Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
REVIEWED BLD BLD2020-1033 Structural_Calculations+10.1.2020_12.57.08_PM
Page 1 of 30 Ross Engineering Design Inc HELLEREN RESIDENCE STRUCTURAL CALCULATIONS IN ACCORDANCE WITH THE 2015 IBC EDMONDS, WA Job Number 20058 ELECTRONIC COPY ORIGINAL ON FILE AT ROSS ENGINEERING DESIGN For THE LEREN COMPANY Ross Engineering Design, Inc 425-314-2373 ryan.ross@rossengineer.com Page 2 of 30 Ross project: HELLEREN RESIDENCE by: RR sheet #: Engineering location: EDMONDS, WA date: 9/1/2020 Design client: THE LEREN COMPANY job #: 20058 Inc Gravity Design x Page 3 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Governing Codes General - International Building Code - 2015 Wood - ANSI / AF&PA NDS - 2015 ANSI / AF&PA SDPWS - 2015 Loads - ASCE / SEI 7-10 Concrete - ACI 318 - 14 Roof Loads Dead Load Sheathing Joist Beam Min. w/ Uplift Roofing 3.00 psf 3.50 psf 3.50 psf 2.00 psf Sheathing 1.50 1.50 1.50 1.00 Insulation 2.00 2.00 2.00 1.00 Sprinkler Ceiling 2.50 2.50 Lights 0.50 0.50 Trusses 2.00 2.00 Mechanical 1.00 1.00 Misc 0.50 2.00 2.00 Total 7.00 psf 13.00 psf 15.00 psf 6.00 psf Snow Load Ground Snow Load Pg = Pg = 20 psf Minimum Roof Snow Load = 25 psf Exposure Factor Ce = Ce = 1.0 Thermal Factor Ct = Ct = 1.0 Slope Factor Cs = Cs = 1.0 0.7CeCtCslsPg Design Roof Snow Load Ps = Ps = 14 psf = 25 psf minumum roof snow load controls Wood Floor Loads Dead Loads Sheathing Joist Beam Floor Covering 2.50 psf 2.50 psf 2.50 psf Gyperete Sheathing 2.30 2.30 2.30 Insulation Sprinkler Ceiling 2.50 2.50 Lights 0.50 0.50 Joist 2.00 Mechanical 1.00 1.00 Misc 1.00 1.20 1.20 Total 5.80 psf 10.00 psf 12.00 psf Live Loads Residential 40 psf Page 4 of 30 F1 F2 F3 F4 F5 F6 F50 r F43 F45 F46 F47 F48 a F49 F51 F33 F34 F35 F13 F52 N LL F31 F30 F29 F28 LL r LL F26 F25 F24 F17 N LL N N LL LL F21 F20 Loads: Envelop Results FOUNDATION KEY PLAN HELLEREN SHOPAI Page 5 of 30 TRUSS22 ■ _o m m x H7 Fie 1 0 m � N 6] 2 ■ � 1111 B15 B16 m rn m = m m B17 B12 TRUSS2'` B11 d d d d H6 Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead 2ND FLOOR KEY PLAN HELLEREN SHOP.rfl Page 6 of 30 H1 H2 H3 H4 R68 R102 R67 R101 R66 R100 nl R65 x R99 R64 R98 m R63 a R97 x R62 R96 - R61 R95 = R60 R94 R59 R93 R58 R92 R57 R91 xl R56 R90 xl R55 m R89 I = R54 R88 =I R53 R87 R52 R86 H11 H10 H9 x Loads: DL PreComp - PreComposite Dead Load Results for LC 1, Service Dead ROOF KEY PLAN HELLEREN SHOP.rfl Page 7 of 30 Ross project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 Engineering client: THE LEREN COMPANY job #: 20058 Design Inc DECK TYPE MAPS UPPER FLOOR ROOF ------------............ ------------............. ------------- ------------ ------------ -- • ------------................... •------------------ . Decb Types As Applie-d None ,foist Floor Truss Floor Truss Roof Rafter Roof Page 8 of 30 Page 9 of 30 Company Sept 1, 2020 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By: A NEMETSCHEK COMPANY Model Name Wood Material Properties I nhel Tme r)nfnknen Sneriee r:rnrle rm Gmnrl Nn Therm rlenerlr/ff 1 DF#1 Solid Sawn Visually Graded Douglas Fir -Larch No.1 1 .3 .3 .035 2 DF#2 Solid Sawn Visually Graded Douglas Fir -Larch No.2 1 .3 .3 .035 3 HF#2 Solid Sawn VisualIv Graded Hem -Fir No.2 1 .3 .3 .035 4 HF STUD Solid Sawn Visually Graded Hem -Fir Stud 1 .3 .3 .035 5 24F-1.8E DF Balan... Glulam NDS Table 5A 24F-1.8E DF BAL na 1 .3 .3 .035 6 24F-1.8E DF Unbal.. Glulam NDS Table 5A 24F-1.8E DF UNBAL na 1 .3 .3 .035 7 KING BEAM Custom N/A Kina Beam na 1 .3 .3 .035 8 PARALLAM SCL TrusJoist 2.0E DF Parallam PSL na 1 .3 .3 .035 9 LVL SCL TrusJoist 1.9E Ti mberStrand LSL na 1 .3 .3 .035 10 PT 4x Post Custom N/A PT 4x Post na 1 .3 .3 .035 11 PT 6x Post Custom N/A PT 6x Post na 1 .3 .3 .035 12 PT 10 Custom N/A PT 10" na 1 .3 .3 .06 13 PT 12 Custom N/A PT 12" na 1 .3 .3 .06 14 PT 6x12 Custom N/A PT 6x12 max na 1 .3 .3 .035 15 PT 6x16 Custom N/A PT 6x16 max na 1 .3 .3 .035 16 RIGID Custom N/A RIGID na 1 .3 .3 .035 Custom Wood Properties I ahal Ph fkcl Ft fkcil Fv fkcil Fr fkQn F fkcil Fnr, fkcil Tvna r:F 1 LVL_PRL_1.5E_2.. 2 LVL_PRL 2.0E_2.. 3 LVL_Microllam_1... 4 PSL_Parallam 2.... 5 PSL_ Parallam_1.... 6 LSL TimberStran... 7 LSL_TimberStran... 8 King Beam 9 PT 4x Post 10 PT 6x Post 11 PT 10" 12 PT 12" 13 PT 6x12 max 14 PT 6x16 max 15 RIGID Deck General Properties I ahal Mntarinl Tx/na Hark I Inhrararlfftl KAav Cnanfffl 1 None Wood Deck 0 in 50 50 2 Joist Floor Wood Deck .8 in 50 50 3 Truss Floor Wood Deck .8 in 50 50 4 Truss Roof Wood Deck .5 in 50 50 5 Rafter Roof Wood Deck 1 .5 in 1 50 1 50 RISAFloor Version 14.0.2 [CA ... 1... 1... \Ross Engineering Design12000120058 Helleren Shop_LUCALMHELLEREN SHOPA] Page 1 Page 10 of 30 Company Sept 1, 2020 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By: A NEMETSCHEK COMPANY Model Name Deck Loads I nhd T..n 1Ahv Q.1f1A/+ rlrefl Qiinc rll neofi rnne+ r11 rlrefl rnne+ I I rlrefl 1 None 2.917e-6 0 0 0 2 Joist Floor 002 0 .009 0 0 3 Truss Floor .002 .01 0 0 4 Truss Roof .001 .014 0 0 5 Rafter Roof .001 .013 0 0 Design Deflection Parameters I nhe1 r11 rlomw ni Pnfin I I rlefFinl I I Pnfin r11 4.11 rinflnnl rll 4.11 P rn+cnnry rinflrinl Pm+in rnfcnnni rleflnnl Pnfin 1 GENERAL 360 360 1 240 SL 360 None 360 2 2x4 360 360 240 SL 360 None 360 3 2x6 360 360 240 SL 360 None 360 4 2x8 360 360 240 SL 360 None 360 5 2x10 360 1 360 240 SL 360 1 None 360 6 2x12 360 360 240 SL 360 None 360 7 410 360 360 240 SL 360 None 360 8 HEADER 360 360 1 240 SL 360 None 360 9 3x GLULAM 360 360 1 240 SL 360 None 360 10 5x GLULAM 360 360 1.5 240 SL 360 None 360 11 6x GLULAM 360 360 1.5 240 SL 360 None 360 12 SCL BEAM 360 360 1 240 SL 360 None 360 13 SCL FLUSH BEAM 360 360 1 240 SL 360 None 360 14 TRUSS 1000 1000 1000 SL 1000 None 360 15 1 JOIST 360 480 240 SL 360 None 360 16 RF BEAM 240 240 180 SL 240 None 360 17 8x GLULAM 360 360 1.5 240 SL 360 None 360 Uniform Area Loads Combinations Label Solve Cate... Fac...Cate... Fac... Cate ... Fac... Cate... Fac...Cate... Factor Cate... Factor Cate... Factor Cate... Factor Cate... Factor Cate... Facto 1 Service Dead Yes DL 1 2 Service Dead + Live Yes DL 1 LL 1 3 Service D+ S Yes DL 1 SL 1 4 Service D + L + S Yes DL 1 LL .75 SL .75 Combination Design I h.1 AQIG rrl Qc mi— lan+Pn11-1 CnW Fnrmc Wnnrl IA/nnrl Prnrl rnnrro+e Mnennry rnnncrfinn 1 Service Dead .9 Yes Yes Yes Yes Yes Yes Yes Yes 2 Service Dead + Live Yes Yes Yes Yes Yes Yes Yes Yes 3 Service D + S 1.15 Yes Yes Yes Yes Yes Yes Yes Yes 4 Service D + L + S 1.15 Yes Yes Yes Yes Yes Yes Yes Yes RISAFloor Version 14.0.2 [CA ... 1... 1... Ross Engineering Design12000120058 Helleren Shop_LUCALMHELLEREN SHOP.rfl] Page 2 Page 11 of 30 Company Sept 1, 2020 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: FOUNDATION Label Size Ex icit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Lodft LC No Data to Print... Beam Code Summary for Wood: MAIN FLOOR Label Size Ex icit Material Bending C... Loc 8 LC Defl Check Loc 8 Cat Shear Check Lodft LC No Data to Print ... Beam Code Summary for Wood: 2ND FLOOR Label Size Explicit Material Bendina C... Locrftl LC Defl Check Locrftl Cat Shear Check Locrftl LC 1 H1 4X8 No DF#2 .087 1.625 3 .036 0 DL .105 3.25 3 2 H2 4X8 No DF#2 .749 4.75 3 .492 4.75 DL+LL .307 9.5 3 3 H3 5.5X12FS No 24F-1.8E.. .53 10.484 4 .894 8.25 DL+LL .542 16.5 4 4 H5 4X8 No DF#2 .016 1.563 3 .036 0 DL .02 3.125 3 5 H6 4X8 No DF#2 .14 3.125 3 .064 3.125 DL+LL .12 6.25 3 6 H7 4X8 No DF#2 .167 1.375 2 .036 0 DL .238 2.75 2 7 H8 4X8 No DF#2 .174 1.625 2 .039 1.625 LL .21 3.25 2 8 B9 4X8 No DF#2 .436 2.563 2 .156 2.563 LL .333 5.125 2 9 B10 4X8 No DF#2 .725 2.563 4 .31 2.563 DL+LL .526 5.125 4 10 B11 3.5X12FS No 24F-1.8E.. .706 7 3 .765 7 DL+LL .445 14 3 11 B12 6.75X28.5FS No 24F-1.8E.. .805 14.875 4 .991 17 DL+LL .399 34 4 12 B13 5.5X15FS No 24F-1.8E.. .945 14.915 2 .831 10.384 DL+LL .88 18.1251 2 13 B14 5.5X9FS No 24F-1.8E.. .553 5.385 3 .658 5.875 DL+LL .334 11.75 3 14 B15 8.75X22.5FS No 24F-1.8E.. .855 14.809 4 .896 13.938 DL+LL .353 27.875 2 15 B16 3.5X10.5FS No 24F-1.8E.. .872 6.094 3 .609 8.125 DL+LL .553 6.178 3 16 B17 3.5X10.5FS No 24F-1.8E.. .942 6.094 3 .661 8.125 DL+LL .593 6.178 3 17 B18 3.5X10.5FS No 24F-1.8E.. .78 5.625 3 .809 6 DL+LL .533 0 3 18 B19 3.5X9FS No 24F-1.8E.. .479 9.063 3 .862 9.063 DL+LL .186 18.125 3 19 B20 3.5X9FS No 24F-1.8E.. .535 8.438 3 .893 8.438 DL+LL .208 16.8751 3 20 TRUSS21 Not Desi ned No HF#2 No Calc 0 0 N/A No Calc 21 TRUSS22 Not Designed No HF#2 No Calc 0 0 N/A No Calc 22 R22 2X4 No HF#2 .593 2.5 3 .647 2.5 DL+LL .332 5 3 23 R23 2X4 No HF#2 .593 2.5 3 .647 2.5 DL+LL .332 5 3 24 R24 2X4 No HF#2 .593 2.5 3 .647 2.5 DL+LL .332 5 3 25 R25 2X4 No HF#2 .593 2.5 3 .647 2.5 DL+LL .332 5 3 26 R26 2X4 No HF#2 .593 2.5 3 .647 2.5 DL+LL .332 5 3 27 R27 2X4 No HF#2 .593 2.5 3 .647 2.5 DL+LL .332 5 3 Beam Code Summary for Wood: ROOF Label Size Explicit Material Bending C... Loc ft LC Defl Check Loc ft Cat Shear Check Loc ft LC 1 H1 4X8 No DF#2 .035 1.625 3 .036 0 DL .042 3.25 3 2 H2 4X8 No DF#2 .032 1.563 3 .036 0 DL .04 3.125 3 3 H3 4X8 No DF#2 .029 1.5 3 .036 0 DL .038 3 3 4 H4 4X8 No DF#2 .032 1.563 3 .036 0 DL .04 3.125 3 5 H5 4X8 i No DF#2 1 .155 1.859 3 .036 0 DL .211 2.625 3 6 H6 4X8 No DF#2 .152 .755 3 .036 0 DL .206 0 3 7 H7 4X8 No DF#2 .17 1.75 3 .036 0 DL .198 2.625 3 8 H8 4X8 No DF#2 .345 6.25 3 .297 6.25 DL+LL .107 12.5 3 RISAFloor Version 14.0.2 [C:1..A... 1... Ross Engineering Design12000120058 Helleren Shop_LUCALMHELLEREN SHOP.rfl] Page 3 Page 12 of 30 Company Sept1, 2020 PM IIIRISA JobNuDesigner Checked ke Job Number Checked By: A NEMETSCHEK COMPANY Model Name Beam Code Summary for Wood: ROOF (Continued) Label Size Exdicit Material Bendina C... Locrftl LC Defl Check Locrftl Cat Shear Check LocI l LC 9 H9 4X8 No DF#2 .078 1.125 3 .036 0 DL .136 2.25 3 10 H10 4X8 No DF#2 .078 1.125 3 .036 0 DL .136 2.25 3 11 H11 4X8 No DF#2 .078 1.125 3 .036 0 DL .136 2.25 3 12 H12 4X8 No DF#2 .938 3.609 3 .54 4.125 DL+LL .463 8.25 3 13 H13 4X8 No DF#2 .115 .732 3 .036 0 DL .243 2.813 3 14 H14 4X8 No DF#2 .544 3.918 3 .243 3.188 DL+LL .383 6.375 3 15 H15 4X8 No DF#2 .143 1.553 3 .036 0 DL .122 2.813 3 16 B16 5.5X10.5FS No 24F-1.8E.. .946 7.5 3 .925 7.5 DL+LL .464 15 3 17 B17 5.5X13.5FS No 24F-1.8E.. .79 10.417 3 .799 10 DL+LL .417 0 3 18 R52 2X16 No HF#2 .922 7.385 3 .188 7.385 DL+LL .209 14.771 3 19 R53 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 20 R54 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 21 R55 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 22 R56 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 23 R57 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 24 R58 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 25 R59 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 26 R60 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 27 R61 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 28 R62 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 29 R63 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 30 R64 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 31 R65 3X10 No HF#2 .664 7.385 3 .572 7.385 DL+LL .235 14.771 3 32 R66 3X10 No HF#2 .661 7.385 3 .569 7.385 DL+LL .234 14.771 3 33 R67 2X12 No HF#2 .931 6.385 3 .336 6.385 DL+LL .273 12.771 3 34 R68 2X12 No HF#2 .821 6.385 3 .296 6.385 DL+LL .241 12.771 3 35 R86 2X12 No HF#2 .883 6.552 3 .32 6.552 DL+LL .247 13.104 3 36 R87 3X14 No HF#2 .86 9.951 3 .563 10.615 DL+LL .23 0 3 37 R88 3X14 No HF#2 .953 10.615 3 .631 10.615 DL+LL .242 21.229 3 38 R89 3X14 No HF#2 .953 10.615 3 .631 10.615 DL+LL .242 21.229 3 39 R90 3X14 No HF#2 .953 10.615 3 .631 10.615 DL+LL .242 21.229 3 40 R91 3X14 No HF#2 .953 10.615 3 .631 10.615 DL+LL .242 21.2291 3 41 R92 3X14 No HF#2 .921 10.615 3 .608 10.615 DL+LL .238 0 3 42 R93 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 43 R94 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 44 R95 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 45 R96 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 46 R97 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.1041 3 47 R98 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 48 R99 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 49 R100 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 0 3 50 R101 3X8 No HF#2 .752 6.552 3 .817 6.552 DL+LL .262 13.104 3 51 R102 2X12 No HF#2 .883 6.552 3 .32 6.552 DL+LL .247 13.104 3 Page 13 of 30 IIIRISA A NEMETSCHEK COMPANY Company Sept 1, 2020 Designer 3:04 PM Job Number Checked By: Model Name Wood Column Code Checks Stack Lift Shane Code Ch... Elevrftl LC Shear Ch... Elevrftl Dir LC Fc' rksl Ft' NO Fb1' rksil Fb7 rksil Fv' fksl Ean 1 P1 1 4-2X6 .554 12 3 .000 12 z 4 1 .306 .46 .775 .893 .172 3.6.3 2 2 4-2X6 .547 20 3 .000 20 z 4 .306 .46 .775 .893 .172 3.6.3 3 P2 1 2-2X6 .207 12 4 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 4 P3 1 2-2X6 .123 12 3 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 5 P4 1 2-2X6 .123 12 3 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 6 P5 1 2-2X6 .779 12 4 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 7 P6 1 2-2X6 .802 12 4 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 8 P7 1 4-2X6 .860 12 4 .000 12 z 4 .552 .46 .775 .893 .172 3.6.3 9 P8 1 2-2X6 .421 12 3 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 10 P9 1 2-2X6 .421 12 3 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 11 P10 1 2-2X6 .528 12 4 .000 12 z 4 .552 .46 .772 .893 .172 3.6.3 12 P11 1 6X6 .920 12 4 .000 12 z 4 .561 .546 .862 .862 .196 3.6.3 13 P12 1 4X4 .408 12 3 .000 12 z 4 .299 .724 1.173 1.173 .138 3.6.3 14 P13 1 4X4 .698 12 3 .000 12 z 4 .299 .724 1.173 1.173 .138 3.6.3 15 P14 1 4X4 .353 12 3 .000 12 z 4 .299 .724 1.173 1.173 .138 3.6.3 16 P15 1 2-2X6 .154 20 3 .000 20 z 4 .552 .46 .773 .893 .172 3.6.3 17 P16 1 2-2X6 .182 20 3 .000 20 z 4 .552 .46 .773 .893 .172 3.6.3 18 P17 1 2-2X6 .197 20 3 .000 20 z 4 .552 .46 .773 .893 .172 3.6.3 19 P18 1 2-2X6 .191 20 3 .000 20 z 4 .552 .46 .773 .893 .172 3.6.3 20 P19 1 2-2X6 .555 20 3 .000 20 z 4 .552 .46 .773 .893 .172 3.6.3 21 P20 1 6X6 .588 20 3 .000 20 z 4 .663 .546 .862 .862 .196 3.6.3 RISAFloor Version 14.0.2 [CA ... 1... 1... \Ross Engineering Design12000120058 Helleren Shop_LUCALMHELLEREN SHOPA] Page 5 Page 14 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Footings Allowable Bearing = Footing St Loc [ft] End Loc [ft] 2000 Length [ft] psf Max Base Reaction[k] Label Top Floor Bottom Floor Start Point End Point Material Type Material Set Footing Width (in) Result (psf) Check F1 18,58 20.679,58 2.7 3.98 F1 FOUNDATION Base N1 N2 Concrete Conc3000NV\ 16 1115 OK F2 20.679,58 29.246,58 8.6 12.34 F2 FOUNDATION Base N2 N3 Concrete Conc3000NV\ 16 1080 OK F3 29.246,58 32.595,58 3.3 7.14 F3 FOUNDATION Base N3 N4 Concrete ConC3000NA 16 1600 OK F4 32.595,58 41.944,58 9.3 4.12 F4 FOUNDATION Base N4 N5 Concrete ConcWOO A 16 331 OK F5 41.944,58 46.097,58 4.2 3.47 F5 FOUNDATION Base N5 N6 Concrete Conc3000NV\ 16 626 OK F6 46.097,58 50,58 3.9 1.24 F6 FOUNDATION Base N6 N7 Concrete Conc3000NV\ 16 238 OK F7 50,58 50,54.984 3.0 1.65 F7 FOUNDATION Base N7 N8 Concrete Conc3000NV\ 16 409 OK F8 50,54.984 50,50.261 4.7 3.19 F8 FOUNDATION Base N8 N9 Concrete Conc3000NV\ 16 506 OK F9 50,50.261 50,43.988 6.3 1.62 F9 FOUNDATION Base N9 N10 Concrete Conc3000NV\ 16 194 OK F10 50,43.988 50,38.753 5.2 9.86 F10 FOUNDATION Base N10 N11 Concrete Conc3000NV\ 16 1412 OK F11 50,38.753 50,25.687 13.1 3.37 F11 FOUNDATION Base N11 N12 Concrete ConcWOO A 16 194 OK F12 50,25.687 50,23 3.7 25.94 F12 FOUNDATION Base N12 N13 Concrete Conc3000NV\ 44 1928 OK F13 SEE F12 F14 52,23 52,18.898 4.1 1.88 F14 FOUNDATION Base N14 N15 Concrete Conc3000NV\ 16 344 OK F15 52,18.898 52,9.463 9.4 2.44 F15 FOUNDATION Base N15 N16 Concrete Conc3000NV\ 16 194 OK F16 52,9.463 52,5 4.5 1.94 F16 FOUNDATION Base N16 N17 Concrete ConC3000NA 16 325 OK F17 52,5 48,5 4.0 4.92 F17 FOUNDATION Base N17 N18 Concrete ConC3000NA 16 922 OK F18 48,5 48,2.46 2.5 2.77 F18 FOUNDATION Base N18 N19 Concrete ConcWOO A 16 816 OK F19 48,2.46 48,0 2.5 0.85 F19 FOUNDATION Base N19 N20 Concrete Conc3000NV\ 16 258 OK F20 48,0 41.045,0 7.0 2.60 F20 FOUNDATION Base N20 N21 Concrete Conc3000NV\ 16 280 OK F21 41.045,0 34,0 7.0 2.62 F21 FOUNDATION Base N21 N22 Concrete Conc3000NV\ 16 279 0K F22 34,0 34,2.46 2.5 0.84 F22 FOUNDATION Base N22 N23 Concrete Conc3000NV\ 16 256 OK F23 34,2.46 34,5 2.5 2.79 F23 FOUNDATION Base N23 N24 Concrete Conc3000NV\ 16 822 OK F24 34,5 31.337,5 2.7 3.88 F24 FOUNDATION Base N24 N25 Concrete ConC3000NA 16 1094 OK F25 31.337,5 18.764,5 12.6 9.22 F25 FOUNDATION Base N25 N26 Concrete ConcWOO A 16 550 OK F26 18.764,5 16,5 2.8 2.07 F26 FOUNDATION Base N26 N27 Concrete Conc3000NV\ 16 562 OK F27 16,5 16,7 2.0 0.79 F27 FOUNDATION Base N27 N28 Concrete Conc3000NV\ 16 296 OK F28 16,7 14.024,7 2.0 1.36 F28 FOUNDATION Base N28 N29 Concrete Conc3000NV\ 16 514 OK F29 14.024,7 9.544,7 4.5 3.16 F29 FOUNDATION Base N29 N30 Concrete Conc3000NV\ 16 528 OK F30 9.544,7 2.809,7 6.7 9.77 F30 FOUNDATION Base N30 N31 Concrete ConC3000NA 16 1088 OK F31 2.809,7 0,7 2.8 4.58 F31 FOUNDATION Base N31 N32 Concrete ConcWOO A 16 1224 OK F32 0,7 0,23 16.0 20.93 F32 FOUNDATION Base N32 N33 Concrete Conc3000NV\ 16 981 OK F33 0,23 3.551,23 3.6 5.79 F33 FOUNDATION Base N33 N34 Concrete Conc3000NV\ 16 1223 OK F34 3.551,23 13.765,23 10.2 16.65 F34 FOUNDATION Base N34 N35 Concrete Conc3000NV\ 16 1223 OK F35 13.765,23 16,23 3.7 25.21 F35 FOUNDATION Base N35 N36 Concrete Conc3000NV\ 44 1873 OK F36 SEE F35 F37 16,26.646 16,31.684 5.0 6.17 F37 FOUNDATION Base N37 N38 Concrete ConcWOO A 24 612 OK F38 16,31.684 16,35.876 3.7 7.65 F38 FOUNDATION Base N38 N39 Concrete ConcWOO A 24 1033 OK F39 16,35.876 16,40.898 6.0 22.30 F39 FOUNDATION Base N39 N40 Concrete Conc3000NV\ 24 1858 OK F40 16,40.898 16,45.81 4.4 7.81 F40 FOUNDATION Base N40 N41 Concrete Conc3000NV\ 24 888 OK F41 16,45.81 16,50.417 4.6 7.38 F41 FOUNDATION Base N41 N42 Concrete Conc3000NV\ 24 801 OK F42 16,50.417 16,54 3.6 5.65 F42 FOUNDATION Base N42 N43 Concrete Conc3000MA 24 789 OK F43 16,54 18,54 2.0 2.70 F43 FOUNDATION Base N43 N44 Concrete ConcWOO A 16 1012 OK F44 18,54 18,58 4.0 6.23 F44 FOUNDATION Base N44 N1 Concrete Conc3000NV\ 16 1168 OK F45 16,52.875 24.132,52.875 8.1 6.41 F45 FOUNDATION Base N45 N46 Concrete Conc3000NV\ 16 591 OK F46 24.132,52.875 31.237,52.875 7.1 6.42 F46 FOUNDATION Base N46 N47 Concrete Conc3000NV\ 16 678 OK F47 31.237,52.875 42.875,52.875 11.6 7.89 F47 FOUNDATION Base N47 N48 Concrete Conc3000NV\ 16 508 OK F48 42.875,52.875 44.875,52.875 2.0 5.80 F48 FOUNDATION Base N48 N49 Concrete Conc3000NV\ 24 1451 OK F49 42.875,41.125 44.875,41.125 3.3 17.54 F49 FOUNDATION Base N50 N51 Concrete Conc3000NV\ 40 1580 OK F50 53.771,58 55.771,58 2.0 2.14 F50 FOUNDATION Base N52 N53 Concrete Conc3000NV\ 24 535 OK F51 53.771,41.125 55.771,41.125 2.0 3.20 F51 FOUNDATION Base N54 N55 Concrete Conc3000NV\ 24 800 OK F52 53.771,23 55.771,23 2.0 1.94 F52 FOUNDATION Base N56 N57 Concrete Conc3000NV\ 24 485 OK Title Block Line 1 Project Title: Page 15 of 30 You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr: and then selection. ng the "Printing & Block Title Block" REPRESENTATIVE CALCULATION FOR ALL HEIGHTS Title Block Line 6 Printed: 1 SEP 2020, 3:10PM Cantilevered RetainingWall File=C:\Users\Ryan\Desktop\ROSSEN-1\1900\19xxx!RetainingWalls\standardwith slab.ec6 ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31 Lic. #: KW-06009956 Licensee : Ross Engineering Design Description : 10 ft Retaining wall Criteria Retained Height = 10.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 40.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.30 OK Sliding = 2.24 OK Total Bearing Load = 8,491 Ibs ...resultant ecc. = 11.13 in Soil Pressure @ Toe = 2,335 psf NG Soil Pressure @ Heel = 211 psf OK Allowable = 2,000 psf Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 2,802 psf ACI Factored @ Heel = 253 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 63.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 2,300.5 Ibs less 100% Passive Force = - 63.2 Ibs less 100% Friction Force = - 5,090.6 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Friction Coeff btwn Ftg & Soil = 0.600 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 plf ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psf Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment.... Actual Moment ..... Allowable Shear..... Actual Shear..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Concrete Data fc Fy Calculations per ACI 318.11, ACI 530.11, IBC 2012, CBC 2013, ASCE 7-10 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem Stem OK ft = 0.00 = Concrete in = 8.00 # 6 in = 10.00 = User Spec = 0.871 Ibs = 3,003.6 ft-I = 10,351.5 ft-I = 11,884.7 psi = 44.5 psi = 75.0 psf = 100.0 in = 5.63 in = 28.08 in = 10.78 in = 10.78 psi = 2,500.0 psi = 60,000.0 Title Block Line 1 Project Title: Page 16 of 30 You can change this area Engineer: Project ID: using the "Settings" menu item Protect Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Printed: 1 SEP 2020, 3:10PM Cantilevered RetainingWall File=C:\Users\Ryan\Desktop\ROSSEN-1\1900\19xxx!RetainingWalls\standardwithslab.ec6 ENERCALC, INC. 1983-2014, Build:6.14.3.31, Ver:6.14.3.31 Description : 10 ft Retaining wall Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 6.17 Total Footing Width = 6.67 Footing Thickness = 14.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 It fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,802 253 psf Mu': Upward = 342 0 ft-lb Mu': Downward = 26 0 ft-lb Mu: Design = 316 10,352 ft-lb Actual 1-Way Shear = 0.00 63.57 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 12.50 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 9.00 in, #5@ 13.75 in, #6@ 19.50 in, #7@ 26.50 in, #8@ 35.00 in, #9@ 44 Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 2,182.2 3.72 8,122.5 Soil Over Heel = 6,053.7 3.92 23,720.3 Surcharge over Heel = 142.1 5.58 793.5 Sloped Soil Over Heel = Toe Active Pressure = -23.8 0.39 -9.3 Surcharge Over Heel = 220.1 3.92 862.6 Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem = Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 1,050.0 0.83 875.0 Earth @ Stem Transitions = Total = 2,300.5 O.T.M. = 8,906.7 Footing Weight = 1,167.3 3.34 3,892.8 Resisting/Overturning Ratio = 3.30 Key Weight = Vertical Loads used for Soil Pressure = 8,491.1 Ibs Vert. Component = Total = 8,491.1 Ibs R.M. = 29,350.6 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 17 of 30 8.in Conc w/ #5 @ #0@18.in @Toe in n/r. Designer select #5@12.5in all horiz. reinf. @ Heel Page 18 of 30 Ross project: HELLEREN RESIDENCE by: RR sheet #: Engineering location: EDMONDS, WA date: 9/1/2020 Design client: THE LEREN COMPANY job #: 20058 Inc Lateral Design Page 19 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 ASCE 7-10 Seismic Design Parameters Risk Category: II IBC Table 1604.5 Importance Factors ASCE Table 1.5-2 Seismic, IE = 1.00 Site Soil Class: D ASCE Table 20.3-1 Or Geotechical Response Accelerations: Recommendation https://earthquake.usgs.gov/ws/designmaps/asce7-10.json?latitude=47.86&longitude=-122.22&riskCategory=II&siteClass=D&title=Example Mapped spectral response acceleration Ss= 1.30 g site -specific S1= 0.500 g site -specific Fa = 1.00 IBC Table 1613.3.3(1) Fv= 1.50 IBC Table 1613.3.3(2) Maximum spectral response acceleration IBC 1613.3.3 SMs = FaSs = 1.30 g SM1= FvS1= 0.750 g Design spectral response acceleration IBC 1613.3.4 Sos = (2/3) SMs = 0.867 g Sol = (2/3) SM1= 0.500 g Seismic Design Category: Based on SDS = D IBC Table 1613.3.5(1) Based on Spl = D IBC Table 1613.3.5(2) Controlling Category = D Building Period: Structure Type = 4 1- Steel moment resisting frame ASCE 12.8.2.1 Building Height hn = 19.5 ft 2 - Concrete moment reisisting frame Ct = 0.02 3 - Eccentrically braced steel frame x = 0.75 4 - All other structural systems Approximate fundamental period Ta = Ct x hxn = 0.19 seconds Response Coefficient: R = 6.50 ASCE Table 12.2-1 Wo = 3.00 Cs = Sps/(R/IE) = 0.133 ASCE 12.8.1.1 Cs(max) = Sol/(RTjIE) = 0.414 CS(min) = 0.010 Controlling Cs = 0.133 Seismic Design Force: V = CSW = 0.133 W (ult) ASCE 12.8.1 V = CsW/1.4 = 0.095 W (asd ) rho = 1.0 Base Shear = 10.5 Kips 9/1 /2020 Page 20 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Seismic Story Shear Story Weights Level 2 Level 1 Story Shear CS = Roof 15.0 psf 2040 sq ft 30.6 Exterior Wall Above 0.0 plf 0 ft 0.0 Exterior Wall 40.0 plf 210 ft 8.4 Interior Wall Above 0.0 psf 0 sq ft 0.0 Interior Wall 5.0 psf 960 sq ft 4.8 Low Roof 0.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 Floor 12.0 psf 960 sq ft 43.8 k 11.5 Exterior Wall Above 40 plf 210 ft 8.4 Exterior Wall 50 plf 210 ft 10.5 Interior Wall Above 5.0 psf 960 sq ft 4.8 Interior Wall 6.3 psf 0 sq ft 0.0 Low Roof 15.0 psf 0 sq ft 0.0 Other psf sq ft 0.0 35.2 k 0.133 (ult ) Height Weight Ve Level hx (ft) wx (k) hXwX Fx (k) 2 19.50 43.8 854 7.46 1 10.00 35.2 352 3.08 Total = 79.0 1206 10.54 Base Shear V = 10.54 k Vtotal = CS x Ewx = 10.54 k Fx = Vtotal x hxwx / Ihxwx Diaphragm Shear SDS = 0.867 IC = 1.00 Level Weight wi (k) Sw; Story Shear F; (k) SF; Dia. Shear Fpx (k) Max Fpx (k) Min Fpx (k) Controlling Fpx (k) 2 43.8 43.8 7.46 7.46 7.46 15.18 7.59 7.59 1 35.2 79.0 3.08 10.54 4.70 12.21 6.10 6.10 Max Fpx =0.40xIPxSDSxW; Min Fpx=0.20xIPx = SIDS xWi= 0.35 x w; 0.17 xwi Page 21 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 ASCE 7-10 Wind Design Parameters Risk Category II Design Wind Speed V 110 mph Exposure Category B Enclosure Classification Enclosed K,t Topographic Factor 1.0 Kd Directionality Factor 0.85 (Building CC) Hurricane Region w/ V > 100 mph? No Wind Loads, Components and Cladding ASCE 7-10 Section 30.4, h<60ft Height h, z 19.5 ft Roof Slope = 37 Degrees Slope Reduction Factor = 1 Applied to GCp; Velocity Pressure Coefficient a 7 z 30 zg 1200 Kh,z = 2.01(z/zg)2/e = 0.70 Velocity Pressure q,,h = 0.0026K,KztKdV2 = 18.4 psf GCp; Internal Pressure Coeffecient 0.18 +/- Design Wind Pressure p = q,,h(GCp - GCp;) psf Zone 4, 5 Zone 4 Zone 5 Zone 4, 5 Zone 4 Zones Area Gcpi (+) Gcpi (-) Gcpi (-) p inward p outward p outward 10 1.000 -1.100 -1.400 21.8 -23.6 -29.1 20 0.947 -1.047 -1.294 20.8 -22.6 -27.2 50 0.877 -0.977 -1.153 19.5 -21.3 -24.6 100 0.823 -0.923 -1.047 18.5 -20.4 -22.6 150 0.792 -0.892 -0.985 17.9 -19.8 -21.5 200 0.770 -0.870 -0.941 17.5 -19.4 -20.7 300 0.739 -0.839 -0.878 17.0 -18.8 -19.5 500 0.700 -0.800 -0.800 16.2 -18.1 -18.1 IBC Table 1604.5 Figure 26.5-1 Section 26.7 Section 26.10 Figure 26.8-1 Table 26.6-1 Table 30.3-1 Equation 30.3-1 Table 26.11-1 Figure 30.4-1, Equation 30.4-1 Page 22 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Wind Loads Main Wind Force Resisting System ASCE 7-10 - Method 2 per Figure 28.6-1 Wind Criteria Risk Category: II Wind, IW = 1.00 Hurricane Region w/ V > 100 mph? No I = 1.00 Basic Wind Speed (V) (ult) = 110 mph Kt = 1.00 Exposure = B Roof Angle = 37 deg Average Roof Height = 21 ft Plate Height (H) = 19.5 ft Least Horiz Dimension (L) = 52 ft 0.10L = 5.2 ft 0.4(H) 5 ft a min = max of 3ft or 0.04L = 3 ft a = 5 ft 2a = 10.0 ft Simplified Design Wind Pressure Load Case 1 Load Case 2 IMinimurn lControlling Zone IP530 (psf) I Ps (psf) P 31(psf) F P5 (psf) I Ps (psf) I P5 (psf) A 21.6 21.6 21.6 21.6 16.0 21.6 B 14.8 14.8 14.8 14.8 8.0 14.8 C 17.2 17.2 17.2 17.2 16.0 17.2 D 11.8 11.8 11.8 11.8 8.0 11.8 E 1.7 1.7 8.3 8.3 --- ---- F -13.1 -13.1 -6.5 -6.5 --- ---- G 0.6 0.6 7.2 7.2 --- ---- H -11.3 -11.3 -4.6 -4.6 --- ---- EoH -7.6 -7.6 -7.6 -7.6 --- ---- GoH -8.7 -8.7 -8.7 -8.7 --- ---- 9/1/2020 Page 23 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Wind Story Shear FRONT TO BACK Level Zone A 21.6 ps (psf) Area (ft2) Zone B 14.8 ps (psf) Area (ft2) Zone C 17.2 ps (psf) Area (ft2) Zone D 11.8 ps (psf) Area (ft2) V,,, (K) 2 70 147 131 240 8.77 0.00 SIDE TO SIDE Zone A 21.6 ps (psf) Level Area (ft2) Zone B 14.8 ps (psf) Area (ft2) Zone C 17.2 ps (psf) Area (ft2) Zone D 11.8 ps (psf) Area (ft2) VW (K) 2 16 149 25 279 6.27 1 74 193 4.92 9/1/2020 Page 24 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Story Shear Summary FRONT TO BACK Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 7.46 7.46 8.77 8.77 1 3.08 10.54 0.00 8.77 SIDE TO SIDE Level Seismic VE (K) Accumulated Wind Vw (K) Accumulated 2 7.46 7.46 6.27 6.27 1 3.08 10.54 4.92 11.19 9/1 /2020 Page 25 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Roof Diaphragm and Chord Design Unblocked Diaphragm Allowable Shear per NDS Table 4.26 (asd) G = 0.43 SGAF = [1-(0.5-G)] = 0.93 Sheathing Grade Common Nail Size Minimum Fastener Penetration into Framing Mimimum Nominal Panel Thickness Minimal Nominal Framing Width V Seismic V Wind plf plf Case 1 Case 2, 3, 4, 5, 6 Case 1 Case 2, 3, 4, 5, 6 Struct I 6d 1-1/4 5/16 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 223 167 312 235 3 246 186 344 260 10d 1-1/2 15/32 2 265 200 372 279 3 298 223 416 312 Sheathing and Single Floor 6d 1-1/4 5/16 2 140 102 195 144 3 158 116 221 163 3/8 2 153 116 214 163 3 172 130 242 181 8d 1-3/8 3/8 2 200 149 279 209 3 223 167 312 235 7/16 2 214 158 300 221 3 237 177 332 246 15/32 2 223 167 312 235 3 246 186 344 260 10d 1-1/2 15/32 2 237 177 332 246 3 270 200 377 279 19/32 2 265 200 372 279 1 3 298 223 416 312 Check Roof Diaphragm FRONT TO BACK Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 7.59 51 < 177 . 52.0 Wind 8.77 51 < 246 OK SIDE TO SIDE Case 2 Suport Perpendicular to Shear V (ult) Dia. D v (asd) (k) (ft) (plf) Seismic 7.59 Wind 6.27 53.0 Check Tyical Chord For Maximum Force Vmax (ult) = 5.31 k (asd) Diaphragm Width = 53.0 ft Diaphragm Depth = 52.0 ft Plate Size 2x6 Ft allow = 525 psi Chord Splice Capacity = (16) 16d nails = 16 x 122 lb x 1.6 = 50 < 177 OK 36 < 246 OK M = 35.21 kft T = M/D = 677 lb At = 8.25 Tallow = Ft allow x At x Cd = 6930 lb > 3123.2 lb > T OK 677 0 K Page 26 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Wood Shear Wall Schedule NDS Table 4.3A max stud spacing = 16" oc ? yes specific gravity: 0.43 specific gravity miltiplier = 0.93 Seismic panel panel fastener nail (common or nail edge spacing grade thickness penetration galvanized box) 6 4 3 2 5/16" 11/4 6d 186 279 363 474 3/8" 13/8 8d 260 400 512 679 C - D (Struct 1) 7/16" 13/8 8d 260 400 512 679 13/8 8d 260 400 512 679 15/32" 1112 10d 316 474 618 809 11/4 6d 186 279 363 474 31 13/8 8d 242 353 456 595 7/16" 138 8d 242 353 456 595 C-D „ 3s 1 8d 242 353 456 595 15/32 11/2 10d 288 428 558 716 19/32" 11/2 10d 316 474 618 809 Wind panel grade panel thickness fastener penetration nail (common or galvanized box) 6 nail edge spacing 4 3 2 5/16" 11/4 6d 260 391 508 664 3/8" 13/8 8d 365 560 716 950 C - D (Struct 1) 7/16" 13/8 8d 365 560 716 950 13/8 8d 365 560 716 950 15/32" 11/2 10d 443 664 866 1133 11/4 6d 260 391 508 664 3/8" 13/8 8d 339 495 638 833 C D 7/16" 15/32" 19/32" 13/8 13/8 11/2 11/2 8d 8d 10d 10d 339 339 404 443 495 495 599 664 638 638 781 866 833 833 1003 1133 Sheathing Capacities Shear Wall Panel Label Grade Panel Thickness # of Sides Sheathed Nail Size Nail Spacing Seismic (plf) Wind (plf) 1 C-D 7/16" 1 8d 6 242 339 2 C-D 7/16" 1 8d 6 242 339 3 C-D 7/16" 1 8d 4 353 495 4 C-D 7/16" 1 8d 3 456 638 5 C-D 7/16" 1 8d 2 595 833 6 C-D 7/16" 2 8d 3 911 1276 Page 27 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Shearwall Connections Shear Clips Simpson Shear Connectors, pg 190 Sill Plate Connection to Concrete NDS Table 11E G = 0.43 CD = 1.6 CM = 1.0 Sole Plate Connection to Rim/Blocking NDS Table 11J & 11N, ESR-2236 G = 0.43 CD = 1.6 CM = 1.0 Connection Capacities Fastener Allowable Shear (lb) LS50 630 LTP4 575 A34 445 A35 600 16d TOENAIL 75 Bolt Diameter Side Member Z (lb) VON 1/2" 1-1/2" 590 944 5/8" 1-1/2" 860 1376 3/4" 1-1/2" 1200 1920 1/2" 2-1/2" 730 1168 5/8" 2-1/2" 1070 1712 3/4" 2-1/2" 1400 2240 Dowel Side Member Z (lb) Z' (lb) 16d 1.5 122 195 SDS1/4x6 2.5 245 392 Shear Wall Label Shear Clips Type Spacing Capacity Sill Plate Size Anchor Spacing Capacity Sole Plate Size Dowel Spacing Capacity Controlling Capacity 1 16d TOENAIL 6 150 2x 5/8" 48 344 2x 16d 6 390 150 2 LTP4 24 288 2x 5/8" 48 344 2x 16d 6 390 288 3 LTP4 18 383 2x 5/8" 32 516 2x 16d 4 586 383 4 LTP4 14 493 2x 5/8" 24 688 2x 16d 4 586 493 5 LTP4 10 690 2x 5/8" 18 917 2x 16d 3 781 690 6 LTP4 7 986 3x 5/8" 18 1141 3x SDS1/4x6 4 1176 986 Page 28 of 30 Ross Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 Shear Wall Braced Lines FRONT TO BACK Tributary (%) SIDE TO SIDE Level Label 2 1 Label GRID 3 20 20 GRID A GRID 4 50 GRID B GRID 4.9 30 GRID E GRID 6 30 GRID F GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID GRID TOTAL 0 100 50 TOTAL SHEARWALL DESIGN Ve = Accumulated seismic shear on Braced Line (k) ve= Vw = Accumulated wind shear on Braced Line (k) vw = Ltot = Total shear panel length in Braced Line (ft) ve a = H = Plate height (ft) vw a = Lsw = Length of design shear panel for overturning (ft) Tr = L1, 2, 3 = Length of shear panels between openings in a perforated shear wall (ft) La = Hopg = Height of opening in a perforated wall (ft) Ta = Co = Reduction factor for a perforated shear wall P1 = Ratio = Height -length aspect ratio of a shear segment P2 = 2L/H = Aspect ratio reduction factor T = C= V Tributary M Level 2 1 25 25 25 25 25 0 75 50 Design seismic shear on the design panel (plf) Design wind shear on the design panel (plf) Allowable seismic shear of the design panel (plf) Allowable wind shear of the design panel (plf) Tributary roof/floor (ft) Adjacent wall length (ft) Adjacent tributary roof/floor (ft) Design panel weight (lb) Adjacent wall weight (lb) Overturning tension (lb) Overturning compression (lb) 9/1 /2020 Doss Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 LEVEL GRID 2 Ve FRONT TO BACK Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown 3 1.49 1.75 16 8.00 Seg. 16 1.00 0.50 1.00 1 65 150 66 150 8 4 1 1920 228 0 0 -666 -662 NOT REQ'D 4 3.73 4.39 16 8.00 Seg. 16 1.00 0.50 1.00 2 163 242 164 288 8 4 1 1920 228 0 0 117 128 NOT REQ'D 6 2.24 2.63 7 8.00 Seg. 7 1.00 1.14 1.00 2 224 242 226 288 1 4 1 399 228 0 0 1363 1377 STHD14 7.46 8.77 LEVEL 2 SIDE TO SIDE Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown A 1.86 1.57 16 8.00 Seg. 16 1.00 0.50 1.00 1 82 150 59 150 1 4 8 912 480 0 0 -283 -466 NOT REQ'D B 1.86 1.57 6.75 8.00 Seg. 6.75 1.00 1.19 1.00 2 193 242 139 288 1 4 1 385 228 0 0 1127 695 STHD14 E 1.86 1.57 14.75 8.00 Seg. 14.75 1.00 0.54 1.00 1 89 150 64 150 1 4 1 841 228 0 0 60 -138 NOT REQ'D 5.59 4.70 Doss Engineering Design Inc project: HELLEREN RESIDENCE by: RR sheet #: location: EDMONDS, WA date: 9/1/2020 client: THE LEREN COMPANY job #: 20058 LEVEL 1 FRONT TO BACK Shearwall Design E T/C W T/C GRID Ve Vw Ltot H Type Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 Above Above E T/C W T/C Holdown 3 2.11 1.75 16 10.00 Seg. 16 1.00 0.63 1.00 1 92 150 66 150 1 4 1 1075 269 -666 -662 -550 -810 NOT REQ'D 4.9 3.16 2.63 12 10.00 Seg. 12 1.00 0.83 1.00 2 184 242 132 288 1 4 1 806 269 0 0 1172 644 HDU4 LEVEL GRID 5.27 1 Ve 4.39 SIDE TO SIDE Vw Ltot H Type Shearwall Design Lsw L1 L2 L3 Hopg Co Ratio 2L/H SW ve ve a vw vw a Tr La Ta P1 P2 E T/C Above W T/C Above E T/C W T/C Holdown E 2.63 2.80 3 9.00 Seg. 3 1.00 3.00 0.67 6 615 608 560 986 1 4 1 184 245 60 -138 5254 4561 HDU8 F 2.63 2.80 5.7 12.00 Seg. 2.85 1.00 4.21 0.48 6 323 433 295 986 1 4 1 226 317 0 0 3452 3104 STHD14 5.27 5.60