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Home My WebLink AboutBLD2004-00162 Eagle Managment Plan 411 I • cTAT 4,per, 4 k • 6 � x Rf39 y0 WASHINGTON DEPARTMENT OF FISH AND WILDLIFE BALD EAGLE MANAGEMENT PLAN RCW 77.12.655, WAC 232-12-292 EAGLE TERRITORY: Tala Point 689 2 Jefferson Occurrence# Nest# County The following conditions apply to the entire parcel if any portion falls within the distance guidelines. ❑ Any construction or vegetation removal on a lot within 400 feet of a nest tree or roost site will require a bald eagle management plan tailored for the specific land use and landowners goals. The landowner will need to contact and consult with the Washington Department of Fish and Wildlife(WDFW)prior to any clearing or construction. Please contact the WDFW at(360)681- 4276. 1g Any lot located between 400 and 800 feet of a nest tree site:retain all known perch trees and all conifers >24 inches diameter at breast height(d.b.h). Also retain>50%of pre-clearing or pre-construction conifer stand with diameter distributions representative-of the original stand (>6 feet tall). Windowing and low limbing of trees is acceptable provided no more than 30%of the live crown is removed. Recommend avoiding any tree removal, clearing,heavy equipment use, or external construction between February 1 and August 1 within 800 feet of an active nest. WDFW or a qualified consultant will determine if a nest is active. ❑ Any lot located>800 feet but within %2 mile from a nest and within 250 horizontal feet of the shoreline or top of high bank bordering a shoreline: Retain all known perch trees and conifers>24 inches diameter at breast height(d.b.h.). Also retain>50%of pre-clearing or pre-construction conifer stand with diameter distributions representative of the original stand (>6 feet tall). Windowing and low limbing of trees is acceptable provided no more than 30%of the live crown is removed. I have read and understand the above condition(s)placed on Parcel # 998200331 located in the NE Quarter of SE Quarter of Section 15 , Township 28N ,Range l EE(East/West meridian)with actual street address of 804 Tala Shores Drive . If the landowner(s)feel these conditions are too restrictive, a site specific plan may be developed with the Washington Department of Fish and Wildlife. If the conditions set forth above are acceptable, please sign below and this will serve as your Bald Eagle Management Plan. Activities will be periodically monitored and failure to comply with this Plan constitutes a misdemeanor as set forth in RCW 77.15 0. However,compliance with this plan does not ensure compliance with the Endangered Species Act 70 f dera1„s to o local laws. — /y Alan E. and Jill A. Larsen L o Signature Date Landowner(s) Name (Print) • - - 804 Tala Shore Dr. FW Regional Program anager (Date) Address �L it 1� 6 Port Ludlow, WA 98365-9265 WDFW Wildlife Biologist (Date) City, State,Zip Send Original To: WDFW (360)437-5189 Region 6 Office Phone 48 Devonshire Road Montesano, WA 98563-9618 r 0 • Roof Beam'.97 Uniform Building Code(91 NDS)1 Ver: 6.00.4 By: Richard Berg , Richard Berg Architects, PC on: 03-15-2004 : 09:34:34 AM Project: Larsen- Location: Ridge Summary: 3.5 IN x 14.0 IN x 19.33 FT /Versa-Lam 3080 Fb DF- Boise Cascade Section Adequate By: 22.7% Controlling Factor: Moment of Inertia/Depth Required 13.08 In Deflections: Dead Load: DLD= 0.41 IN Live Load: LLD= 0.64 IN= U364 Total Load: TLD= 1.05 IN= U221 Reactions(Each End): Live Load: LL-Rxn= 3141 LB Dead Load: DL-Rxn= 2033 LB Total Load: TL-Rxn= 5174 LB Bearing Length Required(Beam only, support capacity not checked): BL= 1.64 IN Beam Data: Span: L= 19.33 FT Maximum Unbraced Span: Lu= 0.0 FT Pitch Of Roof: RP= 0 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Roof Loading: Roof Live Load-Side One: LL1= 25.0 PSF Roof Dead Load-Side One: DL1= 15.0 PSF Tributary Width-Side One: TW1= 6.5 FT Roof Live Load-Side Two: LL2= 25.0 PSF Roof Dead Load-Side Two: DL2= 15.0 PSF Tributary Width-Side Two: TW2= 6.5 FT Roof Duration Factor: Cd= 1.15 Beam Self Weight: BSW= 15 PLF Slope/Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 19.33 FT Beam Uniform Live Load: wL= 325 PLF Beam Uniform Dead Load: wD_adj= 210 PLF Total Uniform Load: wT= 535 PLF Properties For:Versa-Lam 3080 Fb DF- Boise Cascade Bending Stress: Fb= 3080 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb'(Tension): Fb'= 3482 PSI Adjustment Factors: Cd=1.15 Cf=0.98 Fv': Fv'= 328 PSI Adjustment Factors: Cd=1.15 Design Requirements: Controlling Moment: M= 25002 FT-LB 9.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 4553 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 86.17 N3 S= 114.33 N3 Area (Shear): Areq= 20.84 N2 A= 49.00 N2 Moment of Inertia (Deflection): Ireq= 652.34 N4 1= 800.33 N4 F `� r> l t 5665 V I REG:STEREt) v ,, C ECg . �,�� . E: 4lr� RICHARD C. N. Pro^. - STATE OF WASHING TON 0 • Floor Joistf 97 Uniform Building Code(91 NDS)1 Ver: 6.00.4 By: Richard Berg , Richard Berg Architects, PC on: 03-15-2004 : 09:40:19 AM Protect: LARSEN- Location: loft joist Summary: SERIES 600/ 11.875- Boise Cascade x 19.33 FT 16 O.C. Section Adequate By: 7.0% Controlling Factor: Allowable Deflection * Hoists were designed for simple spans using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Joist Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.44 IN= U530 Total Load: TLD-Center= 0.60 IN = U385 Joist Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 515 LB Dead Load: DL-Rxn-A= 193 LB Total Load: TL-Rxn-A= 709 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.75 IN Joist Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 515 LB Dead Load: DL-Rxn-B= 193 LB Total Load: TL-Rxn-B= 709 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.75 IN Joist Data: Joist Span Length: L2= 19.33 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: L/ 360 Joist Span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 73 PLF Properties For: SERIES 600/ 11.875- Boise Cascade Depth: D= 11.875. IN Moment Capacity: Mcap= 5190 FT-LB Shear Capacity: Vcap= 1625 LB El: EI= 415000000 LB-IN2 End Reaction Capacity: Rcap= 1175 LB Comparisons With Required Sections: Controlling Moment: M= 3425 FT-LB Adjusted Moment Capacity: Mcap-adj= 5190 FT-LB Controlling Shear: V= 638 LB Adjusted Shear Capacity: Vcap-adj= 1625 LB El Required: EI-req= 387717300 LB-IN2 El: El= 415000000 LB-IN2 Maximum End Reaction: Rmax= 709 LB Adjusted Reaction Capacity: Rcap-adj= 1175 LB 1, u._,E r, r, r! 7 FP,, ,,) , r: i t j Li c MAR 1 6 2004 _,- 5665 1 1,- , ,,k,„7.47 REGISTERED R IT . _ _� /� RICHARD C. N. !'r°^ STATE OF WASHINGTON • • • Floor Joist!'97 Uniform Building Code(91 NDS)1 Ver: 6.00.4 By: Richard Berg , Richard Berg Architects, PC on: 03-15-2004 : 09:41:32 AM Project: LARSEN- Location: loft joist-450 Summary: SERIES 450/ 14- Boise Cascade x 19.33 FT 16 O.C. Section Adequate By: 10.5% Controlling Factor:Allowable Deflection * I-joists were designed for simple spans using the joist manufacturers published values. If the design does not match the actual joist loading or span conditions in any way, contact the joist manufacturer for design verification. Joist Span Deflections: Dead Load: DLD-Center= 0.16 IN Live Load: LLD-Center= 0.42 IN = L/547 Total Load: TLD-Center= 0.58 IN = L/398 Joist Span Left End Reactions (Support A): Live Load: LL-Rxn-A= 515 LB Dead Load: DL-Rxn-A= 193 LB Total Load: TL-Rxn-A= 709 LB Bearing Length Required(Beam only, support capacity not checked): BL-A= 1.75 IN Joist Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 515 LB Dead Load: DL-Rxn-B= 193 LB Total Load: TL-Rxn-B= 709 LB Bearing Length Required (Beam only, support capacity not checked): BL-B= 1.75 IN Joist Data: Joist Span Length: L2= 19.33 FT Floor sheathing applied to top of joists-top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Joist Span Loading: Uniform Floor Loading: Live Load: LL-2= 40.0 PSF Dead Load: DL-2= 15.0 PSF Total Load: TL-2= 55.0 PSF Total Load Adjusted for Joist Spacing: wT-2= 73 PLF Properties For: SERIES 450/ 14- Boise Cascade Depth: D= 14 IN Moment Capacity: Mcap= 4105 FT-LB Shear Capacity: Vcap= 1825 LB El: EI= 425000000 LB-IN2 End Reaction Capacity: Rcap= 1025 LB Comparisons With Required Sections: Controlling Moment: M= 3425 FT-LB Adjusted Moment Capacity: Mcap-adj= 4105 FT-LB Controlling Shear: V= 624 LB Adjusted Shear Capacity: Vcap-adj= 1825 LB El Required: El-req= 384573500 LB-IN2 El: El= 425000000 LB-IN2 Maximum End Reaction: Rmax= 709 LB Adjusted Reaction Capacity: Rcap-adj= 1025 LB n E r,.. r- 7 r'.1- (� i 1i i ' i L t MAR 1 6 200� '' l_ WEPT. OF CJ\ r:_ v[ M� _0 _ ,i 5665 FtEGlSTERED RRC TECH f RICHARD C. N. BF4r: STATE OF WASHINGTON 0 0 Multi-Loaded Beam'.97 Uniform Building Code(91 NDS)1 Ver: 6.00.4 By: Richard Berg , Richard Berg Architects, PC on: 03-15-2004 : 09:46:39 AM Project: LARSEN- Location: loft beam Summary: 1.75 IN x 11.875 IN x 10.75 FT /Versa-Lam 2800 Fb DF- Boise Cascade Section Adequate By: 19.5% Controlling Factor: Section Modulus/Depth Required 10.86 In Center Span Deflections: Dead Load: DLD-Center= 0.10 IN Live Load: LLD-Center= 0.25 IN = U524 Total Load: TLD-Center= 0.34 IN= U377 Center Span Left End Reactions(Support A): Live Load: LL-Rxn-A= 2150 LB Dead Load: DL-Rxn-A= 841 LB Total Load: TL-Rxn-A= 2991 LB Bearing Length Required (Beam only, support capacity not checked): BL-A= 1.90 IN Center Span Right End Reactions(Support B): Live Load: LL-Rxn-B= 2150 LB Dead Load: DL-Rxn-B= 841 LB Total Load: TL-Rxn-B= 2991 LB Bearing Length Required(Beam only, support capacity not checked): BL-B= 1.90 IN Beam Data: Center Span Length: L2= 10.75 FT Center Span Unbraced Length-Top of Beam: Lu2-Top= 0.0 FT Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= 10.75 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Center Span Loading: Uniform Load: Live Load: wL-2= 400 PLF Dead Load: wD-2= 150 PLF Beam Self Weight: BSW= 6 PLF Total Load: wT-2= 556 PLF Properties For:Versa-Lam 2800 Fb DF- Boise Cascade Bending Stress: Fb= 2800 PSI Shear Stress: Fv= 285 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc_perp= 900 PSI Adjusted Properties Fb' (Tension): Fb'= 2803 PSI Adjustment Factors: Cd=1.00 Cf=1.00 Fv': Fv'= 285 PSI Adjustment Factors: Cd=1.00 Design Requirements: Controlling Moment: M= 8039 FT-LB 5.375 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s)2 Controlling Shear: V= 2453 LB At a distance d from left support of span 2(Center Span) Critical shear created by combining all dead loads and live loads on span(s)2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 34.41 N3 S= 41.13 N3 Area(Shear): Areq= 12.91 N2 A= 20.78 N2 Moment of Inertia(Deflection): Ireq= 167.68 N4 1= 244.21 N4 5665 F.,.........1 PMABI : :: - ! B' fin? I —^j ,.)� ._ _ _. • • Column(97 Uniform Building Code(91 NDS)1 Ver:6.00.4 By: Richard Berg , Richard Berg Architects, PC on: 03-15-2004 : 09:49:21 AM Project: LARSEN- Location: center post Summary: 5.5 IN x 7.5 IN x 10 FT/#2- Douglas Fir-Larch- Dry Use Section Adequate By: 0.3% Vertical Reactions: Live: Vert-LL-Rxn= 10582 LB Dead: Vert-DL-Rxn= 5830 LB Total: Vert-TL-Rxn= 16412 LB Axial Loads: Live Loads: PL= 10582 LB Dead Loads: PD= 5715 LB Column Self Weight: CSW= 115 LB Total Loads: PT= 16412 LB Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(Y-Y Axis): ey= 0.00 IN Axial Duration Factor: Cd-Axial= 1.00 Column Data: Length: L= 10.0 FT Maximum Unbraced Length (X-X Axis): Lx= 10.0 FT Maximum Unbraced Length (Y-Y Axis): Ly= 10.0 FT Column End Condition: Ke= 1.0 Calculated Properties: Column Section (X-X Axis): dx= 7.50 IN Column Section (Y-Y Axis): dy= 5.50 IN Area: A= 41.25 IN2 Section Modulus(X-X Axis): Sx= 51.56 IN3 Section Modulus (Y-Y Axis): Sy= 37.81 IN3 Slenderness Ratio: Lex/dx= 16.00 Ley/dy= 21.8 Properties For: #2- Douglas Fir-Larch Compressive Stress: Fc= 475 PSI Modulus of Elasticity: E= 1300000 PSI Bending Stress(X-X Axis): Fbx= 700 PSI Bending Stress (Y-Y Axis): Fby= 700 PSI Adjusted Properties: Fc': Fc'= 399 PSI Adjustment Factors: Cd=1.00 Cp=0.84 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Compressive Stress: fc= 398 PSI Allowable Compressive Stress: Fc'= 399 PSI Dr rt it it Li MAR 1 6 2004 hr ',..'PT. OF CIA . EvE_OPML , 5665 REGISTERED fa.,�R -ITECT RICHARD C. N, BERr, STATE OF WASHINGTON • Footing Design[97 Uniform Building Code(91 NDS))Ver: 6.00.4 By: Richard Berg , Richard Berg Architects, PC on: 03-15-2004 : 09:51:12 AM Project: LARSEN- Location: center footing Summary: Footing Size: 3.5 FT x 3.5 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(5) min. Footing Loads: Live Load: PL= 10582 LB Dead Load: PD= 5495 LB Total Load: PT= 16077 LB Ultimate Factored Load: Pu= 25682 LB Footing Properties: Allowable Soil Bearing Pressure: Qs= 1500 PSF Concrete Compressive Strength: F'c= 2500 PSI Reinforcing Steel Yield Strength: Fy= 40000 PSI Concrete Reinforcement Cover: c= 3.00 IN Footing Size: Width: W= 3.5 FT Length: L= 3.5 FT Depth: Depth= 10.00 IN Effective Depth to Top Layer of Steel: d= 6.25 IN Column and Baseplate Size: Column Type: (Wood) Column Width: m= 6.00 IN Column Depth: n= 8.00 IN Bearing Calculations: Ultimate Bearing Pressure: Qu= 1312 PSF Effective Allowable Soil Bearing Pressure: Qe= 1375 PSF Required Footing Area: Areq= 11.69 SF Area Provided: A= 12.25 SF Baseplate Bearing: Bearing Required: Bearing= 25682 LB Allowable Bearing: Bearing-Allow= 142800 LB Beam Shear Calculations(One Way Shear): Beam Shear: Vu1= 9019 LB Allowable Beam Shear: vc1= 22312 LB Punching Shear Calculations (Two way shear): Critical Perimeter: Bo= 53.00 IN Punching Shear: Vu2= 23141 LB Allowable Punching Shear(ACI 11-35): vc2-a= 70391 LB Allowable Punching Shear(ACI 11-36): vc2-b= 94562 LB Allowable Punching Shear(ACI 11-37): vc2-c= 56312 LB Controlling Allowable Punching Shear: vc2= 56312 LB Bending Calculations: Factored Moment: Mu= 134833 IN-LB Nominal Moment Strength: Mn= 213014 IN-LB Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.44 IN Steel Required Based on Moment: As(1)= 0.61 IN2 Minimum Code Required Reinforcement(Shrinkage/Temperature ACI-10.5.4): As(2)= 0.84 IN2 Controlling Reinforcing Steel: As-reqd= 0.84 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W/(5) Min. Reinforcement Area Provided: As= 0.98 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld-sup= 18.00 IN p, L �. MAR 1 6 2004 5665 �PT�OF C�`, ___�c-? ML (. , REGISTERED ARCHJTECT R►CT C, N. 8cp� STA7E OF�'I►ASHlNG'hDp