DG 6-5-0 HO 4-0 HO 4-0 HH 4 r. I T3 J J HH 4 I 4.3861 01 - 4::, 111%.4 -.....„ T4 W1 T4 2-2-5 4x9= V1 V1 V1 V1 4x9= W1 W1 A D I ME om . ,: We EN fm o000 = 4111441, BlL H G B1R F E 3x6= 2x3HS1 4x6= 3x6= 11 I 1 20G-MT2H-6x10= I I W:508 W:508 R:2236 R:2235 U: 480 U: 480 BPI 5-11-4 9-1-1 12-9-15 15-11-12 21-11-0 TCI1-2-0 5-11-4 I 3-1-13 3-8-143-1-13 I 1-2-0 3-31-81315 BC 5-4-2 I 3-8-15 3-8-14 I 5-4-2 EP 5-4-2 9-1-1 12-9-15 16-6-14 21-11-0 21-11-0 C:= EXCEPT AS SHOWN ALL PLATES ARE MT2020 Scale:0.277"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 144.8 LBS Lbs Lbs In-Sx In-Sx I MT20 3.Ox 8.0-0.5 Ctr 0.99 A 2236 481 5- 8 2- 6 J MT20 3.Ox 5.0 0.5 Ctr 0.89 Online Plus -- Version 20.0.025 D 2236 481 5- 8 2- 6 C MT20 4.0x12.0 Ctr Ctr 0.89 RUN DATE: 11-MAY-07 D M720 4.Ox 9.0 Ctr Ctr 0.97 Membr CSI P Lbs Axl-CSI-Bnd F MT20 3.Ox 6.0 Ctr Ctr 0.91 CSI -Size- ----Lumber- Top Chords H MT20 2.0x 3.0 Ctr Ctr 0.38 TC 0.98 2x 4 1B A -B 0.93 5410 C 0.25 0.68 Sl MT2H 6.0x10.0 Ctr 0.2 0.90 BC 0.74 2x 6 DFL-1800 B -I 0.97 5117 C 0.25 0.72 G MT20 4.Ox 6.0-1.0 Ctr 0.95 WB 0.61 2x 4 DFL-STUD I -J 0.87 6999 C 0.43 0.44 E MT20 3.Ox 6.0 Ctr Ctr 0.91 J -C 0.98 5123 C 0.25 0.73 Brace truss as follows: C -D 0.93 5416 C 0.25 0.68 O.C. From To Bottom Chords REFER TO ROBBINS ENG. GENERAL TC Cont. 0- 0- 0 21-11- 0 A -F 0.58 5117 T 0.41 0.17 NOTES AND SYMBOLS SHEET FOR BC Cont. 0- 0- 0 21-11- 0 F -H 0.74 7041 T 0.57 0.17 ADDITIONAL SPECIFICATIONS. H -Si 0.69 7041 T 0.57 0.12 Loading Live Dead (psf) S1-G 0.73 7041 T 0.57 0.16 NOTES: TC 30.0 7.0 G -E 0.74 6999 T 0.56 0.18 Trusses Manufactured by: BC 0.0 10.0 E -D 0.58 5123 T 0.41 0.17 Valley Best Way Total 30.0 17.0 47.0 Webs Analysis Conforms To: Spacing 24.0" F -B 0.35 1049 T ANSI/TPI 95 & 02 Lumber Duration Factor 1.15 F -I 0.61 2138 C Girder California Hip Plate Duration Factor 1.15 H -I 0.06 183 T Framing Hip Rafters TC Fb=1.00 Fc=1.00 Ft=1.00 I -G 0.01 47 C Jack Open Faced BC Fb=1.00 Fc=1.00 Ft=1.00 G -J 0.05 153 T Setback 5-11- 4 J -E 0.59 2085 C OH Loading Load Case # 1 Girder Loading E -C 0.35 1046 T Soffit psf 2.0 Lumber Duration Factor 1.15 Wind Loads - ANSI / ASCE 7-02 Plate Duration Factor 1.15 TL Defl -0.66" in S1-0 L/383 Truss is designed as a Main plf - Live Dead From To LL Defl -0.44" in S1-0 L/577 Wind-Force Resistance System. TC V 60 14 0.0' 21.9' Shear // Grain in J -C 0.69 Wind Speed: 90 mph BC V 0 40 0.0' 21.9' Mean Roof Height: 25-0 TC V 29 7 5.9' Plates for each ply each face. Exposure Category: C 104 24 11.0' PLATING CONFORMS TO UBC. Occupancy Factor : 1.00 TC V 104 24 11.0' PLATE VALUES MAY BE VERIFIED Building Type: Enclosed 29 7 16.0' WITH ROBBINS ENGINEERING. GRIP Zone location: Exterior TC V 394 92 5.9' CL-LB VALUES BASED ON Doug-Fir-Larch TC Dead Load : 5.0 psf TC V 394 92 16.0' CL-LB LUMBER USING GROSS AREA TEST. BC Dead Load : 7.0 psf Plate - MT20 20 Ga, Gross Area Max comp. force 6999 Lbs Plate - MT2H 20 Ga, Gross Area Quality Control Factor 1.25 Plus 6 Wind Load Case(s) Jt Type Pit Size X Y JSI A MT20 4.Ox 9.0 Ctr Ctr 0.97 Jt React Uplft Size Req'd B MT20 4.0x12.0 Ctr Ctr 0.89 Robbins Engineering,inc./Online PlusTM 0 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:22 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Q62307 Al 1 CHP2 211100 4.386 1- 2- 0 1- 2- 0 '1 RAPP/CO H 7-10-15 C-1 b 4x10= 7-10-15 H 4x10- DG 8-6-8 DG 8-6-8 B 2H311 HH 4-0 HO 4-0 HH 4 4.386! 1111 T3 H HH 4 1 . c T4 T4 2-2-5 3x5= V1r PII V1 3x5= /A W1 D m s J- B1L g S1 KM G S1R O Lr �Pq 2x311 3x5= 3x7= 2x31' W:508 W:508 R:1121 R:1120 U: 232 U: 232 EPI 5-11-4 10-11-8 15-11-12 21-11-0 TC 1-2-0 5-11-4 1 5-0-4 5-0-4 I 5-11-4 1-2-0 BC 5-4-2 I 5-7-6 5-7-6 I 5-4-2 EP 5-4-2 10-11-8 16-6-14 21-11-0 21-11-0 F ALL PLATES ARE MT2020 Scale:0.277"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 130.2 LBS E -D 0.34 2105 T 0.26 0.08 Truss is designed as a Main Webs Wind-Force Resistance System. Online Plus -- Version 20.0.025 F -B 0.03 108 T Wind Speed: 90 mph RUN DATE: 11-MAY-07 B -G 0.32 967 T Mean Roof Height: 25-0 G -H 0.09 470 C Exposure Category: C CSI -Size- ----Lumber----' G -C 0.32 967 T Occupancy Factor : 1.00 TC 0.41 2x 4 1B E -C 0.03 108 T Building Type: Enclosed BC 0.34 2x 4 1B Zone location: Exterior WB 0.32 2x 4 DFL-STUD TL Defl -0.31" in S1-G L/809 TC Dead Load : 5.0 psf LL Defl -0.19" in Sl-G L/999 BC Dead Load : 7.0 psf Brace truss as follows: Shear // Grain in B -H 0.30 Max comp. force 3018 Lbs O.C. From To Quality Control Factor 1.25 TC Cont. 0- 0- 0 21-11- 0 Plates for each ply each face. BC Cont. 0- 0- 0 21-11- 0 PLATING CONFORMS TO UBC. PLATE VALUES MAY BE VERIFIED Loading Live Dead (psf) WITH ROBBINS ENGINEERING. GRIP TC 30.0 7.0 VALUES BASED ON Doug-Fir-Larch BC 0.0 10.0 LUMBER USING GROSS AREA TEST. Total 30.0 17.0 47.0 Plate - MT20 20 Ga, Gross Area Spacing 24.0" Plate - MT2H 20 Ga, Gross Area Lumber Duration Factor 1.15 Jt Type Plt Size X Y JSI Plate Duration Factor 1.15 A MT20 3.Ox 5.0 Ctr Ctr 0.96 TC Fb=1.15 Fc=1.10 Ft=1.10 B MT20 4.0x10.0 Ctr-0.1 0.86 BC Fb=1.10 Fc=1.10 Ft=1.10 H MT20 2.Ox 3.0 Ctr Ctr 0.43 C MT20 4.0x10.0 Ctr-0.1 0.86 D MT20 3.Ox 5.0 Ctr Ctr 0.96 Plus 6 Wind Load Case(s) F MT20 2.Ox 3.0 Ctr Ctr 0.43 Si MT20 3.Ox 5.0 Ctr Ctr 0.93 Jt React Uplft Size Req'd G MT20 3.Ox 7.0 Ctr Ctr 0.74 Lbs Lbs In-Sx In-Sx E MT20 2.Ox 3.0 Ctr Ctr 0.43 A 1121 233 5- 8 1- 8 D 1121 233 5- 8 1- 8 REFER TO ROBBINS ENG. GENERAL Membr CSI P Lbs Axl-CSI-Bnd NOTES AND SYMBOLS SHEET FOR Top Chords ADDITIONAL SPECIFICATIONS. A -B 0.26 2236 C 0.03 0.23 B -H 0.41 3018 C 0.06 0.35 NOTES: H -C 0.41 3018 C 0.06 0.35 Trusses Manufactured by: C -D 0.26 2235 C 0.03 0.23 Valley Best Way Bottom Chords Analysis Conforms To: A -F 0.34 2105 T 0.26 0.08 ANSI/TPI 95 & 02 F -S1 0.34 2096 T 0.26 0.08 OH Loading Sl-G 0.34 2096 T 0.26 0.08 Soffit psf 2.0 G -E 0.34 2096 T 0.26 0.08 Wind Loads - ANSI / ASCE 7-02 Robbins Engineering,Inc./Online Plus."®1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:23 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Q62307 A2 1 CHP2 211100 4.386 1- 2- 0 1- 2- 0 • RAPP/CO 4x10- 4x9 DG 10-8-1 B C DG 10-8-1 HO 4-0 HO 4-0 HH 4 _ago, T3 e) HH 4 4.3861 NM 2x3_ 2x3; G H 3-7-14 T4 Vl Vl a T4 W2 W1 3x5= 3x5= A W1 D IR W B1LF S1 E B1R rl 3x4=3x5- 3x6= rl W:508 W:508 R:1121 R:1121 U: 232 U: 232 EP 4-11-9 9-11-4 11-11-12 16-11-7 21-11-0 TC 1-2-0 4-11-9 I 4-11-11 1 2-0-8 I 4-11-11 I 4-11-9 1-2-0 BCI 9-4-2 I 3-2-12 I 9-4-2 EP1 9-4-2 12-6-14 21-11-0 I -1 21-11-0 C ALL PLATES ARE MT2020 Scale:0.276"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 130.3 LBS Sl-E 0.35 1614 T 0.20 0.15 Soffit psf 2.0 E -D 0.44 2077 T 0.26 0.18 Wind Loads - ANSI / ASCE 7-02 Online Plus -- Version 20.0.025 Webs Truss is designed as a Main RUN DATE: 11-MAY-07 G -F 0.18 486 C Wind-Force Resistance System. F -B 0.09 294 T Wind Speed: 90 mph CSI -Size- ----Lumber---- B -E 0.00 19 T Mean Roof Height: 25-0 TC 0.23 2x 4 1B E -C 0.09 284 T Exposure Category: C BC 0.45 2x 4 1B E -H 0.18 481 C Occupancy Factor : 1.00 WB 0.18 2x 4 DFL-STUD Building Type: Enclosed TL Defl -0.27" in A -F L/926 Zone location: Exterior Brace truss as follows: LL Defl -0.12" in F -81 L/999 TC Dead Load : 5.0 psf O.C. From To Shear // Grain in A -G 0.22 BC Dead Load : 7.0 psf TC Cont. 0- 0- 0 21-11- 0 Max comp. force 2202 Lbs BC Cont. 0- 0- 0 21-11- 0 Plates for each ply each face. Quality Control Factor 1.25 PLATING CONFORMS TO UBC. Loading Live Dead (psf) PLATE VALUES MAY BE VERIFIED TC 30.0 7.0 WITH ROBBINS ENGINEERING. GRIP BC 0.0 10.0 VALUES BASED ON Doug-Fir-Larch Total 30.0 17.0 47.0 LUMBER USING GROSS AREA TEST. Spacing 24.0" Plate - MT20 20 Ga, Gross Area Lumber Duration Factor 1.15 Plate - MT2H 20 Ga, Gross Area Plate Duration Factor 1.15 Jt Type Plt Size X Y JSI TC Fb=1.15 Fc=1.10 Ft=1.10 A MT20 3.Ox 5.0 Ctr Ctr 0.94 BC Fb=1.10 Fc=1.10 Ft=1.10 G MT20 2.Ox 3.0 Ctr Ctr 0.37 B MT20 4.0x10.0 Ctr-0.1 0.86 C MT20 4.Ox 9.0 Ctr Ctr 0.99 Plus 6 Wind Load Case(s) H MT20 2.Ox 3.0 Ctr Ctr 0.37 D MT20 3.Ox 5.0 Ctr Ctr 0.94 Jt React Uplft Size Req'd F MT20 3.Ox 4.0 Ctr Ctr 0.53 Lbs Lbs In-Sx In-Sx S1 MT20 3.Ox 5.0 Ctr Ctr 0.84 A 1121 233 5- 8 1- 8 E MT20 3.Ox 6.0 Ctr Ctr 0.60 D 1121 233 5- 8 1- 8 Membr CSI P Lbs Axl-CSI-Bnd REFER TO ROBBINS ENG. GENERAL Top Chords NOTES AND SYMBOLS SHEET FOR A -G 0.23 2202 C 0.04 0.19 ADDITIONAL SPECIFICATIONS. G -B 0.23 1726 C 0.01 0.22 B -C 0.18 1628 C 0.01 0.17 NOTES: C -H 0.21 1731 C 0.01 0.20 Trusses Manufactured by: H -D 0.23 2202 C 0.04 0.19 Valley Best Way Bottom Chords Analysis Conforms To: A -F 0.45 2077 T 0.26 0.19 ANSI/TPI 95 & 02 F -S1 0.34 1614 T 0.20 0.14 OH Loading Robbins Engineering,Inc./Online Plus"m 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:23 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Q62307 A3 6 TR 211100 40401 1- 2- 0 1- 2- 0 • RAPP7CO DG 11-9-7 4x4= DG 11-9-7 110 4-0HO 4-0 HH 4 B HH 4 . 4.386 2x3 2x3'' F G 4-4-1 TCAhimiiTC 3x5= 3x5= aiiiiiml‘ A C B1L E Sl D B1R 11 3x4= 3x4= 3x4= 121 W:508 W:508 R:1121 R:1121 U: 232 U: 232 EP5-10-2 10-11-8 16-0-14 21-11-0 TC 1-2-0 5-10-2 I 5-1-6 I 5-1-6 I 5-10-2 1-2-0� BC 7-6-10 I 6-9-12 I 7-6-10 EP 7-6-10 14-4-6 21-11-0 21-11-0 GI ALL PLATES ARE MT2020 Scale:0.277"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 119.5 LBS E -S1 0.30 1355 T 0.17 0.13 Wind Loads - ANSI / ASCE 7-02 Sl-D 0.30 1355 T 0.17 0.13 Truss is designed as a Main Online Plus -- Version 20.0.025 D -C 0.39 2043 T 0.25 0.14 Wind-Force Resistance System. RUN DATE: 11-MAY-07 Webs Wind Speed: 90 mph F -E 0.09 416 C Mean Roof Height: 25-0 CSI -Size- ----Lumber---- E -B 0.20 625 T Exposure Category: C TC 0.31 2x 4 1B B -D 0.20 625 T Occupancy Factor : 1.00 BC 0.39 2x 4 1B D -G 0.09 416 C Building Type: Enclosed WB 0.20 2x 4 DFL-STUD Zone location: Exterior TL Defl -0.19" in Sl-D L/999 TC Dead Load : 5.0 psf Brace truss as follows: LL Defl -0.11" in Sl-D L/999 BC Dead Load : 7.0 psf O.C. From To Shear // Grain in A -F 0.26 Max comp. force 2167 Lbs TC Cont. 0- 0- 0 21-11- 0 Quality Control Factor 1.25 BC Cont. 0- 0- 0 21-11- 0 Plates for each ply each face. PLATING CONFORMS TO UBC. Loading Live Dead (psf) PLATE VALUES MAY BE VERIFIED TC 30.0 7.0 WITH ROBBINS ENGINEERING. GRIP BC 0.0 10.0 VALUES BASED ON Doug-Fir-Larch Total 30.0 17.0 47.0 LUMBER USING GROSS AREA TEST. Spacing 24.0" Plate - MT20 20 Ga, Gross Area Lumber Duration Factor 1.15 Plate - MT2H 20 Ga, Gross Area Plate Duration Factor 1.15 Jt Type Plt Size X Y JSI TC Fb=1.15 Fc=1.10 Ft=1.10 A MT20 3.Ox 5.0 Ctr Ctr 0.93 BC Fb=1.10 Fc=1.10 Ft=1.10 F MT20 2.Ox 3.0 Ctr Ctr 0.40 B MT20 4.Ox 4.0 Ctr Ctr 0.69 G MT20 2.Ox 3.0 Ctr Ctr 0.40 Plus 4 Wind Load Case(s) C MT20 3.Ox 5.0 Ctr Ctr 0.93 E MT20 3.Ox 4.0 Ctr Ctr 0.44 Jt React Uplft Size Req'd S1 MT20 3.Ox 4.0 Ctr Ctr 0.73 Lbs Lbs In-Sx In-Sx D MT20 3.Ox 4.0 Ctr Ctr 0.44 A 1121 233 5- 8 1- 8 Hz = 11 C 1121 233 5- 8 1- 8 REFER TO ROBBINS ENG. GENERAL Hz = -10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Membr CSI P Lbs Axl-CSI-Bnd Top Chords NOTES: A -F 0.31 2167 C 0.03 0.28 Trusses Manufactured by: F -B 0.30 1893 C 0.02 0.28 Valley Best Way B -G 0.30 1893 C 0.02 0.28 Analysis Conforms To: G -C 0.31 2167 C 0.03 0.28 ANSI/TPI 95 & 02 Bottom Chords OH Loading A -E 0.39 2043 T 0.25 0.14 Soffit psf 2.0 Robbins Engineering,Inc./Online Plus'.®1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:23 PM Page 1 Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering Q62307 HR 2 JCA2D2 20802 3.104 1- 7-13 0 - . RAPP/CO DG 15-11-5 HO 1-0-5 HO 4-0 HH 8-11 B HH 6 E 2-16d toenails SPL TBU 4x8 3.1041 r D 4-3-10 OA W:108 R: 305 TBL U: 147 3x4= A W:108 a 3-16d toenails R: 527 81 C U: 253 Pi Cant:12 W:604 R: 283 U: 48 o 0 ox, EP 7-11-8m 13-11-14 15-4-3 TC 1-7-13 7-11-8 �I 5-7-14 11-4-5 BC 2-8-2 12-8-1 EP 2-8-2 15-4-3 -3 2-8-2 15.