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Home My WebLink About2218 AZURITE PL; ; CBR2023-2827; PermitBuilding Permit Finaled Residential Permit Print Date: 03/11/2025 Job Address: 2218 AZURITE PL, CARLSBAD, CA 92009-1710 Permit Type: BLDG-Residential Work Class: Parcel#: 2132402400 Track#: Valuation: $52,705.31 lot#: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: Project#: Plan#: Construction Type: Orig. Plan Check#: Pla n Check #: Description: 1230 SF INTERIOR REMODEL, 88 SF ADDITION, NEW DECK Applicant: DOUG RANDALL 9880 N MAGNOLIA SANTEE, CA 92071-1901 (619) 933-4868 FEE BUILDING PLAN CHECK DECKS/BALCONY -NEW/REPLACE SB1473 -GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) SWPPP INSPECTION TIER 1 -Medium BLDG SWPPP PLAN REVIEW TIER 1 -Medium Alteration Total Fees: $3,015.88 Total Payments To Date: $3,015.88 (city of Carlsbad Permit No: Status: CBR2023-2827 Closed -Finaled Applied: 06/01/2023 Issued: 09/28/2023 Finaled Close Out: 03/11/2025 Final Inspection: 12/30/2024 INSPECTOR: de Roggenbuke, Dirk Contractor: ECO HOME BUILDERS INC 9225 DOWDY DR, # STE 211 SAN DIEGO, CA 92126-6368 (702) 957-3689 Balance Due: AMOUNT $878.93 $315.00 $3.00 $1,438.10 $6.85 $292.00 $82.00 $0.00 Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exaction." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul t heir imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as t o which the statute of limitation has previously otherwise expired. Building Division Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION B-1 Plan Check~ 202:S • 22"27 Est. Value PC Deposit Date Job Address 2218 Azurite Pl Unit: _____ .APN: 21 3-240-24-00 CT /Project #: ___________________ lot #: ____ Year Built: _________ _ BRIEF DESCRIPTION OF WORK: PROPOSED TOTAL OF t191 SF ADDITION CONSISTING OF : STORAGE CONVERSION t125S ,. t66SF ADDITION THE 1STFLOOR ENTRY AREA · :t28 SF EXTENSION OF (E) BALCONY ABOVE THE ENTRY AREA ADDITION · ±168 SF NEW DECK IN THE BACKYARD · t260SF INTERIOR REMODEL 0 New SF: Living SF, _____ Deck SF, ____ Patio SF, _____ Garage SF __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N, if yes how many? ___ _ 0 Remodel: _____ SF of affected area Is the area a conversion or change of use? 0 YO N D Pool/Spa: ____ .SF Additional Gas or Electrical Features? _____________ _ 0 Solar: ___ .KW, ___ Modules, Mounted: 0Roof O Ground, Tilt: 0 YON, RMA: 0 YO N, Battery:OYC N, Panel Upgrade: Ov ON Electric Meter number: ------------- 0th er: APPLICANT (PRIMARY CONTACT) Name: Doug Randall Address: 9825 Maine Ave. City: Lakeside Phone: 619-933-4868 State:_c_a __ .Zip:92040 PROPERTY OWNER Name: Guo-Hua Miao Address: 2218 Azurite Pl City: Carlsbad Phone: (302) 562-0573 State:_C_a __ .Zip: 92009 Email: doug@permitrunner.net Email: ____________________ _ DESIGN PROFESSIONAL CONTRACTOR OF RECORD Name: ___________________ Business Name: ECO HOME BUILDERS INC Address: Address: 9225 DOWDY DRIVE SUITE 211 City: ________ .State: ___ Zip: ____ _ City: SAN DIEGO State:_C_a ___ Zip: 92126 Phone: _________________ _ Phone: (702) 957-3689 Email: __________________ _ Architect State license: ___________ _ Email: info@ecohomebuildersinc.com CSLB license#: 1074166 Class: B -------- Carlsbad Business License # (Required): _______ _ APPLICANT CERTIFICATION: I certify that I have read the application and state tha agree to comply with o/1 City ordinances and State laws relating to building construction. NAME (PRINT): _o_o_u_g_R_a_n_d_a_11 ____ _ 163S Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: CB~ 2D2.3 • '2..?:,2., A BUILDING PERMIT CAN BE ISSUED TO EITHER A STATE LICENSED CONTRACTOR OR A PROPERTY OWNER. IF THE PERSON SIGNING THIS FORM IS AN AGENT FOR EITHER ENTITY AN AUTHORIZATION FORM OR LETTER IS REQUIRED PRIOR TO PERMIT ISSUANCE. (OPTION A): LICENSED CONTRACTOR DECLARATION: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I also affirm under penalty of per jury one of the following declarations(CHOOSE ONE): D i 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. PolicyNo .. __________________________________________ _ -OR- D 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: STATE COMPENSATION INSURANCE F Policy No. 9293829 Expiration Date: _3_151_2_4 _______________ 1 -OR- D 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' compensat ion Laws of California. WARNING: Fallure 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 Name:. _______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA TION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to developme ve been accurately sho nd labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed in accordance with all regulations in exl ence t the time of their s ction, uni otherwise noted. NAME (PRINT): Doug Randall Note: If the person signing above is an authorized agent for the contractor (OPTION B): OWNER-BUILDER DECLARATION: I her eby affirm that I am exempt from Contractor's License Law for the following reason: D I, 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). -OR- DI, 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). -OR- D I am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: ANO, D FORM B-61 "Owner Builder Acknowledgement and Verification Form" is required for any permit issued to a property owner. 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./ understand that a copy of the applicable law, Section 7044 of the Business and Professions Code, is available upan request when this application is submitted or at the following Web site: http:Ilwww.leginfo.ca.gov/calaw.html. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application Is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildings, structures and their setbacks from property lines and from one another; access roads/easements, and utilities. The existing and proposed use of each building as stated is true and correct; all easements and other encumbrances to development have been accurately shown and labeled as well as all on-site grading/site preparation. All improvements existing on the property were completed In accordance with all regulations In existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If the erson si nin above Is an authorized a ent for the ro ert owner include form B-62 si ned b owner. 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Building@carlsbadca.gov 2 REV. 04/22 PERMIT INSPECTION HISTORY for (CBR2023-2827) Permit Type: BLDG-Residential Application Date: 06/01/2023 Owner: Work Class: Alteration Issue Date: 09/28/2023 Subdivision: CARLSBAD TCT#02-24 LA COSTA GREENS NEIGHBORHOODS 1.11,1.13&1.14 Status: Closed -Finaled Expiration Date: 12/02/2024 Address: 2218 AZURITE PL IVR Number: 49669 CARLSBAD, CA 92009-1710 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final Status COMMENTS 6/18/24 B-59 form needed 12/30/2024 12/30/2024 BLDG-Final Inspection 272199-2024 Passed Tuesday, March 11, 2025 Checklist Item BLDG-Building Deficiency BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final COMMENTS 6/18/24 B-59 form needed 12/30/24 B-59 received Dirk de Roggenbuke Passed No Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Complete Page 5 of 5 PERMIT INSPECTION HISTORY for (CBR2023-2827) Permit Type: BLDG-Residential Application Date: 06/01/2023 Owner: Work Class: Alteration Issue Date: 09/28/2023 Subdivision: CARLSBAD TCT#02-24 LA COSTA GREENS NEIGHBORHOODS 1.11,1.13&1.14 Status: Closed -Finaled Expiration Date: 12/02/2024 Address: 2218 AZURITE PL IVR Number: 49669 CARLSBAD, CA 92009-1710 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspectlon Inspection Date Start Date Status BLDG-SW-Inspection 247171-2024 Partial Pass Dirk de Roggenbuke Relnspectfon Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/03/2024 06/03/2024 BLDG-18 Exterior 250336-2024 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 250550-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 06/18/2024 06/18/2024 BLDG-Final Inspection 252076-2024 Partial Pass Dirk de Roggenbuke Reinspection Incomplete Tuesday, March 11, 2025 Page 4 of 5 PERMIT INSPECTION HISTORY for (CBR2023-2827) Permit Type: BLDG-Residential Application Date: 06/01/2023 Owner: Work Class: Alteration Issue Date: 09/28/2023 Subdivision: CARLSBAD TCT#02-24 LA COSTA GREENS NEIGHBORHOODS 1.11,1.13&1.14 Status: Closed -Finaled Expiration Date: 12/02/2024 Address: 2218 AZURITE PL IVR Number: 49669 CARLSBAD, CA 92009-1710 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Re inspection Inspection Date Start Date Status Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 246299-2024 Partial Pass Dirk de Roggenbuke Reinspectlon Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/29/2024 04/29/2024 BLDG-27 Shower 246686-2024 Passed Dirk de Roggenbuke Complete PanfTubs Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes BLDG-SW-Inspection 246880-2024 Partial Pass Dirk de Roggenbuke Reinspectlon Incomplete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 05/01/2024 05/01/2024 BLDG-17 Interior 247112-2024 Passed Dirk de Roggenbuke Complete Lath/Drywall Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes Tuesday, March 11, 2025 Page 3 of 5 Permit Type: Work Class: Status: Scheduled Date 04/23/2024 PERMIT INSPECTION HISTORY for (CBR2023-2827) BLDG-Residential Alteration Closed -Finaled Actual Inspection Type Start Date Checklist Item Application Date: Issue Date: Expiration Date: IVR Number: Inspection No. COMMENTS 06/01/2023 Owner: 09/28/2023 Subdivision: CARLSBAD TCT#02-24 LA COSTA GREENS NEIGHBORHOODS 1.11 , 1.13&1.14 12/02/2024 Address: 2218 AZURITE PL 49669 CARLSBAD, CA 92009-1710 Inspection Primary Inspector Reinspection Inspection Status Passed BLDG-Building Deficiency 4/1 1 /24 shear except interior master Yes 04/23/2024 bedroom BLDG-84 Rough 244998-2024 Passed Dirk de Roggenbuke Combo(14,24,34,44) Checklist Item COMMENTS BLDG-Building Deficiency BLDG-14 Frame-Steel-Bolting-Welding (Decks) BLDG-24 Rough-Topout BLDG-34 Rough Electrical BLDG-44 Rough-Ducts-Dampers BLDG-SW-Inspection 245000-2024 Partial Pass Dirk de Roggenbuke Checklist Item COMMENTS Are erosion control BMPs functioning properly? Are perimeter control BMPs maintained? Is the entrance stabilized to prevent tracking? Have sediments been tracked on to the street? Has trash/debris accumulated throughout the site? Are portable restrooms properly positioned? Do portable restrooms have secondary containment? BLDG-13 Shear 246298-2024 Passed Dirk de Roggenbuke Panels/HD (ok to wrap) Checklist Item COMMENTS BLDG-Building Deficiency 4/11 /24 shear except interior master BLDG-16 Insulation C hecklist Item bedroom 4/23/24 complete 246300-2024 COMMENTS BLDG-Building Deficiency BLDG-17 Interior Lath/Drywall 245946-2024 Passed Dirk de Roggenbuke Partial Pass Dirk de Roggenbuke Complete Passed Yes Yes Yes Yes Yes Relnspection Incomplete Passed Yes Yes Yes Yes Yes Yes Yes Complete Passed Yes Complete Passed Yes Relnspection Incomplete Tuesday, March 11, 2025 Page 2 of 5 Building Permit Inspection History Finaled {city of Carlsbad PERMIT INSPECTION HISTORY for (CBR2023-2827) Permit Type: BLDG-Residential Application Date: 06/01/2023 Owner: Work Class: Alteration Issue Date: 09/28/2023 Subdivision: CARLSBAD TCT#02-24 LA COSTA GREENS NEIGHBORHOODS 1.11,1.13&1.14 Status: Closed -Finaled Expiration Date: 12/02/2024 Address: 2218 AZURITE PL IVR Number: 49669 CARLSBAD, CA 92009-1710 Scheduled Actual Inspection Type Inspection No. Inspection Primary Inspector Reinspection Inspection Date Start Date Status 02/23/2024 02/23/2024 BLDG-11 240205-2024 Partial Pass Dirk de Roggenbuke Reinspectlon Incomplete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency 2/23/24 rebar/ footing Yes E-line footings Entryway Deck pier first pour BLDG-SW-Pre-Con 240371-2024 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed BLDG-Building Deficiency Yes 03/11/2024 03/11/2024 BLDG-11 241750-2024 Passed Dirk de Roggenbuke Complete Foundation/Ftg/Piers (Rebar) Checklist Item COMMENTS Passed BLDG-Building Deficiency 2/23/24 rebar/ footing Yes E-line footings Entry way Deck pier first pour 3/11 /24 deck grade beam ok BLDG-SW-Inspection 241829-2024 Passed Dirk de Roggenbuke Complete Checklist Item COMMENTS Passed Are erosion control BMPs Yes functioning properly? Are perimeter control BMPs Yes maintained? Is the entrance stabilized to Yes prevent tracking? Have sediments been tracked Yes on to the street? Has trash/debris accumulated Yes throughout the site? Are portable restrooms Yes properly positioned? Do portable restrooms have Yes secondary containment? 04/11/2024 04/11/2024 BLDG-13 Shear 244999-2024 Partial Pass Dirk de Roggenbuke Re inspection Incomplete Panels/HD (ok to wrap) Tuesday, March 11 , 2025 Page 1 of 5 I Project No: 20231022 Azurite 2218 Azurite, Carlsbad, CA 92009 EXP. 06-30-2024 Project Engineer: M. Jalalpour Approved by: F. Rezaeian I Date: I 04/25/2023 CBR2023-2827 2218 AZURITE PL 1230 SF INTERIOR REMODEL, 88 SF ADDITION, NEW DECK to\ > t--0 Ii U.S. Office: 152 Deerfiled Ave., Irvine, CA 9 2132402400 6/1/2023 CBR2023-2827 Canada Office: 550 HWY 7, Unit 315, Richmon, M 11 bliiifflitii4W Table of Contents 1 Description of the Structure and Site ......................................................................................................... 3 2 Design Criteria ........................................................................................................................................... 3 2.1 Design Codes and Standards ........................................................................................................ 3 3 Loading ...................................................................................................................................................... 4 3.1 Gravity Loading ............................................................................................................................ 4 3. 1 . 1 Dead Load ............................................................................................................................ 4 3.1.2 Live Load ............................................................................................................................. 4 3 .2 Lateral Load .................................................................................................................................. 5 3.2.1 Seismic Load ........................................................................................................................ 5 3.2.2 Wind Load .......................................................................................................................... 14 4 Wood Design ........................................................................................................................................... 15 4.1 Shear Wall Design ...................................................................................................................... 15 4.2 Diaphragm Design ...................................................................................................................... 16 4.2.1 Diaphragrn Seisrnic Force .................................................................................................. 16 4.2.2 Collector Design ................................................................................................................. 17 4.3 Beam and Post Design ................................................................................................................ 17 4.4 Header, Jack Stud and King Stud Design ................................................................................... 17 4.5 Joist Design ................................................................................................................................. 17 4.6 Stud Wall Design ........................................................................................................................ 17 5 Base Plate Design ...................................................................................................................... ········.······ 19 6 Mornent Frame Design ............................................................................................................................ 19 7 Foundation Design ................................................................................................................................... 20 Appendix A : ASCE 7 Hazard Report ........................................................................................... 23 Appendix B : Wind Load .............................................................................................................. 26 Appendix C Appendix D Appendix E Appendix F Appendix G Appendix H Appendix I Appendix J ~ U.S. Office: Canada Office: : Shear Wall Design .................................................................................................. 36 : Beam and Post Design ............................................................................................ 41 : Header, Jack Stud and King Stud Design ............................................................... 59 : Joist Design ............................................................................................................. 69 : Stud Wall Design .................................................................................................... 71 : Base Plate Design ................................................................................................... 73 : Moment Frame Design ........................................................................................... 79 : Foundation Design .................................................................................................. 85 152 Deerfiled Ave., Irvine, CA 92606 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 ■ +I 949-822-1913 + I 289-597-0455 Page 2 of 105 _ __,,__ _______________________ ____._VMIIP- 1 Description of the Structure and Site This project at 2218 Azurite, Carlsbad, CA 92009, is existing two-story residential building. The existing and proposed south elevation of structure is shown in Fig. I. The structural system consists of wood structural frame system with shear wall. Figure I. The Existing and Proposed South Elevation of Structure No geotechnical report was provided. The design of foundation is based on the default value provided in pds 065 dated O 1 /0l/2017 by the county of san di ego planning & development services. 