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2006, 05-02 Permit App: 06001534 GarageProject Number: 060015j4 fnv: 1 Application Date: 5/3/2006 Page 1 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Proiect Information: , iXg-M- A Permit Use: 26 x 38' WOOD FRAME GARAGE Contact: ARP, KEITH Address: 11808 E 26TH AVE C - S - Z: SPOKANE VALLEY, WA 99206 Setbacks: Front Left: Ri-ht: Rear: Phone: (509) 892-0167 Group Name: Site Information: Project Name: Plat Key: 002392 Name: SKY V1 EW ACRES ADD District: F Parcel Number: 45284.0807 Block: Lot: SiteAddress: 11808 E 26TH AVE Owner: Name: ARP, KEITH Address: 11808 E 26TH AVE Location:: CSV SPOKANE VALLEY, WA 99206 Zoning: SFR Water District: Hold: ❑ Area: 4,000.00 Acres Width: 0 Depth: 0 Right Of Way (ft): 0 Nbr of Bldgs: 1 Nbr of Dwellings: 1 Review Information: Review Building Plan Review Released By: ---- Originally Released: 5/2/2006 By: TMELBOU Driveway/Approach Released By: Originally Released: 5/3/2006 By: amblake Landuse/Zoning/HE Conditions Released By Originally Released: 5/2/2006 By: CJJANSSE Sewer Review Released By: SEE FILE Originally Released: 4/26/2006 By: amblake Operator: AMB Printed By: AMB Print Date: 5/3/2006 Project Number: 06001534 Inv: I Application Date: 5/3/2006 Page 2 of 2 THIS IS NOT A PERMIT Penalties will be assessed for commencing work without a permit Permits:. - -- Building Permit -- Contractor: OWNER Firm: OWNER Phone: (000) 000-0000 This Application: Total Project: Description Grp Type Notes Scl Ft Valuation Sg Ft Valuation GAR WOOD U-1 VB owner 0 $16,000.00 0 $16,000.00 Totals: 0 $16,000.00 0 $16,000.00 Item Description Units Unit Desc Fee Amount RESIDENTIAL PERMIT FEE I SELECT $265.25 ACCESSORY PLANS REVIEW 1 SELECT $66.31 WSBC SURCHARGE 1 SELECT $4.50 Permit Total Fees: Notes: $336.06 Payment Summary Permit Type Fee Amount Invoice Amount Amount Paid Amount Owing Building Permit $336.06 $336.06 $0.00 $336.06 $336.06 $336.06 $0.00 $336.06 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: 5/3/2006 aAve Flo � PLAw'i1NG DEPT. APF IED DATE:- FIGURE 1 CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS OVER CONCRETE OR MASONRY BLOCK FOUNDATION Outside Elevation Extent of header (Two braced wall segments) Extent of header (One braced wall segment) ---�I 2' to 18' (finished width) Fasten sheathing to header with Top plate 8d common nails in 3" grid continuity is pattern as shown and 3" o.c. in required per all framing (studs and sills) typ. R602.3.2 Side