Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
APPROVED PLN BLD ENG resub1 BLD2021-0620+Plans & Structural+5.17.2021_4.26.47_PM+2201434
PROJECT INFORMATION VICINITYMAP SHEET INDEX Project: Ainsley Residence Lower Deck Addition 158th 3# S1N A-ol Site and Project Information Project Address: 7429 N. Meadowdale Road A-02 Existing Lower Floor Plan Edmonds, WA 98026 A-03 New Lower Floor Plan A-04 Existing Upper Floor Plan A-05 Existing West & South Elevations Legal Description: MEADOWDALE BEACH BLK 03o D-oo A-o6 Existing East & North Elevations S 1oFT LOT 9 & ALL OF LOT to LESS S to FT A-07 New West & South Elevations PER ORD 1853 PASSED 7-6-76 & LESS A-o8 New North Elevation W to FT PER QCD TO CITY ED BY AF A-o9 Sections A-io Deck to House Connection Detail 90062g0170 V 2354 p 2624 Tax Account No.: 00513103000900 Zoning: RS20 7429 North qMeadowdale Road I Owners: Keith & Pam Ainsley ' Area of Lower Deck Addition - 216 f 7429 N. Meadowdale Rd. Edmonds, WA 98026 IN Meadowdale Rd Existing Deck & Stairs I; I 00° rr 00 o 0 co °� ' I / / O�SU i May 18 2 21 / I C tY OF EDM NDS DEV OPMENT RVICES P ART N� — — — — / _ /_/ N8o*28'oo"E 110' — / // // - - i T / I 7 ' I I I I I / I I / 00 I , 00 I I � I / Existing / I 3o" Rockery / I I I00 0- U I O- I 0 I I gl I 0 I ,' I I 0 C I 0 O I W I O 0 I I I / Existing Concrete I I I / I � , I I I I I I I I I I I I Existing Concrete I I I I I II I I I / I I , aI I I I I I ---Existing Deck & Stairs 1 I I I I I I I N8§*08r11"E 110.11r I I I I I I I V �I North Meadowdale Road eado dale Ra Note: No new supports will be required for this work. No ground disturbing activity will occur. For additional structural information see the attached analysis as prepared by Custom Design & Engineering. APPROVED BY PLANNING May 26 2021 Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per city standards that is caused or occurs during the permitted project. ENGINEERING DIVISION APPROVED AS NOTED Jdl WAt" mt 05/20/2021 VV City Of Edmonds Building Department Work LOWER DECK ADDITION Address 7429 N MEADOWDALE RD Owner . --------------- AINSLEY Approved Date 5/24/2021 Building Official: w• W vfk c •-------------------------------•------- Permit Number BLD2021-0620 APPROVED ALL WORK SUBJECT PLANS MUST BE TO FIELD ON JOB SITE INSPECTION FOR CODE COMPLIANCE North z 0 1" I I I I N I I I o Ca A \ I I am I N I MI 7I M � O C) o 6 00 -zi CE � q� � O tJ Cq O 5 10 20 1" = 20'-0" A 01 RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 30"MO"x12" Reinforced 6 "x6" I Simpsc Simpsc Simpsc (TYP.) For additional structural information see the attached analysis as prepared by Custom Design & Engineering. z 0 Q A \ am I N I M I 7 I Un W 4Q N N - u s 00 Ft aN o o 3 cE 17'-0" North N Itt EXISTING LOWER LEVEL FLOOR PLAN L-1 0 2 4 8 1/8" = 1'-o" �Nm RES U B May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 6x6 PT Extend existing deck CCQ66z F2 Existing deck & stairs. framing. Replace existing Replace existing decking decking and guard railing. and guard railing.'000o 5 DDT1Z (Typ. Of 4) Beam #1 B 2 x 4 PT HF 2 Brace 5.125 x 12 PT GLB 24F-V4 — a-9 - - - - - - - - - . - . - - . - . - . - N O \ \ \ \ BedroomCA Bath N M 7 M Deck ' (2) 2x8 PT HF2 El Deck Joists /'6x6 PT HF2 Beam #2 _ % (Typ 5.125 x 12 PT GLB 24F-V4 Kitchenette RESU I �— HUCQ612Z May 