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Home My WebLink About160 CHERRY AVE; ; PC2020-0038(city of Building Permit Finaled Carlsbad Plan Check Permit Print Date: 10/04/2024 Permit No: PC2020-0038 Job Address: 160 CHERRY AVE, CARLSBAD, CA 92008-8212 Status: Closed - Finaled Permit Type: BLDG-Plan Check Work Class: Residential Parcel #: 2042310700 Track 44: Applied: 09/22/2020 Valuation: $0.00 Lot 44: Issued: 06/21/2023 Occupancy Group: Project 44: DEV2018-0022 Finaled Close Out: 10/04/2024 #of Dwelling Units: Plan 44: Bedrooms: Construction Type: Final Inspection: Bathrooms: Orig. Plan Check 44: INSPECTOR: Occupant Load: Plan Check 44: Code Edition: Sprinkled: Project Title: THREE ON CHERRY Description: THREE ON CHERRY: 3 NEW ATTACHED CONDOS// 7836 SF LIVING// 1200 SF GARAGE// 743 SF PATIO// 743 SF DECK Applicant: Property Owner: Contractor: ALLEN DI DONATO LLC CHERRY K M A LLC DAVID MEZZACAPPA 3939 FIRST AVE 6026 WENRICH PL 6026 WENRICH PL SAN DIEGO, CA 92103 SAN DIEGO, CA 92120 SAN DIEGO, CA 92120-3720 (619) 572-0237 (619) 572-0237 FEE AMOUNT BUILDING PLAN CHECK FEE (manual) - - $2,52900 BUILDING PLAN REVIEW - MINOR PROJECTS (LDE) $194.00 BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) $98.00 Total Fees: $2,821.00 Total Payments To Date: $2,821.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 442-339-2719 1 760-602-8560f I www.carlsbadca.gov OEv2-Ot- city o C f Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-I Plan Check ?Czo2o Est. Value PC Deposit Date 9 -'2.2-2LO Job Address160 Cherry Ave, Carlsbad, CA, 92120 Suite: APN:_204-231-07-00 CT/Project#:2DOOl2.. 'Lot #:_N/A Year Built: Fire Sprinklers: 0 YES O NO Air Conditioning: 0 YES O NO Electrical Panel Upgrade: 0 YES Q NO BRIEF DESCRIPTION OF WORK: New Construction of (3) 3 story R-3 townhomes. Addition/New:_New Living SF, 7836 Deck SF, 743 Patio SF, 743 Garage SF 1200 Is this to create an Accessory Dwelling Unit? OY ON New Fireplace? Cv ON, if yes how many? - Li Remodel: SF of Mfected area Is the area a conversion or change of use ? Ov ON Li Pool/Spa: SF Additional Gas or Electrical Features? LJSoIar: KW, Modules, Mounted:ORoof OGround, Tilt: 0 vO N, RMA: Ov ON, Battery: 0Y ON, Panel Upgrade: Ov ON Li Reroof: Li Plumbing/Mechanical/Electrical Only: D Other: This permit is to be issued in the name of the Property Owner as Owner-Builder, licensed contractor or Authorized Agent of the owner or contractor. The person listed as the Applicant below will be the main point of contact throughout the permit process. PROPERTY OWNER APPLICANT IJ PROPERTY OWNERS AUTHORIZED AGENT APPLICANT LI Name:Cherry KMA LLC Name:_________________________________________ Address: 6026 Wenrich PL. Address: City: Carlsbad State: CA Zip: 92120 City: State: Zip:_____________ Phone: Phone: Email: Email: DESIGN PROFESSIONAL APPLICANT II Name: Allen Di Donato r L -insfl Address: 3939 1st Ave. Suite #100 City: San Diego State: CA Zip: 92103 Phone: 619-299-4210 Email: al@dda-arch.com -fl:h Architect State License: C216 CONTRACTOR OF RECORD APPLICANT 0 Name: David Mezzacappa Address: City: San Diego - State: CA Zip: 92159 Phone: 6195720237 Email: dmmezzl @gmafl.com State License/class:B360180 Bus. License: 1635 Faraday Ave Carlsbad, CA 92008 Ph: 760-602-2719 Fax: 760-602-8558 Email: 8uildingcarlsbadca.gov IR,1:JJ.] IDENTIFY WHO WILL PERFORM THE WORK BY COMPLETING (OPTION A) OR (OPTION B) BELOW: (OPTION A): LICENSED CONTRACTOR DECLARATION: I hereby affirm under penalty of perjury that! am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in fuliforce and effect. I also affirm under penalty of perjury one of the following declarations: liii have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. Policy No._BNI.1NC0139658 I have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: Stamet Insurance Company Policy No.BNUWCOI 39658 Expiration Date: 02123/2021 nN Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Na CONTRACTOR PRINT/SIG 4 /1e42'C17 /a TE: ci 21 (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that lam exempt from Contractor's License Law for the following reason: Dl, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). 11 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). Di am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: Lj "Owner Builder acknowledgement and verification form" has been filled out, signed and attached to this application. Proof of identification attached. Owners "Authorized Agent Form" has been filled out, signed and attached to this application giving the agent authority to obtain the permit on the owner's behalf. Proof of identification attached. By my signature below I acknowledge that, except for my personal residence in which I must have resided for at least one year prior to completion of the improvements covered by this permit, I cannot legally sell a structure that I have built as an owner-builder if it has not been constructed in its entirety by licensed contractors. I understand that a copy of the applicable law, Section 7044 of the Business and Professions code, is available upon request when this application is submitted or at the following Web site: http://www.leginfo.ca.gov/calaw.html. OWNER PRINT/SIGN: DATE: APPLICANT CERTIFICATION: SIGNATURE REQUIRED AT THE TIME OF SUBMITTAL By my signature below, I certify that: I am the property owner or State of California Licensed Contractor or authorized to act on the property owner or contractor's behalf. I certify that I have read the application and state that the above information is correct and that the information on the plans is accurate. I agree to comply with all City ordinances and State lows relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFYAND KEEP HARMLESS THE CITY OF CARLSBAD AGAINSTALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAYIN ANY WAYACCRUE AGAINSTSAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSH,,4n OSHA permit is required for excavations over 5'0' deep and demolition or construction of structures over 3 stories in height. APPLICANT PRINT/SIGN: TE: 1635 Faraday Ave Carlsbad, CA 92008 760-602-2719 Fax: 760-602-8558 Email: Buildingcarlsbadca.gov REV. 08/20 Page 1 of 175 121192 1 cl 11142 1:11210.4 105 1 STRUCTURAL CONSULTING ENGINEERS BOZEMAN, MT P. (406) 582-791 1 F. (405) 587-0673 SAN DIEGO, CA P. (858) 273-3158 F. (858) 270-1978 STRUcTU4L CALCULATIONS Project: 3 on Cherry Multi Famlly Plan Check: 10051. submitta l Date: -16-20 Location: Chrr Strt, C&lbd L CA INK, - r- Frpar i Donato San Diii PC2020-0038 160 CHERRY AVE THREE ON CHERRY: 3 NEW ATTACHED CONDOS// 7836 SF LIVING// 1200 SF GARAGE// 743 SF PATIO// 743 SF DECK DEV201 8-0022 2042310700 12/2912021 PC2O2O0038 Roof Dead: w/ Tile 1/2 Plwyood sheathing Framing Gyp board Tile and Felt Insulation Misc. 0 psf psf psf. psf psf psf 0 0 0 0 0 olpsf Floor Dead: w radiant 3/4 Plywood sheathing Framing Floor cover 11/2 LT WI Conc Gyp board Misc. 0 psf psf psf psf psf psf 0 0 0 0 I 0 olpsf E1EEPTE Project: 3 on Cherry Carslbad, CA Design Criteria: Governing Code: 2018 IBC LOADS: Roof SL: olpsf Iroof I Roof Dead: w/ BUR 1/2 Plwyood sheathing 2.5 psf Framing 5 psf Gyp board 3 psf Built up roofing 2.5 psf Insulation I 1.5 psf Misc. 1 0.5 psf 151 psf Floor Live: J 401 psf IResidential I -!Floor Dead: w/o radiant 3/4 Plywood sheathing 2.5 psf Framing 5 psf Floor cover 5 psf Gyp board 1.5 psf r Misc. 1 psf r l5psf U Soils: Wind: PER CODE MINIMUM INA I iiolc IQaIl= I 1.751ksi Per report by Toro International Seismic: Soil Profile D Sds= 0.829 R= 6.5 1= 1 V= 0.13 Wood Shearwall Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Page 3 of 1gineer: Project ID: Project Descr: Printed: 16 SEP 2020. 10:17AM Building Code Information Software copyright ENERcALC, INC. 1983-2020, Build: 12.20.5.31 Governing Code IBC 2018, ASCE 7-16, CBC 2019, AlSC 360-16, NDS 2018, ACl 318-14, TM City Jurisdiction Contact Name Alternate Contact Building Official Address Phone : Fax : eMail Notes : Title Block Line 1 Project Title: You can change this area Page 4 of 1gineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed. 16 SEP 2020, 10:17AM Wood Beam .--.... File: 30C.ec6 1 Software copyright ENERCALC, INC. 1983-2020, 8ui1d:12.20,5.31 DESCRIPTION: 3131 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1,300.0 psi Ebend-xx 1,600.0ks1 Fc - PrIl 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir-Larch (North) Fe - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Completely Unbraced ii 6x10 Span = 11.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 10.20 ft - DESIGN SUMMARY Maximum Bending Stress Ratio = 0.999 1 Maximum Shear Stress Ratio = 0.459 :1 Section used for this span 6x10 Section used for this span 6x10 = 1,287.36psi 78.03 psi = 1,289.11 psi = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.625ft Location of maximum on span = 10.470 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.235 in Ratio = 573 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.323 in Ratio = 417 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M fb Fb V fV F'v D Only 0.00 0.00 0.00 0.00 Length = 11.2506 1 0.302 0.139 0.90 1.000 1.00 1.00 1.00 1.00 0.99 2.42 351.10 1161.31 0.74 21.28 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.2506 1 0.999 0.459 1.00 1.000 1.00 1.00 1.00 1.00 0.99 8.88 1,287.36 1289.11 2.72 78.03 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.2506 1 0.655 0.300 1.25 1.000 1.00 1.00 1.00 1.00 0.99 7.26 1,053.30 1607.33 2.22 63.84 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 11.2506 1 0.103 0.047 1.60 1.000 1.00 1.00 1.00 1.00 0.99 1.45 210.66 2049.42 0.44 12.77 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. +" Defi Locaton in Span +D+L 1 0.3235 5.666 0.0000 0.000 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam DESCRIPTION: 3B1 Vertical Reactions Project Title: Page 5 of 1 ffhgineer: Project ID: Project Descr: Support notation : Far left is #1 Printed: 16 SEP 2020. 10:17AM Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.156 3.156 Overall MINimum 2.295 2.295 D Only 0.861 0.861 +D+L 3.156 3.156 +D+0.750L 2.582 2.582 +0.60D 0.516 0.516 L Only 2.295 2.295 Title Block Line 1 Project Title: You can change this area Page 6 of 11gineer: using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:17AM Wood Beam File: 301C.ec6 Lic. Software copyright ENERcALC, INC. 19832020, Builth12.201 SHOP ENGINEERIN(!~- DESCRIPTION: 3B2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1 ,016.54ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(7.8) D(0.255) L(0.68) 7x11.875 Span = 13.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 17.0 ft Point Load: D=7.80k@ 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6251 Maximum Shear Stress Ratio = 0.780: 1 Section used for this span 7x11.875 Section used for this span 7x11.875 = 1,812.60psi 226.23 psi = 2,900.00psi 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6033ff Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.249 in Ratio = 643 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.419 in Ratio = 381 >240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M ft F'b Shear Values V N F'v D Only 0.00 Length = 13.330f1 1 0.286 0.599 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.24 746.56 2610.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 13.330 it 1 0.625 0.780 1.00 1.000 1.00 1.00 1.00 1.00 1.00 24.85 1,812.60 2900.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 13.330 ft 1 0.425 0.576 1.25 1.000 1.00 1.00 1.00 1.00 1.00 21.12 1,540.15 3625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 13.330 ft 1 0.097 0.202 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.14 447.93 4640.00 Overall Maximum Deflections 0.00 0.00 0.00 8.67 156.38 261.00 0.00 0.00 0.00 12.54 226.23 290.00 0.00 0.00 0.00 11.57 208.77 362.50 0.00 0.00 0.00 5.20 93.83 464.00 Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.4190 6.519 0.0000 0.000 Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 7 of 1igineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:17AM Wood Beam Software copyright ENERcALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3B2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.447 6.817 Overall MiNimum 4.532 4.532 D Only 8.914 2.285 +D+L 13.447 6.817 +D+0.750L 12.314 5.684 +0.60D 5.349 1.371 L Only 4.532 4.532 Title Block Line 1 Project Title: You can change this area Page 8 of lgineer: using the 'Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:17AM Wood Beam File'. 30C.ec6 lit ill. Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 SHOP ENGINEERING DESCRIPTION: 3133 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fe - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 16.70k @1.20 ft DESIGN SUMMARY .lrlli.i Maximum Bending Stress Ratio = 0.44711 Maximum Shear Stress Ratio = 0.924 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 = 1,166.53psi = 241.08 psi 2,610.00psi = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 1.204ft Location of maximum on span = 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.011 in Ratio= 3406 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C EN C i Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.447 0.924 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.99 1,166.53 2610.00 10.02 241.08 261.00 +0,600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =3.0ft 1 0.151 0.312 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.20 699.92 4640.00 6.01 144.65 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defl Location in Span D Only 1 0.0106 1.423 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 10.020 6.680 Overall MINimum 6.012 4.008 D Only 10.020 6.680 Title Block Line 1 Project Title: You can change this area Page 9 of lgineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:17AM Wood Beam -. File: 30C.ec6 Lic. #: KW-06009705 Software copyright ENERCALC, INC. 1983-2020, NMI 2.20.5.31 SHOP ENGINEERIN,i DESCRIPTION: 3B3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Title Block Line 1 You can change this area using the 'Settings menu item and then using the Printing & Title Block' selection. Title Block Line 6 Project Title: Page 10 of 11f Agineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:17AM - File: 30C.e6 ENERCALC. INC. 1983-2020. Build: 12.20.5.31 Wood Beam lit DESCRIPTION: 3B4 CODE REFERENCES Software Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(4,09) 18) Lr(0.06) L(O.53) 5.25x11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 4.090 k@ 1.20 ft Uniform Load: D = 0.2180, Lr = 0.060, L = 0.530, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.700 I Maximum Shear Stress Ratio = 0.684: 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 = 2,028.92psi = 198.48 psi = 2,900.00psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.540ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.3 14 in Ratio: Max Upward Transient Deflection 0.000 in Ratio: Max Downward Total Deflection 0.515 in Ratio: Max Upward Total Deflection 0.000 in Ratio: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C C FN C i Cr 534 >=360 0<360 326 >=240 0<240 Moment Values Shear Values Cm C t CL M fb Fb V N F'v O Only 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.301 0.466 0.90 1.000 1.00 1.00 1.00 1.00 1.00 8.08 785.50 2610.00 5.05 121.60 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.700 0.684 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.86 2,028.92 2900.00 8.25 198.48 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.254 0.359 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.49 922.55 3625.00 5.42 130.30 362.50 +D+0.750Lr+0750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.502 0.513 1.25 1.000 1.00 1.00 1.00 1.00 1.00 18.73 1,821.48 3625.00 7.72 185.79 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.514 0.538 1.15 1.000 1.00 1.00 1.00 1.00 1.00 17.63 1,714.93 3335.00 7.45 179.26 333.50 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.102 0.157 1.60 1,000 1.00 1.00 1.00 1.00 1.00 4.85 471.30 4640.00 3.03 72.96 464.00 Title Block Line 1 Project Title: You can change this area Page 11 of Iff using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:17AM File: 30C.ec6 Wo od earn Software copyright ENERCAIC, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 3134 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+L 1 0.5149 6.898 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 8.975 5.587 Overall MINimum 3.710 3.710 D Only 5.265 1.877 +D+L 8.975 5.587 +D+Lr 5.685 2.297 +D+0750Lr+0750L 8.363 4.974 +D+0.750L 8.048 4.659 +0.60D 3.159 1.126 LrOnly 0.420 0.420 L Only 3.710 3.710 Title Block Line 1 You can change this area using the Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Page 12 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File:30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3135 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fe - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 45.070pcf D7) D(0.12) Lr(0.16) D(o.0375) L(0.15) $ + 5.25x18.0 Span = 17.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load : D=7.ok@4.0f1 Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft Uniform Load: D = 0.0150, Lr = 0.020 ksf, Extent = 13.0 -->> 17.670 ft, Tributary Width = 8.0 ft DESIGN SUMMARY lFflIs] Maximum Bending Stress Ratio = 0.41a 1 Maximum Shear Stress Ratio = 0.376: 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 1,145.96psi 109.01 psi = 2,772.37psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.998ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.065 in Ratio = 3269 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.265 in Ratio = 800 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 17.670 ft 1 0.390 0.351 0.90 0.956 1.00 1.00 1.00 1.00 1.00 22.97 972.42 2495.14 5.77 91.51 261.00 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.670 ft 1 0.413 0.376 1.00 0.956 1.00 1.00 1.00 1.00 1.00 27.07 1,145.96 2772.37 6.87 109.01 290.00 +D+Lr 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.670 ft 1 0.285 0.257 1.25 0.956 1.00 1.00 1.00 1.00 1.00 23.37 989.13 3465.47 5.86 93.08 362.50 +D+0750Lr+0750L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.670 ft 1 0.322 0.292 1.25 0.956 1.00 1.00 1.00 1.00 1.00 26.34 1,115.11 3465.47 6.67 105.81 362.50 +D+0.750L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.670 ft 1 0.346 0.314 1.15 0.956 1.00 1.00 1.00 1.00 1.00 26.05 1,102.58 3188.23 6.59 104.64 333.50 +0.60D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.670 ft 1 0.132 0.118 1.60 0.956 1.00 1.00 1.00 1.00 1.00 13.78 583.45 4435.80 3.46 54.91 464.00 Title Block Line 1 Project Title: You can change this area Page 13 of gineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 00 earn Software copyright ENERCAIC, INC. 1983-2020. Build:12.20.5.31 DESCRIPTION: 3135 Overall Maximum Deflections Load Combination Span +D+L 1 Vertical Reactions Max. "-" Defi Location in Span Load Combination 0.2648 8.190 Support notation : Far left is #1 Max. +' Defi Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.146 3.883 Overall MINimum 1.325 1.325 O Only 5.821 2.402 +D+L 7.146 3.728 +O+Lr 5.919 3.051 +D+0,750Lr+0,750L 6.889 3.883 +D+0.750L 6.815 3.396 +0.60D 3.492 1.441 Lr Only 0.099 0.648 L Only 1.325 1.325 Title Block Line 1 Project Title: You can change this area Page 14 of 1gineer: using the 'Settings' menu item Project ID: n,1 Ihn fh Project Descr: UIIULIILIII UOIflI LIILIIhIIILIII .A Title Block" selection. Title Block Line 6 Printed; 16 SEP 2020, 10:18AM Wood Beam File: 30C.e Software copyright ENERCAIC INC.1983-2020, Bud 1220531 Lic. #: KW-06009705 SHOP ENGINEERING DESCRIPTION: 3156 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2900 psi Ebend- xx 2000 ksi Fc - PrIl 2900 psi Eminbend - xx 1016.535ksi Wood Species : Level Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing : Completely Unbraced ii 5.25x11.875 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft DESIGN SUMMARY 7)p-,inn C - Maximum Bending Stress Ratio = 0.2341 - - Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 658.74psi = 2,816.11 psi Load Combination +D+L Load Combination Location of maximum on span = 8.500 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.194 in Ratio = 1054 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.242 in Ratio = 843 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C C EN C i Cr Cm C CL = 0.118:1 5.25x11.875 34.15 psi = 290.00 psi +D+L 0.000 ft = Span #1 Shear Values V fv F'v Moment Values M fb F'b 0.00 0.00 0.00 0.00 1.35 131.75 2545.19 0.28 6.83 261.00 0.00 0.00 0.00 0.00 6.77 658.74 2816.11 1.42 34.15 290.00 0.00 0.00 0.00 0.00 5.42 526.99 3476.40 1.14 27.32 362.50 0.00 0.00 0.00 0.00 0.81 79.05 4344.86 0.17 4.10 464.00 L/ %JIU Length = 17.0 ft 1 0.052 0.026 0.90 1.000 1.00 1.00 1.00 1.00 0.98 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 Length = 17.0 ft 1 0.234 0.118 1.00 1.000 1.00 1.00 1.00 1.00 0.97 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 Length = 17.0 ft 1 0.152 0.075 1.25 1.000 1.00 1.00 1.00 1.00 0.96 +0.600 1.000 1.00 1.00 1.00 1.00 0.96 Length = 17.0 ft 1 0.018 0.009 1.60 1.000 1.00 1.00 1.00 1.00 0.94 Overall Maximum Deflections Load Combination Span Max. '-' Deft Location in Span Load Combination Max. Defi Location in Span +D+L 1 0.2419 8.562 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 15 of 1ff using the 'Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 00 earn Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3B6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.594 1.594 Overall MiNimum 1.275 1.275 0 Only 0.319 0.319 +D+L 1.594 1.594 i-D+0.750L 1.275 1.275 +0.60D 0.191 0.191 L Only 1.275 1.275 Title Block Line 1 Project Title: You can change this area Page 16 of gineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr. Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM - Wood Beam - -File: 30C.ec6 lit !t'L'EI0ftI6LI1. Software copyright ENERCALC INC 1983-2020 Budd 1220531 DESCRIPTION: 3B7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(.7) D(O.0375) L(O.15) 5.25x11.875 -- -------- Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft Point Load: D2.70k@7.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.610 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 1,718.57p5i = 2,816.11 psi Load Combination +D+L Load Combination Location of maximum on span = 7.011 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.194 in Ratio= 1054 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.556 in Ratio= 366 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C F/V C Cr Cm C t CL Moment Values M fb F'b V Shear Values fv F'v O Only 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.475 0.173 0.90 1.000 1.00 1.00 1.00 1.00 0.98 12.42 1,207.75 2545.19 1.87 45.04 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.610 0.250 1.00 1.000 1.00 1.00 1.00 1.00 0.97 17.67 1,718.57 2816.11 3.01 72.36 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.458 0.181 1.25 1.000 1.00 1.00 1.00 1.00 0.96 16.36 1,590.87 3476.41 2.72 65.53 362.50 +0.600 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.167 0.058 1.60 1.000 1.00 1.00 1.00 1,00 0.94 7.45 724.65 4344.86 1.12 27.03 464.00 Overall Maximum Deflections Load Combination Span Max. -" Deli Location in Span Load Combination Max. Deft Location in Span +D+L 1 0.5560 8.252 0.0000 0.000 IrrjiI.] = 0.250:1 5.25x11.875 = 72.36 psi = 290.00 psi +D+L = 0.000 ft = Span #1 Title Block Line 1 Project Title: You can change this area Page 17 of gineer: using the 'Settings' menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:1 SAM Wood Beam File: 30C.ec6 I Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 Lic. #: KW-06009705 SHOP ENGINEERINIJ DESCRIPTION: 3B7 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.182 2.706 Overall MiNimum 1.275 1.275 D Only 1.907 1.431 +D+L 3.182 2.706 +D+0.750L 2.863 2.387 +0.60D 1.144 0.858 L Only 1.275 1.275 Title Block Line 1 Project Title: You can change this area Page 18 of gineer: using the 'Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Beam ,Wood File: 30C.ec6 Ill it''EII.iII*LI. Software copyright ENERcALC, INC. 1983202l Build: 12.2O.531] DESCRIPTION: 3B8 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(3.7) Lr(4.9) D(0.01995) L(O.0532) 4 - 7x11.875 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Point Load: D = 3.70, Lr = 4.90 k @ 13.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.54& 1 Maximum Shear Stress Ratio = 0.335: 1 Section used for this span 7x11.875 Section used for this span 7x11.875 = 1,951.96psi = 121.40 psi = 3,560.64p51 = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 12.967ft Location of maximum on span = 16.069 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.297 in Ratio= 687 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.539 in Ratio = 378 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i C1 Cm C C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 17.0 It 1 0.334 0.206 0.90 1.000 1.00 1.00 1.00 1.00 0.99 11.81 861.47 2579.29 2.98 53.78 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.337 0,211 1.00 1.000 1.00 1.00 1.00 1.00 0.99 13.20 962.94 2861.20 3.38 61.05 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.548 0.335 1.25 1.000 1.00 1.00 1.00 1.00 0.98 26.76 1,951.96 3560.64 6.73 121.40 362.50 +D+0.750Lr+0750L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.493 0.303 1.25 1.000 1.00 1.00 1.00 1.00 0.98 24.07 1,755.43 3560.64 6.09 109.94 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length =17.oft 1 0.286 0.178 1.15 1.000 1.00 1.00 1.00 1.00 0.98 12.85 937.57 3281.83 3.28 59.23 333.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.0 ft 1 0.114 0.070 1.60 1.000 1.00 1.00 1.00 1.00 0.98 7.09 516.88 4524.78 1.79 32.27 464.00 Title Block Line 1 Project Title: You can change this area Page 19 of Agineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Lic. #: KW-06009705 SHOP ENGINEE DESCRIPTION: 3138 Overall Maximum Deflections - Load Combination Span Max. "-' DeS Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr 1 0.5394 9.555 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.244 6.746 Overall MINimum 0.452 0.452 D Only 1.040 2.999 +D+L 1.492 3.451 i-D+Lr 2.193 6.746 +D+0.750Lr+0.750L 2.244 6.148 +Di-0.750L 1.379 3.338 +0.60D 0.624 1.799 LrOnly 1.153 3.747 L Only 0.452 0.452 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Printing & Title Block selection. Project Title: Page 20 of gineer: Project ID: Project Descr: Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Wood Beam software covriht ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3139 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fe - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced A Span = 17.330 ft F Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L 0.040 ksf, Tributary Width 15.0 ft Point Load: D = 6.80 k @5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.735 1 Maximum Shear Stress Ratio = 0.503: 1 Section used for this span 7x16 Section used for this span 7x16 = 2,021.14psi = 145.86 psi 2,751.49psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.262 ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.256 in Ratio = 811 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.560 in Ratio = 371 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M tb Fb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 17.330ft 1 0.503 0.333 0.90 0.969 1.00 1.00 1.00 1.00 0.98 31.11 1,249.83 2483.08 6.49 86.90 261.00 +D+L 0.969 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.330 ft 1 0.735 0.503 1.00 0.969 1.00 1.00 1.00 1.00 0.98 50.30 2,021.14 2751.49 10.89 145.86 290.00 +D+0.750L 0.969 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 17.330 ft 1 0.532 0.362 1.25 0.969 1.00 1.00 1.00 1.00 0.97 45.19 1,815.73 3412.98 9.79 131.12 362.50 +0.60D 0.969 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 17.330 ft 1 0.174 0.112 1.60 0.969 1.00 1.00 1.00 1.00 0.96 18.66 749.90 4309.91 3.89 52.14 464.00 Overall Maximum Deflections Load Combination Span Max. -" Defi Location in Span Load Combination Max. +" Defi Location in Span +D+L 1 0.5600 8.349 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 21 of Agineer: using the Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File:30C.ec6 Software copyright ENERCAIC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 3139 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.987 9.111 Overall MINimum 5.199 5.199 D Only 6.788 3.912 +D+L 11.987 9.111 +D+0.750L 10.687 7.811 +0.60D 4.073 2.347 LOnly 5.199 5.199 Title Block Line 1 You can change this area using the "Settings menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 22 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.èc6 Software copyright ENERcALc, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 31310 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2900 psi Ebend- xx 2000 ksi Fc - PrIl 2900 psi Eminbend - xx 1016.535 ksi Wood Species : Level Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.OE Fv 290 psi Ft 2025 psi Density 45.07pcf Beam Bracing : Completely Unbraced 7x11.875 Span = 17.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L 0.040 ksf, Tributary Width = 11.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.579.1 Maximum Shear Stress Ratio = 0.290 :1 Section used for this span 7x11.875 Section used for this span 7x11.875 = 1,656.65p5i = 84.24 psi = 2,860.26p5i = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 8.665 ft Location of maximum on span 16.381 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.460 in Ratio= 452 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.632 in Ratio= 328 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Shear Values Pb V fv F'v D Only 0.00 Length = 17.330 It 1 0.175 0.088 0.90 1.000 1.00 1.00 1.00 1.00 0.99 6.19 451.81 2578.56 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 17.3308 1 0.579 0.290 1.00 1.000 1.00 1.00 1.00 1.00 0.99 22.71 1,656.65 2860.26 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 17.3308 1 0.381 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.98 18.58 1,355.44 3559.00 +0.60D 1.000 1.00 1.00 1.00 1.00 0.98 0.00 Length = 17.3308 1 0.060 0.030 1.60 1.000 1.00 1,00 1.00 1.00 0.97 3.72 271.09 4521.59 Overall Maximum Deflections 0.00 0.00 0.00 1.27 22.97 261.00 0.00 0.00 0.00 4.67 84.24 290.00 0.00 0.00 0.00 3.82 68.92 362.50 0.00 0.00 0.00 0.76 13.78 464.00 Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Deft Location in Span +D+L 1 0.6321 8.728 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 23 of Agineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 3610 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.242 5.242 Overall MINimum 3.813 3.813 D Only 1.430 1.430 +D+L 5.242 5.242 +D+0.750L 4.289 4.289 +0.60D 0.858 0.858 L Only 3.813 3.813 Title Block Line 1 Project Title: You can change this area Page 24 of Agineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Wood W Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3B11 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi F: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(10) Lr(2) 5.25x1 1.875 Span = 9.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 10.0, Lr = 2.0k @5.0 ft DESIGN SUMMARY PIMIs] Maximum Bending Stress Ratio = 0.866: 1 Maximum Shear Stress Ratio = 0.498: 1 Section used for this span 5.25x11 .875 Section used for this span 5.25x11.875 = 2,232.57p5i = 130.05 psi = 2,578.33p5i = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 4.996ft Location of maximum on span 5.030 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.039 in Ratio= 2863 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.233 in Ratio= 477 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C t C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length =9.250ft 1 0.866 0.498 0.90 1.000 1.00 1.00 1.00 1.00 0.99 22.96 2,232.57 2578.33 5.41 130.05 261.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.753 0.431 1.25 1.000 1.00 1.00 1.00 1.00 0.98 27.55 2,679.09 3558.47 6.49 156.07 362.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.722 0.413 1.25 1.000 1.00 1.00 1.00 1.00 0.98 26.40 2,567.46 3558.47 6.22 149.56 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.98 0.00 0.00 0.00 0.00 Length = 9.250 ft 1 0.296 0.168 1.60 1.000 1.00 1.00 1.00 1.00 0.97 13.77 1339.54 4520.55 3.24 78.03 464.00 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. +' Defi Location in Span +D+Lr 1 0.2326 4.760 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 25 of 1Agineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copvriqht ENERCALc, INC. DESCRIPTION: 3B11 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.514 6.486 Overall MiNimum 0.919 1.081 D Only 4.595 5.405 +D+Lr 5.514 6.486 +D+0.750Lr 5.284 6.216 +0.60D 2.757 3.243 LrOnly 0.919 1.081 Title Block Line 1 Project Title: You can change this area Page 26 of lff using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.eca~llll II! iE4''E'NsI'JW1. SHOP ENGINEERINrg DESCRIPTION: 3B12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E. Modulus of Elasticity Load Combination I BC 2018 Fb - 1300 psi Ebend- xx 1600 ksi Fc - PrIl 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59 pcf Beam Bracing : Completely Unbraced 6x12 Span = 10.0 ft Applied Loads Service loads entered Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 17.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.899 1 Maximum Shear Stress Ratio = 0.528 : 1 Section used for this span 6x12 Section used for this span 6x12 = 1,156.90p51 89.83 psi = 1,287.57ps1 = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio = 869 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.190 in Ratio = 632 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C t CL M fb F'b V fv F'v DOnly Length = 10.0 ft 1 0.272 0.160 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.19 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 Length = 10.0 ft 1 0.899 0.528 1.00 1.000 1.00 1.00 1.00 1.00 0.99 11.69 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 Length = 10.0 ft 1 0.590 0.346 1.25 1.000 1.00 1.00 1.00 1.00 0.99 9.56 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 Length = 10.0 ft 1 0.093 0.054 1.60 1.000 1.00 1.00 1.00 1.00 0.98 1.91 Overall Maximum Deflections Load Combination Span Max. %" Defi Location in Span Load Combination +D+L 1 0.1897 5.036 0.00 0.00 0.00 0.00 315.52 1160.10 1.03 24.50 153.00 0.00 0.00 0.00 0.00 1,156.90 1287.57 3.79 89.83 170.00 0.00 0.00 0.00 0.00 946.55 1604.73 3.10 73.50 212.50 0.00 0.00 0.00 0.00 189.31 2044.64 0.62 14.70 272.00 Max. "+ Defi Locaton in Span 0.0000 0.000 Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 27 of 1gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALc, INC. DESCRIPTION: 31312 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.675 4.675 Overall MiNimum 3.400 3.400 D Only 1.275 1.275 +D+L 4.675 4.675 +D+0.750L 3.825 3.825 +0.60D 0.765 0.765 L Only 3.400 3.400 Title Block Line 1 Project Title: You can change this area Page 28 of 1gineer: using the settings menu item Project ID: nd fhn lcinr, th "DrinfinnP Project Descr. (Al (.4 LI 11.111 UUII I LI 1.4 IlllI(IIl I_A Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Lic. #: KW-06009705 Software copyght ENERCALC, INC. 1983-2020, Build: 1220.5.31 DESCRIPTION: 31313 SHOP ENGINEERIN~k CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ks1 Fc - Pill 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species iLevel Truss Joist Fe - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(1.7) D(0.0375) L(0.15) 5.25x14.0 Span = 14.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft Point Load: D=4.70k@7.oft DESIGN SUMMARY I'fllI.] Maximum Bending Stress Ratio = 0.554 1 Maximum Shear Stress Ratio = 0.251 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 1,532.57psi = 72.90 psi = 2,765.53psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.985ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.063 in Ratio = 2783 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.294 in Ratio = 592 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b D Only 0.00 Length = 14.50 ft 1 0.503 0,208 0.90 0.983 1.00 1.00 1.00 1.00 0.97 17.97 1,257.10 2499.94 +D+L 0.983 1.00 1.00 1.00 1.00 0.97 0.00 Length = 14.50 ft 1 0.554 0.251 1.00 0.983 1.00 1.00 1.00 1.00 0.97 21.90 1,532.57 2765.53 +D+0.750L 0.983 1.00 1.00 1.00 1.00 0.97 0.00 Length = 14.50 ft 1 0.429 0.188 1.25 0.983 1.00 1.00 1.00 1.00 0.96 20.92 1,463.70 3411.87 +0.60D 0.983 1.00 1.00 1.00 1.00 0.96 0.00 Length = 14.50 ft 1 0.177 0.070 1.60 0.983 1.00 1.00 1.00 1.00 0.93 10.78 754.26 4258.26 Overall Maximum Deflections Shear Values V fv F'v 0.00 0.00 0.00 2.66 54.27 261.00 0.00 0.00 0.00 3.57 72.90 290.00 0.00 0.00 0.00 3.34 68.24 362.50 0.00 0.00 0.00 1.60 32.56 464.00 Load Combination Span Max. Deft Location in Span Load Combination Max. Deft Location in Span +D+L 1 0.2938 7.197 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 29 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM ENERcALc, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 31313 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.790 3.628 Overall MINimum 1.088 1.088 D Only 2.703 2.541 +D+L 3.790 3.628 +Di-0,750L 3.519 3.356 +0.60D 1.622 1.525 L Only 1.088 1.088 Title Block Line 1 Project Title: You can change this area Page 30 of gineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3814 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.Oksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevellrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(O.045) L(O.18) 6x8 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0150, L = 0.060 ksf, Tributary Width 3.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.416-1 Maximum Shear Stress Ratio = 0.174: 1 Section used for this span 6x8 Section used for this span 6x8 = 1,192.9lpsi = 50.39 psi = 2,869.93 psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.750ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.350 in Ratio = 463 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.437 in Ratio = 370 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M fb F'b V Iv Fv D Only 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.092 0.039 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.03 238.58 2586.08 0.28 10.08 261.00 Length =0.04927 ft 1 0.001 0.039 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 3.47 2609.92 0.28 10.08 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.416 0.174 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.13 1,192.91 2869.93 1.39 50.39 290.00 Length =0.04927 ft 1 0.006 0.174 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.07 17.35 2899.90 1.39 50.39 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.267 0.111 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.10 954.33 3575.79 1.11 40.31 362.50 Length =0.04927ft 1 0.004 0.111 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 13.88 3624.84 1.11 40.31 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.031 0.013 1.60 1.000 1.00 1.00 1.00 1.00 0.98 0.62 143.15 4553.69 0.17 6.05 464.00 Length =0.04927 ft 1 0.000 0.013 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.08 4639.73 0.17 6.05 464.00 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 31 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 31314 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+ Oefl Location in Span +D+L 1 0.4374 6.799 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.519 1.519 Overall MiNimum 1.215 1.215 D Only 0.304 0.304 +D+L 1.519 1.519 +D+0.750L 1.215 1.215 +0600 0.182 0.182 LOnly 1.215 1.215 Title Block Line 1 Project Title: You can change this area Page 32 of lgineer: using the Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Beam -Fil0• lit !t'a'fIIfIJIILI1. software copydghtENERCALc, INC. i9832020, SHOP ENGINEERING DESCRIPTION: 3B15 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2900 psi Ebend- xx 2000 ksi Fe - PrIl 2900 psi Eminbend - xx 1016.535ksi Wood Species : iLevel Truss Joist Fe - Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing : Completely Unbraced D(272) D(0.01995) L(0.0532) 5.25x11.875 5.25x11.875 Span = 10.0 ft Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: 0 = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Point Load : D = 2.720 k @5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.514 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 1,322.65psi = 2,575.69p5i Load Combination D Only Load Combination Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.008 in Ratio = 14558 >=360 Max Upward Transient Deflection -0.013 in Ratio = 9180 >=360 Max Downward Total Deflection 0.396 in Ratio = 302 >=240 Max Upward Total Deflection -0.101 in Ratio = 1192 >240 Maximum Forces & Stresses for Load Combinations ')P--,inn C = 0.251:1 5.25x11.875 65.44 psi = 261.00 psi 0 Only = 10.000ft = Span #1 Load Combination Segment Length Span # Max Stress M Ratios V C C FN C i Cr Cm C t C L Moment Values M fb -- -- Pb V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.514 0.251 0.90 1.000 1.00 1.00 1.00 1.00 0.99 13.60 1,322.65 2575.69 2.72 65.44 261.00 Length = 5.0 ft 2 0.510 0.251 0.90 1.000 1.00 1.00 1.00 1.00 0.99 13.60 1,322.65 2593.44 2.72 65.44 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.463 0.226 1.00 1.000 1.00 1.00 1.00 1.00 0.99 13.60 1,322.65 2856.54 2.72 65.44 290.00 Length = 5.0 ft 2 0.459 0.226 1.00 1.000 1.00 1.00 1.00 1.00 0.99 13.60 1322.65 2879.30 2.72 65.44 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.372 0.181 1.25 1.000 1.00 1.00 1.00 1.00 0.98 13.60 1,322.65 3552.41 2.72 65.44 362.50 Length =5.0ft 2 0.368 0.181 1.25 1.000 1.00 1.00 1.00 1.00 0.99 13.60 1,322.65 3591.61 2.72 65.44 362.50 +0.600 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.176 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.97 8.16 793.59 4508.62 1.63 39.27 464.00 Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 33 of gineer: Project ID: Project Descr: itie blOCK Line b Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 Wood earn Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 3B15 Load Combination Max Stress Ratios - Segment Length Span # M V Cd C F/V C i Cr Cm C C L Length = 5.0 ft 2 0.173 0.085 1.60 1.000 1.00 1.00 1.00 1.00 0.99 Overall Maximum Deflections Moment Values M lb F'b 8.16 793.59 4582.70 Shear Values V fv F'v 1.63 39.27 464.00 Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0000 0.000 D Only _70.1006 5.810 D Only 2 0.3955 5.000 0.0000 5.810 Vertical Reactions - Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.260 4.446 Overall MINimum -1.260 0.266 DOnly -1.260 4.180 +D+L -0.994 4.446 +D+0.750L -1.061 4.379 +0.60D -0.756 2.508 L Only 0.266 0.266 Title Block Line 1 Project Title: You can change this area Page 34 of 1 Pig ineer: using the 'Settings' menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM rWood Beam File: 30C.ec15F-1 IItTA'EII.iI1IIW1. Software copyright ENERCALC INC 1983-2020 Bud 1220531 DESCRIPTION: 3B17 SHOP ENGINEERIN12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D( .3) D(O.01 995) L(O.0532) 5.25x11.875 5.25x11.875 Span =6.Oft Span =5.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Point Load : D=3.30k@5.oft DESIGN SUMMARY IIflISh - Maximum Bending Stress Ratio = 0.620 1 Maximum Shear Stress Ratio = 0.304: 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 = 1,604.69p51 = 79.40 psi = 2,589.68ps1 = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 6.000ft Location of maximum on span = 6.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio = 67400 >=360 Max Upward Transient Deflection -0.003 in Ratio = 42502 >=360 Max Downward Total Deflection 0.355 in Ratio = 338 >=240 Max Upward Total Deflection -0.045 in Ratio = 1604 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C Cr Cm C C L M fb Pb V N F'v D Only 0.00 0.00 0.00 0.00 Length =6.0 ft 1 0.620 0.304 0.90 1.000 1.00 1.00 1.00 1.00 0.99 16.50 1,604.69 2589.68 3.30 79.40 261.00 Length =5.0ft 2 0.619 0.304 0.90 1.000 1.00 1.00 1.00 1.00 0.99 16.50 1,604.69 2593.44 3.30 79.40 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =6.0ft 1 0.558 0.274 1.00 1.000 1.00 1.00 1.00 1.00 0.99 16.50 1,604.69 2874.52 3.30 79.40 290.00 Length =5.0ft 2 0.557 0.274 1.00 1.000 1.00 1.00 1.00 1.00 0.99 16.50 1,604.69 2879.30 3.30 79.40 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.448 0.219 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.50 1,604.69 3583.59 3.30 79.40 362.50 Length = 5.0 ft 2 0.447 0.219 1.25 1.000 1.00 1.00 1.00 1.00 0.99 16.50 1,604.69 3591.61 3.30 79.40 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =6.0 ft 1 0.211 0.103 1.60 1.000 1.00 1.00 1.00 1.00 0.98 9.90 962.81 4568.15 1.98 47.64 464.00 Title Block Line 1 Project Title: You can change this area Page 35 of liff Aigineer: using the 'Settings' menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 • Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5. II! it'i'fII.iIIiAI1. SHOP 1[ciIIalI1[cI DESCRIPTION: 3617 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb Ft v N F'v Length =5.0ft 2 0.210 0.103 1.60 1.000 1.00 1.00 1.00 1.00 0.99 9.90 962.81 4582.70 1.98 47.64 464.00 Overall Maximum Deflections Load Combination Span Max. fl-" Defi Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0000 0.000 D Only -0.0449 3.486 D Only 2 0.3550 5.000 0.0000 3.486 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -2.690 6.269 Overall MiNimum -2.690 0.160 DOnly -2.690 6.110 +D+L -2.531 6.269 +D+0.750L -2.570 6.230 +0.60D -1.614 3.666 LOnly 0.160 0.160 Title Block Line 1 Project Title: You can change this area Page 36 of gineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM [Wood Beam -.--.--- - File: 30C.ec6_J it'A'fJI.11•Lb1.SHOP Software capyght ENERCALC, INC. 1983202Bud122O531e ENGINEERIN DESCRIPTION: 3616 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1 61) D(O.0375) L(O.15) 5.25x11.875 Span = 22.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width 2.50 ft Point Load: D = 1.610k @ 5.0 ft DESIGN SUMMARY 11F1iIsli Maximum Bending Stress Ratio = 0.536 I Maximum Shear Stress Ratio = 0.261 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 = 1,553.83psi = 75.82 psi = 2,900.00psi 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 9.176ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.568 in Ratio= 470 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.987 in Ratio = 270 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C EN C i Cr Cm C t CL M fb F'b V fv F'v O Only 0.00 0.00 0.00 0.00 Length = 22.250 It 1 0.293 0.150 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.85 763.79 2610.00 1.63 39.19 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.536 0.261 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.98 1,553.83 2900.00 3.15 75.82 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =22.250ft 1 0.369 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 13.74 1,336.63 3625.00 2.77 66.67 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 22.250 ft 1 0.099 0.051 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.71 458.27 4640.00 0.98 23.51 464.00 Overall Maximum Deflections Load Combination Span Max. -" Defi Location in Span Load Combination Max. +" Defi Location in Span +D+L 1 0.9871 10.800 0.0000 0.000 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 37 of 1gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Wood Beam ENERCALc, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 3B16 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.334 2.448 Overall MINimum 1.669 1.669 D Only 1.665 0.779 +D+L 3.334 2.448 +D+0.750L 2.917 2.031 +0.60D 0.999 0.467 L Only 1.669 1.669 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 38 of gineer: Project ID: Project Descr: Wood Beam Sottwarico Printed: 16 SEP 2020, 10:18AM 11 File: 30C.ec6 .C, INC. 1983-2020, Build: 12.26.5.31 DESCRIPTION: 3619 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced 5.25x11.875 - - -.---- ------ - Span = 19.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 2.50 ft Point Load: D = 2.940 k @3.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.467: 1 Maximum Shear Stress Ratio = 0.338 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 = 1,307.63p5i = 98.05 psi 2,800.67p5i = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.004f1 Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.302 in Ratio = 755 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.608 in Ratio = 375 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values V N F'v 0.00 0.00 0.00 2.80 67.26 261.00 0.00 0.00 0.00 4.08 98.05 290.00 0.00 0.00 0.00 3.76 90.35 362.50 0.00 0.00 0.00 1.68 40.36 464.00 Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b D Only 0.00 Length = 19.0 ft 1 0.319 0.258 0.90 1.000 1.00 1.00 1.00 1.00 0.97 8.32 808.77 2533.84 +D+L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length = 19.0 ft 1 0.467 0.338 1.00 1.000 1.00 1.00 1.00 1.00 0.97 13.45 1,307.63 2800.67 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 Length = 19.0 ft 1 0.336 0.249 1.25 1.000 1.00 1.00 1.00 1.00 0.95 11.90 1,157.03 3445.34 +0.60D 1.000 1.00 1.00 1.00 1.00 0.95 0.00 Length = 19.0 ft 1 0.114 0.087 1.60 1.000 1.00 1.00 1.00 1.00 0.92 4.99 485.26 4271.70 Overall Maximum Deflections Load Combination Span Max. Dell Location in Span Load Combination Max. Dell Location in Span +D+L 1 0.6079 9.084 0.0000 0.000 Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 39 of Iff Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALC, INC. 1983-2020, Build: 12,20.5.31 DESCRIPTION: 3B19 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 4.257 2.245 Overall MINimum 1.425 1.425 D Only 2.832 0.820 +D+L 4.257 2.245 +D+0.750L 3.901 1.889 +0.60D 1.699 0.492 L Only 1.425 1.425 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 40 of 1gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 ENERcALc, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 31318 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced 0(294) 5.25x9.5 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 10.50 ft Point Load: D = 2.940k @ 3.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.652 1 Maximum Shear Stress Ratio = 0.467 : Section used for this span 5.25x9.5 Section used for this span 5.25x9.5 = 1,869.44p5i = 135.43 psi = 2,868.18 psi = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3,467ff Location of maximum on span = 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.127 in Ratio = 947 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.287 in Ratio = 417 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 10.0 it 1 0.459 0.314 0.90 1.000 1.00 1.00 1.00 1.00 0.99 7.81 1,186.97 2584.71 2.72 81.95 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.652 0.467 1.00 1.000 1.00 1.00 1.00 1.00 0.99 12.30 1,869.44 2868.18 4.50 135.43 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.474 0.337 1.25 1.000 1.00 1.00 1.00 1.00 0.99 11.14 1,692.74 3572.77 4.06 122.06 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.157 0.106 1.60 1.000 1.00 1.00 1.00 1.00 0.98 4.69 712.18 4548.03 1.63 49.17 464.00 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination Max. "+" Defi Location in Span +D+L 1 0.2872 4.818 0.0000 0.000 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Page 41 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM AtTt1ii1 ENERCALC, INC. 1983-2020, Build: 12,20.5.31 DESCRIPTION: 3B18 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.946 3.770 Overall MINimum 2.100 2.100 D Only 2.846 1.670 +D+L 4.946 3.770 +D+0.750L 4.421 3.245 +0.60D 1.707 1.002 LOnly 2.100 2.100 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: 12 NOV 2020, 10:05AM W 00 earn File: 30C.ec6 Software copyright ENERcALC, INC. 1983-2020, Build:12.2( 4 DESCRIPTION: 3B20 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2900 psi Ebend- xx 2000 ksi Fc - PrIl 2900 psi Eminbend - xx 1016.535ksi Wood Species : Level Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.OE Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing : Completely Unbraced 16) 16) 5.25x11 .875 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: F = 4.160k @7.750 ft Point Load: E4.160k@13.0ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.192 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span fb: Actual = 851.93psi N: Actual Fb: Allowable = 4,443.86 psi Fv: Allowable Load Combination +D+070E+060H Load Combination Location of maximum on span = 7.735ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.217 in Ratio = 745 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.152 in Ratio = 1065 >240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations - .- = 0.092:1 5.25x11.875 = 42.82 psi 464.00 psi +D+0.70E+0.60H 7.785 ft = Span #1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C CL M th F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.90 1.000 1.00 1.00 1.00 1.00 0.98 2562.52 0.00 0.00 261.00 Length = 0.04927 ft 1 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2609.85 0.00 0.00 261.00 +D+L+H 1.000 1.00 1.00 1.00 100 1.00 0.00 0.00 0.00 0.00 Length = 13.451 It 1 1.00 1.000 1.00 1.00 1.00 1.00 0.98 2839.29 0.00 0.00 290.00 Length = 0.04927 ft 1 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2899.82 0.00 0.00 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 It 1 1.25 1.000 1.00 1.00 1.00 1.00 0.97 3520.95 0.00 0.00 362.50 Length = 0.04927 ft 1 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3624.72 0.00 0.00 362.50 +D+5+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 It 1 1.15 1.000 1.00 1.00 1.00 1.00 0.97 3250.19 0.00 0.00 333.50 Length =0.04927f1 1 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3334.76 0.00 0.00 333.50 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Moment Values Shear Values M fb F'b V fv F'v 3520.95 0.00 0.00 362.50 3624.72 0.00 0.00 362.50 0.00 0.00 0.00 0.00 3250.19 0.00 0.00 333.50 3334.76 0.00 0.00 333.50 0.00 0.00 0.00 0.00 4443.86 0.00 0.00 464.00 4639.54 0.00 0.00 464.00 0.00 0.00 0.00 0.00 4443.86 0.00 0.00 464.00 4639.54 0.00 0.00 464.00 0.00 0.00 0.00 0.00 4443.86 0.00 0.00 464.00 4639.54 0.00 0.00 464.00 0.00 0.00 0.00 0.00 4443.86 0.00 0.00 464.00 4639.54 0.00 0.00 464.00 0.00 0.00 0.00 0.00 8.76 851.93 4443.86 1.78 42.82 464.00 0.06 5.43 4639.54 1.13 42.82 464.00 0.00 0.00 0.00 0.00 6.57 638.95 4443.86 1.33 32.11 464.00 0.04 4.07 4639.54 0.85 32.11 464.00 0.00 0.00 0.00 0.00 8.76 851.93 4443.86 1.78 42.82 464.00 0.06 5.43 4639.54 1.13 42.82 464.00 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: 12 NOV 2020, 10:05AM L Wood Beam File: 30Ci Software copyright ENERcALC, INC. 1983-2020, Build: 12.20.8.24 I DESCRIPTION: 3620 Load Combination Max Stress Ratios Segment Length Span # M V Cd C F/V C1 Cr Cm C CL Length = 13.451 ft 1 1.25 1.000 1.00 1.00 1.00 1.00 0.97 Length = 0.04927 ft 1 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.15 1.000 1.00 1.00 1.00 1.00 0.97 Length = 0.04927 ft 1 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length = 0.04927 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length = 0.04927 ft I 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.7505+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length = 0.04927 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length = 0.04927 ft 1 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.192 0.092 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length = 0.04927 ft 1 0.001 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.7505+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.144 0.069 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length = 0.04927 ft 1 0.001 0.069 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.451 ft 1 0.192 0.092 1.60 1.000 1.00 1.00 1.00 1.00 0.96 Length =0.04927 ft 1 0.001 0.092 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall. Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "4" Defi Location in Span E Only 1 0.2172 6.996 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination . Support 1 Support 2 Overall MAXimum 1.618 -1.618 Overall MINimum 1.618 -1.132 +D+0.70E+0.60H 1.132 -1.132 +D+0.750L+0.7505+0.5250E+H 0.849 -0.849 +0.60D+0.70E+H 1.132 -1.132 E Only 1.618 -1.618 H Only Title Block Line 1 Project Title: You can change this area Page 42 of liff using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam Software ENERCALC, INC. 1983-202 BuUd:12.20.31 III 101111 LII. copyright SHOP ENGINEERIN&I DESCRIPTION: FJ1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0ksi Fc - Prll 600.0 psi Eminbend - xx 470.0ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.01995) L(O.0532) D(0.01995) L(O.0532) 2x10 2x10 Span = 13.50 ft Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY iFllIS1 Maximum Bending Stress Ratio = 0.78a 1 Maximum Shear Stress Ratio 0.310 : 1 Section used for this span 2x10 Section used for this span 2x10 = 758.73ps1 = 52.71 psi = 962.50p5i = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.109ft Location of maximum on span = 12.746 ft Span # where maximum occurs = Span # I Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.238 in Ratio= 679 >=360 Max Upward Transient Deflection -0.159 in Ratio= 640 >=360 Max Downward Total Deflection 0.328 in Ratio= 494 >=240 Max Upward Total Deflection -0.219 in Ratio= 466 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.239 0.094 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.37 206.93 866.25 0.13 14.37 153.00 Length =4.250ft 2 0.117 0.094 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.18 101.08 866.25 0.07 14.37 153.00 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.788 0.310 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.35 758.73 962.50 0.49 52.71 170.00 Length r4.250ft 2 0.385 0.310 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.66 370.61 962.50 0.26 52.71 170.00 +D+0.750L 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.516 0.203 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.11 620.78 1203.13 0.40 43.12 212.50 Length =4.250ft 2 0.252 0.203 1.25 1.100 1.00 1.00 1.00 1.00 1.00 0.54 303.23 1203.13 0.21 43.12 212.50 +0.600 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.081 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.22 124.16 1540.00 0.08 8.62 272.00 Title Block Line 1 Project Title: You can change this area Page 43 of gineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6j Software copyright ENERcALc, INC. 1983-2020, Build: 12.20.5.31 Lic. # KW-06009705 SHOP ENGINEERING— DESCRIPTION:: FA Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Pb V Iv F'v Length =4.250ft 2 0.039 0.032 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.11 60.65 1540.00 0.04 8.62 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. s- Deft Location in Span +D+L 1 0.3277 6.486 0.0000 0.000 2 0.0000 6.486 +D+L -0.2185 4.250 Vertical Reactions Support notation : Far left is #1 Values in NIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.445 0.854 Overall MINimum 0.324 0.621 O Only 0.121 0.233 +D+L 0.445 0.854 +D+0.750L 0.364 0.698 +0.60D 0.073 0.140 L Only 0.324 0.621 Title Block Line 1 Project Title: You can change this area Page 44 of gineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File:30C.ec6 Software copyright ENERCALC,INC. 1983-2020, 8u11d:12.20.5.31 DESCRIPTION: FA CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 600.0 psi Eminbend - xx 470.0ks1 Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.01995) L(O.0532) D(0.01995) L(0.0532) 2x12 2x12 Span = 13.50 ft Span = 4.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft DESIGN SUMMARY llhiJ Maximum Bending Stress Ratio = 0.586a 1 Maximum Shear Stress Ratio = 0.249: 1 Section used for this span 2x12 Section used for this span 2x12 = 512.94ps1 = 42.36 psi = 875.00psi 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.109ft Location of maximum on span = 12.595 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.132 in Ratio = 1222 >=360 Max Upward Transient Deflection -0.088 in Ratio = 1154 >=360 Max Downward Total Deflection 0.182 in Ratio = 889 >=240 Max Upward Total Deflection -0.121 in Ratio = 838 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V C C FN C i Cr Cm C CL M fb Fb V N F'v D Only 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.178 0.075 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.37 139.89 787.50 0.13 11.55 153.00 Length =4.250ft 2 0.087 0.075 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.18 68.33 787.50 0.07 11.55 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.50 It 1 0.586 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.35 512.94 875.00 0.48 42.36 170.00 Length =4.250ft 2 0.286 0.249 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.66 250.55 875.00 0.24 42.36 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.384 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.11 419.68 1093.75 0.39 34.65 212.50 Length =4.250ft 2 0.187 0.163 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.54 205.00 1093.75 0.20 34.65 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.50 ft 1 0.060 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.22 83.94 1400.00 0.08 6.93 272.00 Title Block Line 1 Project Title: You can change this area Page 45 of gineer: using the "Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: ec6 Software copyright ENERCALC INC 19832020 Build:1220531 Lic. SHOP ENGINEERINC-- DESCRIPTION: FA Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN C i Cr Cm C CL M fb F'b V fv F'v Length =4.250ft 2 0.029 0.025 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.11 41.00 1400.00 0.04 6.93 272.00 Overall Maximum Deflections Load Combination Span Max. Defi Location in Span Load Combination Max. + Deti Location in Span 1 0.1822 6.486 0.0000 0.000 2 0.0000 6.486 +D+L -0.1215 4.250 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.445 0.854 Overall MiNimum 0.324 0.621 D Only 0.121 0.233 +D+L 0.445 0.854 +D+0.750L 0.364 0.698 +0.60D 0.073 0.140 L Only 0.324 0.621 Title Block Line 1 Project Title: You can change this area Page 46 of 1 fig ineer using the "Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyiiht ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: RB1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1300 psi Ebend- xx 1600ksi Fc - Prll 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O.12) Lr(O.16 602 Span = 19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY - - IIflhI] Maximum Bending Stress Ratio = 0.790 1 Maximum Shear Stress Ratio = 0.272 : 1 Section used for this span 6x12 Section used for this span 6x12 = 1,283.82psi = 57.85 psi = 1,625.00psi . = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 9.625ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.446 in Ratio = 518>=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.780 in Ratio = 296 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C C FN C i Cr Cm C t C L Moment Values M lb Pb V Shear Values lv F'v D Only 0.00 0.00 0.00 0.00 Length = 19.250 ft 1 0.470 0.162 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.56 550.21 1170.00 1.05 24.79 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.250 ft 1 0.790 0.272 1.25 1.000 1.00 1.00 1.00 1.00 1.00 12.97 1,283.82 1625.00 2.44 57.85 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.250 ft 1 0.677 0.233 1.25 1.000 1.00 1.00 1.00 1.00 1.00 11.12 1,100.42 1625.00 2.09 49.58 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 19.250 It 1 0.159 0.055 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.34 330.12 2080.00 0.63 14.88 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr 1 0.7802 9.695 0.0000 0.000 I Title Block Line 1 Project Title: You can change this area Page 47 of gineer: using the "Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 Wood earn Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: RBI Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 2.695 2.695 Overall MINimum 1.540 1.540 DOnly 1.155 1.155 +D+Lr 2.695 2.695 +D+0.750Lr 2.310 2.310 +0.60D 0.693 0.693 Lr Only 1.540 1.540 Title Block Line 1 Project Title: You can change this area Page 48 of 1gineer: using the Settings" menu item Project ID: and then using the Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyiiqht ENERCALC, INC. 1983-2020, Build: 12.20.5.31 I DESCRIPTION: RB2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,300.0 psi Ebend- xx 1,200.0ks1 Fc - PrIl 850.0 psi Eminbend - xx 440.0ksi Wood Species : Douglas Fir-South Fc - Perp 520.0 psi Wood Grade No.1 Fv 165.0 psi Ft 625.0 psi Density 28.720pcf Beam Bracing : Completely Unbraced D(0.12) Lr(0.16) 6x6 Span = 6.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.373 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used for this span = 606.90 psi = 1,625.00psi Load Combination +D+Lr Load Combination Location of maximum on span = 3.165ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.064 in Ratio = 1195 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.111 in Ratio = 683 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C C EN C i Cr Cm C t CL M fb = 0.184:1 6x6 = 37.85 psi = 206.25 psi +D+Lr = 5.891 ft = Span #1 Shear Values Pb V fv F'v D Only 0.00 Length =6.330 It 1 0.222 0.109 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.60 260.10 1170.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =6.330ft 1 0.373 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.40 606.90 1625.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =6.330ft 1 0.320 0.157 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.20 520.20 1625.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length =6.330ft 1 0.075 0.037 1.60 1.000 1.00 1.00 1.00 - 0.20 9.73 264.00 1.00 1.00 0.36 156.06 2080.00 0.00 0.00 0.00 0.33 16.22 148.50 0.00 0.00 0.00 0.76 37.85 206.25 0.00 0.00 0.00 0.65 32.44 206.25 0.00 0.00 0.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr 1 0.1112 3.188 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 49 of lff Project ID: Project Descr: Title block Line 6 Printed. 16 SEP 2020, 10:18AM W File:30C.ec6 Wood earn Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: R132 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 0.886 0,886 Overall MINimum 0.506 0.506 D Only 0.380 0.380 +D+Lr 0.886 0.886 i-D+0.750Lr 0.760 0.760 +0.60D 0.228 0.228 Lr Only 0.506 0.506 415 >=240 0<240 237 >=180 0<180 Moment Values Shear Values Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam INi'i'fI8'IIW1. DESCRIPTION: 13133 Project Title: Page 50 of lff gineer: Project ID: Project Descr: - Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2900.0 psi Ebend- xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.195) Lr(0.26) 5.25x16.0 Span = 26.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: 0 = 0.0150, Lr = 0.020 ksf, Tributary Width = 13.0 ft DESIGN SUMMARY IIMII] Maximum Bending Stress Ratio = 0.587: 1 Maximum Shear Stress Ratio = 0.262: 1 Section used for this span 5.25x16.0 Section used for this span 5.25x16.0 = 2,059.69 psi = 94.83 psi = 3,511.07psi = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 13.000ft Location of maximum on span = 24.672 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.750 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 1.313 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V C CFN C Cr Cm C t CL M fb F'b V fv Fv O Only 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.349 0.156 0.90 0.969 1.00 1.00 1.00 1.00 1.00 16.48 882.72 2527.97 2.28 40.64 261.00 +D+Lr 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =26.0ft 1 0.587 0.262 1.25 0.969 1.00 1.00 1.00 1.00 1.00 38.45 2,059.69 3511.07 5.31 94.83 362.50 +D+0750Lr 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 26.0 ft 1 0.503 0.224 1.25 0.969 1.00 1.00 1.00 1.00 1.00 32.96 1,765.45 3511.07 4.55 81.28 362.50 +0.600 0.969 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length r26.Oft 1 0.118 0.053 1.60 0.969 1.00 1.00 1.00 1.00 1.00 9.89 529.63 4494.17 1.37 24.39 464.00 Overall Maximum Deflections Load Combination Span Max. %" Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr 1 1.3129 13.095 0.0000 0.000 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Project Title: Page 51 of lff Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Wood Beam ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: RB3 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.915 5.915 Overall MINimum 3.380 3.380 D Only 2.535 2.535 +D+Lr 5.915 5.915 +D+0.750Lr 5.070 5.070 +0.60D 1.521 1.521 Lr Only 3.380 3.380 Title Block Line 1 Project Title: You can change this area Page 52 of lff Agineer: using the 'Settings menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Wood Beam - File: 30C.ec6_- Li c.SHOP Software copyright cALc INC. 19o2o , Build:12.20.5.31 ENGINEERIN DESCRIPTION: RB4 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.195) Lr(O.26) 5.25x1 1.875 Span = 20.50 ft Applied Loads Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 13.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. fb F'b Maximum Bending Stress Ratio = 0.641: 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span 2,324.53 psi = 3,625.00 psi Load Combination +D+Lr Load Combination Location of maximum on span = 10.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.709 in Ratio = 346 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 1.241 in Ratio = 198>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C1 Cr Cm C t CL M = 0.280:1 5.25x11.875 = 101.56 psi = . 362.50 psi +D+Lr = 0.000 ft = Span #1 Shear Values V N F'v 0 Only Length = 20.50 ft 1 0.382 0.167 0.90 1.000 1.00 1.00 1.00 1.00 1.00 10.24 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 20.50 ft 1 0.641 0.280 1.25 1.000 1.00 1.00 1.00 1.00 1.00 23.90 +D+0750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 20.50 ft 1 0.550 0.240 1.25 1.000 1.00 1.00 1.00 1.00 1.00 20.49 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 Length =20.50ft 1 0.129 0.056 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.15 Overall Maximum Deflections 0.00 0.00 0.00 0.00 996.23 2610.00 1.81 43.53 261.00 0.00 0.00 0.00 0.00 2,324.53 3625.00 4.22 101.56 362.50 0.00 0.00 0.00 0.00 1,992.45 3625.00 3.62 87.05 362.50 0.00 0.00 0.00 0.00 597.74 4640.00 1.09 26.12 464.00 Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr 1 1.2412 10.325 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 53 of gineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyght ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: RB4 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.664 4.664 Overall MiNimum 2.665 2.665 D Only 1.999 1.999 +D+Lr 4.664 4.664 +D+0.750Lr 3.998 3.998 +0.60D 1.199 1.199 Lr Only 2.665 2.665 Title Block Line 1 Project Title: You can change this area Page 54 of lff using the 'Settings menu item Project ID: and then using the "Printing & Project Descr. Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam Lic.SHOP File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:1 2.20.5.31 ENGINEERINU DESCRIPTION: RB5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1300 psi Ebend-xx 1600ks1 Fc - PrIl 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59 pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.105) Lr(0.14 6x8 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 7.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio 0.317: 1 Maximum Shear Stress Ratio = 0.152 : 1 Section used for this span 6x8 Section used for this span 6x8 = 514.95psi 32.34 psi = 1,625.00psi = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.250ft Location of maximum on span = 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio = 1907 >240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.094 in Ratio = 1090 >180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN c i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 8.50 It 1 0.189 0.091 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.95 220.69 1170.00 0.38 13.86 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.317 0.152 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.21 514.95 1625.00 0.89 32.34 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.272 0.130 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.90 441.38 1625.00 0.76 27.72 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.064 0.031 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.57 132.41 2080.00 0.23 8.31 272.00 Overall Maximum Deflections Load combination Span Max. Defi Location in Span Load Combination Max. "+° Defi Location in Span +D+Lr 1 0.0936 4.281 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 55 of 1Agineer: using the 'Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.6 Software copyright ENERcALc, INC. 1983-2020, Build: 12.20.5.31 • DESCRIPTION: RB5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.041 1.041 Overall MINimum 0.595 0.595 D Only 0.446 0.446 +D+Lr 1.041 1.041 +D+0.750Lr 0.893 0.893 +0.60D 0.268 0.268 Lr Only 0.595 0.595 Title Block Line 1 Project Title: You can change this area Page 56 of lgineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W 00 earn . File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: RB6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination I BC 2018 Fb - 1300 psi Ebend- xx 1600 ksi Fc - PrIl 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1 04) D(0.105) Lr(0.14) 6x8 Span = 8.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 7.0 ft Point Load: D = 1.040k @ 7.0 ft DESIGN SUMMARY ..... - . - Maximum Bending Stress Ratio = 0.43& 1 Maximum Shear Stress Ratio = 0.299: 1 Section used for this span 6x8 Section used for this span 6x8 = 712.47p5i = 63.48 psi = 1,625.00psi = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.995ft Location of maximum on span = 7.880 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.053 in Ratio = 1907 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.132 in Ratio = 774>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <1 80 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/v C i Cr Cm C t CL M fb F'b V fv F'v O Only 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.376 0.294 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.89 439.55 1170.00 1.24 45.00 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.50 ft 1 0.438 0.299 1.25 1.000 1.00 1.00 1.00 1.00 1.00 3.06 712.47 1625.00 1.75 63.48 212.50 +D+0.750Lr 1.000 1.00 1,00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50ft 1 0.395 0.277 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.76 641.57 1625.00 1.62 58.86 212.50 +0,60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =8.50 ft 1 0.127 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.13 263.73 2080.00 0.74 27.00 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Defi Location in Span +D+Lr 1 0.1317 4.436 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 57 of gineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam -.. File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, 8ui1d:12.20.5.31 I DESCRIPTION: RB6 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.225 1.898 Overall MINimum 0.595 0.595 D Only 0.630 1.303 +Di-Lr 1.225 1.898 +D+0750Lr 1.076 1.749 +0.60D 0.378 0.782 Lr Only 0.595 0.595 Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block selection. Project Title: Page 58 of 'Iff Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM rn. JVVIMU Wood Bëain Software copyright ENERCALC, INC. 1983-2020,Build:12.20.5.31 I DESCRIPTION: RB7 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 1,300.0 psi Ebend- XJ( 1,600.0 ksi Fc - PrIl 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 6x10 Span = 10.20 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D = 2.080 k @ 5.0 ft DESIGN SUMMARY •ecinn C Maximum Bending Stress Ratio = 0.704 1 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span = 823.83 psi = 1,170.00psi Load Combination D Only Load Combination Location of maximum on span = 4.988 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs = 0.223:1 6x10 = 34.16 psi = 153.00 psi D Only = 0.000 ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.016 in Ratio = 7853 >240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.154 in Ratio = 793 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb Fb V hi F'v D Only 0.00 0.00 0.00 0.00 Length = 10.20 ft 1 0.704 0.223 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.68 823.83 1170.00 1.19 34.16 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.20 ft 1 0.553 0.184 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.20 899.25 1625.00 1.36 39.12 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.20 ft 1 0.542 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.07 880.39 1625.00 1.32 37.88 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.20 ft 1 0.238 0.075 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.41 494.30 2080.00 0.71 20.50 272.00 Overall Maximum Deflections Load Combination Span Max."-" Defi Location in Span Load Combination Max. Defi Location in Span +D+Lr 1 0.1543 5.100 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block selection. Title Block Line 6 Wood Beam Project Title: Page 59 of 1gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERcALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: RB7 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.417 1.377 Overall MINimum 0.204 0.204 DOnly 1.213 1.173 +D+Lr 1.417 1.377 +D+0.750Lr 1.366 1.326 +0.60D 0.728 0.704 Lr Only 0.204 0.204 Values in KIPS Title Block Line 1 You can change this area using the 'Settings menu item and then using the Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Page 60 of 1ff Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Software coyriqht ENERCAIC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: RB8 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 1,300.0 psi Ebend- xx 1,600.0ksi Fc - PrIl 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(1 .32) 6x8 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load: D = 1.320 k@ 6.50 ft DESIGN SUMMARY )esirin C Maximum Bending Stress Ratio = 0.97 I Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span = 1,145.89psi 1,170.00 psi Load Combination D Only Load Combination Location of maximum on span = 6.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.084 in Ratio= 1866 >=240 Max Upward Transient Deflection 0.000 in Ratio= 0<240 Max Downward Total Deflection 0.486 in Ratio= 321 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C C FfV C i Cr Cm C C L = 0.199:1 6x8 = 30.42 psi 153.00 psi D Only = 0.000 ft = Span #1 Shear Values V fv F'v Moment Values M fb Fb DOnly Length = 13.0 ft 1 0.979 0.199 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 1 0.826 0.183 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1,00 1.00 Length = 13.0 ft 1 0.796 0.173 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 13,0 ft 1 0.331 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 0.00 0.00 0.00 0.00 4.92 1,145.89 1170.00 0.84 30.42 153.00 0.00 0.00 0.00 0.00 5.77 1,342.55 1625.00 1.07 38.98 212.50 0.00 0.00 0.00 0.00 5.56 1,293.38 1625.00 1.01 36.84 212.50 0.00 0.00 0.00 0.00 2.95 687.53 2080.00 0.50 18.25 272.00 Load Combination Span Max. Deft Location in Span Load Combination Max. Deft Location in Span +D+Lr 1 0.4856 6.547 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Project Title: Page 61 of 1gineer: Project ID: Project Descr: I itie bIOCK Line b Printed: 16 SEP 2020, 10:18AM File3OC.ec6 [Wood earn software copyright ENERCALC, INC. 1983-2020, ftuiid:12.20.5.31 DESCRIPTION: RB8 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 1.115 1.115 Overall MINimum 0.260 0.260 D Only 0.855 0.855 +D+Lr 1.115 1.115 +D+0.750Lr 1.050 1.050 +0,60D 0.513 0.513 Lr Only 0.260 0.260 Title Block Line 1 Project Title: You can change this area Page 62 of 1gineer: using the Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM o od Beam File:3OC.ec6 - II !%''fINIIIJW1. Software copyright ENERCAIC, INC. 1983-2020, Build: 12.20.5.31 SHOP ENGINEERINi DESCRIPTION: RB9 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1,300.0 psi Ebend-xx 1,600.0ksi Fc - Prll 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 62 5. 0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling I 6x10 Span = 14.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 11.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.872 1 Maximum Shear Stress Ratio = 0330: 1 Section used for this span 6x10 Section used for this span 6x10 = 1,417.50psi = 70.13 psi = 1,625.00psi = 212.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7.125ft Location of maximum on span = 13.470 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.327 in Ratio = 523 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.571 in Ratio= 299 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M v Cd C EN C i Cr Cm C t CL M fb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.519 0.196 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.19 607.50 1170.00 1.05 30.05 153.00 +D+Lr . 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 It 1 0.872 0.330 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.77 1,417.50 1625.00 2.44 70.13 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250f1 1 0.748 0.283 1.25 1.000 1.00 1.00 1.00 1.00 1.00 8.38 1,215.00 1625.00 2.09 60.11 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.250 ft 1 0.175 0.066 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.51 364.50 2080.00 0.63 18.03 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. '+ Defi Location in Span +D+Lr 1 0.5714 7.177 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Project Title: Page 63 of 1gineer: Project ID: Project Descr: Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Wood earn Software copyright ENERCALC. INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: R139 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.743 2.743 Overall MINimum 1.568 1.568 DOnly 1.176 1.176 +D+Lr 2.743 2.743 +D+0,750Lr 2.351 2.351 +0.60D 0.705 0.705 LrOnly 1.568 1.568 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Page 64 of 1gineer: Project ID: Project Descr: Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: RB10 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced 6x6 Span = 6.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.044 1 Maximum Shear Stress Ratio = 0.027: 1 Section used for this span 6x6 Section used for this span 6x6 = 159.98p5i = 9.72 psi 3,625.00psi = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.250ft Location of maximum on span = 6.049 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio = 7361 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.019 in Ratio = 4206-180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M fb F'b V fv Fv DOnly Length =6.50ft 1 0.026 0.016 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.044 0.027 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.038 0.023 1.25 1.000 1.00 1,00 1.00 1.00 1.00 +0,60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.009 0.005 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 0.00 0.00 0.00 0.00 0.16 68.56 2610.00 0.08 4.16 261.00 0.00 0.00 0.00 0.00 0.37 159.98 3625.00 0.20 9.72 362.50 0.00 0.00 0.00 0.00 0.32 137.13 3625.00 0.17 8.33 362.50 0.00 0.00 0.00 0.00 0.10 41.14 4640.00 0.05 2.50 464.00 Load Combination Span Max. - Defi Location in Span Load Combination Max. Defi Location in Span +D+Lr 1 0.0185 3.274 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 65 of lff using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:16AM File: 30C.ec6 Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build12.20.5.31 I Lic. #: KW-06009TO-5 SHOP ENGINEERING DESCRIPTION: RBIO Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.228 0.228 Overall MiNimum 0.130 0.130 D Only 0.098 0.098 +D+Lr 0.228 0.228 +D+0.750Lr 0.195 0.195 +0.60D 0.059 0.059 Lr Only 0.130 0.130 Title Block Line 1 Project Title: You can change this area Page 66 of 1gineer: using the Settings' menu item Project ID: A 46 • ,.;.,, Project Descr: CIIULIICIIUOIIItIIC ruIIILIIIcX Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM [Wood Beam File: 30C.eCb is lLi t'A'E1It1I1I711. Software copynghtENERcALc INC 1983-2020 Bud 1220531 DESCRIPTION: RB11 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1300 psi Ebend-xx 1600ksi Fc - Prll 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59pcf Beam Bracing : Completely Unbraced D(O.12) .03 ILr(0.04 6x6 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Point Load: 0 = 0.6120k @5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.706- 1 Maximum Shear Stress Ratio = 0.146 : 1 Section used for this span 6x6 Section used for this span 6x6 824.40p5i 31.01 psi = 1,170.00psi 212.50 psi Load Combination D Only Load Combination +D+Lr Location of maximum on span = 5.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio = 1617>=240 Max Upward Transient Deflection 0.000 in Ratio = 0<240 Max Downward Total Deflection 0.311 in Ratio = 385>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd C FN C1 Cr Cm C t CL M fb Pb V fv F'v O Only 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.705 0.144 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.91 824.40 1170.00 0.44 21.96 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.640 0.146 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.41 1,040.78 1625.00 0.63 31.01 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.607 0.135 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.28 986.69 1625.00 0.58 28.75 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.238 0.048 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.14 494.64 2080.00 0.27 13.18 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+Lr 1 0.3114 5.036 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 67 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: RBI Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support I Support 2 Overall MAXimum 0.656 0.656 Overall MINimum 0.200 0.200 D Only 0.456 0.456 +D+Lr 0.656 0.656 +D+0.750Lr 0.606 0.606 +0.60D 0.274 0.274 Lr Only 0.200 0.200 Title Block Line 1 Project Title: You can change this area Page 68 of 1gineer: using the Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam - File: 30C.ec6 Software copyright ENERCAIC INC 1983-2020 Bud 1220 531j DESCRIPTION: RB12 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1,300.Opsi Ebend-xx 1,600.0ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Completely Unbraced D(0 32) D(O.105) Lr(O.14) F 6x8 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 7.0 ft Point Load: 0 = 0.320k @ 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.940.1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span = 1,511.82psi = 1,608.51 psi Load Combination +D+Lr Load Combination Location of maximum on span = 7,292ff Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.340 in Ratio = 476 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.683 in Ratio = 237-180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations = 0191:1 6x8 = 61.76 psi = 212.50 psi +D+Lr = 12.909 ft = Span #1 Load Combination Segment Length Span # Max Stress M Ratios V C C EN C i Cr Cm C C L Moment Values M fb F'b V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 13.451 It 1 0.672 0.199 0.90 1.000 1.00 1.00 1.00 1.00 0.99 3.35 780.33 1161.86 0.84 30.41 153.00 Length = 0.04927 ft 1 0.009 0.199 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.04 10.27 1169.97 0.84 30.41 153.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.940 0.291 1.25 1.000 1.00 1.00 1.00 1.00 0.99 6.50 1,511.82 1608.51 1.70 61.76 212.50 Length =0.04927ft 1 0.013 0.291 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.09 21.07 1624.94 1.70 61.76 212.50 +D+0.750Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.825 0.254 1.25 1.000 1.00 1.00 1.00 1.00 0.99 5.70 1,327.59 1608.51 1.48 53.93 212.50 Length =0.04927 ft 1 0.011 0.254 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.08 18.37 1624.94 1.48 53.93 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 It 1 0.228 0.067 1.60 1.000 1.00 1.00 1.00 1.00 0.99 2.01 468.20 2051.56 0.50 18.25 272.00 Length = 0.04927 it 1 0.003 0.067 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.03 6.16 2079.91 0.50 18.25 272.00 Title Block Line 1 Project Title: You can change this area Page 69 of lff using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 1018AM Wood Beam File: 30C.ec6- Software copyright ENERcALC, INC. 1983-2020, Build: 12.20.5.3 I Lic. #: KW-06009705 SHOP ENGINEERINGF- DESCRIPTION:: RB12 Overall Maximum Deflections Load combination Span Max. - Deft Location in Span Load combination Max. '+ Defi Location in Span +D+Lr 1 0.6830 6.849 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.784 1.843 Overall MiNimum 0.945 0.945 D Only 0.839 0.898 +D+Lr 1.784 1.843 +D+0.750Lr 1.548 1.607 +0.60D 0.503 0.539 Lr Only 0.945 0.945 Title Block Line 1 Project Title: You can change this area Page 70 of gineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Wood Beam File:30C.ec6 Software copriht ENERCALC. INC. 1983-2020, Bujld:12.20.5.31 DESCRIPTION: RB13 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fe - PrIl 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.195) Lr(0.26) 15 1 5.25x11.875 Span = 17.330 ft Applied Loads Uniform Load : 0 = 0.0150, Lr = 0.020 ksf, Tributary Width = 13.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 7)p-inn C Maximum Bending Stress Ratio = 0.45& 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 1,661.21 psi = 3,625.00psi Load Combination +D+Lr Load Combination Location of maximum on span = 8.665ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.362 in Ratio = 574 >=240 Max Upward Transient Deflection 0.000 in Ratio = 0 <240 Max Downward Total Deflection 0.634 in Ratio = 328 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C C L = 0.233:1 5.25x11.875 = 84.47 psi = 362.50 psi +D+Lr = 16.381 ft = Span #1 Shear Values V fv F'v Moment Values M fb F'b 0.00 0.00 0.00 0.00 711.95 2610.00 1.50 36.20 261.00 0.00 0.00 0.00 0.00 1,661.21 3625.00 3.51 84.47 362.50 0.00 0.00 0.00 0.00 1,423.89 3625.00 3.01 72.41 362.50 0.00 0.00 0.00 0.00 427.17 4640.00 0.90 21.72 464.00 I_I _1IIIy Length = 17.330 ft 1 0.273 0.139 0.90 1.000 1.00 1.00 1.00 1.00 1.00 7.32 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17.330 It 1 0.458 0.233 1.25 1.000 1.00 1.00 1.00 1.00 1.00 17.08 +D+0,750Lr 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17.330 ft 1 0.393 0.200 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.64 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17.330 ft 1 0.092 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.39 Overall Maximum Deflections Load Combination Span Max. '-" Defi Location in Span Load Combination Max. "+' Defi Location in Span +D+Lr 1 0.6339 8.728 0.0000 0.000 Title Block Line 1 You can change this area using the Settings" menu item and then using the Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Page 71 of lff Agineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Software copyright ENERcALc, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: RB13 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 3.943 3,943 Overall MINimum 2.253 2.253 D Only 1.690 1.690 +D+Lr 3.943 3.943 +D+0.75OLr 3.379 3.379 +0.60D 1.014 1.014 Lr Only 2.253 2.253 Title Block Line 1 You can change this area using the Settings" menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam lit DESCRIPTION: RJ2 CODE REFERENCES Project Title: I Page 72 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Software coøyriqht ENERcALc, INC. 1983-2020, Build:12.20.5.31 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0 ksi Fc - PrIl 600.0 psi Eminbend - xx 470.0ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2x10 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, Lr 0.020 ksf, Tributary Width 2.0 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio = 0.690 1 Maximum Shear Stress Ratio = 0.204: 1 Section used for this span 2x10 Section used for this span 2x10 = 829.57 psi = 1,203.13psi Load Combination +D+Lr Location of maximum on span = 6.500 ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.201 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.352 in Ratio= Max Upward Total Deflection 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations = 43.44 psi = 212.50 psi Load Combination +D+Lr Location of maximum on span = 12.241 ft Span # where maximum occurs = Span # 1 775 >=240 0<240 443 >=180 0<180 Shear Values Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C EN C i Cr Cm C CL M fb Fb V fv F'v DOnly Length = 13.0 ft 1 0.410 0.122 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.63 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.0 It 1 0.690 0.204 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.48 +D+0.750Lr 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.0 It 1 0.591 0.175 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.27 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 Length = 13.0 ft 1 0.139 0.041 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.38 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination +D+Lr 1 0.3518 6.547 0.00 0.00 0.00 0.00 355.53 866.25 0.17 18.62 153.00 0.00 0.00 0.00 0.00 829.57 1203.13 0.40 43.44 212.50 0.00 0.00 0.00 0.00 711.06 1203.13 0.34 37.24 212.50 0.00 0.00 0.00 0.00 213.32 1540.00 0.10 11.17 272.00 Max. "+" Deft Location in Span 0.0000 0.000 I Title Block Line I You can change this area using the "Settings menu item and then using the "Printing & Title Block" selection. Project Title: Page 73 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM tile: uu.ecb Wood Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20,5.31 DESCRIPTION: RJ2 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.455 0.455 Overall MiNimum 0.260 0.260 0 Only 0.195 0.195 +D+Lr 0.455 0.455 i-Di-0.750Lr 0.390 0.390 i-0.60D 0.117 0.117 Lr Only 0.260 0.260 Title Block Line 1 Project Title: You can change this area Page 74 of Agineer: using the Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec" Lic. Software copyright ENERCAIC, INC. 1983-2O2O, Build: 12O.51 SHOP ENGINEER1141-ft DESCRIPTION: RA CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Stress Design Fb + 875.0 psi E: Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875.0 psi Ebend- xx 1,300.0 ksi Fc - Prll 600.0 psi Eminbend - xx 470.0ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 62 5. 0 psi Wood Grade : No.2 Fv 170.0 psi Ft 425.0 psi Density 30.590pcf Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.03) Lr(0.04) D(0.03) Lr(0.04) 2x10 200 Span = 8.0 ft Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft Load for Span Number 2 Uniform Load D = 0.0150, Lr = 0.020 ksf, Tributary Width = 2.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.58& 1 Maximum Shear Stress Ratio Section used for this span 2x10 Section used for this span = 706.85psi = 1,203.13psi Load Combination +D+Lr Load Combination Location of maximum on span = 8.000ft Location of maximum on span Span # where maximum occurs Span # I Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.173 in Ratio = 832 >=240 Max Upward Transient Deflection -0.014 in Ratio = 7062 >240 Max Downward Total Deflection 0.302 in Ratio = 476 >180 Max Upward Total Deflection -0.024 in Ratio = 4035 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb = 0.196:1 2x10 = 41.55 psi = 212.50 psi +D+Lr = 7.240 ft = Span #1 Shear Values Pb V fv F'v D Only 0.00 Length =8.0ft 1 0.350 0.116 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.54 302.94 866.25 Length = 6.0 ft 2 0.350 0.116 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.54 302.94 866.25 +D+Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 Length = 8.0 ft 1 0.588 0.196 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.26 706.85 1203.13 Length = 6.0 ft 2 0.588 0.196 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.26 706.85 1203.13 +D+0,750Lr 1.100 1.00 1.00 1.00 1.00 1.00 0.00 Length = 8.0 ft 1 0.504 0.168 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.08 605.87 1203.13 Length = 6.0 ft 2 0.504 0.168 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.08 605.87 1203.13 +0.60D 1.100 1.00 1.00 1.00 1.00 1.00 0.00 Length = 8.0 ft 1 0.118 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 181.76 1540.00 0.00 0.00 0.00 0.16 17.81 153.00 0.16 17.81 153.00 0.00 0.00 0.00 0.38 41.55 212.50 0.37 41.55 212.50 0.00 0.00 0.00 0.33 35.61 212.50 0.32 35.61 212.50 0.00 0.00 0.00 0.10 10.68 272.00 Title Block Line 1 Project Title: You can change this area Page 75 of gineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood File: 30C.ec6 oo earn Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 ILie. itTA!EII.IIIPWI. DESCRIPTION: RJ1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M fb Fb V fv Fv Length = 6.0 ft 2 0.118 0.039 1.60 1.100 1.00 1.00 1.00 1.00 1.00 0.32 181.76 1540.00 0.09 10.68 272.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0000 0.000 +D+Lr -0.0238 5.765 +D+Lr 2 0.3023 6.000 0.0000 5.765 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 0.123 0.858 Overall MiNimum 0.070 0.490 D Only 0.053 0.368 +D+Lr 0.123 0.858 +D+0.750Lr 0.105 0.735 +0.60D 0.032 0.221 Lr Only 0.070 0.490 Moment Values Shear Values M tb F'b V fv F'v 0.00 0.00 0.00 0.00 0.60 139.64 1170.00 0.25 9.24 153.00 0.00 0.00 0.00 0.00 2.60 605.09 1300.00 1.10 40.03 170.00 0.00 0.00 0.00 0.00 2.10 488.73 1625.00 0.89 32.33 212.50 0.00 0.00 0.00 0.00 0.36 83.78 2080.00 0.15 5.54 272.00 Max. "+" Defi Location in Span Title Block Line 1 Project Title: You can change this area Page 76 of 1gineer: using the Settings' menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6L. I Software copyri9htENERCALC INC. l983-2020, Build: I2.20.5.31 ENGINEERINft _SHOP, DESCRIPTION: 2B1 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination JBC 2018 Fb - 1300 psi Ebend- xx 1600 ksi Fe - PrIl 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 30.59pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 07 6x8 Span = 8.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0750, L = 0.250 ksf, Tributary Width = 1.0 ft DESIGN SUMMARY PSi(1fl c Maximum Bending Stress Ratio 0.465 1 Maximum Shear Stress Ratio Section used for this span 6x8 Section used for this span 605.09 psi 1,300.00 psi Load Combination +D+L Location of maximum on span 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.075 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.097 in Ratio = Max Upward Total Deflection 0.000 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span Span # where maximum occurs 1281 >=360 0<360 985 >=240 0<240 = 0.235:1 6x8 = 40.03 psi 170.00 psi +D+L = 7.387 ft = Span #1 Load Combination Max Stress Ratios Segment Length Span # M V C C FN C i Cr Cm C t CL Li LiIII Length =8.oft 1 0.119 0.060 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 8.0 ft 1 0.465 0.235 1.00 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length =8.0ft 1 0.301 0.152 1.25 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length =8.0ft 1 0.040 0.020 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination +D+L 1 0.0974 4.029 Title Block Line 1 You can change this area using the "Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 77 of gineer: Project ID: Project Descr: Title Block Line b Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 00 earn Software copyright ENERCALc, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 2B1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.300 1.300 Overall MINimum 1.000 1.000 D Only 0.300 0.300 +D+L 1.300 1.300 +D+0.750L 1.050 1.050 +0.60D 0.180 0.180 L Only 1.000 1.000 Title Block Line 1 Project Title: You can change this area Page 78 of Iff using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Iit'L'fINIIILI1. Software copyright ENERcALC INC. 1983-2020, Build: 12.20.5.31 SHOP ENGINEERINU DESCRIPTION: 2132 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1 ,016.54ksi Wood Species : iLevellrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(10) 7x16 Span = 20.670 ft Applied Loads Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 10.50 ft Point Load: D = 10.0 k@5.oft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.894 1 Maximum Shear Stress Ratio Section used for this span 7x16 Section used for this span = 2,447.19psi = 2,736.72 psi Load Combination +D+L Load Combination Location of maximum on span = 6.110ft Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.363 in Ratio = 683 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.951 in Ratio = 260 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations = 0.592:1 7x16 = 171.55 psi = 290.00 psi +D+L = 0.000 ft = Span #1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Cm C CL Moment Values Shear Values M fb Pb V fv Fv 0.00 0.00 0.00 9.01 120.63 261.00 0.00 0.00 0.00 12.81 171.55 290.00 0.00 0.00 0.00 11.86 158.82 362.50 0.00 0.00 0.00 5.40 72.38 464.00 Li UI Ily V.UIJ Length =20.6708 1 0.715 0.462 0.90 0.969 1.00 1.00 1.00 1.00 0.98 43.99 1,767.42 2471.98 +D+L 0.969 1.00 1.00 1.00 1.00 0.98 0.00 Length =20.6708 1 0.894 0.592 1.00 0.969 1.00 1.00 1.00 1.00 0.97 60.91 2,447.19 2736.72 +D+0.750L 0.969 1.00 1.00 1.00 1.00 0.97 0.00 Length =20.6708 1 0.670 0.438 1.25 0.969 1.00 1.00 1.00 1.00 0.96 56.43 2,267.13 3384.97 +0.60D 0.969 1.00 1.00 1.00 1.00 0.96 0.00 Length =20.6708 1 0.250 0.156 1.60 0.969 1.00 1.00 1.00 1.00 0.95 26.39 1,060.45 4248.85 Overall Maximum Deflections Load Combination Span Max. '- Defi Location in Span Load Combination Max. Defi Location in Span +D+L 1 0.9510 9.807 0.0000 0.000 Title Block Line 1 You can change this area using the Settings menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Page 79 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File 30C.ëc6 .C, INC. 1983-2020, Build: 12.20.5.31 Wood Beam Software DESCRIPTION: 2132 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.549 8.387 Overall MINimum 4.341 4.341 D Only 9.209 4.047 +D+L 13.549 8.387 +Di-0.750L 12.464 7.302 +0.600 5.525 2.428 L Only 4.341 4.341 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Page 80 of lff Project ID: Project Descr: Printed 16 SEP 2020. 10:18AM [Wood Beam Softwareoopyright ERCALC, INC. 1983-202BuiId:1220.31 II! itVEINIII1 701. SHOP ENGINEEi~_ING_ DESCRIPTION: 2B3 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling it 975) 5.25x14.0 Span = 14.0 ft Applied Loads Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Load for Span Number 2 Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.330 ft Point Load: D = 2.275, E = 1.975 k @5.0 ft DESIGN SUMMARY 5.25x14.O Span = 5.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio 0.317: 1 Maximum Shear Stress Ratio = 0.184: 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 813.37psi 48.00 psi = 2,565.72p51 = 261.00 psi Load Combination D Only Load Combination 0 Only Location of maximum on span = 14.000ft Location of maximum on span 14.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.225 in Ratio = 532 >=360 Max Upward Transient Deflection -0.090 in Ratio = 1866 >=360 Max Downward Total Deflection 0.413 in Ratio= 290 >=240 Max Upward Total Deflection -0.162 in Ratio = 1037 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C t C L M fb Pb V N F'v D Only 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.317 0.184 0.90 0.983 1.00 1.00 1.00 1.00 1.00 11.62 813.37 2565.72 2.35 48.00 261.00 Length =5.oft 2 0.317 0.184 0.90 0.983 1.00 1.00 1.00 1.00 1.00 11.62 813.37 2565.72 2.35 48.00 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.302 0.180 1.00 0.983 1.00 1.00 1.00 1.00 1.00 12.29 859.90 2850.80 2.56 52.18 290.00 Length = 5.0 ft 2 0.302 0.180 1.00 0.983 1.00 1.00 1.00 1.00 1.00 12.29 859.90 2850.80 2.56 52.18 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.238 0.141 1.25 0.983 1.00 1.00 1.00 1.00 1.00 12.12 848.27 3563.50 2.51 51.14 362.50 Length =5.oft 2 0.238 0.141 1.25 0.983 1.00 1.00 1.00 1.00 1.00 12.12 848.27 3563.50 2.51 51.14 362.50 +D+0.70E 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Page 81 Of 1Agineer: using the Settings' menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyright ENERCALc, INC. 1983-2020, Build:12.20.5.31 Lic. #: KW-06009705 SHOP ENGINEEWWa DESCRIPTION: 2B3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C C L M N F'b V N F'v Length =14.oft 1 0.284 0.164 1.60 0.983 1.00 1.00 1.00 1.00 1.00 18.54 1,297.04 4561.28 3.73 76.21 464.00 Length =5.0ft 2 0.284 0.164 1.60 0.983 1.00 1.00 1.00 1.00 1.00 18.54 1,297.04 4561.28 3.73 76.21 464.00 +D+0.750L+0.5250E 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.266 0.156 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.31 1,211.02 4561.28 3.54 72.30 464.00 Length =5.0ft 2 0.266 0.156 1.60 0.983 1.00 1.00 1.00 1.00 1.00 17.31 1,211.02 4561.28 3.54 72.30 464.00 +0.60D 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 It 1 0.107 0.062 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.97 488.02 4561.28 1.41 28.80 464.00 Length =5.0 ft 2 0.107 0.062 1.60 0.983 1.00 1.00 1.00 1.00 1.00 6.97 488.02 4561.28 1.41 28.80 464.00 +0.60D+0.70E 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.213 0.123 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.89 971.69 4561.28 2.79 57.01 464.00 Length =5.0ft 2 0.213 0.123 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.89 971.69 4561.28 2.79 57.01 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0000 0.000 +D+0.70E -0.1619 8.134 +0+0.706 2 0.4134 5.000 0.0000 8.134 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -1.184 5.266 Overall MINimum -0.691 2.680 D Only -0.691 3.345 +D+L -0.366 4.031 +D+0.750L -0.447 3.859 +D+0.70E -1.184 5.221 +D+0.750L+0.5250E -0.817 5.266 460D -0.414 2.007 +0.60D+0.70E -0.908 3.883 L Only 0.325 0.686 E Only -0.705 2.680 Title Block Line 1 Project Title: You can change this area Page 82 of 1Agineer: using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 00 earn Software copyright ENERCALC, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 2134 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2900 psi Ebend-xx 2200ksi Fc - PrIl 2900 psi Eminbend - xx 1118.19ksi Wood Species iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Density 45.07 pcf D( 2) 0(0.045) L(O.18) 13(0.045) L(0.18) 7x18 7x18 Span = 14.0 ft Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 ft Load for Span Number 2 Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 ft Point Load: D= 12.0 k@5.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.771: 1 Maximum Shear Stress Ratio = 0.555: 1 Section used for this span 7x18 Section used for this span 7x18 = 1,922.62psi = 144.74 psi = 2,495.14psi = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 14.000ft Location of maximum on span = 14.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 11488 >=360 Max Upward Transient Deflection -0.008 in Ratio = 14282 >=360 Max Downward Total Deflection 0.436 in Ratio = 274 >=240 Max Upward Total Deflection -0.172 in Ratio = 976 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C I C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.771 0.555 0.90 0.956 1.00 1.00 1.00 1.00 1.00 60.56 1,922.62 2495.14 12.16 144.74 261.00 Length = 5.0 ft 2 0.771 0.555 0.90 0.956 1.00 1.00 1.00 1.00 1.00 60.56 1,922.62 2495.14 12.16 144.74 261.00 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.719 0.525 1.00 0.956 1.00 1.00 1.00 1.00 1.00 62.81 1,994.05 2772.37 12.79 152.28 290.00 Length = 5.0 ft 2 0.719 0.525 1.00 0.956 1.00 1.00 1.00 1.00 1.00 62.81 1,994.05 2772.37 12.79 152.28 290.00 +D+0750L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 14.0 ft 1 0.570 0.415 1.25 0.956 1.00 1.00 1.00 1.00 1.00 62.25 1,976.19 3465.47 12.63 150.40 362.50 Length = 5.0 ft 2 0.570 0.415 1.25 0.956 1.00 1.00 1.00 1.00 1.00 62.25 1,976.19 3465.47 12.63 150.40 362.50 +0.600 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Page 83 of gineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM W oo earn File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 2134 Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb F'b Length = 14.0 ft 1 0.260 0.187 1.60 0.956 1.00 1.00 1.00 1.00 1.00 36.34 1,153.57 4435.80 Length =5.0ft 2 0.260 0.187 1.60 0.956 1.00 1.00 1.00 1.00 1.00 36.34 1,153.57 4435.80 Overall Maximum Deflections Shear Values V fv F'v 7.30 86.85 464.00 7.30 86.85 464.00 Load Combination Span Max. "-a Defi Location in Span Load Combination Max. "+" Deft Location in Span 1 0.0000 0.000 D Only -0.1720 8.134 O Only 2 0.4361 5.000 0.0000 8.134 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -4.011 19.187 Overall MINimum -4.011 2.321 D Only -4.011 16.866 +D+L -2.912 19.187 +D+0.750L -3.186 18.606 +0.60D -2.407 10.120 L Only 1.099 2.321 Title Block Line 1 Project Title: You can change this area Page 84 of 1gineer: using the Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Wood Beam -File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 2B5 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2900 psi Ebend-xx 2200ksi Fc - PrIl 2900 psi Eminbend - xx 1118.19ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.2E Fv 290 psi Ft 2025 psi Density 45.07 pcf Beam Bracing : Completely Unbraced Applied Loads Span =5.Oft -i Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0150, L = 0.040 ksf, Extent = 0.0 -->> 3.0 ft, Tributary Width = 9.50 ft Point Load: D20.ok@3.oft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.6641 Maximum Shear Stress Ratio = 0.948 : 1 Section used for this span 5.25x14.0 Section used for this span 5.25x14.0 = 1,693.23psi = 247.52 psi = 2,548.14 psi = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 2.993ft Location of maximum on span = 3.011 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.001 in Ratio= 44701 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.034 in Ratio= 1749 >240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M fb F'b V Iv F'v D Only 0.00 0.00 0.00 0.00 Length =5.0ft 1 0.664 0.948 0.90 0.983 1.00 1.00 1.00 1.00 0.99 24.20 1,693.23 2548.14 12.13 247.52 261.00 +D+L 0.983 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.616 0.878 1.00 0.983 1.00 1.00 1.00 1.00 0.99 24.89 1,741.26 2828.80 12.47 254.49 290.00 +D+0.750L 0.983 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length =5.0 It 1 0.490 0.697 1.25 0.983 1.00 1.00 1.00 1.00 0.99 24.71 1,729.25 3527.91 12.38 252.75 362.50 +0.60D 0.983 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.226 0.320 1.60 0.983 1.00 1.00 1.00 1.00 0.99 14.52 1,015.94 4499.96 7.28 148.51 464.00 Overall Maximum Deflections Load Combination Span Max. a-" Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+L 1 0.0343 2.646 0.0000 0.000 Title Block Line 1 Project Title: You can change this area Page 85 of Agineer: using the 'Settings' menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM 00 earn File: 30C.ec6 Software copyriqht ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 2B5 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.097 12.470 Overall MiNimum 0.798 0.342 D Only 8.299 12.128 +D+L 9.097 12.470 +D+0.750L 8.898 12.385 +0.60D 4.980 7.277 L Only 0.798 0.342 Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 86 of Iff Project ID: Project Descr: Printed. 16 SEP 2020, 10:18AM File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 SHOP ENGINEERING DESCRIPTION: 2B6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900 psi E: Modulus of Elasticity Load Combination I BC 2018 Fb - 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Wood Species iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 45.07pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 18 18 D(0.045) L(0.18 D(2 I 48) 5.25x1 1.875 5.25x11.875 5.25x11.875 Span = 5.0 ft Span = 12.750 ft Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 ft Load for Span Number 2 Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 ft Load for Span Number 3 Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 ft Point Load: D = 2.480 k @ 5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.5101 Section used for this span 5.25x11.875 = 1.479.47Dsi = 2,900.00psi Load Combination +D+L Location of maximum on span 12.750ft Span # where maximum occurs = Span #2 Maximum Deflection Max Downward Transient Deflection 0.019 in Ratio = Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.444 in Ratio = Max Upward Total Deflection -0.150 in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination Location of maximum on span Span # where maximum occurs 7967 >=360 0 <360 270 >=240 1022 >=240 = 0.281:1 5.25x11.875 = 81.51 psi = 290.00 psi +D+L = 12.750 ft = Span #2 Maximum Shear Stress Ratio Section used for this span Load Combination Segment Length Span # Max Stress Ratios M V Cd C F/V C i Cr Cm C t CL D Only Length = 5.0 ft 1 0.021 0.063 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.750 ft 2 0.483 0.245 0.90 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 3 0.483 0.245 0.90 1.000 1.00 1.00 1.00 1.00 1.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 Length =5.0ft 1 0.094 0.075 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 12.750 ft 2 0.510 0.281 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 3 0.510 0.281 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Moment Values M fb F'b 0.00 0.56 54.71 2610.00 12.96 1,260.65 2610.00 12.96 1,260.65 2610.00 0.00 2.81 273.53 2900.00 15.21 1,479.47 2900.00 15.21 1,479.47 2900.00 Shear Values V fv F'v 0.00 0.00 0.00 0.69 16.50 261.00 2.66 64.04 261.00 2.66 64.04 261.00 0.00 0.00 0.00 0.91 21.84 290.00 3.39 81.51 290.00 3.39 81.51 290.00 Title Block Line 1 Project Title: You can change this area Page 87 of 1gineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 - Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 I Lic. #: KW-06009705 SHOP ENGINEERING DESCRIPTION: 266 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i Cr Cm C I C L M fb F'b V fv F'v Length r50ft 1 0.060 0.048 125 1.000 100 100 100 100 100 225 21882 362500 073 1747 36250 Length = 12.750 ft 2 0.393 0.213 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.65 1,424.77 3625.00 3.21 77.14 362.50 Length =5.0ft 3 0.393 0.213 1.25 1.000 1.00 1.00 1.00 1.00 1.00 14.65 1,424.77 3625.00 3.21 77.14 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.0 ft 1 0.007 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.34 32.82 4640.00 0.41 9.90 464.00 Length = 12.750 ft 2 0.163 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.78 756.39 4640.00 1.60 38.42 464.00 Length =5.Oft 3 0.163 0.083 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.78 756.39 4640.00 1.60 38.42 464.00 Overall Maximum Deflections Load Combination Span Max. a-" Defi Location in Span Load Combination Max. Y" Deft Location in Span +D+L 1 0.1674 0.000 0.0000 0.000 2 0.0000 0.000 D Only -0.1496 7.500 +D+L 3 0.4436 5.000 0.0000 7.500 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 2.048 6.012 Overall MiNimum 2.048 2.048 D Only -0.461 3.964 1.587 6.012 +D+0.750L 1.075 5.500 +0.60D -0.276 2.379 L Only 2.048 2.048 Title Block Line 1 Project Title: You can change this area Page 88 of lff using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM %AI File: 30C.ec6 vvOOu Beam Software coyriqht ENERCALC. INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 2137 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend- xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species :Q Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(0.12)Lr(0.16) D(6.8 Lr(4) V 5.25x1 1.875 Span = 20.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : 0 = 0.0150, L = 0.040 ksf, Tributary Width 2.50 ft Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft Point Load : 0 = 6.80, Lr = 4.0k @0.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.527: 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.875 Section used for this span = 1,800.87psi = 3,418.93psi Load Combination i-D+0750Lr+0750L Load Combination Location of maximum on span = 10.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio = 563 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.962 in Ratio = 255 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 7)p-,inn C = 0.217:1 5.25x11.875 = 78.68 psi = 362.50 psi +D+0.750Lr+0750L = 0.000 ft = Span #1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C F/V c i Cr Cm C t C L M tb F'b V tv F'v D Only 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.319 0.135 0.90 1.000 1.00 1.00 1.00 1.00 0.97 8.27 804.64 2524.58 1.46 35.16 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.472 0.198 1.00 1.000 1.00 1.00 1.00 1.00 0.96 13.53 1,315.53 2787.92 2.39 57.48 290.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.474 0.196 1.25 1.000 1.00 1.00 1.00 1.00 0.94 16.68 1,622.06 3418.93 2.95 70.87 362.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.527 0.217 1.25 1.000 1.00 1.00 1.00 1.00 0.94 18.52 1,800.87 3418.93 3.27 78.68 362.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length =20.50ft 1 0.374 0.156 1.15 1.000 1.00 1.00 1.00 1.00 0.95 12.21 1,187.81 3171.85 2.16 51.90 333.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length = 20.50 ft 1 0.115 0.045 1.60 1.000 1.00 1.00 1.00 1.00 0.91 4.96 482.79 4207.66 0.88 21.09 464.00 Title Block Line 1 Project Title: You can change this area Page 89 of 1L7 gineer: using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 00 earn Software copyright ENERCALC, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 2B7 Overall Maximum Deflections Load Combination Span +D+0.750Lrs-0750L 1 Vertical Reactions Max. -" Defi Location in Span Load Combination Support notation : Far left is #1 Max. Deft Location in Span 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 14.054 3.613 Overall MiNimum 1.025 1.025 DOnly 8.414 1.614 +D+L 9.439 2.639 +D+Lr 14.054 3.254 +D+0.750Lr+0750L 13.413 3.613 i-D+0.750L 9.183 2.383 +0.60D 5.049 0.969 LrOnly 5.640 1.640 L Only 1.025 1.025 Title Block Line 1 Project Title: You can change this area Page 90 of 1gineer: using the "Settings" menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam - File: 30C.ec6~11111 II! Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 2138 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method : Allowable Stress Design Fb + Load Combination IBC 2018 Fb - Fc - Prll Wood Species : Q Fc - Perp Wood Grade : ParallamPSL2.OE Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(6) 1 D(O.12)Lr(0.16) 2,900.0 psi E: Modulus of Elasticity 2,900.0 psi Ebend-xx 2,000.Oksi 2,900.0 psi Eminbend - xx 1,016.54 ksi 750.0 psi 290.0 psi 2,025.0 psi Density 45.070pcf D 6) 5.25x18.O Span = 21.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L 0.040 ksf, Tributary Width = 2.50 ft Uniform Load: D = 0.0150, Lr 0.020 ksf, Tributary Width = 8.0 ft Point Load: 06.ok@5.oft Point Load D=6.ok@ 15.0 ft DESIGN SUMMARY IIEIi1 Maximum Bending Stress Ratio = 0.723 1 Maximum Shear Stress Ratio = 0.472: 1 Section used for this span 5.25x18.0 Section used for this span 5.25x18.0 = 2,004.36psi = 136.74 psi = 2,772.37p5i = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 11.573ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio = 1826 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.866 in Ratio = 291 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C EN C i Cr Cm C I CL M fb Fb V N F'v D Only 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.712 0.469 0.90 0.956 1.00 1.00 1.00 1.00 1.00 41.94 1,775.29 2495.14 7.71 122.38 261.00 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0,723 0.472 1.00 0.956 1.00 1.00 1.00 1.00 1.00 47.35 2,004.36 2772.37 8.61 136.74 290.00 +D+Lr 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 21.0 It 1 0.618 0.401 1.25 0.956 1.00 1.00 1.00 1.00 1.00 50.63 2,143.10 3465.47 9.16 145.35 362.50 +D+0.750Lr+0.750L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.642 0.415 1.25 0.956 1.00 1.00 1.00 1.00 1.00 52.55 2,224.22 3465.47 9.47 150.38 362.50 +D+0.750L 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =21.0ft 1 0.611 0.399 1.15 0.956 1.00 1.00 1.00 1.00 1.00 45.99 1,946.76 3188.23 8.39 133.15 333.50 +0.60D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Page 91 of gineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 . Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 00 earn Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 lit iR''E,I8IIi7iPJ. DESCRIPTION: 2B8 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C CL M fb F'b Length = 21.0 ft 1 0.240 0.158 1.60 0.956 1.00 1.00 1.00 1.00 1.00 25.16 1,065.18 4435.80 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. "+ Defi Location in Span +D+0.750Lr+0750L 1 0.8656 10.577 0.0000 0.000 Vertical Reactions Support notation : Far left is#1 Values in KIPS - Load Combination Support 1 Support 2 Overall MAXimum 9.987 9.416 Overall MiNimum 1.050 1.050 D Only 7.939 7.368 +D+L 8.989 8.418 +D+Lr 9.619 9.048 +D+0750Lr+0750L 9.987 9.416 +D+0.750L 8.727 8.156 +0.60D 4.764 4.421 LrOnly 1.680 1.680 L Only 1.050 1.050 Shear Values V fv F'v 4.63 73.43 464.00 Title Block Line 1 You can change this area using the Settings' menu item and then using the Printing & Title Block' selection. Title Block Line 6 Project Title: Page 92 of 1Agineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM DESCRIPTION: 2B9 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 2,900.0 psi Ebend-xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : Level Truss Joist Fe - Perp 750.0 psi Wood Grade : Parallam PSL 2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(11.3) 7x18 7x18 I Span = 10.0 ft Span = 5.0 ft Applied Loads Load for Span Number 2 Point Load: D = 11.30 k@ 5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.719.1 Maximum Shear Stress Ratio Section used for this span 7x18 Section used for this span = 1,793.65psi = 2,495.14psi Load Combination D Only Load Combination Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.358 in Ratio = 334 >=240 Max Upward Total Deflection -0.093 in Ratio = 1294 >=240 Maximum Forces & Stresses for Load Combinations Service loads entered. Load Factors will be applied for calculations. u1FIiIs] = 0.515:1 7x18 = 134.52 psi = 261.00 psi D Only = 10000ff Span #1 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C F/V C.i Cr Cm C t C L M tb F'b V fv Fv D Only 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.719 0.515 0.90 0.956 1.00 1.00 1.00 1.00 1.00 56.50 1,793.65 2495.14 11.30 134.52 261.00 Length =5.0ft 2 0.719 0.515 0.90 0.956 1.00 1.00 1.00 1.00 1.00 56.50 1,793.65 2495.14 11.30 134.52 261.00 +0.60D 0.956 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 10.0 ft 1 0.243 0.174 1.60 0.956 1.00 1.00 1.00 1.00 1.00 33.90 1,076.19 4435.80 6.78 80.71 464.00 Length = 5.0 ft 2 0.243 0.174 1.60 0.956 1.00 1.00 1.00 1.00 1.00 33.90 1,076.19 4435.80 6.78 80.71 464.00 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. Defi Location in Span 1 0.0000 0.000 D Only -0.0927 5.810 D Only 2 0.3582 5.000 0.0000 5.810 Title Block Line 1 Project Title: You can change this area Page 93 of 1gineer: using the 'Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 00 earn Software copyright ENERCALC, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 2139 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -5.650 16.950 Overall MINimum -5.650 10.170 DOnly -5.650 16.950 +0.60D -3.390 10.170 Title Block Line 1 You can change this area using the Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Steel Beam Project Title: Page 94 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File 30C.ec6 Software copyright ENERCALC, INC. 1983-2020. Build: 12.20.5.31 DESCRIPTION: 2B10 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 50.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(17) D(O.11 25) L(0.3) TT Span = 19.330 ft )plied Loads Beam self weight NOT internally calculated and added Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 7.50 ft Point Load: 0 = 17.0k @ 17.0 ft Service loads entered. Load Factors will be applied for calculations. DESIGN SUMMARY .IrllI.1 Maximum 6-ending-s-- tress Ratio = 0.972: 1 Maximum Shear Stress Ratio = 0.337: 1 Section used for this span WI 2x26 Section used for this span WI 2x26 Ma: Applied 44.161 k-ft Va : Applied 18.938 k Mn /Omega: Allowable 45.450 k-ft Vn/Omega : Allowable 56.120 k Load Combination +D+L Load Combination +D+L Location of maximum on span 14.636ft Location of maximum on span 19.330 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.160 in Ratio = 1,449 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.489 in Ratio= 474 >=240. Max Upward Total Deflection 0.000 in Ratio= 0 <240.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Ornega Cb Rrn - - Va Max Vnx Vnx/Omega 0 Only Dsgn.L = 19.33 ft 1 0.690 0.286 37.01 37.01 89.59 53.65 1.38 1.00 16.04 84.18 56.12 +D+L Dsgn.L= 19.33 ft 1 0.972 0.337 44.16 44.16 75.90 45.45 1.17 1.00 18.94 84.18 56.12 +D+0.750L Dsgn.L= 19.33 ft 1 0.898 0.325 41.79 41.79 77.72 46.54 1.20 1.00 18.21 84.18 56.12 +0.60D Dsgn. L = 19.33 ft 1 0.414 0.171 22.21 22.21 89.59 53.65 1.38 1.00 9.62 84.18 56.12 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. "+" Defi Location in Span +D+L 1 0.4893 10.438 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MA)(imum 6.036 18.938 Overall MiNimum 1.882 2.900 D Only 3.136 16.038 +D+L 6.036 18.938 +D+0.750L 5.311 18.213 Title Block Line 1 Project Title: You can change this area Page 95 of gineer: using the 'Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Steel Beam File: 30C.ec6 Software copyright ENERCALC, INC. 198-2020, Build: 12.20.5.31 I II! !t'a'fsI1'III'P1. SHOP ENGINEERIN(--; DESCRIPTION: 2610 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 L Only 2.900 2.900 Title Block Line 1 Project Title: You can change this area Page 96 of 1gineer: using the Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM Woo d File: 30C.ec6 Beam Software copyi'iqht ENERcALc. INC. 193-2020. DESCRIPTION: 2B11 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevellrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(15.7) -- 7x11875 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Point Load: D = 15.70k @8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.706-1 Maximum Shear Stress Ratio = 0.868: 1 Section used for this span 7x11.875 Section used for this span 7x11.875 = 1,830.59psi = 226.65 psi = 2,592.48p5i = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 7.993 ft Location of maximum on span = 8.029 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio = 0<360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.168 in Ratio = 712 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Shear Values V fv F'v 0.00 0.00 0.00 12.56 226.65 261.00 0.00 0.00 0.00 7.54 135.99 464.00 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C C FN C i Cr Cm C C L M fb F'b D Only 0.00 Length = 10.0 ft 1 0.706 0.868 0.90 1.000 1.00 1.00 1.00 1.00 0.99 25.10 1,830.59 2592.48 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 Length = 10.0 ft 1 0.240 0.293 1.60 1.000 1.00 1.00 1.00 1.00 0.99 15.06 1,098.35 4579.01 Overall Maximum Deflections Load Combination Span Max. "-" Defi Location in Span Load Combination Max. Defi Location in Span DOnly 1 0.1684 5.657 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.140 12.560 Overall MiNimum 1.884 7.536 D Only 3.140 12.560 Title Block Line 1 Project Title: You can change this area Page 97 of gineer: using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block selection. Title Block Line 6 Printed 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 2B1 1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Title Block Line 1 You can change this area using the "Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 98 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 21312 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced Span =21.Oft .-. -. Applied Loads - Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width 10.0 ft Point Load : D = 7.60k @ 17.0 ft DESIGN SUMMARY 11Is] Maximum Bending Stress Ratio = 0.561:1 Maximum Shear Stress Ratio 0.457 :1 Section used for this span 7x18 Section used for this span 7x18 = 1,505.51 psi 132.46 psi = 2,685.39p5i = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 13106ff Location of maximum on span = 19.544 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.259 in Ratio= 973 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.561 in Ratio= 449 >240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C EN C i Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.388 0.342 0.90 0.956 1.00 1.00 1.00 1.00 0.97 29.68 942.22 2428.17 7.51 89.39 261.00 +D+L 0.956 1,00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length = 21.0 ft 1 0.561 0.457 1.00 0.956 1.00 1.00 1.00 1.00 0.97 47.42 1,505.51 2685.39 11.13 132.46 290.00 +D+0.750L 0.956 1.00 1.00 1.00 1.00 0.97 0.00 0.00 0.00 0.00 Length r21.oft 1 0.406 0.336 1.25 0.956 1.00 1.00 1.00 1.00 0.96 42.33 1,343.96 3309.88 10.22 121.69 362.50 +0.60D 0.956 1.00 1.00 1.00 1.00 0.96 0.00 0.00 0.00 0.00 Length =21.oft 1 0.137 0.116 1.60 0.956 1.00 1.00 1.00 1.00 0.93 17.81 565.33 4122.11 4.51 53.64 464.00 Overall Maximum Deflections Load Combination Span Max. -° Defi Location in Span Load Combination Max. "+" Defi Location in Span +D+L 1 0.5607 11.036 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 99 of gineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 2812 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.223 11.927 Overall MiNimum 4.200 4.200 D Only 3.023 7.727 +D+L 7.223 11.927 +D+0.750L 6.173 10.877 +0.600 1.814 4.636 L Only 4.200 4.200 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 100 of 'cineer: Project ID: Project Descr: Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood D File: 30C.ec6 vv OOu Beam Software copyright ENERCALC, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 2B13 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb - 1,300.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 92 5. 0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir-Larch (North) Wood Grade : No.1 Beam Bracing : Completely Unbraced Fc - Perp Fv Ft 625.0 psi 170.0 psi 675.0 psi Density 30.590pcf D(0.12) Lr(0.16) D(0.075) L(0.2) 6x6 Span = 5.20 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft Uniform Load: D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY Dpsinn C = 0.247:1 6x6 42.00 psi = 170.00 psi +D+L 0.000 ft = Span #1 Maximum Bending Stress Ratio = 0.444 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used for this span = 577.77psi = 1,300.00psi Load Combination +D+L Load Combination Location of maximum on span = 2.600ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.027 in Ratio = 2300 >360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.063 in Ratio = 989 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress M Ratios V C C FN C i Cr Cm C t CL Moment Values M fb Pb V Shear Values fv F'v D Only 0.00 0.00 0.00 0.00 Length = 5.20 It 1 0.244 0.136 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.66 285.23 1170.00 0.42 20.74 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.20 ft 1 0.444 0.247 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.34 577.77 1300.00 0.85 42.00 170.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.20 ft 1 0.320 0.178 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.20 519.27 1625.00 0.76 37.75 212.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.20 ft 1 0.419 0.233 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.57 680.16 1625.00 1.00 49.45 212.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =5.20ft 1 0.338 0.188 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.17 504.64 1495.00 0.74 36.69 195.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.20 ft 1 0.082 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.40 171.14 2080.00 0.25 12.44 272.00 Title Block Line 1 You can change this area using the "Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page 101 of ineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERcALc, Nc.1983-2020, Build:12.20.5.31 !T.1.SFMII.1I r. DESCRIPTION: 2B13 Overall Maximum Deflections Load Combination Span Max. '-" Deft Location in Span Load Combination Max. '+' Deft Location in Span +D+0.750Lr+0.750L 1 0.0631 2.619 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.209 1.209 Overall MINimum 0.520 0.520 D Only 0.507 0.507 +D+L 1.027 1.027 +D+Lr 0.923 0.923 +D+0.750Lr+0.750L 1.209 1.209 +D+0.750L 0.897 0.897 +0.60D 0.304 0.304 LrOnly 0.416 0.416 L Only 0.520 0.520 Title Block Line 1 Project Title: You can change this area Page 102 of ineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 DESCRIPTION: 21314 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.0E Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(7 35) Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 10.0 ft Point Load: D = 7.350k @ 14.0 ft DESIGN SUMMARY PfllhI] Maximum Bending Stress Ratio = 0.632 1 Maximum Shear Stress Ratio = 0.404: 1 Section used for this span 7x18 Section used for this span 7x18 = 1,750.98psi = 117.13 psi 2,772.37 psi 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 13.980ft Location of maximum on span = 18.688 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.220 in Ratio= 1100 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.561 in Ratio= 431 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Shear Values V N F'v Load Combination Max Stress Ratios Segment Length Span # M V 0d C EN C i Cr Cm C C L Length = 20.160 It 1 0.482 0.292 0.90 0.956 1.00 1.00 1.00 1.00 1.00 37.88 +D+L 0.956 1.00 1.00 1.00 1.00 1.00 Length = 20.160 ft 1 0.632 0.404 1.00 0.956 1.00 1.00 1.00 1.00 1.00 55.16 +D+0.750L 0.956 1.00 1.00 1.00 1.00 1.00 Length =20.160ft 1 0.466 0.295 1.25 0.956 1.00 1.00 1.00 1.00 1.00 50.84 +0.60D 0.956 1.00 1.00 1.00 1.00 1.00 Length = 20.160 ft 1 0.163 0.098 1.60 0.956 1.00 1.00 1.00 1.00 1.00 22.73 Overall Maximum Deflections 0.00 0.00 0.00 0.00 1,202.40 2495.14 6.40 76.14 261.00 0.00 0.00 0.00 0.00 1,750.98 2772.37 9.84 117.13 290.00 0.00 0.00 0.00 0.00 1,613.83 3465.47 8.98 106.88 362.50 0.00 0.00 0.00 0.00 721.44 4435.80 3.84 45.68 464.00 Moment Values M fb F'b Load Combination Span Max. "- Defi Location in Span Load Combination Max. Defi Location in Span +D+L 1 0.5606 10.595 0.0000 0.000 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 103 of ineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Wood Beam Software copvriqht ENERCALC, INC. 1983-2020, Build: 12.20.531 DESCRIPTION: 2B14 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.790 10.648 Overall MINimum 4.032 4.032 D Only 3.758 6.616 +D+L 7.790 10.648 +D+0.750L 6.782 9.640 +0.60D 2.255 3.970 L Only 4.032 4.032 Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Page 104 of T'cineer: Project ID: Project Descr: Title Block Line 6 Printed; 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 I lIT !IYA'EPI.iIIII.L'1.SHOP ENGINEERI%j DESCRIPTION: 2615 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xx 2,000.0ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevellrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(3.6) E(8) 5.25x16.0 Span = 19.670 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft Point Load: D = 3.60, E = 8.0 k @5.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.634 1 Maximum Shear Stress Ratio Section used for this span 5.25x16.0 Section used for this span 1,673.12 psi = 2,638.81 psi Load Combination +D+L Load Combination Location of maximum on span = 7.7531t Location of maximum on span Span # where maximum occurs Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.436 in Ratio = 541 >360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.762 in Ratio = 309 >=240 Max Upward Total Deflection 0.000 in Ratio = 0<240 Maximum Forces & Stresses for Load Combinations = 0.397:1 5.25x16.0 = 115.07 psi = 290.00 psi +D+L = 0.000 ft Span #1 Load Combination Segment Length Span # Max Stress M Ratios V C C FN C i Cr Cm C t C L Moment Values M fb Pb V Shear Values fv Fv D Only 0.00 0.00 0.00 0.00 Length = 19.670 ft 1 0.397 0.254 0.90 0.969 1.00 1.00 1.00 1.00 0.95 17.82 954.48 2401.73 3.71 66.25 261.00 +D+L 0.969 1.00 1.00 1.00 1.00 0.95 0.00 0.00 0.00 0.00 Length =19.670 ft 1 0.634 0.397 1,00 0.969 1.00 1.00 1.00 1.00 0.94 31.23 1,673.12 2638.81 6.44 115.07 290.00 +D+0.750L 0.969 1.00 1.00 1.00 1.00 0.94 0.00 0.00 0.00 0.00 Length = 19.670 ft 1 0.465 0.284 1.25 0.969 1.00 1.00 1.00 1.00 0.90 27.57 1,477.17 3176.80 5.76 102.86 362.50 +D+0.70E 0.969 1.00 1.00 1.00 1.00 0.90 0.00 0.00 0.00 0.00 Length = 19.670 ft 1 0.553 0.304 1.60 0.969 1.00 1.00 1.00 1.00 0.83 38.66 2,071.27 3746.92 7.89 140.83 464.00 +D+0.750L+0.5250E 0.969 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Length = 19.670 ft 1 0.605 0.342 1.60 0.969 1.00 1.00 1.00 1.00 0.83 42.28 2,265.17 3746.92 8.89 158.80 464.00 +0.60D 0.969 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Length = 19.670 ft 1 0.153 0.086 1.60 0.969 1.00 1.00 1.00 1.00 0.83 10.69 572.69 3746.92 2.23 39.75 464.00 +0,60D+0,70E 0.969 1.00 1.00 1.00 1.00 0.83 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Page 105 of ineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM W File: 30C.ec6 00 earn Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 III DESCRIPTION: 2B15 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr Cm C C L M fb F'b Length = 19.670 ft 1 0.451 0.246 1.60 0.969 1.00 1.00 1.00 1.00 0.83 31.54 1,689.48 3746.92 6.40 114.33 464.00 Overall Maximum Deflections Load Combination Span Max. -" Defi Location in Span Load Combination Max. Defi Location in Span +D+0.750L+0.5250E 1 0.7624 9.261 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.358 5.523 Overall MINimum 5.966 2.034 D Only 3.865 2.095 +D+L 7.012 5.242 +D+0.750L 6.226 4.456 +D+0.70E 8.042 3.519 +D+0.750L+0.5250E 9.358 5.523 +0.60D 2.319 1.257 +0.60D+0.70E 6.496 2.681 L Only 3.147 3.147 E Only 5.966 2.034 Shear Values V fv F'v Title Block Line 1 You can change this area using the Settings menu item and then using the Printing & Title Block' selection. Title Block Line 6 Wood Beam Project Title: Page 106 of ineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.èô6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 21316 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1300 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1300 psi Ebend-xx 1600ksi Fc - Prll 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625 psi Wood Grade No.1 Fv 170 psi Ft 675 psi Density 30.59 pcf Beam Bracing : Completely Unbraced i 6x8 Span = 13.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.0150, L = 0.060 ksf, Tributary Width = 3.0 ft DESIGN SUMMARY If1IS] Maximum Bending Stress Ratio = 0.926 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 6x8 Section used for this span 6x8 = 1,192.9lpsi = 50.39 psi = 1,289.81 psi = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.437 in Ratio = 370 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 0.547 in Ratio= 296 >=240 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C F/V C i Cr Cm C t CL M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 13.451 It 1 0.205 0.066 0.90 1.000 1.00 1.00 1.00 1.00 0.99 1.03 238.58 1161.86 0.28 10.08 153.00 Length =0.04927ft 1 0.003 0.066 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.01 3.47 1169.97 0.28 10.08 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 It 1 0.925 0.296 1.00 1.000 1.00 1.00 1.00 1.00 0.99 5.13 1,192.91 1289.81 1.39 50.39 170.00 Length =0.04927 ft 1 0.013 0.296 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.07 17.35 1299.96 1.39 50.39 170.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.593 0.190 1.25 1.000 1.00 1.00 1.00 1.00 0.99 4.10 954.33 1608.51 1.11 40.31 212.50 Length = 0.04927 It 1 0.009 0.190 1.25 1.000 1.00 1.00 1.00 1.00 1.00 0.06 13.88 1624.94 1.11 40.31 212.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 13.451 ft 1 0.070 0.022 1.60 1.000 1.00 1.00 1.00 1.00 0.99 0.62 143.15 2051.56 0.17 6.05 272.00 Length = 0.04927 ft 1 0.001 0.022 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.01 2.08 2079.91 0.17 6.05 272.00 Title Block Line I You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Bè'äm Project Title: Page 107 of §ineer: Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 21316 Overall Maximum Deflections Load Combination Span Max. "-" Dell Location in Span Load Combination Max. Dell Location in Span +D+L 1 0.5467 6.799 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.519 1.519 Overall MINimum 1.215 1.215 D Only 0.304 0.304 +D+L 1.519 1.519 +D+0.750L 1.215 1.215 +0.60D 0.182 0.182 LOnly 1.215 1.215 Title Block Line 1 Project Title: You can change this area Page 108 of ineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM Wood Beam File: 30C.ec Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.31 'Li it''E'I8II*W1. SHOP 2[tII2I:1I1( DESCRIPTION: 2B17 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 2,900.0 psi Ebend-xt 2,000.0ksi Fc - PrIl 2,900.0 psi Eminbend - xx 1,016.54 ksi Wood Species : iLevelTrussJoist Fc - Perp 750.0 psi Wood Grade : ParallamPSL2.OE Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf Beam Bracing : Completely Unbraced D(0.015) L(0.04) 5.25x11 .875 5.25x11.875 Span = 8.0 ft Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, L = 0.040 ksf, Tributary Width = 1.0 ft Load for Span Number 2 Point Load: 0 = 3.10k @5.50 ft DESIGN SUMMARY ... .. Maximum Bending Stress Ratio = 0.642 1 Maximum Shear Stress Ratio = 0.286 :1 Section used for this span 5.25x11.875 Section used for this span 5.25x11 .875 = 1,658.17psi = 74.59 psi = 2,582.57 psi = 261.00 psi Load Combination D Only Load Combination D Only Location of maximum on span = 8.000ft Location of maximum on span = 8.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio = 37817 >=360 Max Upward Transient Deflection -0.006 in Ratio = 23848 >=360 Max Downward Total Deflection 0.495 in Ratio = 266 >=240 Max Upward Total Deflection -0.082 in Ratio = 1167 >=240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C Cr Cm C t CL M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length =8.0ft 1 0.642 0.286 0.90 1.000 1.00 1.00 1.00 1.00 0.99 17.05 1,658.17 2582.57 3.10 74.59 261.00 Length =5.50ft 2 0.640 0.286 0.90 1.000 1.00 1.00 1.00 1.00 0.99 17.05 1,658.17 2591.58 3.10 74.59 261.00 +D+L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.579 0.257 1.00 1.000 1.00 1.00 1.00 1.00 0.99 17.05 1,658.17 2865.42 3.10 74.59 290.00 Length = 5.50 ft 2 0.576 0.257 1.00 1.000 1.00 1.00 1.00 1.00 0.99 17.05 1,658.17 2876.94 3.10 74.59 290.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.465 0.206 1.25 1.000 1.00 1.00 1.00 1.00 0.98 17.05 1,658.17 3568.02 3.10 74.59 362.50 Length =5.50ft 2 0.462 0.206 1.25 1.000 1.00 1.00 1.00 1.00 0.99 17.05 1,658.17 3587.66 3.10 74.59 362.50 +0.60D 1.000 1.00 1.00 1.00 1.00 0.99 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.219 0.096 1.60 1.000 1.00 1.00 1.00 1.00 0.98 10.23 994.90 4539.00 1.86 44.75 464.00 Printed: 16 SEP 2020, 10:18AM W File: 30Cec6 00 earn Software copyright ENERCALC. INC. 1983-2020. Build: 12.20.531 Itit'a'EIIfIIII1'1. DESCRIPTION: 2B17 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V C C F!V C i Cr Cm C t C L M fb Pb Length =5.50ft 2 0.217 0.096 1.60 1.000 1.00 1.00 1.00 1.00 0.99 10.23 994.90 4575.58 Overall Maximum Deflections Load Combination -- Span Max. Defi Location in Span Load Combination Max. "+" Defi Location in Span 1 0.0000 0.000 D Only -0.0822 4.648 0 Only 2 0.4947 5.500 0.0000 4.648 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -2.071 5.451 Overall MiNimum -2.071 0.160 D Only -2.071 5.291 +D+L -1.911 5.451 +D+0.750L -1.951 5.411 +0.60D -1.243 3.175 L Only 0.160 0.160 Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block selection. Title Block Line 6 Project Title: Page 109 of ineer: Project ID: Project Descr: Shear Values V fv F'v 1.86 44.75 464.00 Title Block Line 1 Project Title: You can change this area Page 110 of K ineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 00 earn Software copyright ENERcALc, INC. 1983-2020, 8uild:12.20.5.31 DESCRIPTION: 21318 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Fb + 1,300.0 psi E: Modulus of Elasticity Load Combination IBC 2018 Fb- 1,300.0 psi Ebend-xx 1,600.0ks1 Fc - PrIl 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir-Larch (North) Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 30.590pcf Beam Bracing : Completely Unbraced D( .5) D(c3.12) Lr(0.16) D( .075) L(0.2) I 6x8 - Span =4.50ft - Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D 0.0150, L 0.040 ksf, Tributary Width = 5.0 ft Point Load: D = 3.50 k @2.0 ft Uniform Load : D = 0.0150, Lr = 0.020 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY ... Maximum Bending Stress Ratio = 0.874 1 Maximum Shear Stress Ratio = 0.553: 1 Section used for this span 6x8 Section used for this span 6x8 = 1,133.63psi = 94.06 psi = 1,296.51 psi = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.004 ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.006 in Ratio= 9000 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.051 in Ratio= 1066 >=240 Max Upward Total Deflection 0.000 in Ratio= 0<240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C C FN C i CrCm C t C L M fb Pb V fv F'v D Only 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.872 0.537 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.37 1,017.22 1167.19 2.26 82.24 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.874 0.553 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.87 1,133.63 1296.51 2.59 94.06 170.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.686 0.432 1.25 1.000 1.00 1.00 1.00 1.00 1.00 4.77 1,110.35 1619.49 2.52 91.70 212.50 +D+0750Lr+0750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.725 0.462 1.25 1.000 1.00 1.00 1.00 1.00 1.00 5.05 1,174.37 1619.49 2.70 98.20 212.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.741 0.466 1.15 1.000 1.00 1.00 1.00 1.00 1.00 4.75 1,104.53 1490.36 2.51 91.10 195.50 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.295 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.62 610.33 2070.81 1.36 49.34 272.00 Title Block Line 1 You can change this area using the "Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Project Title: Page lii of Eineer Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM Software copyright ENERCALC, INC. 1983-2020, DESCRIPTION: 2B18 Overall Maximum Deflections Load Combination Span Max. "- Defi Location in Span Load Combination Max. "+" Deft Location in Span +D+0.750Lr+0.750L 1 0.0507 2.201 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.991 2.602 Overall MiNimum 0.450 0.450 D Only 2.383 1.994 +D+L 2.833 2.444 +D+Lr 2.743 2.354 +D+0.750Lr+0.750L 2.991 2.602 +D+0.750L 2.721 2.332 +0.60D 1.430 1.197 Lr Only 0.360 0.360 L Only 0.450 0.450 Title Block Line 1 You can change this area using the Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Page 112 of 'ineer: Project ID: Project Descr: - Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 No od Beam Software copyright ENERcALC, INC. 1983-2020, Build: 12.20.5.31 ic. #: KW-06009705 SHOP, ENGINEERIM DESCRIPTION: 21319 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2018 Material Properties Analysis Method: Allowable Stress Design Load Combination IBC 2018 Wood Species : Douglas Fir-Larch (North) Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb+ Fb - Fc-Prll Fc - Perp Fv Ft 12) Lr(0.1 1,300.0 psi E: Modulus of Elasticity 1,300.0 psi Ebend-xx 1,600.0ksi 925.0 psi Eminbend - xx 580.0ksi 625.0 psi 170.0 psi 675.0 psi Density 30.590pcf 6x6 Span = 4.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : 0 = 0.0150, L = 0.040 ksf, Tributary Width = 5.0 ft Uniform Load: D =0.0150, Lr = 0.020 ksf, Tributary Width = 8,0 ft DESIGN SUMMARY ]psitln C Maximum Bending Stress Ratio = 0.333 1 Maximum Shear Stress Ratio Section used for this span 6x6 Section used for this span = 432.69psi = 1,300.00psi Load Combination +D+L Location of maximum on span = 2.250ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio: Max Upward Transient Deflection 0.000 in Ratio: Max Downward Total Deflection 0.035 in Ratio" Max Upward Total Deflection 0.000 in Ratio: Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C C FN C i Cr = 0.208:1 6x6 = 35.38 psi = 170.00 psi +D+L = 4.057 ft = Span #1 Shear Values V fv F'v Moment Values Cm C t CL M fb Pb Load Combination Location of maximum on span Span # where maximum occurs 3549 >=360 0<360 1526>=240 0 <240 D Only 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.183 0.114 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.49 213.61 1170.00 0.35 17.47 153.00 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50 ft 1 0.333 0.208 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 432.69 1300.00 0.71 35.38 170.00 +D+Lr 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50 ft 1 0.239 0.150 1.25 1.000 1.00 1.00 100 1.00 1.00 0.90 388.87 1625.00 0.64 31.80 212.50 +D+0.750Lr+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50 ft 1 0.313 0.196 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.18 509.37 1625.00 0.84 41.66 212.50 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50 ft 1 0.253 0.158 1.15 1.000 1.00 1.00 1.00 1.00 1.00 0.87 377.92 1495.00 0.62 30.91 195.50 +0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =4.50ft 1 0.062 0.039 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.30 128.16 2080.00 0.21 10.48 272.00 Title Block Line 1 Project Title: You can change this area Page 113 of ineer: using the Settings menu item Project ID: and then using the Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM File: 30C.ec6 Wood Beam - Software copyright ENERCAIC INC 1983-2020 Bud 1220531 SHOP ENGINEERING DESCRIPTION: 2619 Overall Maximum Deflections Load Combination Span Max. - Defi Location in Span Load Combination Max. '+' Deft Location in Span +D+0.750Lr+0.750L 1 0.0354 2.266 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.046 1.046 Overall MINimum 0.450 0.450 O Only 0.439 0.439 +D+L 0.889 0.889 +D+Lr 0.799 0.799 +D+0.750Lr+0.750L 1.046 1.046 +D+0.750L 0.776 0.776 +0.60D 0.263 0.263 LrOnly 0.360 0.360 L Only 0.450 0.450 Title Block Line 1 Project Title: You can change this area Page 114 of ineer: using the "Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 16 SEP 2020, 10:18AM i General Footing Lic. SHOP ENGINEER[ G DESCRIPTION: 3'x3'x12 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018 General Information Material Properties Soil Design Values f : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing 1.750 ksf fy: Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec: Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 p Values Flexure = 0.90 Shear 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = ft Min Steel % Bending Reinf. Allow press. increase per foot of depth = ksf Min Allow% Temp Reinf. 0.00180 when footing base is below = ft Mm. Overturning Safety Factor = 1.0 : 1 Mm. Sliding Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure : Yes Allowable pressure increase per foot of depth - Use ftg wt for stability, moments & shears : Yes - when max. length or width is greater than ksf Add Pedestal Wt for Soil Pressure : No - ft Use Pedestal wt for stability, mom & shear : No - Dimensions Width parallel to X-X Axis 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 24 in Pedestal dimensions... px: parallel to X-X Axis in pz: parallel to Z-Z Axis : in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis - Number of Bars - Reinforcing Bar Size Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads 4.0 # 4 4.0 #4 n/a n/a X.XS,Lth,gb.Z Z-2 *X n/a P: Column Load OB : Overburden M-xx M-zz V-x V-z 0 Lr L S W E H 3.450 8.10 k ksf k-ft k-ft k k Title Block Line 1 You can change this area using the 'Settings' menu item and then using the 'Printing & Title Block' selection. Project Title: Page 115°jneer Project ID: Project Descr: Printed: 16 SEP 2020, 10:18AM I-He: iUt..Cb LGenera I Footing Software copyright ENERCALc, INC. 1983-2020, Build:12.20.5.31 DESCRIPTION: 3'x3'x12 DESIGN SUMMARY Mm. Ratio Item Applied Capacity Governing Load Combination PASS 0.8989 Soil Bearing 1.573 ksf 1.750 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift FAIL As < Min Z Flexure (+X) 0.6038 k-ft/ft 24.824 k-ft/ft +1.40D FAIL As < Min Z Flexure (-X) 0.6038 k-ft/ft 24.824 k-ft/ft +1.40D FAIL As < Min X Flexure (+Z) 0.6038 k-ft/ft 24.824 k-ft/ft +1.40D FAIL As < Min X Flexure (-Z) 0.6038 k-ft/ft 24.824 k-ft/ft +1.40D PASS n/a 1-way Shear (+X) 0.0 psi 75.0 psi n/a PASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS n/a 1-way Shear (-Z) 0.0 psi 75.0 psi n/a PASS n/a 2-way Punching 6.433 psi 75.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual! Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -x Right, +X Ratio X-X, D Only 1.750 n/a 0.0 0.6733 0.6733 n/a n/a 0.385 X-X, +D+L 1.750 n/a 0.0 1.573 1.573 n/a n/a 0.899 X-X, +D+0750j 1.750 n/a 0.0 1.348 1.348 n/a n/a 0.770 X-X, +0.60D 1.750 n/a 0.0 0.4040 0.4040 n/a n/a 0.231 Z-Z, D Only 1.750 0.0 n/a n/a n/a 0.6733 0.6733 0.385 Z-Z, +D+L 1.750 0.0 n/a n/a n/a 1.573 1.573 0.899 Z-Z, +D+0750L 1.750 0.0 n/a n/a n/a 1.348 1.348 0.770 Z-Z, +0.60D 1.750 0.0 n/a n/a n/a 0.4040 0.4040 0.231 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Reqd Gym. As Actual As Phi*Mfl Status k-ft Surface lnA2 InA2 in A 2 k-ft X-X, +140D 0.6038 +Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +1.40D 0.6038 -z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X,+1.20D+1.60L 2.138 +Z Bottom 0.5184 Min Temp% 0.2667 24.824 OK X-X, +1.20D+1.60L 2.138 -Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +1.20D+0.50L 1.024 +Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +1.20D+0.50L 1.024 -Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +1.20D 0.5175 +Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +120D 0.5175 -Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +0.90D 0.3881 +Z Bottom 0.5184 Min Temp % 0.2667 24.824 OK X-X, +0.90D 0.3881 -z Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1,40D 0.6038 -x Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1.40D 0.6038 +X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1.20D+1.60L 2.138 -X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1,200+1.60L 2.138 +X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1.20D+0.50L 1.024 -x Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1.20D+0.50L 1.024 +X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Title Block Line 1 Project Title: You can change this area Page 116 of cineer: using the "Settings" menu item Project ID: and then using the Printing & Project Descr. Title Block' selection. Title Block Line 6 Printed. 16 SEP 2020, 10:18AM [General Footing File. 30 ec6 Lic. #: KW-06009705 Software copyrightENERCALC, INC. 1983-2020,Bufld:1220.5.31 SHOP ENGINEERINtS DESCRIPTION: 3'x3'x12 Footing Flexure Flexure Axis & Load Combination Mu k-ft Side Tension Surface As Req'd inA2 Gym. As inA2 Actual As inA2 Phi"Mn k-ft Status Z-Z, +1,20D 0.5175 -X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +1,200 0.5175 +X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +0.900 0.3881 -X Bottom 0.5184 Min Temp % 0.2667 24.824 OK Z-Z, +0.900 0.3881 +X Bottom 0.5184 Min Temp % 0.2667 24.824 OK One Way Shear Load Combination... Vu @ •X Vu @ +X Vu @ .Z Vu @ +Z Vu:Max Phi Vn Vu! Phi*Vn Status +1,400 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1,200+1.60L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.200+0.50L 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +1.200 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK +0.900 0.00 psi 0.00 psi 0.00 psi 0.00 psi 0.00 psi 75.00 psi 0.00 OK Two-Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.400 1.82 psi 150.00psi 0.01211 OK +1.20D+1.60L 6.43 psi 150.00psi 0.04289 OK +1.20D+0.50L 3.08 psi 150.00psi 0.02054 OK +1.20D 1.56 psi 150.00psi 0.01038 OK +0.900 1.17 psi 150.00psi 0.007787 OK SAN DIEGO california BIIZEMAN montana 406.582.7911 Fax: 49B.587.0673 I SAN DIEGO cIIforni, BOZEMAN montanal 406.52.7911 Fax:4E16.587.0673I SAN DIEGO californi8 BOZEMAN mantnu 408.582.7911 Fax: 406.5B7..0673 I SAN EGOca11furneBOZEMANmunten04O6.5B2.79I1Fax:4O6.587.O673 U SAN DIEGO california BEIZEMAN montane 406.582.7911 Fax: 406.587.0673 SAN DIEGO caIifnrni BQZEMAN montanH 4116.582.7911 Fax:406.587.0673 F 1T 1 L . rn- Li 4-- 4TH. 4 ji U:1T I :flI i±2 t'i ±I 1144 Lt i.I.4.4 i1 4 4 i kVI4 ±d41fi4 11 rM4 ft t j ••+- H -i + 4-F -- 1—-1 - -1} 4t 7 ft~ fi f!fif} FI!F tii tftt 4±iJ±h t f I T-7 T9—H41 LE i r1t tffi44EftTh ftri 17 -1---- le cP M iT4 E: *id, 4fflj 14- SAN DIEGO cullrarnie BEIZEMAN montana 406.582.7911 Fax:406.587.0673 SAN DIE&D california BOZEMAN montane 406582.7911 Fax:406.587.0673 44 I :(4HlH4+tt LW 51, OF , 1 t : 41 ell ijãU r 1 HiH'H'f' ul flH'IW ---: -- _tITt 4.LLc -t- i- rT tt1 • t- 'rj 41 t4 4 4I4 I1T1 Xg IL 4 r(L 1. 1 1 1 4, 4 + - 4- 1 2 I r1-y -T L1.r 1t-1t1 1 1 4 4.4 1__ - J •l/l/f i' F -t- T1 444 4 jo -L 4 •4 4 '1 r + 1 - - 1.. 4- -r- I - I- -_ I ... 4 _ - - 4 .- i--t- 4 -$•--4- ----+- --- -- r r1} - - - r 4 4 4 4 41 SAN DIEBO caflforni, BOZEMAN montana I 4116.582.7911 Fax:406587.11673 SAN DIEID california BDZEMAN montana 4E16.582.7911 Fax:.406.587.0673 SAN OIEGQ celifornin BDZEMAN montane 4116.582.711 Fax:406.587.0673 SAN DJEIII C.11fornis BOZEMAN montana 406.582.7911 Fax: 406.587.0673 SAN DIEGO california BDZEMAN ma ntana 406.582.7911 Fax:406.587.0673 SAN DIEGO cIiforni. BEIZEMAN montana 406.582.7911 Fax:406.587.0673 L r F t t 4J4.j3—rH t I : 4 -44 L 11i f li jI m kfl .kJ JT 1 1. b fL1 3 i4k TtIt!4J t,' 'kt+4H"r±iY i',, r1ir'i"i th 0,0 60 ii I I 't Ti -44- H !4 JERT.FL'EH H H H:If Lf 1:LLk:HThJ+t I I I fl i1F 1-L4. i i fttT 4 t1' fl:44- j- I , 'H4" 'H4f 4 ff44If h f — rH T44 :!t i4trftftc f I-!4- ;4 4-tk4 H 4 1 i-t±'' tf'1-r1'I4"4 '4 '1i'fit tF!I "t -t-i-- - TT 1111 iii 4 itT Ai FF+ t4' j 4.11 All Jl 1jj SAN DIEGO cIiforniB BUZEMAN mofltHfla 406.582.7911 Fax:406.587.0673 Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Project Title: Page 133 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 8:59AM Title Block Line 6 ASCE Seismic Base Shear File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTION: Building A Building A Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure: "Il" : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor Max. Ground Motions, 5% Damping : Latitude S 1.166 g, 0.2 sec response Longitude = S1 = 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category 33.150 deg North 117.340 deg West ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Site Classification "D" Shear Wave Velocity 600 to 1,200 ft/sec D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.243 ASCE 7-16 Eq. 11.4-1 Ml = Fv"S1 = 0.825 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration SDS= MS3 = 0.829 ASCE 7-16 Eq. 11.4-3 S oi S h;1 2/3 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category D ASCE 7-16 Table 11.6-I & -2 Resisting System ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System. .. Bearing Wall Systems 16.Light-frame (cold-formed steel) walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 2.50 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 "F" Limit: Limit = 65 I LaeiFF& Prcedure -. ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the Drovisions of ASCE 7-16 12.8 - -.- -.rn .-,... _,__- Determine Building Period - -t 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 30.0 ft "x "value = 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn A x) 0.256 sec Long-period transition period per ASCE 7-16 Maps 22-14 ->22-17 8.000 sec = 0.256 sec "Cs" Response Coefficient - -. - -- .-. ASCE 7-16 Section 12.8.1.1 D§ Short Period Design Spectral Response = 0.829 From Eq. 12.8-2, Preliminary Cs 0.128 "R" : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84, Cs need not exceed = 0.330 Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than 0.036 Cs : Seismic Response Coefficient = = 0.1275 Seismic Base Shear - - ASCE 7-16 Section l2.8.l Cs = 0.1275 from 12.8.1.1 W (see Sum Wi below) = 112.64 k Seismic Base Shear V = Cs "W = 14.37 k Title Block Line 1 Project Title: You can change this area Page 134 of ineer: using the Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 12 NOV 2020, 8:59AM ASCE Seismic Base Shear . File: 30C.ec6 Software copyright ENERcALcINC. 1983-2020, Build: 12.20.&24 Ill DESCRIPTION: Building A Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 'k" : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi: Weight Hi : Height (Wi * Hick) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 3 32.14 31.00 996.34 0.4602 6.61 6.61 0.00 2 40.40 20.00 808.00 0.3732 5.36 11.97 72.71 1 40.10 9.00 360.90 0.1667 2.39 14.37 204.39 Sum Wi 112.64 k Sum Wi * Hi 2,165.24 k-ft Total Base Shear 14.37 k Base Moment = 333.7 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 32.14 6.61 6.61 32.14 6.61 5.33 10.66 6.61 6.61 2 40.40 5.36 11.97 72.54 6.67 6.70 13.40 6.70 6.70 1 40.10 2.39 14.37 112.64 5.11 6.65 13.30 6.65 6.65 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 * DS' * Wpx MAX Req'd Force @ Level ........0.40 * DS' * Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block' selection. Title Block Line 6 ASCE Seismic Base Shear Project Title: Page 135 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 8:59AM Software copyriqht ENERCALc, INC. 1983-2020, Build: 12.20.8.24 DESCRIPTION: Building A BUILDING "B" Risk Category I Calculations per ASCE 7-16 Risk Category of Building or Other Structure: "II" : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor Max. Ground Motions, 5% Damping: Latitude = 33.150 deg North SS 1.166 g, 0.2 sec response Longitude 117.340 deg West 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa "Ss = 1.243 ASCE 7-16 Eq. 114-I S Ml =Fv*S1 0.825 ASCE 7-16Eq. 11.4-2 Design Spectral Acceleration S = S MS = 0.829 DS ASCE 7-16 Eq. 11.4-3 M1' = 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ASCE 7-16 Table 116-1 & -2 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems 14.Ordinary plain AAC masonry shear walls Response Modification Coefficient "R" 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category "A& B" Limit: No Limit Deflection Amplification Factor "Cd" = 4 Category Limit: No Limit Category D Limit: Limit = 65 NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 1LateraI FOrC 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 12.8 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 = 30.0 ft "x "value = 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn Ax) = 0.256 sec Long-period transition period per ASCE 7-16 Maps 22-14 ->22-17 8.000 sec = 0.256 sec "Cs " Response Coefficient . ASCE 7-16 Section 12.8.1.1 os: Short Period Design Spectral Response = 0.829 From Eq. 12.8-2, Preliminary Cs = 0.128 "R" : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84 Cs need not exceed = 0.330 Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.036 Cs : Seismic Response Coefficient = = 0.1275 SeismicBaseSh - ASCE 7-16 Section 12.8.1 Cs 0.1275 from 12.8.1.1 W (see Sum Wi below) = 121.41 k Seismic Base Shear V= Cs "W 15.48 k Title Block Line 1 Project Title: You can change this area Page 136 of 1'ineer: using the "Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 12 NOV 2020, 8:59AM L ASCE Seismic Base Shear - File: 30C.ec6 II! softwarecopynghtENERcALc INC 1983-2020 Build 1220824 .1[.]2a(e1I2IlI1[ DESCRIPTION: Building A Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 "k' : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi: Weight Hi : Height (Wi * HiAk) Cvx Fx=Cvx "V Sum Story Shear Sum Story Moment 3 33.40 30.00 1,002.00 0.4483 6.94 6.94 0.00 2 44.10 19.00 837.90 0.3749 5.80 12.75 76.35 1 43.91 9.00 395.19 0.1768 2.74 15.48 203.81 Sum WI = 121.41 k Sum Wi * Hi = 2,235.09 k-ft Total Base Shear 15,48 k Base Moment = 343.2 k-ft Diaphragm Forces: Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 33.40 6.94 6.94 33.40 6.94 5.54 11.07 6.94 6.94 2 44.10 5.80 12.75 77.50 7.25 7.31 14.62 7.31 7.31 1 43.91 2.74 15.48 121.41 5.60 7.28 14.56 7.28 7.28 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 * * Wpx MAX Req'd Force @ Level ........0.40 "S DS' "Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block' selection. Project Title: Page 137 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 8:59AM ASCE Seismic Base Shear Software copyright ENERCAIC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTION: Building A BUILDING "C" Risk 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 - ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping: Latitude = 33.150 deg North Ss 1.166 g, 0.2 sec response Longitude 117.340 deg West = 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 fit/sec 0 ASCE 7-16 Table 20.3-I Site Coefficients Fa & Fv Fa 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from fable values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss 1.243 ASCE 7-16 Eq. 11.4-1 Ml = Fv * Si = 0.825 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration Sos S MS213 0.829 ASCE 7-16 Eq. 11.4-3 oi M*, 2/3 = 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = 0 ASCE 7-16 Table 11.6-1 & -2 Resting System - - - ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System. .. Bearing Wall Systems 15.Light.frame (wood) walls sheathed w!wood structural panels rated for shear resistance. Response Modification Coefficient "R = 6.50 Building height Limits: System Overstrength Factor Wo = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor Cd" r 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 "F" 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 12.8 _D±etermlne Building Period Use ASCE 128 7 Structure Type for Building Period Calculation: All Other Structural Systems "Ct "value = 0.020 "hn : Height from base to highest level = 30.0 ft "x "value 0.75 "Ta "Approximate fundementat period using Eq. 12.8-7: Ta = Ct * (hn I x) = 0.256 sec "TL" : Long-period transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec "Cs "Response Coefficient DS: Short Period Design Spectral Response R" : Response Modification Factor Seismic Importance Factor 0.829 = 6.50 From Eq. 12.8-2, Preliminary Cs From Eq. 12.8-3 & 12.84 , Cs need not exceed From Eq. 12.8-5 & 12.8-6, Cs not be less than 0.256 sec ASCE 7-16 Section 12.8.1.1 = 0.128 = 0.330 = 0.036 Cs :Seismic Response Coefficient = 0.1275 Seismic Base Shear ASCE 7-16 Section 12.8.1 Cs = 0.1275 from 12.8.1.1 W (see Sum Wi below) = 125.75 k Seismic Base Shear V = Cs "W A 16.04 k Title Block Line 1 Project Title: You can change this area Page 138 of ineer: using the Settings menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 12 NOV 2020, 8:59AM ASCE Seismic Base Shear It'A'fII6III7I. Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 SHOP ENGINEERING DESCRIPTION: Building A Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi: Height (WI * HiAk) Cvx FxCvx "V Sum Story Shear Sum Story Moment 3 36.80 30.00 1,104.00 0.4715 7.56 7.56 0.00 2 43.70 19.00 830.30 0.3546 5.69 13.25 83.17 1 45.25 9.00 407.25 0.1739 2.79 16.04 215.65 Sum Wi= 125.75 k Sum Wi"Hi = 2,341.55 k-ft Total Base Shear = 16.04k Base Moment 360.0 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # WI Fl Sum Fi Sum WI Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 36.80 7.56 7.56 36.80 7.56 6.10 12.20 7.56 7.56 2 43.70 5.69 13.25 80.50 7.19 7.25 14.49 7.25 7.25 1 45.25 2.79 16.04 125.75 5.77 7.50 15.00 7.50 7.50 Wpx ..........................Weight at level of diaphragm and other structure elements attached to it. Fl ............................Design Lateral Force applied at the level. Sum Fl .......................Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level .........0.20 * 5 * Wpx MAX Req'd Force @ Level ........0.40 * S DS' * Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fl I SUM(x->n) wi, x = Current level, n = Top Level I I I I I 1 I I I Lateral Design: Building Weight- Roof Area= 1148 Loads: Snow= 0 Dead= 15 Partition= 5 Wroof=(S+Di-p)Roof Area Wroof= 1 22960 Length "T"= 26 ft Length "L"= 34 ft Hfloor 10.2 ft Vroof= 4544 # Vasd= 3181 4* Wt= 122 4*/ft Wl= 94 #/ft ftA2 psf psf psf lb Cs= 0.13 Date:7/26/2020 Project: 3 ON CHERRY BUILIDNG "A" EN6NEEPINE Hfloor 9 ft Floor Area-3 925 Sf Vfloor= 2950 4* Loads: Vasd= 2065 # Lt Wt Conc 0 psf Wt= 79 #/ft Partition= 10 psf Wl= 61 #/ft Dead= 15 psf Wroof(S+D+p)*Roof Area lb Wroof= 23125 lb Hfloor 10 ft Floor Area-2= 920 Sf Vfloor= 1320 # Loads: Vasd= 924 # Lt Wt Conc.= 0 psf Wt= 36 4*/ft Partition= 10 psf Wl= 27 4*/ft Dead= 15 psf Warea-1LTCONC+p+D lb Warea-1= 23000 lb Hfloor 0 ft Floor Area-1= 0]sf Vfloor= 0 # Loads: Vasd= 0 4* Lt Wt Conc.= 15 psf Wt= #DIV/0! 4*/ft Partition= 10 psf Wl= 4*DlV/0! 4*/ft Dead= 15 psf Warea-1LT CONC+P+D lb Warea-1= 0 lb Weight total 69085 Hfloor total 29.2 V= 8981.05 Page 1400f175 I 1 Date:7/26/2020 Project:3 on Cherry Building "A" MINIMUM Shearwall Design: HFLOORI 8 ft SHEAR LINE L lle= 1.33 Location: W= 136 #/FT -~ 17 ft ROOF TO 3RD V(asd) 2312 # Vunit 115.6 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail H/w ADJ A LA= 20 V(A)= 115.60 147.64 196.36 6E 260 #/FT B LB= 0 V(B)= 0.00 #DIV/O! #DIV/O! #DIV/O! 260 #/FT #DIV/O! C Lc= 0 V(C)= 0.00 #DIV/O! #DIV/O! #DIV/O! 260 #/FT #DIV/O! D LD= 0 V(D)= 0.00 #DIV/O! #DIV/O! #DIV/O! 260 #/FT #DIV/O! E LD= 0 V(E)= 0.00 #DIV/O! #DIV/O! #DIV/01 260 #/FT #DIV/O! F LD= 0 V(F)= 0.00 #DIV/O! #DIV/O! #DIV/O 260 #/FT #DIV/O! F LD= V(F)= 0.00 #DIV/O! #DIV/O! #DIV/O! 260 #/FT #DIV/O! HOIDDOWN Location 2]1= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 31417.2 2400 5760 25657.2 1283 MST27 B #DIV/O! 0 0 #DIV/01 #DIV/O! #DIV/O! C #DIV/O! 0 0 #DIV/O! #DIV/O! #DIV/O! D #DIV/O! 0 0 #DIV/O! #DIV/O! #DIV/O! E #DIV/O! 0 0 #DIV/O! #DIV/O! #DIV/O! F #DIV/O! 0 0 #DIV/O! #DIV/O! I #DIV/O! Location: V(asd) 4795 Wall Tag A L= B LB= C Lc= D LD= E LD= F LD= F LD= W= i10I#/FT # Vunit 266.389 SegmentLength V(ASD) 10 V(A)= V(B)= V(C)= V(D) V(E) V(F)= V(F)= 266.39 8 266.39 0 0.00 0 0.00 0 0.00 0 0.00 0.00 0 SHEAR LINE L I 11e= I 1.331 17ft 3RD TO2ND Perf Wall Vtotal Wall Tag 2E 3E #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/01 Vail 350 U/FT 350 U/FT 260 U/FT 260 #/FT 260 U/FT 260 #/FT 260 #/FT H/w ADJ #DlV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 401.19 533.58 354.30 #DIV/0! #DIV/0! #DIV/ol #DIV/0! #DIV/01 266.39 #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/01 1 1 Shearwall Design: HFLooR1 ft Date:7/26/2020 02:7),ri Project:3 on Cherry Building "A" HOIDDOWN Location I 211= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 48022.2 1200 3240 44782.2 4478 MST48 B 25509.4 960 2592 22917.4 2865 MST27 C #DIV/0! 0 0 #DIV/01 #DIV/ot #DIV/01 D #DIV/0! 0 0 #DIV/0 #DlV/01 #DIV/0 E #DIV/0! 0 0 #DIV/0I #DIV/0l #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! I #DIV/01 Location: f V(asd) 5628 Wall Tag A LA= B LB= C Lc= D LD= E LD= F LD= F Lo= W= 49J#/FT # Vunit 381.559 Segment Length V(ASD) i475 V(A)= V(B)= V(C)= V(D)= V(E)= V(F)= V(F)= 381.56 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.00 0 Perf Wall Vtotal Wall Tag 3E #DIV/0! #DIV/0! #DIV/0! #DIV/0I #DIV/0I #DIV/0! Vail 490 #/FT 260 #/FT 260 #/FT 260 #/FT 260 #/FT 260 #/FT 260 #/FT H/w ADJ #DIV/0 #DIV/0 #DIV/0 #DIV/0! #DIV/01 #DIV/0I 381.56 381.56 #DIV/01 #DIV/OI #DIV/0! #DIV/0! #DlV/0I #DIV/0I #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DlV/0I Shearwall Design: HFLoORI 81ft SHEAR LINE FL 1I = I 1.331 r lZft Date:7/26/2020 Project:3 on Cherry Building "A" HOIDDOWN Location I 211= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HO Hoiddown Req'd A 45024 1770 4248 40776 2764 MST27 B #DIV/0I 0 0 #DIV/0! #DIV/0! #DIV/0! C #DIV/0I 0 0 #DIV/01 #DIV/OI #DIV/0! D #DIV/OI 0 0 #DIV/O! #DIV/0I #DIV/0I E #DIV/0! 0 0 #DIV/0! #DIV/0I #DIV/0I F #DIV/0! 0 0 #DIV/0! #DIV/0! I #DIV/0! Date:7/26/2020 Project:3 ON CHERRY "A" HIM 11"Iff9r9r"INTM Shearwall Design: HFLOORI 8 ft SHEAR LINE IL2 1 = I 1.331 Location: Roof W(t/I)= 1361*/ft Trib [ 17 ft V 1 2312 # Vunit 115.6 V(asd) ROOF TO 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= 20 V(A)= 115.60 150.13 199.67 6E 260 #/FT B LB= 0 V(B)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT C Lc= 0 V(C)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT D LD= 0 V(D)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT E LD= 0 V(D)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT F LD= 0 V(E)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT Location: 3RD HFLOOR[ 110 Trib l7lft 9 W(t/I)= V 1870 * Vunit Vasd 2ND Wall Tag Segment Length V(ASD) Perf Wall jVtotal Wall Tag Vail A LA= 20 V(A)= 93.50 93.50 324.03 4E 260 #/FT B LB= 0 V(B)= -#DIV/O! 0.00 0.00 6E #DIV/O! #/FT C Lc= 0 V(C)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT D Lo= 0 V(D)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT E LE= 0 V(E)= #DIV/O! 0.00 0.00 6E #DIV/O! F LD= 0 #DlV/0! 0.00 0.00 6E 0 #DIV/O! 0.00 0.00 6E Location: 2ND HFLOOR: 8 W(t/I)= 49 Trib 17 ft V(asd) I 833 * Vunit 41.65 Vasd 833 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vall= A LA= 20 V(A)= 41.65 41.65 379.42 3E 490 #/FT B LB= 0 V(B)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT C LC= 0 V(C)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT D LD= 0 V(D)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT E LD= 0 V(D)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT F LD= I 0 V(D)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT 01 #DIV/O! #DIV/O! Date:7/26/2020 Project:3 ON CHERRY 'TA" IENENEEPINGI Location: •2nd HFLOORI 9IW(t/D= I ll2llrib gift V(asd) 1008 Wall Tag A LA= B LB= C LC= 0 LD= E LD= F LD= # Vunit 70.3419 Vasd 1008 Wall Tag ValI= 2E 490 #/FT #DIV/O! 260 #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/0! #DIV/O! #/FT #DIV/O! Segment Length V(ASD) Pert Wall Vtotal 7.5 V(A)= V(B)= V(C)= V(D)= V(D)= V(D)= 41.65 41.65 434.82 6.83 41.65 41.65 #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! C) #DIV/O! Location: V Wall Tag A B C D E F 3RD LA= LB= Lc= LD= LE= LD= 1872 HFLOORI # Vunit Segment Length 20.5 V(A)= V(B)= V(C)= V(D)= V(E)= 0 0 0 0 0 Location: 2ND H V(asd) F 980 # Wall Tag A LA= B LB= - C LC= - D LD= E LD= - F LD= Vunit ?gment Length 23 V(A)= 0 V(B)= 0 V(C)= 0 V(D)= o V(D)= Date:7/26/2020 Project:3 ON CHERRY "A"Fall MEN IMERM Shearwall Design: HFLOORI 8 ft SHEAR LINE e= Location: Roof W(t/I)= 1781#/ft IT =E] Trib 13 ft V 2314 # Vunit 112.878 V(asd) ROOF TO 2NC Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag 1VaII A LA= 20.5 V(A)= 112.88 146.59 194.97 6E B LB= 0 V(B)= #DIV/O! 0.00 0.00 6E C Lc= 0 V(C)= #DIV/O! 0.00 0.00 6E D LD= 0 V(D)= #DIV/O! 0.001 0.0016E E LD= 0 V(D)= #DIV/O! 0.001 0.0016E F LD= 0 V(E)= #DIV/O! 0.001 0.0016E 260 #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #/FT 144 Trib I 13Ift Vasd 2ND /(ASD) Perf Wall lVtotal Wall Tag Vail 91.32 136.29 376.24 3E 260 #/FT #DIV/O! 0.00 0.00 6E #DIV/O! #/FT #DIV/O! 0.00 0.00 6E #DIV/O! #/FT #DIV/O! 0.00 0.00 6E #DIV/O! #/FT #DIV/O! 0.00 0.00 6E #DIV/O! #DIV/O! 0.00 0.00 6E #DIV/O! 0.00 0.00 6E W(t/l)= 56 Trib 17.5 ft 42.6087 Vasd 980 I(ASD) Perf Wall Vtotal Wall Tag Vall= 42.61 51.34 444.52 2E 490 #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #/FT #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/01 #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DlV/01 #DIV/O! Date:7/26/2020 Project:3 ON CHERRY 'A" ENGNEEPIN Location: •2nd HFLOORI 9IW(t/I)= I ll2iTrib 9ift V(asd) 1008 Wall Tag A LA= B LB= C LC= D LD= E LD= F LD= # Vunit 70.3419 Vasd 1008 Wall Tag Vall= 2E 490 #/FT #DIV/0! 260 #/FT #DIV/0! #DIV/0! #/FT #DIV/0! #DIV/0! #/FT #DIV/Ol #DIV/O! #/FT #DIV/0! #DIV/0! U/FT #DIV/0! Segment Length V(ASD) Perf Wall Vtotal 75 V(A)= V(B)= V(C)= V(D)= V(D)= V(D)= 42.61 42.61 501.19 6.83 42.61 42.61 #DIV/0! 0 #DIV/0! #DIV/OI #DIV/0! 0 #DIV/ot #DIV/Ol #DIV/0! 0 #DIV/Ol #DIV/0! #DIV/0! 0 #DlV/0 #DIV/ol #DIV/0! 0 #DIV/0! Location: V(asd) 2925 Wall Tag A LA= B LB= C Lc= D LD= E LD= F LD= F LD= W= F 641#/FT # Vunit 292.5 Segment Length V(ASD) 10 V(A)= V(B)= V(C)= V(D)= V(E)= V(F)= V(F)= 292.50 0 0.00 0 0.00 0 0.00 0 0.00 0 0.00 0.00 0 SHEAR LINE T 15I 1.33 13 ft 2ND TO FND Perf Wall Vtotal Wall Tag 3E #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Vail 350 #/FT 260 #/FT 260 4*/FT 260 4*/FT 260 4*/FT 260 4*/FT 260 4*/FT H/wADJ #DIV/01 #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DlV/0! 292.50 389.03 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DlV/0! Shearwall Design: HFLooR1 9lft Date:7/26/2020 5EJ Project:3 on Cherry Building 'A" HOLDDOWN Location 111= foundation, 2=floor Wall Tag Mot(ft-# DL(4*/ft Mres(ft-4* Mnet(ft-# Rxn @ HD Hoiddown Req'd A 35012.3 1200 3240 31772.3 3177 HDU4 B 4*DlV/0! 0 0 4*DlV/0! #DIV/0! 4*DIV/0! C 4*DIV/01 0 0 #DIV/01 #DIV/0! #DIV/0! D 4*DlV/0! 0 0 #DIV/0! #DlV/0! #DIV/0! E 4*DlV/0! 0 0 4*DIV/01 #DIV/0! 4*DIV/0! F 4*DlV/01 0 0 4*DIV/ol #DIV/0! I #DIV/0! Date:7/31/2020 Project:3 ON CHERRY "A '1,11~ILR, MEN Shearwall Design: HFLooRI 8lft SHEAR LINE e= I 1.31 Location: Roof W(t/l)= 178]#/ft ==E] Trib ,, 13 ft V 1 2314 # Vunit 115.7 V(asd) ROOF TO FND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= 20 V(A)= 115.70 196.10 254.93 6E 260 #/FT B LB= 0 V()= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT C Lc= @ V(C)= #DIV/0! 0.00 0.00 6E *tDlV/O! #/FT D LD= 0 V(D)= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT E LD= 0 V(D) #DlV/01 0.00 0.00 6E #DIV/0! #/FT F LD= 0 V(E)= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT Location: 3RD HFLOORI l44llrib I 13ft 9 W(t/l)= V 1872 # Vunit Vasd 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= V(A)= 93.60 93.60 376.61 3E 260 #/FT B LB= 0 V(B)= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT C Lc= 0 V(C)= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT D LD= 0 V(D)= #DIV/0! 0.00 0.00 6E #DIV/0! 4*/FT E LE= 0 V(E)= #DIV/0! 0.00 0.00 6E #DIV/0 F LD= 0 #DIV/0! 0.00 0.00 6E 0 #DIV/0! 1 0.001 0.00 6E Location: 2ND HFLOOR 8 W(t/l)= 64 Trib 13 ft V(asd) 832 4* Vunit 41.6 Vasd 832 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag VaIl= A LA= 20 V(A)= 41.60 58.59 452.78 2E 490 4*/FT B LB= 0 V(B)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4*/FT C LC= 0 V(C)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4*/FT 0 LD= C) V(D)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #/FT E LD= 0 I V(D)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4*/FT F LD= 0 V(D)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! 4*/FT 01 #DIV/ol #DIV/0! Date:7/31/2020 Project:3 ON CHERRY "A' Location: •2nd HFLOORI 9IW(t/D= I ll2llrib I ft V(asd) I 1008 Wall Tag A LA= B LB= C LC= D LD= E LD= F LD= # Vunit 70.3419 Vasd 1008 Wall Tag Vall= 2E 490 #/FT #DIV/O! 260 #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! Segment Length V(ASD) Perf Wall Vtotal 7.5 V(A)= V(B)= V(C)= V(D)= V(D)= V(D)= 41.60 41.60 506.86 6.83 41.60 41.60 #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/ol Title Block Line 1 Project Title: You can change this area Page 151 of Tineer: using the 'Settings' menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. Title Block Line 6 Printed: 12 NOV 2020, 8:59AM ASCE Seismic Base Shear Software copyright ENERCALC, INC. 19832O2BuiId:12.2O.&24] Ilit'a'E'9III9YjI1. SHOP DESCRIPTION: BUILDING "B" Building A Riik Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure: "II' : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping: Latitude 33.150 deg North S5 = 1.166 g, 0.2 sec response Longitude = 117.340 deg West 1 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from fable values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.243 ASCE 7-16 Eq. 11.4-1 Ml =Fv*S1 = 0.825 ASCE 7-16Eq, 11.4-2 Design Spectral Acceleration SOS MS213 0.829 ASCE 7-16 Eq. 11.4-3 D1 S h;1 2/3 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ASCE 7-16 Table 11,6-1 & -2 [ResistingSystem ASCE 716 Table l22l Basic Seismic Force Resisting System... Bearing Wall Systems 16.Light-frame (cold-formed steel) walls sheathed wlwood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient R 6.50 Building height Limits: System Overstrength Factor "Wo" 2.50 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 "F" Limit: Limit 65 Lateral Force Procedure I ASCE 716Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure* is being used according to the orovisions of ASCE 7-16 12.8 1Determine Building Period I Use ASCE 1287 Structure Type for Building Period Calculation: All Other Structural Systems Ct value = 0.020 "hn" : Height from base to highest level 30.0 ft x "value = 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn A x) = 0.256 sec TL*: Long-period transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec "Cs" Response Coefficient - -- Short Period Design Spectral Response Response Modification Factor I": Seismic Importance Factor Seismic Base Shear Cs 0.1275 from 12.8.1.1 = 0.829 From Eq. 12.8-2, Preliminary Cs 6.50 From Eq. 12.8-3 & 12.84 ,Cs need not exceed 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs :Seismic Response Coefficient = W (see SumWi below) = 112.64k Seismic Base Shear V = Cs * W = 14.37 k = 0.256 sec ASCE 7-16 Section 12.8.1.1 = 0.128 = 0.330 = 0.036 = 0.1275 ASCE 7-16 Section 12.8.1 Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ASCE Seismic Base Shear II! DESCRIPTION: BUILDING "B" Vertical Distribution of Seismic Forces k": hx exponent based on Ta Table of building Weights by Floor Level... Level # Wi: Weight Project Title: Page 152 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 8:59AM -. File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 SHOP ENGINEERING ASCE 7-16 Section 12.8.3 Hi: Height (Wi * HiAk) Cvx FxrCvx * V Sum Story Shear Sum Story Moment 3 32.14 31.00 996.34 0.4602 6.61 6.61 0.00 2 40.40 20.00 808.00 0.3732 5.36 11.97 72.71 1 40.10 9.00 360.90 0.1667 2.39 14.37 204.39 Sum Wi" 112.64 k Sum Wi"Hi 2,165.24 k-ft Total Base Shear 14.37k Base Moment 333.7 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 32.14 6.61 6.61 32.14 6.61 5.33 10.66 6.61 6.61 2 40.40 5.36 11.97 72.54 6.67 6.70 13.40 6.70 6.70 1 40.10 2.39 14.37 112.64 5.11 6,65 13.30 6.65 6.65 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 o * Wpx MAX Req'd Force @ Level ........0.40 * 5 o * Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fl I SUM(x->n) wi, x = Current level, n = Top Level Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Project Title: Page 153 of ineer: Project ID: Project Descr: Title block Line 6 Printed: 12 NOV 2020, 8:59AM [ASCE Seismic Base Shear Software copynghtE CALC INC.1983-2020 Bud 1220824 I DESCRIPTION: BUILDING "B" BUILDING "B" Risk Category ' Calculations per ASCE 7-16 Risk Category of Building or Other Structure: "II" : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor Max. Ground Motions, 5% Damping: Latitude = 33.150 deg North S 1.166 g, 0.2 sec response Longitude = 117.340 deg West 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.243 ASCE 7-16 Eq. 11.4-1 Mi = Fv"S1 = 0.825 ASCE 7-16Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 0.829 ASCE 7-16 Eq. 11.4-3 DlS Mi213 = 0.550 ASCE 7-16Eq. 11.4-4 Seismic Design Category D ASCE 7-16 Table 11.6-1 & -2 Resisting System - ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System... Bearing Wall Systems 14.Ordinary plain AAC masonry shear walls Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength 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 "F" Limit: Limit = 65 Lateral Force Procedure ASCE 716 Section 1282 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the orovisions of ASCE 7-1612.8 I Determine Building Penod - - - Use ASCE 1287 Structure Type for Building Period Calculation: All Other Structural Systems Ct" value = 0.020 "hn" : Height from base to highest level = 30.0 ft x "value = 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn A x) 0.256 sec "TL": Long-period transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec "Cs "Response Coefficient D§ Short Period Design Spectral Response "R" : Response Modification Factor "I": Seismic Importance Factor I Seismic Base Shear - Cs 0.1275 from 12.8.1.1 = 0.829 From Eq. 12.8-2, Preliminary Cs = 6.50 From Eq. 12.8-3 & 12.84 , Cs need not exceed = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than - Cs Seismic Response Coefficient = W (see Sum Wi below) = 121.41 k Seismic Base Shear V = Cs * A 15.48 k = 0.256 sec ASCE 7-16 Section 12.8.1.1 = 0.128 = 0.330 = 0.036 = 0.1275 ASCE 7-16 Section 12.8.1 Title Block Line 1 Project Title: You can change this area Page 154 of ineer: using the 'Settings menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Title Block Line 6 Printed: 12 NOV 2020, 8:59AM ASCE Seismic Base Shear File: 30C.ec6 Lic. Software copyright ENERcALc, INC. 1983-2020, Build: 12.20.8 SHOP ENGINEERING DESCRIPTION: BUILDING "B" Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi : Height (Wi * HiAk) Cvx FxCvx "V Sum Story Shear Sum Story Moment 3 33.40 30.00 1,002.00 0.4483 6.94 6.94 0.00 2 44.10 19.00 837.90 0.3749 5.80 12.75 76.35 1 43.91 9.00 395.19 0.1768 2.74 15.48 203.81 Sum WI = 121.41 k Sum Wi * Hi = 2,235.09 k-ft Total Base Shear = 15.48 k Base Moment 343.2 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 33.40 6.94 6.94 33.40 6.94 5.54 11.07 6.94 6.94 2 44.10 5.80 12.75 77.50 7.25 7.31 14.62 7.31 7.31 1 43.91 2.74 15.48 121.41 5.60 7.28 14.56 7.28 7.28 Wpx ..........................Weight at level of diaphragm and other structure elements attached to it. Fi ............................Design Lateral Force applied at the level. Sum Fl .......................Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level .........0.20 * 5 o * Wpx MAX Req'd Force @ Level ........0.40 * 5 * Wpx DS Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fl I SUM(x->n) W, x = Current level, n = lop Level Title Block Line 1 You can change this area using the Settings' menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Page 155 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 8:59AM Seismic Base Shear So ftware INC. DESCRIPTION: BUILDING "B" BUILDING "C" Risk Category I 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 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping: Latitude = 33.150 deg North SS 1.166 g, 0.2 sec response Longitude 117.340 deg West 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" :Shear Wave Velocity 600 to 1,200 ft/sec = D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from fable values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.243 ASCE 7-16 Eq. 11.4-I Ml = Fv * 51 = 0.825 ASCE 7-16 Eq, 11.4-2 Design Spectral Acceleration SDS= S MS213 = 0.829 ASCE 7-16 Eq. 11.4-3 D1 S h;1 2/3 = 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category D ASCE 7-16 Table 11.6-I & -2 r]esisting system ASCE 716 Table 12.2-1 Basic Seismic Force Resisting System.. . Bearing Wall Systems 15.11-ight-frame (wood) walls sheathed w!wood structural panels rated for shear resistance. Response Modification Coefficient "R" = 6.50 Building height Limits: System Overstrength Factor "Wo" = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor Cd" 4 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 "F" Limit: Limit = 65 = 0.256 sec ASCE 7-16 Section 12.8.1.1 = 0.128 = 0.330 = 0.036 = 0.1275 ASCE 7-16 Section 12. 8,1 = 0.829 From Eq. 12.8-2, Preliminary Cs = 6.50 From Eq. 12.8-3 & 12.84 , Cs need not exceed 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than Cs : Seismic Response Coefficient = W (see Sum Wi below) = 125.75 k Seismic Base Shear V= Cs*W = 16.04 k Lateral ForcProcedure Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the orovisions of ASCE 7-16 12.8 flDiB od Structure Type for Building Period Calculation: All Other Structural Systems "Ct "value = 0.020 "hn" : Height from base to highest level = 30.0 It "x "value 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn Ax) = 0.256 sec Long-period transition period per ASCE 7-16 Maps 22-14 ->22-17 8.000 sec ASCE 7-16 Section 12.8.2 Use ASCE 12.8-7 Cs " Response Coefficient o Short Period Design Spectral Response "R": Response Modification Factor Seismic Importance Factor fSiBiseShear Cs = 0.1275 from 12.8.1.1 Title Block Line 1 Project Title: You can change this area Page 156 of 'ineer: using the 'Settings' menu item Project ID: and then using the 'Printing & Project Descr: Title Block" selection. Title Block Line 6 ASCE Seismic Base Shear Li c. t'i'EI6III9701. DESCRIPTION: BUILDING 'B' Vertical Distribution of Seismic Forces k:hxexponent based on Tar 1.00 Table of building Weights by Floor Level... I Printed: 12 NOV 2020, 8:59AM File: 30C.ec6 Software copydght ENERCALC, INC. 1983-2020, Build:12.20.8.24 SHOP ENGINEERING ASCE 7-16 Section 12.8.3 Level# WI Weight Hi : Height (WI * Hi"k) Cvx FxrCvx * V Sum Story Shear Sum Story Moment 3 36.80 30.00 1,104.00 0.4715 7.56 7.56 0.00 2 43.70 19.00 830.30 0.3546 5.69 13.25 83.17 1 45.25 9.00 407.25 0.1739 2.79 16.04 215.65 Sum Wi r 125.75 k Sum Wi*Hi = 2,341.55 k-ft Total Base Shear = 16.04k Base Moment = 360.0 k-ft Diaphragm Forces : Seismic Design Category "B" to F" ASCE 7-16 12.10.1.1 Level # Wi Fl Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 36.80 7.56 7.56 36.80 7.56 6.10 12.20 7.56 7.56 2 43.70 5.69 13.25 80.50 7.19 7.25 14.49 7.25 7.25 1 45.25 2.79 16.04 125.75 5.77 7.50 15.00 7.50 7.50 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 tat. Force" of current level plus all levels above MIN Req'd Force @ Level .........0.20 * o * Wpx MAX Reqd Force @ Level ........0.40 * Wpx * S DS 1 Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fl / SUM(x->n) wi, x = Current level, n = Top Level Lateral Design: Building Weight- Roof Area= 1165 Loads: Snow= 0 Dead= 15 Partition= 5 Wroof=(S+D+P)*Roof Area Wroof= J 23300 Length "1= 26 ft Length "L"= 40 ft Hfloor 10.2 ft Vroof= 4530 # Vasd= 3171 # Wt= 122 #/ft Wl= 79 #/ft ft'2 psf psf psf lb Cs= 0.13 Date:7/26/2020 Project: 3 ON CHERRY BUILIDNG "B" 1004 sf Floor Area-3 Loads: Lt Wt Conc 0 psf Partition= 10 psf Dead= 15 psf Wroof=(S+D+P) *Roof Area lb Wroof= 25100 lb 1004 sf Floor Area-2= Loads: Lt Wt Conc.= 0 psf Partition= 10 psf Dead= 15 psf Warea-1LTc0Nc+p+D lb Warea-1= 25100 lb 0 sf Floor Area-1= Loads: LtWtConc.= 15 psf Partition= 10 psf Dead= 15 psf Warea-1LT CONC+P+D lb Warea-1= 011b Hfloor 9 ft Vfloor= 3090 # Vasd= 2163 # Wt= 83 #/ft Wl= 54 #/ft Hfloor 10 ft Vfloor= 1460 # Vasd= 1022 # Wt= 39 #/ft Wl= 26 #/ft Hfloor 0 ft Vfloor= 0 4* Vasd= 0 4* Wt= #DIV/0! 4*/ft Wl= #DIV/0! 4*/ft Weight total 73500 Hfloor total 29.2 V= 9555 Date:7/26/2020 Project:3 ON CHERRY "B" [ENENEERINGI Shearwall Design: HFLOORI 8 ft SHEAR LINE E=T=] e= I 11 Location: Roof W(t/I)= 1801#/ft Trib 13 ft V 1 2340 # Vunit 222.857 V(asd) ROOF TO 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= B LB= C Lc= D LD= E LD= F LD= LO.S Q V(A)= V(B)= V(C)= V()= V(D)= V(E)= 222.86 222.86 222.86 6E 260 #/FT #DIV/0I #/FT #DIV/OI #/FT #DIV/0! #/FT #DIV/Ol #/FT #DIV/0! #/FT #DIV/O! 0.00 0.00 6E 0 #DIV/O! 0.00 0.00 6E #DIV/O! 0.001 0.0016E 0 #DIV/0! 0.001 0.0016E o #DIV/0! 0.001 0.0016E Location: 3RD HFLOORI 9 W(t/l)= 1561lrib I V F 2028 # Vunit Vasd 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= 2j75 V(A)= 93.24 131.33 354.18 3E 260 4*/FT B LB= 0 V(B)= #DIV/01 0.00 0.00 6E #DIV/01 4*/FT C Lc= 0 V(C)= #DlV/0! 0.00 0.00 6E #DIV/0I 4*/FT D Lo= D V(D)= #DIV/0! 0.00 0.00 6E #DIV/0I #/FT E LE= 0 V(E)= #DIV/0! 0.00 0.00 6E #DIV/0! F LD= 0 DIV/0I RDIV/0! 0.00 0.00 6E 0.00 0.00 6E Location: 2ND HFLOOR 8 W(t/l)= 0 Trib '13 ft V(asd) 0 4* Vunit #DIV/0! Vasd 0 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag VaIl= A LA= 0 V(A)= #DlV/0! #DIV/0! 4*DIV/01 #DIV/0I 490 4*/FT B LB= . 0 V(B)= 4*DIV/0! #DIV/0! 4*DIV/0! #DIV/0! #DIV/0! 4*/FT C LC= 0 V(C)= #DIV/0! #DIV/0I #DIV/0! #DIV/0! #DIV/0! #/FT 0 LD= 0V(D)= #DlV/0I 4*DIV/01 #DlV/0I #DIV/0! #DIV/0! 4*/FT E LD= V(D)= #DlV/0l 4*DIV/0! #DIV/0 #DIV/0! #DIV/0! #/FT F LD= 7 OV(D)= #DIV/0! #DIV/0! #DIV/01 #DIV/0I #DIV/0 4*/FT 0 #DIV/01 #DIV/0! Date:7/26/2020 R. 51@N I Project:3 ON CHERRY "B" lol'kllciiimlimmm I Location: 2nd HFLOORI 9IW(t/I)= I ll2llrib I 9It V(asd) 1008 Wall Tag A LA= B LB= C LC= D LD= E LD= F LD= # Vunit 70.3419 Vasd #DIV/OI - Wall Tag Vall= #DIV/0! 490 #/FT #DIV/0! #DIV/01 #/FT #DIV/01 #DIV/Ol #/FT #DIV/0! #DIV/0! #/FT #DIV/ol #DIV/01 #/FT #DIV/07 #DIV/01 #/FT #DIV/01 Segment Length V(ASD) Perf Wall Vtotal 7.5 V(A)= V(B)= V(C)= V(D)= V(D)= V(D)= #DIV/01 #DIV/01 #DIV/Ol 6.83 #DIV/0! #DIV/01 #DIV/Ol 0 #DIV/01 #DIV/Ol #DIV/01 0 #DIV/Ol #DIV/0! #DIV/Ol 0 #DIV/Ol #DIV/01 #DIV/Ol 0 #DIV/01 #DIV/01 #DIV/01 0 #DIV/01 Date:7/26/2020 Project:3 on Cherry Building ' B' Shearwall Design: HFLooRI 8lft SHEAR LINE I I 1.21e= I Location: =W= 5 ft 2ND 10 FND V(asd) 4738 # Vunit 344.582 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail H/w ADJ A LA= 4.25 V(A)= 344.58 344.58 344.58 4E 350 #/FT B LB= 9.5 V(B)= 344.58 344.58 344.58 4E 350 #/FT C Lc= 0 V(C)= 0.00 #DIV/0! #DlV/0I #DIV/0! 260 #/FT #DlV/0! D LD= 0 V(D)= 0.00 #DIV/OI #DIV/01 #DIV/0! 260 #/FT #DIV/0! E LD= 0 V(E)= 0.00 #DIV/OI #DIV/Ol #DIV/01 260 #/FT #DlV/0! F LD= 0 V(F)= 0.00 #DIV/01 #DIV/OI #DIV/0l 260 #/FI #DIV/0! F LD= t V(F)= 0.00 #DlV/0! #DlV/0! #DlV/0I 260 #/FT #DlV/0! HOLDDOWN Location 111= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 11715.8 510 1224 10491.8 2469 HDU2 B 26188.2 1140 2736 23452.2 2469 HDU2 C #DIV/0! 0 0 #DIV/01 #DIV/0I #DlV/0I D #DIV/0I 0 0 #DIV/0I #DIV/0! #DIV/01 E #DlV/0! 0 0 #DlV/0! #DIV/0! #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! I #DlV/0! Date:7/26/2020 M Dve DAN P, Project:3 on Cherry Building' B' i: HFLOORI 8 ft SHEAR LINE I 1.51e= I ii W= 74#/FT 13ft 2ND TOFND 962 # Vunit 104 Segment Length V(ASD) Perf Wall 9.25 V(A)= 104.00 104.00 0 V(B)= 0.00 #DIV/0! 0 V(C)= 0.00 #DIV/Ol 0 V(D)= 0.001 #DIV/0! 0 V()= 0.001 #DIV/OI 0.001 #DIV/OI 0.001 #DIV/0! Shearwall Design Location: V(asd) Wall Tag A LA= B LB= C Lc= D LD= E LD= F LD= F LD= Vtotal WallTag 6E Vail 260 #/FT H/w ADJ 104.00 #DIV/0! #DIV/0! 260 #/FT #DIV/0! #DIV/0! #DIV/0! 260 #/FI #DIV/0! #DIV/0! #DIV/0! 260 #/FI #DIV/0! #DIV/0! #DIV/0! 260 #/FT #DIV/0! #DIV/0! #DIV/0! 260 #/FT #DIV/0! #DIV/0! #DIV/0! 260 #/FT #DIV/0! HOLDOOWN Location 111= foundation, 2=floor Wall Tag Mot(ft-# DL(#/ft Mres(ft-# Mnet(ft-# Rxn @ HD Holddown Req'd A 7696 1110 2664 5032 544 HDU2 B #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! C #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! D #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! E #DIV/0! 0 0 #DIV/0! #DIV/0! #DIV/0! F #DIV/0! 0 0 #DIV/0! #DIV/0! I #DIV/0! Date:7/31/2020 Project:3 ON CHERRY "B" Shearwati Design: HFLOORI 8 ft SHEAR LINE IT 2 = I 1.31 Location: Roof W(t/l)= 1801#/ft Trib 13 1ft V 2340 # Vunit 133.714 V(asd) ROOF TO FND Walt Tag Segment Length V(ASD) Perf Walt Vtotal Wall Tag Vail A LA= 17.5 V(A)= 133.71 153.69 199,80 6E 260 #/FT B LB= 0 V()= #DIV/01 0.00 0.00 6E #DIV/01 #/FT C Lc= 0 V(C)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT D LD= 0 V(D)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT E LD= 0 V(D)= #DIV/01 0.00 0.00 6E #DIV/O! #/FT F LD= 0 V)= #DIV/O! 0.00 0.00 6E #DIV/01 #/FT Location: 3RD HFLOORI IV 156llrib I l3jft 9 W(t/l)= V L 2028 # Vunit Vasd 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= 05 V(A)= 115.89 133.20 372.97 3E 260 #/FT B LB= 0 V()= #DIV/O! 0.00 0.00 6E #DIV/01 #/FT C Lc= 0 V(C)= #DIV/O! 0.00 0.00 6E #DIV/ot #/FT D LD= 0 V(D)= #DIV/O! 0.00 0.00 6E #DIV/O! #/FT E LE-- 0 V(E)= #DIV/O! 0.00 0.00 6E #DIV/O! F LD= O DIV/0! RDIV/0! 0.00 0.00 6E 0 0.00 0.00 6E Location: 2ND HELOOR 8 W(t/l)= 74 Trib '13 ft V(asd) I 962 # Vunit 54.9714 Vasd 962 Watt Tag Segment Length V(ASD) Perf Wall Vtotal Watt Tag Vall= A LA= 17.5 V(A)= 54.97 77.42 473.62 2E 490 #/FT B LB= 0 V(B)= #DIV/O! #DIV/01 #DIV/01 #DIV/O! #DIV/O! #/FT C LC= 0 V(C)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT D LD= V(D)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/01 #/FT E LD= p V(D)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT F LD= OV(D)= #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #/FT 0 #DIV/O! #DIV/O! Date :7/3 1/2 020 Project:3 ON CHERRY "B" 1EN6{NEERINE Location: •2nd HFLOORI 9lW(t/1)= I ll2llrib I 9It V(asd) 1008 Wall Tag A LA= B LB= C LC= 0 LD= E LD= F LD= # Vunit 70.3419 Vasd 1008 Wall Tag Vall= 2E 490 #/FT #DIV/0! 260 #/FT #DIV/01 #DIV/01 #/FT #DIV/0! #DIV/01 #/FT #DIV/0! #DIV/01 #/FT #DIV/01 #DIV/0! #/FT #DIV/01 Segment Length V(ASD) Perf Wall Vtotal 7.5 V(A)= V(B)= V(C)= V(D)= V(D)= V(D)= 54.97 54.97 545.08 6.83 54.97 54.97 #DIV/0! 0 #DIV/0! #DIV/01 #DIV/01 0 #DIV/0! #DIV/0! #DIV/0! 0 #DIV/O! #DIV/0! #DIV/0! U #DIV/01 #DIV/ol #DIV/01 0 #DIV/0! Date:7/26/2020 Project:3 ON CHERRY "B' EPI1 Shearwall Design: HFLOORI 8 ft SHEAR LINE IL 12P,= Location: Roof W(t/I)= 1171#/ft Trib ., 20 ft V 2340 # Vunit 117 V(asd) ROOF TO 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag VaIi= A LA B LB= C Lc= D LD= E LD= F LD= 20 V(A)= V(B)= V(C)= V)= V(D)= 0 1V(E)= 117.00 117.00 117.00 6E 260 #/FT #DIV/0! #/FT #DIV/0! #/FT #DIV/OI #/FT #DIV/01 #/FT #DIV/0! #/FT Q #DIV/O! 0.00 0.00 6E 0 #DIV/Ol 0.00 0.00 6E 0 #DIV/01 0.00 0.0016E 0 #DIV/0! 0.00 0.0016E #DlV/01 0.00 0.0016E Location: 3RD HFLOORj 9 W(t/l)= 102Trib I 2Olft V F 2040 # Vunit Vasd 2ND Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag Vail A LA= 20 V(A)= 102.00 102.00 219.00 6E 260 #/FT B LB= 0 V(B)= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT C Lc= 0 V(C)= #DIV/0! 0.00 0.00 6E #DIV/0! #/FT D LD= 0 V( #DIV/01 0.00 0.00 6E #DlV/01 #/FT E LE= 0 V(E)= #DIV/0! 0.00 0.00 6E #DIV/0! F LD= 0 #DIV/0! 0.00 0.00 6E Q #Dl VIOl 0.00 0.00 6E Location: 2ND HFLOOR 8 W(t/l)= 48 Trib 20 ft V(asd) I 960 # Vunit 48 Vasd 960 Wall Tag Segment Length V(ASD) Perf Wall Vtotal Wall Tag ValI= A LA= 20 V(A)= 48.00 48.00 267.00 4E 490 #/FT B LB= :OV(B)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #/FT C LC= V(C)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #/FT D LD= :V(D)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #/FT E LD= O V(D)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #/FT F LD= 0 V(D)= #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #/FT 0 #DIV/Ol #DIV/0! Date:7/26/2020 Project:3 ON CHERRY "B" LENS NEERING] Location: •2nd HFLOORI 9IW(t/l)= I ll2llrib I ft V(asd) I 1008 Wall Tag A LA= B LB= C LC= D LD= E LD= F LD= # Vunit 70.3419 Vasd 1008 Wall Tag VaIl= 4E 490 #/FT #DIV/O! 260 #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! #DIV/O! #/FT #DIV/O! Segment Length V(ASD) Perf Wall Vtotal 7.5 V(A)= V(B)= V(C)= V(D)= V(D)= V(D)= 48.00 48.00 315.00 6.83 48.00 48.00 #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 0 #DIV/O! #DIV/O! #DIV/O! 01 #DIV/O! Title Block Line 1 You can change this area using the Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ASCE Seismic Base Shear DESCRIPTION: BUILDING "C" Building A [ Risk Cgorj Risk Category of Building or Other Structure Project Title: Page 167 of Icineer: Project ID: Project Descr: Software 'II' : All Buildings and other structures except those listed as Category I, Ill, and IV Printed: 12 NOV 2020, 9:02AM INC. 1983-2020. Build: 12.20.8.24 Calculations per ASCE 7-16 ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor Max. Ground Motions, 5% Damping: Latitude 33.150 deg North SS 1.166 g, 0.2 sec response Longitude 117.340 deg West i = 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Site Classification "D" :Shear Wave Velocity 600 to 1,200 ft/sec = D (Based on Testing) ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.243 ASCE 7-16 Eq. 11.4-1 Ml = Fv *S1 = 0.825 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration S DS s MS213 0.829 ASCE 7-16 Eq. 11.4-3 S01=S Mi213 = 0.550 A SCE 7-l6Eq. 11.4-4 Seismic Design Category 0 ASCE 7-16 Table 11.6-1 & -2 I Resisting Systerf -__1 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System . . . Bearing Wall Systems 16.Light-frame (cold-formed steel) walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient R" 6.50 Building height Limits System Overstrength Factor "Wo" 2.50 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 "F" Limit: Limit = 65 LiiIFore PioW&" - - -1 ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the orovisions of ASCE 7-16 12.8 Determine BuiIdingid - - - I Use ASCE 1287 Structure Type for Building Period Calculation: All Other Structural Systems Ct" value = 0.020 "hn" : Height from base to highest level = 30.0 ft "x "value 0.75 "Ta" Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn AX) = 0.256 sec Long-period transition period per ASCE 7-16 Maps 22-14 ->22-17 8.000 sec = 0.256 sec r Cs Response Coefficient - ASCE 7-16 Section 12811 DS: Short Period Design Spectral Response = 0.829 From Eq. 12.8-2, Preliminary Cs = 0.128 R" : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84 , Cs need not exceed = 0.330 "I": Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.036 Cs : Seismic Response Coefficient = = 0.1275 riBaseSheiE - I ASCE 716Section 12.8.1 Cs = 0.1275 from 12.8.1.1 W (see Sum Wi below) = 112.64 k Seismic Base Shear V = Cs" W 14.37 k Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block' selection. Title Block Line 6 Project Title: Page 168 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 9:02,4 ASCE Seismic Base Shear Software copyright ENERcALc INC. 19832O2OBuiId:lZ2O.8.24j lit 1i'fI0sW II91. SHOP DESCRIPTION: BUILDING "C" Vertical Distribution of Seismic Forces ASCE 7-16 Section 12.8.3 'k : hx exponent based on Ta = 1.00 Table of building Weights by Floor LeveL.. Level # Wi : Weight Hi : Height (Wi * HiAk) Cvx FxrCvx * V Sum Story Shear Sum Story Moment 3 32.14 31.00 996.34 0.4602 6.61 6.61 0.00 2 40.40 20.00 808.00 0.3732 5.36 11.97 72.71 1 40.10 9.00 360.90 0.1667 2.39 14.37 204.39 Sum Wi= 112.64 k SumWi*Hi = 2,165,24 k-ft Total Base Shear = 14.37k Base Moment = 333.7 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # WI Fl Sum Fi Sum WI Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 32.14 6.61 6.61 32.14 6.61 5.33 10.66 6.61 6.61 2 40.40 5.36 11.97 72.54 6.67 6.70 13.40 6.70 6.70 1 40.10 2.39 14.37 112.64 5.11 6.65 13.30 6.65 6.65 Wpx ..........................Weight at level of diaphragm and other structure elements attached to it. Fi ............................Design Lateral Force applied at the level. Sum Fl .......................Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level .........0.20 * 5 I * Wpx MAX Req'd Force @ Level ........0.40 * S * Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fi I SUM(x->n) WI, x = Current level, n = Top Level Title Block Line 1 You can change this area using the 'Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ASCESéismic Base Shear Project Title: Page 169 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 9:02AM Software copyright ENERCALC, INC. 1983-2020, Build: 12.26.6.24 DESCRIPTION: BUILDING "C" BUILDING "B" Risk Category - Calculations per ASCE 7-16 Risk Category of Building or Other Structure: "II" : All Buildings and other structures except those listed as Category I, Ill, and IV ASCE 7-16, Page 4, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping: Latitude 33.150 deg North Ss = 1.166 g, 0.2 sec response Longitude = 117.340 deg West S11 = 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec = D I ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-I & 11.4-2 (using straight-line interpolation from fable values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa "Ss = 1.243 ASCE 7-16 Eq. 11.4-I Fv *S1 = 0.825 ASCE 7-l6Eq. 11.4-2 Design Spectral Acceleration S OS S MS213 0.829 ASCE 7-16 Eq. 11.4-3 M1' = 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category D ASCE 7-16 Table 11.6-1 & -2 Resist -Sisiei ASCE 716 Table 12.2-1 Basic Seismic Force Resisting System.. . Bearing Wall Systems 14.Ordinary plain AAC masonry shear walls Response Modification Coefficient "R" 6.50 Building height Limits: System Overstrength Factor "Wo" 3.00 Category "A& B" Limit: No Limit "C" Limit: Deflection Amplification Factor "Cd" = 4.00 No Limit Category Category NOTE! See ASCE 7-16 for all applicable footnotes. Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 1__Lateral Force Procedure ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "EuivaIent Lateral Force Procedure" is being _used according to the provisions of ASCE7-1612.8 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 = 30.0 ft "x "value = 0.75 "Ta"Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn Ax) = 0.256 sec Long-period transition penod per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec = 0.256 sec Cs Response Coefficient 1 ASCE 7-16 Section 128 11 DS Short Period Design Spectral Response = 0.829 From Eq. 12.8-2, Preliminary Cs = 0.128 "R": Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84 , Cs need not exceed = 0.330 Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.036 Cs : Seismic Response Coefficient = = 0.1275 Seismic gas e Shear * - - ASCE 716 Section 12.8 .1 Cs = 0.1275 from 12.8.1.1 W (see Sum Wi below) = 121.41 k Seismic Base Shear V= Cs"W = 15.48 k Title Block Line 1 You can change this area using the 'Settings menu item and then using the 'Printing & Title Block' selection. Title Block Line -6- ASCE Seismic Base Shear Lic. #: KW-06009705 DESCRIPTION: BUILDING "C" Vertical Distribution of Seismic Forces k " : hx exponent based on Ta = Table of building Weights by Floor Level... Project Title: Page 170 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 9:02AM File: 30C.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 SHOP ENGINEERING ASCE 7-16 Section 12.8.3 Level # Wi: Weight Hi : Height (Wi * Hi-1k) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 3 33.40 30.00 1,002.00 0.4483 6.94 6.94 0.00 2 44.10 19.00 837.90 0.3749 5.80 12.75 76.35 1 43.91 9.00 395.19 0.1768 2.74 15.48 203.81 Sum Wi 121.41 k Sum Wi * Hi = 2,235.09 k-ft Total Base Shear = 15.48 k Base Moment 343.2 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level # WI Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 33.40 6.94 6.94 33.40 6.94 5.54 11.07 6.94 6.94 2 44.10 5.80 12.75 77.50 7.25 7.31 14.62 7.31 7.31 1 43.91 2.74 15.48 121.41 5.60 7.28 14.56 7.28 7.28 Wpx ..........................Weight at level of diaphragm and other structure elements attached to it. Fi ............................Design Lateral Force applied at the level. Sum Fl .......................Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level .........0.20 * DS' * Wpx MAX Req'd Force @ Level ........0.40 * S DS' * Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fi I SUM(x->n) wi, x = Current level, n = Top Level Title Block Line 1 You can change this area using the 'Settings menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ASCE Seismic Base Shear Project Title: Page 171 of ineer: Project ID: Project Descr: Printed: 12 NOV 2020, 9:02AM Software copyright ENERCALC, INC. 1983-2020, Build: 1'2.20.824 DESCRIPTION: BUILDING "C" BUILDING "C" Risk 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 I.5-2 ASCE 7-16 11.4.2 Max. Ground Motions, 5% Damping: Latitude = 33.150 deg North SS 1.166 g, 0.2 sec response Longitude = 117.340 deg West 1 0.4469 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D" : Shear Wave Velocity 600 to 1,200 ft/sec D ASCE 7-16 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.07 ASCE 7-16 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.85 Maximum Considered Earthquake Acceleration S MS = Fa * Ss = 1.243 ASCE 7-16 Eq. 11.4-1 S Ml = Fv * Si = 0.825 ASCE 7-16 Eq. 11.4-2 Design Spectral Acceleration S DS S MS213 = 0.829 ASCE 7-16 Eq, 11.4-3 Dl hi 2/3 = 0.550 ASCE 7-16 Eq. 11.4-4 Seismic Design Category = D ASCE 7-16 Table 11.6-1 & -2 Resisting System ASCE 7-16 Table 12.2-I Basic Seismic Force Resisting System.. . Bearing Wall Systems 15.1-ight-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. Response Modification Coefficient R" = 6.50 Building height Limits: System Overstrength Factor Wo = 3.00 Category "A & B" Limit: No Limit Deflection Amplification Factor Cd Category "C" Limit: No Limit 4.00 Category "D" Limit: Limit = 65 NOTE! See ASCE 7-16 for all applicable footnotes, Category "E" Limit: Limit = 65 Category "F" Limit: Limit = 65 rLateral FPióeè ASCE 716 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12.8 Determine Building Perif - 1 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 = 30.0 ft "x "value 0.75 "Ta "Approximate fundemental period using Eq. 12.8-7: Ta = Ct * (hn A x) 0.256 sec "TL" Long-period transition period per ASCE 7-16 Maps 22-14-> 22-17 8.000 sec = 0.256 sec r '-i-'- - -- -- --'----.- - Cs Response CoefficIent ---'-----'--- - , I ASCE 7-16 Section 12.8.1.1 S05: Short Period Design Spectral Response = 0.829 From Eq. 12.8-2, Preliminary Cs 0.128 "R" : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.84 ,Cs need not exceed = 0.330 Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.036 Cs: Seismic Response Coefficient = = 0.1275 F Seismic Base Shear - ASCE 7-16 Section 12.8 .1 Cs = 0.1275 from 12.8.1.1 W (see Sum Wi below) 125.75 k Seismic Base Shear v = Cs * W = 16.04 k Project Title: Page 172 of ineer: Project ID: Project Descr: Title Block Line 1 You can change this area using the 'Settings' menu item and then using the "Printing & Title Block" selection. Title Block Line 6 ASCE Seismic Base Shear IU!it''fIMuIII1. DESCRIPTION: BUILDING "C" Vertical Distribution of Seismic Forces "k": hxexponent based on Tar Table of building Weights by Floor Level... Printed: 12 NOV 2020, 9:02AM File: 30Cc6 C, INC. 1983-2020, 8uild:12.20.8.24 ASCE 7-16 Section 12.8.3 Level # Wi : Weight Hi: Height (Wi * HiAk) Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 3 36.80 30.00 1,104.00 0.4715 7.56 7.56 0.00 2 43.70 19.00 830.30 0.3546 5.69 13.25 83.17 1 45.25 9.00 407.25 0.1739 2.79 16.04 215.65 Sum Wi = 125.75 k Sum Wi * Hi r 2,341.55 k-ft Total Base Shear 16.04 k Base Moment r 360.0 k-ft Diaphragm Forces: Seismic Design Category "B to "F" ASCE 7-16 12.10.1.1 Level # Wi Fi Sum Fi Sum Wi Fpx: Calcd Fpx: Min Fpx: Max Fpx Dsgn. Force 3 36.80 7.56 7.56 36.80 7.56 6.10 12.20 7.56 7.56 2 43.70 5.69 13.25 80.50 7.19 7.25 14.49 7.25 7.25 1 45.25 2.79 16.04 125.75 5.77 7.50 15.00 7.50 7.50 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 Reqd Force @ Level .........0.20 * 5 * Wpx MAX Req'd Force @ Level ........0.40 * S o1 * Wpx Fpx: Design Force @ Level .......Wpx * SUM(x->n) Fi I SUM(x->n) Wi, x = Current level, n = Top Level Page 173of175 Lt < Strap Holddown MST27 HDU2 #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! Strap Holddown MST27 HDU2 #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/01 #DIV/O! #DIV/O! Strap Holddown MST27 HDU2 #DIV/O! #DIV/01 #DIV/O! #bJV/0! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! #DIV/O! Strap Holddown MST27 HDU2 #DIV/O! tD1V/0 #DlV/0' #DIV/O! #DIV/01 4D!V/0! #DIV/O! #DIV/O #DIV/O! #b1v/0 Date:7/26/2020 EJ4! Project: 3 ON CHERRY Shearwall Design: HFLOOR= jft SHEAR LINE IL 11,2 Location: Roof Shear Line Roof Wall Tag Roof DL DL trib Ftension A 15 psf 13.00 ft 682.00 # B 15 2.00 #DIV/O! # C 15 2.00 #DIV/O! # D 15 2.00 #DIV/O! # E 15 2.00 #DIV/0! # F 15 2.00 #DIV/O! # HFLOOR= 9 ft Strap @ 3rd Wall Tag Floor Dl DL trib Ftension A 15 psf 2.00 ft 1250.29 # B 15 2.00 #DIV/O! # C 15 2.00 #DIV/O! # D 15 2.00 #DIV/O! # F 15 2.00 #DIV/O! U F 15 2.00 #DIV/O! U HFLOOR= 9 ft Strap @ 2nd Wall Tag A B C D E F Roof DL psf Dl-trib Ftension ft 2140.57 U #DIV/O! # #DIV/O! # #DIV/O! U #DIV/O! U #DIV/O! U 15 2.00 15 2.00 15 2.00 15 2.00 15 2.00 15 2.00 HFLOOR= 9 ft HD @ Foundaiton Wall Tag Roof DL DL trib Ftension A 15 psf 20.00 ft 3050.14 U B 15 20.00 #DIV/O! U C 15 20.00 #DIV/O! U D 15 20.00 #DIV/O! U E 15 20.00 #DIV/O! U F 15 20.00 #DIV/O! U Strap Holddown MST27 HDU2 #DIV/O! #DIV/O! #DIV/O! DIV/0! DV/O! #DIV/O! #DIV/O #DIV/O #DIV/OI #Di/' Strap Holddown MST-2'7 HDU2 LQ'VLP #DIV/O'DD :V7/tEl *DV/O' J7/! IYJ71 D!\/O! fDlV/01 Strap Holddown MST27 HU2 #DIVjOL #DIV/O DIV/O #biv/o! #DIV/O! DIV/U' #DV/0' #DV/Q *Dl/0 Strap Holddown M5127 HDU2 #DIV/.O'4 D'/O' #lDIV/O DIv/o #DIV/O kDIv/o' #DV/OP #DfV/Ol LHV/ Date:7/26/2020 Project: 3 ON CHERRY Shearwall Design: HFLOOR= ft SHEAR LINE IL I 21 Location: Roof Shear Line Roof Wall Tag Roof DL DL trib Ftension A 15 psf 13.00 ft 361.72 # B 15 2.00 #DIV/O! # C 15 2.00 #DIV/O! # D 15 2.001 #DIV/01 # E 15 2.00 #DIV/O! # F 15 2.00 #DIV/O! # HFLOOR= 9 ft Strap @ 3rd Wall Tag Floor Dl DL trib Ftension A 15 psf 2.00 ft 759.14 U B 15 2.00 #DIV/O! U C 15 2.00 #DIV/O! # D 15 2.00 #DIV/O! U E 15 2.00 #DIV/O! # F 15 2.00 #DIV/O! U HFLOOR= 9 ft Strap @ 2nd Wall Tag Roof DL DL trib Ftension A 15 psf 2.00 ft 1224.10 U B 15 2.00 #DIV/O! U C 15 2.00 #DIV/O! # D 15 2.00 #DIV/O! # E 15 2.00 #DIV/O! U F 15 2.00 #DIV/O! U HFLOOR= 9 ft HD @ Foundaiton Wall Tag Roof DL DL trib Ftension A 15 psf 13.00 ft 1805.23 U B 15 13.00 #DIV/O! U C 15 13.00 #DIV/O! U D 15 13.00 #DIV/O! U E 15 13.00 #DIV/O!# F 15 13.00 #DIV/O! U TORO GEOTEHNICAL ENGNEER1WG INTERNATIONAL GEOTECHNICAL INVESTIGATION for MULTI-FAMILY BUILDING THREE ON CHERRY 160 CHERRY AVENUE CARLSBAD, CALIFORNIA Prepared For: DI DONATO ASSOCIATES 3939 FIRST AVENUE, SUITE 100 SAN DIEGO, CALIFORNIA 92103 Prepared By: TORO INTERNATIONAL 1 LEAGUE #61614 IRVINE, CA 92602 PC2020-0038 September 1 160 CHERRY AVE THREE ON CHERRY: 3 NEW ATTACHED CONDOS// 7836 SF LIVING// 1200 SF GARAGE// 743 SF PATIO// 743 SF DECK DEV201 8-0022 2042310700 12/29/2021 1 LEAGUE # 61614 • IRVINE, CA 92602 PC2020:-003.8 TORO GEOTECHNICAL ENGINEERING INTERNATIONAL September 17, 2021(rev) TI Project No. 03-125.7 Di Donato Associates 3939 First Avenue, Suite 100 San Diego, California 92103 Subject: Preliminary Geotechnical Investigation for Proposed Multi-Family Building, Three on Cherry, 160 Cherry Avenue, Carlsbad, California Toro International (TI) has completed preliminary geotechnical investigation for a proposed Multi- Family Building, Three on Cherry, 160 Cherry Avenue, Carlsbad, California. This report presents our findings, conclusions and recommendations for foundation design and construction of the proposed multi-family building and its associated site preparation. It is our opinion from a geotechnical viewpoint that the subject site is suitable for construction of the proposed multi-family building provided our geotechnical recommendations presented in this report are implemented in the design and during construction. The recommendations developed in this report are based on empirical and analytical methods typical of the standard of practice in California. We appreciate this opportunity to be of service. Sincerely, TORO INTERNATIONAL N 0— No. 2164 EXP. 3131123 * Hantoro Walujono, GE 2164 Principal 1 LEAGUE # 61614 e IRVINE, CA 92602 TEL. (949) 559-1582 • FAX. (949) 266-8911 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................... 1 1.1 General.....................................................................................................................1 1.2 Proposed Development............................................................................................1 1.3 Site Description........................................................................................................1 1.4 Scope of Work.........................................................................................................3 2.0 FIELD EXPLORATION AND LABORATORY TESTING .............................................. 4 2.1 Field Exploration .....................................................................................................4 2.2 Laboratory Testing...................................................................................................4 SITECONDITIONS............................................................................................................6 3.1 Geology....................................................................................................................6 3.2 Groundwater............................................................................................................6 3.3 General Subsurface Conditions ...............................................................................6 SEISMICITY.......................................................................................................................7 4.1 General.....................................................................................................................7 4.2 Ground Motion ........................................................................................................7 4.3 Seismic Design.........................................................................................................8 4.4 Liquefaction Potential..............................................................................................8 CONCLUSIONS AND RECOMMENDATIONS ..............................................................9 5.1 General.............................................................................................. 9 5.2 Overexcavations/Removals .............................................................. 9 5.3 Grading and Earthwork..................................................................... 9 5.4 Preliminary Foundation Recommendations...................................... 11 5.5 Temporary Excavation...................................................................... 12 5.6 Review of Plans ................................................................................ 12 5.7 Geotechnical Observation and Testing............................................. 13 ..14 LIMITATIONS........................................................................................................ ..15 0 TORO INTERNATIONAL 3.0 5.0 6.0 7.0 TABLE OF CONTENTS (CONT'D) ILLUSTRATIONS Section Page List of Figures Figure 1. Site Location Map......... 2 Figure 2. Boring Location Map.... 5 List of Tables Table 1. Summary of Fault Parameters 7 APPENDICES Appendix A - Field Exploration Appendix B - Laboratory Test Results Appendix C - Design Maps Summary Report Appendix D - Standard Guidelines for Grading 0 TORO INTERNATIONAL Three on Cherry September 17, 2021(rev) Page: 1 1.0 INTRODUCTION 1.1 General This report presents the results of a preliminary geotechnical investigation performed by Toro International (TI) for a proposed new three-story multi-family building, located at 160 Cherry Avenue, Carlsbad, California. A Site Location Map is presented in Figure 1 showing the approximate location of the project site. The purpose of the preliminary geotechnical investigation is to provide geotechnical design parameters and recommendations for construction of the new multi-family building and its associated site preparation and grading. Our preliminary geotechnical investigation was conducted based on an architectural plans, issued for Preliminary Review, entitled "Three on Cherry, 160 Cherry Avenue, Carlsbad, CA 92008," prepared by Di Donato Associates and dated December 12, 2018. 1.2 Proposed Development Our understanding of the proposed construction is based on the above mentioned site plans. It is our understanding that the size of the building footprint will be about 3,600 square feet. We anticipate that cut and/or fill will be minor (less than 3 feet thick). 1.3 Site Description The proposed site of the new multi-family building is currently a single family home on an about 7,000 square-feet lot. The property consists of a one-story house and its front and backyards that are covered by grasses and sparse trees. The proposed site as well as the overall site is a relatively flat area. 0 TORO INTERNATIONAL Page: 2 117°2200 W 117°2100 W WGS84117021YOY W - '11" \• 1 r I _ ral " OW I- oa 117121'00 W WGS84 117°2cOcy W 0 - TNt1r1'J mus _ I' U 111/20 0 0II.U11L I Three on Cherry September 17, 202 1(rev) Page: 3 1.4 Scope of Work The scope of work for this preliminary geotechnical investigation consisted of the following: Review of published reports and geologic maps pertinent to the site Field exploration, consisting of drilling and logging one boring to a maximum depth of 21.5 feet Laboratory testing of selected soil samples considered representative of the subsurface conditions to evaluate the pertinent engineering and physical characteristics of the representative soils Evaluation of the general site geology, including geologic hazards which could affect the proposed development Evaluation of ground shaking potential resulting from seismic events occurring on significant faults in the area Engineering analyses of the collected data to develop geotechnical recommendations for seismic analyses, foundation of the proposed new multi-family building and its site preparation Preparation of this report presenting our findings, conclusions, and recommendations. 0 - TORO El INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 4 2.0 FIELD EXPLORATION AND LABORATORY TESTING 2.1 Field Exploration The subsurface conditions were explored by drilling one borehole. The depth of the borehole is about 21.5 feet below the existing ground surface. The approximate location of the boring is shown on the Boring Location Map in Figure 2. Details of the field exploration, including the logs of the boring, are presented in Appendix A. 2.2 Laboratory Testing Soil samples considered representative of the subsurface conditions were tested to obtain or derive relevant physical and engineering soil properties. Laboratory testing included moisture content and in-situ density, sieve analyses, direct shear and soluble sulfate content. Moisture content and in-situ density test results are shown in the Borings Logs in Appendix A. The remaining laboratory test results are presented in Appendix B. Descriptions of the test methods are also included in Appendix B. 0 TORO El INTERNATIONAL Page: 5 .frtt 1d 166' 3,8SSZSGN mmnn tTfl _L IN djihir .: --'- _______ I I . ____ H-- - / I /_• / 3 A V ,.8a3H3 LEGEND TORO INTERNATIONAL B-I: Approximate Location of Boring No. B-I Geogechnical EnRineerin2 BORING LOCATION MAP THREE ON CHERRY PROJECT NO. 03-125.7 1 FIGURE 1 Three on Cherry September 17, 202 1(rev) Page: 6 3.0 SITE CONDITIONS 3.1 Geology The subject site is located approximately 56 feet above mean sea level. The site is located within the Pleistocene Marine and Terrace Marine Deposits (Rogers, 1992). The marine and marine terrace deposits are Quaternary in age and the thickness is probably over than one hundred feet. The marine materials consist primarily of a mixture of silt and sand. 3.2 Groundwater Groundwater was not encountered during our field exploration; however the maximum depth of the borehole is about 21.5 feet below the existing ground surface. 3.3 General Subsurface Conditions In general, the proposed multi-family building is underlain primarily by silty sand and silty sand to sand materials. The silty sand and silty sand to sand materials are classified as SM and SM-SP, respectively according to the Unified Soil Classification System (USCS). The consistency of the coarse-grained soils is primarily medium dense. The equivalent Standard Penetration Test (SPT) blow-counts of the subsurface materials ranges from 13 to 22 blows-per-foot (bpf) with an average of about 19 bpf. The moisture content of the coarse-grained soils ranges from 2.2 to 8.4 percent with an average of about 5.5 percent. 0 — TORO EJ INTERNATIONAL Three on Cherry September 17, 2021(rev) Page: 7 4.0 SEISMICITY 4.1 General Seismicity is a general term relating to the abrupt release of accumulated strain energy in the rock materials of the earth's crust in a given geographical area. The recurrence of accumulation and subsequent release of strain have resulted in faults and systems of faults. The subject site is in seismically active California. 4.2 Ground Motion California Building Code (CBC). The most widely used technique for earthquake-resistant design applied to low-rise structures is the California Building Code (CBC). The basic formulas used in the CBC require determination of the site class, which represents the site soil properties at the site of interest. The nearest active fault is the Rose Canyon Fault, which is approximately 7.0 km away (Blake, T. F., 1998). This fault and other nearest 7 faults, which could affect the site and the proposed development, are listed in the following "Summary of Fault Parameters" as shown in Table 1. TABLE 1. SUMMARY OF FAULT PARAMETERS Fault Name Approximate Distance (km) Source Type (A,B,C) Maximum Magnitude (Mw) Slip Rate (mm/yr) Fault Type (SS,DS,BT) Rose Canyon 7.0 B 6.9 1.50 SS Newport-Inglewood (Offshore) 7.7 B 6.9 1.50 SS Coronado Bank 33.0 B 7.4 3.00 SS Elsinore-Temecula 39.6 B 6.8 5.00 SS Elsinore-Julian 40.0 A 7.1 5.00 SS Elsinore-Glen Ivy 54.7 B 6.8 5.00 SS Palos Verdes 56.9 B 7.1 3.00 SS Earthquake Valley 71.3 B 6.5 2.00 SS 0 TORO U INTERNATIONAL Three on Cherry September 17, 202 I(rev) Page: 8 4.3 Seismic Design The 2019 CBC seismic zone for use in the seismic design formula is Site Class D. The Design Maps Summary Report is included in Appendix C. 4.4 Liquefaction Potential The subsurface soil consists predominantly of medium dense silty sand and silty sand to sand. Groundwater was not encountered during our drilling; however the maximum depth of the borehole is about 21.5 feet below the ground surface due to refusal encountered at that depth. Therefore, based on the above-mentioned information, the subsurface soil materials at the proposed site are considered not likely to liquefy during an earthquake. 0 TORO INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 9 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on the results of our preliminary geotechnical investigation, it is our opinion from a geotechnical viewpoint that the subject site is suitable for the proposed development and its associated grading provided our geotechnical recommendations presented in this report are implemented. The remainder of this report presents our recommendations in detail. These recommendations are based on empirical and analytical methods typical of the standard of practice in Southern California. Other professionals in the design team may have different concerns depending on their own discipline and experience. Therefore, our recommendations should be considered as minimum and should be superseded by more restrictive recommendations of other members of the design team or the governing agencies, if applicable. 5.2 Overexcavations/Removals The upper 24 to 36 inches of subsurface soils may consist of roots and organic. Therefore, we recommend that all deleterious materials including uncertified fill materials should be discarded off site and the upper three feet of the subsurface materials be removed and replaced with compacted fills. Upon completion of removal of the upper three feet of subsurface soil materials, the geotechnical consultant should evaluate the bottom of the excavation and may make further recommendations accordingly. Onsite soils may be reused. The extent of the removal should be within the proposed additional building footprint and 3 feet beyond them, if possible. The removal bottom and compacted fill should be prepared in accordance with the recommendations stated in Section 5.3 below. 5.3 Grading and Earthwork General. All earthwork and grading for site development should be accomplished in accordance with the attached Standard Guidelines for Grading Projects (Appendix D), Appendix J of the CBC, and requirements of the regulatory agency. All special site preparation recommendations presented in the following paragraphs will supersede those in the attached Standard Guidelines for Grading Projects. Site Preparation. Vegetation, organic soil, roots and other unsuitable material should be removed from the building areas. Prior to the placement of fill, the existing ground should be scarified to a depth of 6 inches, and recompacted. 0 TORO INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 10 Prior to pouring concrete, the subgrade soil for the concrete slab area should be wetted to a slightly higher than the optimum moisture to a depth of 6 inches from the surface Fill Compaction. All fill and backfill to be placed in association with site development should be accomplished at slightly over optimum moisture conditions. The minimum relative compaction recommended for fill is 90 percent relative compaction based on maximum dry density performed in accordance with ASTM D-1557. Fill should be compacted by mechanical means in uniform horizontal loose lifts not exceeding 8 inches in thickness. Fill Material. The on-site soils can be used for compacted fill. However, during grading operations, soil types other than those analyzed in the geotechnical reports may be encountered by the contractor. The geotechnical consultant should be notified to evaluate the suitability of those soils for use as fill and as finished grade soils. Imported fill materials should be approved by the Geotechnical Engineer prior to importing. Soils exhibiting any expansion potential should not be used as import materials. Both imported and on-site soils to be used as fill materials should be free of debris, organic and cobbles over 6 inches in maximum dimension. Site Drainage. Foundation and slab performance depends greatly on how well runoff waters drain from the site. This is true both during construction and over the entire life of the structure. The ground surface around structures should be graded so that water flows rapidly away from the structures without ponding. In general, we recommend impermeable areas such as paved and concrete flatwork within a minimum distance of 10 feet from a building (measured perpendicular to the face of the wall) should be sloped away at a minimum gradient of 2%. Other areas such as lawn and vegetated areas should have minimum descending gradients of at least 5% within 10 feet of the building (measured perpendicular to the face of the wall) Utility Trenches. Bedding materials should consist of sand having Sand Equivalent not less than 30, which may then be jetted. Existing soils maybe utilized for trench backfill provided they are free of organic materials and rocks over 6 inches in dimension. The backfill should be uniformly compacted to at least 90% relative compaction based on maximum density performed in accordance with ASTM D-1557. - TORO LI INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: II 5.4 Preliminary Foundation Recommendations The following foundation recommendations were prepared without any information about the structural configuration and maximum and average column loads of the new multi-family building. Once the information is available, the following recommendations may be revised to reflect the actual conditions of the proposed building. In California, the foundation criteria given below have been generally observed to be practical in mitigating the potential structural damage due to expansive soil pressures. The recommendations below are based on our results of expansion index tests that indicate very low expansivity as defined by the Section 1803 of CBC. Additional expansion index tests need to be performed after completion of grading to verify that the worst expansion index of the underlying soils is very low. If the test results indicate that the worst condition of the underlying soils are not classified as very low, the recommendations below may be adjusted accordingly. Footing Design. The following minimum criteria should be adopted for the footing design in order to maintain potential differential settlement less than 1/4 inch: Allowable Bearing Capacity: qn = 1,750 psf Minimum Footing Width: 18 inches C. Minimum Footing Depth: 24 inches d. Minimum Reinforcement: 2 # 4 bars at both the top and bottom in continuous footings Notes: Depth of footing is measured from the lowest adjacent grade. Allowable bearing capacity may be increased by one-third for short-term loadings. The above-mentioned footing dimension recommendations should not be considered to preclude more restrictive criteria of regulating agencies or by a structural engineer/architect. The design of the foundation system should be performed a structural engineer, incorporating the geotechnical parameters described above. Slab Design. The laboratory test results of the representative subgrade soils indicate that the expansion index is 8, which falls within the very low expansion potential classification as defined by the Section 1803 of current CBC. Therefore, no presaturation is required provided the compacted fill will be placed in with moisture content one to two percent above the optimum. 0 TORO INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 12 The following recommendations should be incorporated for the slab-on-grade design: The minimum thickness of slab-on-grade should be 5 inches. The minimum steel reinforcement for slab-on-grade should be #3 located at mid- height on 18-inch centers both ways C. A modulus of subgrade reaction of 100 pounds per cubic inch (pci) may be utilized for the slab design. Modulus of Elasticity of Soil (Es): 1,000 pounds per square inch (psi) Polyethylene Moisture Barrier (minimum 1 0-mil visqueen or equivalent) should be placed-in below the slab; with approximately 2 inches of clean sand above the moisture barrier and 2 inch of clean sand below the moisture barrier. Cement Type. Based on the soluble sulfate test result, Type II cement and water-cement ratio of 0.45 or less may be used for concrete in contact with the on-site soils. 5.5 Temporary Excavation Temporary excavation should be sloped back adequately to protect workers and protect against sloughing. Based on our laboratory testing result and engineering analyses, the maximum gradient for the temporary cut is 1:1 (horizontal:vertical) for onsite materials. Otherwise, temporary cut on the onsite materials should be shored. Shoring should be designed and implemented by a specialty contractor and should conform to the current Caltrans Trenching and Shoring Manual. Surcharge loads due to the existing structure loading should be included in the design of the shoring, if any. 5.6 Review of Plans The geotechnical consultant should review the final foundation and grading plans once they become available in order to update and to provide detail and specific geotechnical recommendations for the elements of the proposed development. The plans will also be compared to the site plan currently used in the preparation of this report in order to evaluate the effect of any major changes with respect to the geotechnical recommendations given in this report. 0 TORO 0 INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 13 5.7 Geotechnical Observation and Testing It is recommended that geotechnical observations and testing be performed by representatives of Toro International at the following stages: Upon completion of remedial removals, prior to fill placement During removal bottom scarification During fill placement Upon completion of any footing excavation prior to pouring concrete During backfilling of any utility trenches When any unusual conditions are encountered The geotechnical engineering firm providing geotechnical observation/testing shall assume the responsibility of Geotechnical Engineer of Record. 0 - TORO 0 INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 14 6.0 REFERENCES Blake, T. F., 1998,"UBCSEIS", A Computer Program for the Estimation of Uniform Building Code Coefficients Using 3-D Fault Sources", January 1998 California Building Code (CBC), 2019 3 Rogers, Thomas H., 1992, "Geologic Map of California, Santa Ana Sheet," 1992 0 - TORO INTERNATIONAL Three on Cherry September 17, 202 1(rev) Page: 15 7.0 LIMITATIONS This report is intended for the use of Di Donato Associates for the proposed multi-family building, Three on Cherry, at 160 Cherry Avenue, Carlsbad, California. This report is based on the project as described and the information obtained from the borings and other field investigations at the approximate locations indicated on the plans. The findings are based on the results of the field, laboratory, and office investigations combined with an interpolation and extrapolation of conditions between and beyond the boring locations. The results reflect an interpretation of the direct evidence obtained. The recommendations presented in this report are based on the assumption that an appropriate level of field review (observations and tests) will be provided during construction. Toro International should be notified of any pertinent changes in the project plans or if subsurface conditions are found to vary from those described herein. Such changes or variations may require a re-evaluation of the recommendations contained in this report. The soil samples collected during this investigation are believed representative of the areas sampled. However, soil conditions can vary significantly between and away from the locations sampled. As in most projects, conditions revealed by additional subsurface investigations may be at variance with preliminary findings. If this occurs, the geotechnical engineer must evaluate the changed condition, and adjust the conclusions and recommendations provided herein, as necessary. The data, opinions, and recommendations of this report are applicable to the specific design element(s) and locations(s) which is (are) the subject of this report. They have no applicability to any other design elements or to any other locations and any and all subsequent users accept any and all liability resulting from any use or reuse of the data, opinions, and recommendations without the prior written consent of Toro International. Toro International has no responsibility for construction means, methods, techniques, sequences, or procedures, or for safety precautions or programs in connection with the construction, for the acts or omissions of the contractor, or any other person performing any of the construction, or for the failure of any of them to carry out the construction in accordance with the Final Construction Drawings and Specifications. Services performed by Toro International have been conducted in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality under similar conditions. No other representation, express or implied, and no warranty or guarantee is included or intended. 0 TORO INTERNATIONAL APPENDIX A -Field Exploration Subsurface conditions were explored on October 11, 2018 by drilling one boring to a maximum depth of approximately 21.5 feet below the existing grade below the existing grade. The drilled borehole was advanced by an 8-inch-diameter-hollow-flight-auger drilling rig mounted to a truck. The drilled borehole was located in the field by tape measurements from known landmarks. Its location as shown is therefore within the accuracy of such measurements. The field explorations were performed under supervision of our engineer who prepared detailed logs of the borings, classified the soil encountered, and obtained soil samples for laboratory testing. Relatively undisturbed soil samples were obtained by means of driving a 2.5-inch diameter sampler (California Ring Samplers) having a hammer weight and drop of 140 pounds and 30 inches, respectively at 2 and 5 feet below the ground surface. Standard Penetration Tests (SPT) tests were also carried out at 10, 15 and 20 feet below the ground surface. Small bulk samples obtained from the SPT tests were collected for further evaluation in the laboratory. The Boring Logs show the type of sampler, weight and drop of the hammer, number of hammer blows and soil stratigraphy. The soils were classified based on visual observations during the field investigation and results of the laboratory testing. Soil classifications were conducted in accordance with the Unified Soil Classification System. TORO INTERNATIONAL GEOTECHNICAL ENGINEERING Project Name Project Number Equipment Average Drop Hole Diameter Three on Cherry 03-125.7 Hollow Stem Flight Auger 30 inches 8 inches - Site Address Date Drive Weight Elevation (ft) Engineer/Geologist 160 Cherry Avenue, Carlsbad 10/11/2018 140 lbs 56 (Assumed) HW LI Z..s 00 . Z 0 I GEOTECHNICAL DESCRIPTION 51 46 41 36 4, R-2 s-I S-2 S-3 . 20 24 22 20 22 111 111.2 102.8 - - 2.2 6.8 8.4 5.4 4.7 SM SM-SP SM-SP SM-SP SM-SP PLEISTOCENE MARINE AND MARINE TERRACE DEPOSITS @2': Brown fine silty sand, dry to damp, medium dense @5': Dark brown fine silty sand to sand, damp, medium dense @ 10': Reddish brown fine to medium silty sand to sand, damp to moist, medium dense @ 15': Grayish brown fine silty sand to sand, damp, medium dense @20': Reddish brown fine to medium silty sand to sand, damp, medium dense = - - 5 — - 10 — ± 20 31 Total Depth: 21.5 feet No Groudwater was Encountered - r25 30 BORING NO. B-I Sheet 1 of 1 APPENDIX B - LABORATORY TESTING PROCEDURES AND RESULTS Moisture Content and Dry Density Moisture content was determined for small bulk and relatively undisturbed ring samples. Dry Density was determined for relatively undisturbed ring samples only. The test procedure is in accordance with ASTM 2216-90. The results of moisture content and dry density are presented in the Boring Logs. Expansion Index Expansion Index tests were performed using California Building Code Test Method 29-2. The results of the tests are shown in Table 13- 1. Soluble Sulfate Content Soluble Sulfate Content test was run in accordance with the California Test Methods (CTM) 417. The test result is shown in Table B-2 Sieve Analyses Sieve analyses were performed on granular materials in accordance with ASTM D 422. Graphs showing relationship of the various sizes of soil particles versus percentage passing are shown in Figure B-i. TABLE B-i. EXPANSION INDEX TEST RESULTS Boring Number Depth (feet) Soil Description Expansion Expansion Index Classification B-i 0-5 Brown Silty Sand 8 Very Low TABLE B-2. SOLUBLE SULFATE CONTENT Boring Number Depth (feet) Soil Description Soluble Sulfate Content (ppm) B-i 0-5 Brown Silty Sand 126 100 - ----- ------- ------90 - --- -- -—-80 70 60 - --- ---- ---- ----50 i5 U) (5 0 40 - --- ---- -- ----30 20 10 100 10 1 0.1 0.01 0.001 Particle Diameter in Millimeters Sample Depth Percent Passing Boring No. Sample No. (ft) No. 200 Sieve Soil Type B-I S-i 10 12.0 SM-SP TORO INTERNATIONAL GRAIN SIZE DISTRIBUTION CURVE ASTM D422 Project Name: Three on Cherry Project No.: 03-125.7 Figure: B-i Boring No. Sample No. Sample Depth Percent Passing I Soil Type (ft) No. 200 Sieve I I B-I S-i 10 12.0 SM-SP 5000 4000 3000 U) U) w I— U) Lu 2000 1000 0 1000 2000 3000 4000 5000 Peak NORMAL STRESS (psf) Relaxed Sample Depth Boring No. Friction Angle Cohesion Condition (ft) (degrees) (psf) B-I 5 31 0 Peak 29 0 Relaxed TORO INTERNATIONAL DIRECT SHEAR TEST Project Name: Three on Cherry ASTM D3080 Project No.: 03-125.7 Figure: B- APPENDIX C DESIGN MAPS SUMMARY OSH PD 160 Cherry Ave, Carlsbad, CA 92008, USA Latitude, Longitude: 33.1509344, -117.3467967 \\ \\P'ngwl red com ldmdrdck \ '2 Surf Be' \ \\.. 0 Cabad Vacation Google~ '.. \ \ \ . \\ ,' '7 ..\ Map data 02021 Date 9/21/2021, 4:17:39 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D - Stiff Soil Type Value Description Ss 1.098 MCER ground motion. (for 0.2 second period) S 0.396 MCER ground motion. (for lOs period) SMS 1.165 Site-modified spectral acceleration value 5M1 null -See Section 11.4.8 Site-modified spectral acceleration value 5DS 0.777 Numeric seismic design value at 0.2 second SA 5D1 null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1.061 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.486 MCEG peak ground acceleration FPGA 1.114 Site amplification factor at PGA PGAM 0.541 Site modified peak ground acceleration TL 8 Long-period transition period in seconds SsRT 1.098 Probabilistic risk-targeted ground motion. (0.2 second) SsUH 1.23 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.396 Probabilistic risk-targeted ground motion. (1.0 second) Si UH 0.438 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.603 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.892 Mapped value of the risk coefficient at short periods °R1 0.904 Mapped value of the risk coefficient at a period of 1 s DISCLAIMER While the information presented on this website is believed to be correct, S.E.A.O.C. /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this website. APPENDIX D STANDARD GUIDELINES for GRADING PROJECTS STANDARD CUIDELI'TES FOR GRAD ING FROJECTS GENERAL 1.1 Representatives of the Geotechnical Consultant should be present on-site during grading operations in order to make observations and perform tests so that professional opinions can be developed. The opinion will address whether grading has proceeded in accordance with the Geotechnical. Consultant's recommendations and applicable project specifications; if the site soil and geologic conditions• are ... .•.. ..• s...... ...•.;.....•.. add 'if additional recommendations are warranted by any unexpected site conditions. Services do not include supervision or direction of the actual work of the contractor, his employees or agents. .2 The guidelines contained herein and the standard details attached hereto represent this firm's standard recommendations for grading and other associated operations on construction projects. These guidelines should be considered a portion of the report to which they are appended. 1.3 Al]. plates attached hereto shall be considered as part of these guidelines. 1.4 The Contractor should not vary from chese guidelines without prior recommendation by the Ceotechnical Consultant and the approval of the Client or his authorized representative. .5 These Standard Gradir.a Guidelines and Standard Details .••• ... .modfied ior -super eded b contained in the text of the preliminary geotechnical report and/or subsequent reports. .6 If disputes arise out of the interpretation of these grading guidelines or standard details, the Geocech- nical Consultant should deter—mine the appropriate interpretation. 2. DEFINITIONS OF TERMS 2.1 ALLUVIUM -- Unconsolidated decrital deposits resulting from flow of water, including sediments deposited in river beds, canyons, flood plains, lakes, fans at the foot or slopes and estuaries. Standard Guidelines Page 2 for Grading Projects 2.2 AS-GRADED (AS-BUILT) -- The surface and subsurface conditions at completion of gradine. 2.3 BACKCUT -- A temporary construction slope at the rear of earth retaining structures such as buttresses, shear keys, stabilization fills or retaining walls. 2.4 BACKDRAI1 -- Generally a pipe and gravel or similar drainage system placed behind earth retaining structures such buttresses, stabilization fills, and retaining walls. .••.. •,... ....................••.. .... 2.5 BEDROCK -- A more or less solid, relatively undis- turbed rock in place either at the surface or beneath superficial deposits of soil. 2.6 BENCH -- A relatively level step and near vertical rise excavated into sloping ground on which fill is to be placed. 2.7 BORROW (Import) -- Any fill material hauled to the project site from off-site areas. 2.8 BUTTRESS FILL -- A fill mass, the configuration of which is designed by engineering calculations to retain slope conditions containing adverse geologic features. A buttress is generally specified by minimum key width and depth and by maximum backcut angle. A buttress normally contains a backdrainage system. 7•9 CIVIL ENGINEER -- The Registered CLvil Engineer or consulting firm responsible for preparation of the .•• raing plans urvyig..àddVéifi as-graded' topographic conditions. 2.10 COLLUVIUM -- Generally loose deposits usually found near the base of slopes and brought there chiefly by gravity through slope continuous downhill creep (also see Slope Wash) 2.11 COMPACTION -- Is the densificaticri of a fill by mechanical means. 2.12 CONTRACTOR -- A person or company under contract or otherwise retained by the Client :o perform demolation, grading and other site improvements. Standard Guidelines Page 3 for Grading Projects 2.13 DEBRIS -- All products of c1earin2, 2rubbin2, demolition, contaminated soil material unsuitable for reuse as compacted fill and/or any other material so designated by the Geocechnica]. Consultant. 2.14 ENGINEERING GEOLOGIST -- A Geologist holding a valid certificate of registration in the specialty of Engineering Geology. 2.15 ENGINEERED FILL -- A fill of which the Geotechnical Consultant or his representative, duKing_g~r.aoin ...has. 'iadffIEièntés to enable him to conclude that the fill has been placed in substantial compliance with the recommendations of the Geotechnical Consultant and the governing aeencv requirements. 2.16 EROSION -- The wearing away of the ground surface as a result of the movement of wind, water, and/or ice. 2.17 EXCAVATION -- The mechanical removal of earth materials. 2.18 EXISTING GRADE -- The ground surface configuration prior to grading. 2.19 FILL -- Any deposits of soil, rock, soil-rock blends or other similar materials placed by man. 2.20 FINISH GRADE -- The ground surface configuration at which time the surface elevations conform to the approved plan. 2.21 GEOFA8RIC -- Any engineering textile utilized in eotechncal itaci stdIUdi1n gradè stabilization and filtering. 2.22 GEOLOGIST -- A representative of the Geotechnical. Consultant educated and trained in the field of geology. 2.23 CEOTECHNICAL CONSULTANT -- The Geotechnical Engineer-ing and Engineering Geology consulting firm retained to provide technical services for the project. For the purpose of these guidelines, observations by the Geotechnical Consultant include observations by the Geotechnical Engineer, Engineering Geologist and those performed by persons employed by and responsible to the Geotechnical Consultants. Standard Guidelines Page 4 Eor Grading Projects 2.24 GEOTECHNICAL ENGINEER -- A licensed Civil Engineer who applies scientific methods, engineering principles and professional experience to the acquisition, inter- pretation and use of knowledge of materials of the earth's crust for the evaluation of engineering problems. Geocechnical Engineering encompasses many of the engineering aspects of soil mechanics, rock mechanics, geology, geophysics, hydrology and related sciences. 2.25 GRADING. -- Any operation consisr.ig.of .exca.a.ra•t ion.,.. .'. filling orcobinations thereof and associated operations. 2.26 LANDSLIDE DEBRIS -- aterial, generally porous and of low density, produced from instability of natural of man-made slopes. 2.27 MAXIMUM DENSITY -- Standard laboratory test for maximum dry unit weight. Unless otherwise specified, the maximum dry unit weight shall be determined in accordance with ASTN Method of Test D1557. 2.28 OPTIMUM MOISTURE -- Test moisture content at the maximum density. 2.29 RELATIVE COMPACTION -- The degree of compaction (expressed as a percentage) of dry unit weight of a material as compared to the maximum dry unit weight of the material. 2.30 ROUGH GRADE -- The ground surface configuration at which time the surface elevations. ap.prox.atey...;. . . conbrmtd the"' ápde plan 2.31 SITE -- The particular parcel of Land where grading is being performed. 2.32 SHEAR KEY -- Similar to buttress, however, it is generally constructed by excavating a slot within a natural slope in order to stabilize the upper portion of the slope without grading encroaching into the lower portion of the slope. 2.33 SLOPE -- Is an inclined ground surface the steepness of which is generally specified as a ratio of horizontal: vertical (e.g., 2:1). 2.34 SLOPE WASH -- Soil and/or rock material that has been transported down a slope by mass wasting assisted by runoff Water not confined by channels (also see Colluvium). canaara Guidelines Page 5 for Gracing ?z-oects 2.35 SOIL -- Naturally occurring deposiS of sand, silt, clay, etc., or combinations thereat. 2.36 SOIL ENGINEER -- Licensed Civil Engineer experienced in soil mechanics (also see Geocechnical Engineer). 2.37 STABILIZATION FILL -- A fill mass, the configuration of which is typically related to slope height and is specified by the standards of practice for enhancing the stability of locally adverse conditions. A stabilization, f1l. is, rarma.Li.y .spe.cifLed..y. m:in.mum eLii'dth id'depthand by maximum backcut angle. A stabilization fill may or may not have a backdrainage system specified. 2.38 SUBDRAIN -- Generally a pipe and gravel or similar drainage system placed beneath a fill in the alignment of canyons or former drainage channels. 2.39 SLOUGH -- Loose, noncompacted fill material generated during grading operations. 2.40 TAILINGS -- Nonengineered fill which accumulates on or adjacent to equipment haul-roads. 2.41 TERRACE -- Relatively level step constructed in the face of graded slope surface for drainage control and maintenance purposes. 2.42 TOPSOIL -- The presumably fertile upper zone of soil which is usually darker in color and loose. 2.43 WINDROW -- A string of large rock buried within . .... .....-engineered- fil cordañce ft üdflê set forth by the Geotechnical Consultant. 3. SITE PREPARATION 3.1 Clearing and grubbing should consist of the removal of vegetation such as brush, grass, woods, stumps, trees, roots to trees and otherwise deleterious natural materials from the areas to be graded. Clearing and grubbing should extend to the outside of all proposed excavation and fill areas. 3.2 Demolition should include removal of buildings, struc- tures, foundations, reservoirs, utilities (including underground pipelines, septic tanks, leach fields, seepage pits, cisterns, mining shafts, tunnels, etc.) and other man-made surface and subsurface improvements Standard Guidelines Page 6 for Grading Projects from the areas to be graced. )emoiition of utilities should include proper capping and/or re-routing pipe- lines at the project perimeter and cutoff and capping of wells in accordance with the requirements of the governing authorities and the recommendations of the Geocechnical Consultant at the time of demolition. 3.3 Debris generated during clearing, grubbing and/or demolition operations should be wasted from areas to be graded and disposed off-site. Clearing, grubbing and demolition operations ho .4.e. p.e fg ed..u.nder hèôbsér\iatibri' of he Ceocechnical Consultant. SITE PROTECTION .1 The Contractor should be responsible for the stability of all temporary excavations. Recommendations by the Geotechnical Consultant pertaining to temporary excavations (e.g., backcuts) are made in consideration of stability of the completed project and, therefore, should not be considered to preclude the responsibil- ities of the Contractor. Recommendations by the Geotechnical Consultant should not be considered to preclude more restrictive requirements by the regulating agencies. 4.2 Precautions should be taken during the performance of site clearing, excavations and grading to protect the work site from flooding, ponding or inundation by poor or improper surface drainage. Temporary provisions should be made during the rainy season to adequately direct surface drainage away from and off the work site. ... . .. - . ......- ...... . .. .. .. - 4.3 During. periods of rainfall, the Ceocechnical Consultant should be kept informed by the Contractor as to the nature of remedial or preventative work being performed (e.g., pumping, placement of sandbags or plastic sheeting., other labor, dozing, etc.). 4.4 . Following periods of rainfall, the Contractor should contact the Geotechnical Consultant and arrange a review of the site in order to visually assess rain related damage. The Geotechnical Consultant may also recommend excavations and testing in order to aid in his assessments. 4.5 Rain related damage should be considered to include, but may not be limited to, erosion, silting, saturation, swelling, scri.ctural distress and other adverse conditions identified by the Ceocechnical Standard Guidelines for Grading Projects Page 7 Consultant. Soil adversely affected should be classified as Unsuitable Materials and should be subject to overexcavacjon and replacement with compacted fill or other remedial grading as recommended by the Geotechnical Consultant. 5. EXCAVATIONS 5.1 UNSUITABLE MATERIALS 5.1.1 Materials .which are .. èxca'vaed der Obs evatjon and recommendations of the Geotechnjca]. Consultant. Unsuitable materials include, but may not be limited to, dry, loose, soft, wet, organic compressible natural soils and fractured, weathered, .oft bedrock and nonengineered or otherwise deleterious fill materials. 5.1.2 Material identified by the Geocechnical Consultant as unsatisfactory due to its moisture conditions should be overexcavated, watered or dried, as needed, and thoroughly blended to a uniform near optimum moisture condition (as per guidelines reference 7.2.1) prior to placement as compacted fill. 5.2 CUT SLOPES 5.2.1 Unless otherwise recommended by the Gotech- nical Consultant and approved by tIc regulating agencies, .permanent. cut slopes should not be steeper ian 2:1 (horizoncal:vertical) . . •. 5.2.2 If excavations for cut slopes expose loose, cohesionless, significantly fractured or otherwise unsuitable material, overexcavation and replacement of the unsuitable materials with a compacted stabilization fill should be accomplished as recommended by the GeotechnicaL Consultant. Unless otherwise specified by the Geocechnical Consultant, stabilization fill construction should conform to the requirements of the Standard Details. 5.2.3 The Geotechnica]. Consultant should review cut slopes during excavation. The Geocechnical Consultant should be notified by the contractor prior to beginning slope excavations. tanoar Guidelines Page 8 or Grading Projects 5. 2.4 if, during the course of grading, adverse or potentially adverse geotechnical conditions are encountered which were not anticipated in the preliminary report, the Geotechnical Consultant should explore, analyze and make recommen- dations to treat these problems. 6. COMPACTED FELL All fill materials should be compacted to at least 90 percent of maximum dens (ASTh.D.1 53.) .less...o;he.wi:se.............. edth dedby h Goéhnical Consultant. 6.1 PLACEMENT 6.1 .1 Prior to placement of compacted fill, the Contractor should request a review by the Geotechnical Consultant of the exposed ground surface. Unless otherwise recommended, the exposed ground surface should then be scarified (6-inches minimum), watered or dried as needed, thoroughly blended to achieve near optimum moisture conditions, then thoroughly compacted to a minimum of 90 percent of the maximum density. 6.1 .2 Compacted fill should be placed in thin horizontal Lifts. Each lift should be watered or dried as needed, blended to achieve near optimum moisture conditions then compacted by mechanical methods to a minimum of 90 percent of laboratory maximum dry density. Each lift should be treated in a like manner until the ...-..* .... deied achlved. 6.1.3 When placing fill in horizontal Lifts adjacent to areas sloping steeper than 5:1 (horizontal: vertical), horizontal keys and vertical benches should be excavated into the adjacent slope area. Keying and benching should be sufficient to provide at least 6-foot wide benches and a minimum of 4-feet of vertical bench height within the firm natural ground, firm bedrock or engineered compacted fill. No compacted fill should be placed in an area subsequent to keying and benching until the area has been reviewed by the Geotechnical Consultant. Material generated by the benching operation should be moved sufficiently away from the bench area to allow for the recommended review of the horizontal bench prior to placement tanoara Guidelines ?age 9 for Grading Projects fill. Typical keying and benching details have been included within :he accompanying Standard Details. 6.1 .4 Within a single fill area where grading procedures dictate two or more separate fills, temporary slopes (false slopes) may be created. When placing fill adjacent to a false slope, benching should be conducted in the same manner as above described. At least a 3-foot vertical bench should be established within the firm .... core ..adjacent ..appr.ored •..cofflpacced ftli"tibr to placement of additional fill. Benching should proceed in at least 3-foot vertical increments until the desired finished grades are achieved. 6.1.5 Fill should be tested for compliance with the recommended relative compaction and moisture conditions. Field density testing should conform to accepted test methods. Density testing frequency should be adequate for the geotechnical consultant to provide professional opinions regardings fill compaction and adherence to recommendations. Fill found not to be in conformance with the grading recommendation should be removed or otherwise handled as recommended by the Geotechnica]. Consultant. 6.1 .6 The Contractor should assist the Geotechnical Consultant and/or his representative by digging test pits for removal determinationsand/or for testing compacted fill. .................................. .... . . . . . . . . . ... ..... 6..1'.Y & ecâmménded the Geotechnical Consultant, the Contractor may need to remove grading equipment from an area being tested if personnel safety is considered to be a problem. 6.2 MOISTURE 6.2.1 For field testing purposes "near optimum' moisture will vary with material type and other factors including compaction procedure. "Near optimum" may be specifically recommended in Preliminary Investigation Reports and/or may be evaluated during grading. 6.2.2 Prior to placement of additional compacted fill following an overnight or other grading delay, the exposed surface or previously compacted Scanoara Guidelines for Cradine Proiects Page 10 fill should be processed by scarification, watered or dried as needed, thorouhLv blended to near-optimum moisture conditions, then recoinpacced to a minimum of 90 percent of laboratory maximum dry density. Where wet, dry, or other unsuitable materials exist to depths of greater than one foot, the unsuitable materials should be overexcavated. 6.2.3 Following a period of flooding, rainfall or overwatering by other means, no additional fill shQuld be pLaced unti.l damage assessments have been made and remedial grading performed as described under Section 5.6 herein. 6.3 PILL IATERIAL 6..3.1 Excavated on-site materials which are considered suitable to the Geotechnical Consultant may be utilized as compacted fill, provided trash, vegetation and other deleterious materials are removed prior to placement. 6.3.2 Where import fill materials are required for use on-site, the Geocechnical Consultant should be notified in advance of importing, in order to sample and test materials from proposed borrow sites. No import fill materials should be delivered for use on-site without prior sampling and testing notification by Geotechnical Consultant.. 6.3.3 Where overi;e4 rock.. or.. s.ii r• irr.edueib1e ..... . . f~ate`r*i'al is generated during gradin2, it is recommended, where practical, to waste such material off-site or on-site in areas designated as "nonstructural rock disposal areas". Rock placed in disposal areas should be placed with sufficient fines to fill voids. The rock should be compacted in lifts to an unyielding condition. The disposal area should be covered with at least three feet of compacted fill which is free of oversized material. The upper three feet should be placed in accordance with the guidelines for compacted fill herein. 6.3.4 Rocks 12 inches in maximum dimension and smaller may be utilized within the compacted fill, provided they are placed in such a mariner S tandard Guidelines for Grading Projects Page 11 that nesting of the rock is avoided. Fill should be placed and thoroughly compacted over and around all rock. The amount of rock should not exceed 40 percent by cry weight retained on the 3/4-inch sieve size. The 12-inch and 40 percent recommendations herein may vary as field conditions dictate. 6.3.5 Where rocks or similar irreducible materials of greater than 12 inches but less than four feet of maximum dimension are generated during within an engineered fill, special handling in accordance with the accompanying Standard Details is recommended. Rocks greater than four feet should be broken down or disposed off-site. Rocks up to four feet maximum dimension should be placed below the upper 10 feet of any fill and should not be closer than 20-feet to any slope face. These recommen- dations could vary as locations of improvements dictate. Where practical, oversized material should not be placed below areas where structures or deep utilities are proposed. Oversized material should be placed in windrows on a clean, overexcavated or unyielding compacted fill or firm natural ground surface. Select native or imported granular soil (S.E. 30 or higher) should be placed and thoroughly flooded over and around all windrowed rock, such that voids are filled. Windrows of oversized material should be staggered so tha-t successive strata of oversized material are not - Ln the same vertical pLan. .. ... .......... 6.3.6 It may be possible to dispose of individual larger rock as field conditions dictate and as recommended by the Ceotechnical Consultant at the time of placement. 6.3.7 The construction of a "rock fillt' consisting primarily of rock fragments up to two feet in maximum dimension with little soil material may be feasible. Such material is typically generated on sites where extensive blasting is required. Recommendations for construction of rock fills should be provided by the Geocechnjcal Consultant on a site-specific basis. cancara Guidelines Page 12 or Graoing Projects 6.3.8 During grading operations, placing and mixing the materials from the cut and/or borrow areas may result in soil mixtures which possess unique physical properties. Testing may be required of samples obtained directly from the fill areas in order to determine conformance with the specifications. Processing of these additional samples may take two or more working days. The Contractor may elect to move the operation to other areas within the project, or may continue placing compacted fill pending laboratory and field test results. Should he ...elact the second alternatii, fill placed It done so at the Contractor's risk. 6.3.9 Any fill placed in areas not previously reviewed and evaluated by the Geotechnical Consultant may require removal and recom- paction. Determination of overexcavatioris should be made upon review of field conditions by the Geotechnical Consultant. 6.4 PILL SLOPES 6.4.1 Permanent fill, slopes should not be constructed steeper than 2:1 (horizontal to vertical), unless otherwise recommended by the Geotech- nical Consultant and approved by the regulating agencies. 6.4.2 Fill slopes should be compacted in accordance with these grading guidelines and specific report recommendations. Two methods of slope compaction are typically utilized in mass adipg,. lterl. . sr-uil-ding d uting -ck, än mechanical compaction to grade (i.e. sheepsfoot roller backrolling). Constraints such as height of slope, fill soil type, access, property lines, and available equipment will influence the method of slope construction and compaction. The geotechnical consultant should be notified by the contractor what method will be employed prior to slope construction. Slbpes utilizing over-building and cutting back should be constructed utilizing horizontal fill lifts (reference Section 6) with compaction equipment working as close to the edge as prac- tical. The amount of lateral over-building will vary as field conditions dictiace. Compaction testing of slope faces will be required and Standard Guidelines Page 13 for Grading Pro j ects reconstruction of the slope may result if testing does not meet our recommendations. Mechanical, compaction of the slope to grade during construction should utilize two types of compactive effort. First, horizontal fill lifts should be compacted during fill placement. This equipment should provide compaccive effort to the outer edge of the fill slope. Sloughing of fill soils should not be permitted to drift down the slope. Secondly, at intervals not exceeding four ..Eeec. Ln vertical slope height or the, ... capability of available equipment, whichever is less, fill slopes should be backrolled with a sheepsfoot-type roller. Moisture conditions of the slope fill soils should be maintained throughout the compaction process. Generally upon slope completion, the entire slope should be compacted utilizing typical methods, (i.e. sheepsfoot rolling, bulldozer tracking, or rolling with rubber-tired heavy equipment). Slope construction grade staking should he removed as soon as possible in the slope compaction process. Final slope compaction should be performed without grade sakes on the slope face. In order to monitor slope construction procedures, moisture and density tests will be taken at regular intervals. Failure to achieve the desired results will likely result in a recommendation by the Geotechnical Consultant to overexcavate the slope surfaces'followed by recpt)s.truct..LOQ.Qf the .sLopes.util.iz.ina -over- •.••.•. filling and cutting back procedures or further coTupaccive effort with the conventional backrolling approach. Other recommendations may also be provided which would be commensurate with field conditions. 6.4.3 Where placement of fill above a natural slope or above a cut slope is proposed, the fill slope configuration as presented in the accompanying Standard Details should be adopted. 6.4.4 For pad areas above fill slopes, positive drainage should be established away from the top-of-slope, as designed by the project civil engineer. Standard Guidelines .age 14 for Grading Projects 6.5 OFF-SITE FILL 6.5.1 Off-site fill should be created in the same manner as recommended in the specifications for site preparation, excavation, drains, compaction, etc. 6.5.2 Off-site canyon fill, should be placed in preparation for future additional fill, as shown in the accompanying Standard Details. 6.5.3.. Off-site. fill •s.ubdrainstemporarily terinted' (up canyon) should be surveyed for future relocation and connection. 6.6 TRENCH BACKFILL 6.6.1 Utility trench backfill should, unless other- wise recommended, be compacted by mechanical means. Unless otherwise recommended, the degree of compaction should be a minimum of 90 percent of maximum density (ASTM D1557). 6.6.2 Backfill of exterior and interior trenches extending below a 1:1 projection from the outer edge of foundations should be mechanically compacted to a minimum of 90 percent of the laboratory maximum density. 6.6.3 Within slab areas, but outside the influence of foundations, trenches up to one foot wide and .two feet deep may be backf.iiled with sand. (S.E.. > 30), and consolidated by jetting, flooding or by pch.aiical means.. - .I-f.on-'.s.ite .mater.ialsare . Utilized, 'they should be wheel-rolled, 'tamped or otherwise compacted to a firm condition. For minor interior trenches, density testing may be deleted or spot testing may be elected if deemed necessary, based on review of backfill operations during construction. 6.6.4 If utility contractors indicate that it is undesirable to use compaction equipment. in close proximity to a buried conduit, the Contractor may elect the utilization of light weight mechanical compaction equipment and/or shading of the conduit with clean, granular material, (S.E. > 30) which should be thoroughly moistened in the trench, prior to £tanaard Guidelines Page 15 for Grading Projects initiating mechanical compaction procedures. Other methods of utility :renchcompaction may also be appropriate. uoon review of the Geotechnjcal Consultant a: the time of construction. 6.6.5 in cases where clean granular materials are proposed for use in lieu of native materials or where flooding or jetting is proposed, the procedures should be considered subject to review by the Geotechnical Consultant. a, 6.6.6 lean granular backfill and/or bedding are not recommended in slope areas unless provisions are made for a drainage svtem to mitigate the potential build-up of seeage forces and piping. DRAINAGE 7.1 Canyon subdrain systems recommended by the Geocechnica]. Consultant should be installed in accordance with the Standard Details. 7.2 Typical subdrains for compacted fill buttresses, slope stabjljzacjons.or sidehill masses, should be installed in accordance with the specifications of the accompanying Standard Details. 7.3 Roof, pad and slope drainage should be directed away from slopes and areas of structures to disposal areas via suitable devices designed by the oroiec•t civil engineer :i.e., gutters, .ownspou:s, concrete swales, area drains, earth swales, gtc. ...... - .... ,....... 7.4 Drainage patterns established a: the time of fine grading should be maintained throughout the life of the project. Property owners should be made aware that altering drainage patterns can be detrimental to slope stability and foundation oerformance. SLOPE -tAINTENANCE 8.1 LANDSCAPE PLANTS In order to decrease erosion surficial slope stability problems, slope planting should be accomplished at the completion of grading. Slope planting should consist of deep-rooting vegetation requiring little watering. A Landscape Architect would be the test party to consult regarding actual types of plants and planting configuration. tanoard Guidelines ?age 16 for Grading Projects 3.2 IRRIGATION 8.2.1 Slope irrigation should be minimized. :E automatic timing devices are utilized on irrigation systems, provisions should be made for interrupting normal irrigation during periods of rainfall. 8.2.2 Property owners should be made aware that oveacering .of -s-lopes is detriencal ta slope stability and may contribute to slope seepage, erosion and siltation problems in the subdivision. . .- . . . .. ... .... ,. . ... .. 40 DIAMETER PERFORATED PIPE BAC(DRAIN 4 DIAMETER NON-PERFORATED PIPE LATERAL DRAIN 15 MINIMUM SLOPE PER PLAN-.. 2.0J/ BENCHING /2 - -0------ PROVIDE BACKORAIN PER DACKORAIN DETAIL. AN ADDITIONAL BACKDRA$N AT MID-SLOPE WILL BE REQUIRED FOR SLOPE IN EXCESS OF 40 FEET HIGH. KEY.-DIMENS,OIS.PER SQILS.ENGINS.ER .. ..... TYPICAL BUTTRESS OR STABILIZATION FILL DETAIL JOB NO..: DATE: FIGURE: I TURAL GROUND PROPOSED GRADING E4 oc COMPACTED FILL 1.5 117 PROVIDE BACKDRAIN PER-1 BACKDRAIN DETAIL. AN ADDITIONAL BACKDRAIN AT MID-SLOPE WILL BE REQUIRED FOR SACK SLOPES IN EXCESS OF 40 FEET HIGH. LOCA- TIONS-OF BACKDRAINS AND OUTLETS PER SOILS ENGINEER AND/OR EN-' 0NERING GOLOG(ST DURING GRADING. Ne !BASE WIDTH W DETERMINED BY SOILS ENGINEER TYPICAL SHEAR KEY DETAIL JOB NO.: I DATE: IFIGURE. 0 V ER EX CA VATE FINAL LIMIT OF DAYLIGHT EXCAVATION LINE FINISH PAD OVEREXCAVATE- 3' AND REPLACE WITH COMPACTED FILL 20' MAXIMUM-, 4it1H% ]4 - SOUND IBEDROCK I1 TYPICAL BENCHING L. 2 • MINIMUM OVERBURDEN (CREEP-PRONE) ....... "-PROVIDE BACKORAIN PER BACKORAIN DETAIL. LOCATION OF BACKDRAIN AND .OUTLETS.PER.SOILS. ENGiNEER AND/OR ENGINEERING GEOLOGIST DURING GRADING EOU!PMENT WIDTH (MINIMUM 151 DAYLIGHT SHEAR KEY DETAIL JOB NO. IDATE: IFlGURE: BENCHING F I LL OVER NATURAL SURFACE OF FIRM— EARTH MATERIAL FILL SLOPE 4' TYPICAL 51 MIN. Ove u !L4 TYPICAL iol MIN. (INCLINED 2% MIN. INTO SLOPE) BENCHING FILL OVER CUT SURFACE OF FIRM FINISH FILL SLOPE—., EARTH MATERIAL FINISH CUT SLOPE 4' TYPICAL _ ----- - 10' TYPICAL 15 MIN. OR STABILITY EQUIVALENT PER SOIL ENGINEERING (INCLINED 2% MIN. INTO SLOPE) BENCHING FOR COMPACTED FILL DETAIL JOB NO. DATE FIGURE: 4• FINISH SURFACE SLOPE 3 FT3 MINIMUM PER LINEAL FOOT APPROVED FILTER ROCK * COMPACTED FILL 1NIMUM GRADIENT A-1 4 MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REOUIRE- MENTS DURING GRADING \___4. MINIMUM APPROVED \ PERFORATED PIPE** \ (PERFORATIONS DOWN) \ MINIMUM 2% GRADIENT \ TO OUTLET -BENCH INCLINED TOWARD DRAIN TYPICAL BENCHING DETAIL A-A TEMPORARY FILL LEVEL COMPACTED 4 MINIMUM DIAMETER BACKFILL APPROVED SOLID OUTLET PIPE 12 MINIMUM COVER-J 12' MINIMUM--J *FILTER ROCK TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EOUAL: SIEVE PERCENTAGE PASSING **APPROVED PIPE TYPE: IDO 314 90-100 SCHEDULE 40 POLYVINYL CHLORIDE 3/8' 40-100 (P.V.C.) OR APPROVED EOUAL. NO.4 25-40 MINIMUM CRUSH STRENGTH 1000 PSI. NO.30 5-15 NO.50 0-7 NO.200 0-3 TYPICAL BACKDRAN DETAIL JOB NO.: iDATE: FIGURE: FINISH SURFACE SLOPE -, MINIMUM 3 FT3 PER LINEAL FOOT OPEN GRADED AGGREGATES TAPE AND SEAL AT CONTACT - COMPACTED FILL ¶411 '- SUPAC 8-P FABRIC OR APPROVED EOUAL 4 MINIMUM APPROVED \ PERFORATED PIPE \ (PERFORATIONS DOWN) \ MINIMUM 2% GRADIENT \ TO OUTLET BENCH INCLINED TYPICAL TOWARD DRAIN BENCHING 2% MINIMUM 1GRADIENT A-1 4 MINIMUM DIAMETER SOLID OUTLET PIPE SPACED PER SOIL ENGINEER REQUIREMENTS DETAIL A-A TEMPORARY FILL LEVEL MINIMUM 12 COVER COMPACTED BACKFILL MINIMUM 4 DIAMETER APPROVED SOLID OUTLET PIPE 1' MINIMf *NOTE. AGGREGATE TO MEET FOLLOWING SPECIFICATIONS OR APPROVED EQUAL: SIEVE SIZE PERCENTAGE PASSING 1 1/2 100 1. 5-40 a/4• 0-17 318 0-7 NO. 200 0-3 L BACKDRMN DETAIL (GEOFABRIC) [àB NO.: 1DATE: ]FIGURE: CANYON SUBDRAN DETAILS j—SURFACE OF /—FIRM EARTH - COMPACTED FILL TYPICAL BENCHING— / REMOVE UNSUITABLE L MATERIAL NCL1NE TOWARD DRAIN SEE DETAILS BELOW TRENCH DETAIL 8 MINIMUM _OVERLAP MINIMUM 6 FT3 PER LINEAL OPTIONAL V-DITCH DETAIL FOoT OF APPROVED DRAIN MATERIAL SUPAC 8-P FABRIC OR APPROVED EQUAL eMINIMUMOv ERLAP , 24 MINIMUMt- SUPAC 5-P FABRIC OR APPROVED EQUAL DRAIN MATERIAL SHOULD CONSIST OF MINUS 1.5. MINUS 1, OR MINUS 75 CRUSHED ROCK \M$NIMUM 6 FT3 PER LINEAL FOOT : , OF MINIMUM APPROVED DRAIN MATERIAL 0TO 90 ADD MINIMUM 4 DIAMETER APPROVED PERFORATED PIPE WHEN LARGE FLOWS ARE ANTICIPATED APPROVED PIPE TO BE SCHEDULE 40 POLY-VINYL- CHLORIDE (P.V.C.) OR APPROVED EQUAL. MINIMUM CRUSH STRENGTH 1000 psi. GEOFABRIC SUBDRAIN JOB NO.: IDATE: IFIGURE -. 4INAL GRADE TOE OF SLOPE SHOWN ON GRADING PLAN FILL 00 - Lø -.- - '--- - -, 4. / 10 TYPICAL BENCH i, / - FILL / 4i - ,1 __-- 7 - - TYPICAL BENCH HEIGHT PROVIDE BACKDRAIN AS REQUIRED PER RECOM- MENDATIONS OF SOILS ENGINEER DURING GRADING MINIMUM-' DO WN S LOPE KEY DEPTH / LIMIT OF KEY EXCAVATION 15 MINIMUM BASE KEY WIDTH WHERE NATURAL SLOPE GRADIENT IS 5:1 OR LESS. BENCHING IS NOT NECESSARY. HOWEVER. FILL IS NOT TO BE PLACED ON COMPRESSIBLE OR UNSUIT- ABLE MATERIAL. FILL SLOPE ABOVE NATURAL GROUND DETAIL JOB NO.: DATE: FIGURE: 8 WIDTH VARIES COMPETENT EARTH MATERIAL REMOVE ALL TOPSOIL. COLLUVIUM AND CREEP MATERIAL FROM T II All SI II ON 15' MINIMUM CUT/FILL CONTACT SHOWN ON GRADING PLAN CUT/FILL CONTACT SHOWN ON 'AS-BUILT' NATURAL TOPOGRAPHY CUT SLOPE 0 FILL ONI - - - 04 -1 A - I I4 TYPICAL op TYPICAL-4 BEDROCK OR APPROVED FOUNDATION MATERIAL *NOTE: CUT SLOPE PORTION SHALL BE MADE PRIOR TO PLACEMENT OF FILL FILL SLOPE ABOVE CUT SLOPE DETAIL JOB NO.: DATE: FIGURE: GENERAL GRADING RECOMMENDATIONS CUT LOT ,---ORIGINAL - --- - - I - - - - I _i- - - - - GROUND - - I - -I TOPSOIL. COLLUVIUM AND _- 6• 5 WEATHERED BEDROCK _ - - 3. - OVEREXCAVATE AND UNWEATHERED BEDROCK REGRADE CUT/FILL LOT (TRANSITION) ORIGINAL _-_- GROUND - - - - - - - - - - - - - - COMPACTED FILL - TOPSOIL -COLLUVIUM AND WEATHERED ....- UNWEATHERED BEDROCK BEDROCK 3' OVEREXCAVATE AND REGRADE TRANSITION LOT DETAIL JOB NO.: DATE: FIGURE: 10. BUILDING FINISHED GRADE ,-CLEAR AREA FOR / FOUNDATION. UTILITIES. 10' / AND SWIMMING POOLS SLOPE FACE 0 o - STREET 0 1 5' WINDROW 5' OR BELOW DEPTH OF DEEPEST UTILITY TRENCH (WHICHEVER GREATER) TYPICAL WINDROW DETAIL (EDGE VIEW) GRANULAR SOIL FLOODED---\ TO FILL VOIDS HORIZONTALLY PLACED COMPACTION FILL PROFILE VIEW ROCK DISPOSAL DETAIL JOB NO.: DATE: FIGURE. (c i t y o f Carlsbad CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-50 Development Services Building Division 1635 Faraday Avenue (760) 602-2719 www.carlsbadca.gov PURPOSE This checklist is intended to assist building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their projects. The completed checklist must be included in the building permit application. It may be necessary to supplement the completed checklist with supporting materials, calculations or certifications, to demonstrate full compliance with CAP ordinance requirements. For example, projects that propose or require a performance approach to comply with energy-related measures will need to attach to this checklist separate calculations and documentation as specified by the ordinances. NOTE: The following type of permits are not required to fill out this form + Patio I + Decks I + PME (w/o panel upgrade) •. Pool A If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, an explanation must be provided to the satisfaction of the Building Official. .4 Details on CAP ordinance requirements are available on the city's website. A A CAP Building Plan template (form B-55) shall be added to the title page all building plans. This template shall be completed to demonstrate project compliance with the CAP ordinances. Refer to the building application webpage and download the latest form. Project Name/Building Permit No.: Three on Cherry BP No.: Property Address/APN: 204-231-07-00 Applicant Name/Co.: Di Donato Associates Applicant Address: 3939 1 st Ave. Suite #100 Contact Phone: 619-299-4210 Contact Email: al@dda-arch.com Contact information of person completing this checklist (if different than above): Name: Roger Lansen Company name/address: Di Donato Associates Contact Phone: 619-299-4210 Contact Email: rogerdda-arch.com Applicant Signature: Roger Lansen Date: 091520 B-50 Page 1 of 6 Revised 06/18 City of Carlsbad Climate Action Plan Consistency Checklist Use the table below to determine which sections of the Ordinance Compliance checklist are applicable to your project. For alterations and additions to existing buildings, ach BuildingPermit Valuation worksheet. Building Permit Valuation (BPV) from worksheet: $_(, I1, 2_S ( Construction Type - LComplete Section(s) - Notes - A high-se residential building is 4 or more stories, including a EJ Residential Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use III New construction A A, )1B, 2B 3B 4A 0 Additions and alterations: BPV < $60,000 N/A N/A All residential additions and alterations BPV > $60,000 1A 4A 4A 1-2 family dwellings and townhouses with attached garages Electrical service panel upgrade only ' only *Multifamily dwellings only where interior finishes are removed BPV 2:$200,000 4A* 1B, 4A* and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed Nonresidential 0 New construction 2B, 3B, 4B and 5 Alterations: BPV ~t$200,0000r additions ~! 1,000 lB 5 square feet BPV ~: $1,000,000 1B, 2B, 5 El ~ 2,000 sq. ft. new roof addition 2B, 5 Building alterations of ~: 75% existing gross floor area 1 B also applies if BPV 2:$200,000 Please refer to Casbad Municipal Code (CMC) sections 18.21.155 and 18.30.190, and the California Green Building Standards Code (CALGreen) for more information when completing this section. A. 0 Residential addition or alteration ? $60,000 building permit valuation. 0 N/A_____________________________ See CMC Section 18.30.190. 0 Exception: Home energy score ~! 7 (attach certification) Year Built Single-family Requirements Multi-family Requirements Before 1978 Select one: Duct sealing 0 Athc insulation 0 Cool roof 0 Attic insulation 1978 and later Select one: Lighting package 0 Water heating Package Between 1978 and 1991 Select one: Duct sealing 0 Attic insulation 0 Cool roof O 1992 and later Select one: Lighting package 0 Water heating package B. 0 Nonresidential* new construction or alterations? $200,000 building permit valuation, or additions? 1,000 square feet 0 N/A_____________________________ Updated 8/15/2019 2 City of Carlsbad Climate Action Plan Consistency Checklist See CMC 18.21.155 and CALGreen Appendix A5, Division A5.2 - Energy Efficiency. A5.203.1.1 Choose one: 0.1 Outdoor lighting 0.2 Warehouse dock seal doors 0.3 Restaurant service water heating (comply with California Energy Code section 140.5, as amended) 0 N/A_______________________________ 0.4 Daylight design PAFs 0.5 Exhaust air heat recovery A5.203.1.2.1 Choose one as applicable: 0.95 Energy budget 11.90 Energy budget 0 N/A_____________________________ A5211.1 On-site renewable energy 0 N/A_________________________ A5.211.3 Green power (if offered by local utility provider, 50% minimum renewable sources) 0 N/A_____________________________ A5.212.1 0 Elevators and escalators 0 N/A___________________________ A5.213.1 D Steel taming 0 N/A_____________________ * Includes hotels/motels and high-rise residential buildings ** For alterations 2:$1,000,000 BPV and affecting >75% existing gross floor area, or alterations that add 2,000 square feet of new roof addition: comply with CMC 18.30.130 instead. 2. Photovoltaic Systems 0 Residential new construction (for low-rise residential building permit applications submitted after 111120). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. Notes: 1) High-rise residential buildings are subject to nonresidential photovoltaic requirement (2113 below) instead. 2) If project includes installation of an electric heat pump water heater pursuant to CMC 18.30.150(B) (high-rise residential) or 18.30.170(B) (low-rise residential), increase system size by .3kWdc if PV offset option is selected. Floor Plan ID (use additional sheets if necessary) CFA #d.u. Calculated kWdc* Exception Cherry Lane Residence Plan A 2061 1 2.3 0 Cherry Lane Residence Plan B 2182 1 2.32 0 Cherry Lane Residence Plan C 2393 1 2.36 0 Total System Se: kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #du.) *Formula calculation where CFA = conditional floor area, #du = number of dwellings per plan type If proposed system size is less than calculated size, please explain. Nonresidential new construction or alterations ~$1,000,000 BPV and affecting ?75% existing floor area, or addition that increases roof area by ~2,000 square feet Please refer to CMC section 18.30.130 when completing this section. Note: This section also applies to high-rise residential and hotel/motel buildings. Choose one of the following methods: Gross Floor Area (GFA) Method GFA: Mm. System Size: kWdc 0 If < 10,000sf. Enter: 5 kWdc 0 If 2! 10,000sf. calculate: 15 kWdc x (GFA/10,000) ** **Round building size factor to nearest tenth, and round system size to nearest whole number. 0 Time- Dependent Valuation Method Updated 8/15/2019 3 City of Carlsbad Climate Action Plan Consistency Checklist Annual TDV Energy use:*** x.80= Mm. system size: kWdc '*Attach calculation documentation using modeling software approved by the California Energy Commission. [3 Water Heating Residential and hotel/motel new construction Please refer to CMC sections 18.30.150 and 18.30.170 when completing this section. JFor systems serving individual dwelling units choose one: Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise residential only) O Heat pump water heater AND PV system .3 kWdc larger than required in CMC section 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) O Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher 0 Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors RI Exception: Tankless water heater O For systems serving multiple dwelling units, install a central water-heating system with all of the following: 0 Gas or propane water heating system 0 Recirculation system per CMC 18.30.150(B) (high-rise residential, hotel/motel) or CMC 18.30.170(B) (low- rise residential) 0 Solar water heating system that is either: 0.20 solar savings fraction 0.15 solar savings fraction, plus drain water heat recovery 0 Exception: Nonresidential new construction Please refer to Carlsbad Ordinance CMC section 18.30.150 when completing this section. O Water heating system derives at least 40% of its energy from one of the following (attach documentation): O Solar-thermal 0 Photovoltaics 0 Recovered energy OWater heating system is (choose one): 0 Heat pump water heater 0 Electric resistance water heater(s) OSolar water heating system with .40 solar savings fraction 0 Exception: Updated 8/15/2019 4 City of Carlsbad Climate Action Plan Consistency Checklist 4. Electric Vehicle Charging - - W1 Residential New construction and major alterations* Please refer to Carlsbad Ordinance CIVIC section 18.21.140 when completing this section. IZ1One and two-family residential dwelling or townhouse with attached garage: [Z]One EVSE Ready parking space required EZI Exception: Multi-family residential: 0 Exception : - Total Parking Spaces Proposed EVSE Spaces Capable Ready Installed Total Calculations: Total EVSE spaces= .10 x Total parking (rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest whole number) EVSE other= Total EVSE spaces - EVSE Installed (EVSE other may be Capable," "Ready" or "Installed.') "Major alterations are: (1) for one and two-family dwellings and townhouses with attached garages, alterations have a building permit valuation ~ $60,000 or include an electrical service panel upgrade; (2) for multifamily dwellings (three units or more without attached garages), alterations have a building permit valuation ~ $200,000, interior finishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. I I Nonresidential new construction (includes hotels/motels) 0 Exception: Total Parking Spaces EVSE SDE Installed Total 10 1 2 5 1 8 Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces [1 0-9 1 1 LI 10-25 2 1 26-50 4 2 [] 51-75 6 3 0 76-100 9 5 LI 101-150 12 6 LI 151-200 17 9 201 and over 10 percent of total 50 percent of Required EV Spaces Updated 8/15/2019 5 City of Carlsbad Climate Action Plan Consistency Checklist [5. [] Transportation Demand Management (TDM): Nonresidential ONLY I An approved Transportation Demand Management (TDM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether or nor your permit requires a TDM plan. If TDM is applicable to your permit, staff will contact the applicant to develop a site-specific TDM plan based on the permit details. Employee ADT Estimation for Various Commercial Uses Emp Use first 'Jsi&1sJ.. 1000 Office (all)2 20 13 Restaurant 11 11 Retai13 8 4.5 Industrial - 4 3.5 Manufacturing 3. - -4 Warehousing 4 1 1 Unless otherwise noted, rates estimated from ITE Trip Generation Manual, 10'Edition 2 For all office uses, use SANDAG rate of 20 ADT/1 000 sf to calculate employee ADT Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Other commercial uses may be subject to special consideration Sample calculations: Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf First 1,000 sf= 8 ADT 9,334 sf- 1,000 sf= 8,334 sf (8,334 sf1 1,000 x 4.5) + 8 = 46 Employee ADT Acknowledgment: I acknowledge that the plans submitted may be subject to the City of Casbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TDM plan and understand that an approved TDM plan is a condition of permit issuance. Applicant Signature: Allen Di Donato Date: 09-15-20 Person other than Applicant to be contacted for TOM compliance (if applicable): Name (Panted):Roger Lansen Phone Number: 6192994210 Email Address: roger@,,dda-arch.com Updated 8/15/2019 6 &—ty of Carl SbadHEIGHT Services 'L City : ERTIFICATION Building Division Carlsbad C 1635 Faraday Avenue 03 2U2 B-60 *%JRD BUILDING DIVISION CVcyasbadca-gov This form shall be completed to certif the building height when requested by the Building Division. Pe —Assessor's Assessor's Parcel Number:. ..S Site Address 160. Cherry Street Ownér'sName: Three on Cherry This is to affirm that on— 3/2 /4 .Z5 (date) the structure being constructed on the site was surveyed by, or under the direction of the undersigned. HIEGHT CERTIFICATION: The height from the lower of natural or finished grade to the highest finished point of the roof ridge elevation, or any part of the structure immediately above, was found to be in conformance with the approved plans. Surveyed height measurement (top of roof sheathing) at point(s) identified in approved plans as the highest point(s) of the structure above lower of natural or finished grade elevation. (Attach, 8 W'x 11" sheets showing elevation(s) of structure where measurement(s) were taken and location on site plan where they were taken) Total thickness of roofing materials (i.e felt and roofing) to be installed after sheathing inspection, not to exceed: 1"... . Total Height: 2 '/0 y A (7w:wAM .C.TEAS'r ' 1S6411 1) V/'icx Seal of Registration Registered Civil Engineer; Structural Engineer, or Licensed Land Surveyor NOTE: Property owner or project applicant/devélópermay not certify building height. Building Division Acknowledgement:. . Date: BUILDING INSPECTOR 8-60 Page 1 of 1 .8ev. 04/2022 City of Carlsbad OCT 03 2023 BUILDING DIVISION r ME no V C. '. 44 r Ck N ' .. [ma : IMW ON CHERRY -- - - __ ''-- (City of Carlsbad Revision Permit Print Date: 10/04/2024 Permit No: PREV2023-0282 Job Address: 160 CHERRY AyE, CARLSBAD, CA 92008-8212 Status: Closed - Finaled Permit Type: BLDG-Permit Revision Work Class: Residential Permit Revision Parcel #: 2042310700 Track 1*: Applied: 12/12/2023 Valuation: $0.00 Lot #: Issued: 12/13/2023 Occupancy Group: Project #: DEV2018-0022 Finaled Close Out: 10/04/2024 #of Dwelling Units: Plan #: Bedrooms: Construction Type: Final Inspection: Bathrooms: Orig. Plan Check #: PC2020-0038 INSPECTOR: Occupant Load: Plan Check #: Code Edition: Sprinkled: Project Title: THREE ON CHERRY Description: THREE ON CHERRY: REVISION TO CHANGE COVER SHEET// FIRE SPRINKLER TYPE SWITCHING FROM 13R TO 13D Applicant: ALLEN DI DONATO 3939 FIRST AVE SAN DIEGO, CA 92103 Property Owner: LLC CHERRY K M A LLC 6026 WENRICH PL SAN DIEGO, CA 92120 (619) 572-0237 Contractor: DAVID MEZZACAPPA 6026 WEN RICH PL SAN DIEGO, CA 92120-3720 (619) 572-0237 FEE AMOUNT BUILDING PLAN CHECK REVISION ADMIN FEE- - $35.00 Total Fees: $35.00 Total Payments To Date: $35.00 Balance Due: $0.00 Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 1442-339-2719 1 760-602-8560 f I www.carlsbadca.gov I , PLAN CHECK REVISION OR Development Services NIL City of DEFERRED SUBMITTAL Building Division 1 1635 Faraday Avenue Isbad APPLICATION 442-339-2719 1 , B-I 5 1 www.carlsbadca.gov (by Citj.'Staf1j Original Plan Check Number 2t. -o03t Plan Revision Number _________________ Projctddress Nt 2 . tiGenerI Scpe cfrRevisionjDeferred Submittal: () -C- r o.it Y3 k 40 CON1AdT 1NFOMATION Nane_ Phone ('t9 7 Fax Ades! zip W C, k 61c EIl Address Original plans prepared by an architect or engineer, revisions must be signed & stamped by that person. 1 . Elements revised IPTans Calculations fl Soils Energy Other • i tv LSighature14 Date 1635 FaradayAvenu Carlsbad, CA 19 f: 760-602-8558 E—mail: buiIding@carlsbdca.ov WA1Wcarisbadca.gov Describe re\'isions 2. in detail List page(s) where each revision is shown 4. Does this revision in any way, altr the exterior of the project? Yes No &-i'066 this rvision add ANY new flc or area(s)? LI Yes 6.! Doe this rv:sion affect any fire related issues? Yes LI No 7e: Is hsa ful1'et LI Yes ENo