Elevation Sheathing filler if needed 16d sinker nails in 2 rows @ 3" o. c. 1000 Ib header - to -jack -stud strap on both sides of opening (Ref. No. LSTA24) 3/8" min. thickness wood structural panel sheathing Anchor bolt per R403.1.6 Typ. —_/ \­ Foundation per code Not to scale ° 1000 lb header -to -jack -stud strap —� on both sides of opening Max f) °= o (Install on backside as shown on height o;a aa ,� Side Elevation, Ref. No. LSTA24) 10' °;t Min. (2) 2x4 typ. Braced wall If panel splice is needed it shall segment per occur within 24" of mid -height. R602.10.5 e,6, _' fay: Blocking inot required. 9s No. of Min. width based on 6:1 jack studs height -to -width ratio: For per table 0 90 ,o, f ,. f example: 16" min. for 8' height R502.5(1 &2) alpf. :::«fAid: 1 Min. 2 x2 x3/16 plate washer Side Elevation Sheathing filler if needed 16d sinker nails in 2 rows @ 3" o. c. 1000 Ib header - to -jack -stud strap on both sides of opening (Ref. No. LSTA24) 3/8" min. thickness wood structural panel sheathing Anchor bolt per R403.1.6 Typ. —_/ \­ Foundation per code Not to scale L= 4-ey- TYP T - 11TMin. 4 ft Brace Wall Panel per R602.10.3 & R602-10-4 30 Min. 2 ft 8 in. Alternate Brace Wall Panel per R602.10.6 X30 49v) Min. 16,18 or 20 in. APA Portal Frame Bracing VO sEngineered Shear Wall Bracing r 04 ,Ar4ijE-4tx requirea on Dom sioes of exit Doors wim min. size ut 3 ft. measured in direction of travel by 3 ft. or width of door if greater, and not lower than I 'h in. below threshold. Landing required at other exterior doors is a minimum size of 3 ft travel distance by width of door, and not lower than 7'/4 in. below threshold provided the door does not swing over the landing. wul 3.9 , I I # ) plyViock 14 J> 0 Vj Uj) I 61",.A-14- 0 4UMArJ�- T1 G -J Q It." ©,C. o4' LA :> G�t �-hz r-1 r #-s JEFF H C --j C� 40-0-0 SALESMAN VALLEY BESTWAY KEITH ARP 4/12 N 0 Hoot Lowing 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. I g Job: 826306 Designer: JB Checker: Date: 03-13-06 EWA�—E TEB BCFTC C CR LO VALLEY BESTWAY KEITH ARP 4/12 N 0 Hoot Lowing 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. I g Job: 826306 Designer: JB Checker: Date: 03-13-06 Mar. 13.0D2006- 8:27AMark valley bestway N o. 141 b -r. `+/ o Quan Type Span Pl-Hl Left OH Right OH Engineering 2- o- 0 2- o- o 26306 A3 9 TR 280000 4 ARP JB P us 1n it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 1479 341 5- 8 1- 9 NOTES AND SYMBOLS SHEET FOR Hz = 82 ADDITIONAL SPECIFICATIONS. C 1479 341 5- 8 1- 9 Hz = -81 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd Valley Best Way ----------Top Chords---------- Analysis Conforms To: A -G 0.59 3088 C 0.13 0.46 ANSI/TPI 95 & 02 G -B 0.50 2089 C 0.03 0.47 OH Loading B -H 0.50 2089 C 0.03 0.47 Soffit psf 2.0 H -C 0.59 3089 C 0.13 0.46 Wind Loads - ANSI / ASCE 7-98 --------Bottom Chords--------- Truss is designed as a Main A -F 0.56 2938 T 0.36 0.20 Wind -Force Resistance System. 9 F -E 0.48 2938 T 0.36 0.12 Wind Speed: p Robbins Engineering, InnR e c e i v e d T i m e A a r . 13 . E 1 1 :11 AMtrait 3/13/2006 8'.29'.55 AM Page 1 DG 14-10-6 4x5= HO 3-15 DG 14-10-6 B HH 4 HO 3-15 HH 4 TCU TCU 5x5, T536 H SPL SPL G 471 CSL 4-11-15 W3 _ Ta' 3x6. TCL W3 C 3x6= w2 A 1 BCL E D BCI" 0• 2X3 11 5x6= X3 1 I W:508 w:508 SPL R:1479 R:1479 U: 341 U: 341 28-0-0 EP 7-4 -14 14-0-0 220-77--22 7-4-14 2-0-0 TC 2-0-0 7-4-14 6-7_2 6-7-2 28-0-0 BC -4-1 -17-44 14-0 Ep 28-0-0 ALL PLATES ARE LOCK20 Scale: 0.210"= 1' Robbins Engineering, Inc./Online Plus- APPROX. TRUSS WEIGHT: 159.0 LBS 0.12 Mean Roof Height: 25-0 E -D 0.48 2938 T 0.36 C D -C 0.56 2938 T 0.36 0.20 Exposure Category: 1.00 Plus -- Version 19.0.009 --- --Webs------------- -- Occupancy Factor : Enclosed Online F -GG 0 0. 153 T Building Type: RUN DATE: 13 -MAR -06 .0 0.7744 1028 C Zone location: Exterior G -E TC Dead Load : 4.2 psf CSI -Size- ----Lumber---- E -B 0.28 859 T BC Dead Load 6.0 psf TC 0.59 2x 4 1B E -H 0.74 1028 C Max comp. force 3089 Lbs BC 0.56 2x 4 1B D -H 0.05 153 T Quality Control Factor 1.25 WB 0.74 2x 4 DFL -STUD TL Defl -0.36" in F -E L/908 Brace truss as follows: LL Defl -0.21" in F -E L/999 O.C. From To Shear // Grain in A -G 0.33 TC Cont. 0- 0- 0 28- 0- 0 0- 0- 0 28- 0- 0 Plates for each ply each face. BC Cont. **SEE REVERSE SIDE OF THIS ** Loading Live Dead (psf) **PAGE FOR IMPORTANT NOTES ** TC 30.0 7.0 Plate - LOCK 20 Ga, Gross Area BC 0.0 10.0 Plate - RHS 20 Ga, Gross Area Total 30.0 17.0 47.0 it Type Pit Size X Y JSI 24.0" A LOCK 3.Ox 6.0 Ctr Ctr 0.97 Spacing Lumber Duration Factor 1.15 G LOCK 5.Ox 5.0 0.3 0.7 0.76 Plate Duration Factor 1.15 B LOCK 4.Ox 5.0 Ctr Ctr 0.74 TC Fb=1.15 Fc=1.10 Ft=1.10 H LOCK 5.Ox 5.0-0.3 0.7 0.76 BC Fb=1.10 Fc=1.10 Ft=1.10 C LOCK 3.Ox 6.0 Ctr Ctr 0.97 F LOCK 2.Ox 3.0 Ctr Ctr 0.45 E LOCK 5.Ox 6.0 Ctr-0.5 0.78 1 4 Wind Load Case(s) D LOCK 2.Ox 3.0 Ctr Ctr 0.45 P us 1n it React Uplft Size Req'd Lbs Lbs In-Sx In-Sx REFER TO ROBBINS ENG. GENERAL A 1479 341 5- 8 1- 9 NOTES AND SYMBOLS SHEET FOR Hz = 82 ADDITIONAL SPECIFICATIONS. C 1479 341 5- 8 1- 9 Hz = -81 NOTES: Trusses Manufactured by: Membr CSI P Lbs Axl-CSI-Bnd Valley Best Way ----------Top Chords---------- Analysis Conforms To: A -G 0.59 3088 C 0.13 0.46 ANSI/TPI 95 & 02 G -B 0.50 2089 C 0.03 0.47 OH Loading B -H 0.50 2089 C 0.03 0.47 Soffit psf 2.0 H -C 0.59 3089 C 0.13 0.46 Wind Loads - ANSI / ASCE 7-98 --------Bottom Chords--------- Truss is designed as a Main A -F 0.56 2938 T 0.36 0.20 Wind -Force Resistance System. 9 F -E 0.48 2938 T 0.36 0.12 Wind Speed: p Robbins Engineering, InnR e c e i v e d T i m e A a r . 13 . E 1 1 :11 AMtrait 3/13/2006 8'.29'.55 AM Page 1 Mar, 13. 2006- 8:27AMark valley bestway No. 1476-P. 3/6 Quan Type Span P1 -H1 Left OH Right OH engineering 26306 A2 20 TR 280000 4 2- 0- 0 2- 0- 0 ARP JB EP 9-11-0 18-1-0 28-0-0 DG 14-10-6 /! 5x5- DG 14-10-6 HO 3-15 B HO 3-15 HH 4 r HH 4 TCU TCU WEIGHT: 202.9 LBS T 5x5 � 5x5 D -C 0.93 5953 T 0.36 0.57 SPLE 471 GSPL -------------Webs------------- 4-11-15 RUN DATE: 13 -MAR -06 wi W2 Occupancy Factor : 1.00 TCL Building Type: Enclosed TCL 4x9- W2 I � 4x9- A 1 BC 0.93 2x 8 1B C WB 0.76 2x 4 DFL -STUD TL Defl -0.63" in D -C L/513 Max comp. force 6252 Lbs LL Defl -0.45" in D -C L/720 Quality Control Factor 1.25 BCL E S1 D BCL �J O.C. From To 63c6= 5x6- 6x6= TC Cont. 0- 0- 0 28- 0- 0 W:508 BC Cont. 0- 0- 0 28- 0- 0 W:508 8:2879 **PAGE FOR IMPORTANT NOTES ** R:2879 U: 341 Plate - LOCK 20 Ga, Gross Area U: 341 EP 7-10-8 14-0-0 20-1-8 28-0-0 TC 2-0-0 7-10-8 1 6-1-8 1 6-1-8 7-10-8 2-0-0 BC F LOCK 5.Ox 5.0-0.2 0.5 0.74 .9-11-0 8-2-0 1 9-11-0 Plate Duration Factor 1.15 EP 9-11-0 18-1-0 28-0-0 28-0-0 ALL PLATES ARE LOCK20 Scale: 0.210" = 1' Robbins Engineering, Inc./Online Plus• APPROX. TRUSS WEIGHT: 202.9 LBS S1 -D 0.56 4016 T 0.24 0.32 Wind Speed: 90 mph D -C 0.93 5953 T 0.36 0.57 Mean Roof Height: 25-0 Online Plus -- Version 19.0.009 -------------Webs------------- Exposure Category: C RUN DATE: 13 -MAR -06 F -E 0.13 565 C Occupancy Factor : 1.00 E -B 0.76 2274 T Building Type: Enclosed CSI -Size- ----Lumber---- B -D 0.76 2274 T Zone location: Exterior TC 0.94 2x 4 DFL -2400 D -G 0.13 565 C TC Dead Load 4.2 psf BC 0.93 2x 8 1B BC Dead Load 6.0 psf WB 0.76 2x 4 DFL -STUD TL Defl -0.63" in D -C L/513 Max comp. force 6252 Lbs LL Defl -0.45" in D -C L/720 Quality Control Factor 1.25 Brace truss as follows: Shear // Grain in A -E 0.46 O.C. From To TC Cont. 0- 0- 0 28- 0- 0 Plates for each ply each face. BC Cont. 0- 0- 0 28- 0- 0 **SEE REVERSE SIDE OF THIS ** **PAGE