-,- ALL ALL PLATES ARE MT2020 Scale:0.332"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 38.4 LBS F -E 0.52 69 T 0.00 0.52 Truss is designed as a Main E -B 0.18 93 T 0.00 0.18 Wind-Force Resistance System. Online Plus -- Version 20.0.025 Bottom Chords Wind Speed: 90 mph RUN DATE: 11-MAY-07 A -C 0.43 0 T 0.00 0.43 Mean Roof Height: 25-0 Exposure Category: C CSI -Size- ----Lumber---- TL Defl -0.03" in A -C L/923 Occupancy Factor : 1.00 TC 0.52 2x 4 1B LL Defl -0.02" in A -C L/999 Building Type: Enclosed BC 0.43 2x 4 1B Hz Disp LL DL TL Zone location: Exterior Jt D 0.00" 0.00" 0.00" TC Dead Load : 5.0 psf Brace truss as follows: Shear // Grain in F -D 0.35 BC Dead Load : 7.0 psf O.C. From To Max comp. force 124 Lbs TC Cont. 0- 0- 0 2- 8- 2 Plates for each ply each face. Quality Control Factor 1.25 BC Cont. 0- 0- 0 2- 8- 2 PLATING CONFORMS TO UBC. PLATE VALUES MAY BE VERIFIED Loading Live Dead (psf) WITH ROBBINS ENGINEERING. GRIP TC 30.0 7.0 VALUES BASED ON Doug-Fir-Larch BC 0.0 10.0 LUMBER USING GROSS AREA TEST. Total 30.0 17.0 47.0 Plate - MT20 20 Ga, Gross Area Spacing 24.0" Plate - MT2H 20 Ga, Gross Area Lumber Duration Factor 1.15 Jt Type Plt Size X Y JSI Plate Duration Factor 1.15 A MT20 3.Ox 4.0 Ctr Ctr 0.79 TC Fb=1.15 Fc=1.10 Ft=1.10 F MT20 4.Ox 8.0 0.1-0.2 0.99 BC Fb=1.10 Fc=1.10 Ft=1.10 REFER TO ROBBINS ENG. GENERAL Plus 5 Wind Load Case(s) NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Jt React Uplft Size Req'd Lbs Lbs In-Sx In-Sx For proper installation of A 283 49 6- 4 1- 8 toe-nails, refer to the 2001 Hz = 168 National Design Specification C 229 88 1- 8 1- 8 (NDS) for Wood Construction F 527 254 1- 8 1- 8 E 306 148 1- 8 1- 8 NOTES: B 30 28G 1- 8 1- 8 Trusses Manufactured by: Hz = 91 Valley Best Way G = Gravity Uplift Analysis Conforms To: ANSI/TPI 95 & 02 Membr CSI P Lbs Axl-CSI-Bnd OH Loading Top Chords Soffit psf 2.0 A -F 0.38 124 C 0.00 0.38 Wind Loads - ANSI / ASCE 7-02 Robbins Engineering.Inc./Online Plus"'m 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:23 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering Q62307 JI 2 JCA2D 11104 4.386 1- 2- 0 0 " . RAPP/CO DG 4-3-8 HO 1-0-8 HO 4-0 HH 8-12 HH 4 4.3861 2-16d toenails 1-9-2 TB 2x3= A PlEd I 21 2-16d toenails W:508 R: 203 U: 60 EP 3-10-15 TC 1-2-0 3-10-15 BCI 1-11-4 1-11-11 EP 1-11-4 3-10-15 1-11-4 ALL PLATES ARE MT2020 Scale:0.718"=1, Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 14.1 LBS TL Defl 0.00" in A -C L/999 Occupancy Factor : 1.00 LL Defl 0.00" in A -C L/999 Building Type: Enclosed Online Plus -- Version 20.0.025 Hz Disp LL DL TL Zone location: Exterior RUN DATE: 11-MAY-07 Jt B 0.00" 0.00" 0.00" TC Dead Load : 5.0 psf Shear // Grain in A -B 0.14 BC Dead Load : 7.0 psf CSI -Size- ----Lumber---- Max comp. force 31 Lbs TC 0.11 2x 4 1B Plates for each ply each face. Quality Control Factor 1.25 BC 0.08 2x 4 1B PLATING CONFORMS TO UBC. PLATE VALUES MAY BE VERIFIED Brace truss as follows: WITH ROBBINS ENGINEERING. GRIP O.C. From To VALUES BASED ON Doug-Fir-Larch TC Cont. 0- 0- 0 1-11- 4 LUMBER USING GROSS AREA TEST. BC Cont. 0- 0- 0 1-11- 4 Plate - MT20 20 Ga, Gross Area Plate - MT2H 20 Ga, Gross Area Loading Live Dead (psf) Jt Type Plt Size X Y JSI TC 30.0 7.0 A MT20 2.Ox 3.0 Ctr Ctr 0.79 BC 0.0 10.0 Total 30.0 17.0 47.0 Spacing 24.0" REFER TO ROBBINS ENG. GENERAL Lumber Duration Factor 1.15 NOTES AND SYMBOLS SHEET FOR Plate Duration Factor 1.15 ADDITIONAL SPECIFICATIONS. TC Fb=1.15 Fc=1.10 Ft=1.10 BC Fb=1.10 Fc=1.10 Ft=1.10 For proper installation of toe-nails, refer to the 2001 National Design Specification Plus 4 Wind Load Case(s) (NDS) for Wood Construction Jt React Uplft Size Req'd NOTES: Lbs Lbs In-Sx In-Sx Trusses Manufactured by: A 204 61 3- 8 1- 8 Valley Best Way Hz = 59 Analysis Conforms To: B 16 150 1- 8 1- 8 ANSI/TPI 95 & 02 C 53 56 1- 8 1- 8 OH Loading Hz = 32 Soffit psf 2.0 Wind Loads - ANSI / ASCE 7-02 Membr CSI P Lbs Axl-CSI-Bnd Truss is designed as a Main Top Chords Wind-Force Resistance System. A -B 0.11 31 C 0.00 0.11 Wind Speed: 90 mph Bottom Chords Mean Roof Height: 25-0 A -C 0.08 31 T 0.00 0.08 Exposure Category: C Robbins Engineering,Inc./Online Plus*.CO 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:24 PM Page 1 Job Mark Quan Type Span Pl-Hi Left OH Right OH Engineering Q62307 J2 2 JCA2D 11104 4.386 1- 2- 0 0 • RAPP/CO HO 1-0-8 HH 8-12 DG 2-2-1 HO HE 4- 0 4.386 2x3=TB 2-16d toenails 1-0-6 A � I B1 2-16d toenails C W:508 R: 183 U: 37 0 EP 1-10-15 u►a TC 1-2-0 1-10-15 BC 1-11-4 EP 1-11-4 1-11-4 P ALL PLATES ARE MT2020 Scale:0.707"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 10.1 LBS TL Defl 0.00" in A -C L/999 Zone location: Exterior LL Defl 0.00" in A -C L/999 TC Dead Load : 5.0 psf Online Plus -- Version 20.0.025 Shear // Grain in A -B 0.06 BC Dead Load : 7.0 psf RUN DATE: 11-MAY-07 Max comp. force 12 Lbs Plates for each ply each face. Quality Control Factor 1.25 CSI -Size- ----Lumber---- PLATING CONFORMS TO UBC. TC 0.02 2x 4 1B PLATE VALUES MAY BE VERIFIED BC 0.02 2x 4 1B WITH ROBBINS ENGINEERING. GRIP VALUES BASED ON Doug-Fir-Larch Brace truss as follows: LUMBER USING GROSS AREA TEST. O.C. From To Plate - MT20 20 Ga, Gross Area TC Cont. 0- 0- 0 1-11- 4 Plate - MT2H 20 Ga, Gross Area BC Cont. 0- 0- 0 1-11- 4 Jt Type Plt Size X Y JSI A MT20 2.Ox 3.0 Ctr Ctr 0.79 Loading Live Dead (psf) TC 30.0 7.0 BC 0.0 10.0 REFER TO ROBBINS ENG. GENERAL Total 30.0 17.0 47.0 NOTES AND SYMBOLS SHEET FOR Spacing 24.0" ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.15 Plate Duration Factor 1.15 For proper installation of TC Fb=1.15 Fc=1.10 Ft=1.10 toe-nails, refer to the 2001 BC Fb=1.10 Fc=1.10 Ft=1.10 National Design Specification (NDS) for Wood Construction Plus 4 Wind Load Case(s) NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd Valley Best Way Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 183 37 3- 8 1- 8 ANSI/TPI 95 & 02 Hz = 28 OH Loading B 61 28 1- 8 1- 8 Soffit psf 2.0 C 25 0 1- 8 1- 8 Wind Loads - ANSI / ASCE 7-02 Hz = 15 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 -B 0.02 12 C 0.00 0.02 Exposure Category: C Bottom Chords Occupancy Factor : 1.00 A -C 0.02 14 T 0.00 0.02 Building Type: Enclosed Robbins Engineering,Inc./Online Plus.®1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:24 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering Q62307 J3 2 JCA2D 51104 4.386 1- 2- 0 0 RAPP/CO DG 2-2-1 HO 2-6-1 HO 4-0 HH 4 4.386 HH 2-2-5 TB i 2x3= 2-16d /ails A1-0-6 211 r B1 Q 2-16d toenails W:508 R: 190 U: 35 EP 1-10-15 5-11-4 TC 1-2-0 1-10-15 I 4-0-5 BC 5-11-4 EP 5-11-4 5-11-4 ALL PLATES ARE MT2020 Scale:0.713"=1' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 17.6 LBS LL Defl 0.00" in Max comp. force 2 Lbs Shear // Grain in A -B 0.13 Quality Control Factor 1.25 Online Plus -- Version 20.0.025 RUN DATE: 11-MAY-07 Plates for each ply each face. PLATING CONFORMS TO UBC. CSI -Size- ----Lumber---- PLATE VALUES MAY BE VERIFIED TC 0.09 2x 4 1B WITH ROBBINS ENGINEERING. GRIP BC 0.08 2x 4 1B VALUES BASED ON Doug-Fir-Larch LUMBER USING GROSS AREA TEST. Brace truss as follows: Plate - MT20 20 Ga, Gross Area O.C. From To Plate - MT2H 20 Ga, Gross Area TC Cont. 0- 0- 0 5-11- 4 Jt Type Plt Size X Y JSI BC Cont. 0- 0- 0 5-11- 4 A MT20 2.Ox 3.0 Ctr Ctr 0.82 Loading Live Dead (psf) TC 30.0 7.0 REFER TO ROBBINS ENG. GENERAL BC 0.0 10.0 NOTES AND SYMBOLS SHEET FOR Total 30.0 17.0 47.0 ADDITIONAL SPECIFICATIONS. Spacing 24.0" Lumber Duration Factor 1.15 For proper installation of Plate Duration Factor 1.15 toe-nails, refer to the 2001 TC Fb=1.15 Fc=1.10 Ft=1.10 National Design Specification BC Fb=1.10 Fc=1.10 Ft=1.10 (NDS) for Wood Construction NOTES: Plus 4 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 190 35 3- 8 1- 8 OH Loading Hz = 28 Soffit psf 2.0 B 115 1 1- 8 1- 8 Wind Loads - ANSI / ASCE 7-02 C 44 0 1- 8 1- 8 Truss is designed as a Main Hz = 15 Wind-Force Resistance System. Wind Speed: 90 mph Membr CSI P Lbs Axl-CSI-Bnd Mean Roof Height: 25-0 Top Chords Exposure Category: C A -B 0.09 22 T 0.00 0.09 Occupancy Factor : 1.00 Bottom Chords Building Type: Enclosed A -C 0.08 14 T 0.00 0.08 Zone location: Exterior TC Dead Load : 5.0 psf TL Defl -0.03" in A -C L/999 BC Dead Load : 7.0 psf Robbins Engineering,Inc./Online Plus"®1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:24 PM Page 1 Job Mark Quan Type Span P1-H1 Left OH Right OH Engineering Q62307 J4 2 JCA2D 51104 4.386 1- 2- 0 0 . RAPP/CO DG 4-3-8 HO 2-6-1 HH 4 HO4-0 - HH 2-2-5 4.386 2-16d toenails • 1-9-2 TB 2x3=-- A x3-A El 2-16d toenails W:508 R: 296 U: 43 EP 3-10-15 5-11-4 TC 1-2-0 3-10-15 2-0-5 BC 5-11-4 EP 5-11-4 5-11-4 ALL PLATES ARE MT2020 Scale:0.713"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 21.6 LBS TL Defl -0.06" in A -C L/674 Zone location: Exterior LL Defl -0.02" in A -C L/999 TC Dead Load : 5.0 psf Online Plus -- Version 20.0.025 Shear // Grain in A -B 0.16 BC Dead Load : 7.0 psf RUN DATE: 11-MAY-07 Max comp. force 24 Lbs Plates for each ply each face. Quality Control Factor 1.25 CSI -Size- ----Lumber---- PLATING CONFORMS TO UBC. TC 0.20 2x 4 1B PLATE VALUES MAY BE VERIFIED BC 0.14 2x 4 1B WITH ROBBINS ENGINEERING. GRIP VALUES BASED ON Doug-Fir-Larch Brace truss as follows: LUMBER USING GROSS AREA TEST. O.C. From To Plate - MT20 20 Ga, Gross Area TC Cont. 0- 0- 0 5-11- 4 Plate - MT2H 20 Ga, Gross Area BC Cont. 0- 0- 0 5-11- 4 Jt Type Plt Size X Y JSI A MT20 2.Ox 3.0 Ctr Ctr 0.82 Loading Live Dead (psf) TC 30.0 7.0 BC 0.0 10.0 REFER TO ROBBINS ENG. GENERAL Total 30.0 17.0 47.0 NOTES AND SYMBOLS SHEET FOR Spacing 24.0" ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.15 Plate Duration Factor 1.15 For proper installation of TC Fb=1.15 Fc=1.10 Ft=1.10 toe-nails, refer to the 2001 BC Fb=1.10 Fc=1.10 Ft=1.10 National Design Specification (NDS) for Wood Construction Plus 4 Wind Load Case(s) NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd Valley Best Way Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 297 44 5- 8 1- 8 ANSI/TPI 95 & 02 Hz = 59 OH Loading B 144 56 1- 8 1- 8 Soffit psf 2.0 C 57 0 1- 8 1- 8 Wind Loads - ANSI / ASCE 7-02 Hz = 32 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 -B 0.20 24 C 0.00 0.20 Exposure Category: C Bottom Chords Occupancy Factor : 1.00 A -C 0.14 31 T 0.00 0.14 Building Type: Enclosed Robbins Engineering,Inc./Online Plus"'8 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:25 PM Page 1 Job Mark Quan Type Span P1-Hi Left OH Right OH Engineering Q62307 MI 2 JCA2D 51104 4.386 1- 2- 0 0 RAPP/CO HO 2-6-1 DG 6-5-0 HH 2-2-5 HO 4-0 HH 4 n 3-16d toenails 4.386 TB 2-5-15 2x3= A r B1 41 2-16d toenails W:508 R: 371 U: 63 0 N EP 5-10-15 TC 1-2-0 5-10-15 BC 5-11-4 EP 5-11-4 5-11-4 ALL PLATES ARE MT2020 Scale:0.578"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 25.6 LBS TL Defl -0.12" in A -C L/558 Zone location: Exterior LL Defl -0.06" in A -C L/999 TC Dead Load : 5.0 psf Online Plus -- Version 20.0.025 Shear // Grain in A -B 0.23 BC Dead Load : 7.0 psf RUN DATE: 11-MAY-07 Max comp. force 40 Lbs Plates for each ply each face. Quality Control Factor 1.25 CSI -Size- ----Lumber---- PLATING CONFORMS TO UBC. TC 0.38 2x 4 1B PLATE VALUES MAY BE VERIFIED BC 0.27 2x 4 1B WITH ROBBINS ENGINEERING. GRIP VALUES BASED ON Doug-Fir-Larch Brace truss as follows: LUMBER USING GROSS AREA TEST. O.C. From To Plate - MT20 20 Ga, Gross Area TC Cont. 0- 0- 0 5-11- 4 Plate - MT2H 20 Ga, Gross Area BC Cont. 0- 0- 0 5-11- 4 Jt Type Plt Size X Y JSI A MT20 2.Ox 3.0 Ctr Ctr 0.82 Loading Live Dead (psf) TC 30.0 7.0 BC 0.0 10.0 REFER TO ROBBINS ENG. GENERAL Total 30.0 17.0 47.0 NOTES AND SYMBOLS SHEET FOR Spacing 24.0" ADDITIONAL SPECIFICATIONS. Lumber Duration Factor 1.15 Plate Duration Factor 1.15 For proper installation of TC Fb=1.15 Fc=1.10 Ft=1.10 toe-nails, refer to the 2001 BC Fb=1.10 Fc=1.10 Ft=1.10 National Design Specification (NDS) for Wood Construction Plus 4 Wind Load Case(s) NOTES: Trusses Manufactured by: Jt React Uplft Size Req'd Valley Best Way Lbs Lbs In-Sx In-Sx Analysis Conforms To: A 371 64 5- 8 1- 8 ANSI/TPI 95 & 02 Hz = 91 OH Loading C 80 0 1- 8 1- 8 Soffit psf 2.0 B 195 92 1- 8 1- 8 Wind Loads - ANSI / ASCE 7-02 Hz = 49 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 -B 0.38 40 C 0.00 0.38 Exposure Category: C Bottom Chords Occupancy Factor : 1.00 A -C 0.27 0 T 0.00 0.27 Building Type: Enclosed Robbins Engineering,Inc./Online Plus'.B 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:25 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering Q62307 M2 2 JCA2D 51104 4.386 1- 2- 0 0 • , RAPP/CO HO 2-6-1 DG 8-6-8 HH 2-2-5 HO 4-0 HH 4 2-16d toenails i 4.386 TB 3-2-11 W:108 2x4= R: 408 A U: 188 B1 J 2-16d toenails W:508 R: 339 U: 38 EP 5-11-4 7-10-15 TC 1-2-0 5-11-4 1-11-11 BC 5-11-4 1-11-11 EPS 5-11-4 7-10-15 I'7 5-11-4 ALL PLATES ARE MT2020 Scale:0.488"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 29.7 LBS D -B 0.32 64 T 0.00 0.32 Wind-Force Resistance System. Bottom Chords Wind Speed: 90 mph Online Plus -- Version 20.0.025 A -C 0.21 0 T 0.00 0.21 Mean Roof Height: 25-0 RUN DATE: 11-MAY-07 Exposure Category: C TL Defl -0.09" in A -C L/694 Occupancy Factor : 1.00 CSI -Size- ----Lumber---- LL Defl -0.05" in A -C L/999 Building Type: Enclosed TC 0.33 2x 4 1B Hz Disp LL DL TL Zone location: Exterior BC 0.21 2x 4 1B Jt D 0.00" 0.00" 0.01" TC Dead Load : 5.0 psf Shear // Grain in A -D 0.28 BC Dead Load : 7.0 psf Brace truss as follows: Max comp. force 79 Lbs O.C. From To Plates for each ply each face. Quality Control Factor 1.25 TC Cont. 0- 0- 0 5-11- 4 PLATING CONFORMS TO UBC. BC Cont. 0- 0- 0 5-11- 4 PLATE VALUES MAY BE VERIFIED WITH ROBBINS ENGINEERING. GRIP Loading Live Dead (psf) VALUES BASED ON Doug-Fir-Larch TC 30.0 7.0 LUMBER USING GROSS AREA TEST. BC 0.0 10.0 Plate - MT20 20 Ga, Gross Area Total 30.0 17.0 47.0 Plate - MT2H 20 Ga, Gross Area Spacing 24.0" Jt Type Plt Size X Y JSI Lumber Duration Factor 1.15 A MT20 2.Ox 4.0 Ctr Ctr 0.78 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 REFER TO ROBBINS ENG. GENERAL NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 4 Wind Load Case(s) For proper installation of Jt React Uplft Size Req'd toe-nails, refer to the 2001 Lbs Lbs In-Sx In-Sx National Design Specification A 339 38 5- 8 1- 8 (NDS) for Wood Construction Hz = 122 C 71 0 1- 8 1- 8 NOTES: D 408 188 1- 8 1- 8 Trusses Manufactured by: B 20 24G 1- 8 1- 8 Valley Best Way Hz = 65 Analysis Conforms To: G = Gravity Uplift ANSI/TPI 95 & 02 OH Loading Membr CSI P Lbs Axl-CSI-Bnd Soffit psf 2.0 Top Chords Wind Loads - ANSI / ASCE 7-02 A -D 0.33 79 C 0.01 0.32 Truss is designed as a Main Robbins Engineering,Inc./Online Plus,.5 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:25 PM Page 1 Job Mark Quan Type Span Pl-Hl Left OH Right OH Engineering Q62307 M3 2 JCA2D 51104 4.386 1- 2- 0 0 • RAPP/CO DG 10-8-1 HO 4-0 HO 2-6-1 HH 4 HH 2-2-5B 2-16d toenails 4.386 TB 3-11-8 24= A - "=..- 1111•1111•111111.1..8 2-16d toenails B1 R: 434 U: 210 12], W:508 R: 337 U: 30 EP 5-11-4 9-10-15 TC 1-2-0 5-11-4 3-11-11 BC 5-11-4 3-11-11 EP 5-11-4 9-10-15 5-11-4 ALL PLATES ARE MT2020 Scale:0.383"=1' Robbins Engineering, Inc./Online Plus' APPROX. TRUSS WEIGHT: 33.7 LBS Bottom Chords Wind Speed: 90 mph A -C 0.21 0 T 0.00 0.21 Mean Roof Height: 25-0 Online Plus -- Version 20.0.025 Exposure Category: C RUN DATE: 11-MAY-07 TL Defl -0.09" in A -C L/706 Occupancy Factor : 1.00 LL Defl -0.04" in A -C L/999 Building Type: Enclosed CSI -Size- ----Lumber---- Hz Disp LL DL TL Zone location: Exterior TC 0.35 2x 4 1B Jt D 0.00" 0.00" 0.01" TC Dead Load : 5.0 psf BC 0.21 2x 4 1B Shear // Grain in A -D 0.28 BC Dead Load : 7.0 psf Max comp. force 114 Lbs Brace truss as follows: Plates for each ply each face. Quality Control Factor 1.25 O.C. From To PLATING CONFORMS TO UBC. TC Cont. 0- 0- 0 5-11- 4 PLATE VALUES MAY BE VERIFIED BC Cont. 0- 0- 0 5-11- 4 WITH ROBBINS ENGINEERING. GRIP VALUES BASED ON Doug-Fir-Larch Loading Live Dead (psf) LUMBER USING GROSS AREA TEST. TC 30.0 7.0 Plate - MT20 20 Ga, Gross Area BC 0.0 10.0 Plate - MT2H 20 Ga, Gross Area Total 30.0 17.0 47.0 Jt Type Plt Size X Y JSI Spacing 24.0" A MT20 2.Ox 4.0 Ctr Ctr 0.82 Lumber Duration Factor 1.15 Plate Duration Factor 1.15 TC Fb=1.15 Fc=1.10 Ft=1.10 REFER TO ROBBINS ENG. GENERAL BC Fb=1.10 Fc=1.10 Ft=1.10 NOTES AND SYMBOLS SHEET FOR ADDITIONAL SPECIFICATIONS. Plus 4 Wind Load Case(s) For proper installation of toe-nails, refer to the 2001 Jt React Uplft Size Req'd National Design Specification Lbs Lbs In-Sx In-Sx (NDS) for Wood Construction A 337 30 5- 8 1- 8 Hz = 153 NOTES: C 70 0 1- 8 1- 8 Trusses Manufactured by: D 435 210 1- 8 1- 8 Valley Best Way B 100 56 1- 8 1- 8 Analysis Conforms To: Hz = 82 ANSI/TPI 95 & 02 OH Loading Membr CSI P Lbs Axl-CSI-Bnd Soffit psf 2.0 Top Chords Wind Loads - ANSI / ASCE 7-02 A -D 0.35 114 C 0.01 0.34 Truss is designed as a Main D -B 0.34 71 T 0.00 0.34 Wind-Force Resistance System. Robbins Engineering,Inc./Online Plus"O 1996-2007 Version 20.0.025 Engineering-Portrait 5/11/2007 3:35:25 PM Page 1 FOUNDATION PLAN \t \ PLEASE COMPLETE THE FOLLOWING INFORMATION AND ADD ON THE DRAWING BELOW. BUILDING DIMENSIONS: 22L 6x 2A-io �� �� �� A9R GARAGE OPENING AND HEADER S • :1'8 s©J�AC� W/lY 3�� -�� L.14 I-1 N r1iyNp1(S M1c >Z INDICATE THE LOCATION AND SIZE OF ALL WINDOWS AND DOORS • ` - - 1/.1•. WIDTH I 2Af-4" - RIDGE LINE - I " .r...-.1. ( t' �' I I - . I b 3 I z. ® I I n l ! I. I 1 , � �Q �, I I i x W I tom- texts r iAi G-i, ,o„, ,,_ t--z,ta c:,,-rvo LA E -4 J r I �� � CONCRFTE TO COMPLY TO IRC TABLE 40iiv G- ." .1( )1 0 I FOUNT ATION WA`LS-3000#PSI 1 I I •.,, SLAB$ GARAGES, CARPORTS �� N 1 I (PORCHES-33130#PSI fi #o I I ALL Ff1OTINBS • MUST BE CONTI1�NOUS I C E I MI_ TRS P T,E I I / 5T @CerherS I I lyp Tye E,4• c,214— - - - - - - - •- I 14 -."----41 — —13"3 Z7e7rWrZIT,24— — "g e 7 Acc,ail-th .-A,..7ii. I. 46 lie- 2.L(o 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 starting 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. FOUNDATION PLAN PLEASE COMPLETE THE FOLLOWING INFORMATION AND ADD ON THE DRAWING BELOW. BUILDING DIMENSIONS: 22-6:1)c 21 - 9 iikeo dD G-L-d S'Zen GARAGE OPENING AND HEADER SIZE: V r tJ.Dalt- INDICATE THE LOCATION AND SIZE OF ALL WINDOWS AND DOORS ON THE PLAN. WIDTH 1 2-,2'-4" 1 FUDGE LINE - .I 1 I + . i - LI -.:- i l I I I � I n1 A A t... .4.1.....t wt_ c-'-,a sir L� Z I I itu—r t�t'.c i t,,t.1 -.i\ rCCNCPFT E TO COMPLY TO IRC TABLE 404. .1( .) I FOUNT ATION WALLS-3000#PSI • SLABS GARAGES, CARPORTS I ; °� �y� 2X� PORCHES-35'b PSI O I ft ALL FOOTINGS MUST 8E CONTINUOUS ,� / I I 4 / r. ... } - ---- CGLS4.4Zt -IL r" 4 /IL a,.. .. _ .__ , P"<..._ * 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 starting 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 Wa11 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 • ' • Citof - S KANE VALLEY BUILDING DEPARTMENT . 1707 E.Sprague Avenue#106,Spokane Valley,Washington 99206-Tel 509-688-0036•Fax 509-688-0037 Following Is a typical cross-section for a residential garage. It may not represent the proposed project If you are using this detail as a portion of your plan submittal.please complete the requested information in the boxes provided on both sides of this sheet This completed sheet,along with any additional Information needs to be submitted with your apllcation and be on site at the time of inspection. PROTECTION AND OPENINGS BETWEEN NOTE: DWELLINGS AND PRIVATE GARAGES SHALL HAVE: Diagonal wad bracing required on each caner and every 25 feet of wad. 1)MATERIALS APPROVED FOR ONE HOUR FIRE Walls within 3 feet of property line or RESISTIVE CONSTRUCTION ON THE GARAGE SIDE: within 6 feet of a dwelling must be 1 hour •5/8"TYPE x GYP BOARD(HABITABLE SPACE ABOVE) rated. (5d8"type x gypsum sheathing 1/r GYP BOARD(RESIDENCE/ATTIC.FLOOR/CEILING) on both sides of wad). Openings are not 2)OPENINGS BETWEEN GARAGE AND RESIDENCE permitted in these walls. Garages over SHALL BE EQUIPPED WITH SOLID WOOD DOOR,SOLID OR 3,000 sq.ft.require protection when HONEYCOMB CORE STEEL DOORS NOT LESS THAN 1 3/8", loser than 20 feet to the property One. OR 20 MINUTE FIRE RATED DOORS. Parapets may be required. ALTERNATE FOUNDATION FOR - ACCESSORY BUILDINGS FROM INEERED 7 ^+Z1 OR 400 SQ.FT.TO 3000 SQ.FT. - SIZE AND -�� Ct.I,NG X @ 21 O.C. SECTION A-A � 1/8" GAP ROOFING MATERIAL , * moi" BET•�VEEN SHEATHING 3�OOFING PAPER �j ccessible M�a j/ '' x 30„ -01i /Jz• ROOF �I SHEATHING °• f .• ~ • '• • • 1 - , DOUBLE TOP PLATE --=-7------' 1111➢='1. ruinu,• .-jr h: ��t�•Q '• ti.. ,, 1111:77=1:111,- / I1 5111111' • - ._11111{ BETWEEN.TRUSSES WALL HEIGHTc 8 11111==-JJTE. % ' . ' ' 24"MIN. . •'- • MIA Ito" (2)44 REBAR 04 1-12---1.. . —� WALL.SHEATHING I M 2x.d.,...@ th O,C. SIDING PRESSURE TREATED • # SOLE PLATE • •4 •k .6 • .M. . :•• t --r I I.E. 3-112•CONCRETE SLAB -===- • • 'r' 6"MIN. ' 6'MIN. II:(- '.I •s •d El Marliarglit f- .--,_-_-,-_::-.-,__::- r'• �,iiF�P E" --urn= • ,--,,--,IF 7„,_=-„,,• Imo" 24"MIN. :''r R BOLTS ,•4 . ill— 24"MIN. �=ir1 • 6'MW. ; I/2 MIN. I• •' • . (7"INTO CONCRETE) 6'O.C.OR APPROVED 1--12"--•I (2)#4 REBAR 6"x12" ANCHOR UVSTALLED FOOTING PER MANUFACTURER. FIGURE 1 CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS OVER CONCRETE OR MASONRY BLOCK FOUNDATION Outside Elevation , Side Elevation 1.. Extent of header (Two braced wall segments) Extent of header (One braced wall segment) I br , zy:� Q • •4.,•.. .1,.:•:...„,-..4-.4.-7:• f "!. I''''j, ^�j snj. S&�sr»$f >'.e:. :»Y.x xv 3 1 / T • • • " �f , sus `L,.. . • e . e Sheathing filler R • 4 . • p? �`rr hZ 1% X�7�VL l�SI. 1'�l�a ' .w `�. $ ss �. = 5 ,r� >: / � � r� �, a � .'�; r.;•5 ._. �, if needed ,• • • ,, .. . 4Grs l & SiP r/ALL Cal- R ?' A` ,r °�. E.� <�.. l • • p -A .i.!...,4-,i,,„14,....*Mx c +r`�',,� r.<sfl�•* ir. ' ' tibio !F0 S2 �' 1. ,ig (finished width) , i d=y m'`:r oNt, !1.4: #.00401 : I ,+ •; ° T'•'• 16d sinker •I.1$ , Fasten sheathingto header with `I + F ' '.'o .�.4 ��Y�N F•� To late �. � x�r� � s I I t.,1-.1 P P � ,� {mow �1.40411.15*. J yrs . nails in 2 rows /t,,'t { 1 " a`£a<w d v 'r, . ire � r r�� 8d common nails in 3 grid �- �! _+� 1=F £ • " q continuity is eget +I} ; k F, 3 o.c. • =y " 5 as shown and 3 o.c. in "- F''•..,,,,,......:44„,...*�,F ,a ' Ton4V . ;•{" � k patternrequired per of .Yrs' 4 , ltigtm i i° a .0., .m §x;.,. all framing (studs and sills) lyp �.� ' . I2.3.2 A .i.; � s , r�3 I ;_� 0 +, °r'cif yr h �v� �� • dow !€�✓440 p.m,op:owg,,,,zm,4,uw i i r �� � �V • 1000 lb header..•}is gra m8 •t: 1000 lb header-to- ack stud str• • s o' "�£tis, t £ '' •i' i i• to-jack-stud strap 88�- on both sides �., on both sides of opening � .; F.� y �; '�� +; (Install on backside as shown o STRAPS F* E " 'a it of opening (Ref. Max. 41.44,04,4404: , Y F 1 vito.:4 yc x41" ' r0Side Elevation, Ref. No. LSTA24) - CbZ/J w .,.,*h raft No. LSTA24) height� e�fF� ;,y,� ,•a°\ f'1 rx r F yy, ,,1, 1. 10 ,:, x�'� Min. (2) 2x4 iyp. Aftw..... r 4R•, F� r ^x'a�z `y 1 .�F �.- i4•iArar 1•a¢ x r Braced wall s ,4 �f � t • i s ='a ,rir4� ,, If panel splice is needed it shall segmentper ' r ;� . ..'" mt •sf 3/8 min. *}i•C a 1�+ k i i sr :f +•� s ` 44x4 f p n etas 4R602.10 5 :� sti a� I I ,,°i ,,,, occur within 24" ofmid-height. ,t F 4 ,rrR{ „ a I •.i r h4 �1.,6 thickness wood 4.00.,14,-,w.,,,., Blocking is not required. x t r •rx.,... .v 4 zZ �Fs i°,, 44,4404.0*I y ,s z 19� 11 x, structural panel * fit Min.width based on 6:1 lack studs -r„:.:• :.,.,,...-40,4,- • t � '4,;f ;4,: sheathing N�A.' height-to-width ratio: For i � of § ( ., � £; •, example:16" min.for 8' height per table , �" M � Y. R502.5(182) gw ' Min. 2"x2"x3/16" plate washer >�� »s `�* �;Ar j • I, 3" w . , *4-::.:,,2,:•,,,m.r «.f r.. '� 1-- '�7 I ag SS4 4 x� 1:,,4%., yn sx Y ia' 43"= t4 ,A. wP •:„.....4.,:,..„:3 x•'E.••.:,�'_F {,s,•• a j Y ty•, . it d '_. W/''''.0,:k1',, ya a • 3ri '41 0 V = v 4a:UA4. n to. Za.. .� �i c 4t yK : r s 4� g.� • + �; s .a• V� +'. ? `c"r z, .'d`` *,;$sW.liew'� . .�, e- ' ��r ��s ,� ���',.': E :412 ,: Air{r V. tn.�F,. 29..?, » ski. *,:... .5.•;.:. .:: ..*%%:.�..z�r. s «rt4e:.'.>.a .S.,_ ..1 s (.:%`:.,... .UF" ,..,aG 4�.:..F'., '` ..3. i ..4h? :,'s �. 4-,k,,... . :.I is Anchor bolt per R403.1.6 Typ. / ` Foundation per code Not to scale •r T FIGURE 1 • CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS ., OVER CONCRETE OR MASONRY BLOCK FOUNDATION Outside Elevation Side Elevation Extent of header (Two braced wall segments) Extent of header (One braced wall segment) •I ' a;4 • '.# • w' goo t'°' krP. ..;.t $00 :. ,� ,x Y.._.xr Aa ci+« ',f s e o . o o a /� $ aF +� '�sR m�., . .. v I' - ) Sheathingfiller et x w ea .. h a y r 4 s s +i< C# :,.t r a O a,,0 f,i, Y• x y y ,x? , ., #4s .tee%.,*N. S.' 3 . .1 J . :# R f , .+ , . . y� � � kF x „� t o< > q iI if needed ft 1 ''rr �'n3sn s x .4 s z> .S''"1 4 .k ,s • .S, t +J`r ^s 1 i �'�.' ` s: 10 • a a ,,+ om mx.;a£> ;..,,.y>.ss.,a.?,Er: we.. ...>.1.:s'�.....-' =•-•,,,,,,,,,,,,, 3•• :." a�+i :t i a ei . . ...,:m.::••:•••.., *. c o a Ar.'S ; * Idt t t; i t .Agg f i i. ,. ,'v! K t ' • 2'to 18' (finished width) +' '. �'" a'a i J i .::::0,,,,,,..4m4,1,:,,,*,,,,,,,,,, +as 41 f. +*• x +1 ' ' 1 ' 16d sinker 4�°� i _ ''i Fasten sheathing to header with Top plate +i�rt d0at $ '°'• •P ' { ## i _ nails in 2 rows 8d common nails in 3 grid continuity is V J i 1 _; 0� la :> @ 3 o.c. a=O4 4O r�'J) 1 .,. *- • pattern as shown and 3" o.c. ini+a✓j ; a +w z< 1 p retluiredper 1 . ea < ,,,ia t q df:� z si at n�Sya 11. r„ a=,.t ,.,° all framing (studs and sills) typ. R602.3.2 418110:1101.40.0 `I° �'` a''' 1000 lb header- ;t 5 ii i4 9 ii 'I#4 rK il ..: •i•D = A iaia 4! t i °!•i as m 4°19 . -yi i' x w .'tai° I l £ 3 = •i 1 / aiaiw, ti iai° '; to-jack-stud strap 1000 lb header-to-hack-stud strap , r „ , i{ 44011.10044-T. i i . tY °J•tm x i°.° on both sides a°#a s o_°► on both sides of opening : ftrr '"3 .'# " !e'e .!•t a.2A3 . J4 i' '1 " lair I 1 ,a4; ''i `'4;• (Install on backside as shown on �; R'+ ,'•f ;�r y {.,a of opening (Ref. Max. +#3 dJ J 1=� No. LSTA24) 0 ci an 4� a .: e 4 height '4#� `: Side Elevation, Ref. No. LSTA24) 1 '� t 1 �'M•f ` , ogJ4� ..,.,,,:.":.,........m4:4,0,4,..,,,,e is °iqt a °�° 10' 'eft ja Min. (2) 2x4 typ. .a s ;, $ e, � ;i+ f< af,,-.4 � .+ Braced wall 1 T# 3 0D9 f l_ ! . w o +' t+,p it It ` kt a i f;b,° If panel splice is needed it shall segment per ,£ 3 ,i ,1 _ ,� a k 1 1� h= =°i' R602.10.5 i 6 ' =J „ . :° r t 1al? 3/8 min. occur within 24" of mid-height. .. tr i = r+ i 410170.4C144 g i a #t ,i"i aPAR'P thickness wood pie= �x r fie'. Blocking is.not required. /' syy + z u�^ya(yv e X0.4 a; ; z ka==, ry n. i J. strucFura) panel •�,# 1 i No. of x =x s i r � � ft f`f xy ,,, sheathing a*erg _ Min. width based on 6:1 jack studs itt ,$�`�; y � t ` i,J? height-to-width ratio: Forx�vi a ' £ s,•4 ~ 4 `,w t per table -i. .1 4i l#� ��p�1 '`(���: example:1 b" min.for 8' height 8502.5(182) $ �` i•3` e • " itw,.g.s 3 t 'a; * 0§• !it Wka���`, 1-1► " xF� r r x�'':J.s, :�`a'#fi.'`. 443.06:10141i'S • rt tato Min 2"x2 x3/1 6 plate washer Y t r . iii $ r z; s 8g. 4 :. ai�-'I(�* t . •NoR i � rt x �F is 1 a"_' x " R». G - c+3.r =a� it rx "� • t r -i r i Po. f n:.x r= Aa "tai:. ,q: i-:a txy. c i x `a. h:R .-T 1 » �yi'� x x ,:,,. ,*'6.,,,,441.,..:::::.:w, R i i• sf 1r . A ;i�Y x '�'� P�igy. It=i= y `:1.� ia:;.�0 ' +c ;'" S��N ?4,P., sD0 % O.rx�Jah .`'T A ra£ . iiiI....F:, .1.0:',.,'..: Y.... # r i«'x',..yY% '!, c :•• J ..`.: �_.,. : V YR:1£'.= 9x t7 �'_..4 �r. ..::. ..... ,; 4. _p kt..:,.a£.. t' • Anchor bolt per 8403.1.6 Typ. Foundation per code If Not to scale ti • ' ,' 2'8"MIN.WIDTH 7116"OSB SHEATHING 3/8"MIN. c NAILED WITH 8d COMMON '.'"‘N OR GALVINIZED BOX NAILS IN ACCORDANCE WITH TABLE R6023(1)AND BLOC I ED AT ALL WOOD STRUCTURAL PANEL SHEATHING EDGES. ;41 xm c P i SB�Sp ,-' 11 C BACK EACH STRAP r �q WIT3 A STUD 1,800 POUNDS t RECOMMENDED HOLD T.„ • 4 IN r FROM EDGE OF w BRACING PANEL a • I i d. '',,,-..."'f'.1 0%. ."d•• y "d. ."d• IN FIRST STORY OF 1111. • • TWO-STORY BUILDINGS • .'. SHALL HAVE AT LEAST THREE y .• dy o•. d• y . dy . 13. ANCHOR BOLTS.PLACED AT • .• • ▪ • •• \ ��1:'-'" L'_ T "'" -* 11 ONE-FIFTH POINTS • " •dti .�es .•d- i. ,"0% ,"0• \ .y .•0•• ."0 0'• •• ."Ay "Oy ."dy . •• :•, :•, : , :, • ':: • :; :; • '• SIMPSON UPLIFT r d'. 0•. . d.• '..• 0•► Oro•. ▪ • ': • '.• • ' • ' • .... • •. • • • STRAP • 3,000 POUNDS 'i ."dy . 0% . dy "0•i AI ."OY ."dy y•.•0••• .'4't•."dy•."d•• •y•."d•.•."0•• ."dy . • • '• • • '• • ' • '. r . . �BOLT8 y ..,5%• •.0% ."0'. ."0•. ."0'. ."d'• •"0•. ."0% . INSTA LLtD IN ACCORDANCE %0 .0%. WITH FIGURE R403.1(1)SHALL •• •"0y .'0y...0'. . •• .•0%. .rb ."0•. . 0•. ."dy BE PROVIDED IN EACH PANEL ! ••: ••.• •,! • • !. •. ANCHOR PANEL ESQUA BE O/[ R�15�R @ TOE' 1. s• lb PLACL•D AT PANEL QUARTER T SCALE:I"=1'-0" POINTS of FounlDAipnI ALL. . T E BRACING PANEL Re4210 i ALTERNATE BRACED W ALL PANELS f 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 REVIEWED FOR C DE COMPLIANCE SPOKANE VALLEY UIL NG DIVISION RAPP CONSULTANTS, SUBJECT: RAPP Residence PLLC Spokane Valley, WA BY:DCR Date: June 25, 2007 SHEET NO: 1 OF 1 = 1/-7P/ 6; )76 /17/eaa/eK - 1"d"):f. 7-43 re 1 ; 7 71X �ZSC. h'. g! 3 4Fov WASJf c,44 6 91,35 �p 23832 �` swoNAL crIX:7 _Z 2 EXPIRES 5/l �� t 9 ,17/, 6( tic, 84) , Se,s(/8 K 4-.5-e67 = 9,0300 5: LAC'- /p4' 77' t/, $ L /7 300 j , *"xXV-" /,9' /736 /let//ems 353-6 14e , ,G - '2x ) /4- se 7Y -11 ti c ye k frvl 141 (>-) yo las /41 /J ,Y5 > " LOAD TABLES (PLF): ROOF (SNOW LOAD AREA 115%) _ HOW TO USE THIS TABLE 1. Determine the total load on the beam or header in pounds per lineal foot(plf). f 2. Locate under SPAN a span that meets or exceeds the required beam or header span (center-to-center of bearing). 3.Scan from left to right within the SPAN row until you find a cell where the maximum TOTAL LOAD meets or exceeds the required loads.For stiffer deflection criteria,use the L/240 values. 4.The dimensions of the beam are shown at the top of the column of the selected cell. 5. If the selected beam is too deep or the MIN.END/INT.BEARING length is too long, . continue scanning to the right to find a wider beam that may require less depth and I�r ', less bearing length. ) Z 1,.'11 ith. ',. 13/4"WIDTH(1 PLY) 31" WIDTH(2 PLY) ".r a 71/4" 91/4' 91/2" 111/4" 1 l/a" 14" 51/2" 71/4" 91/4" 91/2" 450 877 1182 1223 1523 1638 2065 901 1755 2365 2446 435 870 1.5/3.5 2.0/5.0 2.7/6.8 2.8/7.0 3.5/8.7 3.7/9.4 4.7/11.8 1.5/3.5 2.0/5.0 2.7/6.8 2.8/7.0 146325 800 841 1053 1126 1389 292 651 1601 1683 1.5/3.5 1.513.5 2.4/6.1 2.5/6.4 3.2/8.1 3.4/8.6 4.2/10.6 1.5/3.5 1.5/3.5 2.4/6.1 2.5/6.4 59 135 510 536 736 815 1045 118 270 1021 1073 446 481 893 963 1.5/3.5 1.5/3.5 1.9/4.9 2.0/5.2 2.8/7.1 3.1/7.8 4.0/10.0 1.5/3.5 1.5/3.5 1.9/4.9 2.0/5.2 TOTAL LOAD 64 348 371 509 564 767 54 128 697 742 •2'. DEFLECTION L/240 265 286 463 540 530 572 .. MIN.END/INT.BEARING 1.5/3.5 1.6/4.0 1.7/4.3 2.3/5.9 2.6/6.5 3.5/8.9 1.5/3.5 1.5/3.5 1.6/4.0 1.7/4.3 TOTAL LOAD 33 221 239 373 412 562 66 443 479 i T• 41 169 183 298 348 556 339 366 1.5/3.5 1.5/3.5 1.5/3.5 2.0/5.1 2.2/5.6 3.0/7.6 1.5/3.5 1.5/3.5 1.5/3.5 a 148 160 265 311 428 36 296 321 `' . t 6 r ,�1 114 124 203 237 381 229 248 1.5/3.5 1.5/3.5 1.6/4.2 