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Home My WebLink AboutX2020-2953 - CalcsAAQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana, CA 92705 Tel: (714) 662 0510 Fax: (7p) 662 0559 STRUCTURAL ENGLER 1136 HIGflLXN NEWPORTBEACH, DM20-16 I W N %*U ty wu-14% BUILDING DIVISION JUN - 2 2021 OY: S.E.C. U-61.0 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 28 MAY 2021, 11:20AM Multiple Simple B Beam p p File: GL R-D 20-16.ec6 Software wpvrioht ENERCALC, INC. 1983-2020, Build:12.20.8.17 Description: BM1---- Wood Beam Design: BM1 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 4x8, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species: Douglas Fir -Larch Wood Grade: No.1 Fb- Tension 1,000.0 psi Fc -Prll 1,500.0psi Fv 180.0psi Ebend-xx 1,700.0ksi Density 31.210pcf Fb - Compr 1,000.0 psi Fc - Perp 625.0 psi Ft 675.0 psi Eminbend - xx 620.0 ksi Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=1.0 ft Point: D = 0.40, Lr = 0.320 k @ 6.0 ft Design Summary Max fb/Fb Ratio = 0.715. 1 fb : Actual : 929.09 psi at 6.016 ft in Span # 1 Fb: Allowable: 1,300.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.173 : 1 tv : Actual: 31.08 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 iN E Left Support 0.30 0.26 0.17 Right Support 0.28 0.26 0.15 Wood Beam Design : BM2 _. g(0.0140) L(o.040) 4x8 A 12.80 ft Transient Downward 0.129 in Ratio 1194 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.397 Ratio 386 C: +D+0.750Lr+0.750L+H Total Upward 0.000 Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : il-evel Truss Joist Wood Grade: Parallam PSL 2.0E Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc- Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 3.0 ft Unif Load: D = 0.0170, Lr= 0.020 k/ft, Trib=12.0 fl Point: D=0.30, Lr=0.40k@7.0ft Design Summary Max fb/Fb Ratio = 0.367.1 fb : Actual: 1,331.55 psi at 4.770 It Fb: Allowable: 3,625.00 psi Load Comb: +D+0.750Lr+0.750L+H Max fv/FvRatio = 0.297: 1 fv : Actual: 107.65 psi at 8.220 8 Fv: Allowable : 362.50 psi Load Comb: +D+0.750Lr+0.750L+H Max Reactions (k) D L Lr 8 Left Support 1.17 0.54 t.17 Right Support 1.34 0.54 1.39 in Span # 1 A 3.50.5 in Span #1 _. son Max Deflections w E H Transient Downward 0.084 in Total Downward 0.173 in Ratio 1279 Ratio 624 LC: Lr Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Tills, Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 28 MAY 2021, 11:20AM Multile Sim le Beam File: EN LER-DM20- 6.e" p p Software rnovrinht ENERCALC. INC. 1983-2020. BW d:12.20.8.17 Wood Beam Design: BM3 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 3.5x7.0, Parallam PSL, Fully Braced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : Level Truss Joist Wood Grade: Parallam PSL 2.0E Fb - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib= 7.0 It Unif Load: D = 0.0170, Lr = 0.020 k/ft, Trib=12.0 ft Design Summary Max fb/Fb Ratio = 0.379. 1 fb : Actual : 1,099.52 psi at 3.000 ft in Span # 1 Fb: Allowable: 2,900.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.297: 1 fv : Actual: 86.23 psi at 5.420 It in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr E W E Left Support 0.91 0.84 0.72 Right Support 0.91 0.84 0.72 H Transient Downward 0.041 in Total Downward 0.101 in Ratio 1755 Ratio 710 LC: L Only C: +D+0.750Lr•0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana, CA 92705 Tel: (714) 662 0510 Fax: (714) 662 0559 STRUCTURAL CALCULATIONS for ENGLER RESIDENCE 1136 HIGHLAND DR. NEWPORTBEACH, CA 92660 DM20-16 12/1 /2020 DEC I I o0 h AQX ENGINEERING Tel: (9491261 7740 1520 Rrookhollow. suite 945. Santa Ana_ CA 02705 F., 14AM 261 77an JOB NAME: JOB NO: SHEET NO: ADDRESS: I ENGINEER: Mandi DATE: Residential Roof Design Loads Description L.W.TILE 8.0 psf 1/2" plywood sheathing 1.5 psf Gyp Board Ceiling 3.0 psf Roof Framing 3.0 psf Ceiling framing 2.0 psf Insul. Misc. 1.0 psf 18.5 psf Slope: 4:12 Adjustment: 1.054 USE: 19.5 psf Say 20.0 psf Live Load: (Method 11 0 to 200sgt 201 to 600 sqt Over 600 sqt USE Flat or rise <=4:12 20 16 12 psf Rise = 6:12 18 16 12 psf Rise > 12:12 16 12 12 psf Wall weight breakdown Description with Plaster gypsum board 1/2" 2.2 psf 2x6 studs@16b.c.- 2 walls 3.4 psf Insulation 0.5 psf stucco 8.0 psf Mechanical/Electrical 0.5 psf Subtotal 14.6 psf Use Ext. with stucco 15.0 psf Int. 9 psf Calculation Sht ADesign loads AQX ENGINEERING Tel: f9491 261 7740 1520 6rookhorlow. suite *45. Santa Ana_ CC 92705 Fax• MAI 251 77An JOB NAME I SHEET NO: ADDRESS: I ENGINEER: Mandi IDATE: Residential Floor Design Loads Dead Loads: Description Carpet Plywood sheathing Framing MEP 5/8 gyp. Bd ceiling(2) Insulation & Misc Total USE Live Load: USE Live load USE Deck Living Spaces 1.5 psf 3.8 psf 4.0 psf 1.0 psf 2.8 psf 1.0 psf 14.1 psf 14.0 psf 40 psf 60 psf Calculation Sht ADesign loads Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 DEC 2020, 12:50PM Multiple Simple Beam File: LER-OM2.2 6.ec6 P P Software eoovriaht ENERCALC INC. 1993-2020 auild7220.e.17 Description : BM1---- Wood Beam Design: BM1 Calculations per Nos 2018, IBC 2018, CDC 2019, ASCE 7-16 BEAM Size: 7x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Truss Joist Wood Grade: Parallam PSL 2.0E Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb - Compr 2,900.0 psi Fc- Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Uniif Load: D = 0.0140, L = 0.040 klft, Trib=1.330 fl Point: D = 3.0, Lr =1.80, L = 2.90 k @ 7.30 It Design Summary Max fb/Fb Ratio = 0.893.1 __- _ _ 00-91864L(o.o63201_ _ -- fb: Actual: 2,570.02 psi at 7.290ft in Span #1 Fb: Allowable: 2,877.97 psi Load Comb: +D+L+H 7xg.25 Max tv/FvRatio = 0.289: 1 13.50 It fv: Actual: 83.87 psi at 12.735ft in Span #1 - - --- -- --- -- ---- Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr s w E H Transient Downward 0.320 in Total Downward 0.671 in Left Support 1.50 1.69 0.83 Ratio 505 Ratio 241 Right Support 1.75 1.93 0.97 LC: L Only C: +D+0.750Lr+0,750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: BM2 Calculations per Nos 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.6x9.5 Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : iLevel Tmss Joist Wood Grade: Parallam PSL 2.0E Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb - Compr 2:900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Trib=1.330 fl Point: D =1.50, Lr =1.0, L =1.70 k @ 6.80 ft Design Summary Max fb/Fb Ratio = 0.287.1 fb : Actual: 810.78 psi at 6.800 ft in Span # 1 Fb : Allowable: 2,829.45 psi Load Comb: +D+L+H Max fv/FvRatio = 0.459: 1 fv : Actual : 133.16 psi at 7.227 It in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr a iv E Left Support 0.30 0.47 0.15 Right Support 1.35 1.66 0.85 0(o.018e2),L(a05320) 3.5x9.6 A 80 ft Transient Downward 0.038 in Ratio 2541 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.069 in Ratio 1393 C: +D+0.750Lr+0.750L+H Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 Project Title: �• You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Beam Wood Beam Design: EIM3 Wood Species : il-evel Truss Joist Fb- Tension 2900 psi Fc -Prll Fb - Compr 2900 psi Fc - Perp Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Tdb=1.330 ft Point: D=3.0, Lr=1.80, L = 2.50 k @ 3.0 ft Design Summary Max fb/Fb Ratio = 0.543; 1 Printed: 2 DEC 2020. 