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REVIEWED BLD2022-0797+Structural_Calculations+6.19.2022_11.53.22_AM+2941069FORSMAN ENGINEERING 30014 2"d Court South Federal Way, WA 98003 (253) 815-9182 STRUCTURAL CALCULATIONS for Collins House Remodel Design of three beams and footing check- Only At 21821 80th Ave West Edmonds, WA 98026 Project #22024 ©2022 Forsman Engineering Codes: 2018 International Building Code Loads: Roof 15 psf dead load 25 psf live load, snow Wails 10 psf dead load Foundation: All values assumed footings 1500 psf allowable bearing pressure The items designed herein represent the entire scope of structural investigation performed. No other portions of the structure have been reviewed. These calculations apply to the location specified above. The site was not investigated and no judgment on the suitability of the site was made. 22024CALC-22 Page I. of Z/ FORSMAN ENGINEERING 30014 2nd Court South Federal Way, WA 98003 SCOPE OF WORK Forsman Engineering was asked to provide a review of three beams for the removal of load bearing walls and associated footings for a wood framed single family residential remodel. The attached calculations are to be used as a submittal for one potential building site. The cover sheet should have an original signature in blue ink over the seal. Forsman Engineering will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, Forsman Engineering shall have liability limited to the amount of the fee received by Forsman Engineering. Questions regarding the attached should be addressed to Forsman Engineering. Arnold E. Forsman, P.E. Forsman Engineering forsmanengineeringLa�,comcast.net 253.815.9182 3/ 18, 1 V-2 1/4" — ,n whole house fen 611-10 1/21, 46'-q 1/2" 4 Simp- on ACE post cap Header 3 4x10 OF beam + ''d throughC'wall b b i b cn b _.qATH LU 6,-q @ I IXA I I -J T 1 /12 ' 1 1 so x 5LOFEVi 1-0., rL05ET LAUNDRY KI TCHEN HEN .1OCFM ex. fan EILIN& " 11 '�7 1 1'7'-2" T-2" ao rr-H: 21 I-V X'11174" proplui led to outside �FULL HT. CEILING n� a ci" 22.5x22.5" PRIMA BEDROOM 'W Nr 1W 1W ivtql� X 13'-11 11 sp�ce reserved for air handler 1 URN 1 5/8 type X dr.,iwall uAretaping Wm I — I p X 4' 5 ponent of central heat these areas and garage ceiling V-9 314" proposed HY4H - — — — — — — — — — — — — (�5K) location. exhau rited through 4of" b i 4:: 6ARA6E Id air return ;r vDi ;r cold air returnSD 17'-4" X 19'-5" 271-10 1/2" — — — — — — — — --- ZL Proposed Header #2 m co13ATHL19 j BEDROOM 3,- 4'- 81-31, �1(15 7X- N' C DINING. (EX.-NO (EXISTING- 14'-5" X q' NO CHANGE U-10 1/2- ------------------------- C—:D1 10 Proposed Header 1 c proposed infill walls 3-1 KE DETECTOR5 LIVINU x 131-11 (EXISTING - NO CHANGES) BEDROOM 2 121-31, X 10'-611 (EXISTING - NO CHANGES) 53'-1 0 1/2" FLOOR PLAN - PROPOSED SCALE: 1/4" 'j/ 61'-10 1!2" ---29'41/2"--� 15' ------- 4" decorative coma. slab ,05 EXISTING I b" w uxn or #4 rebar 48 o.c. I r— — — — KEXISTING SLABINSIDE FOUNDATION 12' LOWER THAN GARAGE , WI verify foundation is full depth with footing EXISTING SLAB I INSIDE FOUNDATION m — ItEI I'I I: I GARAGE 1 T'-0^ ' „ X 19-6I I o I"I I >I I'I I.ri I'=1 Is`I I;I I:I I I I'i b'-10112" ----------- continuous footing for floor beam line 6"x18" with 2 #4 continuous rebar _ crauispace access cutout through closet floor above L - -J T } —T----.axa e05r_--- 05i-- PoST--- vOST �.. ._-- T—(V�-- POST .Iw, — — �z1 — ax4 I%a — — — — — — — I 6 mil vapor barrier (cont.) AI-' i 3i5,J r—' --- — ----- -- -- - Ir —-------------_-- ----_ — -- fl z I I I I 3l i l I I proposed oversized footing 12" thickl 4 #4 rebar each direction I ' Simpson ABU44 I I.'I n—Ei—_— �_T_k�]-___� I I:I I existing post line I . °r I' ``I r EXISTING GRAWLSPAGE 1- � FOUNDATION PLAN a/.al F• IIA'1 N v FORSMAN ENGINEERING 30014 2nd Court South Federal Way, Washington 98003 253.815.9182 forsmanengineering@comcast.net JOB Z z 0 —74 SHEET NO. C OF CALCULATED BY DATE CHECKED BY DATE SCALE . .......... .......... V! . ................. - ... ........ ........... /0 ............. .......... .. .......... ........... .............. .......... ... .. .... .......... . ... . ........ 2 ........... ........ ..... c, ........... ...... ....... j ........ ........... .... X2 . .. . ...... A .......... .......... -4, J ... 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WoodWork ® COMPANY Forsman Engineering 22024 PROJECT the Header1.wwb Header June 12, 2022 09:14:46 SORWARF FOR WOOD DESIGN Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, Psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? wdl Dead Full UDL 180.0 No wll Snow Full UDL 300.0 No Dead 1201 1201 Live 1912 1912 Total 3114 3114 Bearing: 2 2 LC number Length 1.4 1.4 Value Anal s/es 12) ��� COMPANY 22024 nEngineering 22024 ' PROJECTForsm MargreHeader Header 2.wwb -� �� �® June 12, 2022 09:16:13 SOfIWARE FOR WOOD DESIGN Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or plf ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : n 0' 11'-6" Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/2x10-1/2"" Self Weight of 8.46 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC-IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CV Cfu Cr Cfrt Notes Cn LC# Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fv' 240 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Bending(+): LC# 2 = D+S, M = 9083 lbs-ft Shear : LC# 2 = D+S, V = 3159, V design = 2679 lbs Deflection: LC# 2 = D+S EI= 607.74e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution Magnitude Location Ift] Pattern Start End Start End Load? wdl Dead Full UDL 203.0 No wll Snow Full UDL 338.0 No Dead 1216 1216 Live 1943 1943 Total 3159 3159 Bearing: LC number 2 2 Length 1.4 1.4 Criterion Analysis Value Design Value Anal sis/Desi n Shear fv = 109 Fv' = 276 fv/Fv' = 0.40 Bending(+) fb = 1695 Fb' = 2760 fb/Fb' = 0.61 Live Defl'n 0.22 = L/630 0.38 = L/360 0.57 Total Defl'n 0.42 = L/325 0.58 = L/240 0.74 COMPANY PROJECT � WoodWorks Forsman Engineering 22024 Margrethe Header 3.wwb June 12; 2022 09:17:30 SOFMARE FOR WOOD DFNIGN Design Check Calculation Sheet Sizer 2004 LOADS: ( Ibs, psf, or pif ) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : V. 4"ang llillcll, . i "m 0' 8' Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: [CC -IBC; SECTION vs. DESIGN CODE NDS-2001: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fb'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.00 1.00 1.00 - 2 Fv' 180 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Bending(+): LC# 2 = D+S, M = 2928 lbs-ft Shear : LC# 2 = D+S, V = 1464, V design = 1243 lbs Deflection: LC# 2 = D+S EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? wdl Dead Full UDL 135.0 No wll Snow Full UDL 225.0 No Dead 564 564 Live 900 900 Total 1464 1464 Bearing: 2 2 LC number Length 1.0 1.0 Criterion Anal sis Value Design Value Analysis/Design Shear fv = 73 Fv' = 207 fv Fv' = 0.35 Bending{+) fb = 1146 Fb' = 1345 fb/Fb' = 0.85 Live Defl'n 0.12 = L/823 0.27 = L/360 0.44 Total Defl'n 0.23 = L/424 0.40 = L/240 0.57