1.9/4.9 2.7/6.7 1.5/3.5 1.5/3.5 1.5/3.5 103 112 186 219 337 207 224 81 87 144 168 272 162 175 1.5/3.5 1.5/3.5 1.5/3.5 1.5/3.9 2.4/6.0 1.5/3.5 1.5/3.5 74 81 135 159 260 149 162 59 64 106 124 200 119 128 1.5/3.5 1.5/3.5 1.5/3.5 1.5/3.5 2.0/5.2 1.5/3.5 1.5/3.5 41 45 76 90 150 83 90 34 37 61 72 117 69 75 1.5/3.5 1.5/3.5 1.5/3.5 1.5/3.5 1.5/3.7 1.5/3.5 1.5/3.5 46 55 92 49 53 39 46 74 43 47 1.5/3.5 1.5/3.5 1.5/3.5 1.5/3.5 1.5/3.5 AssemblyAssemblyB T pcs. " 3 pcs.134" Assembly C 1 4 pcs. 13/4" 2"r II 111 2" 7" wide beams may only be side-loaded 13/4' when loads are applied to both sides of the A members(to minimize rotation). EXAMPLE PROBLEM Solution: MAXIMUM UNIFORM LOAD APPLIED TO First,check allowable load tables to verifythat 3 pcs.can carry the total EITHER OUTSIDE MEMBER(LBS.PER LINEAL FT.) 300 VLF430 MULTIPLE430 PLF load of 730 plf with proper live NAILED CONNECTION() Through Bolted Connection(2) load deflection criteria.Maximum SEMBLY 2 ROWS 16d 3 ROWS 16d load applied to either outside e pictures) (3s/a ) (3y/2 ) 2 ROWS�/2" 2 ROWS i/2" member is 430 plf.For a 3 pc. 13/a" COMMON WIRE COMMON WIRE BOLTS BOLTS multiple assembly,2 rows 16d @ 24"o.c. @ 12" o.c. I (31/2")nails at 12" o.c.is good for @ 12"4o.c. @ 12" o.c. only 355 plf.Therefore,use 3 rows A 470 705 505 1010 §"" 16d(3Y")nails at 12" o.c.(good g(3) 355 530 380 760 for 530 plf).Alternate:2 rows Yz" jor bolts at 12"o.c. C - 340 680 -- (i)Nailed Connection values may be doubled for 6" o.c.or tripled for 4" o.c.nail spacing. GENERAL NOTES •Verify adequacy of beam in uniform load tables. (2)Bolts are to be material conforming to ASTM standard A307(machine bolts). Bolt holes are to be the same diameter as the bolt,and located 2" from the top and bottom of the •Values listed are for 100%stress level. Increase 15%for snow f member.Washers should be used under head and nut. loaded roof conditions or 25%for non-snow roof conditions, where code allows. (3)For a three-piece member,the nailing specified is from each side. •Beams wider than 7" require special consideration by the design professional and may only be side-loaded when loads are applied to both sides of the members. • I BLE HOLES FOR UNIFORMLY LOADED BEAMS 43 ALLOWABLE 2 x Diameter of the largest hole(minimum) OV° x -401 ' 111111111f Allowed Hole Zone 1/3s an 1/3 span 1/3 span p GENERAL NOTES --e- ♦ DO NOT cut,notch or drill holes in Microllamo LVL except as indicated in table below and illustration at left. BEAM DEPTH MAXIMUM ROUND •The Allowed Hole Zone is suitable only for uniformly loaded beams using maximum loads for any � HOLE SIZE tables listed in this brochure.For other load conditions or hole configurations,please contact your 3 Trus Joist MacMillan representative. ( 5i ., 1 /a" •Rectangular holes are not allowed. "" 2 •Holes in cantilevers require additional analysis. l 1.9E MS ■ I/MS ■M/MS i C/LS 1 A/LST TS P SIMPSON The new MSTC provides a high capacity strap using 10dx11/2"nails.The lighter gauge .4-3"-, 2 1'a"� and countersunk nail make a lower profile strap.Nails are also slotted for easy access. �� i1/2" °° °° t The MSTI strap is a high capacity tension strap for use on wood I-joists as well as for r°O to •0 vertical use on composite wood products where applicable.It is designed with a 3"nail I o Oo spacing to minimize the chance of splitting the wood. 3„ I 0 0 TVP° Use the LSTA or MSTA for narrower I-joist widths. %.-.-I,_1-- ° I` The LSTI light strap ties are suitable in areas where gun-nailing is necessary + 0 ~ — through diaphragm decking and wood chord open web trusses. 0 0 ° • MATERIAL: See table. o ' FINISH:Galvanized • t___ o Cr ° ° f INSTALLATION:•Members shall have the same number of installed nails o 9O at each end.Otherwise,the load is limited by the least number of nails in 1 11111 - oZ o °T° either member. �11;,1. I ' f ■ NAIL END DISTANCE—Minimum nail end distance from the end of the -:-_iiiin 0 °L° I. wood member is 23/8".Reduce loads proportionately when less than the • MEINJ `3° maximum nails are installed in the connecting members beyond the G 0 ° ° ;{` A minimum end distance. 's 0 0 I CODES:ICBO,SBCCI,BOCA Nos.NER-413,NER-443,NER-393,NER-499; . t° 0 ° o • City of L.A.Nos.RR25149,RR22086,92 0828.05.MSTC submitted to ICBO.RR25119;Dade County,FL 93-0828.7, 3 :_� ;'!!i 0 0 f',H Model Dimensions_ Fasteners Max Allowable Loads1'2 �o0o� °6°° •a . . Mat'I -- No. W L (Total) (100) (133) (160) =- ° `- _L_. I MSTC28 . P LSTA9 20 ga 11/4 9 8-10dx11/2 370 495 595 i_f • t 33a ° ° o• 2 (q LSTA12 20 ga 11/4 12 10-10dx11/2 465 620 745 LSTA15 20 ga 11/4 15 12-10dx11/2 560 745 895 ° ° . _i LSTA&MSTA ° ° -- N LSTA18 120 ga 11/4 18 14-10dx11/2 650 870 1040 LSTA21 20 ga 11/4 21 16-10dx11/2 745 990 1190 shlown holeslot not ° ° • • LSTA24 120 ga 11/4 24 18_10dx11/2 835 1115 1295 ° ° LSTA30 18 ga 11/4 30 22-10dx11/2 1025 1365 1635 _BEAM and l MSTA36 16 ga 11/4 36 26-10dx11/2 1210 1610 1935 . STRAP • ! LSTI49 18 ga 33/4 49 32-10dx11/2 1455 1940 2330 2'/e" ° ° END 1111‘ LSTI73 18 ga 33/4 73 48-1odx11/2 2185 2910 3495 DISTANCE , ''� ° ° .0* O MSTI26 12 ga 21/,6 !!1E 10dx11/2 1130 151-10dx11/2 1565 209005 0 ::,1::) LSTI MSTI .1�di11Yg 2 5 28. 24 o MSTI60 12 ga 21/16 60 d'0-1021x1/2 2760 3680 4415 \,, e MSTI72 12 ga 21/16 72 72-10dx11/2 3310 4415 5300 N\ o MSTC28 16 ga 3 281/4 36-10dx11/2 1675 2230 2680 \ cc MSTC40 16 ga 3 401/4 54-10dx11/2 2420 3225 3870 / i*„,,-.--STRAEAMP and o MSTC52 16 ga 3 521/4 70-10dz11/2 3160 4215 474d - �ti�.111‘ 4. LSTA Installation 2=/a^ N E• 1. Maximum loads have been increased 33%and 60%for wind or earthquake END N. loading with no further increase allowed. (Hanger not shown) DISTANCE /:`,7"----111%-7. 1 2. Allowable loads based on DF/SP species joist or header. ° 0 ii wool 0 4/0 U ' yr 1111 C- U ,it: d illirai2/ � it ....v._ _ I�� / � LSTA �� �� `1 Installation �•. ��/ 7......./.. (Hanger not shown) lqiiL ler 1 Il ,1044110. alai 1.44110".1°.' LSTI Installation "� MSTI Installation (MIT hanger shown) 43 LSTI similar 44 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 Sfiolane REVIEWED FOR COL? .COMPLIANCE SPOKANE VALL. -;t?_�iN DIVISION .nc t 6 -14 4