The URL can be used to link to this page

18-101415Building - Single Family CtityyDmelop—t FILE Permit #:18 -101415 -00 -SF Cammmity Developn�t Dept. 33325 8th Ave S Federal Wry, WA 98003 Inspection Request Line: (253) 835-3050 Ph: (253) 835-2607 Fax (253) 8352609 Project Name: BURBIDGE Project Address: 2824 SW 300TH PL Parcel Number: 416660 0145 Project Description: REM - Interior kitchen remodel work to include adding two GLB to enlarge kitchen, interior finishes, new appliances. No plumbing or mechanical. Owner Applicant Contractor Lender JAMES D BURBIDGE STEVE HOECK CONSTRUCTION STEVE HOECK CONSTRUCTION 2824 SW 300TH PL INC INC FEDERAL WAY WA 98023 PO BOX 368 PO BOX 368 ENUMCLAW WA 98022 ENUMCLAW WA 98022 Census Category: 434 - Residential altladd - no change in number of units Includes: #1 #2 #3 #4 Occupancy Class: R-3 Construction T Type V - B Occupancy Load: Floor Area (sq. ft.) Additional Permit Information Occupancy #1 -Construction Type ......................... Type V - B Mechanical to be Included? .................................... No Number of Stories ................................................... I Plumbing to be Included? ........................................ No Total Valuation: 5,000.00 Separate Electrical Permit Required Subiect to field inspection with Is this an Online or O.T.C. application?.... Occupancy #1 -Use ................................... CONDITIONS: PERMIT EXPIRES Saturday, 29 September, 2018 Permit Issued on Monday, April 2, 2018 Yes Residence (1 or 2 family) I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of shington and the City of Federal Way. Owner or agent: Date: Y- Z crry OF Federal Way PERMIT #: 1810141500 Project: JAMES D BURBIDGE THIS CARD IS TO REMAIN ON-SITE Construction Inspection Record INSPECTION REQUESTS: (253) 8353050 Address: 2824 SW 300TH PL FEDERAL WAY WA 98023-2325 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right, top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 1❑ SWM Precon Site Mtg (4400) El Initial Erosion Control (4365) F11 Underfloor Framing (4285) Roof Sheathing (4220) Approved Approved to install flooring To be done PRIOR to bearing ground Approved to sheath floor By Date By Date By Date Fire/Draft Stops (4095) JE] Interim Erosion Control (4370) Prior is sebedulf•= a Framing inspection; Approved Approved Electrical. Plumbiog & Mecbaaicai Rough -in and Fire/DnR Stop inspections must be sigae& By Date By Date ofi: approved. IBC 109.3A 9❑ Floor Sheathing (4105) ® Shear Walls (4245) © Roof Sheathing (4220) Approved to insulate Approved to install flooring Approved to installvvall Approved to install siding By Approved to install roofing By Date By By Date By Date Fire/Draft Stops (4095) JE] Interim Erosion Control (4370) Prior is sebedulf•= a Framing inspection; Approved Approved Electrical. Plumbiog & Mecbaaicai Rough -in and Fire/DnR Stop inspections must be sigae& By Date By Date ofi: approved. IBC 109.3A 9❑ Framing (4120) Insulation (4150) » Gypsum Wallboard Nailing (4130) Date Approved to insulate BykA&N Approved to installvvall Approved to install mud &tape By tJ Date By Date 9 z% -- By Date q - 2-J ..( 8'' FI -21 Final Erosion Control (4375)Final Approved - Building (4050) Approved By Date Right of Way BykA&N Date t- I'rl Gj Rough Electrical Final Electrical 0 Right of Way Approved Approved IBY Approved By Date By Date Date ►a W V Y cicW O L W C0 W Z FILE I 7, 00 ' � F 0 N Ln L 0 E i n v w C L LL L00 u -, C G Y 4j to f� :3 U- U r � ►a W V Y cicW O L W C0 W Z FILE I 7, ' � F .r i F2 uJ }� T it V - PERMIT #: 18 -101415 -00 -SF ADDRESS: 2824 SW 300th Place PROJECT: Remodel BURBIDGE DATE: 4/2/18 1 t pl-a • JOB Burbidge Kitchen Remodel Mark A. Codispoti, P.E. JOB No. _ 18-06 1118 N 5th Street SHEET NO. FR2 _ OF 5 Tacoma, WA 98403 BY MAC DATE March 2018_ CHECKED DATE (NEW) BEAMS OVER KITCHEN Nefa� - �;o4 ll�"M 1��rve6,4 l«T(ItE,// - C =-(1:71((6 f 3 6 ) gS- W� W W GUw = �? 1(� t ;>- (7� (pro 2� �� l 70" n s) g 107d f -2 2-38 ; ?�3O �� 3 � 6 �3�'J6 = '0 c�¢L I = 11-' i'/C 0- M l0 - 2-- P61111 0-/� "H �4-T 1!*+xt e &MAZZ ��Pf�PLtt�n Av Aqsr . uwST Nom}- . 5-ll`'l�t 06-40 r 44v +M — f,4 ?0 # — f 9/® 174l 0 JOB Burbidge Kitchen Remodel Mark A. Codispoti, P.E. 108 NO. __ 18-06 1118 N Sth Street SHEET NO. ____FR3 Of 5 Tacoma, WA 98403 BY MAC DATE March 2018 CHECKED DATE (NEW) BEAMS OVER KITCHEN Project: 06 -Burbidge Remodel Location: North-South Beam Between Kitchen -Breakfast Multi -Loaded Multi -Span Beam (2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 15.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 18.8% Controlling Factor. Deflection StruCalc 9.0 Page StruCalc Version 10.0.1.6 3/27/2018 2:32:57 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.41 IN U441 Dead Load 0.22 in Total Load 0.63 IN U285 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 t REACTIONS A 51 Live Load 2226 Ib 2384 Ib Dead Load 1067 Ib 1445 Ib Total Load 3293 Ib 3829 Ib Bearing Length 1.45 in 1.68 in BEAM DATA Center Span Length 15 ft - -;- =- -,--- Unbraced Length -Top 0 ft__ Unbraced Length -Bottom 15 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.34 Notch Depth 0.00 Uniform Live Load 255 plf Uniform Dead Load 85 plf MATERIAL PROPERTIES Beam Self Weight 9 plf 24F -V4 -Visually Graded Western Species Total Uniform Load 349 pit Base Values Adausted Bending Stress: Fb = 2400 psi Controlled by POINT LOADS - CENTER SPAN Fb_cmpr = 1850 psi Fb' = 2760 psi Load Number One Cd=1.15 Live Load 560 Ib Shear Stress: Fv = 265 psi Fv' = 305 psi Dead Load 560 Ib Cd=1.15 Location 7.5 ft Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi TRAPEZOIDAL LOADS Comp. -L to Grain: Fc -1 = 650 psi Fc - -L' = 650 psi - CENTER SPAN Load Number One Left Live Load 50 pit Controlling Moment: 14879 ft -Ib Left Dead Load 120 plf 7.5 Ft from left support of span 2 (Center Span) Right Live Load 50 plf Created by combining all dead loads and live loads on span(s) 2 Right Dead Load 120 plf Controlling Shear: -3829 Ib Load Start 10.5 ft At right support of span 2 (Center Span) Load End 15 ft Created by combining all dead loads and live loads on span(s) 2 1 Load Length 4.5 it Comparisons with required sections: Read Provided Section Modulus: 64.69 in3 84 in3 Area (Shear): 18.84 in2 42 int Moment of Inertia (deflection): 424.42 in4 504 in4 Moment: 14879 ft -Ib 19320 ft -Ib Shear: -3829 lb 8533 lb 1O8 Burbidge Kitchen Remodel Mark A. Codispoti, P.E. 108 NO. 18'06 1118 N 5th Street SHEET NO. __-____ FR4 _ OF —_ 5 Tacoma, WA 98403 BY _ MAC DATE March 2018 CHECKED DATE (NEW) BEAMS OVER KITCHEN Project: 06 -Burbidge Remodel Location: Valley Beam Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 18.5 FT 1.9E Microllam - iLevel Trus Joist Section Adequate By: 5.1% Controllino Factor. Deflection StruCale 9.0 pe9e StruCalc Version 10.0.1.6 3/27/2018 3:02:11 PM F_LI�UM__s Req'd Provided are to be fully connected to provide uniform transfer of loads to all members 82.26 in3 DEFLECTIONS Center LOADING DIAGRAM Live Load 0.71 IN U312 Moment of Inertia (deflection): 464.73 in4 Dead Load 0.46 in Moment: 17859 ft -Ib Total Load 1.17 IN U189 Shear: 4622 lb Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A_ B Live Load 2806 Ib 1819 Ib Dead Load 1816 Ib 1199 Ib Total Load 4622 Ib 3018 Ib Bearing Length 1.76 in 1.15 in - BEAM DATA Center Span Length 18.5 ft ) Unbraced Length -Top 0 ft 18.5ft E" Unbraced Length -Bottom 18.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 0 plf 1.9E Microllam - iLevel Trus Joist Uniform Dead Load 0 plf Base Values Adigsted Beam Self Weight 13 pif Bending Stress: Fb = 2600 psi Fb' = 2994 psi Total Uniform Load 13 pif Cd=1.15 CF= 1.00 Shear Stress: Fv = 285 psi Fv' = 328 psi TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Cd=1.15 Left Live Load 410 pif Modulus of Elasticity: E = 1900 ksi E' = 1900 ksi Left Dead Load 250 If p Comp. L to Grain: Fc - L = 750 psi Fc - -L'= 750 psi Right Live Load 90 plf Controlling Moment: 17859 ft -Ib Right Dead Load 50 plf Load Start 0 ft 8.32 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Load End 18.5 ft Controllino Shears 4622 Ib Load Length 18.5 ft At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 71.57 in3 82.26 in3 Area (Shear): 21.15 in2 41.56 in2 Moment of Inertia (deflection): 464.73 in4 488.41 in4 Moment: 17859 ft -Ib 20525 ft -ib Shear: 4622 lb 9081 lb Mark A. Codispoti, P.E. 1118 N 5th Street Tn,C,m \A/A QQ4r1Q IRICIA1% QCARACr%IICD AK1Tr{-ii:m JOB Burbidge Kitchen Remodel Jos NO. — 18-06 SHEET NO F'R5 (1F By MAC CHECKED DATE Iviarch 2018 DATE Project: 06 -Burbidge Remodel StruCalc 9.0 page Location: East-West Beam Over Kitchen 42h. Multi -Loaded Multi -Span Beam or ;2015 International Building Code(2015 NDS)j j I 5.125 IN x 15.0 IN x 16.6 FT 9Mi=_VA lA —t— Cncrina - ilni i Ica Ctmf'.nic Vpminn in n i h 31770MA 9—A& 1N —Pio" Section Adequate By: 4.4% Controlling Factor: Moment DEFLECTIONS Center LOADING DIAGRAM Live Load 0.48 IN L/416 Dead Lccd 0.22 .n Total Load 0.70 IN L/284 j Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 5677 Ib 4305 Ib Dead Load 2591 Ib 1805 lb 1 Tntai I.nari A26A Ih 6110 Ih Bearing Length 2.48 in 1.83 in ---. .-- --- -1658 ----._ -.._- _.__- ___;, i U%,!Fnou 1 P1 D$ ccntn. Uniform Live Load 300v pif MATERIAL PROPERTIES Read Provided Uniform Dead Load 75 pif 24F -V4 -Visually Graded Western Species 192.19 in3 Beam Self Weight 17 pif 40.7 in2 76.88 int Moment of Inertia (deflection): Total Uniform Load 392 plf 1441.41 in4 Base Values Adiusted 44203 ft -1b Bending Stress: Fb = 2400 psi Controlled by:POINT unuS -CENTER .3FAli cmpr = 1850 . .. FID, c• = ')7an i Load Number One Cd=1.15 Live Load 5032 Ib Shear Stress: Fv = 265 psi FV = 305 psi Dead Load 2883 Ib Cd=1.15 Location 6 ft Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi " Load obtained from Load Tracker. See Summary Report for details. Comp. -L to Grain: Fc - L = 650 psi Fc - -L= 650 psi rnntrnilinn Mnmant- 42346 ft-lh 6.11 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8268 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 