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REVIEWED BLD2023-1236+Structural_Calculations+10.3.2023_3.49.13_PM+3819189
BLD2023-1236 RECEIVED Oct 16 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT I.L. GROSS STRUCTURAL ENLGIN E E R S REVIEWED BY CITY OF EDMONDS Martinez Residence ADU Edmonds, WA Calculations for Permit Review 43197 '/ON4L September 14, 2023 O U V1 H O to i .. Design Criteria 2018 International Building Code 2016 ASCE 7 Seismic analysis I =1.0 Ss= 128% Si= 45% SDs= 85% SD1= 53% R = 6.5 Seismic Design Category D Live Loads Roof 25 psf snow Residential 40 psf Dead Loads Roof Assembly Roofing 4 psf 1 /2" CDX plywood sheathing 2.5 psf finish ceiling 2.8 psf roof trusses at 24" 4.0 psf Insulation 1.5 psf Misc. 3.2 psf 18.0 psf Typical Floor Typ wood flooring 4.0 psf 3/4" plywood subfloor 2.5 psf Beams & Framing 3.5 psf Insulation 2.2 psf 1/2"GWB 2.8 psf Misc M&E 3.0 psf 18.0 psf Existing Floor Typ wood flooring 4.0 psf 3/4" plywood subfloor 2.5 psf 1 /2" sheathing 2.3 psf Framing 2.3 psf Insulation 1.0 psf Wood lath & plaster 10.0 psf Misc M&E 1.0 psf 23.1 psf Stair Framing 4x Decking 9.3 psf Steel Framing 4.0 psf Martinez Residence ADU Addition 21916 93rd Place West Wind analysis Wind Speed (V3s) mph 100 Exposure B Importance Factor I = 1.0 Topographic Factor Kzt = 1.0 Exterior Light Framed Walls Siding 2.3 psf GWB finish 2.5 psf 1 /2" CDX sheathing 1.4 psf 2x8 studs @ 16' o.c. 2 psf R-19 Batt insulation 2 psf Misc 0.8 psf 11.0 psf Interior Light Framed Walls GWB Finish Ea Side 5.2 psf 1 /2" CDX plywood sheathin 1.4 psf 2x4 studs @ 16' oc 1.1 psf insulation 1.5 psf Misc 0.8 psf 10 psf Exterior Light Framed Walls w/ Brick Veneer Veneer 40 psf Ex. Sheathing 2.5 psf 2x4 @ 16' oc 1.1 psf wood lath & plaster 10 psf R-19 Batt insulation 1.5 psf Misc 1 psf 56.1 psf 2" diameter Pile Axial Compression Capacity = 3 tons 13.3 psf DL = 18 PSF SL = 25 PSF 48,-2" 1 roe-2 1 /2" 111-9 1 /2" lk $'- ................. 7r--7r------ 7r--7r---- I II II II II I II II II II II H H II H H 21'-1 0 1/2" - - - I - I II II II II II II u II II I I F1 838.34 SF II II IL IL I I I I FIL — - LL-------------- L——------J -�-1 1 1 F II II II H II H II II H II LU II I� -- --- EX. TRUSSES ------------- --- ---- - - - - - - - - -t " i - ----- � - - - - - - - - - - - - 46!-34/2- - - - - - --------- ----- -� L �J ROOF WT = 838.4 SF * 18 FSF => 15.1 K +10ro.15,*9.ro81 *11 FSF=>21.SK NEW ADD .0 N ROOF PLAN 3/1 6„ _ 1 1_011 N n q' II II II I II II II I L--J L J L - - - J I � L- L-------------- -&- ---------- - - - - -� ------------nl II II II II uL ICI II II In I U it �I �I n I� JI - I L - - - i L---------J I - - - - - - - - - - - - - - - - - J n Z�— --- -- `--I r- II II J II L J rl F-L- — — I I II I I 11684.67 SF II r rl I II I I I II I I LJ JW.zNDIw 2ND FLR WT = 685 SF * 18 fi SF: => 12.33 K #-10ro.1S1 * 1.51 * 11 FSF => 21.1 ♦C TOTAL 5LDG WT = 21.5+21.1 = 48.6 iG DL = 18 PSF SL = 25 PSF n I Ir�--------------- II I II I II I II I — Tj— — -1 i I II II H II II II II ,I F----------- I I I II I I II I G — — I II I I n II n I, n II II I I LJ u II II II � II II II Ip I H II I II n I I I I I I°II I II L_ °L--- o----o --- o----o - - �-- — --- - - - - - - - - - - - - - - - - - - - - - J-J 2ND FLOOR PLAN 3n6° = r-e Jj 8/26/23, 6:44 PM ATC Hazards by Location A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. nTCHazards by Location Search Information Address: 2191693rd PI W, Edmonds, WA98020, USA Coordinates: 47.8004074,-122.3586377 Elevation: 369 ft Timesta m p: 2023-08-27TO1:44:26.595Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D Basic Parameters Name Value Description SS 1.28 MCER ground motion (period=0.2s) St 0.45 MCER ground motion (period=1.0s) SMS 1.28 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 0.853 Numeric seismic design value at 0.2s SA SDl * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.544 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGA, 0.598 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.28 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.406 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.134 Factored deterministic acceleration value (0.2s) S1 RT 0.45 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.502 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.859 Factored deterministic acceleration value (1.0s) PGAd 0.75 Factored deterministic acceleration value (PGA) * See Section 11.4.8 svlle ett i oRedmond Mt. Baker-Snoqualmie National Forest a on Map data ©2023 Google Report a map error The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer https:Hhazards.atcouncil.org/#/seismic?lat=47.8004074&ing=-l22.3586377&address=21916 93rd PI W%2C Edmonds%2C WA 98020%2C USA 112 8/26/23, 6:44 PM ATC Hazards by Location Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https:Hhazards.atcouncil.org/#/seismic?lat=47.8004074&ing=-l22.3586377&address=21916 93rd PI W%2C Edmonds%2C WA 98020%2C USA 2/2 Seismic Design Martinez Residence ADU Addition Internation Building Code Section 1613 ASCE7 Chapter 12 Maximum Considered Earthquake Spectral Response Acceleration Parameters Ss = 128% SpS= 85% Fa= 1 per Table 1 1.4-1 S1 = 45% Sp,= 53% Fv= 1.749 per Table 11.4-2 Site Class D assumed MCE Section 1613 Design Spectral Response Acceleration Parameters (IBC 1613.2.1) 5% damped design Approximate Fundamental Period Where: Ct = 0.02 Hn= 21.5 x= 0.75 General Resonse Spectrum To = 0.2* Spi/SpS = 0.12 sec Ts = Spi/SpS = 0.62 sec TL = 6 sec figure 22-12 Sa= 4.242883 11.4-5 if T,To So= 0.85 if To<T<Ts Sa= 2.633396 1 1.4-6 if Ts<T<TL Sa= 79.12408 1 1.4-7 if T>TL Sa= 0.853333 T = Ct(hn)Ax T = 0.200 sec 'OK, no increase' (ASCE7 12.8.2.1) table 12.8-2 Interpolate Fv S1 Fv 0.4 1.8 0.5 1.7 45% 1.749 (ASCE 11.4.8) Exception #2 (ASCE7 1 1.4.5) Design Response Spectrum 1.4 1.2 w 1 c 0 0.8 d 0.6 0.4 ql c 0.2 G O 0 oz oa os oa i 1.2 va m m Period T a M Importance Factor I = 1 Seismic Use Group= II Seismic Design Category D Table 1 1.6-1 D Table 11.6-2 Ss = 0.853 (ASCE-7 Table 9.1.3) (ASCE-7 Table 11.6) IBC Building Classification: Regular Building (ASCE7 12.3.2) Seismic Design Martinez Residence ADU Addition Equivalent Lateral Force Procedure (ASCE 7 section 12.8) Requirements to use the Equivalent Lateral Force Procedure: Regular Building T < 3.5 Ts okay Building Type Building Bearing Wall System, Light framed walls sheathed with wood structural panels. R= 6.5 3 CD = 4 (ASCE7 Table 12.2.1) Seismic Base Shear V = Cs W (ASCE7 Eq 12.8-1) Cs = SDS Cs = 0.131 (ASCE7 Eq 12.8-2) R/I but need not be greater than, 1 Cs = SDI For T<TL = 0.405 (ASCE7 Eq 12.8-3) T(R/I) (ASCE7 Eq 12.8-4) Cs = SDI TL For T>TL = 12.173 T- (R� Cs max= 0.405 but shall not be less than: Cs = .044*SDS/(R/le) Cs min= 0.0002 Cs = 0.5*SdI /(R/le) Therefore: CS = 0.131 W Total W = 48.6 kips V = 6.4 kips Redudancy Factor E = r Eh + Ev (ASCE7 EQ 12.3.4) where r = 1.3 unless criteria of table 12.3-3 are met for SDC D,E,F r = 1.0 for Seismic Design Categories A,B,C Therefore: r = 1.30 E = 8.29 kips Building_ Weight Roof 27.50 k Roof = 18 psf Floor 2 21.10 k Floor = 18 psf Floor 1 Walls = 11 psf Total Building Wt 48.6 k SEISMIC M-MIBIITION STRENGTH / LRFD ALLOW. STRESS DESIGN level W (kips) h (ft) Wh (kip-ft) Wh E Wh story shear (kips) E (kips) story shear (kips) E (kips) Roof 27.5 21.5 591.3 0.77 6.36 6.36 4.45 4.45 Floor 2 21.1 8.5 179.4 0.23 1.93 8.29 1.38 5.83 BASE 4Y KIPS //U.6 ROOF PEAK 4'-4 13/ 16" AFF ,r 's N N I UPPER FLOOR 4'-4 13/ 16" AF MAIN FLOOR (BEYOND) 0'-0" AVG GRADE _LOWER FLOOR Y 4'- I 1 / 16" BFF I.L. GROSS STRUCTURAL ENGINEERS SOUTH ELEVATION SCALE: 1/4" = V-0" NORTH -SOUTH WIND AREAS 0.84ro" = 4"-0" SHEET TITLE SCALE MARTINEZ ADU PROJECT DESIGNED BY MARTINEZ CLIENT YM CHECKED 08/23 DATE SHEET www.ilgross.com � LOWER FL( 4'-1-1 1 /I6" AI Ixwz%i,. Ill1 GROUND SLOPE SCALE: 1/4" = V-0" EAST -WEST WIND AREAS 1.624" = To 11.5" SHEET TITLE SCALE MARTINEZ ADU PROJECT DESIGNED BY I.L.GROSS MARTINEZ YM STRUCTURAL ENGINEERS CLIENT CHECKED IATE LOPE 08/23 DATE SHEET www.ilgross.com Martinez Residence ADU Addition Wind Analysis Using MWFRS Chapter 27 - Part 2 for V= 100 mph Exp B P = Ph/PO * KZT Interpolation Factor = 0.909 Length= 48.167 ft h P Wall B (width) = 17.5 ft 30 Ph 16.9 L/B 2.7524 Po 15.4 h=_ @ h= 30 Kzt= 1.00 ASCE Partial Table 27.5-3 110 mph Exposure B Ph NET = 15.4 psf Pa NET = 14.0 psf PNET @ h = 21.5 ft = 15 psf PNET @ h = 8.5 ft = 14.4 psf PNET @h= PNET @h= PNET @h= PNET @h= North -South Wind Load Rnnf Wind I nnri TOTAL AREA PNe FORCE 325 15.0 4868 Ibs Ibs Ibs Ibs Roof Wind Load 4.9 kips 2nd Floor Wind Loodino TOTAL AREA PNET FORCE 519 14.4 7467 Ibs Ibs Ibs Ibs 2nd Floor Wind Loading 7.5 kips 1 d Flnnr Wind I nnriinn TOTAL AREA PNET FORCE 0.0 0 Ibs Ibs Ibs Ibs 1 st Floor Wind Loading 0.0 kips Total Wind Load N/S = 12.33 kips 0.6*W = 7.40 kips Total Seismic Load N/S = 8.29 kips 0.7 E = 5.80 kips Wind Governs L/B h, ft PNpr 0.5 1 2 15 Ph 16.7 16.7 14.5 Po 16.7 16.7 14.5 20 Ph 17.5 17.5 15.1 Po 17.2 17.2 14.8 30 Ph 19.6 19.6 16.9 Po 18.1 18.1 15.4 40 Ph 21.5 21.5 18.6 Po 18.7 18.7 15.8 50 Ph 23.1 23.1 20.2 Po 19.3 19.3 16.3 60 Ph 24.8 24.8 21.7 Po 20.0 20.0 16.7 70 Ph 26.3 26.3 23.1 Po 20.6 20.6 17.2 East-West Wind Load Roof Wind Load h = 21.5 feet TOTAL AREA PNe FORCE 64.5 15.0 966 Ibs Ibs Ibs Ibs Roof Wind Load 1.0 kips 2nd Floor Wind Loodino TOTAL AREA PNET FORCE 150.3 14.4 2162 Ibs Ibs Ibs Ibs 2nd Floor Wind Loading 2.2 kips 1 ct Flnnr Winri I nndinn 1st Floor Wind Loading 0.0 kips Total Wind Load E/W = 3.13 kips 0.6*W = 1.88 kips Total Seismic Load E/W = 8.29 kips 0.7 E = 5.80 kips Seismic Governs h = 8.5 feet h = 0 feet 0.90K 1.44K N-S vLFRoo,- = 4. 9*0. &Kl49. 83 IV N 49'-10 1 /4" 0. To(oK 2l0'-1 3/4" 21'-10 1 /2" Ilk20'-8" Ilk ------------- Q S w- G I II II II I II II II Li Li ON u u Q (Y V 0 LL====_______ Rim DL 18 fi SF SL 25 FSF ROOF PLAN 3/1 6„ _ 1 1_011 N E—W Y LFROOF 4.45K = 1 1. 42 0.25 (ASD) II II Ll I I Lu H II II H II II �� JI EX. TRUSSES C -- n q' II II II I II II II I L--J L J L - - - J I � L- L-------------- -&-- — — — — — — — — — — — — — — ------------�I II II II u L II II n I U it �I �I n I� JI I L---i L---------J I - - - - - - - - - - - - - - - - - J DL = 18 PSF SL = 25 PSG 2ND FLOOR PLAN 3/1&,j _ I 3/4" I Ir�--------------- II I II I II I II I II II I I n „ n II n II II II I II II II u II II II II II II lu H I°II I II L I°L--- o----o --- o----o - - �--�— --- - - - - - - - - - - - - - - - JJ - - - - - - _ 1,_e,, i 2e1-8„ I I I �1 I I I I I I I U I i _�__________1�,_8T__________t_ 11 14'-8 1 /2" 11 '-8 3/4" DL - 18 FSF SL - 25 PSG I ST FLOOR PLAN I I I I I I I I I I I i I I r- L-------------------� � I I ----------------------� I I I I I I I I I I I I I I I I � 3/1 &,j = 1,_0„ ----------- I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I L--------- - - - - - - - -----------� I I - - - - - - - - - - - - - - - - - - - - - Martinez Residence ADU Addition Sds = 0.85 N/S DIR - R-F2 WALLS ZONE A SW .6-.14Sds .6-.14Sds DA3/12 USED c WALL WT FL-R WT 14.0 2 7.7 228.7 1.00 0.9 0.9 0.5 3.7 64 W6 0.49 0.3 0.1 SUM 1: 228.7 FOR SEISMIC, H/L > 2 FOR 2<H/L<3.5, MULT 2L/H` SHEAR CAP ASD V story = 0.9 V total = 0.9 kips RES # OF 2X4 # OF 2X6 T HOLDOWN STUDS STUDS 0.09 MSTC 40 (2) 2x4 (2) 2x6 N/S DIR -F2-F1 WALLS ZONE A sW .6-.14Sds .6-.14Sds RES USED c WALL WT FL-R WT T 14.00 1.33 7.7 228.7 1.00 1.4 0.5 0.5 3.7 101 W 6 1.3 0.6 0.2 0.5 SUM 1: 228.7 V story = 0.51 V total = 1.41 kips # OF 2X4 # OF 2X6 HOLDOWN STUDS STUDS HDU-2 (2) 2x4 (2) 2x6 Martinez Residence ADU Addition ASD Sds = 0.85 V story = 1.44 N/S DIR - R-F2 WALLS ZONE B V total = 1.44 kips SW .6-.14Sds .6-.14Sds RES # OF 2X4 # OF 2X6 H DA3/12 % I V Vstory H/L 2L/H vlf I SW USED C WALL WT FL-R WT T HOLDOWN STUDS STUDS 3.7 2 7.7 4.1 1.00 1.4 1.4 2.1 1.0 412 W4 3.02 0.1 0.0 2.92 MSTC48133 (2) 2x4 (2) 2x6 SUM I: 4.1 FOR SEISMIC, H/L > 2 FOR 2<H/L<3.5, MULT 2L/H` SHEAR CAP N/S DIR -F2-F1 WALLS ZONE Bl SW .6-.14Sds .6-.14Sds H DA3 USED C WALL WT FL-R WT 6.2 1.33 7.7 19.6 1.00 4.2 0.5 1.2 1.6 674 W2 4.2 0.2 0.1 SUM I: 19.6 4.16 total rxn-1.44 = 2.72 V story = 2.72 V total = 4.16 kips RES # OF 2X4 # OF 2X6 T HOLDOWN STUDS STUDS 3.9 HDU-4 (2) 2x4 (2) 2x6 Martinez Residence ADU Addition ASD Sd: = 0.85 V story = 2.2 E/W DIR - R-F2 WALLS ZONE C V total = 2.2 kips WALL SW # OF 2X4 # OF 2X6 b (FT) TA H DA3/12 % I V Vstory H/L 2L/H US11aJOEME FL-R WT T HOLDOWN STUDS STUDS 20.7 7 7.7 735.9 1.00 2.2 2.2 0.4 5.4 106 W6 0.82 0.5 0.6 no Ind regd MSTC 40 (2) 2x4 (2) 2x6 SUM I: 735.9 FOR SEISMIC, H/L > 2 FOR 2<H/L<3.5, MULT 2L/H* SHEAR CAP E/W DIR - F241 WALLS ZONE C WALL .6-.14Sds .6-.14Sds E LF TA USED C WALL WT FL-R WT 20.7 7 8.3 739.1 1.00 2.9 0.7 0.4 5.0 140 W6 2.0 1.0 1.3 SUM I: 739.1 V story = 0.7 V total = 2.9 kips RES �# OF 2X4 # OF 2X6 T HOLDOWN STUDS STUDS no hd regd HDU-2 (2) 2x4 (2) 2x6 Martinez Residence ADU Addition ASD Sds = 0.85 V story = 2.2 E/W DIR - R-F2 WALLS ZONE D V total = 2.2 kips WALL Ilm MWOF 2X4 # OF 2X6 b (FT) TA H DA3/12 T HOLDOWN STUDS STUDS 17.7 7 7.7 459.8 1.00 2.2 2.2 0.4 4.6 125 W6 0.95 1.8 0.5 no hd regd MSTC40 (2) 2x4 (2) 2x6 SUM I: 459.8 FOR SEISMIC, H/L > 2 FOR 2<H/L<3.5, MULT 2L/H* SHEAR CAP V story = 0.7 E/W DIR - F2-Fl WALLS ZONE D V total = 2.9 kips WALL .6-.14Sds .6-.14Sds RES � # OF 2X4 # OF 2X6 LF TA H DA3/12 % I C WALL WT FL-R WT T HOLDOWN STUDS STUDS 17.7 7 7.7 462.1 1.00 2.9 0.5 0.4 4.6 164 W6 2.2 3.7 1.1 no hd regd HDU-2 (2) 2x4 (2) 2x6 SUM I: 462.1 Project Title: Engineer: Project ID: Project Descr: Building Code Information Martinez ADU VM ADU Addition Governing Code : IBC 2018, ASCE 7-16, CBC 2019, AISC 360-16, NDS 2018, ACI 318-14, TMS 402-16 City Jurisdiction Contact Name Alternate Contact Building Official Address Phone Fax eMail Notes Project File: Martinez ADU.ec6 (c) ENERCALC INC 1983-2023 Project Information Project Title : Martinez ADU Description : ADU Addition I.D. : Address : 21916 93rd Place West, Edmonds, WA 98020 Project Leader : VM Phone : 206-499-2530 Fax : Project Notes Project Title: Engineer: Project ID: Project Descr: Martinez ADU VM ADU Addition eMail : victorm@ilgross.com Project File: Martinez ADU.ec6 Multiple Simple Beam LIC# : KW-06016108, Build:20.23.08.01 Description : Martinez ADU Framing Wood Beam Design: RH-1 Project Title: Engineer: Project ID: Project Descr: Martinez ADU VM ADU Addition Project File: Martinez ADU.ec6 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-2x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 9.0 ft Design Summary Max fb/Fb Ratio = 0.656 : 1 fb : Actual : 804.85 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,226.90 psi Load Comb: +D+S Max fv/FvRatio = 0.313 : 1 fv : Actual : 64.84 psi at 5.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E Left Support 0.50 0.68 Right Support 0.50 0.68 Wood Beam Design: FH-1 D(0.1620) S(0.2250) 2-2x8 6.0 ft Max Deflections H Transient Downward 0.043 in Total Downward 0.075 in Ratio 1663 Ratio 955 LC: S Only LC: +D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-2x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, L = 0.040 k/ft, Trib= 7.10 ft Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 7.50 ft Design Summary Max fb/Fb Ratio = 0.714. 1 fb : Actual : 697.78 psi at 3.000 ft in Span # 1 Fb: Allowable: 977.06 psi Load Comb: +D+L Max fv/FvRatio = 0.372 : 1 2-2x10 fv : Actual : 66.94 psi at 5.240 ft in Span # 1 6.0 ft Fv: Allowable: 180.00 psi Load Comb: +D+L Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.026 in Total Downward 0.058 in Left Support 0.81 0.85 0.56 Ratio 2737 Ratio 1249 Right Support 0.81 0.85 0.56 LC: L Only LC: +D+0.750L+0.750S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project Title: Engineer: Project ID: Project Descr: Martinez ADU vM ADU Addition Multiple Simple Beam Project File: MartinezADU.ec6 LIC# : KW-06016108, Build:20.23.08.01 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-2023 Wood Beam Design: FB-1 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x9.5, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 1.8E Fb - Tension 2,400.0 psi Fc - Prll 2,500.0 psi Fv 190.0 psi Ebend- xx 1,800.0 ksi Density 45.070 pcf Fb - Compr 2,400.0 psi Fc - Perp 425.0 psi Ft 1,755.0 psi Eminbend - xx 914.88 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 2.0 ft Unif Load: D = 0.0180, L = 0.040 k/ft, Trib= 1.330 ft 1 Point: E = -3.0 k @ 2.890 ft 2Point: E = 3.0 k @ 7.0 ft Design Summary Max fb/Fb Ratio = 0.846. 1 fb : Actual : 2,992.18 psi at 7.011 ft in Span # 1 Fb: Allowable: 3,535.51 psi Load Comb: +1.119D+2.10E Max fv/FvRatio = 0.672 : 1 fv : Actual : 204.16 psi at 2.914 ft in Span # 1 3.5x9.5 12.670 ft Fv: Allowable: 304.00 psi Load Comb: +1.119D+2.10E Max Deflections Max Reactions (k) D Lr L S W E H Transient Downward 0.181 in Total Downward 0.283 in Left Support 0.45 0.34 0.32 -0.97 Ratio 838 Ratio 536 Right Support 0.45 0.34 0.32 0.97 LC: E Only �0.750L+0.750S+0.5250E Transient Upward -0.181 in Total Upward -0.075 in Ratio 838 Ratio 2034 LC: E Only * -1.0 LC: +0.60D-0.70E Wood Beam Design: Ex. Ripped DBL 2x9.5 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 2-2x10, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Hem -Fir Wood Grade: No.2 Fb - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 850.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0180, S = 0.0250 k/ft, Trib= 1.330 ft Design Summary Max fb/Fb Ratio = 0.264 : 1 fb : Actual : 268.28 psi at 5.525 ft in Span # 1 Fb: Allowable: 1,017.39 psi Load Comb: +D+S Max fv/FvRatio = 0.132 : 1 fv : Actual : 22.74 psi at 12.285 ft in Span # 1 Fv: Allowable: 172.50 psi Load Comb: +D+S Max Reactions (k) D Lr L S W E Left Support 0.16 0.18 Right Support 0.36 0.41 D(0.02394)S(0.03325) 2-2x10 2-2x10 13.0 ft Max Deflections H Transient Downward 0.054 in Ratio 2868 LC: S Only Transient Upward -0.024 in Ratio 4928 LC: S Only 5.0 ft Total Downward 0.102 in Ratio 1529 LC: +D+S Total Upward -0.046 in Ratio 2626 LC: +D+S Project Title: Martinez ADU Engineer: VM Project ID: Project Descr: ADU Addition General Beam Analysis Project File: MartinezADU.ec6 LIC# : KW-06016108, Build:20.23.08.01 I.L. GROSS STRUCTURAL ENGINEERS (c) ENERCALC INC 1983-20, DESCRIPTION: 2ND FLOOR N-S DIAPHRAGM ANALYSIS General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 21.420 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #2 Span Length = 26.830 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 E(1.44) E(0.09) 1 E(0.09) X X X Span = 21420 ft Span = 26.830 ft Applied Loads Load for Span Number 1 Uniform Load : E = 0.090 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : E = 0.090 k/ft, Tributary Width = 1.0 ft Point Load: E = 1.440 k @ 4.910 ft, (DISCONTINUOU SW-B) DESIGN SUMMARY Maximum Bending = 6.799 k-ft Load Combination E Only * 0.70 Span # where maximum occurs Span # 1 Location of maximum on span 21.420 ft Maximum Deflection Max Downward Transient Deflection 0.285 in Max Upward Transient Deflection -0.041 in Max Downward Total Deflection 0.200 in Max Upward Total Deflection -0.028 in Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. Maximum Shear = Load Combination Span # where maximum occurs Location of maximum on span 1128 6339 1612 9057 1.922 k E Only * 0.70 Span # 1 21.420 ft Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 21.42 ft 1 1.01 Dsgn. L = 26.83 ft 2 4.78 Dsgn. L = 21.42 ft 1 Dsgn. L = 26.83 ft 2 E Only * 0.70 Dsgn. L = 21.42 ft 1 1.01 Dsgn. L = 26.83 ft 2 4.78 E Only * 0.5250 Dsgn. L = 21.42 ft 1 0.76 Dsgn. L = 26.83 ft 2 3.59 Overall Maximum Deflections -6.80 6.80 1.92 -6.80 6.80 1.92 -0.00 -0.00 -6.80 6.80 1.92 -6.80 6.80 1.92 -5.10 5.10 1.44 -5.10 5.10 1.44 Load Combination Span Max. "-" Defl Location in Span Load Combination E Only 1 0.0028 3.295 E Only E Only 2 0.2853 14.034 Vertical Reactions Support notation : Far left is #, Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.510 4.163 1.109 Overall MINimum Max. "+" Defl Location in Span -0.0405 16.642 0.0000 16.642 Values in KIPS General Beam Analysis LIC# : KW-06016108, Build:20.23.08.01 DESCRIPTION: 2ND FLOOR Vertical Reactions Project Title: Engineer: Project ID: Project Descr: I.L. GROSS STRUCTURAL ENGINEERS N-S DIAPHRAGM ANALYSIS Martinez ADU VM ADU Addition Support notation : Far left is # Project File: Martinez ADU.ec6 (c) ENERCALC INC 1983-2023 Values in KIPS Load Combination Support 2 Support 3 2.914 0.776 2.186 0.582 4.163 1.109 Support 1 E Only * 0.70 0.357 E Only * 0.5250 0.268 E Only 0.510 Project Title: Martinez ADU Engineer: VM Project ID: Project Descr: ADU Addition Wood Ledger LIC# : KW-06016108, Build:20.23.08.01 I.L. GROSS STI DESCRIPTION: Crawlspace Ledger Code Reference: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Project File: Martinez ADU.ec6 Ledger Width 3.50 in Design Method: ASD (using Service Load Combinations Ledger Depth 11.250 in Wood Stress Grade : Hem -Fir, No.2 Ledger Wood Specie Douglas Fir -Larch Fb Allow 850 psi G : Specific Gravity 0.5 Fv Allow 150 psi Bolt Diameter 5/8" in Fyb : Bolt Bending Yield 45,000 psi Bolt Spacing 16.0 in — Concrete as Main Supporting Member Cm - Wet Service Factoi 1.0 Using 6" anchor embedment length in equations. Ct - Temperature Factor 1.0 Using dowel bearing strength fixed at 7.5 ksi per NDS Table 11 E Cg - Group Action Facto 1.0 C A - Geometry Factor 1.0 Analytical model uses 100 spans to ensure that all possible combinations of bo�t Iorlatlon end load location are evaluated. Ina resulare an enve ope solu Ion. Load Data Dead Roof Live Floor Live Snow Wind Uniform Load... 126.0 plf plf 280.0 plf plf plf Point Load... Ibs Ibs Ibs Ibs Ibs Spacing in Offset in Horizontal Shear Ibs Ibs Ibs Ibs Ibs Seismic Earth plf Ibs Ibs plf Ibs Ibs Project Title: Engineer: Project ID: Project Descr: Wood Ledger LIC# : KW-06016108, Build:20.23.08.01 DESCRIPTION: Crawlspace Ledger Martinez ADU VM ADU Addition Project File: Martinez ADLI.ec6 DESIGN SUMMARY I Design OK L Maximum Ledger Bending Maximum Bolt Bearing Summary Dowel Bearing Strengths Load Combination ... Load Combination ... (for specific gravity & bolt diameter) +D+L +D+L Ledger, Perp to Grain 7,500.0 psi Moment 60.149 ft-lb Max. Vertical Load 541.33 Ibs Ledger, Parallel to Grain 7,500.0 psi fb : Actual Stress 9.777 psi Bolt Allow Vertical Load 726.32 Ibs Supporting Member, Perp to Grp 2,800.0 psi Fb : Allowable Stres: 850.0 psi Supporting Member, Parallel to Gi 5,600.0 psi Stress Ratio 0.01150 :1 Max. Horizontal Load 0.0 Ibs Bolt Allow Horizontal Loac 1,197.18 Ibs Maximum Ledger Shear Load Combination ... Angle of Resultant 90.0 deg +D+L Diagonal Component 541.33 Ibs Shear 270.668 Ibs Allow Diagonal Bolt Force 726.32 Ibs fv : Actual Stress 13.748 psi Stress Ratio, Wood @ Bolt 0.7453 :1 Fv : Allowable Stress 100.0 psi Stress Ratio 0.1375 :1 Allowable Bolt Capacity Note ! Refer to NDS Section 11.3 for Bolt Capacity calculation method. Governing Load Combinatibp+L Resutant Load Angle : Theta 90.0 deg Ktheta = 1.250 Fe theta = 726.32 Bolt Capacity - Load Perpendicular to Grain Fern 7,500.0 Fes 2,800.0 Fyb 45,000.0 Re 2.679 Rt 1.714 k1 1.243 k2 1.763 k3 0.8285 Im : Eq 11.3-1 Rd = 5.0 Z = 0.0 Ibs Is : Eq 11.3-2 Rd = 5.0 Z = 1,225.0 Ibs II : Eq 11.3-3 Rd = 4.50 Z = 1,692.19 Ibs Illm : Eq 11.3-4 Rd = 4.0 Z = 1,949.73 Ibs Ills : Eq 11.3-5 Rd = 4.0 Z = 726.32 Ibs IV : Eq 11.3-6 Rd = 4.0 Z = 763.75 Ibs min : Basic Design Value = 726.32 Ibs Reference design value - Perpendicular to Grain Z * CM * CD* Ct * Cg * Cdelta = 726.32 Ibs Bolt Capacity - Load Parallel to Grain Fern 7,500.0 Fes 5,600.0 Fyb 45,000.0 Re 1.339 Rt 1.714 k1 0.7353 k2 1.20 k3 0.9797 Im : Eq 11.3-1 Rd = 4.0 Z = 0.0 Ibs Is : Eq 11.3-2 Rd = 4.0 Z = 3,062.50 Ibs II : Eq 11.3-3 Rd = 3.60 Z = 2,502.01 Ibs Illm : Eq 11.3-4 Rd = 3.20 Z = 2,866.15 Ibs Ills : Eq 11.3-5 Rd = 3.20 Z = 1,504.20 Ibs IV : Eq 11.3-6 Rd = 3.20 Z = 1,197.18 Ibs Zmin : Basic Design Value = 1,197.18 Ibs Reference design value - Parallel to Grain : Z * CM * CD* Ct * Cg * Cdelta = 1,197.18 Ibs Project Title: Engineer: Project ID: Project Descr: General Beam Analysis LIC# : KW-06016108, Build:20.23.08.01 I.L. GROSS STRUCTI DESCRIPTION: Pile Spacing Analysis Below New Footings Martinez ADU VM ADU Addition Project File: Martinez ADU.ec6 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 10.0 ft Area = 10.0 inA2 Moment of Inertia = Span #2 Span Length = 10.0 ft Area = 10.0 inA2 Moment of Inertia = Span #3 Span Length = 10.0 ft Area = 10.0 inA2 Moment of Inertia = Span = 10.0 ft Span = 10.0 ft Span = 10.0 ft 100.0 inA4 100.0 inA4 100.0 inA4 Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0360, L = 0.040, S = 0.0250 ksf, Tributary Width = 7.0 ft Load for Span Number 2 Uniform Load : D = 0.0360, L = 0.040, S = 0.0250 ksf, Tributary Width = 7.0 ft Load for Span Number 3 Uniform Load : D = 0.0540, Lr = 0.040, L = 0.040, S = 0.0250 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY Maximum Bending = 6.860 k-ft Maximum Shear = 4.676 k Load Combination +D+0.750Lr+0.750L Load Combination +D+0.750Lr+0.750L Span # where maximum occurs Span # 2 Span # where maximum occurs Span # 2 Location of maximum on span 10.000ft Location of maximum on span 10.000 ft Maximum Deflection Max Downward Transient Deflection 0.015 in 7974 Max Upward Transient Deflection -0.006 in 21323 Max Downward Total Deflection 0.037 in 3232 Max Upward Total Deflection -0.008 in 15346 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 10.00 ft 1 4.83 -5.72 5.72 3.54 Dsgn. L = 10.00 ft 2 1.18 -6.86 6.86 4.68 Dsgn. L = 9.87 ft 3 6.84 -6.86 6.86 4.68 Dsgn. L = 0.13 ft 3 0.41 0.41 3.30 D Only Dsgn. L = 10.00 ft 1 2.10 -2.31 2.31 1.49 Dsgn. L = 10.00 ft 2 0.34 -3.36 3.36 2.23 Dsgn. L = 9.87 ft 3 3.19 -3.36 3.36 2.23 Dsgn. L = 0.13 ft 3 0.19 0.19 1.55 +D+L Dsgn. L = 10.00 ft 1 4.34 -5.11 5.11 3.17 Dsgn. L = 10.00 ft 2 1.03 -6.16 6.16 3.91 Dsgn. L = 9.87 ft 3 5.43 -6.16 6.16 3.91 Dsgn. L = 0.13 ft 3 0.33 0.33 2.67 +D+Lr Dsgn. L = 10.00 ft 1 2.30 -1.84 2.30 1.44 Dsgn. L = 10.00 ft 2 -0.00 -5.23 5.23 3.81 Dsgn. L = 9.87 ft 3 5.82 -5.23 5.82 3.81 Dsgn. L = 0.13 ft 3 0.35 0.35 2.77 +D+S Dsgn. L = 10.00 ft 1 3.50 -4.06 4.06 2.54 Project Title: Martinez ADU Engineer: VM Project ID: Project Descr: ADU Addition General Beam Analysis Project File: Martinez ADU.ec6 LIC# : KW-06016108, Build:20.23.08.01 I.L. GROSS STRUCTURAL ENGINEERS DESCRIPTION: Pile Spacing Analysis Below New Footings Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omeoa Cb Rm Dsgn. L = 10.00 ft 2 Dsgn. L = 9.87 ft 3 Dsgn. L = 0.13 ft 3 +D+0.750Lr+0.750L Dsgn. L = 10.00 ft 1 Dsgn. L = 10.00 ft 2 Dsgn. L = 9.87 ft 3 Dsgn. L = 0.13 ft 3 +D+0.750L+0.750S Dsgn. L = 10.00 ft 1 Dsgn. L = 10.00 ft 2 Dsgn. L = 9.87 ft 3 Dsgn. L = 0.13 ft 3 +0.60D Dsgn. L = 10.00 ft 1 Dsgn. L = 10.00 ft 2 Dsgn. L = 9.87 ft 3 Dsgn. L = 0.13 ft 3 Overall Maximum Deflections Load Combination Span +D+0.750L+0.750S 1 2 +D+0.750Lr+0.750L 3 Vertical Reactions Load Combination Support 1 Overall MAXimum 2.394 Overall MINimum D Only 1.029 +D+L 2.149 +D+Lr 1.076 +D+S 1.729 +D+0.750Lr+0.750L 1.904 +D+0.750L+0.750S 2.394 +0.60D 0.617 Lr Only 0.047 L Only 1.120 S Only 0.700 Shear Values (k) Va Max VnxVnx/Omega 0.76 -5.11 5.11 3.28 4.59 -5.11 5.11 3.28 0.28 0.28 2.25 3.92 -4.06 4.06 2.72 0.40 -6.86 6.86 4.68 6.84 -6.86 6.86 4.68 0.41 0.41 3.30 4.83 -5.72 5.72 3.54 1.18 -6.77 6.77 4.27 5.92 -6.77 6.77 4.27 0.36 0.36 2.92 1.26 -1.39 1.39 0.89 0.20 -2.02 2.02 1.34 1.92 -2.02 2.02 1.34 0.12 0.12 0.93 Max. "" Defl Location in Span Load Combination 0.0257 4.557 0.0000 4.557 +D+Lr 0.0371 5.443 Support notation : Far left is #, Support 2 Support 3 Support 4 6.400 7.345 3.304 -0.280 2.646 3.591 1.554 5.726 6.671 2.674 2.366 5.411 2.767 4.571 5.516 2.254 4.746 7.266 3.304 6.400 7.345 2.919 1.588 2.155 0.932 -0.280 1.820 1.213 3.080 3.080 1.120 1.925 1.925 0.700 Max. "+" Defl Location in Span 0.0000 0.000 -0.0078 6.835 0.0000 6.835 Values in KIPS :iFORTEWEB' JOB SUMMARY REPORT Martinez ADU L2/L1 Member Name Results Current Solution Comments Floor: Joist Passed 1 1 piece(s) 9 1/2" TJI@ 210 @ 16" OC ForteWEB Software Operator Job Notes Victor Martinez I.L. Gross Structural Engineers, LLC (425) 640-7333 victorm@ilgross.com A 9/22/2023 3:05:53 AM UTC ForteWEB v3.6 Weyerhaeuser File Name: Martinez ADU Page 1 / 2 aFORTEWEB' L2/L1 , Floor: Joist 1 piece(s) 9 1/2" THO 210 @ 16" OC PASSED F J T 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 517 @ 2 1/2" 1134 (2.25") Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 503 @ 3 1/2" 1330 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1676 @ 6' 9 1/2" 3000 Passed (56%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.181 @ 6' 9 1/2" 0.439 Passed (L/873) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.262 @ 6' 9 1/2" 0.658 Passed (L/602) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 46 40 Passed • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser EdgeT" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Factored 1 - Stud wall - SPF 3.50" 2.25" 1.75" 163 362 525 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 163 362 525 1 1/4" Rim Board • Kim uoara is assumea m carry an ioaas appueo aireaiy aoove a, Dypassmg me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' o/c Bottom Edge (Lu) 13' 5" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 13' 7" 16" 18.0 40.0 Default Load Member Notes L1/L2 TYP.JOISTS System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Victor Martinez I.L. Gross Structural Engineers, LLC (425) 640-7333 victorm@ilgross.com 9/22/2023 3:05:53 AM UTC ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1 Weyerhaeuser File Name: Martinez ADU Page 2/2 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Centered Retaining Wall ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com GEOMETRY Conc. Stem Height ........... Stem Thickness Top ........ Stem Thickness Bot ......... Footing Thickness ............ Toe Length ....................... Heel Length ...................... Soil Cover @ Toe ............. Backfill Height .................. Backfill Slope Angle ......... 4.50 8.0 8.0 12.0 0.67 0.67 0.00 4.00 0.0 ft in in in ft ft ft ft OK deg SEISMIC EARTH FORCES Hor. Seismic Coeff. kh ....... 0.00 Ver. Seismic Coeff kv ........ 0.00 Seismic Active Coeff. Kae 0.33 Seismic Force Pae-Pa ....... 0.0 k/ft APPLIED LOADS Surcharge D = 0.0 L = 0.0 psf Strip Pressure D = 0.0 L = 0.0 psf Strip 0.0 ft deep, 0.0 ft wide @ 0.0 ft from Stem Stem Vertical D = 0.3 L = 0.5 k/ft Stem Horizontal D = 0.0 L = 0.0 k/ft Eccentricity ev = 3.0 eh = 6.0 in Wind Load = 0.0 psf Height = 5.00 ft BACKFILL PROPERTIES Moist Density = 120 Saturated = 130 pcf Earth Pressure Theory ...... Equiv. Fluid Equiv. Fluid Density .......... 60 pcf Active Pressure Coeff. Ka 0.50 Active Pressure pa ............ 60.0 psf/ft Active Force @ Wall Pa .... 0.8 k/ft Water Table Height ........... 0.00 ft PILE FOUNDATION (Comb. D+L+H+0.6W Use 2-in Round Piles, Embedment = 4 in At Toe At Heel At Toe At Heel Pile Axial Force .......... 4.8 5.3 kip Pile Edge ............. 0.50 0.50 ft Pile Axial Capacity ..... 6.0 6.0 kip Pile Spacing ........ 4.00 8.00 ft Axial Capacity Ratio .... 0.80 0.89 OK Batter Angle ......... 0.0 0.0 deg Horiz. Capacity = 0.0 k/ft < Rh = 0.8 k/ft NG 1 of 5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Centered Retaining Wall ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com OVERTURNING CALCULATIONS (Comb. D+H+0.6W) OVERTURNING RESISTING Force Arm Moment k/ft ft k-ft/ft Backfill Pa ............ 0.8 1.67 0.6 Water Table .......... 0.0 0.00 0.0 Surcharge Dead ... 0.0 2.50 0.0 Surcharge Live ..... 0.0 2.50 0.0 Strip Load Hor ...... 0.0 0.00 0.0 Horizontal Dead ... 0.0 2.50 0.0 Horizontal Live .... 0.0 2.50 0.0 Wind Load ............ 0.0 3.00 0.0 Seismic Backfill ... 0.0 3.00 0.0 Seismic Water ...... 0.0 0.00 0.0 Seismic Selfweight 0.0 0.00 0.0 Passive Pressure .. 0.0 0.00 0.0 Rh = 0.8 OTM = 0.6 Horizontal Top Reaction ............ 0.1 k/ft Horizontal Intermediate Reaction N.A. Horizontal Base Reaction .......... 0.6 k/ft Arm of Horizontal Resultant ....... 1.67 ft Arm of Vertical Resultant = 1.4 = 1.18 ft Wall Pressures (psf) (Comb: D+H+0.6W) 300.0 Active Force Arm Moment k/ft ft k-ft/ft Stem Top .............. 0.5 1.00 0.5 Stem Taper ........... 0.0 1.34 0.0 CMU Stem at Top 0.0 0.00 0.0 Footing Weight ..... 0.3 1.00 0.3 Shear Key .............. 0.0 0.84 0.0 Soil Cover @ Toe . 0.0 0.34 0.0 Stem Wedge ......... 0.0 1.34 0.0 Backfill Weight ...... 0.3 1.67 0.5 Backfill Slope ........ 0.0 1.78 0.0 Water Weight ........ 0.0 1.67 0.0 Seismic Backfill ..... 0.0 2.01 0.0 Pa Vert @ Heel ..... 0.0 2.01 0.0 Vertical Dead ........ 0.3 1.09 0.3 Vertical Live .......... 0.0 1.09 0.0 Surcharge Dead .... 0.0 1.67 0.0 Surcharge Live ...... 0.0 1.67 0.0 Strip Load Ver ........ 0.0 1.34 0.0 Water Buoyancy .... 0.0 1.00 0.0 Rv = 1.4 RM = 1.6 3.1 kift 1 16 ft Rv =1.4 Wft Rh = 0.8 k/ft n 4 kip 3 kip 2of5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Centered Retaining Wall ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com STEM DESIGN (Comb. 1.2D+1.6L+1.6H Height ft d in Mu k-ft/ft �Mn k-ft/ft Ratio 4.50 3.7 0.0 0.0 0.00 4.05 3.7 -0.1 -1.1 0.13 3.60 3.7 -0.2 -2.1 0.08 3.15 3.7 -0.2 -3.2 0.07 2.70 3.7 -0.2 -3.6 0.06 2.25 3.7 -0.2 -3.6 0.06 1.80 3.7 -0.2 -3.6 0.05 1.35 3.7 -0.1 -3.6 0.03 0.90 4.3 0.0 4.2 0.01 0.45 4.3 0.2 4.2 0.06 0.00 4.3 0.5 4.2 0.12 OK 1.2 kip Wall Pressures (psf) (Comb: 1.2 D+1.6 L+1.61-y 334 3 0.6 .4ctrve Water Shear Force @ Crit. Height .. 0.6 k/ft Resisting Shear �Vn ............. 2.3 k/ft Use vertical bars #5 @ 16 in at front side Vert. Bars Embed. Ldh Reqd .. 8.3 in Vert. Bars Dev. Length Ld ...... 12.0 in Vert. Bars Max. Spacing Ratio .... 0.89 Minimum Steel Area Ratio ......... 0.86 (Comb 1 2D-1 6L-1.64 Shaded areas represent the structural capaoty Cris. section 4.2 0.0 4.2 2.3 00 2.3 Wment Diagram Shear Diagram fk-ft+ft) iWft) WEI OK OK OK 3of5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Centered Retaining Wall ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com FOOTING (Comb.1.4D+0.9H Vertical Resultant Rv ............ 1.9 k/ft Punching Perimeter bo .......... 10.0 in Distance from Toe End .......... 1.18 ft Punching Shear Strength �Vc 8.7 kip Overturning Moment OTM .... 0.5 k-ft/ft Max. Pile Axial Load ............... 7.3 kip Critical Shear Force Vu ........ 1.1 k/ft Punching Shear Ratio ............. 0.84 OK Shear Strength �Vc ............... 2.0 k/ft Max Transverse Moment Mu . 4.4 k-ft OK One-way Shear Ratio ............. 0.57 OK Transv. Bending Strength �Mn 4.7 k-ft Use Top bars #4 @ 18 in, Transv. #4 @ 18 in Maximum Bar Spacing Ratio ... 1.00 OK Use Bott bars #4 @ 18 in, Transv. #4 @ 18 in Top Bot Bending Moment Mu 0.2 0.9 k-ft/ft Bending Strength �Mn 5.8 2.2 k-ft/ft Bending Moment Ratio 0.04 0.41 OK Min. Steel Area Ratio 0.97 0.97 OK N O O O Toe Heel PLAN VIEW 9 loft Rh=0?Taft 4 kip o kip 1.1 0.7 0.4 0.0 -0.4 -0.8 SHEAR DIAGRAM (k+ft) 0.6 0.5 0.3 0.2 0.1 0.0 MOMENT DIAGRAM (k-ftfft) (Comb: 1.4D+0.9H) 4of5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Centered Retaining Wall ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com z4 TR1' $4 'e 16 in RONT 3 in SECTION ELEVATION DESIGN CODES General Analysis .............. IBC 2018 Concrete Design .............. ACI 318-19 Masonry Design ............... TMS 402-16 Load Combinations .......... ASCE 7-10/16 MATERIALS Stem Footing Concrete f'c .... 2.5 2.5 ksi Rebars fy ........ 60.0 60.0 ksi Masonryfm .... 1.5 ksi N�167 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Martinez ADU - Prop Line Walll ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com GEOMETRY Conc. Stem Height ........... Stem Thickness Top ........ Stem Thickness Bot ......... Footing Thickness ............ Toe Length ....................... Heel Length ...................... Soil Cover @ Toe ............. Backfill Height .................. Backfill Slope Angle ......... 4.50 8.0 8.0 14.0 1.33 0.00 0.00 4.00 0.0 ft in in in ft ft ft ft OK deg SEISMIC EARTH FORCES Hor. Seismic Coeff. kh ....... 0.00 Ver. Seismic Coeff kv ........ 0.00 Seismic Active Coeff. Kae 0.33 Seismic Force Pae-Pa ....... 0.0 k/ft APPLIED LOADS Surcharge D = 0.0 L = 0.0 psf Strip Pressure D = 0.0 L = 0.0 psf Strip 0.0 ft deep, 0.0 ft wide @ 0.0 ft from Stem Stem Vertical D = 0.3 L = 0.5 k/ft Stem Horizontal D = 0.0 L = 0.0 k/ft Eccentricity ev = 3.0 eh = 6.0 in Wind Load = 0.0 psf Height = 5.00 ft BACKFILL PROPERTIES Moist Density = 120 Saturated = 130 pcf Earth Pressure Theory ...... Equiv. Fluid Equiv. Fluid Density .......... 60 pcf Active Pressure Coeff. Ka 0.50 Active Pressure pa ............ 60.0 psf/ft Active Force @ Wall Pa .... 0.8 k/ft Water Table Height ........... 0.00 ft PILE FOUNDATION (Comb. D+H+0.6W Use 2-in Round Piles, Embedment = 4 in At Toe At Heel At Toe At Heel Pile Axial Force .......... 2.5 5.1 kip Pile Edge ............. 0.50 0.50 ft Pile Axial Capacity ..... 6.0 6.0 kip Pile Spacing ........ 4.00 11.00 ft Axial Capacity Ratio .... 0.42 0.85 OK Batter Angle ......... 0.0 0.0 deg Horiz. Capacity = 0.0 k/ft < Rh = 0.8 k/ft NG 1 of 5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Martinez ADU - Prop Line Walll ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com OVERTURNING CALCULATIONS (Comb. D+H+0.6W) OVERTURNING RESISTING Force Arm Moment k/ft ft k-ft/ft Backfill Pa ............ 0.8 1.72 0.6 Water Table .......... 0.0 0.00 0.0 Surcharge Dead ... 0.0 2.58 0.0 Surcharge Live ..... 0.0 2.58 0.0 Strip Load Hor ...... 0.0 0.00 0.0 Horizontal Dead ... 0.0 2.58 0.0 Horizontal Live .... 0.0 2.58 0.0 Wind Load ............ 0.0 3.17 0.0 Seismic Backfill ... 0.0 3.10 0.0 Seismic Water ...... 0.0 0.00 0.0 Seismic Selfweight 0.0 0.00 0.0 Passive Pressure .. 0.0 0.00 0.0 Rh = 0.8 OTM = 0.6 Horizontal Top Reaction ............ 0.1 k/ft Horizontal Intermediate Reaction N.A. Horizontal Base Reaction .......... 0.7 k/ft Arm of Horizontal Resultant ....... 1.72 ft Arm of Vertical Resultant = 1.6 = 1.47 ft Wall Pressures fpsF) iCAmh D+H+0 6M Force Arm Moment k/ft ft k-ft/ft Stem Top .............. 0.5 1.66 0.7 Stem Taper ........... 0.0 2.00 0.0 CMU Stem at Top 0.0 0.00 0.0 Footing Weight ..... 0.3 1.00 0.3 Shear Key .............. 0.0 1.50 0.0 Soil Cover @ Toe . 0.0 0.67 0.0 Stem Wedge ......... 0.0 2.00 0.0 Backfill Weight ...... 0.0 2.00 0.0 Backfill Slope ........ 0.0 2.00 0.0 Water Weight ........ 0.0 2.00 0.0 Seismic Backfill ..... 0.0 2.00 0.0 Pa Vert @ Heel ..... 0.0 2.00 0.0 Vertical Dead ........ 0.3 1.75 0.5 Vertical Live .......... 0.0 1.75 0.0 Surcharge Dead .... 0.0 2.00 0.0 Surcharge Live ...... 0.0 2.00 0.0 Strip Load Ver ........ 0.0 2.00 0.0 Water Buoyancy .... 0.0 1.00 0.0 Rv = 1.1 RM = 1.6 1 4; ft =1.1 lu'ft Rh=0.8k(ft N n 3 kip 5 kip 2 of 5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Martinez ADU - Prop Line Walll ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com STEM DESIGN (Comb. 1.2D+1.6L+1.6H Height ft d in Mu k-ft/ft �Mn k-ft/ft Ratio 4.50 3.7 0.0 0.0 0.00 4.05 3.7 -0.1 -1.1 0.13 3.60 3.7 -0.2 -2.1 0.08 3.15 3.7 -0.2 -3.2 0.07 2.70 3.7 -0.2 -3.6 0.06 2.25 3.7 -0.2 -3.6 0.06 1.80 3.7 -0.2 -3.6 0.05 1.35 3.7 -0.1 -3.6 0.03 0.90 4.3 0.0 4.2 0.01 0.45 4.3 0.2 4.2 0.06 0.00 4.3 0.5 4.2 0.12 OK Shear Force @ Crit. Height .. 0.6 k/ft Resisting Shear �Vn ............. 2.3 k/ft Use vertical bars #5 @ 16 in at front side Vert. Bars Embed. Ldh Reqd .. 8.3 in Vert. Bars Dev. Length Ld ...... 12.0 in Vert. Bars Max. Spacing Ratio .... 0.89 Minimum Steel Area Ratio ......... 0.86 Comb 1 2D-1.6L-1.6H Shaded areas represent the structural capacty Crit. section 0.0 4.2 2.3 0.0 2.3 Moment Diagram Shear Diagram (kA ft) Ik.ft) WEI OK OK OK 3of5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Martinez ADU - Prop Line Walll ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com FOOTING (Comb.1.4D+0.9H Vertical Resultant Rv ............ 1.5 k/ft Punching Perimeter bo .......... 13.1 in Distance from Toe End .......... 1.47 ft Punching Shear Strength �Vc 15.2 kip Overturning Moment OTM .... 0.5 k-ft/ft Max. Pile Axial Load ............... 15.0 kip Critical Shear Force Vu ........ 1.0 k/ft Punching Shear Ratio ............. 0.99 OK Shear Strength �Vc ............... 3.0 k/ft Max Transverse Moment Mu . 9.8 k-ft OK One-way Shear Ratio ............. 0.32 OK Transv. Bending Strength �Mn 12.1 k-ft Use Top bars #4 @ 16 in, Transv. #4 @ 10 in Maximum Bar Spacing Ratio ... 1.00 OK Use Bott bars #5 @ 18 in, Transv. #4 @ 10 in Top Bot Bending Moment Mu 0.1 1.2 k-ft/ft Bending Strength �Mn 7.8 5.1 k-ft/ft Bending Moment Ratio 0.01 0.23 OK Min. Steel Area Ratio 0.85 0.85 OK Tce Heel PLAN VIEW 0.6 0.3 0.0 -0.3 -0.6 -1.0 SHEAR DIAGRAM (kfft) 0.7 0.5 0.4 0.3 0.1 0.0 MOMENT DIAGRAM (k-tUFt) (Comb: 1.4D*0.9M - r: 4of5 ILGSE Project: Martinez ADU Page # _ Engineer: VM 9/21/2023 Descrip: Martinez ADU - Prop Line Walll ASDIP Retain 5.5.0.5 RESTRAINED RETAINING WALL DESIGN www.asdipsoft.com � 16 in )NT 16 in SECTION ELEVATION DESIGN CODES General Analysis .............. IBC 2018 Concrete Design .............. ACI 318-19 Masonry Design ............... TMS 402-16 Load Combinations .......... ASCE 7-10/16 MATERIALS Stem Footing Concrete f'c .... 2.5 2.5 ksi Rebars fy ........ 60.0 60.0 ksi Masonryfm .... 1.5 ksi N�167