18 20 m �\ (2) 2"X8" #2 HF PT 16" O.C. c� CITY OF EDMON S \ �1 DEVELOPMENT SER ICES \ DEPARTMENT \ �--1 `\ LUS28-2Z ❑ o 2x4 PT HF2 Brace 00 `\ Family Room Existing 30"x3o"x12" �\ a) Footing with ABU66Z HUCQ612Z \ ty'\ O ( ') Mechanical Deck L Beam #3 5.125 x 12 PT GLB 24F-V4 (2) 2x8 PT HF2 ' Deck Joists Bedroom Deck 2x4 PT HF2 Brace (2) 2x8 PT HF2 p Deck Joists p V P4 �,c 4) N 777 For additional structural information •� 3 6x6 PT HF2 see the attached analysis as prepared by CCQ66Z Custom Design & Engineering.ct 611 1 �� 4 6 -ovxisting deck & stairs. °New Existing Replace existing decking and guard railing. Nosh O N Iti- NEW LOWER LEVEL FLOOR PLAN 2 4 g A 03 RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT \\ 5046 w a \\ O Cl) ` 5 �\ Master Bath \ Master Bedroom Q / Garage -- o I I I Ca \ I I I I I I N N / N M 7 M Q co \J0 2x4 PT HF2 Brace / / \ ---------- Living RESUR\ May 18 2021? CITY OF EDMONDS ��y�/''�� \ DEVELOPMENT SER1114 � \ O DEPARTMENT \ O Laundry o \ o \ M Foyer � Cn W Dining Kitchen tai S Bath ct � o N N ct 00 EXISTING UPPER LEVEL FLOOR PLAN I q� o � •� � w North N1�1- For additional structural information see the attached analysis as prepared by Custom Design & Engineering. 0 24 8 1/8�� = 1'-O" A 04 RES U B May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 0 2 4 8 1/8" = i'-o" EXISTING WEST ELEVATION I 0 , --------------- - --------------- �l H H H HIM H H H Hl ON N TI - - - L--------------------------------------------------------------------------L - - - -- �I L� LL_ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - L - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - t - - - - - - - - - - 1 - - J EXISTING SOUTH ELEVATION RES U B May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT EXISTING EAST ELEVATION RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT a 2 4 8 1/8" = 1'-o" z 0 Q cli \ am I N I m I 7 I Un cn r O 4-j W r� 1� UHF —IL // ^� +J C) O ° '4-j N N rc� 00 v1 W � y -------------------------------------------------------�-� o� N Itt EXISTING NORTH ELEVATION L-1 mom RES U B May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT a z 0 Maim Alow- LJ 5 ---------------------- �__-� --- ----- A Ca c\1 I I I I - --� --- ---�_----------------------------------- ---------------- — ----- — ---- \ I I - -- - ------------------- - I-- _�- __ _______ _- IIIIIII 11111�------- ■ ■■ _____ I J N M RESUB May 18 2021 CITY OF NEW WEST ELEVATION DEVELOPMENT SERVICES DEPARTMENT O —j r� ---------------------- ------------- ---------------------- ------------- ---- ---------------- ------------- ----------------------- ------------- 1� I I I i 100 ----- ---------------------- �---�!�- � o AwAll g � — I W I I I V I I I I I O •� cq NEW SOUTH ELEVATION 0 2 4 8 A o% RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT a O CID - Ca cli I I I I I I I I rl N M 7 M III RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT :�LLHJ 0 —j �r I I I I I I ------ L----------------------------------------------------------------------------- -- - - �- - — —-- — — — —— —� ---� NEVI NORTH ELEVATION a� N N 0� 00 C) cCA � •� � w Itt V-1 0 2 4 8 1/8" = 1'-O" A o8 RES U B May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Note: All wood exposed to weather shall be pressure treated or naturally resistant to decay. All Simpson connectors in contact with pressure treated lumber to be ZMAX coated. For additional structural information O see the attached analysis as prepared by Custom Design & Engineering. 5 Q N I I I I Ca � I I I I I I I I N M 7 M RESUB May 18 2021 CITY O E MONDS DEVELOP EN SERVICE DEP RT ENT Intermediate rails spaced so -- Guardrail to sustain 200 psf. that 4 sphere cannot pass through. O Guard balusters to sustain 50 psf. M Section A - Existing Deck \ ct C) 21?x8" PT rim joist with V 1"x1o" cedar facia. N U ►-� 2"x4" Diagonal Brace 00 I to Joist Attachment "Z O (2)1/4 it X3" Simpson H----------- See detail sheet to c SDS Screws 2 x8 PT joist 12 o.c. Replace existing 6' long joist with (2) 10' q o long joist. O 5/4" x 6" composite decking p N Lower and replace existing beam ►� C with 5.125 x 12, GLB 24F-V4 PT. Section B - New Deck O 1 2 1/2" = 1'-0" A 09 RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Note: All wood exposed to weather shall be pressure treated or naturally resistant to decay. All Simpson connectors in contact with pressure treated lumber to be ZMAX coated. For additional structural information z see the attached analysis as prepared by O Custom Design & Engineering. 5 R E S U B Cedar Decking - May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Simpson LUS28-2 Joist Hanger Pressure Treated Deck Joists Simpson DTT1Z hold down device with m at 4 locations, evenly distributed along de end of the ledger. Hold-down devices sha: per hold-down manufacturer. A fully threaded 3/8" diameter with HDG washer predrilled wiLii 1111111111u111 3" penetration to center of top plate, studs, or header. Plywood Sheathing Q A \ Elm loor Joists thing for water tightness. Pressure treated 2x ledger with fasteners per IRC Table R507.2. 4" HDG lag bolt fasteners, staggered per gure R507.2.1 not to exceed 12" O.C. I N I M I 7 I Un ct Deck to House Lateral Load Connection Detail � •� � o g W CA0 � ro�00 Sep* cz Z) Wg�'Cq RESUB May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 CUSTOM DESIGN & ENGINEERING, INC. MUKILTEO - SEATTLE PHONE (425) 343-7517 - FAX (425) 492-8388 STRUCTURAL ANALYSIS COVER PAGE Job Title: AINSLEY RESIDENCE DECK Job Number: X3-2731 Jurisdiction: CITY OF EDMONDS LATERAL ENGINEERING DESIGN PARAMETERS Wind Design Data ---------------------------------------------------------- N/A Ss = 1.30, S1 = 0.51g Site Class = SDS = 0.87g, SD1 = 0.61g SDC = Seismic System = TIMBER FRAME Design Base Shear = 7.60 kips Cs = 0.578 R = 1.5 Analysis procedure: ASCE 11.4, 11.5 & 12.8 GRAVITY ENGINEERING DESIGN PARAMETERS Snow load = 25 psf Roof dead load = 15 psf Live load = 40 psf Dead load = 12 psf Allowable bearing pressure = 1500 psf 2021 Q AL O CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESUB Page 1 / 17 Copyright © 2021 Custom Design 8 Engineering, Inc. All rights reserved. bld2021-0620 May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Contents 1 LATERAL DESIGN..................................................................................................................................... 3 1.1 SEISMIC DESIGN................................................................................................................................ 3 2 GRAVITY DESIGN...................................................................................................................................... 