12:50PM Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 nmraccu ISCE 7-16 Load Combinations, Major Axis Bending Wood Grade: Parallam PSL 2.0E 2900 psi Fv 290 psi Ebend-xx 2000 ksi Density 45.07 pcf 750 psi Ft 2025 psi Eminbend-xx 1016.535ksi fb: Actual: 1,563.50 psi at 3.000 ft in Span # 1 Fb : Allowable: 2,858.59 psi Load Comb: +D+L+H Max fv/FvRatio = 0.533: 1 fv : Actual: 154.43 psi at 4.217 ft in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (it) D L Lr S W E Left Support 1.25 1.13 0.72 Right Support 1.85 1.63 1.08 U(0.01602) L(0.05320) 3.5XI)s 5.0 a H Transient Downward 0.023 in Total Downward 0.055 in Ratio 2616 Ratio 1090 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: AQX ENGINEERING o`�3SZYZ�Z-cam 1520 Brookhollow, Suite #45, Santa Ana, CA 92705 Tel: (714) 662 0510 Fax: (714) 662 0559 STRUCTURAL CALCULATIONS for ENGLER RESIDENCE 1136 HIGHLAND DR. "MildimowsIon NEWPORTBEACH, CA 92660 JAN 19 202, l 1)EA DM20-16 12/l/2020 AQX ENGINEERING Tel: (949) 261 7740 1520 Brookhollow. suite #45. Santa Ana. CA 92705 Fax: 19491 261 7760 JOB NAME: I JOB NO: SHEET NO: ADDRESS: I ENGINEER: Mandl DATE: Residential Roof Design Loads Description L.W.TILE 8.0 psf 1/2" plywood sheathing 1.5 psf Gyp Board Ceiling 3.0 psf Roof Framing 3.0 psf Ceiling framing 2.0 psf Insul. Misc. 1.0 psf 18.5 psf 18.5 psf Slope: 4 :12 Adjustment: 1.054 USE: 19.5 psf Say 20.0 psf Live Load: (Method 1) 0 to 200sgt 201 to 600 sqt Over 600 sqt USE Flat or rise < =4:12 20 16 12 psf Rise = 6:12 18 16 12 psf Rise> 12* 12 16 12 12 psf Wall weight breakdown Description with plaster gypsum board 1/2" 2.2 psf 2x6 studs@16"o.c: 2 walls 3.4 psf Insulation 0.5 psf stucco 8.0 psf Mechanical/Electrical 0.5 psf Subtotal 14.6 psf Use Ext. with stucco 15.0 psf Int. 9 psf Calculation Sht ADesign loads AQX ENGINEERING Tel- 19491 261 7740 1521) Arn khn11.w c,dfo "4 an. ra 027na C.— 1aA01 991 77an JOB NAME: JOB NO: SHEET NO: ADDRESS: I ENGINEER: Mandl IDATE Residential Floor Design Loads Description Living Spaces Carpel 1.5 psf Plywood sheathing 3.8 psf Framing 4.0 psf MEP 1.0 psf 518 gyp. Bd ceiling(2) 2.8 psf Insulation & Misc 1.0 psf Total 14.1 psf USE 14.0 psf USE Live load 40 psf USE Deck 60 psf Calculation Sht ADesign loads 1136 Highland Dr, Newport Beach, CA 92660, USA Latitude, Longitude: 33.625379,-117.8988334 C QiOI �} v ca o+moo r cape "c�� Go gle Date Design Code Reference Document Risk Category Site Class Type Value Ss 1.365 SI 0.486 SMs 1.638 SMr null -See Section 11.4.8 SDS 1.092 SDI null -See Section 11.4.8 Type Value SDC null See Section 11.4.8 Fa 1.2 '.. F„ null -See Section 11.4.8 PGA 0.594 FPGA 1.2 PGAM 0.713 TL 8 SsRT 1.365 SsUH 1.499 SsD 2.594 S1RT 0.486 S1UH 0.527 SID 0.828 PGAd 1.051 CRS 0.911 OSHPD o� O i Newport Aquatic Center® 4� G Sur gNlr1\e a North Star Beach �m 2s r d'(„ Map data 02021 1 /6/2021, 9:00:49 AM ASCE7-16 II D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) MCER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA .ascription Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEo peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion. (0.2 second) Factored uniform -hazard (2 % probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Mapped value of the risk coefficient at short periods Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Pnnted: 7 JAN 2021, 12:25PM ASCE Seismic Base Shear DESCRIPTION: SEIS. DES. SEIS. DES. KISK category Calculations per ASCE 7.16 Risk Category of Building or Other Structure: "I" : Buildings and other structures that represent a low hazard to human life in the ASCE 7-16, Page 4, Table 1. 5-1 event of failure. Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-1611.4.2 Max. Ground Motions, 5% Damping : SS = 1.370 g. 0.2 sec response S 1 = 0.4860 g. 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 fusec = D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.20 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.89 Maximum Considered Earthquake Acceleration S MS = Fa' Ss = 1.644 ASCE 7-16 Eq. 11.4-1 8Mi=Fv`S1 = 0.917 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration SDS S MS2/3 = 1.096 ASCE 7-16 Eq. 11.4-3 S D1 S M1213 = 0.611 ASCE 7-16 Eq. 11.44 Seismic Design Category = D ASCE 7-16 Table 11,6-1 & -2 Resisting System ASCE 7-16 Table 12.24 Basic Seismic Force Resisting System ... Bearing Wall Systems 15.Lighl-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient " = 6.50 Building height Limits: System Overslrength Factor " Wo" = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor "Cd " = 4.00 Category "C" Limit: No Limit Category "D"Limit: Limit =65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit =65 Category T"Limit: Limit =65 Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 128 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 = 21.80 ft "x"value = 0.75 "Ta"Approximate fundamental period using Eq. 12.8-7: Ta = Ct' (hn ^ x) = 0.202 sec "TL" : Long -period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec Building Period "Ta" Calculated from Approximate Method selected = 0.202 sec " Cs " Response Coefficient ASCE 7-16 Section 12.8. 1.1 S DS Short Period Design Spectral Response = 1.096 From Eq. 12.8-2, Preliminary Cs = 0,169 "R": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84. Cs need not exceed = 0.466 " I ": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.048 Cs : Seismic Response Coefficient = = 0.1686 Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1686 from 12.8.1.1 W ( see Sum Wi below) = 60.70 k Seismic Base Shear V= Cs"W = 10.23 k Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Printed: 7 JAN 2021, 1225PM ASCE Seismic Base Shear File: ENGLER-DM20-16.ec6 Software copyright ENERCALC, INC. 1933-2020, BuIId:12.20.6.17 KW-060061 r DESCRIPTION: SEIS. DES. Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k ": hx exponent based on Ta = 1.00 Table ol'building Weights by Floor Level.. Level # Wi: Weight Hi: Height (Wi * Hi"k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 2 20.70 16.00 331.20 0.5086 5.21 5.21 0.00 1 40.00 8.00 320.00 0,4914 5.03 10.23 41.64 Sum Wi= 60.70 k Sum Wi * Hi = 651.20 k-ft Total Base Shear= 10.23 k Base Moment = 123.5k-ft Diaphragm Forces : Seismic Design Category "B" to 7" ASCE 7-1612. 10. 1.1 Level # Wi Fi Sum Fi Sum Wi Fpx : Calcd Fpx : Min Fpx : Max Fpx Dsgn. Force 20.70 5.21 5.21 4.54 1 40.00 5.03 10.23 60.70 6.74 8.77 Wpx ......................... Weight at level of diaphragm and other structure elements attached to it. Fi ............................ Design Lateral Force applied at the level. Sum Fi ....................... Sum of"Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ........ 0.20 * S DS I * Wpx MAX Req'd Force @ Level ........ 0.40 * S DS I * Wpx Fpx : Design Force @ Level ....... Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level 9.07 5.21 5.21 17.54 8.77 8.77 AQX ENGINEERING PROJECT: 1520 Brookhollow, Suite #45, Santa Ana DESIGNED BY:Mand Mandlno AOXenO.com Tel: (714) 662 0510 DATE: DATE: Fax: (714) 662 0559 Description: SHEET NO.: JOB NO.: C 1 ESIG ?-top Rf ,vp tN t • t141 t Z .p S � ..-- rl eS Calculation Sheet ,. li -- FE Mml F vas Calculation Sheet AQXENGINEER/NG 1520 Brookhollow, Suite #45, Santa Ana Tel: (714)662 0510 Fax: (714) 662 0559 PROJECT: JOB NO.: DESIGNED BY: ICHECKED BY: DATE: DATE: SHEET NO.: Description: Design Wind Load; Simplified Method Input Data: Wind Speed, V = 100 mph (ASCE7-16Figure 26.5) Bldg. Classification = II (Table 1-1 Occupancy Category) Exposure Category = C (ASCE7-16 26.7.3) Ridge Height, hr= 22.00 ft. (hr>= he) Eave Height, he = 16.00 ft. (he <= hr) Building Width, W = 35.00 ft. (Normal to Building Ridge) Building Length, L = 60.00 ft. (Parallel to Building Ridge) Roof Type = Gable (Gable or Monoslope) W Topo. Factor, Kzt = 1.00 (ASCE7-16 26.8.2 &Figure 26.8-1) Plan Wall C&C Name = Wall (Girt, Siding, Wall, or Fastener) Wall C&C Eff. Area = 55.00 ft.A2 (for Component/Cladding) Roof C&C Name = Joist (Purlin, Joist, Decking, or Fastener) Roof C&C Eff. Area = 135.00 ft.A2 (for Component/Cladding) Overhang Eff. Area = 2.00 ft.A2 (for Component/Cladding) h-60' Hurricane Region? N s Resulting Parameters and Net Desi n Pressures: W For Transverse Direction: (wind perpendicular to ridge) Elevation Roof Angle, 6 = 18.92 deg. Mean Roof Ht., h = 19.00 ft. (h = he for 0 < 10 deg.) Adjustment Factor, 2, = 1.274 (adjusts for height and exposure) 1.00 Wall & Roof End Zone Width, a = 3.500 ft. (use: "2. a" for MWFRS, "a" for C&C) Transverse MWFRS Net Pressures, ps (psf) ps = x*Kzt'I'ps30 Location Direction Zone Load Case 1 Load Case 2 (ps30 (ASCE7-16,28.E-1) A = end zone of wall Horizontal A 27.45 --- B = end zone of roof Horizontal B 0.00 --- C = interior zone of wall Horizontal C 18.24 --- D = interior zone of roof Horizontal D 0.00 --- E = end zone of windward roof Vertical E -24.33 --- F = end zone of leeward roof Vertical F -16.70 --- G = interior zone of windward roof Vertical G -16.94 --- H = interior zone of leeward roof Vertical H -12.70 --- For Longitudinal Direction: (wind parallel to ridge) Roof Angle, 0 = 0.00 deg. (assumed) Mean Roof Ht., h = 19.00 ft. (h = (hr+he)/2) Adjustment Factor, ), = 1.274 (adjusts for height and exposure) Longitudinal MWFRS Net Pressures, ps (psf) ps=),*Kzt*l*ps30 Location Direction Zone Load case 1 Load Case 2 (ps30 (ASCE7-16,28.6-1 A=end zone of wall Horizontal A 20.26 --- B = end zone of roof Horizontal B 0.00 --- C = interior zone of wall Horizontal C 13.38 --- D = interior zone of roof Horizontal D 0.00 --- E = end zone of windward roof Vertical E -24.33 --- F = end zone of leeward roof Vertical F -13.76 --- G = interior zone of windward roof Vertical G -16.94 --- H = interior zone of leeward roof Vertical H -10.70 --- (continued) AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel:(714)662 0510 Fax: (714) 662 0559 PROJECT: JOB NO.: DESIGNED BY: CHECKED BY: DATE: DATE: SHEET NO.: Description: Design Wind Load; Simplified Method Total Design MWFRS Horizontal Load (kips) Transverse I Longitudinal Load Case 1 Load Case 2 Min. Load Load Case 1 Load Case 2 Min. Load 19.58 13.20 10.55 6.65 Formulas: Ph(Trans) _((Pc*(L-4*a)+Pa*4*a)*he+(Pd*(L-4*a)+Pb*4*a)*(hr-he))/1000 Ph(Trans)(min) = P(min)*L*hr/1000 , where: P(min) = 16.0 psf on projected area Ph(Long) _(Pa*(he+4*a/W*(hr-he)+he)/2*4*a+Pc*(W*(hr+he)/2-(he+4*a/W*(hr-he)+he)/2*4*a))/1000 Ph(Long)(min) = P(min)*W*(hr+he)/2/1000 , where: P(min) = 16.0 psf on full area Components & Cladding Net Pressures, ps (psf) pnet=a*Kzt*I*pnet3o Item Location Zone Pos. + Neg. (ps30 (ASCE7-16,28.6-1 Wall 4 = interior zone of wall 4 20.41 -22.32 5 = end zone of wall 5 20.41 -25.66 1 = interior zone of roof 1 9.30 -18.98 Roof Joist 2 = end zone of roof 2 9.30 -26.75 3 = corner zone of roof 3 9.30 -42.30 Roof Overhang 2 = end zone of o.h. 2 --- -42.68 3 = corner zone of o. h. 3 --- -71.85 Notes: 1. For Method 1: Simplified Procedure of Section 6.4 to be used for an enclosed low-rise building to determine the design wind loads, all of the following eight conditions of 6.4.1.1 must be met: a. Building is a simple diaphragm building, in which wind loads are transmitted through floor and roof diaphragms to the vertical Main Wind -Force Resisting System (MWFRS). b. Building is a low-rise building where mean roof height, h <= 60 ft., and h <= min. of L or W. c. Building is enclosed and conforms to wind-borne debris provisions of Section 6.5.9.3. d. Building is a regular shaped building, having no unusual geometrical irregularity. e. Building is not classified as a flexible building so it is considered 'rigid". f. Building is not subject to across -wind loading, vortex shedding, etc. 9. Building has an approximately symmetrical cross section in each direction with either a flat roof, or gable roof with 0 <= 45 degrees. h. Building is exempted from torsional load cases or torsional load cases do not control any of the MWFRSs of the building. 2. Wind pressures (ps30) in Figure 6-2 and (pnetao) in Figure 6-3 were prepared based on following: a. Mean roof height, h = 30 ft. , Exposure category = B , Importance factor, I =1.0 b. Velocity pressure exposure coefficient, Kz = 0.70 c. Directionality factor, Kd = 0.85 , Topographic factor, Kzt = 1.0 d. Internal pressure coefficients, GCpi=+0.18, -0.18 (enclosed building) e. MWFRS pressure coeffs. from Figure 6-10, and C&C pressure coeffs. from Figure 6-11. f. MWFRS design wind pressure, Ps = X*Kzt*I*ps3o, in psf. g. Components & cladding design wind pressure, Pnet = X*Kzt*I*pnetao, in psf. 3. Design wind pressures are net pressures (sum of external and internal pressures). 4. Wall net pressure for MWFRS is total for both windward and leeward walls. 5. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces. 6. If pressures for Zones "B" and "D" < 0, assume = 0. 7. For the design of the longitudinal MWFRS use roof angle, 0 = 0 degrees. 8. Both load cases 1 and 2 are be checked for roof angle, 25 degrees < 0 <= 45 degrees. 9. The total design MWFRS horizontal load is the total horizontal wind load on either the length (L) or the width (W) of the building respectively assuming one end zone of a width = 2*a. 10. Minimum wind load for MWFRS design shall be 16 psf applied to area on projected vertical plane. Minimum wind load for C&C shall be 16 psf acting in either direction normal to surface. (continued) AQX ENGINEERING PROJECT: JOB NO.: DESIGNED BY: ICHECKED BY: 1520 Brookhollow, Suite #45, Santa Ana Tel: (714) 662 0510 DATE: DATE: SHEET NO.: Fax: (714) 662 0559 Description: Design Wind Load; Simplified Method 11. References: a. ASCE 7-16 Standard, "Minimum Design Loads for Buildings and Other Structures". b. "Guide to the Use of the Wind Load Provisions of ASCE 7-16" by: Kishor C. Mehta and James M. Delahay (2004). i E; H 'iFi r-� f� e �. ter• , das A I Lorgitudi sl MWFRS - Wind Zones hl� Ir u \ak. x Flat Roof Hip Roof (7°< e 5 2T) Itl hl I Gable Roof (9 5 7% Gable Roof (T< B Interior Zones End Zones ■ Comer Zones Rxre. zero vwme. uoea Reels-uruzvuu.zmes p�i;.uM3 Components and Cladding - Wind Zones AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel: (714) 662 0510 Fax (714) 662 0559 PROJECT: SHEET NO.: DESIGNED BY: MK CHECKED BY: JOB NO.: DATE: DATE: Description: Design Lateral Force Desicln Lateral Force: (Transverse Direction) General Information: Pitch: 4.00 /12 Area: #1 Width: Height: 36 ft 8 ft 8 ft Length: 60 ft Transverse Direction 2a= 7 ft (See "Wind Design Spread Sheet") Wind: Roof Level: Zone A Zone C Zone B Zone D Wind Pressue: _ 27.45 18.24 0.00 0.00 psf Tributary Width: 7.0 53.0 7.0 53.0 ft Tributary Height: 4.0 4.0 5.8 5.8 it Wind Force: 769 3868 0 0 Ibs sum: 4636lbs _ Minimum Wind Force by Considering 10 psi _ 5900 Ibs Design Wind Force: 5900 Ibs Distributed Wind Force: _ 98 pit Floor Level: Zone A Zone C _ Wind Pressue: 27.45 18.24 psf Tributary Width: 7 53.0 ft Tributary Height: 8.0 8.0 ft__ Wind Force: 1537 7736 _ Ibs sum: 9273 Ibs Minimum Wind Force by Considering 10 psf 4800 Ibs Design Wind Force: 9273 Ibs Distributed Wind Force_ _ 155 plf _ Design Wind Force at Floor Level: 15173 plf ( 5900 + 9273 ) Design Distributed Wind Force at Floor Level: 263 pit ( 98 + 155 ) AQX ENGINEERING 1520 Brookhollow, Suite #45, Santa Ana Tel: (714) 662 0510 Fax: (714) 662 0559 PROJECT: SHEET NO.: DESIGNED BY: CHECKED BY: JOB NO.: DATE: DATE: Description: Design Lateral Force Design Lateral Force: (Longitudinal Direction) General Information: Pitch: 4.00 112 Area: #1 Width: Height: 35 ft 8 ft Longitudinal Direction 8 ft Length: 60 ft 2a= 7 ft (See "Wind Design Spread Sheet") Wind. _Roof Level: Zone A Zone C Zane B Zone D Wind Pressue: 20.26 13.38 0.00 0.00 psf Tributary Width: 7.0 28.0 0.0 0.0 ft Tributary Height: 5.2 8.1 0.0 0.0 ft Wind Force: 733 3028 0 0 Ibs sum: _ 3760lbs _ Minimum Wind Force by Considering 10 psf 2625 Ibs _ Design Wind Farce: 3760 Ibs Distributed Wind Force: _ 107 plf Floor Level: Zone A Zone C _ Wind Pressue: 20.26_ 13.38 psf Tributary Width: _ 7.0 28.0 _ ft Tributary Height: 8.0 8.0 It Wind Force: 1134 2996 Ibs sum: 4131 Ibs Minimum Wind Force by Considering 10 psf 2800 Ibs (6.4.2.1.1) Design Wind Force: 4131 Distributed Wind Force: _ _Ibs 118 plf Design Wind Force at Floor Level: 7891 plf ( 3760 + 4131 ) Design Distributed Wind Force at Floor Level: 225 plf ( 107 + 118 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 DEC 2020, 12:50PM Multiple Simple Beam File: EN L R-DM2 - c6 .e p p Software coovdaht ENERCALC. INC. 1983-2020. Build:12.20.8.17 Description : BM1---- Wood Beam Design: BM1 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 BEAM Size: 7x9.25, Parallam PSL, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations, Major Axis Bending Wood Species : !Level Truss Joist Wood Grade: Parallam PSL 2.0E Fb- Tension 2,900.0 psi Fc -Prll 2,900.0 psi Fv 290.0 psi Ebend-xx 2,000.0 ksi Density 45.070 pcf Fb -Compr 2,900.0 psi Fc -Perp 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi Applied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Tdb=1.330 ft Point: D=3.0, Lr=1.80, L = 2.90 k @ 7.30 ft Design Summary Max fb/Fb Ratio = 0.893 ; 1 to : Actual : 2,570.02 psi at 7.290 ft in Span # 1 Fb : Allowable: 2,877.97 psi Load Comb: +D+L+H Max fv/FvRatio = 0.289: 1 fv : Actual : 83.87 psi at 12.735 ft in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 1.50 1.69 0.83 Right Support 1.75 1.93 0.97 Wood Beam Design: BM2 Wood Species : il-evel Truss Joist Fb - Tension 2,900.0 psi Fc - Prll Fb - Compr 2,900.0 psi Fc - Perp Applied Loads Unif Load: D = 0,0140, L = 0.040 k/ft, Trib=1.330 ft Point: D =1.50, Lr =1.0, L =1.70 k @ 6.80 ft Design Summary Max fb/Fb Ratio = 0.287. 1 D(0.0'1862�L(d.053201 7x9.25 13.50 it H Transient Downward 0.320 in Total Downward 0.671 in Ratio 505 Ratio 241 LC: L Only C: +D+0.750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 h ASCE 7-16 Load Combinations, Major Axis Bending Wood Grade: Parallam PSL 2.0E 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 paf 750.0 psi Ft 2,025.0 psi Eminbend -xx 1,016.54 ksi fb : Actual : 810.78 psf at 6.800 It in Span # 1 Fb : Allowable: 2,829.45 psi Load Comb: +D+L+H Max fv/FvRatio = 0.459 : 1 fv : Actual : 133.16 psi at 7.227 It in Span # 1 Fv: Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E H Left Support 0.30 0.47 0.16 Right Support 1.35 1.66 0.85 D(0.01862) L(0.05320). 3.5x9.5 8.0 It Transient Downward 0.038 in Ratio 2541 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.069 in Ratio 1393 C: +D+0.750Lr+0.750L+H Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing R Project Descr: Title Block" selection. Title Block Line 6 Printed: 2 DEC 2020, 12:50PM Multi le Simple Beam p p Fie: GL R-DM 0- 6.ec6 _ Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 Wood Beam Design: BM3 BEAM Size: 3.5x9.5, Parallam PSL, Ful Using Allowable Stress Design v Wood Species : !Level Truss Joist Fb- Tension 2900 psi Fc -Prll Fb - Compr 2900 psi Fc - Perp Aoolied Loads Unif Load: D = 0.0140, L = 0.040 k/ft, Tdb=1.330 fl Point: D=3.0, Lr=1.80, L=2.50k@3.0ft Design Summary Max fb/Fb Ratio = 0.543.1 Calculations Nos 2018, IBC 2018, CBC 2019, ASCE 7.16 \SCE 7-16 Load Combinations, Major Axis Bending Wood Grade: Parallam PSL 2.0E 2900 psi Fv 290 psi Ebend- xx 2000 ksi Density 45.07 pcf 750 psi Ft 2025 psi Eminbend - xx 1016.535 ks! fb : Actual: 1,553.50 psi at 3.000 ft in Span # 1 Fb : Allowable : 2,868.59 psi Load Comb: +D+L+H Max fv/FvRatio = 0.533: 1 fv : Actual : 154.43 psi at 4.217 It in Span # 1 Fv : Allowable: 290.00 psi Load Comb: +D+L+H Max Reactions (k) D L )=r S W E Left Support 1.25 1.13 0.72 Right Support 1.85 1.63 1.08 0(0_.01862)-L(0.05320) A 3.50.5 w; 50 It H Transient Downward 0.023 in Total Downward 0.055 in Ratio 2616 Ratio 1090 LC: L Only C: +D+0,750Lr+0.750L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: