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HomeMy WebLinkAboutPermit Building 2020-01-07SPRINGFIELD City of Springfield Development and Public Works 225 Fifth Street f Springfield, OR 97477 OREGON Building Permit 541-726-3753 Residential Structural Permit Number: 811-19-002580-STR IVR Number: 811009214707 Web Address: www.springfield-or.gov Email Address: permitcenter@springfield-or.gov Permit Issued: January 07, 2020 1260 Framing TYPE OF WORK Pending Category of Construction: Single Family Dwelling Type of Work: Addition Pending Calculated Job Value: $17,327.16 Struct Res Pending Description of Work: Addition - new living space and covered patio Pending 1410 Underfloor Insulation JOB SITE INFORMATION Pending Worksite Address Parcel Owner: COLLIER JACOB E & 1119 S ST 1703261402402 ASHLEY A 1530 Exterior Shearwall Address: 1119 S ST Springfield, OR 97477 SPRINGFIELD, OR 97477 LICENSED PROFESSIONAL INFORMATION Business Name License License Number Phone KEVIN ALLEN MATHEWS - Primary CCB 206085 541-285-6092 PENDING INSPECTIONS Inspection Inspection Group Inspection Status 1999 Final Building Struct Res Pending 1260 Framing Struct Res Pending 1020 Zoning/Setbacks Struct Res Pending 1110 Footing Struct Res Pending 1220 Underfloor Framing/Post and Beam Struct Res Pending 1410 Underfloor Insulation Struct Res Pending 1430 Insulation Wall Struct Res Pending 1440 Insulation Ceiling Struct Res Pending 1530 Exterior Shearwall Struct Res Pending 1120 Foundation Struct Res Pending SCHEDULING INSPECTIONS Various inspections are minimally required on each project and often dependent on the scope of work. Contact the issuing jurisdiction indicated on the permit to determine required inspections for this project. Permits expire if work Is not started within 180 Days of issuance or if work is suspended for 180 Days or longer depending on the issuing agency's policy. All provisions of laws and ordinances governing this type of work will be complied with whether specified herein or not. Granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating construction or the performance of construction. ATTENTION: Oregon law requires you to follow rules adopted by the Oregon Utility Notification Center. Those rules are set forth in OAR 952-001-0010 through OAR 952-001-0090. You may obtain copies of the rules by calling the Center at (503) 232-1987. All persons or entities performing work under this permit are required to be licensed unless exempted by ORS 701.010 (Structural/Mechanical), ORS 479.540 (Electrical), and ORS 693.010-020 (Plumbing). Printed on: 1/7/20 Page 1 of 2 C:\myReports/reports//production/01 STANDARD Structural Permit Application SPRINGFIELD DEPARTMENT USE ONLY UITY 6 SPRINGFIELD, OREGON Permit no.: R -Mc') 5 " Q 225 Fifth Street ♦ Springfield, OR 97477 ♦ PH(541)726-3753 # FAX(541)726-3689 MW—OREGON Date: 1 This permit is issued under OAR 918460-0030. Permits expire if work is not started within 180 days of issuan or if work is suspended for 180 days. LOCAL GOVERNMENT. APPROVAL This project has final land -use approval. Signature: Date: This project has DEQ approval. Signature: Date: Zoning approval verified: ❑ Yes ❑ No Property is within flood plain: ❑ Yes ❑ No CATEGORY OF CONSTRUCTION ❑ Residential ❑ Government I ❑ Commercial JOB SITE INFORMATION AND LOCATION Job site address: `� �j' 5- Q e. City: 5 ` t(�.. State: 15 ZIP: 9-7 y Subdivision: Lot no.: Reference: Taxlot - PROPERTY OWNER Name: :J� at, Ar,,halq 6611 f er Address: \ 5 City: j State: 6e. ZIP: f7 Phone: '1l- -'2 Fax: - E-mail: Building Owner or Owner's agent authorizing this application: Sign here: ❑ This installation is being made on residential or farm property owned by me or a member of my immediate family, and is exempt from licensing requirements under ORS 701.010. CONTRACTOR INSTALLATION Business name: v, f $ Address: City: e ld State: ZIP:7 Phone: 15 -2b r 6 e_ Fax: - - E-mail: [ t32 C�'j • h&v. e--44 CCB license n:4.: Print name: ,r► �+ i . Av HQZIB Signature: SUB -CONTRACTOR INFORMATION Name CCB License # Phone Electrical Construction type: Plumbing Square feet: 111 X01 S 'Rea- l20 �• v\� Cost per square foot: Mechanical Other information: Last edited 5-5-2019 BJones 77 r z FEE SCHEDULE 1. Valuation information (a) Job description: pM M Q,AtV1ba— Occupancy Construction type: Square feet: 111 X01 S 'Rea- l20 �• v\� Cost per square foot: Other information: Type of Heat: Coal.¢,+ VJaJJ A&�JV Energy Path: Z• L, "AA_� well E] new new ❑alteration ❑ addition (b) Foundation -only permit? ❑ Yes ❑ No Total valuation: $ 2. Building fees (a) Permit fee (use valuation table): $ (b) Investigative fee (equal to [2a]): $ (c) Reinspection ($ per hour): (number of hours x fee per hour) $ (d) Enter 12% surcharge (.12 x [2a+2b+2c]): $ (e) Subtotal of fees above (2a through 2d): $ 3. Plan review fees (a) Plan review (66% x permit fee [2a]): (b) Fire and life safety (65% x permit fee [2a]): $ (c) Subtotal of fees above (3a and 3b): S ZOZ-5hI 4. Miscellaneous fees (a) Seismic fee, 1% (.O1 x permit fee [2a]): $ (b) Tech fee, 5% (.05 x permit fee[2a]+PR fee [3c]) $ TOTAL fees and surcharges (2e+3c+4a+b): $ ENERGY EFFICIENCY N1101.3 Additions. Additions to existing buildings or strut- N1101.3.2 SmaR additions. Additions that are less than tures may be made without making the entire building or 40 percent of the existing building heated floor area or less structure comply if the new additions comply with the than 600 square feet (55 m2) in area, whichever is less, requirements of this chapter. shall be required to select one measure from Table N1101.3.1 Large additions. Additions that are equal to or N1101.1(2) or comply with Table N1101.3. more than 40 percent of the existing building heated floor ]Exception: Additions that are less than 15 percent of area or 600 square feet (55 m2) in area, whichever is less, existing building heated floor area or 200 square feet shall be required to comply with Table N1101.1(2). (18.58 m2) in area, whichever is less, shallnot berequired to comply with Table N1101.1(2) or Table N1101.3. TABLE N1101.1(1) PRESCRIPTIVE ENVELOPE REQUIREMENTSa BUILDING COMPONENT STANDARD BASE CASE LOG HOMES ONLY Required Performance Equiv. Valueb Required Performance Equiv. Value b Wall insulation -above grade U -0.059c R-21 Intermediatec Note d Note d Wall insulation below gradee C-0.063 R -15/R-21 C-0.063 R -15/R-21 Flat ceilings U-0.021 R-49 U-0.020 R-49 A Vaulted ceiling g U-0.033 R-30 Rafter or R -30A9 Scissor Truss U-0.027 R-38Ah Underfloors U-0.033 R-30 U-0.033 R-30 Slab edge perimeter F-0.520 R-15 F-0.520 R-15 Heated slab interior~ n/a R-10 n/a R -lb Windowsi U-0.30 U-0.30 U-0.30 U-0.30 Window area limitationk n/a n/a n/a n/a Skylights' U-0.50 U-0.50 U-0.50 U-0.50 Exterior doors' U-0.20 U-0.20 U-0.54 U-0.54 Exterior doors with > 2.5 ft2 glazingn U-0.40 U-0.40 U-0.40 U-0.40 Forced air duct insulation n/a R-8 n/a R-8 For SI: 1 inch = 25.4 mm, 1 square foot = 0.0929 m2, 1 degree = 0.0175 rad, n/a = not applicable. a. As allowed in Section N1104.1, thermal performance of a component may be adjusted provided that overall heat loss does not exceed the total resulting from conformance to the required 17 -factor standards. Calculations to document equivalent heat loss shall be performed using the procedure and approved 17 -factors contained in Table N1104.1(1). b. R -values used in this table are nominal for the insulation only in standard wood framed construction and not for the entire assembly. c. Wall insulation requirements apply to all exterior wood framed, concrete or masonry walls that are above grade. This includes cripple walls and rim joist areas. Nominal compliance with R-21 insulation and Intermediate Framing (N1104.5.2) with insulated headers. d. The wall component shall be a minimum solid log or timber wall thickness of 3.5 inches (90 mm). e. Below -grade wood, concrete or masonry walls include all walls that are below grade and do not include those portions of such wall that extend more than 24 inches (609.6 mm) above grade. R-21 for insulation in framed cavity; R-15 continuous insulation. f. Insulation levels for ceilings that have limited attic/rafter depth such as dormers, bay windows or similar architectural features totaling not more than 150 square feet (13.9 m2) in area may be reduced to not less than R-21. When reduced, the cavity shall be filled (except for required ventilation spaces). R-49 insulation installed to minimum 6 -inches depth at top plate at exterior of structure to achieve U -factor. g. Vaulted ceiling surface area exceeding 50 percent of the total heated space floor area shall have a U -factor no greater than U-0.026 (equivalent to R-38 rafter or scissor truss with R-38 advanced framing). h. A= Advanced frame construction. See Section N1104.6. i. Heated slab interior applies to concrete slab floors (both on and below grade) that incorporate a radiant heating system within the slab. Insulation shall be installed underneath the entire slab. j. Sliding glass doors shall comply with window performance requirements. Windows exempt from testing in accordance with Section NF1 111.2, Item 3 shall comply with window performance requirements if constructed with thermal break aluminum or wood, or vinyl, or fiberglass frames and double -pane glazing with low -emissivity coatings of 0.10 or less. Buildings designed to incorporate passive solar elements may include glazing with a U -factor greater than 0.35 by using Table N1104.1(1) to demonstrate equivalence to building envelope requirements. k. Reduced window area may not be used as a trade-off criterion for thermal performance of any component. Exception: Table N1101.1(2), Envelope Measure 6: calculation allows baseline case 15 percent of total wall area as window when design case utilizes window area of less than 15 percent. 1. Skylight area installed at 2 percent or less of total heated space floor area shall be deemed to satisfy this requirement with vinyl, wood or thermally broken , aluminum frames and double -pane glazing with low -emissivity coatings. Skylight U -factor is tested in the 20 -degree (0.35 rad) overhead plane in accordance with NFRC standards. m.A maximum of 28 square feet (2.6 m2) of exterior door area per dwelling unit can have a U -factor of 0.54 or less. n. Glazing that is either double pane with low -e coating on one surface, or triple pane shall be deemed to comply with this U-0.30 requirement. 434 2017 OREGON RESIDENTIAL SPECIALTY CODE Project: Collier Addition Location: Cantilevered Eave Beam 'A' Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 5.5 INx7.5INx8.5 FT(6+2.5) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 101.1% Controlling Factor: Moment DEFLECTIONS_ Center Right Live Load 0.04 IN U1940 -0.05 IN 21/1212 Dead Load 0.01 in 0.00 in Total Load 0.05 IN 01555 -0.05 IN 201168 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 µ REACTIONS A B Live Load 960 lb 1927 Ib Dead Load 336 Ib 815 Ib Total Load 1296 lb 2742 Ib Bearing Length 0.38 in 0.80 in BEAM DATA ~ Center Right Y - Span Length 6 It 2.5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 6 It 2.5 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 Notch Depth 0.00 T MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 863 psi Cd=1.15 CF=1.00 RLL = Shear Stress: Fv = 170 psi FV = 196 psi Cd=1.15 psf Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -1- to Grain: Fc -1= 625 psi Fc - -L= 625 psi Controlling Moment: 1843 ft -Ib psf 2.82 Ft from left support of span 2 (Center Span) TW1 = Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1604 Ib 6 At right support of span 2 (Center Span) Roof Tributary Width Side Two Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 25.64 1n3 51.56 in3 Area (Shear): 12.3 int 41.25 int Moment of Inertia (deflection): 38.28 in4 193.36 in4 Moment: 1843 ft -Ib 3706 ft -Ib Shear. -1604 lb 5376 lb ipage Pat Greenwell Drafting & Design % 2593 16th Street Ck \ / - Springfield, OR 97477 StruCalc Version 10.0.1.6 9/18/2019 4:19:56 PM ROOF LOADING Center Center Right Roof Live Load RLL = 40 psf 40 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width Side One TW1 = 6 ft 6 ft Roof Tributary Width Side Two TW2 = 2 ft 2 ft Wall Load WALL = 0 plf 0 plf BEAM LOADING Center Right Total Live Load 320 plf 320 plf Total Dead Load (Adjusted for Roof Pitch) 126 plf 126 plf Beam Self Weight 9 plf 9 plf Total Load 455 plf 455 plf Project: Collier Addition Location: Cantilevered Ridge Beam 'B' Multi -Span Roof Beam [2015 International Building Code(2015 NDS)] 5.5 INx7.5INx8.5FT(6¢2.5) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 34.7% Controlling Factor: Moment DEFLECTIONS Cerner f Richt Live Load 0.06 IN U1293 -0.07 IN 21J808 Dead Load 0.01 in 0.00 in Total Load 0.07 IN U1041 -0.08 IN 21-680 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1440 Ib 2890 Ib Dead Load 493 Ib 1196 Ib Total Load 1933 Ib 4086. Ib Bearing Length 0.56 in 1.19 in BEAM DATA Center Richt Span Length 6 ft 2.5 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 6 ft 2.5 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 863 psi Cd=1.15 CF=9.00 RLL = Shear Stress: Fv = 170 psi FV = 196 psi Cd=9.95 psf Modulus of Elasticity: E = 1300 ksi E'= 1300 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L = 625 psi Controlling Moment: 2751 ft -Ib psf 2.82 Ft from left support of span 2 (Center Span) TW1 = Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2390 Ib 6 At right support of span 2 (Center Span) Roof Tributary Width Side Two Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Read Provided Section Modulus: 38.28 in3 51.56 in3 Area (Shear): 18.33 int 41.25 in2 Moment of Inertia (deflection): 57.42 in4 193.36 in4 Moment: 2751 ft -Ib 3706 ft -Ib Shear: -2390 lb 5376 lb — Pat Greenwell Drafting & Design l^� 2593 16th Street ! Springfield, OR 97477 �.. StruCalc Version 10.0.1.6 9/18/2019 4:17:37 PM ROOF LOADING Center Center Richt Roof Live Load RLL = 40 psf 40 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width Side One TW1 = 6 ft 6 ft Roof Tributary Width Side Two TW2 = 6 ft 6 ft Wall Load WALL = 0 plf 0 plf BEAM LOADING Center Richt Total Live Load 480 pif 480 plf Total Dead Load (Adjusted for Roof Pitch) 190 plf 190 plf Beam Self Weight 9 pif 9 plf Total Load 679 plf 679 pif Project: Collier Addition Location: New Roof Eave Beam'C' Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 12.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 31.1% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.43 IN U336 Dead Load 0.18 in Total Load 0.61 IN 0236 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONF A B Live Load 1920 Ib 1920 Ib Dead Load 813 Ib 813 Ib Total Load 2733 Ib 2733 Ib Bearing.Length 0.76 in 0.76 in BEAM DATA Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. -L to Grain: Fc - L = 650 psi Fc - -L= 650 psi Controlling Moment: 8198 ft -Ib 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2733 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 35.64 in3 51.56 in3 Area (Shear): 13.45 in2 41.25 in2 Moment of Inertia (deflection): 147.54 in4 193.36 in4 Moment: 8198 ft -Ib 11859 ft -Ib Shear: 2733 lb 8381 Ib page Pat Greenwell Drafting & Design 2593 16th Street ; Springfield, OR 97477or StruCalc Version 10.0.1.6 9/18/2019 4:15:10 PM ROOF LOADING Adjusted Beam Length: Ladj = 12 Side One: Beam Self Weight: BSW = 9 Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 6 ft Side Two: Roof Live Load: LL = 40 psf Roof Dead Load: DL= 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 Of SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12 ft Beam Self Weight: BSW = 9 pif Beam Uniform Live Load: wL = 320 pif Beam Uniform Dead Load: wD_adj = 135 pif Total Uniform Load: WT = 455 pif SPRINGFIELD Transaction Receipt 811-19-002580-STR OREGON IVR Number: 811009214707 Receipt Number: 473015 Receipt Date: 11/18119 www.springfield-or.gov Worksite address: 1119 S ST, Springfield, OR 97477 Parcel: 1703261402402 Fees Paid Transaction Units Description Account code date 11/18/19 1.00 Ea Structural plan review fee 224-00000-425602-1030 City of Springfield Development and Public Works 225 Fifth Street Springfield, OR 97477 541-726-3753 permitcenter@springfield-or.gov Fee amount Paid amount $202.54 $202.54 Payment Method: Credit card Payer: COLLIER JACOB E & Payment Amount: $202.54 authorization: 994834 ASHLEY A Cashier: Katrina Anderson Receipt Total: $202.54 Printed: 11/18/19 10:24 am Page 1 of 1 FIN_TransactionReceipt_pr 3m ril 3 o. r b kn O Q Q 7 O 41C N Y U 0 a- Ln m 4+ 4� O v Y O CL 7 V) cr C: a O U U Q a _ L N c L to 4- CL 4- a � 7 Q Ln L Lna U Y m Cf0 C G CU O a a c IAN 4) N t � c ,C (6 0 N a J ..a }I L a L- 41 41 C T O m m L L � CL C ND 4 � o L H {� L i a k a d =3 O a a-+ ^ (D Vl 'C f6 0 41 / Q -C Q, m i VI E V aU d Q •� � N CL c Dq`f c O C m 0 N t 41 N = c a a N u m a, an Yc C a cv U i b s � � L L y O O a [LO ice+ t � � U 4 - O 0 L CL) c f6 .4 C m a LD .Q O 41a C L O N 4- 6 as c 0 Q OL 4- 0 O c 0 to c �L m a) .'n Ln O 0 0 CU 0 oD C t C f6 a a LnO 4- 4- 0 J P r.� 2Y O U a Q N a L O N c 0 0 L 41 t L L t c O O Y U a t U Y C M a L O c O U a O U r_ v ca U V w Y U (o .Q N w L 0 Y O � o C uj c c CU > (a C a O Cf0 � Q (o C Q 7 L 0 LL Y Y U V a a U U C�C G a U C m C W CL) Q. 0 a LU N C O U a Ln N L N Q cu a "O aL) a U E a E LA :3 a E c a E — c C h O t � Q (o a a ao E =3 a N •L •L fD a" -0 `/ a a a ti Q U L [� 4ai L (o o v (U a U U U g.F3,u 3 LIU, V, MROMMUM 0 i I kn r a U U Q E in �O C � a L N 4- L v) � (n 0 L O 0 4- 0 _0 n3 c CCD �j 1 on L c U N -0 H N m E c O a O 3 cu L 2 Cl) c Q (� "O c a a a 4� o -C 3 4- U = a v y O Ln ++ 1n a0 L N Y (C rD C O x ,Q U a _ O V) in — CO, LJ CL CL M 4-1 Q C m C N a m in s .� C Mv L O U Q 4{ d Q _0 a L OD t 41 U O O -O Vim ) c + -+ vi aj v a L- N u Zn O t M O Y O }r ++ -0 ^.0 C U L +' +- -Nd Ln M +' M "a aD 0 a C A (O 0 a c4, t O 0 t to 3 aim bO a) C to C= C Ow C CU dD > — 0_ C C +' a a a-0 O `,� a -0 4-- m t Ln Y Q a L a aa+ 0 a v Q w t (7 N CL N0 [0W M y Ln Co p C +1 L = t +� En _p a) C C L Q O O O a N O O L - O O m a O L O' L.L a v. 34.1 '� ° L C a) O >C O 0 o_0 t aD o M° - cr m C) cn E a a 0- Q a U >. a 4.1 u (v c , 0 a Y L 7 O bn •c ci i L Vcl.D b0 a) Q a L v N a ul .� +-+ Q Q _ Y U Q N ( C Y a+ O +, ❑- O O of a+ y C Q L Q a�� ��°-a E .� a i L a 'n O -0 N O >, 41L a 4, m +� a -0 m° U. — (n J h� L L Y Y 'a0 Y Y Y a Y O a U U U U U C U L Y U Ucu -_ f0 w Q m w U U .s U U `"' U Uit34 I= U �� X1 O Q Q 7 O 41C N Y U 0 a- Ln m 4+ 4� O v Y O CL 7 V) cr C: a O U U Q a _ L N c L to 4- CL 4- a � 7 Q Ln L Lna U Y m Cf0 C G CU O a a c IAN 4) N t � c ,C (6 0 N a J ..a }I L a L- 41 41 C T O m m L L � CL C ND 4 � o L H {� L i a k a d =3 O a a-+ ^ (D Vl 'C f6 0 41 / Q -C Q, m i VI E V aU d Q •� � N CL c Dq`f c O C m 0 N t 41 N = c a a N u m a, an Yc C a cv U i b s � � L L y O O a [LO ice+ t � � U 4 - O 0 L CL) c f6 .4 C m a LD .Q O 41a C L O N 4- 6 as c 0 Q OL 4- 0 O c 0 to c �L m a) .'n Ln O 0 0 CU 0 oD C t C f6 a a LnO 4- 4- 0 J P r.� 2Y O U a Q N a L O N c 0 0 L 41 t L L t c O O Y U a t U Y C M a L O c O U a O U r_ v ca U V w Y U (o .Q N w L 0 Y O � o C uj c c CU > (a C a O Cf0 � Q (o C Q 7 L 0 LL Y Y U V a a U U C�C G a U C m C W CL) Q. 0 a LU N C O U a Ln N L N Q cu a "O aL) a U E a E LA :3 a E c a E — c C h O t � Q (o a a ao E =3 a N •L •L fD a" -0 `/ a a a ti Q U L [� 4ai L (o o v (U a U U U g.F3,u 3 LIU, V, MROMMUM 0 i I a) CA n3 UA aJ t c N O M O .Q C O U a) O Q C a) Q .5 cr w u U M s U N E 0 Y U CU t U d �r w 0 _O tF. c 0 O L N C cC a) a1 L N a aJ N L �U U CU N a) GO PC: C r:0 a) w 0 a0 -a , ? a#E E "L r4aj C •-a O -IR >, O -04+0 E'L2 ai Ln': C M c L O } U cD Ln m E O. 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