2 Design Criteria 2.1 Design Codes and Standards For design purposes, the following codes, standards, and local regulations are used: • California Building Standards Code, (CBC-2022) • Minimum Design Loads for Buildings and Other Structures, (ASCE/SEI 7-16) • Building Code Requirements for Structural Concrete and Commentary, (ACI318-19) • National Design Specification for Wood Construction, (NDS-2018) • Special Design Provisions for Wind and Seismic, (SDPWS-2021) • American Institute of Steel Construction, (AISC-360) \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +1 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 +1 289-597-0455 Page 3 of 105 _ ___. ______________________________ RAMP- 3 Loading 3.1 Gravity Loading 3.1.1 Dead Load The dead loads are tabulated in Table 1. Table I. Dead Loads Name Value Unit Roof 25 psf Floor 15 psf Exterior Wall 20 psf Interior Wall 14 psf Partition 8 psf 3.1.2 Live Load Live loads are tabulated in Table 2. Table 2. Live Loads Residential Areas Uniform Live Load Unit 1 !Private Rooms and Corridors Serving Them 40 psf 2 !Partition 10 psf Roof Uniform Live Load Unit 1 !Ordinary Flat, Pitched, and Curved Roofs 20 psf Ir U.S. Office: I 52 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 3 I 5, Richmond Hill, ON L4B 3Z4 ■+I 949-822-1913 + I 289-597-0455 Page 4 of 105 _ __, _____________________________ ;.;o;o:- 3.2 Lateral Load ASCE 7 hazard report is given in Appendix A. 3.2.1 Seismic Load The wood seismic parameters are tabulated in Table 3. Table 3. Seismic Parameters S1 0.355 Ss 0.973 T1. 8 Mapped acceleration Site Class D(Default) parameters Occupancy Category II Height of Building (feet) 23 Importance Factor Cle) 1 Overstrength Factor, n o 3 Table 12.2-1 Deflection Amplification Factor, Cd 4 Table 12.2-1 Response Modification Coefficient 6.5 Table 12.2-1 Building Period Parameter Ci 0.02 Table 12.8-2 Building Period Parameter x 0.75 Table 12.8-2 Site Coefficient at Short Period (Fa) 1.2 (Table 11.4-1 ) Site Coefficient at 1 Sec Period (Fv) 1.7 (Table 11.4-2) Ta 0.21 Section 12.8.2 SMs 1.1 676 Section 11 .4.4. Eq. ( 11.4-1 ) SMJ 0.6035 Section 11 .4.4, Eq. ( 11.4-2) Sos 0.778 Section 11.4.5, Eq. (11.4-3) Soi 0.402 Section 11.4.5. Eq. (11.4-4) To 0.103 Section 11.4.6 Ts 0.517 Section 11.4.6 Seismic Design Category Based on Short-Period D Table 11 .6. I Response Acceleration Parameter Seismic Design Category Based on 1-s Period D Table 11.6.2 Response Acceleration Parameter Cs 0.12 Eq. (12.8-2). Cs 0.442 Eq. (1 2.8-3) & Eq. (12.8-4) Cs(min) 0.034 Eq. (12.8-5). Cs(min) 0.0 Eq. ( 12.8-6). Seismic Response Coefficient Cs 0.12 \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + 1 289-597-0455 Page 5 of 105 ____________________________________ fuhih·- Design response spectrum is tabulated in Table 4 and it is shown in Fig.2. Table 4. Design Response Spectrum 0 0.3112 0.103 0.778 0.7755 0.778 1.22 0.494 2.13 0.283 2.84 0.212 4.26 0.142 8 0.05 8.5 0.045 1 ~~ ::: ce' 0.8 0 Vl 0.. . 'tJ § 0.6 c::: ·- «i '§ 0.4 ;... V Bn:;02 0.. 8 . Vl <l'. 0 Des ign Response Spectrum 0 2 4 6 Period. T (sec) Figure 2. Design Response Spectrum 8 Ii U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ + I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 10 Page 6 of 105 ---"'----------------------------4.\0IU:- The moment frame seismic parameters are tabulated in Table 5. Table 5. Seismic Parameters S1 0.355 Ss 0.973 TL 8 Mapped acceleration Site Class D(Default) parameters Occupancy Category II Height of Building (feet) 23 Importance Factor Cle) I Overstrength Factor, Do 3 Table 12.2-I Deflection Amplification Factor, Cd .., .} Table 12.2-1 Response Modification Coefficient 3.5 Table I 2.2-1 Building Period Parameter Ct 0.02 Table 12.8-2 Building Period Parameter x 0.75 Table 12.8-2 Site Coefficient at Short Period (Fa) 1.2 (Table 11.4-1) Site Coefficient at 1 Sec Period (Fv) 1.7 (Table 11.4-2) Ta 0.21 Section 12.8.2 SMs 1.1 676 Section 11.4.4, Eq. (11.4-1 ) SM1 0.6035 Section 11 .4.4, Eq. ( 11.4-2) Sos 0.778 Section 11.4.5. Eq. ( 11.4-3) Soi 0.402 Section 11.4.5, Eq. (11.4-4) To 0.103 Section 11.4.6 Ts 0.5 17 Section 11.4.6 Seismic Design Category Based on Short-Period D Table 11.6.1 Response Acceleration Parameter Seismic Design Category Based on 1-s Period D Table 1 I .6.2 Response Acceleration Parameter C; 0.222 Eq. (12.8-2). Cs 0.82 Eq. (12.8-3) & Eq. (12.8-4) C s(rnin) 0.034 Eq. (12.8-5). C s(rnin) 0.0 Eq. ( 12.8-6). Seismic Response Coefficient Cs 0.222 lo U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 ■ +I 949-822-1913 +I 289-597-0455 Page 7 of 105 ____ ,.__ ______________________________ ;;4o;o:- Design response spectrum is tabulated in Table 6 and it is shown in Fig.3. Table 6. Design Response Spectrum 0 0.3112 0.103 0.778 0.7755 0.778 1.22 0.494 2.13 0.283 2.84 0.212 4.26 0.142 8 0.05 8.5 0.045 1 (l.)~) ~ ~ 08 0 <e • c.. C/l ~ g 0.6 a::·-~ 1§ 0.4 .... ~ uw ~ ~ 0.2 C/l < 0 0 Design Response Spectrum 2 4 6 Period. T (sec) Figure 3. Design Response Spectrum 8 \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 10 Page 8 of 105 _ ____;ic;.._ ______________________ ____. __ J4hll§- 3.2.1.1 Effective Seismic Weight The effective seismic weight is tabulated in Tables 7 to 11. Table 7. The Effective Seismic Weieht for Upper Floor (Existine Buildine) Weight of Roof Area Roof Area 1797.4 sf Roof Dead Load 25 psf Roof Weight 44936 lb Wall Weight Exterior Wall Length 214.5 feet Exterior Wall Dead Load 20 psf Interior Wall Length 0 feet Interior Wall Dead Load 0 psf Partition Area 1430.5 sf Partition Dead Load 8 psf Average Floor Height 9 feet Wall Weight 50054 lb Total Weight 69963 lb Table 8. The Effective Seismic Weight for Lower Floor (Existing Building) Weight of Roof Area Roof Area 1272.5 sf Roof Dead Load 25 psf Roof Weight 31813 lb Weight of Floor Area Floor Area 1430.5 sf Floor Dead Load 15 psf Floor Weight 24396 lb (Lower)Wall Weight Exterior Wall Length (Stucco) 107 feet Exterior Wall Dead Load (Stucco) 20 psf Exterior Wall Length (Brick) 119.25 feet Exterior Wall Dead Load (Brick) 48 psf Partition Area 2126 sf Partition Dead Load 8 psf Average Floor Height 9 feet Wall Weight 87784 lb Total Weight 122189 lb \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L48 3Z4 + I 289-597-0455 Page 9 of 105 ... Table 9 The Effective Seismic Wei2ht for Uooer Floor (New Buildin2) Weight of Roof Area Roof Area 1797.4 sf Roof Dead Load 25 psf Roof Weight 44936 lb Wall Weight Exterior Wall Length 214.5 feet Exterior Wall Dead Load 20 psf Partition Area 1430.5 sf Partition Dead Load 8 psf Average Floor Height 9 feet Wall Weight 50054 lb Total Weight 69963 Table 10. The Effective Seismic Weight for Lower Floor (New Buildine:) Weight of Roof Area Roof Area 1272.5 Roof Dead Load 25 Roof Weight 31813 Weight of Floor Area Floor Area 1458 Floor Dead Load 15 Floor Weight 21870 Wall Weight Exterior Wall Length (Stucco) 107 Exterior Wall Dead Load (Stucco) 20 Exterior Wall Length (Brick) 119.25 Exterior Wall Dead Load (Brick) 48 Railing Area 91 Railing Dead Load 5 Partition Area 2126 Partition Dead Load 8 Average Floor Height 9 Wall Weight 88239 Total Weight 122829 Ir U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 324 sf psf lb sf psf lb feet psf feet psf sf psf sf psf feet lb lb ■ +I 949-822-1913 + I 289-597-0455 Page 10 of 105 Table 11. The Effective Seismic Weie:ht for Lower Floor (New Buildine:) Weight of Deck Area Deck Area 168 Deck Dead Load 20 Deck Weight 3360 3.2.1.2 Base Shear The base shear is calculated according to the following equations: Existing: Cs = 0.12 Effective Seismic Weight = 192152 lb Base Shear = Cs x W = 0.12 x 192152 = 23058 lb = 23.06 kips New: Cs = 0.12 Effective Seismic Weight = 192792 lb Base Shear = Cs x W = 0.12 x I 92792 = 23135 lb = 23.14 kips Deck: Cs =0.12 Effective Seismic Weight = 3360 lb Base Shear= Cs x W = 0.12 x 3360 = 403.2 lb = 0.4 kips \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L48 3Z4 sf psf lb ■ +I 949-822-1913 + I 289-597-0455 Page 11 of 105 3.2.1.3 Horizontal Distribution of Seismic Load Horizontal distribution of seismic load is tabulated in Table 12 to 17. Table 12 Horizontal Distribution of Seismic Load for Unoer Floor (Existine: Buildine:) Tributary Total Tributary Seismic Shear Shear Area/Total Shear Line Wall pF 0.7xpF Line Wall Area Area Area Force Forces Forces sft sft -lb lb lb lb lb B B 179 1430.5 0.125 14663 1835 1835 2385 1670 E E 193 1430.5 0.135 14663 1978 1978 2572 1800 2-A 411.64 1430.5 0.29 14663 4219 4219 5485 3840 2 2-B 97.7 1430.5 0.07 14663 1001 1001 1302 911 4 4 460.75 1430.5 0.32 14663 4723 4723 6140 4298 Table 13. Horizontal Distribution of Seismic Load for Lower Floor (Existing Buildinl!:) Tributary Total Tributary Seismic Total Shear Shear Area/Total Shear Line Wall pF 0.7 xpF Line Wall Area Area Area Force Forces Forces sft sft -lb lb lb lb lb B B 178 2409.8 0.07 8396 2455 2455 3191 2234 E E 273 2409.8 0.11 8396 2929 2929 3808 2666 2 2 519 2409.8 0.22 8396 6027 6027 7836 5485 3 3 113 2409.8 0.05 8396 394 394 512 358 4 4 522 2409.8 0.22 8396 6542 6542 8505 5954 a e onzon a IS rl U 100 0 e1sm1c oa or oner T bl 14 H • t ID' t 'b f rs • • L d f U oor ew UI ID Fl 'N B 'Id ' 12) Tributary Total Tributary Seismic Shear Line Shear Area/Total Shear Wall pF 0.7xpF Line Wall Area Area Area Force Forces Forces sft sft -lb lb lb lb lb B B 179 1430.5 0.125 14740 1844 1844 2398 1678 E E 193 1430.5 0.135 14740 1989 1989 2585 1810 2-A 411.64 1430.5 0.29 14740 4241 4241 5514 3860 2 2-B 97.7 1430.5 0.07 14740 1007 1007 1309 916 4 4 460.75 1430.5 0.32 14740 4747 4747 6172 4320 ~ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +l 949-822-1913 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L4B 324 + I 289-597-0455 Page 12 of 105 Table 15. Horizontal Distribution of Seismic Load for Lower Floor (New Buildine:) Tributary Total Tributary Seismic Total Shear Shear Line Wall Area Area Area/Total Shear Line Forces Wall pF 0.7xpf Area Force Forces sft sft -lb lb lb lb lb B B 178 2439.5 0.07 8396 2659 2659 3456 2419 E E 273 2439.5 0.11 8396 5438 5438 7069 4949 2 2 519 2439.5 0.21 8396 6229 6229 8098 5669 3 3 11 3 2439.5 0.05 8396 389 389 506 354 4 4 522.3 2439.5 0.21 8396 6747 6747 8771 6139 Table 16. Horizontal Distribution of Seismic Load for Cantilever Colum (New Building) Line A Type Dead Load Area Seismic Weight Seismic Load pf 0.7xpF psf sft lb lb lb lb Cantilever Floor 20 84 1680 1110 1443 1010 Column Railing 5 91 455 Sum 2135 Table 17. Difference of Horizontal Distribution of Seismic Forces Between Existing and New Building Total Shear Line Forces Total Shear Line Forces Difference Line Wall (New) (Existin2:) lb lb % B B 2659 2455 8.3< 10% 2 2 6229 6027 3.3< 10% 4 4 6747 6542 3.1< 10% Ii U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill , ON L4B 3Z4 + 1 289-597-0455 Page 13 of 105 3.2.2 Wind Load The wind load is given in Appendix B. 3.2.2.1 Horizontal Distribution of Wind Load Horizontal distribution of wind load is tabulated in Tables 18 and 19. a e onzonta T bl 18 H • 1stn uhon o m oa or I D' .b • f w· d L d i U oner oor ew UI ID Fl (N B ·1d· t!!) Tributary Total Tributary Wind Shear Shear Line Shear Wall Area/Total 0.6xF Line Wall Area Area Area Force Forces Forces sft sft -lb lb lb lb B B 179 1430.5 0.13 9743 1219 1219 732 E E 193 1430.5 0.13 9743 1315 1315 789 2 2-A 411.64 1430.5 0.29 5322 1531 1531 919 2-B 97.7 1430.5 0.07 5322 363 363 218 4 4 460.75 1430.5 0.32 5322 1714 1714 1028 Table t 9. Horizontal Distribution of Wind Load for Lower Floor (New Build in!!) Tributary Total Tributary Wind Shear Total Shear Shear Wall Area/Total Line 0.6xF Line Wall Area Area Area Force Forces Forces sft sft -lb lb lb lb B B 178 2439.5 0.07 9743 1231 1231 738 E E 273 2439.5 0.11 9743 1787 1787 1072 2 2 519 2439.5 0.21 5322 1235 1235 741 3 3 113 2439.5 0.05 5322 1778 1778 1067 4 4 522.3 2439.5 0.21 5322 2351 2351 1410 ~ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ + I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 Page 14 of 105 ----l~-------------------------iHOI\U-. 4 Wood Design 4.1 Shear Wall Design The shear wall design is given in Appendix C. The location of shear walls are shown in Fig 3. 0- y y 0- 0- 0- 0- 0- Figure 3. The Location of Floor Plan Shear Walls t, U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 Page 15 of 105 ---------------------------fHhiO·- 4.2 Diaphragm Design 4.2.1 Diaphragm Seismic Force The diaphragm seismic force is tabulated in Table 20. Table 20. Distribution of Diaphragm Seismic Force Story Wx Fx Fpx lb lb lb Ceiling 69963 14740 14740 Floor 122829 8395.5 14740 4.2.1.2 Horizontal Distribution of Diaphragm Seismic Force The horizontal distribution of diaphragm seismic force is tabulated in Table 21 and 22. Table 21. Horizontal Distribution of Diaphragm Seismic Force for Upper Floor (New Building) Tributary Shear Line Shear Wall Line Wall Area/Total Fp1 Fp (min) Fp (max) Forces 0.7xF Forces Area lb lb lb lb lb lb B B 0.13 14740 10886 21772 1844 1291 1291 E E 0.13 14740 10886 21772 1989 1392 1392 2-A 0.29 14740 10886 21772 4241 2969 2969 2 2-B 0.07 14740 10886 21772 1007 705 705 4 4 0.32 14740 10886 21772 4747 3323 3323 Table 22. Horizontal Distribution of Diaphragm Seismic Force for Lower Floor (New Building) Tributary Total Shear Shear Area/Total Fp2 Fp (min) Fp (max) Line 0.7xF Wall Line Wall Area Forces Forces lb lb lb lb lb lb B B 0.07 14740 191 12 38224 3441 2408 2408 E E 0.11 14740 191 12 38224 5961 4172 4172 2 2 0.21 14740 1911 2 38224 8509 5956 5956 3 3 0.05 14740 1911 2 38224 885 620 620 4 4 0.21 14740 1911 2 38224 9041 6329 6329 \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + 1 289-597-0455 Page 16 of 105 _ __,a,__ _______________________ ____._441Mu- 4.2.2 Collector Design The location of collector for one shear wall are shown in Fig 4. V Start Drag left Drag right left length ,~,all length Figure 4. Location of Collector for One Shear Wall The collector force is tabulated in Table 23. Table 23. Collector Force for One Shear Wall Line Length (ft) V V Left Wall Right Total Length lbs plf 2 2.83 11 .83 31 45.66 7445 163.05 4.3 Beam and Post Design Beam and post design is given in Appendix D. 4.4 Header, Jack Stud and King Stud Design Header, jack stud and king stud design is given in Appendix E. 4.5 Joist Design Joist design is given in Appendix F. 4.6 Stud Wall Design Stud Wall design is given in Appendix G. end right Drag Drag Left Right lbs lbs 461 -5055 For the existing elements, only analysis was required and design was not a criterion for us. \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 ■ +) 949-822-1913 +I 289-597-0455 Page 17 of 1 05 The location of elements are shown in Fig 5 and 6. 0- 0-- 0- '" 0- ,$" .. II.! 0-- (0- " ¢M-----,,,------1<1 "' ~ W,\USTWI ""'" l L I - (l)85 ~ """ ~--"11• .. CN)l6$ 10r4"l/l I -I ... I Figure 5. The Location of Floor Plan Elements • U.S.Office: 152DeerfiledAve.,Irvine,CA92606 ■+1949-822-1913 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L4B 324 +I 289-597-0455 Page 18 of 1 05 0- 0-• I 0- 0- 0- (,)- Figure 6. The Location of Roof Plan Elements 5 Base Plate Design The base plate design is given in Appendix H. 6 Moment Frame Design The Moment Frame design is given in Appendix I. ~ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 Page 19 of 105 ----'..__ _____________________________ P4hiii1- 7 Foundation Design The foundation design is given in Appendix J. Allowable bearing capacity for the design of foundations = 1500 psf Plain concrete is tabulated in Tables 24 and 25. Table 24. Plain Concrete (PAD-Cl) Demand Forces Data Mu= 3 kip-ft Vu= 2.6 kip Concrete Materials f c= 3500 psi Concrete Compressive Strength Section Properties H= 24 m Total Section Height h= 22 m Effective Concrete Depth bw= 54 m Web Width bF 0 m Total Flange Width tF 0 m Flange Thickness Unreinforced Concrete Design fr= 295.8 psi Modulus of Rupture Y1= 11.0 m Nutral Axis from Top Yb= 11.0 m Nutral Axis from Bottom I= 47916 in4 Sectional Moment of Inertia St= 4356 in3 Elastic Section Modulus Sb= 4356 in3 Elastic Section Modulus (Top Fiber in Compression) 107.3 kip-ft Nominal Flexural Strength (Positive Moment) Mn Pos= (Top Fiber in Tension) 107.3 kip-ft Nominal Flexural Strength (Negative Moment) Mn Neg= (p= 0.6 <PMn Pos= 64.4 kip-ft Design Flexural Capacity (Positive Moment) Q)Mn Neg= 64.4 kip-ft D esign Flexural Capacity (Negative Moment) Vn= 93 kip Nominal Shear Strength <PVn= 56 kip D esign Shear Capacity \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ + I 949-822-1913 + 1 289-597-0455 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 324 Page 20 of 105 Table 25. Plain Concrete (PAD-W-Fixed) Demand Forces Data Mu= 6.1 kip-ft Vu= 3.9 kip Concrete Materials f c= 3500 psi Concrete Compressive Strength Section Properties H= 30 m Total Section Height h= 28 m E ffective Concrete Depth bw= 42 m Web Width bF 0 m Total Flange Width t F 0 m Flange Thickness Unreinforced Concrete Design fr= 295.8 psi Modulus of Rupture Y1= 14.0 m Nutral Axis from Top Yb= 14.0 m Nutral Axis from Bottom I= 76832 in4 Sectional Moment of Inertia S1= 5488 in3 Elastic Section Modulus Sb= 5488 in3 E lastic Section Modulus (Top Fiber in Compression) 135.28 kip-ft N ominal Flexural Strength (Positive Moment) Mn Pos= (Top Fiber in Tension) 135.28 kip-ft Nominal Flexural Strength (Negative Moment) Mn Neg= (j)= 0.6 <PMn Pos= 81.2 kip-ft Design Flexural Capacity (Positive Moment) <PMn Neg= 81.2 kip-ft D esign Flexural Capacity (Negative Moment) Vn= 92.76 kip Nominal Shear Strength cpV n= 55.7 kip D esign Shear Capacity \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ + I 949-822-191 3 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 Page 21 of 105 Limitations SAZAN performed the structural design in a manner consistent with the level of skill and care ordinarily exercised by professional engineers and consultants practicing under similar conditions. No other representation, warranty, or guarantee is given. Provided opinions are based on our engineering judgment. We will not be responsible for latent defects that may appear in the future or for different opinions of others that may arise. The design is performed considering available information for the structure. Should additional information become available that we are not aware of, or which is unknown at the time of our analysis, we reserve the right to revise our design as needed and additional costs may be required. ~ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L4B 3Z4 + 1 289-597-0455 Page 22 of 1 05 Appendix A : ASCE 7 Hazard Report t, U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L4B 324 + 1 289-597-0455 Page 23 of 105 ·ASCE. MIEIIICAN SOCIETY Of CIVIi. ENGINEERS Address: Azurite Pl Carlsbad, California 92009 Wind Results: Wind Speed 10-year MRI 25-year MRI SO-year MRI 100-year MRI Data Source: Date Accessed: I ., ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: II Soil Class: D -Default (see Section 11.4.3) A,, I Kl'!. ,. ,. 96 Vmph 67 Vmph 72 Vmph 77 Vmph 82 Vmph Latitude: 33.10347 Longitude: -117.25953 Elevation: 0 ft (NAVO 88) I. ' F, 1,,.1, ., '"-~' .. ' ASCE/SEI 7-16, Fig. 26.5-18 and Figs. CC.2-1-CC.2-4, and Section 26.5.2 Tue Mar 14 2023 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI= 700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-16 Section 26.2. Page 24 of 105 -ASCE. AMERICAN SOCIETY OF CIVll ENGINEBIS Seismic Site Soil Class: Results: Ss S1 Fa Fv SMs SM1 D -Default (see Section 11.4.3) 0.973 So1 N/A 0.355 TL : 8 1.2 PGA: 0.425 NIA PGA M: 0.51 1.168 F PGA 1.2 NIA le 1 Sos 0.779 Cv : 1.287 Ground motion hazard analysis may be required. See ASCEISEI 7-16 Section 11.4.8. Data Accessed: Tue Mar 14 2023 Date Source: USGS Seismic Design Maps Page 25 of 105 Appendix B : Wind Load ~ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ + I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 Page 26 of 105 ~ Tekla ,Tedds Project Job Ref. 2218 Section Sheet no./rev. Cladding 1 Cale. by I Date I Chk'd by I Date App'd by I Date s 3/27/2023 WIND LOADING In accordance with ASCE?-16 Using the components and cladding design method Tedds calculation version 2.1.09 M N l~_____. --------74fi-------- Plan Building data Type of roof Length of building Width of building Height to eaves Pitch of main slope Pitch of gable slope Mean height General wind load requirements Basic wind speed Risk category Velocity pressure exponent coef (Table 26.6-1) Ground elevation above sea level Hipped b = 74.00 ft d = 42.25 ft H = 18.00 ft ao = 22.0 deg aso = 22.0 deg h = 22.27 ft V = 96.0 mph II Kd = 0.85 Zg1 =0ft -l◄---"42.3 11----►I Elevation Ground elevation factor Exposure category (cl 26.7.3) Ke= exp(-0.0000362 x Zg1/1ft) = 1.00 8 Enclosure classification ( cl .26. 12) Internal pressure coef +ve (Table 26.13-1) Internal pressure coef-ve (Table 26.13-1) Gust effect factor Topography Enclosed buildings GCp;_p = 0.18 GCp;_n = -0.18 Gr= 0.85 Topography factor not significant Kzt = 1.0 Velocity pressure Velocity pressure coefficient (Table 26.10-1) Kz = 0.64 Velocity pressure qh = 0.00256 x Kz x Kz1 x Kd x Ke x V2 x 1 psf/mph2 = 12.8 psf Peak velocity pressure for internal pressure Peak velocity pressure -internal (as roof press.) q, = 12.80 psf Page 27 of 105 ~ Tekla .Tedds Equations used in tables Net pressure Project 2218 Section Cladding Cale. by I Date s 3/27/2023 Components and cladding pressures -Wall (Table 30.3-1) Component Zone Length Width Eff. area (ft) (ft) (ft2) <=10 sf 4 --10.0 50 sf 4 --50.0 200 sf 4 --200.0 >500 sf 4 --500.1 <=10 sf 5 --10.0 50 sf 5 --50.0 200 sf 5 --200.0 >500 sf 5 --500.1 Job Ref. Sheet noJrev. 2 I Chk'd by l Date App'd by I Date +GCp -GCp Pres (+ve) Pres (-ve) (psf) (psf) 1.00 -1.10 15.1 # -16.4 0.88 -0.98 13.5 # -14.8 # 0.77 -0.87 12.2 # -13.4 # 0.70 -0.80 11.3 # -12.5 # 1.00 -1.40 15.1 # -20.2 0.88 -1 .15 13.5 # -17.1 0.77 -0.94 12.2 # -14.3 # 0.70 -0.80 11.3 # -12.5 # # The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction 5 4 5 ~~~ 33.8ft ~~~ ~ Elevation of gable wall ~ CX) 5 ..... 4 5 65.6 ft---------.J.i-1= ---.,~ f---Elevation of side wall v Components and cladding pressures -Roof (Figure Figure 30.3-2G) Component Zone Length Width Eff. area +GCp -GCp Pres (+ve) (ft) (ft) (ft2) (psf) <=10 sf 1 --10.0 0.70 -1.40 11 .3 # 20 sf 1 --20.0 0.58 -1 .22 9.7 # 50 sf 1 --50.0 0.42 -0.98 7.7 # >100 sf 1 --100.1 0.30 -0.80 6.1 # Pres (-ve) (psf) -20.2 -17.9 -14.9 # -12.5 # Page 28 of 105 . ~ Tekla .Tedds Project Job Ref. 2218 Section Sheet no./rev. Cladding 3 Cale. by I Date I Chk'd by I Date App'd by I Date s 3/27/2023 Component Zone Length Width Eff. area +GCp -GCp Pres (+ve) Pres (-ve) (ft) (ft) (ft2) (psf) (psf) <=10 sf 2e --10.0 0.70 -2.00 11 .3 # -27.9 50 sf 2e --50.0 0.42 -1.46 7.7 # -21.0 100 sf 2e --100.0 0.30 -1 .23 6.1 # -18.1 >200 sf 2e --200.1 0.30 -1 .00 6.1 # -15.1 # <=10 sf 2r --10.0 0.70 -2.00 11 .3 # -27.9 50 sf 2r --50.0 0.42 -1.46 7.7 # -21.0 100 sf 2r --100.0 0.30 -1 .23 6.1 # -18.1 >200 sf 2r --200.1 0.30 -1 .00 6.1 # -15.1 # <=10 sf 3 --10.0 0.70 -2.00 11 .3 # -27.9 50 sf 3 --50.0 0.42 -1.46 7.7 # -21 .0 100 sf 3 --100.0 0.30 -1 .23 6.1 # -18.1 >200 sf 3 --200.1 0.30 -1 .00 6.1 # -15.1 # # The final net design wind pressure, including all permitted reductions, used in the design shall not be less than 16psf acting in either direction Page 29 of 105 ~ Tekla .Tedds Project Job Ref. 2218 Section Sheet no./rev. Directional 1 Cale. by I Date I Chk'd by I Date App'd by I Date s 3/27/2023 WIND LOADING In accordance with ASCE7-16 Using the directional design method Tedds calculation version 2.1.09 ~ N l _____ ______,. --------74fi----------1~ Plan ... l,.f-----442.3 ft---.... I Elevation Building data Type of roof Length of building Width of building Height to eaves Pitch of main slope Pitch of gable slope Mean height General wind load requirements Basic wind speed Risk category Velocity pressure exponent coef (Table 26.6-1) Ground elevation above sea level Ground elevation factor Exposure category (cl 26.7.3) Enclosure classification (cl.26.12) Internal pressure coef +ve (Table 26.13-1) Internal pressure coef -ve (Table 26.13-1) Gust effect factor Minimum design wind loading (cl.27.4.7) Topography Topography factor not significant Velocity pressure equation Velocity pressures table z (ft) 15.00 18.00 Hipped b = 74.00 ft d = 42.25 ft H = 18.00 ft ao = 22.0 deg a90 = 22.0 deg h = 22.27 ft V = 96.0 mph II Kd = 0.85 Zg1 =0ft Ke= exp(-0.0000362 x Zg1/1 ft) = 1.00 B Enclosed buildings GCp1_p = 0.18 GCp1_n = -0.18 Gr = 0.85 pmin_r = 8 lb/ft2 Kzt = 1.0 q = 0.00256 x Kz x Kzt x Kd x V2 x 1 psf/mph2 K, (Table 26.10-1) q, (psf) 0.57 11.43 0.60 12.03 Page 30 of 105 ~ Tekla ,Tedds Project Job Ref. 2218 Section Sheet no./rev. Directional 2 Cale. by I Date I Chk'd by I Date App'd by I Date s 3/27/2023 z (ft) K, (Table 26.10-1) qz (psf) 22.27 0.64 12.80 Peak velocity pressure for internal pressure Peak velocity pressure -internal (as roof press.) q; = 12.80 psf Pressures and forces Net pressure Net force Roof load case 1 -Wind 0, GCp1 0.1 8, -Cpe Ref. Zone height (ft) A (-ve) 22.27 B (-ve) 22.27 C (-ve) 22.27 D (-ve) 22.27 E (-ve) 22.27 Total vertical net force Total horizontal net force Ext pressure coefficient Cpe -0.37 -0.60 -0.92 -0.89 -0.51 Walls load case 1 -Wind 0, GCp1 0.18, -Cpe Ref. Ext pressure Zone height coefficient Cpe (ft) A1 15.00 0.80 A2 18.00 0.80 B 22.27 -0.50 C 22.27 -0.70 D 22.27 -0.70 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 2 -Wind 0, GCp1 -0.18, -0cpe Ref. Ext pressure Zone height coefficient Cpe (ft) A (+ve) 22.27 0.07 B (+ve) 22.27 -0.60 C (+ve) 22.27 -0.18 p = q x Gt x Cpe -q, x GCpi Fw = p x Arel Peak velocity Net pressure pressure qp (psf) 12.80 12.80 12.80 12.80 12.80 Fw.v = -26.07 kips Fw,h = 1.11 kips p (psf) -6.37 -8.83 -12.31 -11 .98 -7.86 Peak velocity Net pressure pressure qp p (psf) (psf) 11.43 5.47 12.03 5.88 12.80 -7.74 12.80 -9.92 12.80 -9.92 Avert_w_O = b X H = 1332.00 ft2 Area Net force Arel Fw (ft2) (kips) 1204.71 -7.68 1204.71 -10.64 133.70 -1.65 398.27 -4.77 430.66 -3.38 Area Net force Arel Fw (ft2) (kips) 1110.00 6.07 222.00 1.31 1332.00 -10.31 760.50 -7.54 760.50 -7.54 Avert_r_o = b x d/2 x tan(ao) -(d/2 x tan(uo))2 / tan(a9o) = 451.29 ft2 Fw,total_min = pmin_w X Avert_w_O + pm,n_r X Avert_r_O = 24.92 kips F1 = Fw.wB = -10.3 kips Fw = Fw.wA_1 + Fw,wA_2 = 7.4 kips Fw.total = max(Fw -F1 + Fw.h, Fw,total_m,n) = 24.9 kips Peak velocity Net pressure Area Net force pressure qp p Arel Fw (psf) (psf) (ft2) (kips) 12.80 3.06 1204.71 3.69 12.80 -4.22 1204.71 -5.09 12.80 0.35 133.70 0.05 Page 31 of 105 ,P Tekla .Tedds Ref. Zone height (ft) D (+ve) 22.27 E (+ve) 22.27 Total vertical net force Total horizontal net force Project 2218 Section Directional Cale. by s Ext pressure coefficient Cpe -0.18 -0.18 Walls load case 2 -Wind 0, GCp1 -0.18, -0cpe Ref. Ext pressure Zone height coefficient Cpe (ft) A1 15.00 0.80 A2 18.00 0.80 B 22.27 -0.50 C 22.27 -0.70 D 22.27 -0.70 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading Roof load case 3 -Wind 90, GCp1 0.18, -Cpe Ref. Zone height (ft) A (-ve) 22.27 B (-ve) 22.27 C (-ve) 22.27 D (-ve) 22.27 E (-ve) 22.27 F (-ve) 22.27 Total vertical net force Total horizontal net force Ext pressure coefficient Cpe -0.28 -0.60 -0.90 -0.90 -0.50 -0.30 Walls load case 3 • Wind 90, GCp1 0.18, -Cpe Ref. Ext pressure Zone height coefficient Cpe (ft) A1 15.00 0.80 A2 18.00 0.80 Job Ref. Sheet no./rev. 3 I Date I Chk'd by I Date App'd by I Date 3/27/2023 Peak velocity pressure qp (psf) 12.80 12.80 Fw.v = -0.99 kips Fw,h = 3.29 kips Peak velocity pressure qp (psf) 11.43 12.03 12.80 12.80 12.80 Net pressure p (psf) 0.35 0.35 Net pressure p (psf) 10.08 10.49 -3.14 -5.31 -5.31 Avert_w_O = b X H = 1332.00 ft2 Area Net force Aret Fw (ft2) (kips) 398.27 0.14 430.66 0.15 Area Net force Arel Fw (ft2) (kips) 1110.00 11.18 222.00 2.33 1332.00 -4.18 760.50 -4.04 760.50 -4.04 Avert_r_o = b x d/2 x tan(ao) -(d/2 x tan(ao))2 / tan(ago) = 451 .29 ft2 Fw.lotal_min = pmin_w X Avert_w_O + pmin_r x Avert_r_O = 24.92 kips F1 = Fw,wB = -4.2 kips Fw = Fw,wA_1 + Fw,wA_2 = 13.5 kips Fw,total = max(Fw -F1 + Fw,h, Fw,total_min) = 24.9 kips Peak velocity Net pressure pressure qp (psf) 12.80 12.80 12.80 12.80 12.80 12.80 Fw,v = -24.04 kips Fw,h = 0.63 kips p (psf) -5.35 -8.83 -12.09 -12.09 -7.74 -5.57 Peak velocity Net pressure pressure qp p (psf) (psf) 11.43 5.47 12.03 5.88 Area Arel (ft2) 481 .31 481 .31 133.70 399.68 1014.69 861 .35 Area Aret (ft2) 633.75 126.75 Net force Fw (kips) -2.58 -4.25 -1.62 -4.83 -7.86 -4.79 Net force Fw (kips) 3.47 0.75 Page 32 of 105 ~ Tekla .Tedds Project 2218 Section Directional Cale. by s Ref. Ext pressure Zone height coefficient Cpe (ft) B 22.27 C 22.27 D 22.27 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading -0.35 -0.70 -0.70 Roof load case 4 -Wind 90, GCp1 -0.18, +cpe Ref. Zone height (ft) A (+ve) 22.27 B (+ve) 22.27 C (+ve) 22.27 D (+ve) 22.27 E (+ve) 22.27 F (+ve) 22.27 Total vertical net force Total horizontal net force Ext pressure coefficient Cpe 0.21 -0.60 -0.18 -0.18 -0.18 -0.18 Walls load case 4 -Wind 90, GCp1 -0.18, +cpe Ref. Ext pressure Zone height coefficient Cpe (ft) A, 15.00 A2 18.00 B 22.27 C 22.27 D 22.27 Overall loading Projected vertical plan area of wall Projected vertical area of roof Minimum overall horizontal loading Leeward net force Windward net force Overall horizontal loading 0.80 0.80 -0.35 -0.70 -0.70 Job Ref. Sheet no./rev. 4 I Date l Chk'd by 1 Date App'd by I Date 3/27/2023 Peak velocity Net pressure pressure qp p (psf) (psf) 12.80 -6.11 12.80 -9.92 12.80 -9.92 Avert_w_90 = d x H = 760.50 ft2 Avert_,_90 = d2/4 x tan(ao) = 180.30 ft2 Area Net force Arel Fw (ft2) (kips) 760.50 -4.64 1332.00 -13.21 1332.00 -13.21 Fw,total_min = pmin_w X Avert_w_90 + pmin_r X Avert_r_90 = 13.61 kips F1 = Fw,wB = -4.6 kips Fw = Fw,wA_1 + Fw,wA_2 = 4.2 kips Fw.total = max(Fw -F1 + Fw,h, Fw,total_min) = 13.6 kips Peak velocity pressure qp (psf) 12.80 12.80 12.80 12.80 12.80 12.80 Fw.v = 0.92 kips Fw.h = 1.58 kips Peak velocity pressure qp (psf) 11.43 12.03 12.80 12.80 12.80 Net pressure p (psf) 4.56 -4.22 0.35 0.35 0.35 0.35 Net pressure p (psf) 10.08 10.49 -1.50 -5.31 -5.31 Avert_w_90 = d X H = 760.50 ft2 Avert__r_90 = d2/4 x tan(ao) = 180.30 ft2 Area Arel (ft2) 481 .31 481 .31 133.70 399.68 1014.69 861 .35 Area Arel (ft2) 633.75 126.75 760.50 1332.00 1332.00 Net force Fw (kips) 2.19 -2.03 0.05 0.14 0.35 0.30 Net force Fw (kips) 6.39 1.33 -1.14 -7.07 -7.07 Fw.total_min := pmin_w x Aven_w_90 + pmin_r X Avert_r_90 = 13.61 kips F1 = Fw.wB = -1.1 kips Fw = Fw.wA_1 + Fw,wA_2 = 7.7 kips Fw.total = max(Fw -F1 + Fw,h, Fw,total_min) = 13.6 kips Page 33 of 105 ~ Tekla .Tedds Project Job Ref. 2218 Section Sheet no./rev. Directional 5 Cale. by I Date I Chk'd by 1 Date App'd by s 3/27/2023 P1M oltrW liir,f>OO toot A; Ii A, I◄ 74 ft Windward face ~-c _ __,I{ ~1 ____ 9 ___ ~li -l◄--42.3 n--►I Side face -l◄----74tt------►I Leeward face I Date Page 34 of 105 ~ Tekla .Tedds Project 2218 Section Directional Cale. by I Date I Chk'd by s 3/27/2023 W1od 90'' Pian View -H1PPed root C ,t:: CX) ,.... -l◄---74tt-------►I T Side face Job Ref. Sheet no./rev. 6 I Date App'd by I Date l_ I ~ I; f.-42.3 n~ T Windward face l_ I B I ; f.-42.3 ft~ T Leeward face Page 35 of 105 Appendix C : Shear Wall Design \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L48 3Z4 ■+I 949-822-1913 +I 289-597-0455 Page 36 of 105 ~ Tekla.Tedds Project sazaninc Section WALL2 Cale. by I Date I Chk'd by I Date p 4/25/2023 WOOD SHEAR WALL DESIGN (NOS) In accordance with NDS2018 allowable stress design and the segmented shear wall method Design summary Description Unit Shear capacity lbs Chord capacity lb/in2 Deflection in Panel details Structural I wood panel sheathing on one side Panel height Panel length Total area of wall W+E • . s1 Ch1 "' .9-..I< O'l co co <"i Provided Reauired 6120 5669 478 354 2.700 1.789 h = 9 ft b = 12 ft A = h X b = 1 08 ft2 Utilization 0.926 0.742 0.662 Result PASS PASS PASS Ch2 "' a. .it en co co (") ,--------12'---------' Panel construction Nominal stud size Dressed stud size Cross-sectional area of studs Stud spacing Nominal end post size Dressed end post size Cross-sectional area of end posts Hole diameter Net cross-sectional area of end posts Nominal collector size 2" X 4" 1.5" X 3.5" As = 5.25 in2 s = 16 in 4" x 4" 3.5" X 3.5" Ae = 12.25 in2 Dia = 0.625 in Aen = 10.062 in2 2 X 2" X 4" Job Ref. Sheet no./rev. 1 App'd by I Date Tedds calculation version 1.2.06 Page 37 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. WALL2 2 Cale. by I Date I Chk'd by I Date App'd by I Date p 4/25/2023 Dressed collector size Service condition Temperature Vertical anchor stiffness 2 X 1.5" X 3.5" Dry 100 degF or less ka = 34000 lb/in From NOS Supplement Table 4A -Reference design values for visually graded dimension lumber (2" -4" thick) Species, grade and size classification Douglas Fir-Larch, no.2 grade, 2" & wider Specific gravity G = 0.50 Tension parallel to grain Compression parallel to grain Modulus of elasticity Minimum modulus of elasticity Sheathing details Sheathing material Fastener type Ft = 575 lb/in2 Fe= 1350 lb/in2 E = 1600000 lb/in2 Emin = 580000 lb/in2 15/32" wood panel structural I 3-ply plywood sheathing 1 Od common nails at 4"centers From SDPWS Table 4.3A Nominal Unit Shear Capacities for Wood-Frame Shear Walls -Wood-based Panels Nominal unit shear capacity for seismic design Vs = 1020 lb/ft Nominal unit shear capacity for wind design vw = 1430 lb/ft Apparent shear wall shear stiffness Loading details Dead load acting on top of panel Floor live load acting on top of panel Self weight of panel In plane wind load acting at head of panel Wind load serviceability factor In plane seismic load acting at head of panel Ga = 20 kips/in D = 15 lb/ft L, = 48 lb/ft Sw1 = 12 lb/ft2 W = 1235 lbs fwsen, = 0.60 Eq = 8098 lbs Design spectral response accel. par., short periods Sos = 0.778 From ASCE 7-16 -cl.2.4.1 and cl. 2.4.5 Basic combinations Load combination no.1 D + 0.6W Load combination no.2 Load combination no.3 Load combination no.4 Load combination no.5 Load combination no.6 Adjustment factors Load duration factor -Table 2.3.2 Size factor for tension -Table 4A Size factor for compression -Table 4A Wet service factor for tension -Table 4A Wet service factor for compression -Table 4A D + 0.7E D + 0.75L, + 0.45W + 0.75(L, or Sor R) D + 0.75L, + 0.525E + 0.75S 0.6D + 0.6W 0.6D + 0.7E Co = 1.60 C Ft = 1.50 C Fc = 1.15 CMt = 1.00 CMc =1.00 Wet service factor for modulus of elasticity -Table 4A CME = 1.00 Temperature factor for tension -Table 2.3.3 Cn = 1.00 Temperature factor for compression -Table 2.3.3 Page 38 of 105 ~ Tekla.Tedds Project Job Ref. sazaninc Section Sheet no./rev. WALL2 3 Cale. by I Date I Chk'd by I Date App'd by I Date p 4/25/2023 C1e = 1.00 Temperature factor for modulus of elasticity -Table 2.3.3 CtE = 1.00 Incising factor -cl.4.3.8 C, = 1.00 Buckling stiffness factor -cl.4.4.2 Adjusted modulus of elasticity Critical buckling design value Reference compression design value For sawn lumber Column stability factor-eqn.3.7-1 Cr = 1.00 E min' = Emin x CME x CtE x C; x Cr = 580000 psi FeE = 0.822 x Emin' / (h / d)2 = 501 psi Fe• = Fe x Co x CMe x Cte x CFe x Ci = 2484 psi C = 0.8 CP = (1 + (FeE /Fe•))/ (2 x C) -✓([(1 + (FcE /Fe•))/ (2 x c))2 -(FeE / Fe•)/ c) = 0.19 From SDPWS Table 4.3.4 Maximum Shear Wall Aspect Ratios Maximum shear wall aspect ratio 3.5 Shear wall length b = 12 ft Shear wall aspect ratio Segmented shear wall capacity Maximum shear force under wind loading Shear capacity for wind loading Maximum shear force under seismic loading Shear capacity for seismic loading Chord capacity for chords 1 and 2 Shear wall aspect ratio Load combination 6 Shear force for maximum tension Axial force for maximum tension Maximum tensile force in chord Maximum applied tensile stress Design tensile stress Load combination 2 Shear force for maximum compression Axial force for maximum compression Maximum compressive force in chord Maximum applied compressive stress Design compressive stress h /b=0.75 Vw_max = 0.6 x W = 0.741 kips Vw = Vw x b / 2 = 8.58 kips V w_max / V w = 0.086 PASS -Shear capacity for wind load exceeds maximum shear force V s_max = 0.7 x Eq = 5.669 kips V s = Vs x b / 2 = 6.12 kips Vs_max /Vs= 0.926 PASS -Shear capacity for seismic load exceeds maximum shear force h/b=0.75 V = 0.7 x Eq = 5.669 kips P = (0.6 x (D + Swt x h) -0.7 x 0.2 x Sos x (D + Sw1 x h)) x b1 / 2 = 0.362 kips T = V x h / (b) -P = 3.889 kips f1 = T / Aen = 386 lb/in2 Ft'= Ft x Cox CMt x Cu x CFt x C; = 1380 lb/in2 ft/ Ft' = 0.280 PASS -Design tensile stress exceeds maximum applied tensile stress V = 0.7 x Eq = 5.669 kips P = ((D + Sw1 x h) + 0.7 x 0.2 x Sos x (D + Swt x h)) x s / 2 = 0.091 kips C = V x h / (b) + P = 4.342 kips fe = C I Ae = 354 lb/in2 Fe' = Fe x Co x CMc x Ctc x CFc x Ci x CP = 478 lb/in2 Page 39 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet noJrev. WALL2 4 Cale. by ! Date I Chk'd by I Date App'd by I Date p 4/25/2023 fc /Fe'= 0.742 PASS -Design compressive stress exceeds maximum applied compressive stress Hold down force Chord 1 Chord 2 Wind load deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall deflection -Eqn. 4.3-1 Seismic deflection Design shear force Deflection limit Induced unit shear Anchor tension force Shear wall elastic deflection -Eqn. 4.3-1 Deflection ampification factor Seismic importance factor Amp. seis. deflection -ASCE7 Eqn. 12.8-15 T1 = 3.889 kips T2 = 3.889 kips V 6w = fwserv x W = 0.741 kips L\w_allow= h / 500 = 0.216 in V6w = V6w / b = 61.75 lb/ft T6 = max(O kipS,V6w X h -0.6 X (D + Swt X h) X b / 2) = 0.113 kips Osww = 2 X V6w X h3 / (3 x E X Ae X b) + V6w X h / (Ga) + h X T6 / (ka X b) = 0.032 in Osww / ll.w_allow = 0.147 PASS -Shear wall deflection is less than deflection limit V 6s = Eq = 8.098 kips L\s_allow= 0.025 x h = 2.7 in V6s = V6s / b = 674.83 lb/ft T6 = max(O kipS,V6s X h -(0.6 -0.2 X Sos) X (D + Swt X h) X b / 2) = 5.746 kips Oswse = 2 x Vos x h3 / (3 x E x Ae x b) + Vos x h / (Ga) + h x To/ (ka x b) = 0.447 in Cd6 = 4 le = 1 Osws = Cdo x Oswse / le = 1. 