FOR IMPORTANT NOTES ** Loading Live Dead (psf) Plate - LOCK 20 Ga, Gross Area TC 30.0 7.0 Plate - RHS 20 Ga, Gross Area BC 40.0 20.0 Jt Type Plt Size X Y JSI Total 70.0 27.0 97.0 A LOCK 4.Ox 9.0 4.7 1.8 0.96 Spacing 24.0" F LOCK 5.Ox 5.0-0.2 0.5 0.74 Lumber Duration Factor 1.15 B LOCK 5.Ox 5.0 Ctr Ctr 0.97 Plate Duration Factor 1.15 G LOCK 5.Ox 5.0 0.2 0.5 0.74 TC Fb=1.15 Fc=1.10 Ft=1.10 C LOCK 4.Ox 9.0-4.7 1.8 0.96 BC Fb=1.10 Fc=1.10 Ft=1.10 E LOCK 6.Ox 6.0 Ctr-0.6 0.78 Sl LOCK 5.Ox 6.0 Ctr Ctr 0.84 D LOCK 6.Ox 6.0 Ctr-0.6 0.78 Plus 4 Wind Load Case(s) Jt React Uplft Size Req'd REFER TO ROBBINS ENG. GENERAL Lbs Lbs In-Sx In-Sx NOTES AND SYMBOLS SHEET FOR A 2879 342 5- 8 3- 1 ADDITIONAL SPECIFICATIONS. Hz = 81 C 2879 342 5- 8 3- 1 NOTES: Hz = -80 Trusses Manufactured by: Valley Best Way Membr CSI P Lbs Axl-CSI-Bnd Analysis Conforms To: ----------Top Chords---------- ANSI/TPI 95 & 02 A -F 0.94 6252 C 0.37 0.57 OH Loading F -B 0.56 5890 C 0.20 0.36 Soffit psf 2.0 B -G 0.56 5890 C 0.20 0.36 Prevent truss rotation at all G -C 0.94 6252 C 0.37 0.57 bearing locations. --------Bottom Chords--------- Wind Loads - ANSI / ASCE 7-98 A -E 0.93 5953 T 0.36 0.57 Truss is designed as a Main E -S1 0.56 4016 T 0.24 0.32 Wind -Force Resistance System. Robbins Engineering. in -R e c e i v e d T i m e A a r . 13 - E 1 1 :17 A M[rait 3/13/2006 829.55 AM Page 1 Ivlar, i�, �uub_ �:Z6AM valley beltway moo 2Z�09�����2 TTRe Sean Pl-H1 Left OH JB 280000 4 2- 0- 0 EP TC 2-0-0 BC EP 3x4 S1 *2x3 11 4[_ *2x311 L *2-c3 11 TCU T *2x3 11 H *2x3 I I F S D TCL -No, 1476-P. 2/6 Right OHI Cngineering 2- 0- 0 436- B TCU *2x311 33i4 0 *2x311 S2 Q *2x311 S *2x311 S U *2-,,[3I I S S w 14 90 9 Ll k -t I I ISI '@ r�C TCL BCL E M H T *2x311 *2x311 *2x311 *2x311 *2x311 5315= *2x3 P R v X BCG 11 *2x311 *2x311 *2x311 *233 II SPL 28-0-0 28-0-0 ALL PLATES ARE LOCK20 28-0-0 DG 14-10-6 HO 3-15 HH 4 3x4= C DG 14-10-6 Case(s) HO 3-15 T HH 4 4-11-15 L/999 1 3x4- Scale: EP TC 2-0-0 BC EP 3x4 S1 *2x3 11 4[_ *2x311 L *2-c3 11 TCU T *2x3 11 H *2x3 I I F S D TCL -No, 1476-P. 2/6 Right OHI Cngineering 2- 0- 0 436- B TCU *2x311 33i4 0 *2x311 S2 Q *2x311 S *2x311 S U *2-,,[3I I S S w 14 90 9 Ll k -t I I ISI '@ r�C TCL BCL E M H T *2x311 *2x311 *2x311 *2x311 *2x311 5315= *2x3 P R v X BCG 11 *2x311 *2x311 *2x311 *233 II SPL 28-0-0 28-0-0 ALL PLATES ARE LOCK20 28-0-0 DG 14-10-6 HO 3-15 HH 4 3x4= C Plus 4 Wind Load Case(s) TL Defl -0.01" in A -E L/999 g Preventttruss2rotation Scale: 0.210"= 1' Robbins Engineering, Inc./Online Plus" APPROX. TRUSS WEIGHT: 171.4 LBS Uplft Size Req'd LL Defl Shear // --------Bottom Chords--------- W LOCK 2.Ox 3.0 Ctr Ctr 0.00 Online Plus -- Version 19.0.009 E -G 0.07 60 -D 0.18 Refer to Gen Det 3 series for Cont. Brg 0- 0- 0 to 28- 0- 0 Plates for RUN DATE: 13 -MAR -06 G -I 0.01 0 T 0.00 0.07 E LOCK 2.Ox 3.0 Ctr Ctr 0.00 P Lbs I -K 0.01 0 T T 0.00 0.01 G LOCK 2.Ox 3.0 Ctr Ctr 0.00 CSI -Size- ---Lumber____ K -M 0.01 0 Plt Size X 0.00 0.01 I LOCK 2.Ox 3.0 Ctr Ctr 0.00 TC 0.12 2x 4 1B M -N 0.01 0.97 T 0.00 0.01 K LOCK 2.Ox 3.0 Ctr Ctr 0.00 BC 0.0 2x 4 1B N -P 0.01 0 T 0.00 0.01 M LOCK 2.Ox 3.0 Ctr Ctr 0.00 GW 0.044 2x 4 DFL -STUD P -R 0.01 0 0 T 0.00 0.01 N LOCK 5.Ox 5.0 Ctr-0.5 0.04 0.67 " R -T 0.01 0 T 0.00 0.01 P LOCK 2.Ox 3.0 Ctr Ctr 0.00 Brace truss as follows: T -V 0.01 Max comp. force 250 Lbs T 0.00 0.01 R LOCK 2.Ox 3.0 Ctr Ctr 0.00 O.C. From To V -X 0.07 0 0 T 0.00 0.01 T LOCK 2.Ox 3.0 Ctr Ctr 0.00 TC Cont. 0- 0- 0 28- 0- 0 X -C 0.09 0.04 T 0.00 0.07 V LOCK 2.Ox 3.0 Ctr Ctr 0.00 BC Cont. 0- 0- 0 28- 0- 0.04 Q LOCK 2.Ox 3.0 Ctr 65 C 0.00 0.09 X LOCK 2.Ox 3.0 Ctr Ctr 0.00 0 ----------Gable 0.00 Webs 0.12 ---------- C 0.00 0.12 S2 LOCK 3.Ox 4.0 Ctr Ctr 0.67 Loading Live Dead (psf) E G -D -F 0.04 0.02 250 112 C C 0.12 U LOCK 2.Ox 3.0 Ctr Ctr 0.00 Robbins Engineering, In,R TC 30.0 7.0 I -H 0.03 154 C REFER TO ROBBINS ENG. GENERAL BC 0.0 10.0 K -J 0.03 146 C NOTES AND SYMBOLS SHEET FOR Total 30.0 17.0 47.0 M -L 0.04 152 C ADDITIONAL SPECIFICATIONS. Spacing 24.0" N -B 0.03 90 C NOTES: Lumber Duration Factor 1.15 Plate Duration P -0 0.04 152 C Trusses Manufactured by: Factor 1.15 TC Fb=1.15 Fc=1.10 Ft=1.10 R T -Q -S 0.03 0.03 146 154 C Valley Best Way BC Fb=1.10 Fc=1.10 Ft=1.10 V -U 0.02 112 C C Analysis Conforms To: ANSI/TPI 95 & 02 X -W 0.04 250 C OH Loadin Plus 4 Wind Load Case(s) TL Defl -0.01" in A -E L/999 g Preventttruss2rotation at all Jt React Uplft Size Req'd LL Defl Shear // -0.01" in A Grain -E L/999 bearing locations. Lbs Lbs In-Sx In-Sx in A -D 0.18 Refer to Gen Det 3 series for Cont. Brg 0- 0- 0 to 28- 0- 0 Plates for each ply each face. web bracing and plating. Wind Loads - ANSI / ASCE 7-98 2958 608 Hz = 82 **SEE REVERSE SIDE OF THIS ** Truss is designed as a Main Membr CSI P Lbs Axl-CSI-Bnd **PAGE FOR IMPORTANT NOTES ** Plate Wind -Force Resistance System. ----------Top Chords---------- - LOCK 20 Ga, Gross Plate - RHS20 Ga, Gross Area Area Wind Speed: 90 mph A -D 0.12 81 C 0.00 0.12 Jt Type Plt Size X Y JSI Mean Roof Height: 25-0 D -F 0.12 86 C 0.00 0.12 A LOCK 3.Ox 4.0 Ctr Ctr 0.97 Exposure Category: C F -S1 S1 -H 0.02 0.04 82 C 0.00 0.02 D LOCK 2.Ox 3.0 Ctr Ctr 0.00 Occupancy Factor : 1.00 Building Type: Enclosed H -J 0.04 59 77 C 0.00 0.04 F LOCK 2.Ox 3.0 Ctr Ctr 0.00 Zone location: Exterior J -L 0.04 76 C C 0.00 0.00 0.04 S1 LOCK 3.Ox 4.0 Ctr Ctr 0.67 TC Dead Load 4.2 psf L -B 0.04 84 T 0.00 0.04 0.04 H LOCK 2.Ox 3.0 Ctr Ctr 0.00 BC Dead Load 6.0 psf B -0 0.04 84 T 0.00 0.04 J LOCK 2.Ox 3.0 Ctr Ctr 0.00 Max comp. force 250 Lbs 0 -Q 0.04 76 C 0.00 0.04 L LOCK 2.Ox 3.0 Ctr Ctr 0.00 Quality Control Factor 1.25 B LOCK 4.Ox 5.0 Ctr Ctr 0.74 Q -S 0.04 77 C 0.00 0.04 0 LOCK 2.Ox 3.0 Ctr Ctr 0.00 S -S2 0.04 59 C 0.00 0.04 Q LOCK 2.Ox 3.0 Ctr Ctr 0.00 S2 -U 0.02 82 C 0.00 0.02 S LOCK 2.Ox 3.0 Ctr Ctr 0.00 U -W 0.12 86 C 0.00 0.12 S2 LOCK 3.Ox 4.0 Ctr Ctr 0.67 W -C 0.12 81 C 0.00 0.12 U LOCK 2.Ox 3.0 Ctr Ctr 0.00 Robbins Engineering, In,R e c e i v e d T i m e vM a r. 13 • E 1 1 :17 A Wait 3/13/2006 8.29:54 AM Page 1 eotj4,,'pjops RooF v nl� -_\v le .............. (-AN 2.1 1 (* a f- 500�0 r ---� Canie�QuS sof Vcd v h° t cje jA+Sola Sp { �TvwAa3a bio✓sc� P# felt for ice dam protection 3 3.5, C:.. ,4, r- levA-A�lor3 V-04 — vhtt�%aiio"l Uc{�4t � Mauv rbuR Minimum depth for frost protection in the City of Spokane Valley is 24 inches measured from the bottom of the footing to finish grade. Grade slope away from building a minimum 6 inches in fust 10 feet. 'z Q r�C* U CONCRETE TO COMPLY TO IRC TABLE 404.1.1 (1) y .: YL,AI1n" dVA,,LS - 3000 # PSI P P,S ARAGES, CARPORTS it EI, C 0 & PORCHES - 3500 * PSI mN .O T4J Co �,i i f �., W = �ORI'�°n►i*t�5 Cto� IntoatS ,Aa0ur►A Q,to v'30 P'?-IMe+ak 6 sack ayo Q,D a4'� r�ouT�V. to cac+r- /' CoaC2E�•e 2rjL�o5t7R� lu" T3AsE Ott g2�i 1211 �C I �2 ALL FOOTINGS MUST BE CONTINUOUS RE6RQ Blocking required at mid height in unfinished 4:Y, 0 (40 ) /y bearing walls Rov"I 1`14a-t# P A'4 e Is 2 s ve W All) PROVIDE SOLID BLOCKING UNDER ALL COLUMNS BEARING WALLS AND SHEARWALLS. PROVIDE DOUBLE JOINTS (MIN) UNDER ALL WALLS PAq/QLEL TO SPAN UNDO. PROVIDE DOUBLESTUDS (MIN) TO FOUNDATIDN UNDER ALL HIP AND GK;DER TAUSSESll1L0. PROVIDE SHEAR CONNECTION FROM INTERIOR SriLAn "n.._S TO TRUSSES OR JOISTS ABOVE. 'z Q r�C* U y v it EI, C 0 mN .O T4J Co N i f v Cl cam' I 1 Q,to v'30 U _ ayo Q,D 4mo N > a 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 S PD oRam vallqy REVIEWED FOR CODE�OMPLIANCE I SPOKANE'VA'-L— NG DIVISION c T h&AT 'or"I 0 -3 W:1 bifn 11; fl;