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HomeMy WebLinkAboutB17-0909 000-000-000BUTTE COUNTY NOV 14 2017 DEVELOPMENT SERV817-oldq ENGINEERING STRUCTURAL CALCULATIONS FOR: FROST CONSTRUCTION JOB NAME: 3639 SUNVEEW DR. PARADISE, CA 95969 DESIGNER: LUKE WENTLAND 1574 LILAC WAY PARADISE, CA 95969 CELL (530) 966-6849 EMAIL: lukewentland@yahoo.com CONTENTS: DESCRIPTION PAGE FROM: TO: STRUCTURAL DESIGN CRITERIA I 1 ROOF LOADS R1 R6 FOUNDATION LOADS LATERAL LOADS FND 1 FND3 .L1 L10 cl PERMIT #-1e3 t — () 4 BUTTF COUVTY DEVV-OPMENT SE 'DICES CO ,�c tl .i tl.it-D , R nn CE DATE ---fi-I-1,-(b-(---1—BY T h LE & �Y (VtA JOB 3639 SUNVIEW JOB # . ENGR LAW STRUCTURAL DESIGN CRITERIA BUILDING "CODE 2016 CBC/ASCE 7-10 AND BUTTE COUNTY BUILDING DEPARTMENT BUILDING DEPARTMENT/REGULATING AGENCY BUTTE COUNTY BUILDING DEPARTMENT TYPE OF CONSTRUCTION LIGHT WOOD FRAME DESIGN LIVE LOADS ROOF 16 PSF FLOOR N/A PSF OTHER VERTICAL LOAD SYSTEM BEARING WALLS . LATERAL LOAD SYSTEM SHEAR WALLS SEISMIC BASE SHEAR PER ASCE 7-10 (SEE SEISMIC LOAD CALC'S SHTS FOR LOAD CASES.) WIND LOADS_ BASIC WIND SPEED = 110 EXPOSURE _ C Iw = 1 ROOF LOADS Rl JOB 3639 SUNVIEW JOB # ENGR LAW ROOF LOADS ITEM DESCRIPTION LOAD PSF ROOFING COMP SHINGLES 3.5 PSF PLYWOOD 1/2" W.S.P. 1.5 PSF RAFTERS 2X6 @ 24" O.C. 1.3 PSF INSULATION R38 2 PSF Length ft Width it Wall Ht. Wwt. PSF Area Weight PSF 75 CEILING JOISTS 2X6 @ 24" O.C. 12,150 1.3 PSF 0 FLOOR 10 0 0 Area 3 0 0 9 CEILING 1/2" GWB Area 4 0 2.2 PSF 10 0 MECH. / ELECT. 0.5 PSF 12,150 FIRE SPRINKLER 0.5 PSF MISC. TOTAL DL+EQ. LL = 2.2 PSF LL / SNOW LOAD 16 DEAD LOAD = 15 PSF ROOF PITCH /12 = 6 ROOF PITCH DEG = 27 REDUCED LL = 17 PSF RS = -0.1 where occurs REDUCED SNOW = 17 EQ. LIVE LOAD = 0.0 PSF Wroof DL Plan Pitch Length ft Width ft Pitch :12 Pitch Fact Area Weight Area 1 61 47, 6 1.12 2,867 48,081 Area 2 36 17 6 1.12 612 10,264 Area 3 0 0 6 1.12 0 0 Area 4 6 1.12 0 0 Pian View 3,479 LL (SETS)= 0 58,345 Wwall DL Length ft Width it Wall Ht. Wwt. PSF Area Weight Area 1 75 60 9 10 1,215 12,150 Area 2 0 0 9 10 0 0 Area 3 0 0 9 10 0 0 Area 4 0 0 9 10 0 0 Wall DL = 12,150 TOTAL STORY DL= 70,495 TOTAL DL+EQ. LL = 70,495 R2 0 O 4----------- i� I / I � / I � / I I I cx I I I / � I � I I I iz-------------------- - Desion Summa Max fb/Fb Ratio 0.518. 1 q� Engineer Project Title: r. Project ID: Fb: Allowable: 3,253.78 psi Load Comb: +D+Lr+H __ \\ LAW Engineering Proled Descr «, .. 70.53 psi at 20.664 ft in Span # 1. Fv : Allowable : 356.25 psi Load Comb: +D+Lr+H 356.25 psi '1574 Lilac Way Paradise, CA 95969 A Paradise, CA 95969 - ENGINEERING ' Cell (530) 966-6846 yr ,t 2D,srr'imli,1LV. li' -_- Unif load: D = 0.0150, Lr = 0.0160 k/ft, Trib= 91) ft Multiple Simple Beam Fae=uu;oocul�-,r�NERcn-,su,.�cs- 1, ENERCALC, INC. 1983-2017, Build:6.17.3.29, Ver:6.17.3.29 0.00: Description Roof Loads Wood Beam Design : RB1 ' Calculations per NDS 2015, IBC 2015, C8C 2016, ASCE 7-10 BEAM Size: 5.250x11.875, Gang -Lam LVL, Fully Unbraced , Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Microlam LVL 1.9 E LL Fb - Tension 2,600.0 psi Fc - PAI 2,510.0 psi Fv 285.0 psi Ebend- xx 1,900.0 ksi Density 42.0 pcf; Fb - Compr 2,600.0 psi Fc - Perp 750.0 psi. Ft 1,555.0 psi Eminbend - xx 965.71 ksi = v AAplied Loads - Beam self weight calculated and added to toads Unrf Load: D = 0.0150- Lr = 0.0160 kill Tri1= 9-0 ft r - Desion Summa Max fb/Fb Ratio 0.518. 1 fb : Actual : 1,685.58 psi at 10.800 ft in Span #_7 Fb: Allowable: 3,253.78 psi Load Comb: +D+Lr+H Max fv/FvRabo = ' . 0.198: 1 fv : Actual: 70.53 psi at 20.664 ft in Span # 1. Fv : Allowable : 356.25 psi Load Comb: +D+Lr+H "Max Reactions (k) D L Lr _ W E _ H Downward L+Lr+S 0.509 in ' Downward Total 1:051 in. Left Support -1.65 1.56 Upward L+Lr+S 0.000 in Upward Total- 0.000 in Right Support 1.65 1.56Live Load Dell Ratio 508 >360 Total Defl Ratio 246 >180 ' Wood Beam Design: RB2 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.250x11.875, Gang -Lam LVL, Fully Unbraced Y Using Allowable Stress Design with IBC 2015 Load Combinations, "orAids'Bending Wood Species: Trus Joist Wood Grade: MicroLam LVL 1.9 E Fb - Tension 2600 psi _ Fc - PAI 2510 psi Fv 285 psi Ebend- xx 1900 ksi Density 42 pd Fb - Compr ' . - 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx , 965.71 ksi - Aaplied Loads ; Beam self weight calculated and added to loads , Un'If Load: D = 0.0150, Lr = 0.0160 klft, Tnb= 6.50 8 _ .7 P ' tD -1654 Lr -1555 k 9 50 ft Max Reactions (k) O L tr S w E ,, H Design Summary Left Support 2-07 1-90 , Max fb/Fb Ratio 0.832-1 fb : Actual : 2,706.90 psi at 9.498 ft in Span # 1, Fb -. Allowable :. 3,253.78 psi ' Load Comb : +D+Lr+H Max fv/FvRatio = 0.254:1 fv : Actual : . 90.55 psi at 0-000 ft in Span # 1 Fv : Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) O L tr S w E ,, H Downward L+Lr+S 0.644 in Downward Total 1.344 -in - Left Support 2-07 1-90 , Upward L+Lr+S 0-000 in Upward Total 0.000 in Right Support 1.95 1-79 Live Load Dell Ratio 381 >360 Total Defl Ratio 183 >180: Wood Beam Design : RB3 ; Load Comb: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' BEAM Size: 402, Sawn, Fully Unbraced 0.365: 1 Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch (North) Wood Grade : No.1 Fb - Tension 1300 psi Fc - PAI 925 psi Fv, 170 psi Ebend- xx 1600 ksi - Density..- 30.58 pcf. - Fb - Compr 1300 psi Fc - Perp 625 psi' -. Ft 675 psi Eminbend - xx 580 ksi' ; Applied Loads ; Beam self weight calculated and added to bads - Unif load: D = 0.0150, Lr = 0.0160 k/ft, Trib= 91) ft r Design Summary Max fb/Fb Ratio = 0.836-1 fb : Actual: 1,494.65 psi at 8.000 ft in Span # 1 Fb . Allowable : 1,787-50 psi Load Comb: +D+Lr+H - Max fv/FvRatio = 0.365: 1 fv: Actual : 77.65 psi at 0.000 ft in Span # 1 Fv: Allowable: 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) o L Lr S W E H . Downward L+Lr+S 0.321 in Downward Total 0.641 in " Left Support 1.15 1.15 Upward L+Lr+S 0.000 in Upward Total _ .0.000 in Right Support 1.15 1-15 Live Load Defl Ratio 597 >360 Total Defl Ratio 299 >180 LA Project Title: Engineer. t, LAW Engineering Protect Descr 1574 Lilac Way Paradise, CA 95969 ' Paradise, CA 95969 , ENGINEERING Cen (530) 966.6849 Multiple Simple Beam ENERc File= GLhae ew%DDCLOAF1 NERCA-l%3MU-t.EC6 kLC, INC. 19832017, Build:6.17.3.29, Ver:6.17.3.29 Wood Beam Design: R64 Calculations per NDS 2015, IBC Y015, CBC 2016, ASCtiib'*' BEAM Size: 3.5x14.0, Parallam PSL, Fully Braced - Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Trus Joist Wood Grade: Microl-am LVL 1.9 E 10-, ; Fb - Tension 2600 psi Fc - Pril 2510 psi Fv 285 psi Ebend- xx 1900 ksi Density, r. , 42 pct ; a Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 965.71 ksi Applied Loads ' Beam self weight calculated and added to loam `•.. Unif Load: D = 0-0150, Lr = 0.0160 klft, Trib= 6.0 It , Desian Summa Max fb/Fb Ratio = 0.556. 1 fb: Actual: 1,776.35 psi at 13.000 ft in Span # 1 Fb: Allowable: 3,194-86 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.204:1 fv : Actual: 72.80 psi at 24.873 ft in Span # 1 Fv: Allowable: 356-25 psi Load Comb: +D+Lr1+l Max Reactions (k) D L Lr I w - E H Downward L+Lr+S 0.653 in Downward Total 1.362 in Left Support 1.36 1-25 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support - 1.36 1.25 Live Load Deft Ratio 478 >360 Total Deft Ratio 229 !*180. ; s Wood Beam Design: R65 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.25x11.875, Parallam PSL, Fully Braced -- Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species Trus Joist Wood Grade: Microl-am LVL 1.9 E Fb - Tension 2600 psi Fc - Prtl 2510 psi Fv 285 psi Ebend- xx 1900 ksi . Density 42 pcf Fb - Compr 2600 psi Fc - Perp 750 psi Ft 1555 psi Eminbend - xx 965.71 ksi , Appfred Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.0160 k18, Trib=14.0 ft Desian Summary - Max fb/Fb Ratio = 0.711- 1 fb : Actual • 2,310.14 psi at 10.250 ft in Span # 1 Fb: Allowable: 3,250.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.284: 1 fv : Actual: 101-11 psi at 0-000 It in Span # 1 Fv: Allowable: 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) D L' Lr a w E H Downward L+Lr+S 0.643 in Downward Total - 1.298 in Left Support 2.34 2-30 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 2.34 2.30 Live Load Defl Ratio 382 >360 Total Deft Ratio '189 >180 ,. Wood Beam Design: R66 Max fv/FvRatio = 0.212: 1 tv : Actual : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size - 3.5x11.875, Parallam PSL, Fully Braced 356-25 psi F Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending ; Wood Species: Trus Joist Wood Grade: Microl-am LVL 1.9 E 1.19 1:15 , _ Fb - Tension 2600 psi Fc - Prll 2510 psi Fv 285 psi Ebend- xx 1900 ksi> Density ,. ; 42 pcf_ Fb - Compr 2600 psi Fc - Perp 750 psi . Ft 1555 psi " Eminbend - xx 965-71 ksi Applied Loads Beam self weight calculated and added to loads Un'd Load: D=0.0150, Lr = 0-0160 kKL Trib= 8-0 ft Desiyn Summary Max fb/Fb Ratio = 0.473-1 fb : Actual : 1,536.84 psi at 9-000 ft in Span # 1 Fb: Allowable: 3,250.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.212: 1 tv : Actual : 75-48 psi at 0-000 ft in Span # 1 Fv: Allowable: 356-25 psi Load Comb: +D+Lr+H Max Reactions (k) D L u s w E Left Support 1.19 1:15 , _ Right Support 1.19 1.15 D(0-120) 1-(0.1280) E, 18.O1L 3.501.675 Max Deflections H Downward L+Lr+S 0.328 in Downward Total' - 0.666 in Upward L+Lr+S 0.000 in Upward Total' . ' 0.000 in Live Load Deft Ratio 659 >360 Total Deft Ratio' 324 >180 lq t, LAW Engineering 1574 Lilac Way Paradise, CA 9596 Paradise, CA 95969 '� Project Title: } Engineer r Project Descr ClVU11VCrZMlt' 7 Cell (530) 966-6849 aWat20APe267•10-AW Multi le Sim to Beam Re= C"'�9"'e'""D0`UME-"E`�C'-1 -1�EC P P ENERCALC, INC. 1963-2017, Build:6.17.3.29, Ver.6.17.3.29. KW -06008634 Licensee: LAW ENGINEERII 4 i vv000 team Design : Hatter Calculations per NDS 2015, IBC 2615, CBC 2016, ASCE 740 BEAM Size: 2x6, Sawn, Fully Braced Using Allowable Stress Design with IBC 2015 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch (North) Wood Grade: No. 1 & Btr Fb - Tension 1150 psi Fc - PAI 1800 psi Fv 180 psi Ebend- xx 1800 ksi :. Density '30.58 pcf f Fb - Compr 1150 psi Fc - Perp 625 psi Ft t 750 psi Eminbend - xx 660 ksi , Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0150, Lr = 0.0160 kf t, Tris} 2.0 ft - Desion Summa ` Max fb/Fb Ratio = 0.712; 1 fb : Actual : 1,530.05 psi at 5.500 ft in Span # 1. Fb: Allowable: 2,149.06 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.261: 1 fv : Actual: 58.65 psi at 0.000 It in Span # 1 Fv: Allowable: 225.00 psi Load Comb: +D+Lr+H Max Reactions (k) D L • Lr S w ' E. !I Left Support 0.17 0.18 Right Support 0.17 0.18 Downward L+Lr+S 0.283 in Downward Total Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 466 >360 Total Dei, Ratio 0.564 in 0.000 in - , 234 >180 Wood Beam Design: Ceilinq Joist 2x8 fb: Actual : 1,236.38 psi. at 8.000 ft in Span # 1 Fb : Allowable : Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: ' 2x8, Sawn, Braced @Mid Span Load Combinations, Major Axis Bending +D+L+H Using Allowable Stress ign with IBC 2015 0.240:1 fv: Actual : Wood Species: Douglas Fir - Larch (North) Wood Grade: No. 1 & Btr , 180.00 psi Fb - Tension 1,150.0 psi Fc - PAl 1,800.0 psi Fv 180.0 psi Ebend- xx 1,800.0 ksi' - Density 30.580 pcf Fb - Compr _ 1,150.0 psi Fc - Perp 625.0 psi Ft 750.0 psi Eminbend - xx 660.0 ksi _ Applied Loads Beam self weight calculated and added to loads Unif Load• D=0.010 L = 0.010 k/if Tri11= 2.0 ft Design Summary H Downward L+Lr+S 0.346 in Downward Total rs" 0.731 in. - Upward L+Lr+S 0.000 in - Upward Total 0.000 in ' Live Load Defl Ratio . 555 >360 Total Deft Ratio„ . 262->180 Max fb/Fb Ratio = 0.779.1 fb: Actual : 1,236.38 psi. at 8.000 ft in Span # 1 Fb : Allowable : 1587.00 psi Load Comb: +D+L+H Max fv/FVRatio = 0.240:1 fv: Actual : 43.26 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb • +D+L+H Max Reactions (k) D L - Lr S w E •. Left Support 0.18 0.16 Right Support 0.18 0.16 H Downward L+Lr+S 0.346 in Downward Total rs" 0.731 in. - Upward L+Lr+S 0.000 in - Upward Total 0.000 in ' Live Load Defl Ratio . 555 >360 Total Deft Ratio„ . 262->180 Wood Beam Design : Ceilinq Joist 2x6 " 0.814-1 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size : 2x6, Sawn, Braced @ Mid Span 2015 Load Combinations, Major Axis Bending - Using Allowable Stress Design with IBC Wood Species : Douglas Fir -Larch (North) Fb - Tension 1150 psi Fc - PAI 1800 psi Wood Grade: No. 1 & Btr r Fv 180 psi Ebend- xx 1800 ksi Density - 30.58 pcf Fb - Compr 1150 psi Fc - Perp 625 psi Ft 750 psi Eminbend - xx 660 ksi . Applied Loads t Beam self weight calculated and added to loads 46.05 psi at 12.567 ft in Span # 1 Untf Load: D = 0.010, L = 0.010 kfft, Tnb= 20 It Design Summary Max fb/Fb Ratio 0.814-1 fb : Actual : 1.399.55 psi at 6.500 ft in Span # 1, Fb : Allowable.: 1,719.25 psi Load Comb: +D+L+H Max fv/FvRatio = 0.256:1 fv : Actual : 46.05 psi at 12.567 ft in Span # 1 Fv : Allowable: 180.00 psi Load Comb • +D+L+H Max Reactions .(k) P L Lr s W E H Downward L+Lr+S 0.345 in Downward Total . 0.721 in . Left Support 0.14 0.13 Upward L+Lr+S .0.000 in Upward Total:. 0.000 in ^ Right Support 0.14 0.13 Live Load Defl Ratio 451 >360 Total Defl Ratio : 216 >180 ` FOUNDATION LOADS FNM i ALLOWABLE FOUNDATION PRESSURES AND LOADS JOB 3639 SUNVIEW PER 2016 CBC TABLE 1804.2 UNLESS SHOWN OTHERWISE USE CLASS 4 SOILS = 1500 PSF or RECOMMENDED SOIL BEARING PRESSURE TO BE USED FROM SOILS REPORT 1500 PSF CONTINUOUS FOOTINGS DEPTH/ WIDTH INC. Fb PSF ALLOW. LOCATION TYPICAL CONT. FTNG LOAD W1 W2 DL LL ACTUAL 12 12 1.0 1500 1500 PLF CONT 1 14 2 15 16 496 0 0 0 0 496 POINT LOAD ON CONT. FOOTING CARRIED IN CONC. SHEAR BLW GRADE DEPTH OF TOTAL SPREAD FOOTING AREAS WIDTH POST W INC. Fb PSF CONC. PT LOAD LOCATION L W DL LL ACTUAL 12 12 1.5 1.0 1500 20 5188 P1 11 11 15 16 3751 12 12 1.5 1.0 1500 20 5188 P2 11 10 15 16 3410 12 24 3 1.0 1500 20 10750 0 0 0 0 0 12 24 3 1.0 1500 24 12750 0 0 0 0 0 12 12 5.5 1.0 1500 22 6188 0 0 0 0 0 12 12 5.5 1.0 1500 22 6188 0 0 0 0 0 SPREAD FOOTINGS DEPTH WIDTH LENGTH INC. Fb PSF ALLOW, SPREAD FOOTING AREAS LOAD # L W DL LL ACTUAL 12 24 24 1.0 1500 6000 # P3 11 14 .15 16 4774 12 18 18 1.0 1500 3375 # 0 0 0 0 0 12 24 24 1.0 1500 6000 # 0 0 0 0 0 16 32 32 1.0 1500 10667 # 0 0 0 0 0 12 24 24 1.0 1500 6000 # 0 0 0 0 0 12 12 12 1.0 1500 1500 # 0 0 0 0 0 12 12. 12 1.0 1500 1500 # 0 0 0 0 0 T1 12 12 12 1.0 1500 1500 # 0 0 0 0 0 G . W LATERAL LOADS L1 3 ' Project Title: Engineeer. Protect ID: LAW Engineering Project Descr: 1574 Lilac Way Paradise, CA 95969 ENGINEERING Cell 530 966-6849 Pdn1vt25AW2017, 1=43PM ASCE Seismic Base Shear _ Ra=userst *ed@O=E-IXMERCA-113Gi9SU-1.EC6 ENERCALC, INC.19832017, 8a"ld:617-1.29, Ver:6.17.329 KW-06008634 Licensee: LAW ENGINEERING -None- Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: *11': All Buildings and other sirucNres except those rstW as Category I, III, and IV ASCE 7-10, Page Z Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.52 Gridded Ss & Slvatues ASCE-7-10 Standard ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: _ Latitude = 39.683 deg North S S = 0.6372 g, 02 sec response Longitude = 121.573 deg West S 1 = 0.2637 9, 1A sec response Site Class, Site Coeff. and Design Category Site Classification 'D": Shear Wave Velocity 600 to 1200 fffsec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1,29 ASCE 7-10 Table 11.41 & 11.42 (using straight-line interpolation from table values) Fv = 1.87 Maximum Considered Earthquake Acceleration S = Fa' Ss = 0,822 MS ASCE 7-10 Eq. 11.41 S M1= Fv . St = 0.494 ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S= S MS-" = 0.548 ASCE 7-10 Eq. 11.4-3 S Dt S h;1 2/3 = 0.329 ASCE?-10 Eq. 11.4.4 Seismic Design Category = D 4SCE 7-10 Table 11.6-1 & -2 Resisting System _ J ASCE 7-10 Table 1224 _ Basic Seismic Force Resisting System... Bearing Wag Systems Light-framed walls sheathed wlwood structural panels rated for shearresistance or steel sheets. Response Modification Coefficient ' R' = 6.50 Building height Limits: System Overstrength Factor - Wo' = 3.00 Category *A It B' Limt No Unit Deflection Amptificatiwr Factor ' Cd' = 400 Category'C' Limit No Limit Category "D' Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category 'E' Limit Limit = 65 Category'F' Limit Limit = 65 Lateral Force Procedure _ ASCE 7-10 Section 12.8.2 Equivalent Lateral Force Procedure �~ The'Eguivalent Lateral Force Procedure is being used according to the provisions of ASCE 7-1012.8 Determine Building Period use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems ' Ct' value = 0.020 ' hn ' : Height from base to highest level = 10.0 ft x'value = 0.75 ' Ta' Approximate fundemertlal period using Eq. 12.8-7 : Ta = Ct' (hn "x) = 0.112 sec 'TL': Long -period transition period per ASCE 7-10 Maps 22-12 a 22-16 8.000 sec Building Period' Ta' Calculated from Approxunate Method selected = 0.112 sec ° Cs " Response Coefficient ASCE 7-10 Secfiw 1281.1 S BS` Short Period Design Spectral Response = 0.548 From Eq. 12.8-2. Preliminary Cs 0.084 • R ' : Response Modification Factor = 6.50 From Eq. 128-3 & 12AA , Cs need not exceed = 0.450 • I ' : Seismic Importance Factor = 1 From Eq -12-&5 & 12.8-6, Cs not be less than = 0.024 Cs : Seismic Response Coefficient = = 0.0843. Seismic Base Shear _ ASCE 7-10 Section 12.8.1 CS = IL0843 from 12-11.1 - W ( see Sum W i below) _ 70.50 k _d— Seismic Base Shear V = Cs' W = 5.94 k L2, Z,rx5 1 Cl Ho?I-.F � _ X60 PcF ISG ,ot-lm= 610)6)=-q-§016 D 2,3gF 89 19 LF = 26o PLr 7_s4- 19. , pog LLN� 0) 024)0-2-1) o goo 960 2- 2 2) = 2, q-,30 �6 2931D l� s Tie - t ao 12 'WALL 0 5 E SST1616 u/ f/000 17-9 1 wAu No No IL� C . 200° = (o3PtF " / = 26o 196 USE �Sr1320 uU/ Apoz - 579 LL .use ss r6 2a w��Gv 2 - - I,�_ - }�='2 6c,F t -USE smzo "lHov2 - . � 1:� ANG � _ s�;,oc � 2--��� 2 2✓_' 33 A - US� SSMI'so/y ST2oNG-T1E sflE}�RW/�1.L SWSB2i=X�/ 44 :.3/010LOWARL -. - ro" SEE P6. O 0. . r- 2 O�>f�S is 0,4TAEo6 C -t — Sk)# 9�0`�6 960 87 Pt F 2-7S S , lGp�UG�1 pN -� C2 7 `SIc•J ` 9 = 0-61lss F 87 < j S S t% USS Z\SST52o v 14DUZ t il)2 kA al I O k W N N r n cl C1 V VI Q �N N N C?� �P H O c9 LI SHEAR WALL SCHEDULE °000 SPACING @ PLATE FORa16d SHEARWALL DESCRIPTION NOTES 5/8" A.B. WOOD STRUCTURAL PANEL WITH 8d O3/8' AT 6' O.C. EDGE & 12' O.C. FIELD 6" 48"NAILS O 3/8' WOOD STRUCTURAL PANEL WITH 8d 6" 32" NAILS AT 4' O.C. EDGE & 12' O.C. FIELD O 3/8' WOOD STRUCTURAL PANEL WITH 8d 4" 24" Q NAILS AT 3' O.C. EDGE & 12' O.C. FIELD O 3/8' WOOD STRUCTURAL PANEL WITH 8d NAILS AT 2' O.C. 3" 16" O EDGE & 12' Q.C. FIELD O 3/8' STUCTURAL 1 SHEATHING WITH 8d NAILS AT 2' O.C. EDGE 3 " 16 " O & 12' O.C. FIELD 7/8' STUCCO OVER EXPANDED METAL OR O WOVEN WIRE LATH, 11 GAGE 1.5' LONG 8" 60" 7/16' HEAD STAPLE MIN, @ 6' O.C. NOTES QA THE CONTRACTOR SHALL FULLY FAMILIARIZE HIMSELF WITH THE SHEAR WALL SCHEDULE AND ALL THE NOTES CONTAINED WITHIN. © CONTRACTOR TO VERIFY S -W. EDGE NAILING ON HOLDOWN POSTS. © ALL SHEAR NAILS ARE TO BE GALVANIZED BOX OR COMMON NAILS WITH FULL HEADS (2.5" X 0.131 DIA.). NAILS ARE TO BE DRIVEN SO THAT THEIR HEAD IS FLUSH W/ THE SURFACE OF THE SHEATHING. Q ALL HD'S AND FLOOR STRAPS TO BE INSTALLED INTO DBL 2X FRAMING MEMBER STITCH NAILED WITH 16d NAILS @ 6" O.C. U.N.O. Q STUDS 0 16" O/C MAXIMUM 0 USE 5/8" DIA. ANCHOR BOLTS WITH A MIN. 7" EMBEDMENT INTO FOUNDATION © DOUBLE SIDED SHEAR WALLS REQUIRE DOUBLE THE AMOUNT OF ANCHOR BOLTS AND PLATE NAILING. STAGGER ANCHOR BOLTS AND NAILING IN DOUBLE SIDED SHEAR WALLS. HQ FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A 3X NOMINAL MEMBER AND FOUNDATION SILL PLATES SHALL NOT BE LESS THAN A SINGLE 3X P -T_ FRAMING MEMBER. ALL PANEL EDGES SHALL BE BLOCKED W/ 3X BLOCKING OR 2X BLOCKING LAID VERTICAL. L7 Project Titre Engineer: Project ID a ` LAW Engineering k r Project Descr y 1574 Lilac Way Paradise, CA 95969 ENGINEERING cell 530 966-6849 _ ' . Prue 16 AM 2017, ss's r , _ ASCE 7-10 Wind Forces, Chapter 27 ' Part U - roe=aWsetWkexwoCUME-IS*RCA-lMMU-1.EC6 > ENERCALC, INC. 1902017, Buildt.17.3.29, Ver.6.17.329 . KWL060096U- Licensee .:.LAW ENGINEERING Description: -None- None--None--Basic -None- BasicValues Risk Category 2 per ASCE 7-10 Table 1.5.1 Horizontal. Dim. in North-South Direction (B or, Q _ 75.0 ft r .+" V: Basic Wind Speed 110.0 Horizontal Dim. in East-West Direction. (B or Q = 60.0 ft - Kd : Directionality Factor 0.850 per ASCE 7-10 Table 26.6-1 h : Mean Roof height _, 15.0 ft Exposure Category per ASCE 7-10 Section 26.7 Topographic Factor per ASCE 7-10 Sec 26.8 & Figure 26.8-1 North : Exposure C East : Exposure C North: � K1 = K2 = K3 = _ : � KzC_=_ 1.000 .'`: ' South: Exposure C West: Exposure C South: Kt = K2 = K3 = , KA = 1.000 East: K1 = K2 = K3, _ . Kzt `_ 1.000. Building Period &Flexibility Category West: K1 = K2 = K3 = Kzt • User has specified the building frequency is >=1 Hz, therefore considered RIGID for both North-South and East-West directions. Building Story Data •. - ° ' hl Story Ht ER : X ER : X -• Level Description. ` ft ft ft ft 9.00 9.00 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 r East = 0.850 West = :0.850 Enclosure Check if Building Qualifies as "Open' - North Waft South Wall East Wall West Wall Roof Agross 520.0 ft"2 520.0 ft112 . 650.0 ft"2 - 650.0 ft"2 ft"2.' .. ,2,340.0 ft"2 Aopenings ft"2 ft"2 - -, ft12 ft"2 ft"2 .x 0.0 e..2 L Aopenings >= 0.8 Agross ? No No No No Ail four Agross values must be non -zero Building ,does NOT Qualify as North Elevation : Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or I% of Agross = 4.0 ft"2 Is Ao > 1.10' Aoi ? = Nor Aoi = Ao-total - Ao . _ 0.0 W Is Ao > Reference Area ? _ No _ Agi = Ag -total - Ag = 1,820.0 ft"2 Is Aoi 1 Agi >= 0,20 ? = Yes. ,.. Aoi / Agi = 0.0 , Building is "Enclosed" when the North wall receives positive external pressure South Elevation: Determine Enclosure Classification per ASCE Section 26.10 Reference area= smaller of 4 sq. ft. or 1% of Agross = 4.0 f'2 Is Ao > 1.10 ' Aoi ? _ No , "' : ' • .. Aoi = Ao-total - Ao 0.0 ft"2 Is Ao > Reference Area ? _ No Agi = A64otal - Ag = 1,820.0 ft"2 Is Aoi / Agi >= 0.20 ? _ Yes ' Aoi / Agi = 0.0 Building is "Enclosed" when the South wall receives positive external pressure . East Elevation: Determine Enclosure Classification per ASCE Section 26.10 �- Reference area = smaller of 4 sq. ft. or 1 % of Agross = 4.0 ft"2 Is Ao > 1.10 ' Aoi ? _ No. Aoi = Ao-lotal - Ao = 0.0 ft'2 Is Ao > Reference Area ? _ "No , Agi = Ag total - Ag = 1,690.0 ft"2 Is Aoi / Agi r_ 020 ? _ Yes . Aoi / Agi = 0.0 Building is "Enclosed" when the East wall receives positive external pressure .. Project Title Enoineer. Project ID: ` LAW Engineering Project Descr _ _ _ . - 1574 Lilac Way Paradise, CA 95969 ENGINEERING Cell(530)96&M49 �. . �' - Pritded.%A1G20W, 55" , + T File = c.WsmfteMD000M1=11B ERCA-143639SU-/.EC6 E (.-10 Vend Forces, Chapter 2%, Pact: I - ASCE f ENERCALC, INC. 1983.2017, Bdd-6.17.3.29, Ver.6.17.3.29 KW -06008634, Limensee :LAW ENGINEERING, Description : -None- West Elevation: Determine Enclosure Classification per ASCE Section 26.10 Reference area = smaller of 4 sq. ft. or 1 % of Agross = 4.0 fIA2 r Is Ao > 1.10 ` Aoi ? No * - Aoi = Ao-total - Ao = 0.0 r12 Is Ao > Reference Area ? _ ' ' - No 3 - Agi = Ag total - Ag - _ �y 1,690.0 ft !s Aoi /Agi >= 020 ? - _ - t' : Yes , Aoi l Agi = 0.0 -` 'Building is "Enclosed" when the West wall receives positive external pressure Velocity Pressures When the following walls experience leeward or sidewatl pressures, the value of Kh shall be (per Table 27.3-1): North Wall = 0.8489 Psf South Wall = 0.8489 Psf East Wall = 0.8489 Psf West Wall = 0.8489 Dsf When the following walls experience leeward or sidewall pressures, the imlue of qh shall be (per Table 27.3-1) : ` North Wall = 22.351 Psf South Wall = 22.351 Psf East Wall = 22.351 Psf West Wall = 22.354512 qz : Windward Wall Velocity Pressures at various heights per Eq. 27.31 , North Elevation South Elevation - East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz • 0.00• 0.849 22.35 0.849 . 22.35 0.849 22.35 0.849, 22.35'"`,'. 4.00 _ 0.849 2235 0.849 22.35' 0.849 2235 f 0.849 22.35 8.00 - "� 0.849 22.35 0.849 22.35 0.849 22.35 " " w . ' A.849 22.35 - 12.00 0.849 22.35 0.849 22.35 _ 0.849 22.35 0.849 22.35. Pressure Coefficients GCpi Values when elevation receives positive external pressure ' GCpi : Internal pressure coefficiern, per sec. 26.11 and Table 26:11-1 North South East - West +l- 0.180 +/- 0.180 41- 0.180 ' +l- 0.180 r Specify Cp Values from Figure 27.41 for Windward, Leeward & Side Walls , Cp Values when elevation receives positive external pressure North South - East West Windward Wall 0.80 0.80 0.80 0.80 ' w Leeward Wall - Side Walls -0.70 -0.70 -0.70 -0.70 ,r Base Shear for Design Wind Load Cases Values below are calculated based on a building with dimensions B x L x h as defined on the "General" tab. Load Case Windward Wall Leeward Wafl Wind Base Shear Components (k) -Y' west - +X ' An Direction In ')C Direction -Mt, (ft -k) a , Case 1 North South x.16 - - Case 1 South North 4.16 „ _ Case 1 East West - -5.20 Case 1 West East - 5.20 - Case 2 North South -3.12 28.1 Case 2 South North 3.12 - +/- 28.1 Case 2 East West - -3.90 +l- 41.0 Case 2 West East -. - 3.90 +/- 41.0 Case 3 North & East South & West' - -3.12 _ -3.90 - - Case 3 North & West . South & East -3.12 3.90 _ - Case 3 South & West North & East 3.12 3.90 Case 3 South & East North & West 3.12 -3.90 -. Case 4 North & East South & West -2.34 -2.93 51.9 Case 4 North & West South & East -2-34 2.93 +/_ 51.9 , 1,10 LA Project Title: Engineer. Protect ID: I...w LAW Engineering 1574 Ulac Way Protect Descr: r ENGINEERING Paradise, CA 95969 Cell (530) 96"B49 .RkOt l m 2017, 5:59PPA [SCE 7-10 Wind Forces Chapter 27Part I Flee=ciUsersVdewU)OCUME—ITNERCA-113639SU-1.EC6 ENERCALC, INC 1983-2017, gu0d.6.17.3.29, Ver.6.17.3.29 III :'XW-06008634 Licensee: LAW ENGINEERING Description: -None- Case 4 South & West North & East 2.34 2.93 +/- 51.9 Case 4 South & East North & West 2.34 -2.93 +/- 51.9 Min per ASCE 27.4.7 North South -4.32 — — Min per ASCE 27.4.7 South North 4.32 — — Min per ASCE 27.4.7 East West — -5.40 - Min per ASCE 27.4.7 West East — 5.40 — 1,10