789 in Osws / ll.s_allow = 0.662 PASS -Shear wall deflection is less than deflection limit Page 40 of 1 05 __________________________ ... ;;w;o- Appendix D : Beam and Post Design 1r U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +1 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 324 + I 289-597-0455 Page 41 of 105 ~FORTEWEB MEMBER REPORT ROOF, Bl 1 piece(s) 6 x 12 DF No.1 Overall Length: 13' 11 1/2' PASSED + + 0 --'----------------------------'--0 13' 8' ill All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF l.olNI: Combination (Pattern) Member Reaction (lbs) 3510@ 2" 7734 (2.25") Passed (45%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 2925@ 1' 3" 7168 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 11847@ 6' 11 3/4" 13450 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.249 @ 6' 11 3/4" 0.341 Passed (l./657) --1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.355 @ 6' 11 3/4" 0.454 Passed (l./461) --1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l/480) and TL (l/360). • A 1.4% decrease in the moment capacity has been added to account for lateral stability. • Lumber grading provisions must be extended over the length of the member per NDS 4.2.5.5. • Applicable calculations are based on NDS. Bearing Length Lo!Nls to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Acceaorles 1 -Column -DF 3.50" 2.25" 1.50" 1063 2499 3561 1 1/4" Rim Board 2 -Column -DF 3.50" 2.25" 1.50" 1063 2499 3561 1 1/4" Rim Board • Rim Board Is assumed to carry all loads applied directly above ,t, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 -Self Weight (PLF) 1 1/4" to 13' 10 1/4" N/A 16.0 -- 1 -Uniform (PSF) O to 13' 11 1/2" (Front) 3' 6" 5.0 RAIL 2 -Uniform (PLF) 0 to 13' 11 1/2" (Front) N/A 119.0 35B.0 Linked from: FJl, Support 1 Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 42 of 105 ~FORTEWEB Drawing ,s Conceptual Dead Vertical load (0,90) I • Point (lb) 1063 Weverhaeuser Notes MEMBER REPORT ROOF, Cl 1 piece(s) 8 x 8 DF No.1 Post Height: 9' Design Results Actual Allowed Slenderness 14 50 Compression (lbs} 3562 49961 Base Bearing (lbs) 3562 1670625 Bending/Compression N/A 1 • Input axial load eccentricity for the design is zero • Applicable calculations are based on NDS. Su rts l'fpe Base Plate Reault Passed (29%) Passed (7%) Passed (0%) Passed (N/A) Steel Max Unbraced Len th Comments Full Member Length No bracing assumed. Floorllve (1.00) Comments 2499 Linked from: Bl, Support I PASSED LDF Load: Combination .. .. 1.00 1.0 D + 1.0 L .. .. 1.0 D + 1.0 L N/A Member Type : Free Standing Post Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR·l387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 43 of 1 05 c:.lfORTEWEB MEMBER REPORT ROOF, 82 1 piece(s) 7" x 117/8" 2.2E Parallam® PSL Overall Length: 12' 61/2" PASSED 0---=----------------------------;_-0 l 12' 3" All locations are measured from the outside face of left support (or left cantilever end}. All dimensions are horizontal. Design Results Actual O Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (lbs} 8237 @ 2" 15313 (3.50") Passed (54%) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Shear (lbs) 5606 @ 1' 3 3/8" 16071 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 20931 @ 6' 3 1/4" 39476 Passed (53%} 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.138 @ 6' 3 1/4" 0.305 Passed (l./999+) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Total Load Def!. (in) 0.336 @ 6' 3 1/4" 0.407 Passed (l./436) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) • Deflection criteria: LL (1./480) and TL (1./360). • A 0.8% decrease in the moment capacity has been added to account for lateral stability. • Member should be side-loaded from both sides of the member or braced to prevent rotation. llellrlllfl Length Loads to supports (lbs) Supports Total Available Required Dead Floor Uve RoofUve Wind Factored ~ 1 • Column • OF 3.50" 3.50" 1.88" 4850 2195 2320 ·1856 8237 Blocking 2 -Column • DF 3.50" 3.50" 1.88" 4850 2195 2320 -1856 8237 Blocking • Blocking Panels are assumed to carry no loads applted directly above them and the full load Is applied to the member being designed. Lateral Bracing Bradllfl Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live RoofUve Wind Vertical Loads Location (Side) Tributary Width (D.90) (1.00) (non-snow: 1.25) (1.60) Comments 0 • Self Weight (PLF) 0 to 12' 6 1/2" N/A 26.0 .. ·-.. 1 • Uniform (PSF) Oto 12' 6 1/2" (Front) 9' 20.0 WALL 2 -Uniform (PSF) Oto 12' 6 1/2" (Front) 7' 15.0 50.0 FJ 3 • Uniform (PSF) 0 to 12' 6 1/2" (Front) 9' 25.0 20.0 ·16.0 ROOF UP 4 • Uniform (PSF) 0 to 12' 6 1/2" (Front) 9' 6" 25.0 20.0 ·16.0 ROOF DOWN Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology: ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 44 of 105 r:.JFORTEWEB Drawing 1s Conceptual MEMBER REPORT ROOF, C2 1 piece(s) 4 x 8 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Deslan Results Actual Allowed R-..tt Slenderness 30 50 Passed (59%) Compression (lbs) 12308 12813 Passed (96%) Plate Bearing (lbs) 12308 15859 Passed (78%) Lateral Reaction (lbs) 0 .. .. Lateral Shear (lbs) 0 N/A Passed (N/ A) Lateral Moment (ft-lbs) 0@ mid-span N/A Passed (N/ A) Total Denection (in) 0.00 @ mid-span N/A Passed (N/A) Bending/Compression N/A 1 Passed {N/A) • Lateral deflection criteria: Wind (L/180) • Input axial load eccentricity for the design Is zero • Applicable calculations are based on NDS. PASSED Tributary Width: l ' LDF Load: Combination .. .. 1.25 1.0 D + 0. 75 L + 0. 75 Lr .. 1.0 D + 0. 75 L + 0. 75 Lr . . N/A .. N/A .. N/A .. N/A .. N/A , Bearing shall be on a metal plate or strap, or on other equivalently durable, rigid, homogeneous material with sufficient stiffness to distribute applied load. SUnnorts Top Base I Max Unbraced Length 8' 7 1/2" Dead Floor Live "fype Dbl 2X 2X Roof Live Material Douglas Fir-Larch Douglas Fir-Larch Comments Wind System : Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD Vertical Loads Tributary Width (0.90) (1.00) (non-snow: 1.25) (1.60) Comments 1 • Point (lb) N/A 4831 2195 2320 -1856 Unked from: B2, Support 1 2 • Point (lb) N/A 2392 1101 1164 Linked from: (E)B3, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES uncler evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 45 of 105 =-!FORTE WEB Drawing is Conceptual Lateral Connections supports Connector Top Nails Base Nails MEMBER REPORT ROOF, C2-1 1 piece(s) 4 x 6 OF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Deslan Results Actual Allowed Result Slenderness 30 50 Passed (59%) Compression (lbs) 8217 9761 Passed (84%) Plate Bearing (lbs) 8217 12031 Passed (68%) Lateral Reaction (lbs) 59 ---- Lateral Shear (lbs) 52 3696 Passed (1%) Lateral Moment (ft-lbs) 127 @ mid-span 2713 Passed (5%) Total Deflection (in) 0.02 @ mid-span 0.29 Passed (LJ6777) Bending/Compression 0.60 1 Passed (60%) • Lateral deflection criteria: Wind (l./360) • Input axial load eccentricity for the design Is zero • Applicable calculations are based on NOS. Suooorts Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Len th Comments 8' 7 1/2" Type/Model Quantity Connector Nailing 8d (0.113" X 2 1/2") (Toe) 2 N/A 8d (0.113" X 2 1/2") (Toe) 2 N/A PASSED Tributary Width: l' 4" LDF Load:Comblnatlon ---- 1.25 1.0 D + 0.75 L + 0.75 Lr --1.0 D + 0.75 L + 0.75 Lr 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W --1.0 D + 0.6 W 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr System: Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD • Nailed connectiOn at the top of the member Is assumed to be nailed through the bottom 2x plate pnor to placement of the top 2x of the double top plate assembly. Dead Floor Uve RoofUve Wind Vertical Load Tributary Width (o.90) (1.00) ( non-snow: L 25) (1,60) Comments 1 -Point (lb) N/A 4831 2195 2320 -1856 Linked from: B2, Support 2 Wind Lateral Load Location Tributary Width (1,60) Comments 1 -Uniform (PSF) Full Length l' 4" 17.0 , ASCE/SEI 7 Sec. 30.4: Exposure category (B), Mean Roof Height (23 ), Topographic Factor (1.0), Wind Direct,onahty Factor (0.85), Basic Wind Speed (96), Risk category(II), Effective Wrnd Area determined using full member span and trib. width. • !BC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weverhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 46 of 105 ~FORTEWEB + MEMBER REPORT ROOF, (E)B3 1piece(s)31/2" x 11 7/8" 1 .. SSE TimberStrand® LSL Overall Length: 6' 3 1/2" PASSED 0--..;_-----------------------------'---0 6' All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed R-.lt LDF Load: Combination (Pattem) Member Reaction (lbs) 4091 @ 2" 9494 (3.50") Passed (43%) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Shear (lbs) 2071 @ 1' 3 3/8" 8590 Passed (24%) 1.00 1.0 D + 1.0 L {All Spans) Moment (Ft-lbs) 4928 @ 3' 1 3/4" 15548 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.029 @ 3' 1 3/4" 0.149 Passed (L/999+) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Deft. (in) 0.069 @ 3' 1 3/4" 0.298 Passed (L/999+) --1.0 D + 0.75 L + 0.75 Lr (All Spans) • Deflection criteria: LL (l./480) and TL (l./240). • A 2.5% decrease in the moment capacity has been added to account for lateral stability. Bearing Length Loads to Supports {lbs) Supports Total Avallable Required Dead Floor Live Roof Uve Factored AcceslOries I • Column • OF 3.50" 3.50" I.SI" 2392 1101 1164 4091 Blocking 2 -Column • DF 3.50" 3.50" 1.51" 2392 1101 1164 4091 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live RoofUve Vertical loads Location (Side) Tributary Width (0.90) (1.00) (non-snow: 1.25) Comments 0 • Self Weight (PLF) Oto 6'3 !/2" N/A 13.0 .. -- I -Uniform (PSF) 0 to 6' 3 1/2" (Front) 9' 20.0 WALL 2 • Uniform (PSF) 0 to 6' 3 1/2" (Front) 7' 15.0 50.0 FJ 3 • Uniform (PSF) O to 6' 3 1/2" (Front) 9' 25.0 20.0 ROOF UP 4 -Uniform (PSF) 0 to 6' 3 1/2" (Front) 9' 6" 25.0 20.0 ROOF DOWN Weyerhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document·library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 47 of 105 ~FORTEWEB MEMBER REPORT ROOF, B4 1 piece(s) 4 x 12 OF No.1 Overall Length: S' 11 1/2' PASSED o--..;_----------------------------''--O S' 8' [TI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desian Results AcWal O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2551@ 2" 7656 (3.50") Passed (33%) .. 1.0 D + 1.0 L (All Spans) Shear (lbs) 1498 @ 1' 2 3/4" 4725 Passed (32%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 3386 @ 2' 11 3/4" 6691 Passed (51 %) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.017 @ 2' 11 3/4" 0.141 Passed (L/999+) .. 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.027 @ 2' 11 3/4" 0.188 Passed (L/999+) .. 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l/480) and TL (l/360). • A 1.1% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NOS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Aoor Uve Factored Ac<leSIOrles 1 -Column -DF 3.50" 3.50" I.SO" 935 1616 2551 Blocking 2 -Column -DF 3.50" 3.50" 1.50" 935 1616 2551 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Br■clng Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead FloorUve Vertical loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 -Self Weight (PLF) O to 5' 11 1/2" N/A 10.0 -- 1 -Uniform (PSF) O to 5' 11 1/2" (Front) 9' 15.0 -WALL 2 -Uniform (PSF) 0 to 5' 11 1/2" (Front) 7' 3" 15.0 50.0 FJ 3 -Uniform (PSF) O to 5' 11 1/2" (Front) 3' 20.0 60.0 DECK Weverhaeuser Notes ~ System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is respcnslbie to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation repcrts ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation repcrts, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and supper! information have been provided by ForteWEB Software Operator Page 48 of 105 =-lf'ORTEWEB MEMBER REPORT ROOF, C3 1 piece(s) 4 x 4 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Desian Results Actual Allowed Result Slenderness 30 50 Passed (59%) Compression (lbs) 2551 6102 Passed (42%) Plate Bearing (lbs) 2551 7656 Passed (33%) Lateral Reaction (lbs) 0 ---- Lateral Shear (lbs) 0 N/A Passed (N/ A) Lateral Moment (ft-lbs) 0@ mid-span N/A Passed (N/A) Total Deflection (In) 0.00 @ mid-span N/A Passed (N/ A) Bending/Compression N/A 1 Passed (N/A) • Lateral deflection criteria: Wind (l./180) • Input axial load eccentricity for the design is zero • Applicable calculations are based on NOS. PASSED Tributary Width: 1' LOF Load: Combination ---- 1.00 1.0 D + 1.0 L --1.0 D + 1.0 L --N/A --N/A --N/A --N/A --N/A • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. SUDDOrts Top Base Drawing is Conceptual Max Unbraced Len th 8' 7 1/2" Dellcl Floor Live Vertical Load Tributary Width (0.90) (1.00) 1 -Point (lb) N/A 935 1616 Weverhaeuser Notes Type Dbl 2X 2X Comments Linked from: B4, Support 2 Material Douglas Fir-Larch Douglas Fir-Larch Comments System : Wall Member Type : Column Building Code : !BC 2021 DeSign Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responSible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 andjor tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by ForteWE8 Software Operator Page 49 of 105 ~F.ORTEWEB MEMBER REPORT ROOF, (E)B5 1 piece(s) 6 x 8 DF No.1 Overall Length: 7' 6 1/2" PASSED ;~¼--------+-¼ -----'-0 7' 3" m ' I l All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desian Results Actual O l.oclltlon Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 6821@ 2" 12031 (3.50") Passed (57%) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 4563 @ 6' 7 1/2" 5844 Passed (78%) 1.25 1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Moment (Ft-lbs) 3902 @ 4' 1 3/8" 5156 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.070 @ 3' 10 1/8" 0.180 Passed (l./999+) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) Total Load Def\. (in) 0.143@ 3' 10 3/8" 0.240 Passed (l./604) --1.0 D + 0. 75 L + 0. 75 Lr (All Spans) • Deflection criteria: LL (L/480) and TL (L/360). • A 0.4% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Bearing Length Loads to supports (lbs) Supports Total Available Required Dead Floor Uve Roof Uve Wind Factored Acx:eaories 1-Beam -DF 3.50" 3.50" 1.98" 3983 1018 2765 -2212 6821 Blocking 2 -Column -DF 3.50" 3.50" 1.69" 3344 1018 2276 -1821 5815 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Uve RoofUve Wind Vertical Loads l.oclltlon (Side) Tributary Width (0,90) (1.00) (non•-• 1.25) (t.60) Comments 0 -Self Weight (PLF) Oto 7' 6 1/2" N/A 10.4 ------ I -Uniform (PSF) 0 to 7' 6 1/2" (Front) 4' 6" 20.0 60.0 DECK Linked from: (E) 2 -Point (lb) 5 1/2" (Top) N/A 2336 -1789 -1432 GIRDER TRUSS!, Support 2 3 • Point (lb) 5 1/2" (Top) N/A 1141 878 ·702 Linked from: (E)B7, Support 1 4 -Point (lb) 6' 9" (Top) N/A 1141 878 -702 Linked from: (E)B7, Support 2 Unked from: (E) 5 -Point (lb) 6' 9" (Top) N/A 1952 1496 -1197 GIRDER TRUSS2, Support I Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document·library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 50 of 105 ~FORTE WEB Drawing is Conceptual MEMBER REPORT ROOF, (E)C4 1 piece(s) 4 x 6 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Desian Results Actual Allowed Result Slenderness 30 50 Passed (59%) Compression (lbs) 6820 9761 Passed (70%) Plate Bearing (lbs) 6820 12031 Passed (57%) Lateral Reaction (lbs) 0 ---- Lateral Shear (lbs) 0 N/A Passed (N/ A) Lateral Moment (n-lbs) 0@ mid-span N/A Passed (N/A) Total Deflection (in) 0.00 @ mid-span N/A Passed (N/A) Bending/Compression N/A 1 Passed (N/ A) • Lateral deflection criteria: Wind (L/360) • Input axial load eccentricity for the design is zero • Applicable cakulations are based on NOS. Suonorts Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Len th Comments 8' 7 1/2" Dead Floor Live RoofUve Wind Vertical load Tributary Width (0.90) (1.00) (non-snow: 1.25) (1.60) Comments PASSED Tributary Width: l' LDF Load: Combination ---- 1.25 1.0 D + 0.75 L + 0.75 Lr -- -- -- -- -- -- 1.0 D + 0. 75 L + 0. 75 Lr N/A N/A N/A N/A N/A System: Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD 1 -Point (lb) N/A 3983 1018 2765 -2212 Linked from: (E)BS, Support 1 Weverhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. Toe designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 51 of 105 ~FORTEWEB MEMBER REPORT ROOF, '86 1 piece(s) 4 x 12 OF No.1 Overall Length: S' 111/2" PASSED + + 0 --------------------------------0 S' 8' [TI All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Loacl: Combination {Pattern) Member Reaction (lbs) 1579@ 2" 7656 (3.50") Passed {21%) .. 1.0 D + 1.0 L (All Spans) Shear (lbs) 927 @ 1' 2 3/4" 4725 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2096 @ 2' 11 3/4" 6691 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.013 @ 2' 11 3/4" 0.141 Passed (L/999+) .. 1.0 D + 1.0 L (All Spans) Total Load Def\. (in) 0.017 @ 2' 11 3/4" 0.188 Passed (L/999+) .. 1.0 D + 1.0 L (All Spans) • Deftectlon criteria: LL {l/480) and TL (l/360). • A 1.1 % decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Bearing Length Loads to Supports {lbs) Supports Total Available Required Dead Floor LIYe Factored Acciessorles I -Beam -OF 3.50" 3.50" I.SO" 387 1192 1579 Blocking 2 -Column -OF 3.50" 3.50" I.SO" 387 1192 1579 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge {Lu) End Bearing Points Dead Floor Live Vertical Loads Location (Side) Tributary Width (0.90) {1.00) Comments 0 -Self Weight (PLF) 0 to 5' 11 1/2" N/A 10.0 -- 1 -Uniform (PSF) 0 to 5' 11 1/2" (Front) 8' 15.0 50.0 FJ Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building COde : !BC 2021 Design Methodology: ASO Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculatiOn Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatiOn reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, input design loads, dimensions and support lnformatiOn have been provided by ForteWEB Software Operator Page 52 of 105 ~FORTEWEB MEMBER REPORT ROOF, CS 1 piece(s) 4 x 4 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" DeslanResults Actual Allowed Result Slenderness 30 50 Passed (59%) Compression (lbs) 1579 6102 Passed (26%) Plate Bearing (lbs) 1579 7656 Passed (21%) Lateral Reaction (lbs) 0 --.. Lateral Shear (lbs) 0 N/A Passed (N/ A) Lateral Moment (ft-lbs) 0@ mid-span N/A Passed (N/ A) Total Deflection (in) 0.00 @ mid-span N/A Passed (N/A) Bending/Compression N/A 1 Passed (N/ A) • Lateral deflection criteria: Wind (l/ 180) • Input axial load eccentricity for the design is zero • Applicable calculations are based on NDS. PASSED Tributary Width: 1' LDF Loacl: Combination .. .. 1.00 1.0 D + 1.0 L .. 1.0 D + 1.0 L .. N/A .. N/A --N/A .. N/A .. N/A • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. 5UDDOrts Top Base Drawing is Conceptual Max Unbraced Len th 8' 7 1/2" Dead Floor Uve Vertical Load Tributary Width (G.90) (1.00) 1 • Point (lb) N/A 387 1192 Weverhaeuser Notes Type Dbl 2X 2X Comments Linked from: 86, Support 1 Material Douglas Fir-Larch Douglas Fir-Larch Comments System: Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 53 of 105 ~FORTEWEB MEMBER REPORT ROOF, {E)GIRDER TRUSS! 1piece(s)31/2" x 11 7/8" 2.2E Parallam® PSL Overall Length: 15' 3 1/4" PASSED o--...:...----------------------------...:...--0 15' [TI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desian Results Actual O Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (lbs) 4125 @ 15' 1 3/4" 6563 (3.00") Passed (63%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 3454 @ 1' 3 3/8" 10044 Passed (34%) 1.25 1.0 D + 1.0 Lr {All Spans) Moment (Ft-lbs) 15194 @ 7' 7 7/8" 21593 Passed (70%) 1.25 1.0 D + 1.0 Lr {All Spans) Live Load Defl. (in) 0.264@ 7' 7 7/8" 0.499 Passed (L/680) --1.0 D + 1.0 Lr {All Spans) Total Load Defl. (in) 0.609@ 7' 7 7/8" 0.749 Passed (L/295) --1.0 D + 1.0 Lr {All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • A 13.2% decrease in the moment capacity has been added to account for lateral stabmty. Bellri119 Length Loads to supports (lbs) Supports Total Avallable Required Dead Roof Live Wind Factored Ac:ces-'es 1 -Column -DF 3.50" 3.50" 1.90" 2348 1799 -1439 4148 Blocking 2 -Column -DF 3.00" 3.00" 1.89" 2336 1789 -1432 4125 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bracl119 Intielvals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Roof LI"" Wind Vertical loads Location (Side) Tributary Width (0.90) (non-snow: 1.25) (1.60) Comments 0 -Self Weight (PLF) o to 15' 3 1/4" N/A 13.0 .. -- 1 • Uniform (PSF) Oto 15' 3 1/4" (Front) 11' 9'' 25.0 20.0 -16.0 ROOF Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is resPonsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by Forte\VEB Software Operator Page 54 of 105 ~FORTEWEB MEMBER REPORT ROOF, (E)GIRDER TRUSS2 1piece(s)31/2" x 11 7/8" 2.2E Parallam® PSL Overall Length: 12' 9 1/4' PASSED 0------------------------------------0 12' 6" [TI All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load:Comblnation(Pattem) Member Reaction (lbs) 3448 @ 1 1/2" 6563 (3.00") Passed ( 53%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 2776@ 1' 2 7/8" 10044 Passed (28%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 10546 @ 6' 4 3/8" 22616 Passed (47%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.131 @ 6' 4 3/8" 0.416 Passed (L/999+) --1.0 D + 1.0 Lr (All Spans) Total Load Deft. (in) 0.302 @ 6' 4 3/8" 0.624 Passed (L/496) --1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (l/360) and TL (l/240). • A 9.1 % decrease in the moment capacity has been added to account for lateral stability. Bearing Length Loads to supports (lbs) Supports Total Available Required Dead Roof Live Wind Factored A~ 1 -Column • OF 3.00" 3.00" 1.58" 1952 1496 ·1197 3448 Blocking 2 -Column -OF 3.50" 3.50" 1.59" 1965 1505 -1204 3471 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Bnldng Intervals Comments Top Edge {Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Roof Live Wind Vertical loads Location (Side) Tributary Width (0.90) (non-SIIOW: 1,25) (1.60) Comments 0 -Self Weight (PI.F) 0 to 12' 9 1/4" N/A 13.0 .. .. 1 • Uniform (PSF) Oto 12' 9 1/4" (Front) 11' 9" 25.0 20.0 -16.0 ROOF Weverhaeuser Notes System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASO Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable AST'M standards. For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 55 of 105 ~FORTEWEB + MEMBER REPORT ROOF, (E)B7 1 piece(s} 31/2" x 11 7/8" 2.2E Parallam® PSL Over al I Length: 6' 9" PASSED 0 ------------------------------------0 6' 6' OJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Deslan Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 2018 @ 11/2" 6563 (3.00") Passed (31 % ) .. 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1277 @ 1' 2 7/8" 10044 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 3158 @ 3' 4 1/2" 24052 Passed (13%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.013 @ 3' 4 1/2" 0.217 Passed (LJ999+) .. 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.030 @ 3' 4 1/2" 0.325 Passed (LJ999+) .. 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L./360) and TL (L./240). • A 3.3% decrease In the moment capacity has been added to account for lateral stability. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead RoofUve Wind Factored Ac:cessortes 1 -Column -DF 3.00" 3.00" 1.50" 1141 878 -702 2018 Blocking 2 -Column -DF 3.00" 3.00" I.SO" 1141 878 -702 2018 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load ,s applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points 8ottom Edge (Lu) End Bearing Points Dead Roof Live Wind Vertical Loads Location (Side) Tributary Width (0.90) (non-snow: 1.25) (1,60) Comments 0 • Self Weight (PLF) 0to6'9" N/A 13.0 ---- 1 -Uniform (PSF) 0 to 6' 9" (Front) 13' 25.0 20.0 -16.0 ROOF Weverhaeuser Notes System : Floor Member Type : Flush Beam Building use : Residential Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Soard, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accorclance with applicable AST'M standards. For current cocle evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 56 of 105 ~FORTEWEB ... MEMBER REPORT ROOF, B9 1 piece(s} 4 x 12 OF No.1 Overall Length: 6' 11 1/2" PASSED 0 --------------------------------0 6' 8' IT] All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Rault LDF Load: Combination (Pattem) Member Reaction (lbs} 2673@2" 7656 (3.50") Passed (35%) .. 1.0 D + 1.0 L (All Spans) Shear (lbs) 1729@ 1' 2 3/4" 4725 Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 4215@ 3' 5 3/4" 6674 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.036 @ 3' 5 3/4" 0.166 Passed (l/999+) .. 1.0 D + 1.0 L (All Spans) Total Load Deft. (in) 0.047 @ 3' 5 3/4" 0.221 Passed (l/999+) .. 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (l./480) and TL (l./360). • A 1.4% decrease In the moment capacity has been added to account for lateral st.ability. • Applicable calculations are based on NOS. Beartno Length Loads to supports (lbs) Supports Total Avallable Required Dead Floor Live Factored Acxlessorles l • Column • OF 3,50" 3.50" 1.50" 644 2030 2673 Blocking 2 -Column -OF 3.50" 3.50" 1.50" 644 2030 2673 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Lateral Bracing Braclno Intetvals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Uve Vertical Loads Location (Side) Tributary Width (0.90) (1.00) Comments 0 • Self Weight (PLF) O to 6' 11 1/2" N/A 10.0 .. 1 -Uniform (PSF) 0 to 6' 11 1/2" (Front) 11' B" 15.0 50.0 FLOOR Weverhaeuser Notes ~ System : Floor Member Type : Flush Beam Building Use : Residential Building Code : !BC 2021 Design Methodology : ASO Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blockmg Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry st.andards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7 and/or tested In accordance with applicable ASTM st.andards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 57 of 105 ~FORTEWEB MEMBER REPORT ROOF, C9 1 piece(s) 4 x 4 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Desian Results Actual AlhMed Result Slenderness 30 50 Passed (59%) Compression (lbs) 2674 6102 Passed (44%) Plate Bearing (lbs) 2674 7656 Passed (35%) Lateral Reaction (lbs) 0 ---- Lateral Shear {lbs) 0 N/A Passed (N/A) Lateral Moment (ft-lbs) 0@ mid-span N/A Passed (N/A) Total Deflection (in) 0.00 @ mid-span N/A Passed (N/A) Bending/Compression N/A 1 Passed (N/A) • Lateral deflection criteria: Wind (L/360) • Input axial load eccentricity for the design is zero • Applicable calculations are based on NOS. PASSED Tributary Width: 1' LOF Load: Combination ---- 1.00 1.0 D + 1.0 L --1.0 D + 1.0 L --N/A --N/A --N/A --N/A --N/A • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. Sunoorts Top Base Drawing 1s Conceptual I Max Unbraced Length 8' 7 1/2" Dud Floor Uve Vertical load Tributary Wldtfl (o.90) (1.00) 1 -Point (lb) N/A 644 2030 Weverhaeuser Notes Type Dbl2X 2X Comments Linked from: B9, Support 1 Material Douglas Fir-Larch Douglas Fir-Larch Comments System : Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are thlrd·party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluatiOn reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installatiOn details refer to www.weyerhaeuser.com/wOodproducts/document-library. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator Page 58 of 105 Appendix E : Header, Jack Stud and King Stud Design It U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Un it 315, Richmond Hill, ON L48 3Z4 ■ + 1 949-822-1913 + 1 289-597-0455 Page 59 of 105 ~FORTEWEB MEMBER REPORT ROOF, (E)HDRl 1 piece(s) 4 x 4 DF No.2 Overall Length: S' 9" PASSED + 0 ------------------------------------0 S' 2' [I] All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actulll O l.oaltlon Allowed Result LDF Load: Combination (Pattem) Member Reaction (lbs) 383 @2" 7656 (3,50") Passed (5%) --1.0 D + 1.0 Lr (All Spans) Shear (lbs) 305@7" 1838 Passed (17%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft-lbs) 488 @ 2' 10 1/2" 1005 Passed ( 49%) 1.25 1.0 D + 1.0 Lr (All Spans) Vert Live Load Defl. (In) 0.039 @ 2' 10 1/2" 0.181 Passed (L/999+) --1.0 D + 1.0 Lr (All Spans) Vert Total Load Defl. (in) 0.129 @ 2' 10 1/2" 0.271 Passed (L/504) --1.0 D + 1.0 Lr (All Spans) Lat Member Reaction (lbs) 124@ 5' 7" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 105@ 7" 2352 Passed (4%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs) 168 @ mid-span 1286 Passed ( 13%) 1.60 1.0 D + 0.6 W Lat Deflection (In) 0.031 @ mid-span 0.181 Passed (L/999+) --1.0 D + 0.6 W Bi-Axial Bending 0.45 1.00 Passed (45%) 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr • Deflection criteria: LL (L/360) and TL (L/240). • Lateral deflection criteria: Wind (L/360) • Applicable calculations are based on NOS. • This product has a square cross section. The analysis engine has checked both edge and plank orientatiOns to allow for either installation. Bearing Length Loads ID Supports (lbs) Supports Total Avallable Required Dead Roof Uve Factored Aca!ssorles 1 -Trimmer -OF 3.50" 3.50" 1.50" 268 115 383 None 2 -Trimmer -OF 3.50" 3.50" 1.50" 268 115 383 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Left 2X Douglas fir~Larch Nails 8d (0.113" X 2 1/2") (Toe) 2 Right 2X Douglas Fir-Larch Nails 8d (0.113" X 2 1/2") (Toe) 2 Dead Roof Live Vertical Loads l.oaltlon Tributary Width (0.90) (non-snow: 1,25) Comments 0 -Self Weight (PLF) Oto5'9" N/A 3.1 -- 1 -Uniform (PSF) o to 5' 9" 2' 25.0 20.0 Default Load 2 -Uniform (PSF) Oto5'9" 2' 20.0 WALL Wind Lateral Load l.oaltlon Tributary Width (1.60) Comments 1 -Uniform (PSF) Full Length 4' 6" 17.0 System: Wall Member Type : Header Building Use : Residential Building Code : !BC 2021 Design Methodology : ASO Nailing • ASCE/SEI 7 Sec. 30.4: Exposure category (B), Mean Roof Height (23'), Topographic Factor (1.0), Wind Oirectionahty Factor (0.85), Basic Wind Speed (96), Risk category(II), Effective Wind Area determined using full member span and trib. width. • !BC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Page 60 of 105 ~FORTE WEB MEMBER REPORT ROOF, HDR2 1 piece(s) 4 x 14 DF No.2 Overall Length: 8' 11 " PASSED + l l + 0 ------------------~-----0 I 8' 4' [TI ~ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3239 @8' 9" 7656 (3.50") Passed (42%) .. 1.0 D + 1.0 L (All Spans) Shear (lbs) 2140 @ 7' 6 1/4" 5565 Passed (38%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 6049 @ 4' 6 3/16" 7531 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in) 0.044 @ 4' 5 9/16" 0.172 Passed (LJ999+) .. 1.0 D + 1.0 L {All Spans) Vert Total Load Defl. (in) 0.075 @ 4' 5 11/16" 0.215 Passed (LJ999+) .. 1.0 D + 1.0 L (All Spans) Lat Member Reaction (lbs) 217 @8'9" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 196 @ 7" 8904 Passed (2%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs) 466 @ mid-span 3571 Passed (13%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.057 @ mid-span 0.286 Passed (lJ999+) .. 1.0 D + 0.6 W Bi-Axial Bending 0.55 1.00 Passed (55%) 1.60 1.0 D + 0.45 W + 0. 75 L + 0. 75 Lr • Deflection criteria: LL (l./600) and TL (l./480). • Lateral deflection criteria: Wind (l./360) • A 2% decrease In the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NDS. Bearing Length Loads to supports (lbs) Supports Total Avallable Required Dead Floor Live Roof Uve Factored A~ 1 • Trimmer • DF 3.50" 3.50" 1.50" 1460 1745 154 3205 None 2 -Trimmer -DF 3.50" 3.50" 1.50" 1494 1745 146 3239 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Lateral Connections SUpports Plate Size Plate Material Connector Type/Model Quantity Left 2X Douglas Fir-Larch Nails 10d (0.128" x 3") (End) 3 Right 2X Douglas Fir-Larch Nails !Od (0.128" x 3") (End) 3 System : Wall Member Type : Header Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Nailing Page 61 of 105 ~FORTEWEB MEMBER REPORT ROOF, JACK2 1 piece(s) 4 x 4 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Design Results Actual Allowed Result Slenderness 30 50 Passed ( 59%) Compression (lbs) 3205 6102 Passed (53%) Plate Bearing (lbs) 3205 7656 Passed (42%) Lateral Reaction (lbs) 212 ---- Lateral Shear (lbs) 198 2352 Passed (8%) Lateral Moment (ft-lbs) 458 @ mid-span 1286 Passed (36%) Total Deflection (In) 0.21 @ mid-span 0.29 Passed (l./483) Bending/Compression 0.68 1 Passed (68%) • Lateral deflection criteria: Wind (LJ360) • Input axial load eccentricity for the design is zero • Applicable calculations are based on NOS. PASSED Tributary Width: 5' LDF Load: Combination ---- 1.00 1.0 D + 1.0 L --1.0 D + 1.0 L 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W --1.0 D + 0.6 W 1.60 1.0 D + 0.45 W + 0. 75 L + 0. 75 Lr • This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation. SUDDOrts Top Base Drawing is Conceptual Max Unbraced Len th 8' 7 1/2" Lateral Connections Supports Connector Type/Model Top Nalls 10d (0.128" X 3") (End) Base Nalls 10d (0.128" X 3") (End) Type Dbl 2X 2X Quantity 3 3 Material Douglas Fir-Larch Douglas Fir-Larch Comments Connector Naillng N/A N/A System : Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD • Nailed connection at the top of the member Is assumed to be nailed through the bottom 2x plate pnor to placement of the top 2x of the double top plate assembly. Dead Floor Uve Roof Live Vertical Load Tributary Width (0.90) (1.00) (non--: 1,25) Comments l -Point (lb) N/A 1460 1745 154 Linked from: (E)HDR2, Support l Wind Lateral Load Location Tributary Width (1.60) Comments l -Uniform (PSF) Full Length S' 16.4 • ASCE/SEI 7 Sec. 30.4: Exposure category (8), Mean Roof Height (23'), Topographic Factor (1.0), Wind DirectiOnahty Factor (0.85), Basic Wind Speed (96), Risk category(II), Effective Wind Area determined using full member span and trlb. width. • !BC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weverhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. AccesSOries (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accorclance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 63 of 1 05 . Dead Floor Live Roof I.Ive Vertical Loads Location Tributary Width (0.90) (1.00) (non-snow: 1.25) Comments 0 -Self Weight (PLF) Oto8' 11" N/A 11.8 ---- 1 -UQiform (PSF) Oto8'11" 8" 15.0 50.0 FLOOR 2 -Uniform (PSF) 0101'6" 9' 20.0 WALL 3 • Uniform (PSF) 6' 11" to 8' 11" 9' 20.0 WALL 4 -Uniform (PSF) Oto8'11" 2' 6" 20.0 WALL 5 -Uniform (PSF) 0 to I' 6" !' 25.0 . 20,0 ROOF 6 -Uniform (PSF) 6' 11" to 8' 11" !' 25,0 20.0 ROOF 7 -Uniform (PLF) Oto8' 11" N/A 119.0 358.0 Linked from: FJI, Support 1 8 -Point (lb) I' 6" N/A 268 -115 Linked from: (E) HORI, Support I 9 -Point (lb) 6' 11" N/A 268 . 115 Linked from: (E) HORI, Support 2 Wind Lateral Load Location Tributary Width (1.60) Comments I -Uniform (PSF) Full Length 5' 2" 16.3 • ASCE/SEI 7 Sec. 30.4: Exposure category (B), Mean Roof Height (23'), Topographic Factor (1.0), Wind D1rectionahty Factor (0.85), Basic Wind Speed (96), Risk category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weverhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 62 of 1 05 ~FORTEWEB + MEMBER REPORT ROOF, HDR3 1 piece(s) 4 x 8 DF No.2 Overall Length: 5' 9' PASSED + 0------------------------------------0 s· 6' [TI All locations are measured from the outside face of lelt support (or lelt cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 529 @0 3281 (1.50") Passed (16%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 395@ 8 3/4" 3045 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 760 @ 2' 10 1/2" 2967 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Vert Live Load Defl. (in) 0.017 @ 2' 10 1/2" 0.192 Passed (Lf999+) --1.0 D + 1.0 L (All Spans) Vert Total Load Defl. (In) 0.025 @ 2' 10 1/2" 0.287 Passed (Lf999+) --1.0 D + 1.0 L (All Spans) Lat Member Reaction (lbs) 145@ 5' 9" N/A Passed (N/A) 1.60 1.0 D + 0.6 W Lat Shear (lbs) 124 @ 5" 4872 Passed (3%) 1.60 1.0 D + 0.6 W Lat Moment (Ft-lbs) 209 @ mid-span 2425 Passed (9%) 1.60 1.0 D + 0.6 W Lat Deflection (in) 0.021 @ mid-span 0.192 Passed (Lf999+) --1.0 D + 0.6 W Bi-Axial Bending 0.20 1.00 Passed (20%) 1.60 1.0 D + 0.45 W + 0. 75 L + 0.75 Lr • Deflection criteria: LL (1../360) and TL (1../240). • Lateral deflection criteria: Wind (L/360) • A 0.8% decrease In the moment capacity has been added to account ror lateral stability. • Applleable calculations are based on NDS. Bearing Length Loads to Supports (lbs) Supports Total Avallable Required Dead Floor Uve Factored Accessories 1 -Trimmer -DF 1.50" 1.50" 1.50" 184 345 529 None 2 -Trimmer • DF 1.50" 1.50" 1.50" 184 345 529 None Lateral Bracing Bnldng Intetvals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Lateral Connections Supports Plate Size Plate Material Connector Type/Model Quantity Left 2X Douglas Fir-Larch Nails 8d (0.113" X 2 1/2") (Toe) 2 Right 2X Douglas Fir-Larch Nails 8d (0.113" X 2 1/2") (Toe) 2 Dead Floor Uve Vertical Loads Location Tributary Width (G.90) (1,00) Comments 0 • Self Weight (PlF) Oto5'9" N/A 6.4 ·- 1 -Unirorm (PSF) Oto 5' 9" 2' 20.0 60.0 DECK 2 -Unirorm (PSF) Oto5'9" 3' 6" 5.0 RAIL Wind Lateral Load Location Tributary Width (1.60) Comments 1 • Uniform (PSF) Full Length 5' 16.8 System: Wall Member Type : Header Building Use : Residential Building Code : !BC 2021 Design Methodology : ASD Halling • ASCE/SEI 7 Sec. 30.4: Exposure Category (8), Mean Roor Height (23 ), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (96), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% or this lateral wind load. Page 64 of 105 ~FORTE WEB Drawing ,s Conceptual MEMBER REPORT ROOF, JACK3 1 piece(s) 2 x 4 DF No.2 Wall Height: 8' Member Height: 7' 7 1/2" Design Results Actual Allowed Result Slenderness 32 50 Passed (64%) Compression (lbs} 529 2269 Passed (23%} Plate Bearing (lbs) 529 3281 Passed (16%) Lateral Reaction (lbs) 0 ---- Lateral Shear (lbs) 0 N/A Passed (N/ A) Lateral Moment (ft-lbs) 0@ mid-span N/A Passed (N/A) Total Deflection (in) 0.00 @ mid-span N/A Passed (N/ A) Bending/Compression N/A 1 Passed (N/A) • Lateral deflection criteria: Wind (1./360) • Input axial load eccentricity for the design is zero • Applieable calculations are based on NDS. 5UDDOrts Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Len th Comments 4' Dead Floor Uve Vertical load Tributary Width (0,90) (1.00) Comments l -Point (lb) N/A 184 345 Linked from: HDR3, Support I Weverhaeuser Notes PASSED Tributary Width: 1' LDF Load: Combination ---- 1.00 1.0 D + 1.0 L -- -- -- -- -- -- 1.0 D + 1.0 L N/A N/A N/A N/A N/A System: Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdietion. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product applieation, input design loads, dimensions and support Information have been provided by ForteWEB Software Operator Page 65 of 1 05 ~fORTEWEB MEMBER REPORT ROOF, KING3 2 piece(s) 2 x 4 DF No.2 Wall Height: 9' Member Height: 8' 7 1/2" Deslan Results Actual Allowed Result Slenderness 30 50 Passed (59%) Compression (lbs) 0 5438 Passed (0%) Plate Bearing (lbs) 0 6563 Passed (0%) Lateral Reaction (lbs) 152 ---- Lateral Shear (lbs) 142 2016 Passed (7%} Lateral Moment (ft-lbs) 328 @ mid-span 1096 Passed (30%) Total Deflection (in) 0.18 @ mid-span 0.29 Passed (L/577) Bending/Compression 0.30 1 Passed (30%) • Lateral deflection criteria: Wind (L/360) • Input axial load eccentricity for the design is zero • Applicable cakulations are based on NOS. PASSED Tributary Width: 3' 6" LDF Load: Combination ---- 1.60 1.0 D + 0.6 W --1.0 D + 0.6 W 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W --1.0 D + 0.6 W 1.60 1.0 D + 0.6 W • The column stability factor (Kf = 0.6) applied to this design assumes nailed built-up columns per NOS section 15.3.3. For Weyerhaeuser ELP products refer to the U.S. Wall Guide for multiple-member connection requirements. Suooorts Top Base Draw,ng ,s Conceptual I ~ax Unbraced Length Lateral Connections SUpports Connector Type/Model Top Nalls 8d (0.113" X 2 1/2") (Toe) Base Nalls 8d (0.113" X 2 1/2") (Toe) Type Dbl 2X 2X Quantity 2 2 Material Douglas Fir-Larch Douglas Fir-Larch Comments Connector Nailing N/A N/A System: Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD • Nailed connection at the top of the member Is assumed to be nailed through the bottom 2x plate pnor to placement of the top 2x of the double top plate assembly. Dead Vertical Load Tributary Width (0.90) Comments 1 -Point (lb) N/A Wind Lateral Load Location Tributary Width (1.60) Comments 1 • Uniform (PSF) Full Length 3' 6" 16.8 • ASCE/SEI 7 Sec. 30.4: Exposure Category (B), Mean Roof Height (23'), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (96), Risk Category(II), Effective Wind Area determined using full member span and trib. width. • IBC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document·llbrary. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 66 of 105 ~F.ORTEWEB + MEMBER REPORT ROOF, HDR4 1 piece(s) 4 x 8 OF No.2 Overall Length: 3' 6' PASSED 0 ---=-----------------------------'----0 3' 3" BJ All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Desian Results Actual O Location Allowed Result LDF Lolld: Combination (Pattern) Member Reaction (lbs) 1017 @ 0 3281 (1.50") Passed {31 %) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Shear (lbs) 512@ 8 3/4" 3045 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 768@ 1' 9" 2976 Passed (26%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Den. (in) 0,003@ 1' 9" 0.117 Passed (l/999+) --1.0 D + 0.75 L + 0.75 Lr (All Spans) Total Load Den. (in) 0.011@ 1' 9" 0.175 Passed (l/999+) --1.0 D + 0, 75 L + 0. 75 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • A 0.5% decrease in the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NOS. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Roofllve Factored Acx:es-1es 1 -Trimmer -OF I.SO" 1.50" 1.50" 702 175 245 1017 None 2 -Trimmer -OF I.SO" I.SO" 1.50" 702 175 245 1017 None Lateral Bracing Bracing lntentals Comments Top Edge (Lu) End Bearing Points Bottom Edge (Lu) End Bearing Points Dead Floor Live RoofUve Vertical Loads Location Tributary Width (0.90) (1.00) (non-snow: 1.25) Comments 0 • Self Weight (PlF) Oto 3' 6" N/A 6.4 ---- 1 -Uniform (PSF) Oto 3' 6" 2' 20.0 50.0 FLOOR 2 -Uniform (PSF) 0 to 3' 6" 9' 20.0 WALL 3 -Uniform (PSF) 0 to 3' 6" 7' 25.0 20.0 ROOF Weverhaeuser Notes System: Wall Member Type : Header Building Use : Residential Building Code : !BC 2021 Design Methodology : ASO Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 67 of 105 ~FORTEWEB Drawing 1s Conceptual MEMBER REPORT ROOF, JACK4 1 piece(s) 2 x 4 DF No.2 Wall Height: 6' 10" Member Height: 6' 5 1/2" Deslan Results Actual Allowed Result Slenderness 32 50 Passed (64%) Compression (lbs) 1017 2309 Passed (44%) Plate Bearing (lbs) 1017 3281 Passed (31%) Lateral Reaction (lbs) 0 ---- Lateral Shear (lbs) 0 N/A Passed (N/A) Lateral Moment (~-lbs) 0@ mid-span N/A Passed (N/A) Total Deflection (In) 0.00 @ mid-span N/A Passed (N/A) Bending/Compression N/A 1 Passed (N/A) • Lateral deflection criteria: Wind (IJ360) • Input axial load eccentricity for the design Is zero • Applicable calculations are based on NDS. SUDDOrts Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Len th 4' Dead Floor Uve Roof I.Ive Vertical Load Trlbutllry Width (0.90) (1.00) (non-snow: 1.25) eom .... ts 1 -Point (lb) N/A 702 175 245 Linked from: HDR4, Support 1 Weverhaeuser Notes PASSED Tributary Width: 1' LDF Load:Comblnatlon ---- 1.25 1.0 D + 0.75 L + 0.75 Lr -- -- -- -- -- -- 1.0 D + 0.75 L + 0.75 Lr N/A N/A N/A N/A N/A System : Wall Member Type : Column Building Code : !BC 2021 Design Methodology : ASD Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facllltles are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-13B7 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, Input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 68 of 105 ___________________________ a;o;w- Appendix F : Joist Design 1i> U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 ■ + I 949-822-1913 + I 289-597-0455 Page 69 of 105 ~FORTEWEB + MEMBER REPORT ROOF, FJ1 1 piece(s) 2 x 10 DF No.2@ 12" OC Overall Length: 11' 11' PASSED 0------------------------------------0 11' 9' [TI All locations are measured from the outside face of left support ( or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load: Combination (Pattem) Member Reaction (lbs) 463 @2" 1406 (1.50") Passed ( 33%) --1.0 D + 1.0 L (All Spans) Shear (lbs) 402@ 11 1/4" 1665 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1342 @ 5' 111/2" 1567 Passed (86%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.154 @ 5' 11 1/2" 0.290 Passed (L/905) --1.0 D + 1.0 L {All Spans) Total Load Defl. (in) 0.205 @ 5' 11 1/2" 0.386 Passed (L/679) --1.0 D + 1.0 L (All Spans) TJ-Pro •M Rating N/A N/A N/A --N/A • Deflection crlterta: LL (l/480) and TL (l/360). • A 15% increase in the moment capacity has been added to account for repetitive member usage. • A 22.8% decrease In the moment capacity has been added to account for lateral stability. • Applicable calculations are based on NOS. • No composite action between deck and joist was considered in analysis. Bearing Length Loads to supports (lbs) Supports Total Avallable Required Dead Floor Live Factored Accessories 1 -Hanger on 9 1/4" OF Ledger 2.00" Hanger' 1.50" 119 358 477 See note 1 2 -Hanger on 9 1/4" OF beam 2.00" Hanger• 1.50" 119 358 477 See note 1 • At hanger supports, the Total Beanng dImensIon Is equal to the width of the matenal that ,s supporting the hanger • 1 See Connector grid below for additional information aoo/or requirements. Lateral Bracing Bradng Intervals Comments Top Edge (Lu) 7' o/c Bottom Edge (Lu) 7' o/c Connector: Simpson Strong-Tie Support Model Seat Length Top Fasteners Face Fa--. l -Face Mount Hanger LU28 1.50" N/A 8-lOdxJ.5 2 -Face Mount Hanger LU28 1.50" N/A 8-!0dxl.5 • Refer to manufacturer notes and instructions for proper installation and use of all connectors. Dead Floor Uve Vertical Load Location (Side) Spacing (O,!IO) (1.00) Comments l -Uniform (PSF) Otoll'll" 12" 20.0 60.0 Default Load Weverhaeuser Notes System : Floor Member Type : Joist Building Use : Residential Building Code : !BC 2021 Design Methodology : ASO Member Fastener, ·~ 6-lOdxl.5 6-lOdxl.S Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria aoo published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not inteooed to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES uooer evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM staooards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-llbrary. The product application, Input design loads, dimensions and support Information have been provided by ForteWEB Software Operator Page 70 of 105 ___________________________ 441Mi·IIIIIII Appendix G : Stud Wall Design \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 3 15, Richmond Hill, ON L4B 324 ■ +I 949-822-1913 + I 289-597-0455 Page 71 of 105 c:.JFORTEWEB Drawing 1s Conceptual Lateral Connections Supports Connector Top Nails Base Nails MEMBER REPORT ROOF, Wall Stud-1 1 piece(s) 2 x 4 DF No.2@ 16" OC Wall Height: 9' Member Height: 8' 7 1/2" Design Results Actual Allowed Result Slenderness 32 50 Passed (64%} Compression (lbs) 967 2269 Passed (43%) Plate Bearing (lbs) 967 4102 Passed ( 24%) Lateral Reaction (lbs) 59 .. .. Lateral Shear (lbs) 55 1008 Passed (5%) Lateral Moment (ft-lbs) 127 @ mid-span 607 Passed (21 %) Total Deflection (in) 0.14 @ mid-span 0.29 Passed (lf748) Bending/Compression 0.36 1 Passed (36%) • Lateral deflection criteria: Wind (L/360) • Input axial load eccentricity for the design is zero • Applicable calculations are based on NDS. • A bearing area factor of 1.25 has been applied to base plate bearing capacity. • A 15% increase In the moment capacity has been added to account for repetitive member usage. Supports Type Material Top Dbl 2X Douglas Fir-Larch Base 2X Douglas Fir-Larch Max Unbraced Len th 4' Type/Model Quantity Connector Nailing 8d (0.113" X 2 1/2") {Toe) 2 N/A 8d (0.113" X 2 1/2") {Toe) 2 N/A PASSED 0. C. Spacing: 16.00" LDF Load: Combination .. .. 1.00 1.0 D + 1.0 L .. 1.0 D + 1.0 L 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W 1.60 1.0 D + 0.6 W .. 1.0 D + 0.6 W 1.60 1.0 D + 0.45 W + 0.75 L + 0.75 Lr System: Wall Member Type : Stud Building Code : !BC 2021 Design Methodology : ASD • Nailed connection at the top of the member Is assumed to be nailed through the bottom 2x plate prior to placement of the top 2x of the double top plate assembly. Dead Floor Live Roof Live Vertical Loads Spacing (0.90) (1.00) (non-snow: 1.25) Comments 1 -Point (PLF) 16.00" 180.0 WALL 2 • Point (PLF) 16.00" 119.0 358.0 Linked from: FJl, Suppart l 3 • Point (PLF) 16.00" 10.0 33.5 FLOOR 4 • Point (PLF) 16.00" 25.0 20.0 ROOF Wind Lateral Load Location Spacing (1.60) Comments 1 • Uniform (PSF) Full Length 16.00" 17.0 • ASCE/SEI 7 Sec. 30.4: Expasure category (B), Mean Roof Height (23 ), Topographic Factor (1.0), Wind Directionality Factor (0.85), Basic Wind Speed (96), Risk category(Il), Effective Wind Area determined using full member span and trlb. width. • !BC Table 1604.3, footnote f: Deflection checks are performed using 42% of this lateral wind load. Weverhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is respanslble to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC·E5 under evaluation reparts ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reparts, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator Page 72 of 105 _ ___. ________________________ ihh·h-- Appendix H : Base Plate Design \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 ■ + I 949-822-1913 +I 289-597-0455 Page 73 of 105 SIMPSON Anchor Designer™ Software Company: 7 Date: 7 3/6/2022 Engineer: I Page: I 1/5 Project: Strong-Tie Version 3.1.2303.1 Address: " 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-19 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: AB_H Diameter (inch): 1.000 Effective Embedment depth, he, (inch): 23.000 Anchor category: - Anchor ductility: Yes hm;n (inch): 25.63 Cm;n (inch): 6.00 Smin (inch): 6.00 Recommended Anchor Anchor Name: PAB Pre-Assembled Anchor Bolt -PAB8H (1"G?J) • Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 30.00 State: Cracked Compressive strength, f c (psi): 3500 4'c,v: 1.0 Reinforcement condition: Supplementary reinforcement not present Supplemental edge reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: Yes Ignore 6do requirement: No Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch): 10.00 x 10.00 x 1.95 Yield stress: 36000 psi Profile type/size: W5X19 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 74 of 105 SIMPSON Strong-Tie Load and Geometry Anchor Designer™ Software Version 3.1.2303.1 Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: Yes Anchors subjected to sustained tension: Not applicable Ductility section for tension: 17.10.5.3 (d) is satisfied Ductility section for shear: 17.10.6.2 not applicable Oo factor: not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: -7256 Vuax [lb]: 10888 Vuay [lb]: 0 Mux [ft-lb]: 0 M ur [ft-lb]: 49931 M u, [ft-lb]: 0 <Figure 1 > Company: I Date: I 3/6/2022 Engineer: I Page: I 2/5 Project: Address: Phone: E-mail: 49931 ft-lb Olb Input data and results must be checked for agreement with the existing circumstances. the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton. CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 75 of 105 SIMPSON Strong.!f'ie <Figure 2> Anchor Designer™ Software Version 3.1.2303.1 Company: I Date: I 3/6/2022 Engineer: I Page: I 3/5 Project: Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 76 of 1 05 SIMPSON Strong-Tie .. Anchor Designer™ Software Version 3.1.2303.1 J. Resulting Am;hQr FQrces Company: Engineer: Project: Address: Phone: E-mail: Anchor Tension load, Shear load x, Nua (lb) 0.0 2 0.0 3 37894.1 4 37894.1 Sum 75788.2 Maximum concrete compression strain (%o): 1.12 Maximum concrete compression stress (psi): 4871 Resultant tension force (lb): 0 Resultant compression force (lb): 83044 Vuax (lb) 2722.0 2722.0 2722.0 2722.0 10888.0 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength Qf Anchw in TonsiQn {Sec. 17.6.1) Nsa (lb) IP 1PNsa (lb) 72720 0.75 54540 6. PullQut Strength of Anchor in Tension (Sec. 17.6.Jl Shear load y, Vuay (lb) 0.0 0.0 0.0 0.0 0.0 <Figure 3> 0.751PNon = 0.751P%,PNp = 0.751P'flc.P8Abrgf'c (Sec. 17.5.1.2, Eq. 17.6.3.1 & 17.6.3.2.2a) 'f'c.P A,,,g (in2) f c (psi) IP 0. 751PNp,, (lb) 1.0 5.15 3500 0, 70 75764 I Date: I 3/6/2022 I Page: I 4/5 Shear load combined, ✓(Vuax)2+(Vuay)2 (lb) 2722.0 2722.0 2722.0 2722.0 10888.0 0 3+ 0 4 0 1 0 2 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-T,e Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 77 of 105 SIMPSON Strong-Tie 00 Anchor Designer™ Software Version 3.1.2303.1 8. Steel Strength of Anchor in Shear {Sec. 17.7.11 V sa (lb) ¢,;,out ¢ ¢.Toutl/!Vss (lb) 43630 0.8 0.65 22688 Company: Engineer: Project: Address: Phone: E-mail: 1 o. Concrete Pry out Strength of Anchor in Shear {Sec. 17. 7 .31 ¢V<Pfl = ¢kcpNcog = (/Jkcp(ANcl ANco) 'Psc,N'Ped,N'i1c,N'f/cp,NNb(Sec. 17.5.1.2 & Eq. 17.7.3.1b) kcp ANc (in2) ANco (in2) 'Pac,N 'f'ed.N 'Pc,N 'f/cp.N 2.0 2735.00 3600.00 1.000 0.865 1.000 1.000 11. Results Interaction of Tensile and Shear Forces (Sec. 17 .81 Tension Factored Load, Nua (lb) Design Strength. 0Nn (lb) Ratio Steel 37894 54540 0.69 Pullout 37894 75764 0.50 Shear Factored Load, V ua (lb) Design Strength, 0Vn (lb) Ratio Steel 2722 22688 0.12 Pryout 10888 128332 0.08 Interaction check Nualr/!Nn Vua/¢Vn Combined Ratio Sec. 17.8.1 0.69 0.00 69.5% PAB8H (1"0) with hef = 23.000 inch meets the selected design criteria. 12. Warnings l Date: I 3/6/2022 I Page: I 5/5 ¢Vcpg (lb) 139488 0.70 128332 Status Pass (Governs) Pass Status Pass (Governs) Pass Permissible Status 1.0 Pass -Calculated concrete compression stress exceeds the permissible bearing stress of<!> 0.85fc per ACI 318 Section 22.8.3. -Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.5.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section 17.5.2.1 for conditions where calculations of the concrete breakout strength may not be required. -Per designer input, ductility requirements for tension have been determined to be satisfied -designer to verify. -Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of ACI 318 17.10.6.2 for shear need not be satisfied -designer to verify. -Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 78 of 105 --------------------------"*"'"- Appendix I : Moment Frame Design fr U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-1913 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 324 + I 289-597-0455 Page 79 of 1 05 • ... Summary Report Moment Frame-Line E Page 80 of 105 1 Structure Data 1.1 Story Data Stoiy Heig,t ft ► ~ 9 e 2 Loads 2.1 Load Pattern Loads Table I.I -Story Definitions Master Bevation St01y Simiar To ft C 9 Yes t-None 0 Table 2.1-Load Pattern Definitions Type Self Weight Mutipher Load SuperDead ! ~ad Live erOead Roof Live Wind 11~Dead Seismic Live Roof Live Wind er Dead ·Io 1 0 0 I 0 0 --r None None Splice Stoiy No ~=1 Pu.o Lateral Load Splice Heigtt ft 0 Page 81 of 105 2.2 Lateral Loads * Rbo = 1.3 2.3 Load Cases Table 2.2 -Seismic Load Eh Sto Sto Force lb Rho* x Sto Force lb Floor 5438 7069 Table 2.3 -Wind Load h Sto Stor Force lb Floor 1787 Table 2.4 -Load Case Definitions Load Cases Load Case Name Load Case Type EX Live SuperDead Roof Live Wind Linear Static Linear Stlllic Linear Static Linear Static Linear Static Page 82 of 1 05 3 Design 3.1 Steel Frame Design Preferences Table 3.1 -Design Preferences Item Value ~ 01 Design Code AISC 360-16 l - 02 Multi-Response Case Design Step-by-Step -AJI - 03 Framing Type OMF 04 Seismic Design Category D --- 05 Importance Factor 1 - 06 Design System Rho 1.3 ~ --- 07 Design System Sds 0.775 --_J 08 Design System R 3.5 09 Design System Omega0 3 10 Design System Cd 3 - 11 Design Provision ASD 12 Analysis Method Bfective Length -13 Second Order Method General 2nd Order - 14 Stiffness Reduction Method Tau-b F1Xed 15 Add Notional load cases into seismic combos? No 16 Beta Factor 1.3 17 BetaOmega Factor 1 16 Page 83 of 105 3.2 Design Result HSS10X4X1/2 0) 0) .- X X II) lJ') ~ ~ z X cb ... Figure I. Design Result Page 84 of 105 _ __,,;..._ ___________________________ #Pih·- Appendix J : Foundation Design \ U.S. Office: 152 Deerfiled Ave., Irvine, CA 92606 ■ +I 949-822-19 13 Canada Office: 550 HWY 7, Unit 315, Richmond Hill, ON L4B 3Z4 + I 289-597-0455 Page 85 of 105 ~ Tekla.Tedds sazaninc FOOTING ANALYSIS In accordance with ACl318-19 Summary results Overall design status Overall design utilisation Description Uplift verification Overturning stability, x Description Soil bearing Description Moment, positive, x-direction Moment, positive, y-direction Shear, one-way, x-direction Shear, two-way, Col 1 Min.area of reinf, bot., x-direction Max.reinf.spacing, bot, x-direction Min.area of reinf, bot., y-direction Max.reinf.spacing, bot, y-direction Pad footing details Length of footing Width of footing Footing area Depth of footing Depth of soil over footing Density of concrete Project Section PAD W(D+L)-Fixed Cale. by I Date I Chk'd by 1 Date p 4/17/2023 PASS 0.479 Unit kips kip_ft Unit ksf Unit kip_ft kip_ft kips psi in2 in in2 in Applied 14.0 -1.07 Applied 0.718 Provided 5.4 2.5 0.9 1.665 2.268 18.0 3.888 18.0 Lx =6ft Ly= 3.5 ft A = Lx x Ly = 21 ft2 h = 30 in hsoil = 0 in yconc = 150.0 lb/ft3 Resisting 42.02 Resisting 1.5 Required 291 .2 462.4 51 .8 177.482 2.480 5.0 4.030 5.4 Job Ref. Sheet no./rev. 1 App'd by I Date Tedds calculation version 3.3.03 FoS Result Pass 39.42 Pass Utilization Result 0.479 Pass Utilization Result 0.019 Pass 0.005 Pass 0.018 Pass 0.009 Pass Pass Pass Pass Pass Page 86 of 105 ~ Tekla .Tedds Project sazaninc Section PAD W(D+L)-Fixed Cale. by I Date I Chk'd by I Date p 4/17/2023 0.718 ksf II I I I I 1111111111111111111111111111111111111111111 0.718 ksf 1111] I 111111111 11111111111 11111111111111111111111 Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Footing loads Dead surcharge load Self weight Column no.1 loads Dead load in z Live load in z Live roof load in z Wind load in z Seismic load in z Dead load moment in x Live load moment in x Wind load moment in x Ix,= 4.00 in ly1 = 4.00 in x, = 36.00 in y, = 21.00 in qa11ow_Gross = 1.5 ksf ysoil = 120.0 lb/ft3 q>b = 30.0 deg 8bb = 30.0 deg tan(◊bb) = 0.577 Fosur = 50 psf Fswt = h x yconc = 375 psf Foz1 = 2.9 kips FLz1 = 2.1 kips Fuz1 = 0.3 kips Fw,1 = 0.7 kips FEz1 = 5.6 kips Mox, = -0.6 kip_ft MLx1 = -0.5 kip_ft Mwx1 = -6.5 kip_ft Job Ref. Sheet no./rev. 2 App'd by I Date 0.616 ks! 0.616 ks1 Page 87 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD W(D+L)-Fixed 3 Cale. by p Seismic load moment in x Footing analysis for soil and stability Load combinations per ASCE 7-16 1.0D (0.396) 1.0D + 1.0L (0.479) 1.0D + 1.0Lr (0.405) 1.0D + 0.75L + 0.75Lr (0.465) Combination 2 results: 1.0D + 1.0L Forces on footing Force in z-axis Moments on footing Moment in x-axis, about x is 0 Moment in y-axis, about y is 0 Uplift verification Vertical force I Date I Chk'd by I Date App'd by I Date 4/17/2023 MEx1 = -25.6 kip_ft Fdz = yo x A x (Fswt + Fosur) + yo x (Foz1) + yL x FLz1 = 14.0 kips Mdx = yo x (A x (Fswt + Fosur) x Lx / 2) + yo x (Foz1 x x1+Mox1) + yL x (FLz1 x x1+MLx1) = 41.0 kip_ft Mdy = yo x (A x (Fswt + Fosur) x Ly / 2) + yo x (Foz1 x y,) + YL x (FLz1 X y,) = 24.5 kip_ft Fdz = 14.008 kips PASS -Footing is not subject to uplift Stability against overturning in x direction, moment about x is 0 Overturning moment Morxo = yo x (Mox,) + yL x (MLx1) = -1.07 kip_ft Resisting moment Factor of safety Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum base pressure Maximum base pressure Allowable bearing capacity Allowable bearing capacity MRxO = yo x (A x (Fswt + Fosur) x Lx / 2) + yo x (Foz1 x x,) + yL x (FLz1 x x,) = 42.02 kip_ft abs(MRxO / Morxo) = 39.422 PASS -Overturning moment safety factor exceeds the minimum of 1.00 edx = Mdx / Fdz -Lx / 2 = -0.913 in edy = Mcty I Fdz -Ly / 2 = 0 in q, = Fdz x (1 -6 x ectx I Lx -6 x edy /Ly)/ (Lx x Ly)= 0.718 ksf q2 = Fdz x (1 -6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 0. 718 ksf q3 = Fdz x (1 + 6 x ectx I Lx -6 x edy / Ly) / (Lx x Ly) = 0.616 ksf q4 = Fdz x (1 + 6 x ectx I Lx + 6 x edy / Ly) / (Lx x Ly) = 0.616 ksf qm,n = min(q1,q2,q3,q4) = 0.616 ksf qmax = max(q1,q2,q3,q4) = 0.718 ksf qanow = qallow_Gross = 1.5 ksf qmax / qauow = 0.479 PASS -Allowable bearing capacity exceeds design base pressure Page 88 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD W(D+L)-Fixed 4 Cale. by p FOOTING DESIGN In accordance with ACl318-19 Material details Compressive strength of concrete Yield strength of reinforcement Compression-controlled strain limit (21.2.2) Cover to top of footing Cover to side of footing Cover to bottom of footing Concrete type Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-16 1 .4D (0.011) 1.2D + 1.6L + 0.5Lr (0.019) 1.2D + 1.0L + 1.6Lr (0.016) Combination 2 results: 1.20 + 1.6L + 0.5Lr Forces on footing Ultimate force in z-axis Moments on footing Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure I Date I Chk'd by I Date App'd by I Date 4/17/2023 Tedds calculation version 3.3.03 f c = 3500 psi fy = 60000 psi Ety = 0.00200 Cnom_t = 3 in Cnom_s = 3 in Cnom_b = 3 in Normal weight ,._ = 1.00 Concrete Fuz = yo x A x (Fswt + Fosur) + yo x (Foz1) + YL x FLz1 + YLr x FLrz1 = 17.8 kips Mux = yo x (A x (Fswt + Fosur) x Lx / 2) + yo x (Fo,1 x x1+Mox1) + yL x (FLz1 x x1+MLx1) + yLr x (FLrz1 x x1) = 52.0 kip_ft Muy = yo x (Ax (Fswt + Fosur) x Ly I 2) + yo x (FDz1 x y1) + YL X (FLz1 x y,) + yLr x (FLrz1 X y1) = 31.2 kip_ft eux = Mux / Fuz -Lx / 2 = -0.987 in e uy = M uy / F uz -Ly / 2 = 0 in qu1 = Fuz X (1 -6 X eux / Lx -6 X euy /Ly)/ (Lx X Ly) = 0.918 ksf qu2 = Fuz x (1 -6 x eux / Lx + 6 x euy /Ly)/ (Lx x Ly) = 0.918 ksf qu3 = Fuz x (1 + 6 x eux / Lx -6 x euy I Ly)/ (Lx x Ly)= 0.778 ksf qu4 = Fuz x (1 + 6 x eux / Lx + 6 x euy I Ly)/ (Lx x Ly)= 0.778 ksf qumin = min(qu1,qu2,quJ,qu4) = 0.778 ksf qumax = max(qu, ,qu2,Qu3,Qu4) = 0.918 ksf Page 89 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD W(D+L)-Fixed 5 Cale. by p I Date 4/17/2023 I Chk'd by Shear diagram, x axis (kips) 3.9 I Date App'd by I Date 0 0 ~ -3.2 Moment diagram, x axis (kip_ft) o---=-------=---__ -_____ -±==----'---7r- 6 _____________ -==---o Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (8.6.1.1) Maximum spacing of reinforcement (8.7.2.2) 6.1 Mu.x.max = 5.419 kip_ft 8 No.5 bottom bars (5.0 in c/c) Asxbot.prov = 2.48 in2 As.min = 0. 0018 x Ly x h = 2.268 in2 PASS -Area of reinforcement provided exceeds minimum Smax = min(2 x h, 18 in)= 18 in Depth to tension reinforcement Depth of compression block Neutral axis factor PASS -Maximum permissible reinforcement spacing exceeds actual spacing d = h -Cnom_b -$x bot / 2 = 26.687 in Depth to neutral axis Strain in tensile reinforcement Minimum tensile strain(8.3.3.1) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Ultimate shear force Depth to reinforcement Size effect factor (22.5.5.1.3) Ratio of longitudinal reinforcement Shear strength reduction factor a= Asx.bot.prov x fy / (0.85 x f c x Ly)= 1.191 in p1 = 0.85 c = a I p1 = 1.401 in Et = 0.003 x d / c -0.003 = 0.05415 Emin =Ely+ 0.003 = 0.00500 PASS -Tensile strain exceeds minimum required Mn= Asx bot prov X fy X (d -a/ 2) = 323.542 kip_ft $1 = min(max(0.65 + 0.25 x (Et -Ety) / (0.003), 0.65), 0.9) = 0.900 $Mn= $1 X Mn= 291.187 kip_ft Mu.x.max /$Mn= 0.019 PASS -Design moment capacity exceeds ultimate moment load Vu x = 0.926 kips dv = h -Cnom_b -$x.bot I 2 = 26.687 in A.s = 1 pw = Asx.botprov /(LyX dv) = 0.00221 $v = 0.75 Page 90 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD W(D+L)-Fixed 6 Cale. by I Date I Chk'd by I Date App'd by I Date p 4/17/2023 Nominal shear capacity (Eq. 22.5.5.1) Vn = min(8 X As X AX (pw)113 X ✓(fc X 1 psi) X LyX dv, 5 X AX ✓(fc X 1 psi) X Ly x dv) = 69.127 kips Design shear capacity $Vn = $v x Vn = 51.845 kips Vu.x / $Vn = 0.018 PASS -Design shear capacity exceeds ultimate shear load Shear diagram, y axis (kips) 3.6 0 0 3.6 Moment diagram, y axis (kip_ft) o ----===-----------.--'-1-------==----=-o ----------_ T ------------ ---~~~ 3.1 Page 91 of 105 ~ Tekla ,Tedds sazaninc FOOTING ANALYSIS In accordance with ACl318-19 Summary results Overall design status Overall design utilisation Description Uplift verification Overturning stability, x Description Soil bearing Description Moment, positive, x-direction Moment, positive, y-direction Shear, one-way, x-direction Shear, two-way, Col 1 Min.area of reinf, bot., x-direction Max.reinf.spacing, bot, x-direction Min.area of reinf, bot., y-direction Max.reinf.spacing, bot, y-direction Pad footing details Length of footing Width of footing Footing area Depth of footing Depth of soil over footing Density of concrete Project Section PAD W(EQ)-Fixed Cale. by I Date I Chk'd by I Date p 4/17/2023 PASS 0.853 Unit kips kip_ft Unit ksf Unit kip_ft kip_ft kips psi in2 in in2 in Applied 17.1 -18.58 Applied 1.702 Provided 5.4 2.5 0.9 1.665 2.268 18.0 3.888 18.0 Lx=6ft Ly= 3.5 ft A = Lx X Ly = 21 ft2 h = 30 in hsoil = 0 in yconc = 150.0 lb/ft3 Resisting 51 .26 Resisting 1.995 Required 291.2 462.4 51 .8 177.482 2.480 5.0 4.030 5.4 Job Ref. Sheet no.lrev. 1 App'd by I Date Tedds calculation version 3.3.03 FoS Result Pass 2.76 Pass Utilization Result 0.853 Pass Utilization Result 0.019 Pass 0.005 Pass 0.018 Pass 0.009 Pass Pass Pass Pass Pass Page 92 of 105 ~ Tekla TTedds Project sazaninc Section PAD W(EQ)-Fixed Cale. by Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties p 1.702 ksl 1 702 ksl Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Dead surcharge load Self weight Column no.1 loads Dead load in z Live load in z Live roof load in z Wind load in z Seismic load in z Dead load moment in x Live load moment in x Wind load moment in x Seismic load moment in x y -. I Date 4/17/2023 lx1 = 4.00 in ly1 = 4.00 in x, = 36.00 in y, = 21 .00 in I Chk'd by qanow_Gross = 1.995 ksf yso,I = 120 .0 lb/ft3 $b = 30.0 deg Obb = 30.0 deg tan(obb) = 0.577 Fosur = 50 psf Fswt = h x yconc = 375 psf Fo,, = 2.9 kips FLz1 = 2.1 kips FLrz1 ;::; 0.3 kips Fw,1 = 0. 7 kips Fez1 = 5.6 kips Mox1 = -0.6 kip_ft MLx1 = -0.5 kip_ft Mwx, = -6.5 kip_ft MEx1 = -25.6 kip_ft Job Ref. Sheet no./rev. 2 I Date App'd by I Date Page 93 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD W(EQ)-Fixed 3 Cale. by p Footing analysis for soil and stability Load combinations per ASCE 7-16 1.0D (0.298) 1.0D + 1.0L (0.360) 1.0D + 1.0Lr (0.305) 1.0D + 0. 75L + 0. 75Lr (0.349) 1.0D + 0.6W (0.400) (1 .0 + 0.14 x Sos)D + 0. 7E (0.853) 1.0D + 0.75L + 0.75Lr + 0.45W (0.426) I Date I Chk'd by I Date App'd by I Date 4/17/2023 (1.0 + 0.10 x Sos)D + 0. 75L + 0. 75S + 0.525E (0. 758) 0.6D + 0.6W (0.281) (0.6-0.1 4 x Sos)D + 0.7E (0.822) Combination 10 results: (1.0 + 0.14 x Sos)D + 0.7E Forces on footing Force in z-axis Moments on footing Moment in x-axis, about x is 0 Moment in y-axis, about y is 0 Uplift verification Vertical force Fdz = yo x Ax (Fswt + Fosur) + yo x (Foz1) + YE x FEz1 = 17.1 kips Mdx = yo x (A x (Fswt + Fosur) x Lx / 2) + yo x (Foz1 x x1+Mox1) + YE x (FEz1 x x1+MEx1) = 32.7 kip_ft Mdy = yo x (A x (Fswt + Fosur) x Ly/ 2) + yo x (Foz1 x y1) + ye x (Fez1 x y1) = 29.9 kip_ft Fdz = 17.088 kips PASS -Footing is not subject to uplift Stability against overturning in x direction, moment about x is 0 Overturning moment Morxo = yo x (Mox1) + ye x (Mex1) = -18.58 kip_ft Resisting moment Factor of safety Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Length of bearing in x-axis Pad base pressures Minimum base pressure Maximum base pressure MRxo = yo x (A x (Fswt + Fosur) x Lx / 2) + yo x (Foz1 x x1) + ye x (FEz1 x X1) = 51 .26 kip_ft abs(MRxo / Morxo) = 2.759 PASS -Overturning moment safety factor exceeds the minimum of 1.00 edx = Mdx / Fdz -Lx / 2 = -13.051 in edy = Mdy / Fdz -Ly / 2 = 0 in L'xd = min(Lx,3 x (Lx / 2 -abs(edx))) = 68.848 in q1 = 1.702 ksf q2 = 1.702 ksf q3 = 0 ksf q4 = 0 ksf qmin = min(q1,q2,q3,q4) = 0 ksf qmax = max(q1,q2,q3,q4) = 1.702 ksf Page 94 of 1 05 ~ Tekla .Tedds Project Job Ref. sazaninc Section Shj!et no.lrev. PAD W(EQ)-Fixed 4 Allowable bearing capacity Allowable bearing capacity FOOTING DESIGN In accordance with ACl318-19 Material details Compressive strength of concrete Cale. by p Yield strength of reinforcement Compression-controlled strain limit (21 .2.2) Cover to top of footing Cover to side of footing Cover to bottom of footing Concrete type Concrete modification factor Column type Analysis and design of concrete footing Load combinations per ASCE 7-16 1 .4D (0.011) 1.20 + 1.6L + 0.5Lr (0.019) 1.20 + 1.0L + 1.6Lr (0.016) Combination 2 results: 1.20 + 1.6L + 0.5Lr Forces on footing Ultimate force in z-axis Moments on footing Ultimate moment in x-axis, about x is 0 Ultimate moment in y-axis, about y is 0 Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure I Date I Chk'd by I Date App'd by I Date 4/17/2023 qallow = qanow_Gross = 1.995 ksf qmax / qanow = 0.853 PASS -Allowable bearing capacity exceeds design base pressure Tedds calculation version 3.3.03 f c = 3500 psi fv = 60000 psi Ely = 0.00200 Cnom_1 = 3 in Cnom_s = 3 in Cnom_b = 3 in Normal weight A.=1.00 Concrete Fuz = yo x A X (Fswt + Fosur) + yo x (Fo,1) + YL x FLz1 + yLr x FLrz1 = 17.8 kips Mux = yo x (A x (Fsw1 + Fosur) x Lx / 2) + yo x (Fo,1 x x1+Mox1) + YL x (FLz1 x x1+MLx1) + yLr x (FLrz1 x x1) = 52.0 kip_ft Muy = yo x (A x (Fswt + Fosur) x Ly I 2) + yo x (Foz1 x y,) + YL x (FLz1 x y1) + yLr x (FLrz1 x y,) = 31.2 kip_ft eux = Mux / Fuz -Lx / 2 = -0.987 in euy = Muy / Fuz -Ly/ 2 = 0 in qu, = Fuz x (1 -6 x eux / Lx -6 x euy /Ly)/ (Lx x Ly) = 0.918 ksf qu2 = Fuz X (1 -6 X eux / Lx + 6 X euy / Ly) / (Lx X Ly) = 0.918 ksf qu3 = Fuz x (1 + 6 x eux / Lx -6 x euy /Ly)/ (Lx x Ly)= 0.778 ksf qu4 = Fuz x (1 + 6 x eux / Lx + 6 x euy /Ly)/ (lx x Ly)= 0.778 ksf qumin = min(qu, ,qu2,qu3,qu4) = 0. 778 ksf qumax = max(qu1,qu2,qu3,qu4) = 0.918 ksf Page 95 of 105 ~ Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD W(EQ)-Fixed 5 Cale. by p I Date 4/1 7/2023 I Chk'd by Shear diagram, x axis (kips) 3.9 1 Date App'd by I Date ~ 0 ~ -3.2 Moment diagram, x axis (kip_ft) D~-------=-----'-rL __________________ ----==----0 --------1~ Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Minimum area of reinforcement (8.6.1.1) Maximum spacing of reinforcement (8.7.2.2) 6.1 Muxmax = 5.419 kip_ft 8 No.5 bottom bars (5.0 in c/c) Asx.bot.prov = 2.48 in2 As.min= 0.0018 x Ly x h = 2.268 in2 PASS -Area of reinforcement provided exceeds minimum Smax = min(2 x h, 18 in)= 18 in Depth to tension reinforcement Depth of compression block Neutral axis factor PASS -Maximum permissible reinforcement spacing exceeds actual spacing d = h -Cnom_b -$xbot / 2 = 26.687 in Depth to neutral axis Strain in tensile reinforcement Minimum tensile strain(8.3.3.1) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Ultimate shear force Depth to reinforcement Size effect factor (22.5.5.1.3) Ratio of longitudinal reinforcement Shear strength reduction factor a= Asxbotprov x fy / (0.85 x f c x Ly)= 1.191 in p1 = 0.85 c = a I P1 = 1.401 in Et = 0.003 x d / c -0.003 = 0.05415 Emin = Ety + 0.003 = 0.00500 PASS -Tensile strain exceeds minimum required Mn= Asx botprov x fy x (d -a I 2) = 323.542 kip_ft $1 = min(max(0.65 + 0.25 x (Et -Ety) / (0.003), 0.65), 0.9) = 0.900 $Mn= $1 x Mn= 291.187 kip_ft Mu.x.max / «j)Mn = 0.019 PASS -Design moment capacity exceeds ultimate moment load Vu.x = 0.926 kips dv = h -Cnom_b -$x.bot / 2 = 26.687 in 11.s = 1 pw = Asx.botprov / (Ly X dv) = 0.00221 $v = 0.75 Page 96 of 1 05 ~ Tekla ,Tedd s Project Job Ref. sazaninc Section Sheet no./rev. PAD W(EQ)-Fixed 6 Cale. by I Date I Chk'd by I Date App'd by I Date p 4/17/2023 Nominal shear capacity (Eq. 22.5.5.1) Vn = min(8 X As X AX (pw)113 X ✓(fc X 1 psi) X Ly X dv, 5 X AX ✓(fc X 1 psi) X Ly x dv) = 69.127 kips Design shear capacity $Vn = $v x Vn = 51.845 kips Vu.x / $Vn = 0.018 PASS -Design shear capacity exceeds ultimate shear load Shear diagram, y axis (kips) 3.6 0 0 -3.6 Moment diagram, y axis (kip_ft) o I o --==~=-----_______ -____ -.1 ____ .__ _________ -----------=="'"- 3.1 Page 97 of 105 ~ Tekla .Tedds sazaninc FOOTING ANALYSIS In accordance with ACl318-19 Summary results Overall design status Overall design utilisation Description Uplift verification Description Soil bearing Description Moment, positive, x-direction Moment, positive, y-direction Shear, one-way, x-direction Shear, one-way, y-direction Shear, two-way, Col 1 Min.area of reinf, bot., x-direction Max.reinf.spacing, bot, x-direction Min.area of reinf, bot., y-direction Max.reinf.spacing, bot, y-direction Pad footing details Length of footing Width of footing Footing area Depth of footing Depth of soil over footing Density of concrete Project Section PAD C1(L+D) Cale. by p I Date 4/25/2023 I Chk'd by 1 Date PASS 0.397 Unit kips Unit ksf Unit kip_ft kip_ft kips kips psi in2 in in2 in Applied 12.1 Applied 0.596 Provided 2.2 2.2 0.3 0.3 1.623 2.333 18.0 2.333 18.0 Lx = 4.5 ft Ly= 4.5 ft A = Lx X Ly = 20.25 ft2 h = 24 in hsoil = 0 in yconc = 150.0 lb/ft3 Resisting Resisting 1.5 Required 271 .8 280.5 55.7 55.7 177.482 3.100 5.2 3.100 5.2 Job Ref. Sheet no.I rev. 1 App'd by I Date Tedds calculation version 3.3.03 FoS Result Pass Utilization Result 0.397 Pass Utilization Result 0.008 Pass 0.008 Pass 0.005 Pass 0.005 Pass 0.009 Pass Pass Pass Pass Pass Page 98 of 1 05 ~ Tekla.Tedds Project sazaninc Section PAD C1(L+D) Cale. by I Date I Chk'd by p 4/25/2023 0596kJI 111111111111111 I I I I I I I I I I I I I I I I I I y 11111111111111111111111111 I I I I I I I Column no.1 details Length of column Width of column position in x-axis position in y-axis Soil properties Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Footing loads Dead surcharge load Self weight Column no.1 loads Dead load in z Live load in z Seismic load moment in x Footing analysis for soil and stability Load combinations per ASCE 7-16 1.0D (0.315) 1.0D + 1.0L (0.397) 1.0D + 1.0lr (0.315) lx1 = 8.00 in ly1 = 8.00 in X1 = 27.00 in y, = 27.00 in qa11ow_Gross = 1.5 ksf ysoil = 120.0 lb/ft3 ~b = 30.0 deg Obb = 30.0 deg tan(Obb) = 0.577 Fosur = 120 psf Fswt = h x yconc = 300 psf F oz1 = 1.1 kips FLz1 = 2.5 kips M Ex1 = 12.5 kip_ft Job Ref. Sheet no.lrev. 2 I Date App'd by I Date 11&.IL~ Page 99 of 105 ~ Tekla .Tedds Project sazaninc Section PAD C1(L+D) Cale. by p 1.00 + 0.75L + 0.75Lr (0.377) Combination 2 results: 1.00 + 1.0L Forces on footing Force in z-axis Moments on footing Moment in x-axis, about x is 0 Moment in y-axis, about y is 0 Uplift verification Vertical force Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum base pressure Maximum base pressure Allowable bearing capacity Allowable bearing capacity FOOTING DESIGN In accordance with ACl318-19 Material details Compressive strength of concrete Yield strength of reinforcement Compression-controlled strain limit (21 .2.2) Cover to top of footing Cover to side of footing Cover to bottom of footing Concrete type Concrete modification factor Column type Analysis and design of concrete footing Job Ref. Sheet no./rev. 3 I Date I Chk'd by I Date App'd by 1 Date 4/25/2023 Fdz = yo x Ax (Fswt + Fosur) + yo x (Foz1) + yL x FLz1 = 12.1 kips Mdx = yo x (Ax (Fswt + Fosur) x Lx / 2) + yo x (Foz1 x X1) + yL x (FLz1 x x1) = 27.2 kip_ft Mdy = yo x (A x (Fswt + Fosur) x Ly/ 2) + yo x (Foz1 x y1) + yL x (FLz1 x y1) = 27.2 kip_ft Fdz = 12.067 kips PASS -Footing is not subject to uplift edx = Mdx / Fdz -Lx / 2 = 0 in edy = Mdy / Fdz -Ly/ 2 = 0 in q1 = Fdz X (1 -6 X e<lx / Lx -6 X edy / Ly) / (Lx X Ly) = 0.596 ksf q2 = Fdz x (1 -6 x edx / Lx + 6 x edy / Ly) / (Lx x Ly) = 0.596 ksf q3 = Fdz X (1 + 6 X edx / Lx -6 X edy / Ly) / (Lx X Ly) = 0.596 ksf q4 = Fdz X (1 + 6 X edx / Lx + 6 X edy / Ly) / (Lx X Ly) = 0.596 ksf qm,n = min(q1 ,q2,q3,q4) = 0.596 ksf qmax = max(q1,q2,q3,q4) = 0.596 ksf qa11ow = qa11ow_Gross = 1.5 ksf qmax / qallow = 0.397 PASS -Allowable bearing capacity exceeds design base pressure f c = 3500 psi fy = 60000 psi E:ty = 0.00200 Cnom_t = 3 in Cnom_s = 3 in Cnom_b = 3 in Normal weight "A.= 1.00 Concrete Tedds calculation version 3.3.03 Page 1 00 of 1 05 ,P Tekla .Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD C1(L+D) 4 Cale. by ' Date I Chk'd by I Date App'd by I Date p 4/25/2023 Load combinations per ASCE 7-16 1 .40 (0.003) 1.20 + 1.6L + 0.5Lr (0.009) 1.20 + 1.0L + 1.6Lr (0.009) Combination 2 results: 1.2D + 1.6L + 0.5Lr Forces on footing Ultimate force in z-axis Moments on footing Fuz = yo x A x (Fswt + Fosur) + yo x (Foz1) + yL x FLz1 = 15.5 kips Ultimate moment in x-axis, about x is 0 Mux = yo x (A x (Fswt + Fosur) X Lx / 2) + yo x (Foz1 x X1) + YL X (FLz1 x x1) = 34.8 kip_ft Ultimate moment in y-axis, about y is 0 Muy = yo x (Ax (Fswt + Fosur) x Ly/ 2) + yo X (Foz1 x y1) + yL x (FLz1 X y1) = 34.8 kip_ft Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Pad base pressures Minimum ultimate base pressure Maximum ultimate base pressure eux = Mux / Fuz -Lx / 2 = 0 in euy = Muy / Fuz -Ly/ 2 = 0 in qu1 = Fuz X (1 -6 X eux / Lx -6 X euy / Ly) / (Lx X Ly) = 0. 764 ksf qu2 = Fuz X (1 -6 X eux / Lx + 6 X euy /Ly)/ (Lx X Ly) = 0. 764 ksf qu3 = Fuz x (1 + 6 x eux / Lx -6 x euy /Ly)/ (Lx x Ly) = 0. 764 ksf qu4 = Fuz x (1 + 6 x eux / Lx + 6 x euy /Ly)/ (Lx x Ly)= 0.764 ksf qumin = min(qu1,qu2,qu3,qu4) = 0.764 ksf qumax = max(qu1,qu2,qu3,qu4) = 0.764 ksf Shear diagram, x axis (kips) 2.6 0 0 2.6 Moment diagram, x axis (kip_ft) 0-----==-----------~___.._____,..._-------~_ 0 -------------------------------··- Moment design, x direction, positive moment Ultimate bending moment Tension reinforcement provided Area of tension reinforcement provided Muxmax = 2.153 kip_ft 10 No.5 bottom bars (5.2 in c/c) Asx.bot prov = 3. 1 i n2 Page 1 O 1 of 105 ~ Tekla.Tedds Project Job Ref. sazaninc Section Sheet no./rev. PAD C1(L+D) 5 Cale. by p Minimum area of reinforcement (8.6.1.1) Maximum spacing of reinforcement (8.7.2.2) Depth to tension reinforcement Depth of compression block Neutral axis factor Depth to neutral axis Strain in tensile reinforcement Minimum tensile strain(8.3.3.1) Nominal moment capacity Flexural strength reduction factor Design moment capacity One-way shear design, x direction Ultimate shear force Depth to reinforcement Size effect factor (22.5.5.1.3) Ratio of longitudinal reinforcement Shear strength reduction factor Nominal shear capacity (Eq. 22.5.5.1) Design shear capacity I Date I Chk'd by I Date App'd by I Date 4/25/2023 As.min = 0.0018 x Ly x h = 2.333 in2 PASS -Area of reinforcement provided exceeds minimum Smax = min(2 x h, 18 in)= 18 in PASS -Maximum permissible reinforcement spacing exceeds actual spacing d = h -Cnom_b -$x.bo1 / 2 = 20.687 in a = Asxbotprov x fy / (0.85 x f c x Ly) = 1.158 in p, = 0.85 c = a I p, = 1.362 in El = 0.003 x d / c -0.003 = 0.04256 Em1n =Ely+ 0.003 = 0.00500 PASS -Tensile strain exceeds minimum required Mn= Asxbotprov x fy X (d -a/ 2) = 311.683 kip_ft $t = min(max(0.65 + 0.25 x (Et -Etr) / (0.003), 0.65), 0.9) = 0.900 $Mn= $t x Mn = 280.515 kip_ft Mu.x max / cj)Mn = 0.008 PASS -Design moment capacity exceeds ultimate moment load Vu.x = 0.287 kips dv = h -Cnom_b -$x bot / 2 = 20.687 in ),s = 1 pw = Asx.botprov /(LyX dv) = 0.00277 $v = 0.75 Vn = min(8 X As X ), X (pw)113 X ✓(fc X 1 psi) X LyX dv, 5 X A X ✓(fc X 1 psi) X Ly x dv) = 74.298 kips $Vn = $v x Vn = 55.724 kips Vu.x / $Vn = 0.005 PASS -Design shear capacity exceeds ultimate shear load Shear diagram, y axis (kips) 2..6 0 0 ·2.6 Moment diagram, y axis (kip_ft) 0 0 Page 102 of 105 ~ Tekla .Tedds sazaninc FOOTING ANALYSIS In accordance with ACl318-19 Summary results Overall design status Overall design utilisation Description Uplift verification Overturning stability, x Description Soil bearing Pad footing details Length of footing Width of footing Footing area Depth of footing Depth of soil over footing Density of concrete Column no.1 details Length of column Width of column position in x-axis Project Section PAD C1(EQ) Cale. by p I Date 4/25/2023 I Chk'd by I Date PASS WARNING -Uplift occurs under column. 0.897 Unit Applied Resisting FoS kips 4.7 kip_ft 8.74 -10.57 1.21 Job Ref. Sheet no./rev. 1 App'd by 1 Date Tedds calculation version 3.3.03 Result Pass Pass Unit Applied Resisting Utilization Result ksf 1.79 Lx = 4.5 ft Ly= 4.5 ft A = Lx X Ly = 20.25 ft2 h = 24 in h soil = 0 in yconc = 150.0 lb/ft3 lx1 = 8.00 in ly1 = 8.00 in Xl = 27.QQ in + 1.995 0.897 Pass 1 7ll f.91 Page 103 of 105 • ~ Tekla.Tedds sazaninc position in y-axis Soil properties Gross allowable bearing pressure Density of soil Angle of internal friction Design base friction angle Coefficient of base friction Footing loads Dead surcharge load Self weight Column no.1 loads Dead load in z Live load in z Seismic load moment in x Project Section PAD C1(EQ) Cale. by p Footing analysis for soil and stability Load combinations per ASCE 7-16 1 .OD (0.237) 1 .OD + 1.0L (0.299) 1.0D + 1.0lr (0.237) 1.0D + 0.75L + 0.75Lr (0.283) (1.0 + 0.14 x Sos)O + 0. 7E (0.553) I Date 4/25/2023 I Chk'd by y1 = 27.00 in qanow_Gross = 1.995 ksf ysoil = 120.0 lb/ft3 ~b = 30.0 deg Dbb = 30.0 deg tan(8bb) = 0.577 Fosur = 120 psf Fswt = h x yconc = 300 psf Foz1 = 1.1 kips FLz1 = 2.5 kips MEx1 = 12.5 kip_ft Job Ref . Sheet no./rev. 2 I Date App'd by I Date (1.0 + 0.10 x Sos)D + 0. 75L + 0. 75S + 0.525E (0.518) (0.6 -0.14 x Sos)D + 0.7E (INVALID) Combination 16 results: (0.6 -0.14 x Sos)D + 0.7E Forces on footing Force in z-axis Moments on footing Moment in x-axis, about x is 0 Moment in y-axis, about y is 0 Uplift verification Vertical force Fdz = yo x A x (Fswt + Fosur) + yo x (Foz1) = 4.7 kips Mdx = yo x (Ax (Fswt + Fosur) x Lx / 2) + yo x (Foz1 x X1) + yE x (MEx1) = 19.3 kip_ft Mcty = yo x (A x (Fswt + Fosur) x Ly/ 2) + yo x (Foz1 x y1) = 10.6 kip_ft Fctz = 4.697 kips PASS Stability against overturning in x direction, moment about xis Lx Overturning moment MorxL = yE x (MEx1) = 8.74 kip_ft Resisting moment Factor of safety MRxL = -1 x (yo x (A x (Fswt + Fosur) x Lx / 2)) + yo x (Foz1 x (x1 -Lx)) = -10.57 kip_ft abs(MRxL / MorxL) = 1.209 PASS -Overturning moment safety factor exceeds the minimum of 1.00 Page 104 of 105 ' I ~ Tekla Tedds Project sazaninc Section PAD C1(EQ) Cale. by p Bearing resistance Eccentricity of base reaction Eccentricity of base reaction in x-axis Eccentricity of base reaction in y-axis Length of bearing in x-axis Pad base pressures Minimum base pressure Maximum base pressure Allowable bearing capacity Allowable bearing capacity I Date 4/25/2023 I Chk'd by I Date edx = Mdx / Fdz -Lx / 2 = 22.335 in edy = Mdy / Fdz -Ly/ 2 = 0 in L'xd = min(Lx,3 x (Lx / 2 -abs(edx))) = 13.994 in q, = 0 ksf q2 = 0 ksf q3 = 1.79 ksf q4 = 1.79 ksf qm;n = min(q,,q2,q3,q4) = 0 ksf qmax = max(q,,q2,q3,q4) = 1.79 ksf qauow = qauow_Gross = 1.995 ksf qmax / qanow = 0.897 Job Ref. Sheet no./rev. 3 App'd by I Date PASS -Allowable bearing capacity exceeds design base pressure Page 105 of 105 { Cicy of Carlsbad PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST 8-50 Development Services Building Division 1635 Faraday Avenue 442-339-2719 www .carlsbadca.gov This checklist is intended to help building permit applicants identify which Climate Action Plan (CAP) ordinance requirements apply to their project. This completed checklist (B-50) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document by clicking on the provided links to each municipal code section. NOTE: The following type of permits are not required to fill out this form ❖ Patio I ❖ Decks I ❖ PME (w/o panel upgrade) I ❖ Pool Consultation with a certified Energy Consultant is encouraged to assist in filling out this document. Appropriate certification includes, but is not limited to: Licensed, practicing Architect, Engineer, or Contractor familiar with Energy compliance, IECC/HERS Compliance Specialist, ICC G8 Energy Code Specialist, RESNET HERS rater certified, certified ICC Residential Energy Inspector/Plans Examiner, ICC Commercial Energy Inspector and/or Plans Examiner, ICC CALgreen Inspector/Plans Examiner, or Green Building Residential Plan Examiner. If an item in the checklist is deemed to be not applicable to a project, or is less than the minimum required by ordinance, check N/A and provide an explanation or code section describing the exception. Details on CAP ordinance requirements are available at each section by clicking on the municipal code link provided. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . ... , _______________________________________ ___, Application Information Project Name/Building • Permit No.: Property Address/APN: Applicant Name/Co.: Applicant Address: Contact Phone: Contact information of person completing this checklist (if different than above): Name: Company name/address: Contact Phone: Contact Email: Applicant Signature:. _____ .....,27.__..=--______ Date:. __ \;~\_\_~_\~'\.D_rt.: __ ?:> B-50 Page 1 of7 Revised 05/22 Use the table below to determine which sections of the Ordinance checklist are applicable to your project. For alterations and additions to existing buildings, attach a Permit Valuation breakdown on a separate sheet. Building Permit Valuation (BPV) $ breakdown Construction Type tt~dential □ New construction izf • Additions and alterations: ~ BPV < $60,000 ~ BPV ~ $60,000 I □ Electrical service panel upgrade only 1 -------- Complete Section(s) Notes: A high-rise residential building is 4 or more stories, including a Low-rise High-rise mixed-use building in which at least 20% of its conditioned floor area is residential use 2A•, 3A', 18, 28, *Includes detached, newly constructed ADU 4A*, 38,4A N~ NIA All residential additions and alterations 1A,4v J 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are removed □ BPV .!: $200,000 1A, 4A* 18,4A• and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed □ Nonrealdential □ New conslructlon 18, 28, 3B, 48 and 5 I D Alterations: D BPV .!: $200,000 or additions.!: 1,000 18, 5 square feet D BPV :.-: $1,000,000 1B, 28, 5 Building alterations of~ 75% existing gross floor area D :.-: 2,000 sq. ft. new roof addition 2B,5 1B also applies if BPV .!: $200,000 CAP Ordinance Compliance Checklist Item Check the appropriate boxes, explam all not applicable and exception items, and provide supporting calculations and documentalion as necessary 1. Energy Efficiency Please refer to Carlsbad Municipal Code (CMC) 18.21.155 and 18.30.190,and the California Green Building Standards Code {CAL Green) for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A D Residentialadditionoralterationc?:$60,000buildingpennltvaluatlon. D NIA _________ _ Detailsofselectionchosenbelowmustbe placedontheplansreferencingCMC □ Exception: Home energy score 2: 7 18.30,190. (attach certification) Year Built Single-family Requirements Multi-family Requirements D Before 1978 Select one option: D Ductsealing D Attic insulation □Coolroof D Attic insulation □ 1978 andlater Select one option: D lighting package D Water heating Package D Between1978and1991 Select one option: ,,/"' """□Ductseal]rig-□Attic insulation □Cool roof )( 1992 andlater , t lect one option: \ ighting package •□ Waterheating package _ ' ' I ./ ,_ ---~ Updated 4/16/2021 3 B. D Nonresidential* new construction or alterations~ $200,000 building permit valuation, or additions~ 1,000square feet See CMC 18.21.155and CAL Green Appendix AS □ NIA AS.203.1.1 Chooseone:0.1 Outdoorlighting □ .2 Restaurant service water heating (CEC 140.5) D .3Warehousedocksealdoors. D.4DaytightdesignPAFs □.5Exhaustairheatrecovery □ N/A A5.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) □ .90 Energy budget (ProjectswilhindoorlightingANDmechanical) □ N/A A5.211.1" D On-site renewable energy: □ NIA AS.211.3** □Green power: (If offered by local utility provider, 50% minimum renewable sources) D N/A AS.212.1 □ Elevators and escalators: (Project with more than one elevator or two escalators) D N/A A5.213.1 D Steel framing: (Provide details on plans for options 1-4 chosen) □ NIA • Includes hotels/motels and high-rise residential buildings ttforalterations;.:$1,000,000BPVandaffecting> 75%existinggrossfloorarea, 0Ralterationsthatadd2,000squarefeetof newroofaddition: comply with CMC 18.30.130 (section 2B below) instead. 2. Photovoltaic Systems A. 0 Residential new construction (for low-rise residential building permit applications submitted after 1/1120). Refer to 2019 California Energy Code section 150.1(c)14 for requirements. If project Includes Installation of an electric heat pump water heater pursuant to CAP section 3B below(low-rise residential Water Heating), increase system size by .3kWdcif PV offset option is selected. Floor Plan ID (use additional CFA #d.u. Calculated kWdc• sheets if necessary) Total System Size: kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *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. kWd!t Exception D D D D B. 0 Nonresidential new construction or alterations :?$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by 22,000 square feet Please refer to CMC 18.30.130 when completing this section. •Note: This section also applies to high-rise residential and hoteUmotel buildings. Choose one of the following methods: D Gross Floor Area {GFA)Method GFA: _______ Min.SystemSize: kWdc 0 If< 10,000s.f. Enter. 5 kWdc D If.? 10,000s.f. calculate: 15 kWdcx (GFN10,000).,. ••'Round building size factor to nearest tenth, and round system size to nearest whole number. Updated 4/16/2021 4 D Time-Dependent Valuation Method AnnualTDVEnergyuse: ..... ______ .x .80= Min. system size: ______ .kWdc ... Attach calculation documentation using modeling software approved by the California Energy Commission. 3. Water Heating A. D Residential and hotel/motel new construction. Refer to CMC 18.30.170 when completing this section. Provide complete details on the plans. r systems serving individual dwelling units choose one system: J. Heat pump water heater AND Compact hot water distribution AND Drain water heat recovery (low-rise :'5ictential only) D Heat pump water heater AND PV system .3 kWdc larger than required in CMC 18.30.130 (high rise residential hotel/motel) or CA Energy Code section 150.1(c) 14 (low-rise residential) D Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher D Solar water heating system that is either . 60 solar savings fraction or 40 s. f. solar collectors D Exjeption: c:::::;-- D For systems serving multiple dwelling units, install a central water-heating system with ALL of the following: D Gas or propane water heating system D Recirculation system per CMC 18.30.150(8) (high-rise residential, hotel/motel) or CMC 18.30.170(8) (low- rise residential) D Solar water heating system that is either: D .20 solar savings fraction D .15 solar savings fraction, plus drain water heat recovery D Exception: B. D Nonresidential new construction. Refer to CMC 18.30.150 when completing this section. Provide complete details on the plans. D Water heating system derives at least 40% of its energy from one of the following (attach documentation): D Solar-thermal D Photovoltaics D Recovered energy D Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) □Solar water heating system with .40 solar savings fraction D Exception: 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. Updated 4/16/21 5 4. Electric Vehicle Charging A. ,ts1 Residential New construction and major alterations• Please refer to CMC 18.21.140 when completing this section. ~O~ and two-family residential dwelling or townhouse with attached garage: One E)!.SE.Beady parking space required D Exception : O Multi-familyresidential· D Exception • Total Parking Spaces EVSE Spaces Proposed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I I I Other "Capable" I Calculations: Total EVSE spaces= .1 Ox Total parking spaces proposed(rounded up to nearest whole number) EVSE Installed = Total EVSE Spaces x .50 (rounded up to nearest 'Mlole number) EVSE other may be "Ready" or "Capable" *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, interiorfinishes are removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed. *ADU exceptions for EV Ready space (no EV ready space required when): (1) The accessory dwelling unit is located within one-half mile of public transit. (2) The accessory dwelling unit is located within an architecturally and historically significant historic district. (3) The accessory dwelling unit is part of the proposed or existing primary residence or an accessory structure. (4) When on-street parking pennits are required but not offered to the occupant of the accessory dwelling unit. (5) When there is a car share vehicle located within one block of the accessory dwelling unit. B. 0 Nonresidential new construction (includes hotels/motels) D Exception : ____________ _ Please refer to CMC 18.21.150 when completing this section Total Parking Spaces Prooosed EVSE (10% of total) I Installed (50% of EVSE) I Other "Ready" I Other "Capable" I I I Calculation-Refer to the table below· Total Number of Parking Spaces provided Number of required EV Spaces Number of required EVSE Installed Spaces D 0-9 1 1 D 10-25 2 1 D 26-50 4 2 D 51-75 6 3 D 76-100 9 5 □ 101-150 12 6 D 151-200 17 9 D 201 andover 10 percent of total 50 percent of Required EV Spaces Calculations: TotalEVSE spaces= .1 Ox Total parking spaces proposed (rounded up to nearestwhotenumber) EVSE Installed =Total EVSE Spaces x .50 (rounded up to nearest vtiole number) EVSE other may be "Ready" or "Capable" Updnted 4/16/2021 6 5. □Transportation Demand Management (TOM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is reqlired for al nonresidential projects Iha! meet a threshold of employee-generated ADT. City staff will use the table below based on yoursubmilledplans todetenninewhelherornoryourpennilrequiresa TOM plan. lfTDMisapplicabletoyour permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Office (all)2 20 Restaurant 11 Retails 8 Industrial 4 Manufacturing 4 Warehousing 4 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1(1hEdition 13 11 4.5 3.5 3 1 2 For all office uses, use SANDAG rate of 20 ADT/1 ,000 sf to calculate employee ADT 3 Retail uses include shopping center, variety store, supermarket, gyms, pharmacy, etc. Acknowledgment Other commercial uses may be subject to special consideration sample ca1cu1auons; Office: 20,450 sf 1. 20,450 sf/ 1000 x 20 = 409 Employee ADT Retail: 9,334 sf 1. First 1,000 sf= 8 ADT 2. 9,334 sf -1,000 sf= 8,334 sf 3. (8,334 sf/ 1,000 x 4.5) + 8 = 46 Employee ADT I acknoYAedge that the plans su:imitted may be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my permit require a TOM plan and understand ~oved TOM plan is a condition of permit issuance. ApplicantSignature: ______ ..,,.~-----,.,.. -a!-_:-_:-_-_-_-_-_-___ Date: 6\,\'~ \1.01..~ c _..,,,,, Person other than Applicant to be contacted for TDM compliance (if applicable): Name(Printed): ~ ~\ / fu ~~ ~ '\hrn\ ,7:.\..... ;._.f __ ,' Email Address: \ n{s=' L'.'. Q...t..o~¼!!lr.:>~ • C.OlVl Updated 4/16/2021 PhoneNumber. I ~\~\q -\\2.-\ \ 7