184.12 in3 192.19 in3 Area (Shear): 40.7 in2 76.88 int Moment of Inertia (deflection): 1246.95 in4 1441.41 in4 Moment: 42346 ft -ib 44203 ft -1b Shear: 8268 lb 15618 Ib Mark A. Codispoti, P.E. Professional Structural Engineering Services STRUCTURAL CALCULATIONS for BURBIDGE RESIDENCE KITCHEN REMODEL 2824 SW 300TH PLACE FEDERAL WAY, WA 98023 Prepared for: Steve Hoeck, Steve Hoeck Construction, Inc. of Enumclaw, Washington MAC, PE Project: 18-06 March 23, 2018 INDEX DESCRIPTION SHEET Scope of work; Partial existing Floor Plan........................................................... 1 Partial Roof Framing Plan (at Roof supported by new framing) .......................... 2 Partial Floor Plan: New beam locations................................................................ 3 Framing Design: New beams over kitchen) .................................................. 4 - 6 Plan: New beams over Kitchen.......................................................................... 7 The design responsibility of the Licensed Engineer is limited to the contents of the attached structural design calculations for the proposed remodel. It is assumed that the balance of the design not covered by these calculations is in substantial conformance with the appropriate codes and variances with no opinion expressed or implied regarding those areas. RECEIVED APR 0 2 2018 CITY OF FEDERAL WAY COMMUNITY REVEL OPMENFT Mark .A. Codispoti., P.E. 1118 N 5th Street Tacoma WA 98403 Phone: 253-267-6766 "n r m Mark A. Codispod, P.E. 1118 N 5th Street Tacoma, WA 98403 JnR Burbidge Kitchen Remddel JOB NO. 18-06 SHEET NO. 1 OF 7 BY _ _ MAC DATE __March 2018 CHECKED DATE (exist) First Floor Kitchen Bearing Walls to be removed, replaced by (new) Floor Beams SCOPE OF WORK: Design new beams above Kitchen in two locations to replace the (existing) bearing walls currently supporting Roof and 2nd Floor/Attic Floor loads. Refer to the plan sketch on the following sheet for new beam and post locations. JOB Burbidge Kitchen Remodel Mark A. Codispoti, P.E. 108 NO. 18'06 1118 N Sth Street SHEET NO. 2 OF 7 Tacoma, WA 98403 BY MAC DATE March 2018 CHECKED DATE PARTIAL) ROOF FRAMING PLAN Roof Framing over Kitchen/Breakfast Drawing for reference only. No work, this level. Mark A. Codispod, P.E. 1118 N 5th Street Tacoma, WA 98403 (PARTIAL) FIRST FLOOR PLAN (Existing) Walls to be Replaced with Beams Refer to the following sheets for beam analysis and design. JOB Burbidge Kitchen Remddel JOB NO. _ _ 18-06 _ SHEET NO. 3 OF 7 BY MAC DATE _ March 2018 CHECKED DATE - — - — - — - (new) Beam over Kitchen replacing Bearing Walls ■ (new) Post supporting (new) Beam Mark A. Codispoti, P.E. 1118 N Sth Street Tacoma, WA 98403 Project: 06 -Burbidge Remodel Location: North-South Beam Between Kitchen -Breakfast Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 15.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 18.8% Controlling Factor: Deflection JOB Burbidge Kitchen Remodel JOB NO. SHEET NO. RV MAC CHECKED 18-06 4 of 7 StruCalc 9.0 beam FBI _ - ==. StruCalc Version 10.0.1.6 DATE rviaiuI colo DATE DEFLECTIONS Center 64.69 in3 LOADING DIAGRAM Area (Shear): Live Load 0.41 IN L/441 42 in2 Moment of Inertia (deflection): 424.42 in4 Dead Load 0.22 in Moment: 14879 ft -Ib 19320 ft -Ib Total Load 0.63 IN L/285 -3829 lb 8533 lb Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS B Live Load 2226 Ib 2384 Ib Dead Load 1067 Ib 1445 Ib Total Load 3293 Ib 3829 Ib Bearing Length 1.45 in 1.68 in BEAM Q Center Span Length 15 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 15 ft ---------- --- Asn---- - ---- --- -=- Live Load Duration Factor 1.15 Camber Adj. Factor 1.5 UNIFORM LOADS Center Camber Required 0.34 Notch Depth 0,00 Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load 255 plf 85 pit 9 pit 349 plf MATERIAL PROPERTIES 24F -V4 -Visually Graded Western Species Base Values A sted POINT LOADS - CENTER SPAN Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Load Number One Cd=1.15 Live Load 560 Ib Shear Stress: Fv = 265 psi Fv' = 305 psi Dead Load 560 Ib Cd=1.15 Location 7.5 It TRAPEZOIDAL LOADS CENTER SPAN Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Comp. J- to Grain: Fc - = 650 psi Fc - -L' = 650 psi Load Number - One Controlling Moment: 14879 ft -Ib 7.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3829 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End 1 Load Length 50 pit 120 plf 50 pit 120 plf 10.5 ft 15 ft 4.5 ft Comparisons with required sections: Read Section Modulus: beam FBI 64.69 in3 84 in3 Area (Shear): 18.84 in2 42 in2 Moment of Inertia (deflection): 424.42 in4 504 in4 Moment: 14879 ft -Ib 19320 ft -Ib Shear: -3829 lb 8533 lb ieB Burbidge Kitchen Remodel Mark A. Codispoti, P.E. 108 NO. 18'06 1118 N 5th Street SHEET NO. 5 OF 7 Tacoma, WA 98403 By MAC DATE March 2018 CHECKED DATE Project: 06 -Burbidge Remodel Location: Valley Beam Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] ( 2 ) 1.75 IN x 11.875 IN x 18.5 FT 1.9E Microllam - iLevel Trus Joist Section Adequate By: 5.1 % Controllina Factor: Deflection (existing) roof valle�beam CAUTIONS Read Provided " Laminations are to be fully connected to provide uniform transfer of loads to all members 71.57 in3 DEFLECTIONS Center LOADING DIAGRAM 21.15 in2 Live Load 0.71 IN U312 Moment of Inertia (deflection): 464.73 in4 Dead Load 0.46 in Moment: 17859 ft4b Total Load 1.17 IN U189 Shear: 4622 lb Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A 0 Live Load 2806 Ib 1819 Ib Dead Load 1816 Ib 1199 Ib Total Load 4622 Ib 3018 Ib Bearing Length 1.76 in 1.15 in BEAM DATA Center Span Length 18.5 ft �— --18.Sft Unbraced Length -Top 0 ft Unbraced Length -Bottom 18.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 1.9E Microllam -iLevel Trus Joist UNIFORM LOADS Uniform Live Load Center 0 plf Base Values Adjusted Uniform Dead Load 0 plf Bending Stress: Fb = 2600 psi Fb' = 2994 psi Beam Self Weight 13 pif Total Uniform Load 13 plf Cd=1.15 CF= 1.00 TRAPEZOIDAL LOADS - CENTER SPAN Shear Stress: Fv = 285 psi Fv' = 328 psi Cd=1.15 Load Number One Modulus of Elasticity: E = 1900 ksi E'= 1900 ksi Left Live Load 410 plf Comp. -L to Grain: Fc -1= 750 psi Fc -1' = 750 psi Left Dead Load 250 pif Right Live Load 90 plf Controlling Moment: 17859 ft -Ib Right Dead Load 50 pif 8.32 Ft from left support of span 2 (Center Span) Load Start 0 ft Created by combining all dead loads and live loads on span(s) 2 Load End 18.5 ft Controlling Shear: 4622 Ib I Load Length 18.5 ft At lett support of span z (center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 71.57 in3 82.26 in3 Area (Shear): 21.15 in2 41.56 int Moment of Inertia (deflection): 464.73 in4 488.41 in4 Moment: 17859 ft4b 20525 ft -lb Shear: 4622 lb 9081 Ib JOB Burbidge Kitchen Remodel Mark A. Codispoti, P.E. JOB NO. 18-06 1118 N 5th Street SHEET NO. 6 OF 7 Tacoma, WA 98403 BY MRC DATE March 2018 CHECKED DATE Project: 06 -Burbidge Remodel Location: East-West Beam Over Kitchen beam FB2 Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 15.0 IN x 16.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 4.4% Controlling Factor: Moment DEFLECTIONS Center Fc - -L-= 650 psi LOADING DIAGRAM Live Load 0.48 IN U416 Created by combining all dead loads and live loads on span(s) 2 Dead Load 0.22 in At left support of span 2 (Center Span) Total Load 0.70 IN U284 span(s) 2 Comparisons with required sections: Read Provided Live Load Deflection Criteria: 0360 Total Load Deflection Criteria: L/240 192.19 in3 Area (Shear): 40.7 in2 REACTIONS A 0 Live Load 5677 Ib 4305 Ib 1441.41 in4 Moment: 42346 ft -lb 44203 ft -lb Dead Load 2591 Ib 1805 Ib 15618 lb Total Load 8268 Ib 6110 Ib Bearing Length 2.48 in 1.83 in BEAM DATA Center Span Length 16.5 ft -- Unbraced Length -Top 0 ft -- -- - - -- 16.5 rt- --- ------ -- -- - Unbraced Length -Bottom 16.5 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.22 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 300 Uniform Dead Load 75 Beam Self Weight 17 Total Uniform Load 392 plf pif pif pif MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: POINT LOADS - CENTER SPAN Fb_cmpr = 1850 psi Fb' = 2760 psi Load Number Q Cd=1.15 Live Load 5032 Ib Shear Stress: Fv = 265 psi Fd = 305 psi Dead Load 2883 Ib Cd=1.15 Location 6 ft Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi ' Load obtained from Load Tracker. See Summary Report for details. Comp. L to Grain: Fc - L = 650 psi Fc - -L-= 650 psi Controlling Moment: 42346 ft -Ib 6.11 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 8268 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 184.12 in3 192.19 in3 Area (Shear): 40.7 in2 76.88 int Moment of Inertia (deflection): 1246.95 in4 1441.41 in4 Moment: 42346 ft -lb 44203 ft -lb Shear: 8268 lb 15618 lb Mark A. Codispoti, P.E. . 1118 N 5th Street Tacoma, WA 98403 (PARTIAL) FIRST FLOOR PLAN (Existing) Walls to be Replaced with Beams t�R Burbidge Kitchen Remodel T JOB NO. SHEET NO. 7 RY MAC CHECKED 18-06 OF 7 DATE March 2018 DATE 2¢ (MIN) 3-2x POST, TYP EA END uJ co ;t L6 a + z � 0 .. m —14'-7" — in r (MIN) 31/2" x 12" GLULAM BEAM (MIN) 2-2x4 POST 'HHUS410" Face Mount Hanger or "HU3.25/12TF" Top Flange Hanger 111 '1 � 1� I lit, t, all t+rit•inul 'k-1011 .111,1 ntu.i chin :ui ,uhlrcl t.+ cri tlic.tuttn un t n +i t+i irlc. tu'J rn t -I it+iiJ anti„ I'rinticlti??�/J(!I }Trr ptl+ ,tli .tail adlu,InlCni It+ Ili µ+h I+Iti�if+li lir ha, he+Pt! h:ucl tit lt.h itu+tliUum: i �+iclit +Ittcitl Mark A. Codispoti, P.E. PYofeSsional Structural Engineering Services September 20, 2018 Steve Hoeck Steve Hoeck Construction, Inc. PO Box 368 Enumclaw, WA 98022 RE: Burbidge Residence Kitchen Remodel 2824 SW 300"' Place Federal Way, WA 98023 Subject: Structural framing revisions and site inspection questions MAC, PE Project Reference: 18-06 Dear Mr. Steve Hoeck: I have reviewed the questioned revised glulam beam installation for the Burbidge Residence Remodel, comparing it to my original, approved structural design. Having reduced the beam span from 16.5 feet down to 1 I feet, and now having a support adjacent to the also newly installed, supported floor beam above, the supported load at the beam end in question has been reduced significantly. As such, critical beam stresses (beam shear and bearing stresses) at the reduced beam cross section (from 5%z" wide down to 4"), though slightly greater due to the area reduction, remain well within code limits. • The installed modified S%"x IS"glulam beam has ample capacityfor the design loads and is OKAY as -built. Design loads at the built-up post supporting the modified end of beam have likewise been significantly reduced. The design load below this end of the beam is approximately 40% of the original design load for the approved design. That being the case, the built-up 2x post, as -built and modified, yields wood stresses still well within code limits. • The installed modified built-up end post questioned has ample capacity for the design loads and is OKAY as -built. With the reduction in beam span, the supporting end post, opposite the end of the beam end in question, has realized increased design loads. (3) 2x4 studs, as per the approved plans, are no longer adequate to support this opposite end of the beam. Instead, a (2) 2x6 HF#2 post, as -built, is now the minimum required size post to support this end, opposite the modified beam -end in question. I trust the above will allow you to proceed with field inspection review and approval. Please call if you have any additional questions. Respectfully Submitted, Mark A. Codispoti, PE Mark A. Codispoti., P.E. 1118 N 5th Street Tacoma WA 98403 Phone: 253-267-6766 CITY OFVA�L PERMIT APPLICATION PERMIT CENTER + 33325 8u Avenue South + Federal Way, WA 98003-6325 Federal Way 253-835-2607 + FAX 253-835-2609 + permitcenter@cityoffederalway.com RECEIVED PERMIT NUMBER ` `� _ _ 10 TARGET DATE APR 0 2 2018 — SITE ADDRESS uIT ELOPM T NT 'FROJECT VATMA�tnv ZONING ASSESSOR'S TAX/PAR L # `PREVENTION TYPE OF PERMIT P1 BUILDING ❑ PLUMBING ❑ MECHANICAL ❑ DEMOLITION ❑ ENGINEERING ❑ FIRE NAME OF PROJECT r PROJECT DESCRIPTION Detailed description of work to _ a - � LJIL J2=a31 be included on this permit only PROPERTY OWNER NAME A PRIMARY PHONE MAILING ADDRESS E-MAIL -1-,17- CITY .�STAT��EJJ I ZIP NAME ' C- C/ K e, PHONE ?-46 MAILING ADDRESSr -? 6 "' E-MAIL r— S' n 4-^ S."7 CONTRACTOR CITY STATE� ZIP �6 D Z � FAX WA STATE CONTRACTOR'S LICENSE # EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE # NAME PRIMARY PHONE MAILING ADDRESS E-MAIL APPLICANT- CITY STATE ZIP FAX PROJECT CONTACT NAME V G PRIMARY PHONE ZCU/—6 ZS`� MAILING ADDRESS E-MAIL (The individual to receive and respond to all correspondence CITY STATE ZIP FAX concerning this application) PROJECT FINANCING NAME ❑ OWNER -FINANCED When value is $5,000 or more (RCW 19.27.095) MAILING ADDRESS, CITY, STATE, ZIP PHONE I certify under penalty of perjury that I am the property owner or authorized agent of the property owner. I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct. I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim (including costs, expenses, and attorneys' fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned, and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a p his application. (� SIGNATURE: DATE l _ 7— — 18 PRINT NAME: %V eG/L r Bulletin #100 — January 29, 2016 Page 1 of 2 k:\Handouts\Permit Application ro/y?