7 2.1 Design typical deck joists..................................................................................................................... 7 2.2 Design Beam #1................................................................................................................................ 11 2.3 Design Beam #2................................................................................................................................ 13 2.4 Design Beam #3................................................................................................................................ 15 3 Foundations.............................................................................................................................................. 17 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESUB Page 2 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 1 LATERAL DESIGN 1.1 SEISMIC DESIGN Maximum considered earthquake spectral response accelerations Given position: Lat = 47.850, Long =-122.330 Short period, Ss= 130.1 % of g 1 second period, S I = 5 1. 1 % of g Site class and adjusted maximum spectral accelerations: Site class = D Site coefficient, FQ = 1.00 Table 11.4-1 - Interpolated Site coefficient, F, = 1.79 Table 11.4-2 - Interpolated The adjusted maximum spectral response per § 11.4.3 SMs=F,Ss= 1.00(1.30) = 1.30g Eq 11.4-1 Sm1=F,S1=1.79(0.51)=0.91g Egll.4-2 Design spectral accelerations parameters: S DS 213S Ms 2/3(1.30g) — 0.87g Eq 11.4-3 S Di = 213S Mi = 2/3(0.91g) = 0.61g Eq 11.4-4 Building Risk Category and importance factors: Category =11 (per Table 1.5-1) Category = I (as defined per Table 1.5-1) Importance factor, I,= 1.00 Seismic Design Category (SDC) Table 11.6-1, Pg 85 For S Ds = 86.71 g, SDC = D Table 11.6-2, Pg 85 For S D1 = 60.97g, SDC = D Building system 6. Timber frames R = 1.5 (Table 12.2-1) 0 0 = 1.5 (2.5 for flexible diaphragm - Note 9) Cd = 1.5 Building element weights CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 3 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Level 2, Roof weight = 12.0 psf Exterior wall weight = 0.0 psf Interior partition wall weight = 0.0 psf Level 1, Floor weight = 12.0 psf Exterior wall weight = 10.0 psf Interior partition wall weight = 0.0 psf Building weights lumped on roof and floor diaphragms Total levels = 2 At Roof Level W R = Roof weight x Area + 1/2 x Partition weight x Area + 1/2 x Ext Wall weight x Perim x Height WR= 12.0 psf x 323 sq.ft. + 1/2 x 0.0 psf x 323 sq.ft. + 1/2 x 0.0 psf x 84 ft x 9.0 ft = 3876 lb At Floor Level 1 At typical floor level, W F= Floor weight x Area + Partition weight x Area + (1/2 Ext Wall-upr + 1/2 Ext Wall-lwr) x Ave Perim x Ave Height W 1= 12.0 psf x 484 sq.ft. + 0.0 psf x 484 sq.ft. + (1/2 x 0.0 psf+ 1/2 x 10.0 psf) x 100 ft x 7.5 ft = 9294 lb Total weight = 3876 + 9294 = 13170 lbs Compute structure period Structure type: All other structures CT = 0.020 (Table 12.8-2) Structure height, h„ = 15.00 ft. T,, = CT(h )si4= 0.020(15.00)"= 0.152 sec. (Eq 12.8-7) Compute base shear The design value of CS is the smaller value of CS = IQ S Ds / R = 1.00(0.87)/1.50 = 0.5780 EQ 12.8-2 and CS = Ie S DI / (R T.) = 1.00(0.61)/[(1.50)(0.15)1= 2.6664 EQ 12.8-3 but not less CS = 0.01 EQ 12.8-4 Therefore CS = 0.5780 Design base shear, V = CS W = 0.578(13170) = 7613 lbs (7.6 kips) Eq 12.8-1 Vertical distribution of force Fx= C,, V EQ 12.8-11 where CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 4 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT _ Wx, hx CVX Yihk Eq 12.8-12 Compute distribution component, k PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 k = 1.0 for T, <_ 0.5 seconds, and k = 2 for TQ >_ 2.5. Interpolate k for TQ between this range. T, = 0.152, k = 1.00 Level x hx hkx wX wx •hkx C, Fx= Cvx V Fx/wx= S. 2 15.0 15.0 3.9 k 58 0.510 3.9 k 1.003 1 6.0 6.0 9.3 k 56 0.490 3.7 k 0.401 SUM 13 k 114 k-ft 8 k Compute diaphragm shear(s) per ASCE 7-16 §12.10.1.1 F,. F = i=x w px n px IWi i=x Min Fpx = 0.20S DS IQ wpx Max Fpx = 0.40S DS IQ wpx Level w x Fi F x Min F x Max F x Design F x 2 3.9 k 3.9 k 3.9 k 10.7 k 1.3 k 1.3 k 1 9.3 k 3.7 k 5.4 k 11.6 k 3.2 k 3.2 k CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESUB Page 5 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Lateral load = 0.7 x 3700 = 2600 lb Load @ each node = 2600 / 4 = 650 lb -2600 PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 -618 -253 DIAGONAL BRACING (Applied forces and reactions) Brace loading Check nailing on the floor joist Maximum load = 1737 lb Brace length = 16.873 x 12 = 202.5 in Load per joist = 1737 / 202.5 x 16 = 137 Ib Z = 122 lb (1.5 thick 2 x 4 HF 2) Z' = 1.6 X 122 = 195.2 Ib/ft > 122 OK 1300 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 6 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 2 GRAVITY DESIGN Design loads Live = 60 psf Dead = 10 psf Total Live and Dead = 70 psf 2.1 Design typical deck joists 93.3 Ib/ft 2x8,HFNo2 T T 128 809 LOAD CASE 1 Load duration = Floor Live, CD= 1.00 Distributive load = 93.3, lb Beam/Joist span, L = 10.04 ft L1 = 5.81 ft L2 = 4.23 ft Design loads Maximum moment, Mt = 8L2 (L + a)2 (L — a)2 L a @x = 2 1— Lz Note: L = Ll & a = L2 Therefore, maximum moment = 87.5 ft-lb Minimum moment, CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESUB Page 7 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 — WL2 MB= 22 @x1=0 Therefore, minimum moment = -833.6 ft-lb fbx = M(12) / Sx =-834(12)/(13.1 in3) = 761 psi Reaction RA = 127.80 Ib W ( 2 2) RA = 2L L — a Reaction RB = 809.03 lb RB = w (L+a)2 Shear, VA=-415lb V=-2L(L2+a2) Shear, VB = 394 lb V2=V,+RB fv = 1.5V/A = 1.5(-415)/(10.9 in 2) = 57.19 psi Beam design - 2 x 8, HF No 2 Beam/Joist properties Area = 10.88 in Sx=13.141in3 Ix = 47.6348 in' E=1.30x101psi Check Bending C,= 1.15 CM = 0.85 Ct = 1.00 Cf = 1.20 Ci = 1.00 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 8 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 CL =1.000 F'b = FbCDCMGCLCfC,CI F'b = 850(1.00)(0.85)(1.00)(1.00)(1.20)(1.15)(1.00) = 997 psi F'bx = 997 psi > fbx = 761 psi, RESULT = PASS Check Shear F',, = F,, CD CM CI CH F' = 75(1.00)(0.85)(1.00)(1.00) = 64 psi F'v = 64 psi > fv = 57 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.81(12)/480 = 0.145 in. Maximum deflection, wx (L4 — 2L2x� + Lx3 — 2a�L� + 2a2x2) 24EIL Beam deflection = 0.001 in. Live + dead load deflection = 0.010 in. Total deflection = 10.0121 in. < 0.145 in., RESULT = PASS 5.81' 4.23' 10.04' 2 x 8 (2 plies), HF No 2 T T -143 538 LOAD CASE 2 Load duration = Floor Live, CD= 1.00 Distributive load = 93.3, lb Beam/Joist span, L = 10.04 ft CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 9 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Li = 5.81 ft L2 = 4.23 ft Design loads Maximum moment = 0, Note: L = Ll & a = L2 Minimum moment, 2 M _ wa � 2 Therefore, minimum moment = -833.6 ft-lb fbx = M(12) / Sx =-834(12)/(26.3 in3) = 381 psi Reaction RA =-143.40 lb 2 _ wa RA 2L Reaction RB = 537.83 lb RB = wa (2L + a) Shear, VA =-143 lb VA = RA Shear, VB = 394 lb VB = wa fv = 1.5V/A = 1.5(-143)/(21.8 in 2) = 13.60 psi Beam design - 2 x 8 (2) plies, HF No 2 Beam/Joist properties Area = 21.75 in Sx = 26.281 in' Ix = 95.2695 in E = 1.30 x 106 psi Check Bending C,= 1.15 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 10 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Cm = 0.85 Ct = 1.00 Cf = 1.20 CI = 1.00 CL = 1.000 Fib = Fb CD CM Ci CL Cf Cr Ci F'b = 850(1.00)(0.85)(1.00)(1.00)(1.20)(1.15)(1.00) = 997 psi F'bx = 997 psi > fbx = 381 psi, RESULT = PASS Check Shear F',, = F,, CD CM Ci CH F' = 75(1.00)(0.85)(1.00)(1.00) = 64 psi F'v = 64 psi > fv = 14 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 5.81(12)/240 = 0.291 in. Beam deflection = 0.001 in. Live + dead load deflection = 0.303 in. Total deflection = 10.3041 in. > 0.291 in SAY OK 2.2 Design Beam #1 Load from deck joists per Load Case 1 = 809 lb/joist or 809 x 12/16 = 607 Ib/ft Load from stair landing = 70 x 3 ft/2 = 105 Ib/ft 607.0 Ib/ft 4014 Du4D Shear Moment CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESUB Page 11 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Load duration = Floor Live, CD= 1.00 Beam/Joist span, L = 19.50 ft L = 19.50 ft Design loads Max moment, M = 18447 ft-lb Min moment, M = -738 ft-lb Min Shear, V= -4500 ft-lb Max Shear, V = 4732 ft-lb Deflection = 819.388 / E 1 x 106 (As a function of stiffeness) Min fbx = M(12) / Sx =-738(12)/(123.0 in') = 72 psi Max fbx = M(12) / Sx = 18447(12)/(123.0 in3) = 1800 psi Max Reaction RMAX = 5045 lb Design shear, V= 4732 lb fv = 1.5V/A = 1.5(4732)/(61.5 in2) = 115.42 psi Beam design - 5.125 x 12.000, GLB 24F-V4 Area = 61.50 in Sx = 123.000 in Ix = 738.0000 in ly = 134.6100 in4 E = 1.80 x 106 psi Check Bending Cr= 1.00 CM = 0.85 Ct = 1.00 Cf = 1.00 Ci = 1.00 CL = 1.000 Cv = 1.007 Since CL < CV, CL controls Fib=FbCDCMCiCLCfC,Ci Top fiber F'b = 1200(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 1020 psi Btm fiber F'b = 2400(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 2040 psi CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 12 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Check Shear F',, = F,, CD CM Ci CH F' = 190(1.00)(0.85)(1.00)(1.00) = 162 psi F'v = 162 psi > fv = 115 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 19.50(12)/240 = 0.975 Beam deflection = 0.037 in. Live + dead load deflection = 0.617 in. Total deflection = 10.6531 in. < 0.975 in., RESULT = PASS 2.3 Design Beam #2 4856 Load duration = Floor Live, CD= 1.00 Live load = 607.0, psf Dead load = 0.0, psf Tributary width = 1.00, ft Beam/Joist span, L = 16.00 ft Design loads 607.0 I b/ft 5.125 x 12.000, GLB 24F-V4 Max total moment, M = w L z/8 = 607.00(16.00)2/8 = 19424 ft-lb fbx = M(12) / Sx = 19424(12)/(123.0 in3) = 1895 psi Max total shear, V = w L /2 = 607.00(16.00)/2 = 4856 lb fv = 1.5V/A = 1.5(4856)/(61.5 in2) = 118.44 psi 4856 CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 13 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Max total reaction, R = w L /2 = 607.00(16.00)/2 = 4856 lb Beam design - 5.125 x 12.000, GLB 24F-V4 Area = 61.50 in Sx = 123.000 in Ix = 738.0000 in ly = 134.6100 in E = 1.80 x 106 psi Check Bending C= 1.00 CM = 0.85 Ct = 1.00 Cf = 1.00 CI = 1.00 CL = 1.000 Cv = 1.028 Since CL < CV, CL controls Fib =FbCDCMCiCLCfC,Ci Top fiber F'b = 1200(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 1020 psi Btm f iber F'b = 2400(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 2040 psi For distributive load, only bottom face applies F'bx = 2040 psi > fbx = 1895 psi, RESULT = PASS Check Shear F'v = Fv CD CM Ci CH F'v = 190(1.00)(0.85)(1.00)(1.00) = 162 psi F'v = 162 psi > fv = 118 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 16.00(12)/240 = 0.800 Maximum deflection, y = 5/384[w L 4/E 1 ] Beam deflection = 0.017 in. Live + dead load deflection = 0.674 in. Total deflection = 10.6901 in. < 0.800 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 14 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 2.4 Design Beam #3 Load from deck joists per Load Case 1 = 809 lb/joist or 809 x 12/16 = 607 lb/ft Load from stair landing = 70 x 3 ft/2 = 105 lb/ft 607.0 lb/ft 4719_ 18337 Load duration = Floor Live, CD= 1.00 Beam/Joist span, L = 20.00 ft L = 20.00 ft Design loads Max moment, M = 18337 ft-lb Min moment, M = -942 ft-lb Min Shear, V= -4507 ft-lb Max Shear, V = 4719 ft-lb Deflection = 813.502 / E / x 106 (As a function of stiffeness) Min fbx = M(12) / Sx =-942(12)/(123.0 in3) = 92 psi Max fbx = M(12) / Sx = 18337(12)/(123.0 in') = 1789 psi Max Reaction RMAX = 5106 lb CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RES U B Page 15 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 Design shear, V= 4719 lb fv = 1.5V/A = 1.5(4719)/(61.5 inZ) = 115.11 psi Beam design - 5.125 x 12.000, GLB 24F-V4 Area = 61.50 in' Sx = 123.000 in Ix = 738.0000 in Iy = 134.6100 in E = 1.80 x 106 psi Check Bending Cr= 1.00 CM = 0.85 Ct = 1.00 Cf = 1.00 Ci = 1.00 CL = 1.000 Cv = 1.005 Since CL < CV, CL controls F'b=FbCDCMCiCLCfC,Ci Top fiber F'b = 1200(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 1020 psi Btm fiber F'b = 2400(1.00)(0.85)(1.00)(1.00)(1.00)(1.00)(1.00) = 2040 psi Check Shear F'v = F,, CD CM Ci CH F' = 190(1.00)(0.85)(1.00)(1.00) = 162 psi F'v = 162 psi > fv = 115 psi, RESULT = PASS Check Deflection Max allowed deflection - Total (dead + live), 20.00(12)/240 = 1.000 Beam deflection = 0.041 in. Live + dead load deflection = 0.612 in. Total deflection = 10.6531 in. < 1.000 in., RESULT = PASS CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESU B Page 16 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PROJECT NAME: AINSLEY RESIDENCE DECK JOB: X3-2731 3 Foundations The existing footing is 30" x 30". Axial capacity of the footing based on 1500 psf bearing pressure is = 30 x 30 / 144 x 1500 psf = 9375 lb Maximum axial load = 2 x 4375 lb = 8750 lb < 9375 lb (OK) CUSTOM DESIGN & ENGINEERING, INC. April 29, 2021 RESUB Page 17 / 17 Copyright © 2021 Custom Design & Engineering, Inc. All rights reserved. May 18 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT