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REVIEWED 2019-11-27 Signed Pile-Pile Cap, and Garage Foundation Revision Engineer... (7)Design Build 5erviGCO, Inc. Engineering & Construction Management 28119 - 120th 5t. 5.E., Monroe, WA 95272 Phone /Fax: (360) 793-9659 E-mail: rheide@dbemonroe.com November 27, 2019 Eric Thuesen Thuesen Custom Homes 18333 - 85th Place W Edmonds, WA 98020 (425) 772-9401 REVIEWED BY CITY OF EDMONDS Subject: Revision to Permitted Residence and Attached Garage at 514 8th Ave N, Edmonds As requested I have reviewed the proposal to: 1. Eliminate one of the piles I showed on my October 16, 2019 Updated Engineering for this project. This requires additional detailing of the pile cap to transfer the loads to the existing 4" pile off -set from the new grade beam layout. It also required relocating one of the new 3" piles. 2. Add a post in the center of the detached garage. Those details have been added to or revised on the updated plan set. Supporting additional engineering is attached. This should provide the required engineering support to the revised plans. If you have any further questions or I can be of any further assistance please call me at the above number. 11 /27/19 Rick Heide, P.E. President Attachments 1-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Thuesen-510 8th Ave N rev 2019.wwa Concept Mode: Beam View Floor 1: 1' 41.. _ _ _.... __....... _.. 16 :_; .. 37 _ - 28 7 26 32 ;: .. 33... ... .:. ,.. ;... :; 910 22- 25-- 27 17-23 13 4 12- 2- 30- WoodWorks® Sizer 11.1.1 Oct. 15, 2019 09:49:54 . - 63' _.. _ 61: 60, 57'-6" 56' 54'-6" 52' 51' 36 CY t 27' %L � l r �.. �i24' P c8 29 34- 21 PC1 ` p �� t P _ J `ice �� 19 : _ 18' 19 Pc5a n pc7a ..pc4 :. _ : ? _ �U 12' 11 F C6. 06 - 36.-.: ::_-: _- .PC2-- - _"ri'-:.--�: ;.---�_ .iPo_5-.. ..,._ ,. 10,: - _ 14 i. _ . TB1 -TB3 T65. : _ 7: L5. TB2 T84 1c AT T A BCOV KtBB3AUAV. U VARYF7AX AGX NAYAW Al OAHZ C AZS' BD ANAUH AO (AN B R SI G AC E AM AAAF JAE 0' 2' 4'5'-6"7' 8' 9' 11' 13' 18' 20'-6" 24' 26' 28'-6" 32' 34' 36' 38'-6" 42' 44' 47'-6" 50' 52' 54'-6" 59' 65'-6" 70' 74' 86' 90'-6" 9'-6"-6"2'-6" 17' 19'!0' 22' 25' :27'-6" 31' 33' 37'-6" 40' 43' 46' 48' 54' 73' 87'-6" 91'-6" SHEARIUALL PER PLAN ANCHOR BOLTS PER PLAN FIN. z 1 `` 3 . LA #3 STIRRUPS 6"ar_ x 24" EA SID O '1 CORNERS, 36' IN CENTER OF GRADE BEAM. 2-� a Top and 414 a IS" or- HORIZ • % \a 9" or- VERT 8„ (2)',04 GP- 60 TOP 4 OTTOM, LAP BARS 6" AT SPLICES 3 ceJ N ytL\ V l- p (� PILE GAP PER PIN PILES `A61JC ec� DETAIL 5/ PER PLAN 12" 1 PERIMETER GRADE BEAM __ NOT TO SCALE 2/11 o� c�� WoodWorks® Sizer Thuesen-514 8th Ave N rev 2019.wwa Concept Mode: Reactions at Base of Structure View Floor 1: 1' IE ' kol, 41 16 37 28 WoodWork<_. c122 c37 c137 c140 c141 c38 c117 c89 c88 7 _ _. 118 S 320 L 1845 S '.. 1 D 1 D 24 ............ 3D ..... ... ___. _.. ...:_.156S.. _..._. _._. _..... _---1181D. _ -25 S 215 D 26 _.. -9D __.... _.. _..... _ _..... _..__ _...... _. _.... _.. _.. -34 U c108 w63 32 33 _.._ 2384S _.__. _.... _ ._ _.._ __... __.... _... 100S __.._. _._... w121506 D 65 D 3 S 09 S c116 c86 c87 Ili 3180 S 1 D20 L' 1 D '3t ...... .... _...... .._._ ..._... ..._... 1971D.. 75D, ........ cl 1375 S 10 ... _.. ... _.. 839 D I330 0 S J67 D 10D c20 c15 c134w15 5 22 ...0 S ..... 659 L_. 480 L' 486 L .....,630 L_........._...._...........c84 25__.. 2D_____.192D.. 175D -175D -230D23 S 376S 52 D 839 D c83 8 .. �c127. 27 — 82112 S w 317 S c27 ' 26 c25 1365 D 198 D 17 w85.... __. _.. 551 S.... _. _.... _.. L 357 L 119 D 381 L 60 L 125 D 19D 331 D 23 f42 13 LI 950 S 187 S 12 2_..____.._. 30_.. 14 39 15 40 18 AT 0' 1554 S 1579 S 3515 D 6785 D T A BCQ V K VBB,IBA,L AIAV- 2' 4' 6' 7' 8' 9' 10' 11' 12' 13' 5'-6" 9'_6" )'-6" 12'-6" 1348 S / 383 r3523D ---ii, 419 D P11 _ 1800E _.. _... 2320 D U M AR YFD AX AG X N AYJAW Al O AH Z 17' 18' 19' 20' 21' 22' 24' 25' 26' 27'-6" 31' 32' 33' 34' 20'-6" 27' 28'-6" 576 L 898 S 435 D P12 P13 2640 L _ _ 840 L 3806 D 2063 D C AZ,S' BD AM AU H AO BEAN BF B R S I 36' 38'-6" 40' 42' 43' 44' 46' 4T-6" 49' S0' 52' 54-6" 5 37'-6"' 47' 48' 54' Design build Services, Inc. Engineering and Construction Management 28119 - 120th 5t. 5.E., Monroe, WA 98272 Phone/Fax #(3(50) 793-9659 Project Information: Thuesen-510 8th Ave N Lot2 Pile Analysis 2" 3" 4" Pile Capacities 4,000 12,000 20,000 lb Design Design DL+ Live Load Load Pile Column Footing # DL LL SL WL DL+LL DL+SL LL+SL+WL) (lb) (lb) Dia P1 9257 2188 10443 11445 19700 18730 10443 19700 4in P2 3515 2087 1551 5602 5066 6244 2729 6244 3 in P3 6741 8033 1503 14774 8244 13893 8033 14774 4in P4 3528 2469 1358 5997 4886 6398 2870 6398 3in P5 2706 2942 938 5648 3644 5616 2942 5648 3 in 5934 9504 1601 15438 7535 14263 9504 15438 4 in 0 0 0 0 0 2 in 6757 4870 1778 11627 8535 11743 4986 11743 3in 9261 5750 786 15011 10047 14163 5750 15011 4in Pj,t fiEi?,,fi 10899 4470 3284 15369 14183 16715 5816 16715 2-3" in P11 2445 1800 949 4245 3394 4507 2062 4507 3in P12 3600 2434 949 6034 4549 6137 2537 6137 3in P13 1914 2486 4400 1914 3779 2486 4400 3in z 9676 3291 2603 12967 P14x 12279 14097 4421 14097 4in 3133 550 3683 3133 3546 550 3683 2 in 4832 1611 19 6443 4851 6055 1611 6443 3in 2271 275 28 2546 2299 2498 275 2546 2 in 8114 4722 12836 8114 11656 4722 12836 4 in 0A°8{t,' { 5 5513 2543 8056 5513 7420 2543 8056.0 3 in Pile Cap Analysis V (lb) M (ft.lb) PC1 11763 12753 PC2 9274 10888 8036 13299 cai�)r,t 4l`3��x��t 4080 8019 oi(6r 8017 13359 PC7 8489 14734 8102 10063 5499 8812 L. Iy COMPANY PROJECT Design Build Services, Inc. 111111 Ave N - Lo12 � /WoodorkS 281191201h StSE Man e, WA 98 2 Monroe, 5148th Ave IN 020 Edmonds, WA.He {`\Y)//�`V, -9659 Thuesen Custom Nov. 26, 201916:23 pce SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WcodWarke Siler 11.1.1 Loads: oad Tm? sCributlon P - anon [fC7 Flaq nicude Unic ena 1 w65 - iat UDL F.00 100aet 100Eed olf _ w65 s-, ia1 UDL 0.00 8. 00 190.9 190.9 plf E.00 -1-41 -1E.4 Dlf "w1s ial UDL s O,o-43 No4.03 lbs 5 c Yes .00.E 3 Deatl ia-99 6�j130 l UDL N2 o .00 E.00 550.E .11 J _j 130 ial UDL Yes 2.00 E.00 160.0 120.0 .11 Dlf 3 j1S2 Deatl ial UDL do 19.59 50.E 50,E oil 7.53 3 j142 L1ve ial UDL Yes '1.59 1159 1E0.0 180.0 olf 30 314? Destl iel UDL 15.13 1 23 629.0 629.0 olf 11_ji43 Live ial UDL 15.33 3. 23 5.0 2]5.0 olf 12 ji44 Dead <_al UDL 2.00 16.00 629.0 629.0 alf 13 j144 Live ial UDL Yes 2. 00 1Ii 00 5.0 275.0 ,If 19 ji45 Deatl =_al UDL 0. 00 2. 00 629.0 629.0 off 15 3145 L1ve Partial UDL Yes D. 00 2.00 2�5.0 2]5.o .if 16 pc'la Dead Point 16.. - 17 1- Point 0.00 147 1bs o ad18 �.ad 1 U 50.0 v1f S>l.`-weiohc gad Full UDL 42.3 I.l, Maximum Reactions (lbs) and Bearing Lengths (in) 22'-1 48" U 7-516' 9- . 9" 15' 33" 21'- .2T Unfaceo rod: e=d 811, 3- 53/4 41/3 1/l - -443 1112 611 Bald 1 11 1117 10444 2111 a ri ng: 11.501.30 1. 65"30" 11.50 'Minimum bearing length setting used: 1Q'. for and wpports "Minimum bearing length governed by the required Muth of the euppoding member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical lI combination, pC8 Timber -soft, D.Fir-L, No.2, 12x16 (11-1/2"xt6-1/2") Suppods: 1,4-Timber-soft Beam, D.Fir-L No.2; 2,3-Timber-soft Column, D.Fir-L No.2; Total length 27-1.48"; Clear span: 7, 6'. 6. 6; volume = 27.4 cu.fl.; Beam and stringer Lateral support: top= full. Eoh.m= at all supports; Analysis vs. Allowable Stress and Deflection using Nos 2016: Analvsis Vs- Desion /al ue Unit Analvsis/Deli an $hear B?ndSng l+I Re nd in3l-I D?fl?ction: In:eri0r D_ad 31 - 36 fb � i30 Fv' - 1]0 Eb' - 24'1 Fb' 64C ps1 -_ fv/Fv` - O.i6 fb/Fb` - 0.11 ._ neg l: Bible Live Toca1 '_n c11. Dead LLve Total 0. 00 - <L/999 O. OD <L/a 99 o. O1 r <L/599 0. 00 <L/999 0. 01 - <L/999 0.22 1../360 0.23 W240 0.1/ - L/180 0.25 - L/120 n 0.01 0.03 0.06 Additional Data: FPSTORS: E/E(ps11 1 CL CE CEu Cf:t 1.Cp CN .75 1.00 1. 00 ,:0c 1.00 1C00 1. 00 E b'+ - I. OD 1.00 S.00G 0. 969 1.00 1.00 1.00 1.00 - 19 1.00 1.00 1.00 1.000 0.969 1 11 1.00 1.00 1.U0 FCP. 62, - 1. 00 I.00 E' 1 3 million1.00 - - - - 1- 1.00 - 14 CRITICAL LOAD COMBINATIONS: Sh?a: LC q2 - _ -sig= 36'/9 lbs 4L), Ba nd lno(*I: LC p1A P - 3n661I lbs-fc Dtl, B=_ntl ing(-1: LC 42 - F .,012116s-rt Ce.f lecClOn: LC b14 (li' LC b14 lCo1all D=dead L=livF = - 1-1- liv. �C=cor.�?ntta tee.. E=ea_thqua.e P.11 LC's - eed i a nalyeiso Load Pat, er ns:ts=5/2,n :(=1+5 0 - p Ce_n 1.1d in this s_ n Load combinations: ASiE 1-10 /rISCL201- CALCULATIONS: Daf lec[lon: EI - 639e0b 16-i n1 " defle ct_on Deflection n-n-dead loads illve, wind, c .w_.1 _ Defleceion = l.00lDeaa Load Def3 eotion) + _ Woad De aeoeion. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be eAeddcd to the middle D3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 5. The critical deflection value has been determined usind rmrfidum back-s an deflection. Cantilever deflections do not dowern desi n ElWoodWorks® Sizer SOFTWARE FOR WOOD DESIGN pc8 WoodWorks@ Sizer 11.1.1 Nov. 26, 2019 16:30:04 V147 Ibs Live Dead Snow 0' 2'-5.8" 4'-1.1" T-7.1" 9'-0.1" 15'-1.3" 16' 19'-2.8" 22'-lH' - 825.9 - 730 - 645.9 : 465.9 180 1558.7 1081.3 1030.6 - 979.8 - 929.7 - 300.8 • 250 •0 _ -18.4 plf 0 Concrete Beam Design Report Concrete Beam Design 8/11 Page 1 Job: 30227 Designed By: RDH PE Beam ID: PC8 Checked By: Date: 11/26/2019 4:52:40 PM Program: Concrete Beam Design 4.1 Description: Grade Beam Code ACI (2011) Design Method Ultimate Strength Member Type Beam Cross Section Shape Rectangular Snan Data: Main Span Length 6.000 Ft Left End Support Pinned Right Cantilever Length 2.500 Ft Left Support Width 4.000 In Right Support Width 4.000 In Left Haunch Start Location Not Present Right Haunch Start Location Not Present Cross Section Data: Total Depth at Mid-Span 12.000 In Top Width at Mid -Span 12.000 In Right Cantilever Total Depth 12.000 In Right Cantilever Bottom Width 12.000 In Material Data: fc 2.500 KIM2 Flexural Reinforcing fy 60.000 K/In2 Concrete Density 144.000 Lb/Ft' Shear Reinforcing fvy 60.000 K/Inz Concrete Tensile Strength 0.420 K/In2 Stress Block, Beta 0.850 De64n (criteria: Bottom Cover to Stirrup 3.000 In Top Cover to Stirrup 1.500 In Side Cover to Stirrup 1.500 In Total Load Deflection Limit L/240.00 Live Load Deflection Limit L/360.00 Allow Cuts in Tension Zone N Check Crack Control Provisions Y ECHO OF LOAD INPUT DEAD LOAD LIVE LOAD WIND LOAD EARTHQUAKE LOAD ROOF LOAD Check Deflection: Yes Main Span # 2 Concentrated Load: 0.000 K -2.000 K Distance: 0.000 Ft 3.000 Ft # 1 Uniform Load: -1.000 K /Ft 0.000 K /Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 6.000 Ft 0.000 Ft # 3 Uniform Load: -0.800 K /Ft 0.000 K /Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 6.000 Ft 0.000 Ft Right Cantilever # 1 Concentrated Load: -1.700 K -2.000 K Distance: 2.500 Ft 2.500 Ft # 2 Uniform Load: -L000 K /Ft 0.000 K /Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 2.500 Ft 0.000 Ft # 4 Uniform Load: -0.800 K /Ft 0.000 K /Ft Distance to Begin: 0.000 Ft 0.000 Ft Distance to End: 2.500 Ft 0.000 Ft CRITICAL SHEARS & MOMENTS Load Combination Dead Load: 1 1.400 x Dead Load L:Project FilesCustom Homes14 8th Ave N, Edmonds- Lot 11/26/2019 4:52:40 PM 28th Ave N - PC8.rtf Concrete Beam Design Report 9/11 Page 2 Load Combination # 1: 1.200 x Dead Load + 1.600 x L + 0.500 x R Load Combination # 2: 1.200 x Dead Load + 1.000 x L + 1.600 x R Load Combination # 3: 1.200 x Dead Load + 0.800 x W + 1.600 x R Load Combination # 4: 1.200 x Dead Load + 1.000 x L + 1.600 x W + 0.500 x R DEAD LOAD LOAD COMB 1 LOAD COMB 2 LOAD COMB 3 LOAD COMB 4 Shear Left End: 5.256 K 4.772 K 4.672 K 4.505 K 4.672 K Moment Left End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Shear Right End: -9.864 K -11.388 K -10.288 K -8.455 K -10.288 K Moment Right End: -13.825 K -Ft -19.850 K -Ft -16.850 K -Ft -11.850 K -Ft -16.850 K -Ft Maximum Moment 5.481 K -Ft 5.271 K -Ft 5.052 K -Ft 4.698 K -Ft 5.052 K -Ft Located at: 2.086 Ft 2.209 Ft 2.163 Ft 2.086 Ft 2.163 Ft Max Deflection -0.003 In -0.003 In -0.003 In -0.003 In -0.003 In Located at: 2.312 Ft 2.090 Ft 2.090 Ft 2.312 Ft 2.090 Ft Dead Part: -0.003 In -0.003 In -0.003 In -0.003 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 4.171 Ft 3.797 Ft 3.899 Ft 4.171 Ft 3.899 Ft Shear Right Cantilever: 8.680 K 10.640 K 9.440 K 7.440 K 9.440 K Tip Deflection -0.010 In -0.021 In -0.021 In -0.010 In -0.021 In Reaction Left End: 5.256 K 4.772 K 4.672 K 4.505 K 4.672 K Reaction Right End: 18.544 K 22.028 K 19.728 K 15.895 K 19.728 K Load Combination # 5: 1.200 x Dead Load + 1.000 x L + 1.400 x E + 0.200 x R Load Combination # 6: 0.900 x Dead Load + 1.600 x W Load Combination # 7: 0.900 x Dead Load + 1.400 x E Load Combination # 8: 1.200 x Dead Load - 0.800 x W + 1.600 x R Load Combination # 9: 1.200 x Dead Load + 1.000 x L - 1.600 x W + 0.500 x R LOAD COMB 5 LOAD COMB 6 LOAD COMB 7 LOAD COMB 8 LOAD COMB 9 Shear Left End: 4.672 K 3.379 K 3.379 K 4.505 K 4.672 K Moment Left End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Shear Right End: -10.288 K -6.341 K -6.341 K -8.455 K -10.288 K Moment Right End: -16.850 K -Ft -8.888 K -Ft -8.888 K -Ft -11.850 K -Ft -16.850 K -Ft Maximum Moment 5.052 K -Ft 3.523 K -Ft 3.523 K -Ft 4.698 K -Ft 5.052 K -Ft Located at: 2.163 Ft 2.086 Ft 2.086 Ft 2.086 Ft 2.163 Ft Max Deflection -0.003 In -0.003 In -0.003 In -0.003 In -0.003 In Located at: 2.090 Ft 2.312 Ft 2.312 Ft 2.312 Ft 2.090 Ft Dead Part: -0.003 In -0.003 In -0.003 In -0.003 In -0.003 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 0.000 Ft 3.899 Ft 4.171 Ft 4.171 Ft 4.171 Ft 3.899 Ft Shear Right Cantilever: 9.440 K 5.580 K 5.580 K 7.440 K 9.440 K Tip Deflection -0.021 In -0.010 In -0.010 In -0.010 In -0.021 In Reaction Left End: 4.672 K 3.379 K 3.379 K 4.505 K 4.672 K Reaction Right End: 19.728 K 11.921 K 11.921 K 15.895 K 19.728 K Load Combination # 10: 1.200 x Dead Load + 1.000 x L - 1.400 x E + 0.200 x R Load Combination # 11: 0.900 x Dead Load -1.600 x W Load Combination # 12: 0.900 x Dead Load -1.400 x E LOAD COMB 10 LOAD COMB 11 LOAD COMB 12 LOAD COMB 13 LOAD COMB 14 Shear Left End: 4.672 K 3.379 K 3.379 K Moment Left End: 0.000 K -Ft 0.000 K -Ft 0.000 K -Ft Shear Right End: -10.288 K -6.341 K -6.341 K Moment Right End: -16.850 K -Ft -8.888 K -Ft -8.888 K -Ft Maximum Moment 5.052 K -Ft 3.523 K -Ft 3.523 K -Ft Located at: 2.163 Ft 2.086 Ft 2.086 Ft Max Deflection -0.003 In -0.003 In -0.003 In Located at: 2.090 Ft 2.312 Ft 2.312 Ft Dead Part: -0.003 In -0.003 In -0.003 In Inflection Points: 0.000 Ft 0.000 Ft 0.000 Ft 3.899 Ft 4.171 Ft 4.171 Ft Shear Right Cantilever: 9.440 K 5.580 K 5.580 K L: Project FilesCustom Homesl4 8th Ave N, Edmonds- Lot 11/26/2019 4:52:40 PM 28th Ave N - PC8.rtf Concrete Beam Design Report 10/11 Page 3 Tip Deflection -0.021 In -0.010 In -0.010 In Reaction Left End: 4.672 K 3.379 K 3.379 K Reaction Right End: 19.728 K 11.921 K 11.921 K SECTION DESIGN INFORMATION SECTION FLEXURAL DESIGN Mid -Span Region: Cross -Section Information: Total Depth: 12.000 In Distance to Centroid As : 8.38 In Top Width: 12.000 In Distance to Centroid A's : 2.13 In For Design Moment, Mu: 5.481 K -Ft Required As : 0.247 In (p : 0.002) Required A's: 0.000 In (p : 0.000) Provided As : 0.400 In2 (p : 0.004) Provided A's : 0.000 In (p : 0.000) Reduction Factor, Phi : 0.90 Moment Capacity, *Mn : 14.228 K -Ft Gross Area: 144.000 In2 Gross Moment of Inertia: 1,728.000 In2 Neutral Axis Location: 6.00 In N (Es/Ec) : 10.17 Modulus, Ec : 2,851.20 K /In2 Cracked Moment of Inertia : 197.213 In2 Neutral Axis Location: 9.93 In Cracking Moment : 9.000 K -Ft At Right Support: Cross -Section Information: Total Depth : 12.000 In Distance to Centroid As : 9.88 In Top Width: 12.000 In Distance to Centroid A's : 2.13 In For Design Moment, Mu: -18.107 K -Ft Required As: 0A29 In (p : 0.004) Required A's : 0.000 In (p : 0.000) Provided As : 0.600 In (p : 0.005) Provided A's: 0.000 In2 (p : 0.000) Reduction Factor, Phi : 0.90 Moment Capacity, *Mn: -24.757 K -Ft Gross Area: 144.000 In Gross Moment of Inertia: 1,728.000 In Neutral Axis Location: 6.00 In N (Es/Ec) : 10.17 Modulus, Ec : 2,851.20 K /In2 Cracked Moment of Inertia: 392.902 In Neutral Axis Location: 9.30 In Cracking Moment: 9.000 K -Ft * Indicates That Nominal Resistance Includes Appropriate Phi Factor BOTTOM BARS Mid -Span Region: Design Moment, Mu 5A8 K-Ft As Required 0.247 In As Provided 0.400 In2 d 8.375 In Bar Size #4 Number of Layers 1 Layer Spacing 0.00 In Number of Bars 2 Bars in Lower Layer 2 Ld 14.40 In At Left Support: Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 In At Right Support: Percent of Bars Continuing into Support 100 Suggested Bar Cutoff (from Centerline of Support) 0.00 In TOP BARS - RIGHT SUPPORT Design Moment, Mu -18.11 K-Ft I As Required 0.429 In As Provided 0.600 In d 9.8751 Bar Size 1 44 1 Number of Layers I 1 I Layer Spacing 0.00 In L:Project FilesCustom Homes14 8th Ave N, Edmonds- Lot 11/26/2019 4:52:40 PM 28th Ave N - PC8.rtf Concrete Beam Design Report 11/11 Page 4 Number of Bars 1 3 1 Bars in Lower Layer 1 3 1 Ld 1 14.40 In ***Anchor Bars Suggested Bar Cutoff 36.50 In MAXIMUM DEFLECTIONS Span Load Comb Short Total Long Total Max Allow Short Live Load Max Allow Ieffective In In In In In Ina MAIN Dead -0.003 0.300 OK 1,646.90 1 -0.003 -0.006 0.300 OK 0.000 0.200 OK 1,468.15 2 -0.003 -0.006 0.300 OK 0.000 0.200 OK 1,468.15 3 -0.003 -0.007 0.300 OK 0.000 0.200 OK 1,646.90 4 -0.003 4006 0.300 OK 0.000 0200 OK 1,468.15 5 -0.003 -0.006 0.300 OK 0.000 0.200 OK 1,468.15 6 -0.003 -0.007 0.300 OK 0.000 0.200 OK 1,646.90 7 -0.003 -0.007 0.300 OK 0.000 0.200 OK 1,646.90 8 -0.003 -0.007 0.300 OK 0.000 0.200 OK 1,646.90 9 -0.003 -0.006 0.300 OK 0.000 0.200 OK 1,468.15 10 -0.003 -0.006 0.300 OK 0.000 0.200 OK 1,468.15 11 -0.003 -0.007 0.300 OK 0.000 0.200 OK 1,646.90 12 -0.003 -0.007 0.300 OK 0.000 0.200 OK 1,646.90 RCANT Dead -0.010 0.250 OK 1,646.90 1 -0.021 -0.036 0.250 OK -0.011 0.167 OK 1,468.15 2 -0.021 -0.036 0.250 OK -0.011 0.167 OK 1,468.15 3 -0.010 -0.020 0.250 OK 0.000 0.167 OK 1,646.90 4 -0.021 -0.036 0.250 OK -0.011 0.167 OK 1,468.15 5 -0.021 -0.036 0.250 OK -0.011 0.167 OK 1,468.15 6 -0.010 -0.020 0.250 OK 0.000 0.167 OK 1,646.90 7 -0.010 -0.020 0.250 OK 0.000 0.167 OK 1,646.90 8 -0.010 -0.020 0.250 OK 0.000 0.167 OK 1,646.90 9 -0.021 -0.036 0.250 OK -0.011 0.167 OK 1,468.15 10 -0.021 -0.036 0.250 OK -0.011 0.167 OK 1,468.15 11 -0.010 -0.020 0.250 OK 0.000 0.167 OK 1,646.90 12 -0.010 -0.020 0.250 OK 0.000 0.167 OK 1,646.90 SHEAR DESIGN - MAIN SPAN --------------------- Left Side --------------------- --------------------- Right Side --------------------- Number g Spacing Al Number Spacing Al InZ InZ Spacing starts from face of support .... None Required 1.750 In 9 @ 4.000 In Beyond 3.146 Ft From Face None Required Use 43 Stirrups - 2 Vertical Legs SHEAR DESIGN - CANTILEVERS --------------------- Left Cantilevers --------------------- --------------------- Right Cantilevers --------------------- Number @ Spacing Al Number @ Spacing Al InZ InZ Spacing starts from face of support .... 1.750 In 6 @ 4.000 In Beyond 2.146 Ft From Face None Required Use #3 Stirrups - 2 Vertical Legs L:Project FilesCustom Homes14 8th Ave N. Edmonds- Lot 11/26/2019 4:52:40 PM 28th Ave N - PC8.rtf F-1 Woodworks® Sizer SOFTWARE FOR WOOD DESIGN Thuesen-514 8th Ave N det. garage 2019.wwa WoodWorks(D Sizer 11.1.1 Nov. 27, 2019 11:36:21 Concept Mode: Beam View Floor 2: 10, b18 5. a� b17 b19 25 i _ _ 27'_6" : 13 23' b8 14 E 21' 26 18, 15 21 b1 16' p 23 27 a, 8' 9 T b9 b5 12 7777777= 6' 4'_6" 24 _ _ . b2 b10 3 IEEE= 4' 2 -, : 2' 18 0'_6" A B L G M S H N F I K T 0 J P O C R D E 0'-T 2' 4' 8' 10' 12' 14' 16' 17' 18' 19' 20' 21' 2S 24' 25' 26' 27'-6" T-6" 12'-6" Cn 1-1 WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Thuesen-514 8th Ave N det. garage 2019.wwa Wood Works® Sizer 11.1.1 Nov. 27, 2019 11:36:52 Concept Mode: Reactions at Base of Structure View Floor 1: 1' - c30 c29 5 - ® 30' 700 L 200 L 255 D 63 D w38 19 28' 25 250 L. 1 27-6" 96 D c40 c39 w1c6 c31 c24 c25 c32 c42 254 S 699 S 2269 L 500 U27 S 376 S 238 S 182 D 470 D - 123 S 192 D01 D 285 D 168 D '.. '., 1531 D c9 13 _ 23' '.. 9 nF g c10 D 14 21' c28 240 L 22 '.. 106 S 20' 262 S 234 D '.. 172 D '.. '.. 26 c11 18' 1 CS t.... 6„ _ 2 240 17' 360 L'. 9d9 3 21 16 371 S �'6482 D _ _ PP g rB � '+'' tom'.. � �� c12, D .,.. 240 L 16' 15,-6„ c70 L c43 "` w2141 S 6 117S. 360 Li a at S ® 6576 L �gi� i{ 900 Sc13 260D. vnn L S 14' 11 c26 D 4303 D an n 12,_6" 20 240 L 12' 262 S aea g 10 172 D c14 D 10,_6�� ! —7( : � .1: rt—t � �.�U'�, e%`�7 '.. - L l ki c35 .. S 23 Fn 9' 670 S 27 478 D 8, c17 240 L 12 A 24 c1 _ w5 c2 c5 c18. L 4'_6" 3 4 S 4' 306 S 77 S 306 S µ' 1235 L - 699 S 232 D 138 D 232 D 13162 S 917 D 17 3752 D ` c3 w3 c4 2'-6" 2 2' 306 S 77 S 306 S 232 D 138 D 232 D 18 _ 0'-6„ 1 A B L G M S H N F I K T 0 J P 0 C R D E 0'-6" 2' 4' 8' 10' 12' 14' 16' 17' 18' 19' 20' 21' 23' 24' 25' 26' 27-6" 3-6" 12'-6" Project: Thuesen 514 Det Garage Footing Location: FTG C43 Footing [2015 International Building Code(2015 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 2000 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1266 psf Effective Allowable Soil Bearing Pressure: Qe = 1875 psf Required Footing Area: Areq = 6.07 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 16364 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 5341 lb Allowable Beam Shear: Vc1 = 16875 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 14469 lb Allowable Punching Shear (ACI 11-35): vc2-a = 68906 lb Allowable Punching Shear (ACI 11-36): vc2-b = 81563 lb Allowable Punching Shear (ACI 11-37): vc2-c = 45938 lb Controlling Allowable Punching Shear: vc2 = 45938 lb Bending Calculations: Factored Moment: Mu = 73638 in -lb Nominal Moment Strength: Mn = 170825 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.33 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.72 in2 Controlling Reinforcing Steel: As-reqd = 0.72 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in — Rick Heide PE /rO Design Build Services, Inc. 28119 120th St SE Monroe, WA 98272 StruCalc Version 10.0.1.6 11/27/2019 11:51:52 AM LOADING DIAGRAM E6 in 10in P T 3 in j -3ft FOOTING LOADING Live Load: PL = 6740 lb Dead Load: PD = 4650 lb Total Load: PT = 11390 lb Ultimate Factored Load: Pu = 16364 lb Footing plus soil above footing weight: Wt = 725 lb COMPANY PROJECT " Design Build Services, Inc. 514 8th Ave N - Lot 2 WoodWorks� Monroe, , W St 7 514 8th Ave N Monroe, WA 98272 Edmonds, WA 98020 SOFTWARE FOR WOOD DESIGN (360) 793-9659 Thuesen Custom Homes Nov. 27, 2019 11:35 c43.wwc Design Check Calculation Sheet Woodworks Sizer 11.1.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End 1 b3 Dead Axial (Ecc. = 0.00") 4303 lbs 2 b3 Live Axial (Ecc. = 0.00") 6576 lbs 3 b3 Snow Axial (Ecc. = 0.00") 900 lbs Self -weight Dead Axial 72 lbs Lateral Reactions (lbs): cu v in N71 Im im c43 Timber -soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 10'; Clear span: 10'; volume = 2.1 cu.ft.; Post and timber Pinned base; Load face = width(b); Ke x Lb: 1.0 x 10.0 = 10.0 [ft]; Ke x Ld: 1.0 x 10.0 = 10.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 362 fc = 362 Fc' = 518 Fc* = 700 psi psi fc/Fc' = 0.70 fc/Fc* = 0.52 —I O -0 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.00 1.00 1.00 0.740 1.000 - - 1.00 1.00 2 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L, P = 10951 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. WoodWorks@ Loads: oad Type strlbution Pat- LNan n [ft7 ntl Magnitude End U rt 1 w22 2 w22 3 c33 c33 5 c34 - c39 c36 3 c36 9_jl Uead Snou, Dead Snaw Dead peal Deatl rtial UDL ial UpL Point Point Point Point Point Pa t'tial UDL Yes !l0 Yes No Yes No Yes- No OC19t 2.19 0.19 2.19 2.19 2.19 22.13 22.13 0.19 ":1' ISa3t 11.3 25.0 25.0 102] 141] 1]5 240 63 92 ":0' ].1 p1C plf lbs lbs Ibs lbs lbs p1f 11jl Partial UDL Yes 13.13 22.13 290240.0 pIf 11 j2 Dead Partial UDL 10. 19 13.19 ].B 12 j2 13_j3 Ile ad Partial UDL Partial UDL Yes 10.19 13.19 10.19 2,11.0 240.0 ].E ].E 111 plf pIf 14_j3 I UDL Yes 2. 19 10.19 240.0 240.0 plf 15 j10 Ile ad i UDL 0.19 1.19 EE.S 66.5 Dlf 16 j10 1 ]_j 1' Dead Pastizl UDL ia1 UDL 0.19 1.19 1.19 3.19 250.0 240.0 off pIf 18_j 11 1a1 UDL 1.19 3.19 40.S 40.5 250.0 240.0 plf 19 ji^_ 20 ji.2 Dead _ ial U ial U = 3.19 6.69 3. 19 6.69 E.5 E3.5 240.0 2A 0.0 plf plf 21 j13 2 j13 23 ead lead chat U ia1 U ill U 6.69 E.69 6.69 8.69 11.69 E.5 BE.S 240.0 240.0 E.5 EE.S plf p1f j14 4 j14 Llve dial U .69 9.69 11.61 240.0 240.0 plf p11 25 jl6 Dead rtial U 11.63 13.63 EE.5 BE.5 off 26 j15 Llve 1-1 U Yes 11.63 13.63 240.0 2-11 plf ] �16 28 j16 Dead Lfve rtial U " _'.1UDL No Yes 13.63 17.11 13.63 17.13 H.5 EE.5 140.0 2400 plf plf 25 jl7 35 jl] Dead Live reial UDL ia1 UDL No Yes 17.13 19.13 1].13 19.13 3P.5 EE..S 240.0 2V0.0 plf i j16 Deatl rcial UDL No 19.13 22.13 &P.5 60.5 plf off 32 �16 33 6d39 6 L13d3 L.. Self -we iaht Lpv pead Dead P=rCCia1 UD Pal UDL Pu11 UCL Full UCL NYes o No No 12..111 19 1].13 23 21719 2V 0.0 1771 0 G 10.0 12.3 11v Of plf off Maximum Reactions (Ibs) and Bearing Lengths (in) : COMPANY PROJECT Design Build Services, Inc. 5148th Ave N - Let 2 28119120th St SE 514 Bth Ave Monroe, WA 98272 Edmonds, WA 98020 (360)793-9659 Thuesen Cuom stom Hes Nov. 27, 201911:33 63 Design Check Calculation Sheet Wood Works Sizer 11.1A 22'-7.Bz' unfacco�ed: Deed 2935 4606 1515 19 6'l39 232 214 25 '+9 935 I6E T.1 6121 11345 3E39 9: e ngth 2.33 4.03 1.46 a'd ".33 1.46 u uy ores from eu differ ui load than t Maximum reaction on at least one support is rrom a different load combination than the critical one for bearing design, shown here, due to Ktl factor. See Analysis results for reaction from critical load combination. W PSL, 2.0E, 2.0E, 3-1/2"xll-1/4" Supports: All - Timber -soft Column, D.Fir-L No.2 Total length: 2T-7.82'; Clear span: 10', 12; volume = 6.2 cut. Lateral support: lap= full, bottom= at all suppeds; Analysis vs. Allowable Stress and Deflection „sing NOS 2015: Additional Data: S. F/E(psi1C0 CL CV Cfu Cfrt 290 1.00 - Ic00 - 1.00 - 1C00 Fb'+ 2900 1.15 - 1.00 1.000 1 01 - 1 00 I.00 - - 11 Fb'- 2900 1.00 - I.00 0. 942 1.01 - 1.00 1.00 - - Fcp'- 2.0 ,iICA 1.04 millio CRITICAL LOAD COMBINATIONS: Shear LC ND+L, V - 5]43, V -aign = 4932 lbs Bending 1 l+): LC D+. ]5(LmSI (pattern: Xsl, M - 11 /35 I"-"Bendi12 ng l-): LC H2 DAL, M 13V03 16s-Et Deft ec Ci on: LC d6 (1ive1 LC H r (tot all D=deztl L=live S- - d 1=inp act Lr-roof live Le=con ceneraeed E=ea rthoua ke All L e lis n the Analysis output Load P - s=S12' /2,-ISo L+Lr, o pattern load in an oathis sp Li 10 combinations: ASCE ]-/rIEC 2015 CALCt1LATIONS; Deflection: = 031e06 16-in2 "Live" de Election = aYleccion from all n n-d=_ad loads (live, v ow...I cal Defieceion = 1�00(Dead Load Deflection) + oad Oeflectionsn Lateral scab il: ty(-I: Lu = 12'-2."15" Le = 22'-9194"c ftB = 15.8; L. based on furl span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC Intemanone[ Building Code (IBC 2015), the National Design Spoe fca me (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your appiicati- 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer.