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2413 EL BOSQUE AVE; ; CBR2023-2615; Permit
Building Permit Finaled Residential Permit Print Date: 10/08/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: Project Title: 2413 EL BOSQUE AVE, BLDG-Residential 2550820600 $82,109.20 CARLSBAD, CA 92009-9106 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check#: Description: 240 SF 2ND STORY ADDITION & 550 SF INTERIOR REMODEL Applicant: DTV DESIGNS TOM VORKOPER 7406 SE 36TH ST MERCER ISLAND, WA 98040-3413 (858) 775-3465 FEE BU ILDING PLAN CHECK Property Owner: FERRIS FAMILIY TRUST 2413 EL BOSQUE AVE CARLSBAD, CA 92009-9106 BUILDING PLAN REVIEW -MINOR PROJECTS (LDE) BUILDING PLAN REVIEW -MINOR PROJECTS (PLN) SB1473-GREEN BUILDING STATE STANDARDS FEE SFD & DUPLEXES STRONG MOTION -RESIDENTIAL (SMIP) Addition Total Fees: $2,360.65 Total Payments To Date: $2,360.65 {city of Carlsbad Permit No: Status: CBR2023-2615 Closed -Finaled Applied: 05/22/2023 Issued: 10/23/2023 Finaled Close Out: 10/08/2024 Final Inspection: 09/26/2024 INSPECTOR: Alvarado, Tony Contractor: PROPACIFIC BUILDERS INC 3146 TIGER RUN CT, # 109 CARLSBAD, CA 92010-6503 (760) 481-8003 Balance Due: AMOUNT $813.15 $194.00 $98.00 $4.00 $1,251.00 $0.50 $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 their 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 to 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 ("cityof Carlsbad Job Address 2413 El Bo&4L,e Ave RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check~~ -~1S Est. Value <f,2. 1 l 09. - PC Deposit 'o\ ~-\S Date 5-U:,-2,~ Unit: APN: 255-082-06-00 -----· CT/Project #: __________________ Lot#: 117 Year Built: _1_9_77 ________ _ BRIEF DESCRIPTION OF WORK: 2nd FLOOR ADDITION OF APPROX. 240 SQ. FT. TO INCREASE MASTER BATH AND ADD A KID'S 'HANG OUT' ROOM. INTERIOR REMODEL OF KITCHEN AND (2) BATHROOMS. E] New SF : Living SF, 240 Deck SF, 0 Patio SF, 0 Garage SF _0 __ _ Is this to create an Accessory Dwelling Unit? O Y O N New Fireplace? O YO N , if yes how many? ___ _ C!J Remodel: 550 SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa:. ____ SF Additional Gas or Electrical Features? n/a ------------- □Solar: ___ KW, ___ Modules, Mounted:QRoofOGround, Tilt: 0Y0 N, RMA:CY ON, Battery:OYEl> N, Panel Upgrade: Ov ON Electric Meter number: ------------- 0th er: APPLICANT (PRIMARY CONTACT) Name: Tom Vorkoper PROPERTY OWNER Name: Lindsey and Thatcher Shrader Address: 7406 SE 36th St Address: 2413 El Bosque Ave City: Mercer Island Phone: 858. 775.3465 State:_W_a __ .Zip:98040 City: Carlsbad State:_C_a __ Zip:92009 Email: tvorkoper@dtv-designs.com DESIGN PROFESSIONAL Name: same as applicant Address: _________________ _ City: ________ State: ___ Zip: ____ _ Phone: _________________ _ Email: __________________ _ Architect State License: ___________ _ Phone: ____________________ _ Email: ____________________ _ CONTRACTOR OF RECORD Business Name: ProPacific Builders Address: 3146 Tiger Run Ct. Ste 109 City: Carlsbad State:_c_a __ Zip: 92010 Phone: (760) 918-0391 Email: scott@propacificbuilders.com CSLB License #: 897986 Class: B -------- Carlsbad Business License# (Required):_1_7_42_5_8 _____ _ APPLICANT CERT/FICA TION· I certify that I have read the application and state that the above infarmat· is correct and that the information of the plans is accurate. I agree ta cam ply with all City ardinnnrP< anrl State laws relating to building construction. NAME (PRINT): Tom '✓orkoper 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442-339-2719 Email: Buildlng@car\sbadca.gov REV. 04122 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN CHECK NUMBER: ______ _ 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: lherebyaffirmunderper'J. tvofperjurythatlam /icensedunderprovisionsofChapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is in full force and effect. I a/so affirm under penalty of perjury 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. 1 olicyNo .. __________________________________________ _ -OR- ~ I have and Nl!I maintain wor"' 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' co'."11pensation insu', .r.c ccrr'er and policy number are: lnsuranceCompany Name: _E_v_er_e_s1_P_re_me_ir_1n_s_ur_an_ce_C_o_m'--pa_n.c..y _____________ 1 Policy No. 7600024183231 Expiration Date: _3_10_8_12_4 _______________ 1 -OR- D Certificate o Exemption: I cert,fv 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' compens• :on Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines p to S100,000.00, 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 Namc:_n_.'a _____________________ Lender's Address: _ni_a _____________________ _ CONTRACTOR. CERTIFICAT/Ot1 'he aoo;,cant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposeo 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 o, req"ired 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): Scotl Jaeger SIGNATURE: /j4r/J --~--DATE: 5/1/23 ---------Note: If the pt:rson signing above .s an authorized agent for the contra t 'd I t.,,-,. of authorization on contractor letterhead . . '-' ~ ,.:.QR- ,,._, • ; •· I (OPTION B): OWNER-BUILDER DECLARATION: I her eby affirm t hat I am exempt from Contractor's License Law for the following reason: D I, as owner o' the property'-r, / .:rr;,loyees with wages as their sole compensation, will do the work and t he structure is not intended or offered for sale (Sec. 7044, Business and Professions Coue. 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, t e owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). -OR- D I, as owner .,, the property,,.,. ~yr•u• ively contracting w'th licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does no 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: AND, D FORM 8-61 "Owner Builder Acknowledgement and_Verification Form" is required for any permit issued to a property owner. By my signature be!ow I acknow1"~f? 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 th,s p.:, mi,, 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 acopyaf the applicable law, Section 7044 of the Business and Professions Code, is available upon request when this application is submitted or at the following 1¥eb site: http:Ilwww.leginfo.ca.govlcalaw.html. OWNER CERT"/F :l'T/O,V· The ap1 >r' f,es that all docurnen.; 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 t~ 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, build,nRs m ctures 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 propert "ere completed in accordance with all regulations in existence at the time of their construction, unless otherwise noted. NAME (PRINT): SIGN: __________ DATE: ______ _ Note: If th~ erson si nin abovt .s an authorized a ent for the ro ert owner include form B-62 signed b owner. 1635 Faradav Ave Carl~bad, CA 02 J~ Oh: 442-339-2719 Email: Bulldlng@carlsbadca.gov 2 REV. 04/22 PERMIT INSPECTION HISTORY for (CBR2023-2615) Permit Type: BLDG-Residential Work Class: Addition Application Date: 05/22/2023 Owner: TRUST FERRIS FAMILIY TRUST Status: Scheduled Date 09/26/2024 Issue Date: 10/23/2023 Subdivision: CARLSBAD TCT#73-18 UNIT#02 Closed -Finaled Expiration Date: 02/10/2025 IVR Number: 49366 Address: 2413 EL BOSQUE AVE CARLSBAD, CA 92009-9106 Actual Inspection Type Start Date Inspection No. Inspection Primary Inspector Reinspection Inspection Checklist Item BLDG-Building Deficiency Checklist Item BLDG-Building Deficiency Status COMMENTS Exterior metal stucco wire lath for front entry doorway location -OK. SWPPPS, BMPS and all trash debris, control and measures -OK. COMMENTS Exterior metal stucco wire lath for front entry doorway location -OK. SWPPPS, BMPS and all trash debris, control and measures -OK. 09/26/2024 BLDG-Final Inspection Checklist Item 262221-2024 COMMENTS Passed Tony Alvarado BLDG-Plumbing Final BLDG-Mechanical Final BLDG-Structural Final BLDG-Electrical Final BLDG-SW-Inspection Checklist Item 262372-2024 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? Passed Tony Alvarado Passed Yes Passed Yes Passed Yes Yes Yes Yes Passed Yes Yes Yes Yes Yes Yes Yes Complete Complete Tuesday, October 8, 2024 Page 9 of9 Transmittal Letter August 22, 2023 City of Carlsbad Community Development Department -Building Division 1635 Faraday Ave. Carlsbad, CA 92008 Plan Review: SFR Addition and Interior Remodel Address: 2413 El Bosque Ave, Carlsbad CA 1rue Nortl1 COMPLIANCE SERVICES FINAL REVIEW City Pennit No: CBR2023-261)(,s True North No.: 23-018-417 Applicant Name: Tom Vorkoper Applicant Email: tvorkoper@dtv-designs.com OCCUPANCY & BUILDING SUMMARY: Occupancy Groups: Occupant Load: Type of Construction: Sprinklers: Stories: Area of Work (sq. ft.): R-3/U NIA V-B No 2 Addition: 240 sq-ft Remodel: 550 The plans have been reviewed for coordination with the permit application. Valuation: Scope of Work: Floor Area: Confirmed Confirmed Confirmed Attn: Building & Safety Department, True North Compliance Services, Inc. has completed the fina.1 review of the following documents for the project referenced above on behalf of the City of Carlsbad: 1. Drawings: Electronic copy dated August 9, 2023, by Dale Vorkoper. 2. Structural Calculations: Electronic copy dated August 3, 2023, by Alejandro Barajas. 3. Energy Report: Electronic copy dated March 28, 2023, by Tom le The 2022 California Building, Mechanical, Plumbing, and Electrical Codes (i.e., 2021 IBC, UMC, UPC, and 2020 NEC, as amended by the State of California), 2022 California Green Building Standards Code, 2022 California Existing Building Code, and 2022 California Energy Code, as applicable, were used as the basis of our review. Please note that our review has been completed and we have no further comments. We have enclosed the above noted documents bearing our review stamps for your use. Please call if you have any questions or ifwe can be of further assistance. True North Compliance Services, Inc. 3939 Atlantic Avenue Suite 224, Long Beach, CA 90807 T / 562.733.8030 SFR Addition and Remodel 2413 El Bosque Ave August 22, 2023 Sincerely, True North Compliance Services Non-Structural Review By: Richard Moreno -Plans Examiner Structural Review By: Alex Wu, PE, SE -Senior Structural Engineer City of Carlsbad-FINAL REVIEW City Permit No.: CBR2023-2615 True North No.: 23-018-417 Page 2 env1s1on a en ---F a . . engineering STRUCTURAL ENGINEERS 565 PEARL ST. SUITE 209 LA JOLLA, CA 92037 858.246. 77 45 STRUCTURAL CALCULATIONS DATE: 08/03/23 PROJECT: SHRADER REMODEL > t--0 0 C") Lt) ON C.00 ~ ON CD N -0) ro-"-• O<X> ~~ i.n I ~ M N 0 N ~ al (.) ASCE. AMERICAN SOCIETY OF avll ENGINEERS Address: 2413 El Bosque Ave Carlsbad, California 92009 u .. ~"" , ti .t ~ ASCE 7 Hazards Report Standard: ASCE/SEI 7-16 Risk Category: 11 Soil Class: D -Default (see Section 11 .4.3) ~ A-.e,,.1,t ~ "-&w,.,. 'rt4t,,,,f,) Latitude: 33.069898 Longitude: -117.256639 Elevation: 181.09663844601087 ft (NAVO 88) c:.,.,. •, ,"'.,,. ,~ ~,-,,,'\;~11.,•I ~ ~ -•..-•tn \ Gr•.," I • r .. A,:111,_M ....... t ,; ,,..,. ,. , r" ~ ? ii ; . ..,_ j htpl l .. g [. ~ p v, ... ~o -1 t •~•~IOn.l ~ ,,~ V ' "' .r " \.' u r,-1.l ltl l;,.'6 ~ ~ ... , Au\ 1.-,., ,c: M-.h't' •• iv, \. ~ •. ~ , } '• i .. .:l ~ ~ / .. :··· ~ The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special. incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce 7hazardtool .online/ Page 1 of 1 Fri Aug 04 2023 ENVISION ENGINEERING Project Title: Engineer: Project ID: Project Descr: [A""scE 7-16 Wind Forces, Chapter 27, Part 1 Project File: shrader.ec6 LIC#: KW-06017082, Build:20.23.05.25 Envision Engineering, Inc (c) ENERCALC INC 1983-202:! DESCRIPTION: WIND FORCES Basic Values Risk Category 2 per ASCE 7-16 Table 1.5-1 Horizontal Dim. in North-South Direction (8 or L) V : Basic Wind Speed 96.0 per ASCE 7-16 Fig. 26.5-1 & 26.5-2 Horizontal Dim. in East-West Direction (8 or L) 0.850 per ASCE 7-16 Table 26.6-1 h : Mean Roof height Kd : Directionality Factor Exposure Category per ASCE 7-16 Section 26.7 Topographic Factor per ASCE 7-16 Sec 26.8 & Figure 26.8-1 North : Exposure 8 East : Exposure 8 South : Exposure 8 West : Exposure B Building Period & Flexibility Category North : K1 K2 = K3 = South : K1 = East : K1 = West : K1 K2 = K2 = K2 = K3 = K3 = K3 = User has specified the building frequency is >= 1 Hz, therefore considered RIGID for both North-South and East-West directions. Building Story Data hi Level Description ft ROOF 17.00 SECOND 8.00 Story Ht ft 9.00 8.00 0.000 0.000 ER :X ft 0.000 0.000 Gust Factor For wind coming from direction indicated North = 0.850 South = 0.850 East = 0.850 West = 0.850 Enclosure Check if Building Qualifies as "Open" North Wall S9!Jlh Ws;!II Es;!St Wi:!11 We§t Wall BQof Io!fil 45.0 ft 47.0 ft 19.0 ft Kzt = 1.000 Kzt = 1.000 Kzt = 1.000 Kzt = 1.000 Agross 400.0 ftA2 400.0 ftA2 400.0 ftA2 400.0 ftA2 500.0 ftA2 2,100.0 ftA2 Aopenings 50.0 ftA2 50.0 ftA2 50.0 ftA2 50.0 ftA2 50.0 ftA2 250.0 ftA2 Aopenings >= 0.8 • Agross , No No No No All four Agross values must be non-zero Building does NOT qualify as "Open" North Elevation : Determine Enclosure Classification per ASCE Section 26 .12 Reference area = smaller of 4 sq. ft. or 1 % o = 4.0 ftA2 Aoi = Ao-total -Ao = 200.0 ftA2 Agi = Ag-total -Ag = 1,700.0 ftA2 Aoi/Agi = 0.1176 ls Ao > 1.10*Ao Is Ao > Reference Are Is Aoi / Agi >= 0.20 ~ = = = Building is "Enclosed" when the North wall receives positive external pressure South Elevation : Determine Enclosure Classification per ASCE Section 26.12 Reference area = smaller of 4 sq. ft. or 1 % o = 4.0 f!A2 Aoi = Ao-total -Ao = 200.0 ftA2 Agi = Ag-total -Ag = 1,700.0 ftA2 Aoi/Agi = 0.1176 Is Ao > 1.10 * Ao Is Ao > Reference Are Is Aoi / Agi >= 0.20 ~ = = = Building is "Enclosed" when the South wall receives positive external pressure East Elevation : Determine Enclosure Classification per ASCE Section 26.12 Reference area = smaller of 4 sq. ft. or 1 % o = 4.0 ftA2 Aoi = Ao-total -Ao = 200.0 fl'2 Agi = Ag-total -Ag = 1,700.0 f!A2 Aoi / Agi = 0.1176 Is Ao > 1.10 * Ao Is Ao > Reference A re Is Aoi / Agi >= 0.20 ~ Building is "Enclosed" when the East wall receives positive external pressure = No Yes Yes No Yes Yes No Yes Yes ENVISION ENGINEERING Project Title: Engineer: Project ID: Project Descr: [!:see 7-16 Wind Forces, Chapter 27, Part 1 UC#: KW-06017082, Build:20.23.05.25 Envision Engineering, Inc DESCRIPTION: WIND FORCES West Elevation : Determine Enclosure Classification per ASCE Section 26.12 Reference area = smaller of 4 sq. ft. or 1 % o = 4.0 ftA2 Aoi = Ao-total -Ao = 200.0 ftA2 Agi = Ag-total -Ag = 1,700.0 ftA2 Aoi/Agi = 0.1176 ls Ao > 1.10*Ao Is Ao > Reference Are Is Aoi / Agi >= 0.20 ~ = Building is "Enclosed" when the West wall receives positive external pressure Velocity Pressures When the following walls experience leeward or sidewall pressures, the value of Kh shall be (per Table 26.10-1) : Project File: shrader.ec6 (c) ENERCALC INC 1983-2022 No Yes Yes North Wall = 0.6149 psf South Wall = 0.6 149 psf East Wall = 0.6149psf West Wall = 0.6149 psf When the following walls experience leeward or sidewall pressures, the value of qh shall be (per Eq 26.10-1) : North Wall = 12.331 psf South Wall = 12.331 psf East Wall = 12.331 psf West Wall = 12.331 psf qz : Windward Wall Velocity Pressures at various heights per Eq. 27.3-1 North Elevation South Elevation East Elevation West Elevation Height Above Base (ft) Kz qz Kz qz Kz qz Kz qz 0.00 0.575 11 .53 0.575 11.53 0.575 11 .53 0.575 11 .53 5.00 0.575 11 .53 0.575 11.53 0.575 11 .53 0.575 11 .53 10.00 0.575 11.53 0.575 11.53 0.575 11 .53 0.575 11 .53 15.00 0.575 11.53 0.575 11 .53 0.575 11 .53 0.575 11.53 Pressure Coefficients GCpi Values when elevation receives positive external pressure GCpi : Internal pressure coefficient, per sec. 26.13 and Table 26.13-1 North So~h Ea~ +/-0.180 +/-0.180 +/-0.180 +/- Specify Cp Values from Figure 27.3-1 for Windward, Leeward & Side Walls Cp Values when elevation receives positive external pressure North South East Windward Wall 0.80 0.80 0.80 Leeward Wall Side Walls -0.70 -0.70 -0.70 Wind Pressures West 0.180 West 0.80 -0.70 Wind Pressures when NORTH Elevation receives positive external wind pressure Leeward Wall Pressures Side Wall Pressures Positive Internal -2.220 psf -9.556 psf Negative Internal 2.220 psf -5.117 psf Windward Wall Pressures . . Positive Internal Height Above Base (ft) Pressure (psf) Negative Internal Pressure (psf) 0.00 5.~ 5.00 5.~ 10.00 5.62 15.00 5.62 10.06 10.06 10.06 10.06 Wind Pressures when SOUTH Elevation receives positive external wind pressure Leeward Wall Pressures Side Wall Pressures Positive Internal -2.220 psf -9.556 psf Negative Internal 2.220 psf -5.117 psf Windward Wall Pressures . . Positive Internal Negative Internal Height Above Base (ft) Pressure (psf) Pressure (psf) o.oo --------,5=-_5=2=-------1c-:--o.06 5.00 5.62 10.06 ENVISION ENGINEERING Project Title: Engineer: Project ID: Project Descr: ~SCE 7-16 Wind Forces, Chapter 27, Part 1 UC#: KW-06017082, Build:20.23.05.25 Envision Engineering, Inc DESCRIPTION: WIND FORCES 10.00 15.00 5.62 5.62 10.06 10.06 Wind Pressures when EAST Elevation receives positive external wind pressure Positive Internal Leeward Wall Pressures -2.220 psf Side Wall Pressures -9.556 psf Negative Internal 2.220 psf -5.117psf Windward Wall Pressures . . Positive Internal Height Above Base (ft) Pressure (psf) Negative Internal Pressure (psf) -----0.00 5.62 5.00 5.62 10.00 5.62 15.00 5.62 W.06 10.06 10.06 10.06 Wind Pressures when WEST Elevation receives positive external wind pressure Positive Internal Leeward Wall Pressures -2.220 psf Side Wall Pressures -9.556 psf Negative Internal 2.220 psf -5.117psf Windward Wall Pressures . . Positive Internal Height Above Base (ft) Pressure (psf) Negative Internal Pressure (psf) -----0.00 5.62 5.00 5.62 10.00 5.62 15.00 5.62 Story Forces for Design Wind Load Cases 10.06 10.06 10.06 10.06 Project File: shrader.ec6 (c) ENERCALC INC 1983-2022 Values below are calculated based on a building with dimensions B x L x h as defined on the "Basic Values" tab. Wind Shear Components (kJ:ccentricity for (ft) Load Case Windward Wall Building level Ht. Range Trib. Height In "Y" Direction In "X" Directi0'lf" Shear "X" Shear Mt, (ft-k) CASE 1 North Level2 CASE 1 North Level 1 CASE 1 South Level2 CASE 1 South Level 1 CASE 1 East Level2 CASE1 East Level 1 CASE 1 West Level2 CASE 1 West Level 1 CASE2 North Level2 CASE2 North Level 1 CASE2 South Level2 CASE2 South Level 1 CASE2 East Level2 CASE2 East Level 1 CASE2 West Level2 CASE2 West Level 1 CASE 3 North & East Level2 CASE3 North & East Level 1 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 12.50' -> 17.0 4.00' -> 12.5( 4.50 8.50 4.50 8.50 4.50 8.50 4.50 8.50 4.50 8.50 4.50 8.50 4.50 8.50 4.50 8.50 4.50 8.50 -1.67 -3.13 1.67 3.13 -1 .25 -2.35 1.25 2.35 -1 .25 -2.35 NOTE: Vw=11.53 PSFx44'x13'=6.6 KIPS< 8.0 KIPS SEISMIC, SEISMIC GOVERNS. -1 .60 -3.00 1.60 3.00 7.05 /-8.8 7.05 -16.6 7.05 /-8.8 7.05 -16.6 -1.20 6.75 ---/-8.1 -2.25 6.75 15.2 1.20 6.75 ---/-8.1 2.25 6.75 15.2 -1.20 -2.25 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB/1 (W/OMEGA X SEISMIC) CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.15 Lr 0.08 L 0.08 3.5x11 .875 Span = 15.50 ft 2,900.0 psi 2,900.0psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Eminbend-xx 1,118.19ksi Density 45.070pcf E(1.696) D 0.026 L 0.08 Applied Loads Service loads entered. Load Factors will be applied for calculations. --'--'-----------------------------Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.150, Lr= 0.080, L = 0.080 k/ft, Extent= 0.0 --» 12.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0260, L = 0.080 k/ft, Extent= 12.0 --» 15.50 ft, Tributary Width = 1.0 ft Point Load : E = 1.696 k@ 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.402 1 Maximum Shear Stress Ratio = Section used for this span 3.5x1 1.875 Section used for this span fb: Actual = 1,866.88psi fv: Actual = F'b = 4,645.40psi F'v = Load Combination +1.1090+2.1 OE Load Combination Location of maximum on span = 11.880ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.137 in Ratio = 1360>=360 Span: 1 : E Only Max Upward Transient Deflection O in Ratio = 0<360 n/a Max Downward Total Deflection 0.324 in Ratio = 574 >=180 Span: 1 : +0+0.750L+0.5250E Max Upward Total Deflection O in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination --Max Stress Ratios omen[ 'values Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr M fb F'b DOnly 0.0 Length = 15.50 ft 0.253 0.146 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.52 659.8 2,613.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 0.348 0.199 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.92 1,009.9 2,903.4 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 1 0.269 0.156 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.69 975.4 3,629.2 +D+O. 750Lr+O. 750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 0.319 0.184 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.94 1,159.0 3,629.2 Design OK 0.287: 1 3.5x11.875 133.18 psi 464.00 psi +1.1090+2.10E 14.538 ft Span# 1 Snear Values V fv F'v 0.00 0.0 0.0 1.06 38.2 261 .0 0.00 0.0 0.0 1.60 57.8 290.0 0.00 0.0 0.0 1.57 56.6 362.5 0.00 0.0 0.0 1.85 66.7 362.5 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. {c) ENERCALC INC 1983-2022 DESCRIPTION: FB/1 (W/OMEGA X SEISMIC) Maximum Forces & Stresses for Load Combinations Load Combination ax s-ress hear'i7alues Segment Length Span# M V CD CM Ct CLx CE Cfu Ci Cr M fb F'b V fv F'v +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.276 0.159 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.32 922.4 3,338.9 1.46 52.9 333.5 +1.109O+2.10E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.402 0.287 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.80 1,866.9 4,645.4 3.69 133.2 464.0 +1.1090-2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.204 0.150 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.49 947.3 4,645.4 1.93 69.7 464.0 +1.0820+0. 750L +1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.377 0.263 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.00 1,751.0 4,645.4 3.39 122.2 464.0 +1.082O+0.750L-1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15. 50 ft 1 0.092 0.129 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.92 426.6 4,645.4 1.66 59.9 464.0 +0.600 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.085 0.049 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.71 395.9 4,645.4 0.63 22.9 464.0 +0.49050+2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.347 0.247 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11.04 1,610.3 4,645.4 3.17 114.4 464.0 +0.49050-2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.259 0.186 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 8.25 1,203.7 4,645.4 2.39 86.3 464.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L +0.5250E 1 0.3239 7.920 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.121 2033 Max Upward from Load Combinations 2.121 2033 Max Upward from Load Cases 1.214 1.313 D Only 1.214 0.878 +D+L 1.834 1.498 +D+Lr 1.803 1.250 +D+0.750Lr+0.750L 2.121 1.622 +D+0.750L 1.679 1.343 +D+0.70E 1.482 1.797 +D+0. 750L +0.5250E 1.880 2.033 +0.600 0.729 0.527 +0.600+0. ?OE 0.997 1.446 Lr Only 0.588 0.372 L Only 0.620 0.620 E Only 0.383 1.313 Project Title: Shrader Residence Engineer: Project ID: Project Descr: J Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB/3 (W/OMEGA X SEISMIC) CODE REFERENCES ---------------Ca I cu I at ions per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Fb + Fb - 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Fe -Prll Fe -Perp Fv Eminbend-xx 1,118.19ksi Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Ft 750.0 psi 290.0 psi 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.166) Lr(0.08) L(0.08) 0(3.953) Lr(1F96'°'2='x'===r--'-'==,.=.:6i:L..:::Lr.J.f0.3) E(0.576) D 0.068 Lr 0.08 7x11.875 Span= 18.0 ft Density • 0(0.467 Lr(0.3) 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0680, Lr= 0.080 k/ft, Extent= 0.0 --» 3.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.290, Lr= 0.160, L = 0.080 k/ft, Extent= 3.0 --» 6.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1660, Lr= 0.080, L = 0.080 k/ft, Extent= 6.50 --» 14.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.290, Lr= 0.160, L = 0.080 k/ft, Extent= 14.50 --» 18.0 ft, Tributary Width = 1.0 ft Point Load : D = 3.953, Lr= 1.962, L = 2.693 k@ 3.0 ft Point Load : D = 0.4670, Lr= 0.30, E = 0.5760 k@ 6.50 ft Point Load : D = 0.4670, Lr= 0.30 k@ 14.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.666: 1 Maximum Shear Stress Ratio = Section used for this span 7x11.875 Section used for this span fb: Actual = 1,934.33psi fv: Actual = F'b = 2,903.37psi F'v Load Combination +D+L Load Combination Location of maximum on span = 6.307ft Location of maximum on span = Span# where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.252 in Ratio= 856 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.851 in Ratio= 253 >=180 Span: 1 : +D+0.750Lr+0. 750L Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Design OK 0.507: 1 7x11.875 147.16psi 290.00 psi +D+L 0.000ft Span# 1 Load Combination ax tress Ra 10s Momen 'vaTues near'V a ues Segment Length Span# M V CD CM ct CLX C Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.519 0.374 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 18.59 1,356.1 2,613.0 5.41 97.6 261.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.666 0.507 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.52 1,934.3 2,903.4 8.16 147.2 290.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC# : KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB/3 (W/OMEGA X SEISMIC) Maximum Forces & Stresses for Load Combinations Load Combination -ax S ress a Ios Momeni Va ues Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu Ci Cr M fb F'b V fv F'v +D+Lr 1.00 1.00 1 00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18. 0 ft 1 0.563 0.407 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 27.99 2,041.8 3,629.2 8.17 147.4 362.5 +D+0. 750Lr+O. 750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.635 0.475 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 31.58 2,303.7 3,629.2 9.54 172.1 362.5 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.536 0.404 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 24.53 1,789.5 3,338.9 7.47 134.8 333.5 +1 .109D+2.10E 1.00 1.00 1.00 1 001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.403 0.264 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 25.65 1,870.8 4,645.4 6.78 122.3 464.0 +1.109D-2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 18.0 ft 1 0.253 0.203 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 16.11 1,174.7 4,645.4 5.23 94.4 464.0 +1.082D+0.750L +1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.468 0.330 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 29.82 2,175.4 4,645.4 8.49 153.3 464.0 +1 .082D+0. 750L-1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.356 0.285 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 22.70 1,656.1 4,645.4 7.33 132.3 464.0 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.175 0.126 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11.15 813.6 4,645.4 3.25 58.6 464.0 +0.4905O+2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.222 0.133 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 14.14 1,031.4 4,645.4 3.43 61.8 464.0 +0.4905D-2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.087 0.073 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.57 406.3 4,645.4 1.88 34.0 464.0 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0. 750Lr+0. 750L 1 0.8509 8.540 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions ~91 5.568 Max Upward from Load Combinations 9.691 5.568 Max Upward from Load Cases 5.504 3.414 D Only 5.504 3.414 +D+L 8.248 4.562 +D+Lr 8.342 5.137 +D+0. 750Lr+0. ?SOL 9.691 5.568 +D+0.750L 7.562 4.275 +D+0.70E 5.761 3.559 +D+0.750L +0.5250E 7.755 4.384 +0.60D 3.302 2.048 +0.60D+0. ?OE 3.560 2.194 Lr Only 2.838 1.724 L Only 2.744 1.149 E Only 0.368 0.208 envIs1on . . engineering STRUCTURAL ENGINEERS 565 PEARL ST. SUITE 209 LA JOLLA, CA 92037 858.246. 77 45 STRUCTURAL CALCULATIONS DATE: 04/19/23 PROJECT: SHRADER RESIDENCE DESIGNER: DTV DESIGNS > J--0 QC"') .... ON.,,., c.o O T-o C'\I U) N-C'\I OO N ""'-.I o-~ .... I.(') I.(') I ~ M N 0 N 0::: al (.) ~ ENVISION ENGINEERING , INC. 565 PEARL ST. SUITE 209, LA JOLLA, CA 92037 PHONE: (858} 246 77 45 LDA\)S t)'-:: l'"+f>S~ ll ~ 2o p )f f=Lc,o~ \'.>L-=-\'s ~St" PROJECT-S°'A&-lk fv;,~~« ~:E~T. o<; 1-f~MC-ct!i ~M} U ~ ~o (){f f\-~0 ~oft{:. H~ C~Nt\, fa~\ot-'S Project Title: Shrader Residence Engineer: Project ID: Project Descr: LA. SCE 7-16 Seismic Base Shear Project File: Shrader Residence.ec6 I -~-~~------------------~~-=-= __J UC#: KW--06011582, Build:20.23.2.14 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: Seismic Base Shear Analysis Specific Description: Shrader Residence Risk Category Calculations per ASCE 7-16 Risk Category of Building or Other Structure : "II": All Buildings and other structures except those listed as Category SCE 7-16, Page 4, Table 1.5-1 I, 111, and IV Seismic Importance Factor = 1 ASCE 7-16, Page 5, Table 1.5-2 Gridded Ss & S1values from ASCE 7-16 ASCE 7-1611.4.2 Max. Ground Motions, 5% Damping Location Carlsbad, CA 92009 S s = 0.9778 g, 0.2 sec response S 1 = 0.3560 g, 1.0 sec response Latitude 33.098 deg North Longitude = 117.267 deg West For the closest datapoint grid location ... Latitude = 33.100 deg North Longitude = 117 .260 deg West Site Class, Site Coeff. and Design Category~---- Classification: "D" : Shear Wave Velocity 600 to 1,200 ft/sec Site Coefficients Fa & Fv (using straight-line interpolation from table val Fa Fv Maximum Considered Earthquake Accelerat Design Spectral Acceleration Seismic Design Category Resisting System _____ _ SMS =Fa• Ss SM1 = Fv* S1 SOS= SMS • 213 So1 = SM1 • 213 Bearing Wall Systems = D (By Default per 11.4.3) = 1.20 = 1.94 = 1.173 = 0.691 = 0.782 = 0.460 D S1 >= 0.75 ASCE 7-16 Table 20.3-1 ASCE 7-16 Table 11.4-1 & 11.4-2 ASCE 7-16 Eq. 11.4-1 ASCE7-16Eq. 11.4-2 ASCE 7-16 Eq. 11.4-3 ASCE 7-16 Eq. 11.4-4 ISCE 7-16 Table 11.6-1 & -2 ASCE 7-16 Table 12.2-1 Basic Seismic Force Resisting System ... 15.Llght-frame (wood) walls sheathed w/wood structural panels rated for shear resistance. Response Modification Coefficient " I System Overstrength Factor "Wo " Deflection Amplification Factor "Cd' 6.50 Building height Limits : 4.00 3.00 Category "A & B" Limit: Category "C" Limit: Category "D" Limit: NOTE! See ASCE 7-16 for all applicable footnc Category "E" Limit: Category "F" Limit: Lateral Force Procedure No Limit No Limit Limit = 65 Limit = 65 Limit = 65 ASCE 7-16 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used according to the provisions of ASCE 7-16 12 8 Determine Building Period Use ASCE 12.8-7 Structure Type for Building Period CalculcAII Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest leve 22.0 ft " x" value = 0.75 "Ta" Approximate fundamental period using Eq. 12.8-7: Ta= Ct• (hn Ax) = 0.203 sec "TL": Long-period transition period per ASCE 7-16 Maps 22-14 -> 22-17 8.000 sec " Cs " Response Coefficient Sos : Short Period Design Spectral Response " R " : Response Modification Factor " I • : Seismic Importance Factor = = = Building Period "Ta "Calculated from Approximate Method seh= 0.203 0.782 6.50 ASCE 7-16 Section 12.8.1.1 From Eq. 12.8-2, Preliminary Cs = 0.120 From Eq. 12.8-3 & 12.8-4 , Cs need not excee = 0.349 From Eq. 12.8-5 & 12.8-6, Cs not be less than = Cs : Seismic Response Coefficient = = 0.034 0.1203 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Project File: Shrader Residence.ec6 L ASCE 7-16 Seismic Base Shear UC#: KW--06011582, Build:20.23.2.14 Envision Engineering, Inc. (c)ENERCALC INC 1983-2022 DESCRIPTION: Seismic Base Shear Analysis Seismic Base Shear ---Cs= 0.1203 from 12.8.1.1 Vertical Distribution of Seismic Forces • k • : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level ... W ( see Sum Wi below) = Seismic Base Shear V = Cs • W = ASCE 7-16 Section 12.8.1 0.00 k 0.00 k ASCE 7-16 Section 12.8.3 Level# SumWi = Wi: Weight 0.00 k Hi: Height (Wi • Hi"k) 0.00 k-ft Cvx Fx=Cvx • V Sum Story Shear Sum Story Moment Sum Wi • Hi = Total Base Shear= 0.00 k Base Moment = 0.0 k-ft Diaphragm Forces : Seismic Design Category "B" to "F" ASCE 7-16 12.10.1.1 Level# Wi Fi Sum Fi SumWi Fpx: Calcd Fpx : Min Fpx : Max Wpx . . . . . . . . . . . . . . . . . . . . Weight at level of diaphragm and other structure elements attached to it. Fi . . . . . . . . . . . . . . . . . . . . . . Design Lateral Force applied at the level. Sum Fi . . . . . . . . . . . . . . . . . . Sum of "Lat. Force" of current level plus all levels above MIN Req'd Force @ Level . . . 0.20 * Sos * I * Wpx MAX Req'd Force @ Level ... 0.40 * Sos * I * Wpx Fpx : Design Force@ Level . Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level Fpx Dsgn. Force Project Title: Engineer: Project ID: Project Descr: ~~!_!lg Code Information LIC#: KW--06011582, Build:20.23.2.14 Envision Engineering, Inc. Governing Code : IBC 2021, ASCE 7-16, AISC 360-16, NDS 2018, ACI 318-19, TMS 402-16 City Jurisdiction Contact Name Alternate Contact Building Official Address Phone Fax : Notes Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 eMail ENVISION ENGINEERING, INC. 565 PEARL ST. SUITE 209, LA JOLLA, CA 92037 PHONE: (858) 246 77 45 I 'S'E:.\<:;. Mc. M <; l -~o oV A-R~A :: \ ~ x IS-::.. "'2-8 S ~-'"Cl.. \st., ~'\ t 2..'f , -;is--FT 2.. J _ ;,,_f ev/_._ W ,,,, 2~ ., n 112 P • u-~ c:! ..,.l[__ ,.. ... 2. - w '==: \ + ~~+'. ( 12.g S') ~ l b p S~ ( l '1-8) : ':t-P S'F ( \ l 2 ) AoomaH- 4-~ 4-~ \Ls 2. i '-\:-B 1-a '7 I tr<,'rli - I ~. °F,Lth)~ LE-vtl. CJ y ~~ 11...1 I I -1-t.tre I< A-i.cA ::-\ b "-\ b :::::. '2. Sfi ~, 1 2 -t<-¢-o'F A-6t~A ~ 4-, s)(. ( <::..::: ~1. ~ 2 9. 5 ,._ '2-Z. =-"20'°\ ,z.g,~2. 3 -E "'--f--..e,v i c.n-w ..,J.,,{,, -:J-7- H ~ !'8 -S 4 ,<.. R,_ --=-'2-U::i t-'1 .2. 2 \ ~ 1-. \ ,"; -: 2.3. '1 -~ 7..~~ ?-~ ~ fl-b" tk J_ 1-8 't I+ F--r' '-I -J1,t + ,<;,i/,cn, w evll-r \ ~,. f-= ~" {:,-""{, \-=-~ Ab" I.At ~ \ 2::_ -\ -::i.., ~1: t.. ENVISION ENGIN EERING, INC. 565 PEARL ST. SUITE 209, LA JOLLA, CA 92037 PHONE: (858) 246 n 45 PROJECT:S1'~ R~~~~ DAIE: ( HA-H6-f)IJT ~M\ I I I W:::: \°S PS~( "2.. ~~):::: \l"'.+-i>S~( 7-8 \J -:= l 6 {)( ~ ( 4 I "+) :: +-f5~( ~'+-2.\:: A-00\1 \0N s11g l~s L;-1--:,.1- 6 ~ :+-, t 2. C, L;- \ ~ I... 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IN~ ~ ~:, ~ (I~-~~-~~=',.\~ USt '2. 1 M~,~~ lrn~,'31- I ((\..\,31-- Project Title: Shrader Residence Engineer: Project ID: Project Descr: I Wood Beam Project File: Shrader Residence.ec6 LIC#: KW-06011582, B~u~ild~:=20~.2=3~.2~.1~4---------Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: RHD/1 CODE REFERENCES ----- Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling v D(0.116~ Lr(0.08) 4x12 Span = 7.50 rt 900.0psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf v Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1160, Lr= 0.080, Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.189. 1 Maximum Shear Stress Ratio = 0.098 : 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 233.75psi fv: Actual = 21 .97 psi F'b = 1,237.SOpsi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 3.750ft Location of maximum on span = 6.569ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.009 in Ratio= 10439>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.022 in Ratio= 4083>=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ~ Stress RaUos omenfValues --snearValues Segment Length Span# M V CD CM Ct CLx CF Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 7 .50 ft 0.160 0.083 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.88 142.3 891.0 0.35 13.4 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 7.50 ft 0.189 0.098 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.44 233.8 1,237.5 0.58 22.0 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7. 50 ft 0.170 0.088 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.30 210.9 1,237.5 0.52 19.8 225.0 +1 .109D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7 .50 ft 1 0.100 0.052 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.97 157.9 1,584.0 0.39 14.8 288.0 +1 .082D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 7 .50 ft 0.097 0.050 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.95 154.0 1,584.0 0.38 14.5 288.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: ~~~earn Project File: Shrader Residence.ec6 LIC#: KW--06011582, Build:20.23.2.14 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: RHD/1 Maximum Forces & Stresses for Load Combinations Load Combination --Max stress Ratios Segment Length Span# M V +0.600 Length = 7 .50 ft 1 0.054 0.028 +0.49050 Length = 7 .50 ft 1 0.044 0.023 Overall Maximum Deflections Load Combination +D+Lr Span 1 CD CM Ct Clx C 1.00 1.00 1.00 1.100 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.100 1.60 1.00 1.00 1.00 1.100 Max. "-" Defl Location in Span 0.0220 3.777 MomenfValues Cfu Ci Cr M fb 1.00 1.00 1.00 1.00 1.00 1.00 0.53 85.4 1.00 1.00 1.00 1.00 1.00 1.00 0.43 69.8 Load Combination Vertical Reactions Load Combination Support notation : Far left is #1 Max Upward from all Load Con itions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+Lr +D+0.750Lr +0.600 Lr Only Support 1 Support 2 0.767 0.767 0.767 0.767 0.467 0.467 0.467 0.467 0.767 0.767 0.692 0.692 0.280 0.280 0.300 0.300 SheaTValues F'b V fv F'v 0.0 0.00 0.0 0.0 1,584.0 0.21 8.0 288.0 0.0 0.00 0.0 0.0 1,584.0 0.17 6.6 288.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 L.,-L=1c"'#-: =KW,..,..._--0=so"'"'1;"-,1=sa=2,..., B..-u"""il7d:=20'""'.2=3,...._2'""'.1'""'4---------~E~n~vis~io-n~E~n-gi,...ne-e~ri-ng-, ~,n-c.------------(c-) ~EN~ERCALC INC 1983-2022 DESCRIPTION: FB/1 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb - Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling .. D(0.15) Lr(0.08) L(0.08) 3.5x1 1.875 Span = 15.50 ft 2900psi 2900 psi 2900 psi 750 psi 290psi 2025psi E : Modulus of Elasticity Ebend-xx 2200 ksi Eminbend-xx 1118.19ksi Density 45.07pcf .. D(0.026l L(0.08) V V Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.150, Lr= 0.080, L = 0.080 k/ft, Extent= 0.0 --» 12.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0260, L = 0.080 k/ft, Extent = 12.0 --» 15.50 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.348 1 Maximum Shear Stress Ratio = Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,009.93psi fv: Actual = F'b = 2,903.37psi F'v = Load Combination +D+L Load Combination Location of maximum on span = 7.524ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.097 in Ratio= 1912>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.318 in Ratio= 585>=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ~ax SfressRalios -Moment Values Segment Length Span# M V CD CM Ct Clx S: Cfu Ci Cr M fb F'b DOnly 0.0 Length = 15.50 ft 1 0.253 0.146 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.52 659.8 2,613.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 0.348 0.199 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.92 1,009.9 2,903.4 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 1 0.269 0.156 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.69 975.4 3,629.2 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 1 0.319 0.184 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.94 1,159.0 3,629.2 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Design OK 0.1 99: 1 3.5x11.875 57.77 psi 290.00 psi +D+L 0.000 ft Span# 1 Shear Values V fv F'v 0.00 0.0 0.0 1.06 38.2 261 .0 0.00 0.0 0.0 1.60 57.8 290.0 0.00 0.0 0.0 1.57 56.6 362.5 0.00 0.0 0.0 1.85 66.7 362.5 0.00 0.0 0.0 !Wood Beam UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FB/1 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALCI NC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination --Max StressRaf~ omenfValues Segment Length Span# M V CD CM ct Clx ~ Cfu Ci Cr M fb Length = 15.50 ft 1 0.276 0.159 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.32 922.4 +1 .1090 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 15.50 ft 1 0.158 0.091 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.02 732.0 +1 .0820+0. 750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 15.50 ft 1 0.210 0.121 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.69 976.6 +0.600 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 15.50 ft 1 0.085 0.049 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.71 395.9 +0.49050 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 15.50 ft 1 0.070 0.040 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.22 323.6 Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Span 1 Max. "-" Def! Location in Span Load Combination Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.600 Lr Only LOnly 0.3177 7.693 Support notation : Far left is #1 Support 1 Support 2 2.121 1.622 2.121 1.622 1.214 0.878 1.214 0.878 1.834 1.498 1.803 1.250 2.121 1.622 1.679 1.343 0.729 0.527 0.588 0.372 0.620 0.620 Shear alues F'b V fv F'v 3,338.9 1.46 52.9 333.5 0.0 0.00 0.0 0.0 4,645.4 1.17 42.3 464.0 0.0 0.00 0.0 0.0 4,645.4 1.55 56.0 464.0 0.0 0.00 0.0 0.0 4,645.4 0.63 22.9 464.0 0.0 0.00 0.0 0.0 4,645.4 0.52 18.7 464.0 Max. "+" Def! Location in Span 0.0000 Values in KIPS 0.000 Project Title: Shrader Residence Engineer: Project ID: Project Descr: ~~odBeam UC#: KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENE-RCALC INC 1983-2022 DESCRIPTION: FB/1 (W/OMEGA) CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination !BC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.15 Lr 0.08 L 0.08 3.5x11.875 Span = 15.50 n 2,900.0psi 2,900.0 psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Eminbend-xx 1,118.19ksi Density 45.070pcf E(1.696) D 0.026 L 0.08 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.150, Lr= 0.080, L = 0.080 k/ft, Extent = 0.0 --» 12.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.0260, L = 0.080 k/ft, Extent= 12.0 --» 15.50 ft, Tributary Width= 1.0 ft Point Load : E = 1.696 k @ 12.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.402 1 Maximum Shear Stress Ratio = Section used for this span 3.5x11.875 Section used for this span fb: Actual = 1,866.88psi fv: Actual = F'b = 4,645.40psi F'v = Load Combination +1.109D+2.10E Load Combination Location of maximum on span = 11 .880ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.137 in Ratio= 1360>=360 Span: 1 : E Only Max Upward Transient Deflection O in Ratio= 0<360 nla Max Downward Total Deflection 0.324 in Ratio = 574 >=180 Span: 1 : +D+0.750L+0.5250E Max Upward Total Deflection 0 in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination MaxSlress Ratios --Momenfv'alues Segment Length Span # M V CD CM Ct Clx ~Cfu Ci Cr M fb F'b DOnly 0.0 Length = 15.50 ft 1 0.253 0.146 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.52 659.8 2,613.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 1 0.348 0.199 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.92 1,009.9 2,903.4 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 1 0.269 0.156 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.69 975.4 3,629.2 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 15.50 ft 0.319 0.184 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.94 1,159.0 3,629.2 Design OK 0.287: 1 3.5x11.875 133.18 psi 464.00 psi +1 .109D+2.10E 14.538 ft Span# 1 Shear Values --V fv F'v 0.00 0.0 0.0 1.06 38.2 261.0 0.00 0.0 0.0 1.60 57.8 290.0 0.00 0.0 0.0 1.57 56.6 362.5 0.00 0.0 0.0 1.85 66.7 362.5 Project Title: Shrader Residence Engineer: Project ID: Project Descr: [±l_ood Beam UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FB/1 (W/OMEGA) Envision Engineering, Inc. Project File: Shrader Residence.ec6 J (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination • ax Slress Ratios ---~Momeni Values Shear Values Segment Length Span# M V CD CM Ct CLx ~f_ Cfu Ci Cr M fb F'b V fv F'v +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.276 0.159 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.32 922.4 3,338.9 1.46 52.9 333.5 +1.109O+2.10E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.402 0.287 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.80 1,866.9 4,645.4 3.69 133.2 464.0 +1.1090-2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.204 0.150 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.49 947.3 4,645.4 1.93 69.7 464.0 + 1.0820+0. 750L + 1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.377 0.263 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.00 1,751.0 4,645.4 3.39 122.2 464.0 + 1.0820+0. 750L-1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.092 0.129 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.92 426.6 4,645.4 1.66 59.9 464.0 +0.600 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.085 0.049 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.71 395.9 4,645.4 0.63 22.9 464.0 +0.49050+2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.347 0.247 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11.04 1,610.3 4,645.4 3.17 114.4 464.0 +0.49050-2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.259 0.186 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 8.25 1,203.7 4,645.4 2.39 86.3 464.0 Overall Maximum Deflections Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0. 750L +0.5250E 1 0.3239 7.920 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 2.121 2.033 Max Upward from Load Combinations 2.121 2.033 Max Upward from Load Cases 1.214 1.313 DOnly 1.214 0.878 +D+L 1.834 1.498 +D+Lr 1.803 1.250 +D+0.750Lr+0.750L 2.121 1.622 +D+0.750L 1.679 1.343 +D+0.70E 1.482 1.797 +D+0.750L +0.5250E 1.880 2.033 +0.600 0.729 0.527 +0.60O+0.70E 0.997 1.446 Lr Only 0.588 0.372 L Only 0.620 0.620 E Only 0.383 1.313 Project Title: Shrader Residence Engineer: Project ID: Project Descr: [wood Beam LIC#:KW-06011582, Build:20.23.2.14 DESCRIPTION: FB/2 Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALCINC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb- Fc -Prll Fe -Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psl 290.0psi 2,025.0psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(1 214) Lr(O 588) L(0.62) DO 416 Lr 0.22 L 0.31 7x11.875 Span = 16 On E : Modulus of Elasticity Ebend-xx 2,200.0 ksi Eminbend-xx 1,118.19ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.4160, Lr= 0.220, L = 0.310 , Tributary Width = 1.0 ft Point Load : D = 1.214, Lr= 0.5880, L = 0.620 k@ 10.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.738 1 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb: Actual = 2,142.41 psi fv: Actual F'b = 2,903.37psi F'v Load Combination +D+L Load Combination Location of maximum on span = 8.818ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 764 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio = 0<360 n/a = = = = = Max Downward Total Deflection 0.707 in Ratio= 271 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max S ress Ratios-MomenfValues Segment Length Span# M V CD CM Ct Clx CF Cfu Ci C r M fb F'b DOnly 0.0 Length = 16.0 ft 1 0.494 0.271 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 17.68 1,289.6 2,613.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 16.0 ft 1 0.738 0.406 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 29.37 2,142.4 2,903.4 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 16.0 ft 0.531 0.292 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.43 1,927.8 3,629.2 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 16.0 ft 1 0.663 0.365 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 33.01 2,407.8 3,629.2 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Design OK 0.406: 1 7x11.875 117.60 psi 290.00 psi +D+L 15.066 ft Span# 1 Shear Values V fv F'v 0.00 0.0 0.0 3.92 70.7 261.0 0.00 0.0 0.0 6.52 117.6 290.0 0.00 0.0 0.0 5.86 105.7 362.5 0.00 0.0 0.0 7.32 132.1 362.5 0.00 0.0 0.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: I Wood Beam Project File: Shrader Residence.ec6 ] UC#: KW-06011582, Build:2.~0-.2-3.-2-.1-4----------E-nv-is-io-n~E-ng-in-e-er-in_g_, 1-nc-. ------------(~c) ENERCALC INC 1983-2022 DESCRIPTION: FB/2 Maximum Forces & Stresses for Load Combinations Load Combination MaxSlress Ratios Momenf\/alues Segment Length Span# M V CD CM Ct Cllc CF Cfu Ci Cr M Length = 16.0 ft 1 0.578 0.317 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.45 +1.109D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.308 0.169 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 19.62 +1.082D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.438 0.241 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 27.90 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.167 0.091 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 10.61 +0.4905D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 0.136 0.075 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 8.67 Overall Maximum Deflections Load Combination +D+0. 750Lr+0. 750L Vertical Reactions Span Max. "-" Defl Location in Span Load Combination Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.60D Lr Only LOnly 0.7066 8.175 Support notation : Far left is #1 Support 1 Support 2 7.445 8.107 7.445 8.107 3.953 4.333 3.953 4.333 6.647 7.220 5.916 6.479 7.445 8.107 5.973 6.498 2.372 2.600 1.962 2.146 2.693 2.887 fb 1,929.2 1,430.8 2,035.0 773.8 632.6 --Shear Va~ F'b V fv F'v 3,338.9 5.87 105.9 333.5 0.0 0.00 0.0 0.0 4,645.4 4.35 78.5 464.0 0.0 0.00 0.0 0.0 4,645.4 6.19 111.7 464.0 0.0 0.00 0.0 0.0 4,645.4 2.35 42.4 464.0 0.0 0.00 0.0 0.0 4,645.4 1.92 34.7 464.0 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FB/2 (W/OMEGA) Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb- Fc -Prll Fe -Perp Fv Ft 2,900.0 psi 2,900.0psi 2,900.0 psi 750.0 psi 290.0 psi 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(1.214) Lr(0.588) L(0.62) 7x11 .875 Span = 16.0 ft E : Modulus of Elasticity Ebend-xx 2,200.0ksi Eminbend -xx 1, 118.19ksi Density 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.4160, Lr= 0.220, L = 0.310 , Tributary Width = 1.0 ft Point Load : D = 1.214, Lr = 0.5880, L = 0.620 k@ 10.50 ft Point Load : E = 0.3620 k@ 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.738: 1 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb: Actual = 2,142.41psi fv: Actual F'b = 2,903.37psi F'v Load Combination +D+L Load Combination Location of maximum on span = 8.818ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.251 in Ratio= 764 >=360 Span: 1 : L Only O in Ratio= 0<360 n/a = = = = = Max Upward Transient Deflection Max Downward Total Deflection 0.707 in Ratio= 271 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination --MaxStress Ra 10s MomerifValues-- Segment Length Span# M V CD CM Ct CLx CF~ Ci Cr M fb F'b DOnly 0.0 Length = 16.0 ft 0.494 0.271 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 17.68 1,289.6 2,613.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 16.0 ft 1 0.738 0.406 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 29.37 2,142.4 2,903.4 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 16.0 ft 1 0.531 0.292 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.43 1,927.8 3,629.2 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Length = 16.0 ft 0.663 0.365 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 33.01 2,407.8 3,629.2 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 Design OK 0.406 : 1 7x11.875 117.60 psi 290.00 psi +D+L 15.066 ft Span# 1 Shear'values V fv F'v 0.00 0.0 0.0 3.92 70.7 261.0 0.00 0.0 0.0 6.52 117.6 290.0 0.00 0.0 0.0 5.86 105.7 362.5 0.00 0.0 0.0 7.32 132.1 362.5 0.00 0.0 0.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: I Wood Beam Project File: Shrader Residence.ec6 I LIC#: KW-06011582, B'u"ild-.c:2=oc..2=3",2--..1-.--4-------------a:E-nv~is~io-n· E·-ng-in_e_e-rin_g_, 1-nc-.------------(-c-) ENERCALC INC 1983-2022 DESCRIPTION: FB/2 (W/OMEGA) Maximum Forces & Stresses for Load Combinations Load Combination ax StressRa 1os --rvioment Values Segment Length Span# M V CD CM Ct Clx CE. Cfu Ci Cr M Length = 16.0 ft 1 0.578 0.317 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.45 +1.109D+2.10E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.352 0.184 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 22.44 +1.082D+0.750L +1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.471 0.252 1.60 1.00 1.00 1.00 1,001 1.00 1.00 1.00 29.99 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.167 0.091 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 10.61 +0.4905O+2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 16.0 ft 1 0.182 0.090 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11.62 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750Lr+0.750L 1 0.7066 8.175 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Opward from all Load Con-di-tio_n_s _____ 7.445 8.107 Max Upward from Load Combinations 7.445 8.107 Max Upward from Load Cases 3.953 4.333 D~ 3~ 4.~ +D+L 6.647 7.220 +D+Lr +D+0.750Lr+0.750L +D+0.750L +D+0.70E +D+0.750L +0.5250E +0.60D +0.60D+0.70E Lr Only LOnly E Only 5.916 6.479 7.445 8.107 5.973 6.498 4.080 4.460 6.068 6.593 2.372 2.600 2.499 2.726 1.962 2.146 2.693 2.887 0.181 0.181 fb 1,929.2 1,637.1 2,187.7 773.8 847.3 SnearValues F'b V fv F'v 3,338.9 5.87 105.9 333.5 0.0 0.00 0.0 0.0 4,645.4 4.73 85.3 464.0 0.0 0.00 0.0 0.0 4,645.4 6.47 116.8 464.0 0.0 0.00 0.0 0.0 4,645.4 2.35 42.4 464.0 0.0 0.00 0.0 0.0 4,645.4 2.30 41.6 464.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FB/3 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Fb + Fb- 2,900.0psi 2,900.0psi 2,900.0 psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Fc -Prll Fe -Perp Fv Eminbend -xx 1,118.19ksi Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Ft 750.0psi 290.0 psi 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling • 0(3.953) Lr(1J96~2~~00~0-1!16!1.!:ll~~4~6i?,J7) Lr(0.3) 0 0.068 Lr 0.08 D(0.166) Lr(0.08) L(0.08) 6 V 7x11.875 Span= 18.0 ft Density • 0(0.467 Lr(0.3) 45.070pcf Applied lo~ ____ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0680, Lr= 0.080 k/ft, Extent= 0.0 --» 3.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.290, Lr= 0.160, L = 0.080 k/ft, Extent= 3.0 --» 6.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1660, Lr= 0.080, L = 0.080 k/ft, Extent= 6.50 --» 14.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.290, Lr= 0.160, L = 0.080 k/ft, Extent= 14.50 --» 18.0 ft, Tributary Width= 1.0 ft Point Load : D = 3.953, Lr= 1.962, L = 2.693 k@ 3.0 ft Point Load : D = 0.4670, Lr = 0.30 k@ 6.50 ft Point Load : D = 0.4670, Lr= 0.30 k@ 14.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.668 1 Maximum Shear Stress Ratio = Section used for this span 7x11.875 Section used for this span fb: Actual = 1,934.33psi fv: Actual = F'b = 2,903.37psi F'v = Load Combination +D+L Load Combination Location of maximum on span = 6.307ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection 0.252 in Ratio= 856>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.851 in Ratio= 253 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio = 0<180 n/a Design OK 0.507: 1 7x11 .875 147.16 psi 290.00 psi +D+L 0.000ft Span# 1 Maximum Forces & Stresses for Load Combinations Load Combination Max stress Ra 10s Momen alues ~Shear Values Segment Length Span# M V CD CM Ct Clx C Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 18.0 ft 1 0.519 0.374 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 18.59 1,356.1 2,613.0 5.41 97.6 261.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 18.0 ft 0.666 0.507 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.52 1,934.3 2,903.4 8.16 147.2 290.0 Project Title: Shrader Residence !Wood Beam LIC#: KW--06011582, Build:20.23.2.14 DESCRIPTION: FB/3 Engineer: Project ID: Project Descr: Envision Engineering, Inc. Maximum Forces & Stresses for Load Combinations Load Combination ax stress ~ Segment Length Span# M V CD CM Ct Clx C Cfu Ci Cr M +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.563 0.407 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 27.99 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.635 0.475 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 31 .58 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.536 0.404 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 24.53 +1.1090 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 0.324 0.233 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 20.63 +1.0820+0. 750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.409 0.308 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 26.06 +0.600 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 0.175 0.126 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11.15 +0.49050 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.143 0.103 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 9.12 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+0.750Lr+0.750L 1 0.8509 8.540 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max pward from all Load Conditions 9.691 5.568 Max Upward from Load Combinations 9.691 5.568 Max Upward from Load Cases 5.504 3.414 DOnly 5.504 3.414 +D+L 8.248 4.562 +D+Lr 8.342 5.137 +D+0. 750Lr+0. 750L 9.691 5.568 +D+0.750L 7.562 4.275 +0.600 3.302 2.048 Lr Only 2.838 1.724 LOnly 2.744 1.149 Project File: Shrader Residence.e~~J (c) ENERCALC INC 1983-2022 Shear-values fb F'b V fv F'v 0.0 0.00 0.0 0.0 2,041 .8 3,629.2 8.17 147.4 362.5 0.0 0.00 0.0 0.0 2,303.7 3,629.2 9.54 172.1 362.5 0.0 0.00 0.0 0.0 1,789.5 3,338.9 7.47 134.8 333.5 0.0 0.00 0.0 0.0 1,504.5 4,645.4 6.00 108.3 464.0 0.0 0.00 0.0 0.0 1,900.8 4,645.4 7.91 142.8 464.0 0.0 0.00 0.0 0.0 81 3.6 4,645.4 3.25 58.6 464.0 0.0 0.00 0.0 0.0 665.2 4,645.4 2.65 47.9 464.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: !Wood Beam LIC# : KW-06011582, B~u~ild-:2~0~.2=3~.2~.1~4---------~E-nv-is-io-n~E-ng-in_e_e-rin_g_, 1·nc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 DESCRIPTION: FB/3 (W/OMEGA) CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Fb + Fb- 2,900.0 psi 2,900.0 psi 2,900.0psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Fc • Prll Fe -Perp Fv Eminbend-xx 1,118.19ksi Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Ft 750.0psi 290.0 psi 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(3,953) Lr(1J96~~~~~~!!!1..hct,I) 0 0.068 Lr 0.08 v 0(0.166) Lr(0.08) L(0.08) 7x11.875 Span= 16.0 ft Density • 0(0.467 Lr(0.3) 45.070pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 0.0680, Lr= 0.080 k/ft, Extent = 0.0 --» 3.0 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.290, Lr= 0.160, L = 0.080 k/ft, Extent= 3.0 -» 6.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1660, Lr= 0.080, L = 0.080 k/ft, Extent= 6.50 --» 14.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.290, Lr= 0.160, L = 0.080 k/ft, Extent= 14.50 --» 18.0 ft, Tributary Width= 1.0 ft Point Load : D = 3.953, Lr = 1.962, L = 2.693 k @ 3.0 ft Point Load : D = 0.4670, Lr= 0.30, E = 0.5760 k@ 6.50 ft Point Load : D = 0.4670, Lr= 0.30 k@ 14.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = o.ssa 1 Maximum Shear Stress Ratio = Section used for this span 7x11.875 Section used for this span fb: Actual = 1,934.33psi fv: Actual = F'b = 2,903.37psi F'v = Load Combination +D+L Load Combination Location of maximum on span = 6.307ft Location of maximum on span = Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.252 in Ratio = 856>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.851 in Ratio= 253 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio = Maximum Forces & Stresses for Load Combinations Load Combination -ax StressRa I0s Segment Length Span # M V CD C~ CLx ~ DOnly Length = 18.0 ft +D+L Length = 18.0 ft 1 0.519 0.374 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 1.001 0.666 0.507 1.00 1.00 1.00 1.00 1.001 0<180 n/a Cfu C C r 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values M fb F'b 0.0 18.59 1,356.1 2,613.0 0.0 26.52 1,934.3 2,903.4 Design OK 0.507: 1 7x11.875 147.16 psi 290.00 psi +D+l 0.000 ft Span# 1 Shear Values V fv F'v 0.00 0.0 0.0 5.41 97.6 261 .0 0.00 0.0 0.0 8.16 147.2 290.0 Wood Beam UC# : KV\1{)6011582, Build:20.23.2.14 DESCRIPTION: FB/3 (W/OMEGA) Project Title: Shrader Residence Engineer: Project ID: Project Descr: Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Max StressRafios MomenfValues Segment Length Span# M V CD CM Ct Clx ___S: Cfu C i Cr M fb +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 0.563 0.407 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 27.99 2,041.8 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.635 0.475 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 31.58 2,303.7 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.536 0.404 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 24.53 1,789.5 +1 .109D+2.10E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 0.403 0.264 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 25.65 1,870.8 +1 .082D+0.750L+1.575E 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.468 0.330 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 29.82 2,175.4 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.175 0.126 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 11 .15 813.6 +0.49050+2.1 OE 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 18.0 ft 1 0.222 0.133 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 14.14 1,031.4 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination +D+0.750Lr+0.750L 1 Vertical Reactions Load Combination Max Upward from all LoadConditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+L +D+Lr +D+O. 750Lr+O. 750L +D+0.750L +D+0.70E +D+O. 750L +0.5250E +0.60D +0.60D+0.70E Lr Only L Only E Only 0.8509 8.540 Support notation : Far left is #1 Support 1 Support 2 9.691 5.568 9.691 5.568 5.504 3.414 5.504 3.414 8.248 4.562 8.342 5.137 9.691 5.568 7.562 4.275 5.761 3.559 7.755 4.384 3.302 2.048 3.560 2.194 2.838 1.724 2.744 1.149 0.368 0.208 Sflear Values F'b V fv F'v 0.0 0.00 0.0 0.0 3,629.2 8.17 147.4 362.5 0.0 0.00 0.0 0.0 3,629.2 9.54 172.1 362.5 0.0 0.00 0.0 0.0 3,338.9 7.47 134.8 333.5 0.0 0.00 0.0 0.0 4,645.4 6.78 122.3 464.0 0.0 0.00 0.0 0.0 4,645.4 8.49 153.3 464.0 0.0 0.00 0.0 0.0 4,645.4 3.25 58.6 464.0 0.0 0.00 0.0 0.0 4,645.4 3.43 61.8 464.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20--:-23.2.14 DESCRIPTION: RHD/2 CODE REFERENCES ----- Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Envision Engineering, Inc. Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.126 Lr 0.11 £ 3.5x1 1.875 Span = 15.50 fl 2,900.0psi 2,900.0psi 2,900.0 psi 750.0psi 290.0 psi 2,025.0 psi (c) ENERCALC INC 1983-2022 E : Modulus of Elasticity Ebend-xx 2,200.0ksi Eminbend-xx 1,118.19ksi Density 45.070pcf 1 Applied Loads ___ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1260, Lr = 0.110 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.301: 1 Maximum Shear Stress Ratio = 0.168: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,090.90psi fv: Actual = 61 .01 psi F'b = 3,629.22psi F'v = 362.50 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 7.750ft Location of maximum on span = 14.538 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.134 in Ratio= 1390>=360 Span: 1 : Lr Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.303 in Ratio= 6 14 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0<180 nla Maximum Forces & Stresses for Load Combinations Load Combination -ax Stress Ratios --Moment Values Shear Values c. Cr --- Segment Length Span# M V CD CM Ct CLx CE Cfu I M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.233 0.130 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.17 609.0 2,613.0 0.94 34.1 261 .0 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.301 0.168 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.48 1,090.9 3,629.2 1.69 61 .0 362.5 +D+0.750Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.267 0.150 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.65 970.4 3,629.2 1.50 54.3 362.5 +1.109D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.145 0.081 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.63 675.7 4,645.4 1.05 37.8 464.0 +1.082D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.142 0.079 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.52 659.0 4,645.4 1.02 36.9 464.0 Project Title: Shrader Residence !Wood Beam UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: RHD/2 Engineer: Project ID: Project Descr: Envision Engineering, Inc. Maximum Forces & Stresses for Load Combinations Load Combination fJlaxStress Ratios Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr +0.600 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 15.50 ft 1 0.079 0.044 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 +0.49050 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 15.50 ft 1 0.064 0.036 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Overall Maximum Deflections Load Combination +D+Lr Span Max."-" Def! Location in Span Load Combination 0.3027 7 .807 M 2.50 2.05 Vertical Reactions Support notation : Far left is #1 ------Load Combination Support 1 Support 2 ax Upward from all Load Condition_s____ 1.930 1.930 Max Upward from Load Combinations 1.930 1.930 Max Upward from Load Cases 1.077 1.077 D Only 1.077 1.077 +D+Lr 1.930 1.930 +D+0.750Lr 1.717 1.717 +0.600 0.646 0.646 Lr Only 0.853 0.853 Project File: Shrader Residence.ec6 alues fb 365.4 298.7 (c) ENERCALC INC 1983-2022 Shear Values F'b V fv F'v 0.0 0.00 0.0 0.0 4,645.4 0.57 20.4 464.0 0.0 0.00 0.0 0.0 4,645.4 0.46 16.7 464.0 Max. "+" Def! Location in Span 0.0000 Values in KIPS 0.000 • Project Title: Shrader Residence Engineer: Project ID: Project Descr: ~ood Beam Project File: S~der Resldence.ec6 I UC#: KW-060115~8~~2-,~B,-u~ild~:2=0~.2~3.=2.~14~---------.Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: FB/4 CODE REFERENCES Calculations per NOS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb- Fc -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D 0.15 Lr 0.08 L 0.08 3.5x11 .875 Span= 10.50 ft 2900psi 2900psi 2900psi 750 psi 290 psi 2025psi D(0.535 L(1 .52) E : Modulus of Elasticity Ebend-xx 2200ksi Eminbend-xx 1118.19ksi Density 45.07pcf Applied Loads ___ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.150, Lr = 0.080, L = 0.080 , Tributary Width = 1.0 ft Point Load : D = 0.5350, L = 1.520 k@ 7.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.39Q 1 Maximum Shear Stress Ratio = 0.300 : 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 1,132.78psi fv: Actual = 87.09 psi F'b = 2,903.37psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.974ft Location of maximum on span = 9.542 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.071 in Ratio = 1767 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.131 in Ratio= 963 >=180 Span: 1 : +D+L Max Upward Total Deflection O in Ratio = 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress R~ ~Values Shea(Values Segment Length Span# M V CD CM Ct CLx CF Cfu Ci Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 10.50 ft 0.183 0.146 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 3.28 478.5 2,613.0 1.06 38.1 261.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.50 ft 1 0.390 0.300 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.77 1,132.8 2,903.4 2.41 87.1 290.0 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 10.50 ft 0.175 0.139 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.35 634.7 3,629.2 1.40 50.5 362.5 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length= 10.50 ft 0.296 0.232 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 7.37 1,075.6 3,629.2 2.33 84.1 362.5 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: !Wood Beam UC#: KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. Project File: Shrader Residence.ec6 I (c) ENERCALC INC 1983-2022 DESCRIPTION: FB/4 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momerif'ilalues Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr M fb Length= 10.50 ft 1 0.290 0.224 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.64 968.0 +1 .109D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 10.50 ft 0.114 0.091 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 3.64 530.9 +1.082D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 10.50 ft 1 0.217 0.168 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.90 1,006.9 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length= 10.50 ft 1 0.062 0.049 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 1.97 287.1 +0.4905D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 10.50 ft 1 0.051 0.040 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 1.61 234.7 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination +D+L Vertical Reactions Load Combination 1 -MaxUpward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.60D Lr Only L Only 0.1308 5.518 Support notation : Far left is #1 Support 1 Support 2 2.044 2.646 2.044 2.646 1.034 1.433 1.034 1.212 1.961 2.646 1.454 1.632 2.044 2.602 1.729 2.287 0.620 0.727 0.420 0.420 0.927 1.433 Snear Values F'b V fv F'v 3,338.9 2.07 74.8 333.5 0.0 0.00 0.0 0.0 4,645.4 1.17 42.3 464.0 0.0 0.00 0.0 0.0 4,645.4 2.16 78.0 464.0 0.0 0.00 0.0 0.0 4,645.4 0.63 22.9 464.0 0.0 0.00 0.0 0.0 4,645.4 0.52 18.7 464.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: I Wood Beam Project File: Sh~a~er Residence~ L-,-,u=c=#"""': K"'w-..----.-0=50""'1,.,.1sa=2"""', B.,.u""ild~:=20~.2=3~_2""'.1,.,.4----------..E~nv...,.is...,.io-n~E--n"""'gi-ne_e...,.rin_g_, ~ln_c_------------(c~) ENERCALC INC 1983-2022 DESCRIPTION: FB/5 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 6 v D(0.156J L(0.48) 2,900.0 psi 2,900.0 psi 2,900.0 psi 750.0psi 290.0psi 2,025.0 psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Eminbend -xx 1,118.19ksi Density 45.070pcf v f 3.5x11.875 1 Span = 13.50 n Ae_plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1560, L = 0.480 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.741 1 Maximum Shear Stress Ratio = 0.466: 1 Section used for this span 3.5x11 .875 Section used for this span 3.5x11.875 fb: Actual = 2,156.88psi fv: Actual = 135.02 psi F'b = 2,903.37psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.750ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.336 in Ratio= 482>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.454 in Ratio = 356 >=180 Span: 1 : +D+L Max Upward Total Deflection O in Ratio = 0 <180 nla Maximum Forces & Stresses for Load Combinations Load Combination ·Max S ress a IOS ~omenf\lal~ Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu C i Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.215 0.135 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 3.85 561 .7 2,613.0 0.97 35.2 261.0 Length = 0.04927 ft 1 0.003 0.135 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.06 8.2 2,613.0 0.97 35.2 261.0 +O+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.743 0.466 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 14.79 2,156.9 2,903.4 3.74 135.0 290.0 Length = 0.04927 ft 1 0.011 0.466 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.22 31.4 2,903.4 3.74 135.0 290.0 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.484 0.304 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.05 1,758.1 3,629.2 3.05 110.1 362.5 Length = 0.04927 ft 1 0.007 0.304 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.18 25.6 3,629.2 3.05 110.1 362.5 +1.1090 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: [wood Bea"!__ UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FB/5 Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination -1v1axstress Ratios Momeni Values -shear Values Segment Length Span# M V CD CM Ct~Lx CE Cfu C i Cr M fb F'b V fv F'v -- Length = 13.451 ft 1 0.134 0.084 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.27 623.2 4,645.4 1.08 39.0 464.0 Length = 0.04927 ft 1 0.002 0.084 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.06 9.1 4,645.4 1.08 39.0 464.0 +1 .082D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.388 0.243 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.37 1,804.2 4,645.4 3.13 112.9 464.0 Length = 0.04927 ft 1 0.006 0.243 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.18 26.2 4,645.4 3.13 112.9 464.0 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.073 0.045 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.31 337.0 4,645.4 0.58 21.1 464.0 Length = 0.04927 ft 1 0.001 0.045 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.03 4.9 4,645.4 0.58 21.1 464.0 +0.4905D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 13.451 ft 1 0.059 0.037 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 1.89 275.5 4,645.4 0.48 17.2 464.0 Length = 0.04927 ft 1 0.001 0.037 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.03 4.0 4,645.4 0.48 17.2 464.0 Overall Maximum Deflections Load Combination Span Max. "-' Defl Location in Span Load Combination Max. '+' Defl Location in Span +D+L -1-0.4540 6.799 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Max Upward from all Load Conditions 4.381 4.381 Max Upward from Load Combinations 4.381 4.381 Max Upward from Load Cases 3.240 3.240 DOnly 1.141 1.141 +D+L 4.381 4.381 +D+0.750L 3.571 3.571 +0.60D 0.684 0.684 LOnly 3.240 3.240 Project Title: Shrader Residence Engineer: Project ID: Project Descr: [ vyood Bea~ _ UC#: KW-06011582, Build:20.23.2.14 Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c)ENERCALC INC 1983-2022 DESCRIPTION: FHD/1 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade iLevel Truss Joist Parallam PSL 2.2E Fb + Fb - Fe -Prll Fe -Perp Fv Ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0 psi 290.0psi 2,025.0psi E : Modulus of Elasticity Ebend-xx 2,200.0ksi Eminbend-xx 1,118.19ksi Density 45.070pcf Beam Bracing Beam Is Fully Braced against lateral-torsional buckling 0(0.454) Lr(0.265) L(0.31) 3.5x11.875 Span= 12 on Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.4540, Lr= 0.2650, L = 0.310 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.701 1 Maximum Shear Stress Ratio = 0.487: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 fb: Actual = 2,040.31 psi fv: Actual = 141 .24 psi F'b = 2,903.37psi F'v = 290.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.135 in Ratio= 1063>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0 <360 n/a Max Downward Total Deflection 0.392 in Ratio = 367 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max SfressRatlos --Moment Values -shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 12.0 ft 0.469 0.325 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 8.41 1,226.3 2,613.0 2.35 84.9 261.0 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 1 0.703 0.487 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 13.99 2,040.3 2,903.4 3.91 141.2 290.0 +D+Lr 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 0.530 0.367 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 13.18 1,922.1 3,629.2 3.69 133.1 362.5 +D+O. 750Lr+O. 750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 0.650 0.450 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 16.17 2,358.7 3,629.2 4.52 163.3 362.5 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 12.0 ft 0.550 0.381 1.15 1.00 1.00 1.00 1.001 1.00 1.00 1.00 12.59 1,836.8 3,338.9 3.52 127.1 333.5 Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam Project File: Shrader Residence.ec6 UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FHD/1 Envision Engineering, Inc. Maximum Forces & Stresses for Load Combinations Load Combination ~Sress a IOS Segment Length Span# M V CD CM Ct Clx CF Cfu Ci Cr M +1.109D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 12.0 ft 1 0.293 0.203 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 9.33 +1.082D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 12.0 ft 1 0.417 0.289 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 13.28 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 12.0 ft 1 0.158 0.110 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 5.04 +0.4905D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 Length = 12.0 ft 1 0.129 0.090 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.12 Overall Maximum Deflections Load Combination +D+0.750Lr+0.750L Span 1 Max. "-" Def! Location in Span Load Combination Vertical Reactions Load Combination Max Upwar from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+Lr +D+0.750Lr+0. 750L +D+0.750L +0.60D Lr Only L Only 0.3923 6.044 Support notation : Far left is #1 Support 1 Support 2 5.390 5.390 5.390 5.390 2.802 2.802 2.802 2.802 4.662 4.662 4.392 4.392 5.390 5.390 4.197 4.197 1.681 1.681 1.590 1.590 1.860 1.860 (c) ENERCALC INC 1983-2022 ·arues--Shear Values fb 1,360.5 1,937.5 735.8 601.5 F'b V fv F'v 0.0 0.00 0.0 0.0 4,645.4 2.61 94.2 464.0 0.0 0.00 0.0 0.0 4,645.4 3.72 134.1 464.0 0.0 0.00 0.0 0.0 4,645.4 1.41 50.9 464.0 0.0 0.00 0.0 0.0 4,645.4 1.15 41 .6 464.0 Max. "+" Def! Location in Span 0.0000 Values in KIPS 0.000 Project Title: Engineer: Project ID: Shrader Residence Project Descr: [wood Beam Project File: Shrader Residence.ec6 I UC#: KW--06011582, Build:20.23.2.14 DESCRIPTION: FHD/2 Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Propert_ie_s __ Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling D(0.433) Lr(~.24) L(0.31 ) 4x10 Span = 6.0 ft 900psi E : Modulus of Elasticity 900 psi Ebend-xx 1600ksi 1350 psi Eminbend -xx 580ksi 625 psi 180 psi 575psi Density 31.21 pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. --- Beam self weight calculated and added to loading Uniform Load : D = 0.4330, Lr= 0.240, L = 0.310 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.751: 1 Maximum Shear Stress Ratio = 0.431 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 811.46psi fv: Actual = 77.62 psi F'b = 1,080.00psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.025 in Ratio= 2924 >=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.068 in Ratio= 1063>=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio = 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination ~ Stress Raf~ l'ii1omenfValues Shear Values Segment Length Span# M V CD CM Ct CLx CF Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.490 0.281 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.98 476.1 972.0 0.98 45.5 162.0 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 0.751 0.431 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.38 811.5 1,080.0 1.68 77.6 180.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 0.545 0.313 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.06 735.7 1,350.0 1.52 70.4 225.0 +D+0. 750Lr+0. 750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.683 0.392 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.84 922.4 1,350.0 1.90 88.2 225.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.586 0.336 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.03 727.6 1,242.0 1.50 69.6 207.0 Project Title: Shrader Residence ["wood Beam UC#: KW--06011582, Build:20.23.2.14 DESCRIPTION: FHD/2 Engineer: Project ID: Project Descr: Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ral~ ~Values SnearValues Segment Length Span# M V CD CM Ct CLx C Cfu Ci Cr M +1.109D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.0 ft 1 0.306 0.175 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.20 +1.082D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.0 ft 0.444 0.255 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 3.19 +0.60D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.0 ft 1 0.165 0.095 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.19 +0.4905D 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 6.0 ft 0.135 0.078 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.97 Overall Maximum Deflections Load Combination Span Max."-" Dell Location in Span Load Combination +D+0.750Lr+0.750L 1 0.0677 3.022 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward rom all Load Condi=tio_n_s____ 2.5582 -.~5-58 ___ _ Max Upward from Load Combinations 2.558 2.558 Max Upward from Load Cases 1.320 1.320 D Only 1.320 1.320 +D+L 2.250 2.250 +D+Lr +D+0. 750Lr+0. 750L +D+0.750L +0.60D Lr Only L Only 2.040 2.040 2.558 2.558 2.018 2.018 0.792 0.792 0.720 0.720 0.930 0.930 fb F'b V fv F'v 0.0 0.00 0.0 0.0 528.2 1,728.0 1.09 50.5 288.0 0.0 0.00 0.0 0.0 766.7 1,728.0 1.58 73.3 288.0 0.0 0.00 0.0 0.0 285.6 1,728.0 0.59 27.3 288.0 0.0 0.00 0.0 0.0 233.5 1,728.0 0.48 22.3 288.0 Max. "+" Dell Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: Wood Beam UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FHD/3 Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NDS 2018, IBC 2021 , ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fe -Prll Fe -Perp Fv Ft Beam Bracing Beam is Fully Braced against lateral-torsional buckling 0(0 439l Lr(0.27) L{0.25) 4x10 Span • 4.0 ft 900.0psi 900.0psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Em in bend -xx 580.0 ksi Density 31.210pcf Applied Loads __ _ Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.4390, Lr= 0.270, L = 0.250 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.31Q 1 Maximum Shear Stress Ratio = 0.222: 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 334.68psi fv: Actual = 40.02 psi F'b = 1,080.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 2.000ft Location of maximum on span = 3.241 ft Span # where maximum occurs = Span# 1 Span# where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio= 11333 >=360 Span: 1 : Lr Only Max Upward Transient Deflection 0 in Ratio= 0<360 n/a Max Downward Total Deflection 0.013 in Ratio= 3660 >=180 Span: 1 : +D+0.750Lr+0.750L Max Upward Total Deflection O in Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ral1os omenf v'alues ---snear Values Segment Length Span# M V CD CM Ct Clx ~ Cfu ~r M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.221 0.158 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.89 214.5 972.0 0.55 25.6 162.0 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 0.310 0.222 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.39 334.7 1,080.0 0.86 40.0 180.0 +D+Lr 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.255 0.183 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.43 344.3 1,350.0 0.89 41.2 225.0 +D+0.750Lr+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 0.298 0.214 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.67 402.0 1,350.0 1.04 48.1 225.0 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 4.0 ft 1 0.245 0.176 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.27 304.6 1,242.0 0.79 36.4 207.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: [wood Beam UC#: KW--06011582, B_...u""'ild.,..,:2--o,,_2""3".2·.1·4----------,Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 DESCRIPTION: FHD/3 Maximum Forces & Stresses for Load Combinations Load Combination Max S ress Ratios MomenfValues Snear Values Segment Length Span# M V CD CM Ct Clx C Cfu Ci Cr M +1.1090 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.138 0.099 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.99 +1.082O+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.186 0.134 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.34 +0.600 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.074 0.053 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.54 +0.49050 1.00 1.00 1.00 1.200 1.00 1.00 1.00 Length = 4.0 ft 1 0.061 0.044 1.60 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.44 Overall Maximum Deflections Load Combination +O+0.750Lr+0.750L Vertical Reactions Span Max. "." Def! Location in Span Load Combination ----- -----Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases OOnly +O+L +O+Lr +O+0. 750Lr+0. 750L +O+0.750L +0.600 Lr Only LOnly 0.0131 2.015 Support notation : Far left is #1 Support 1 Support 2 1.672 1.672 1.672 1.672 0.892 0.892 0.892 0.892 1.392 1.392 1.432 1.432 1.672 1.672 1.267 1.267 0.535 0.535 0.540 0.540 0.500 0.500 fb F'b V fv F'v 0.0 0.00 0.0 0.0 237.9 1,728.0 0.61 28.4 288.0 0.0 0.00 0.0 0.0 322.2 1,728.0 0.83 38.5 288.0 0.0 0.00 0.0 0.0 128.7 1,728.0 0.33 15.4 288.0 0.0 0.00 0.0 0.0 105.2 1,728.0 0.27 12.6 288.0 Max. "+" Def! Location in Span 0.0000 0.000 Values in KIPS Project Title: Shrader Residence Engineer: Project ID: Project Descr: [ivood Beam LIC#:KW-06011582, Build:20.23.2.14 DESCRIPTION: FHD/4 _____________ Pr_o_je_ct_Fi_le: ~h~ade~ Residence.ec6 J Envision Engineering, Inc. (c) ENERCALC INC 1983-2022 CODE REFERENCES Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set : IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb- Fc -Prll Fe -Perp Fv Ft 900.0psi 900.0psi 1,350.0 psi 625.0psi 180.0 psi 575.0psi E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf Beam Bracing Beam Is Fully Braced against lateral-torsional buckling 0(0104) Lr(0085) 4x12 Span= 8.0 ti Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.1040, Lr= 0.0850 , Tributary Width = 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.20a 1 Maximum Shear Stress Ratio = 0.103: 1 Section used for this span 4x12 Section used for this span 4x12 fb: Actual = 256.86psi fv: Actual = 23.07 psi F'b = 1,237.50 psi F'v = 225.00 psi Load Combination +D+Lr Load Combination +D+Lr Location of maximum on span = 4.000ft Location of maximum on span = 7.066 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.012 in Ratio= 8095 >=360 Span: 1 : Lr Only Max Upward Transient Deflection Qin Ratio= 0<360 n/a Max Downward Total Deflection 0.028 in Ratio= 3483 >=180 Span: 1 : +D+Lr Max Upward Total Deflection O in Ratio= 0 <180 n/a Maximum Forces & Stresses for Load Combinations Load Combination --Max StressRatios Momeni Values She ar Values Segment Length Span# M V CD CM Ct Clx CF Cfu Ci Cr M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 8.0 ft 0.164 0.081 0.90 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.90 146.3 891 .0 0.34 13.1 162.0 +D+Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 0.208 0.103 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.58 256.9 1,237.5 0.61 23.1 225.0 +D+0.750Lr 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 0.185 0.092 1.25 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.41 229.2 1,237.5 0.54 20.6 225.0 +1.109D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 0.102 0.051 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 162.4 1,584.0 0.38 14.6 288.0 +1 .082D 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 8.0 ft 1 0.100 0.049 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 0.97 158.3 1,584.0 0.37 14.2 288.0 Project Title: Shrader Residence Engineer: Project ID: Project Descr: ~ood Beam UC#: KW--06011582, Build:20.23.2.14 Project File: Shrader Residence.a~ E~nv~is~io-n~E~n~gi-ne-e~rin_g_, ,~nc ______________ (c-) E-N-ERCALC INC 1983-2022 DESCRIPTION: FHD/4 Maximum Forces & Stresses for Load Combinations Load Combination ax Stress Ra I0s Segment Length Span# M V +0.60D Length = 8.0 ft 1 0.055 0.027 +0.4905D Length = 8.0 ft 0.045 0.022 Overall Maximum Deflections Load Combination +D+Lr Span 1 CD CM _S_ Clx C 1.00 1.00 1.00 1.100 1.60 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.100 1.60 1.00 1.00 1.00 1.100 Max."-" Defl Location in Span 0.0276 4.029 -rii1oment Values Cfu Ci Cr M fb 1.00 1.00 1.00 1.00 1.00 1.00 0.54 87.8 1.00 1.00 1.00 1.00 1.00 1.00 0.44 71.8 Load Combination Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Cond=it~io_n_s____ 0.790 0.790 Max Upward from Load Combinations 0.790 0.790 Max Upward from Load Cases 0.450 0.450 D Only 0.450 0.450 +D+Lr 0.790 0.790 +D+0.750Lr 0.705 0.705 +0.60D 0.270 0.270 ~~ 0.~ 0.~ Snearv'alues F'b V fv F'v 0.0 0.00 0.0 0.0 1,584.0 0.21 7.9 288.0 0.0 0.00 0.0 0.0 1,584.0 0.17 6.4 288.0 Max. "+" Defl Location in Span 0.0000 Values in KIPS 0.000 • • Wood Beam UC#: KW--06011582, Build:20.23.2.14 DESCRIPTION: FLOOR JOISTS CODE REFERENCES ----- Project Title: Shrader Residence Engineer: Project ID: Project Descr: Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 --------- Calculations per NOS 2018, IBC 2021, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Wood Grade Douglas Fir-Larch No.2 Fb + Fb - Fc -Prll Fe -Perp Fv Ft 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210 pct Beam Bracing Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase v v D(0.017) l(0.053) 2x12 1 Span = 15.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.0170, L = 0.0530 , Tributary Width= 1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.811: 1 Maximum Shear Stress Ratio = 0.249: 1 Section used for this span 2x12 Section used for this span 2x12 fb: Actual = 838.93psi fv: Actual = 44.82 psi F'b = 1,035.00 psi F'v = 180.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.750ft Location of maximum on span = 14.595 ft Span # where maximum occurs = Span# 1 Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.243 in Ratio= 765>=360 Span: 1 : L Only Max Upward Transient Deflection O in Ratio= 0<360 n/a Max Downward Total Deflection 0.338 in Ratio = 550>=180 Span: 1 : +D+L Max Upward Total Deflection Qin Ratio= 0<180 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios omenfValues nearValues Segment Length Span# M V CD CM Ct Clx CF Cfu C i C r M fb F'b V fv F'v DOnly 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.253 0.078 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.62 235.3 931.5 0.14 12.6 162.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.811 0.249 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.15 2.21 838.9 1,035.0 0.50 44.8 180.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.50 ft 0.532 0.163 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.15 1.81 688.0 1,293.8 0.41 36.8 225.0 +1.109D 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.158 0.048 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.69 261.0 1,656.0 0.16 13.9 288.0 +1 .082D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.15 0.0 0.00 0.0 0.0 Length = 15.50 ft 1 0.427 0.131 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 1.87 707.3 1,656.0 0.43 37.8 288.0 Project Title: Shrader Residence • Wood Beam UC#: KW-06011582, Build:20.23.2.14 DESCRIPTION: FLOOR JOISTS Engineer: Project ID: Project Descr: Envision Engineering, Inc. Project File: Shrader Residence.ec6 (c) ENERCALC INC 1983-2022 Maximum Forces & Stresses for load Combinations Load Combination l'v'laxSfressRa I0s ---oment Values Shear Values Segment Length Span # M V CD CM Ct Clx _C~----Cfu Ci Cr +0.60O 1.00 1.00 1.00 1.000 1.00 1.00 1.15 Length = 15.50 ft 1 0.085 0.026 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 +0.49050 1.00 1.00 1.00 1.000 1.00 1.00 1.15 Length = 15.50 ft 1 0.070 0.021 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.15 Overall Maximum Deflections Max. "." Defl Location in Span Load Combination Load Combination +D+L Span 1 ---0.3379 7.807 M 0.37 0.30 Vertical Reactions Load Combination Support notation : Far left is #1 Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases DOnly +D+L +D+0.750L +0.60D LOnly --- Support 1 Support 2 0.571 0.571 0.571 0.571 0.411 0.411 0.160 0.160 0.571 0.571 0.468 0.468 0.096 0.096 0.411 0.411 fb F'b V fv F'v 0.0 0.00 0.0 0.0 141.2 1,656.0 0.08 7.5 288.0 0.0 0.00 0.0 0.0 115.4 1,656.0 0.07 6.2 288.0 Max. "+" Defl Location in Span 0.0000 0.000 Values in KIPS • ENVISION ENGINEERING, INC . 565 PEARL ST. SUITE 209, LA JOLLA, CA 92037 PHONE: (858) 246 7745 ?o..J \'.=oo,\:M~ ~-:-\5C-C fff ;), = +,2S :~4,~'33 'Is (3 1. ''s ✓~,66 c: = --\/S .. I I/ 3 o -= '"2,\" \ '2 ,q4 I 0 CD ;o I\) 0 I\) (.,J ~ I CJ1 CJ1 I\) N ~ en ~ I\J . " NO -00) " ... I\J 0 VIWO "°'C') ~CD ;;:~ ro a,N ow en N Do, c-a. mU1 l> ~ RAMONA LUMBER COMPANY INC. PH: 760-789-1080 FAX: 760-789-4958 425 MAPLE STREET RAMONA, CA 92065 LEONARD@RAMONALUMBER.COM ; fil.@.RAMONALUMBER.COM COVER SHEET TRUSS ENGINEERING JOB# 230129 NAME: SHRADER RESIDENCE ~ ~ C A4 A3 A2 4.5:12 __ <t A1 EXIST RESID 2x6 ~AL FILLIB.O. 16-04-00 4.5:12 0 0 I co 0 I (") ...... ~ .-- ;: __ ,,_ '.:..IJ i.:. . .'..IJ,.J.:J.::n I· :,', -I' -, '•'.J'' ("''···•,•· ••_,J_JJ' .,.._.J !) r ... ..J l a 11'JJJ_,_JI ____, 'Ian provided for truss placement only. Refer to truss calculation and engineering structural drawings for all futhef information. Building designer/engineer of record are responsible for all non truss to truss connections. Building designer/engineer of record to review and approve all designs prior to construction. Job #:230129 Plan: Elev: Name:SHRADER ESIDENCE Address:2413 EL BOSQUE AVE I Drawn By: Ed Lozano Date: 3/17/2023 ' Job Truss Truss Type Qty Ply SHRADER RESIDENCE 2$0129-A A1 Scissor 1 1 Job Reference tontionall R75277765 Ramona Lumber Co .. Inc., Ramona, CA -92065, Run· 8 63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc. Fri Mar 17 16:07·19 ID:xV5wnte?OyK8c25xn? _ nwkza_ Jx-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 -1-6-0 8-2-0 16-4-0 1-6-0 N N "T ,;, "' 6 9 .... 'i ,;, ,.:_ "' ,;, N 0 .;, .;, +I 6 6 0 0-3-8 11 0-3-8 Scale = 1 :39.5 4x6• 8-2-0 12 45 , 8-2-0 7-10-8 3x611 1X4 II 3x6 u 4x811 4 6 3x611 1X4 II 8-2-0 2 L 12 16-0-8 7-10-8 Plate Offsets (X, Y): (2:0-3-0,0-0-6], [3:0-4-15,0-1-4], (4:0-2-8,0-2-0], [6:0-4-15,0-1-4], (7:0-4-15,0-1-4], [8:0-3-0,0-0-6], (11:0-3-0.Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) nla TCDL 17.0 LumberDOL 1.25 BC 0,17 Vert(CT) nla BCLL o.o· Rep Stress Iner YES WB 0.11 Horz(CT) -0.01 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Bir G 2X4 OF No.1 &Bir G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=16-4-0, 8=16-4-0, 10=16-4-0, 11=16-4-0, 12=16-4-0, 13=16-4-0, 16=16-4-0 Max Horiz 2=-39 (LC 10), 13=-39 (LC 10) Max Uplift 2=-86 (LC 12), 8=-86 (LC 12), 10=-48 (LC 12), 11 =-600 (LC 1 ), 12=-48 (LC 12), 13=-86 (LC 12), 16=-86 (LC 12) Max Grav 2=355 (LC 23), 8=355 (LC 24), 10=832 (LC 1), 11=81 (LC 12), 12=832 (LC 1 ), 13=355 {LC 23 ), 16=355 (LC 24) (lb) -Maximum Compression/Maximum Tension 1-2=0/40, 2-3=-44/214, 3-4=-37/133, 4-5=-21106, 5-6=-1/108, 6-7=-33/134, 7-8=-44/214, 8-9=0/40 2-12=-110/82, 11-12=-131/85, 10-11 =-131/84, 8-10=-110/82 3-12=-622/259, 4-11=-109/197, 7-10=-622/259, 6-11=-104/197 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf: h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Corner(3E)-1-6-10 to 1-5-6, Exterior(2N) 1-5-6 to 8--2-0, Corner(3R) 8-2-0 to 11-2-0, Exterior(2N) 11-2-0to 17-10-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 lb uplift at joint 2, 86 lb uplift at joint 8, 48 lb uplift at joint 12, 600 lb uplift at joint 11, 48 lb uplift at joint 10, 86 lb uplift at joint 2 and 86 lb uplift at joint 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 8, 12, 11, 10. 11) This truss design requires thal a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ,A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 5/1912020 BEFORE USE. Design vahd for use only with MfTek® connectors This design is based only upon parameters shown, and is for an individual bu1ld1ng component, no1 (loc) - - 8 l a truss system Before use, the bu1ld1ng designer must verify the applicability of design parameters and properly incorporate this design into the overall buIldIng design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is atways required for stabIhty and to prevent collapse with possible personal lnJury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracmg of trusses and lruss systems, see ANSVTP/1 Quality Criteria, DSB·89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Cram Highway, Suite 203 Waldorf, MO 20601 I/deft n/a n/a n/a Ud 999 999 n/a 17-10-0 1-6-0 9 4x6= PL.ATES GRIP MT20 220/195 Weight: 77 lb FT= 10% March 20,2023 Nii Milek Milek USA, Inc 400 Sunrise Avenue, Suite 270 Roseville CA 9566, ' Job Truss Truss Type Qty Ply SHRADER RESIDENCE R75277767 2~0129-A A2 Common 1 1 Job Reference lontional\ Ramona Lumber Co .. Inc., Ramona, CA -92065, Run: 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 MiTek Industries, Inc Fri Mar 17 16:07:20 ID:xV5wnte?OyK8c25xn?_nwkza_Jx-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7J4zJC?f Page 1 -1-6-0 4.5.5 8-2-0 11-10-11 16-4-0 1-6-0 4.5.5 3-8-11 3-8-11 4.5.5 I 11-10-0 I 1-6-0 12 45, 4x5= 4 MT20 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS N 0 fI 0 3x8= 3x5= 8-2-0 8-2-0 Scale= 1 :36.3 Plate Offsets (X, Y): [2:0-0-9,Edge], [6:0-0-9,Edge] Loading (psf) Spacing 2-0-0 CSI DEFL in TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.06 TCDL 17.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.22 BCLL o.o· Rep Stress Iner YES WB 0.22 Horz(CT) 0.04 BCDL 10.0 Code IBC2021fTPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS OTHERS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1 &Bir G 2X4 DF No.1 &Bir G 2X4 DF Stud/Std G 2X4 DF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 6=0-3-8 Max Horiz 2=-41 (LC 10) Max Uplift 2=-94 (LC 12), 6=-94 (LC 12) Max Grav 2=882 (LC 1 ), 6=882 (LC 1) (lb). Maximum Compression/Maximum Tension 1-2=0/40, 2-3=-1565/322, 3-4=-1168/222, 4-5=-11681222, 5-6=-15651322, 6-7=0140 2-8=-228/1442, 6-8=-237/1442 4-8=-15/539, 5-8=-448/167, 3-8=-448/167 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45fl; L=24ft; eave=4ft; Cat. It; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-10 to 1-5-6, Interior (1) 1-5-6 to 8-2-0, Exterior(2R) 8-2·0 to 11-2-0, Interior (1) 11-2-0 to 17-10-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlfTPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 6. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard _&WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll,7473 rev 5119/2020 BEFORE USE. Design valid for use only with Milek® connectors This design is based only upon parameters shown, and 1s for an individual bu1ld1ng component. not (loc) 8-32 8-32 6 a truss system Before use the buitding designer must venfy the appllcab1hty of destgn parameters and proper1y incorporate this design into the overall building design Braemg indicated Is to prevent buckling of 1ndivldual truss web and/or chord members only, Additional temporary and permanent bracing ,s always required for stabihty and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Ptate Institute, 2670 Cra,n Highway, Suite 203 Waldorf. MO 20601 16-4-0 8-2-0 1/defl Ud PLATES GRIP >999 240 MT20 220/195 >890 180 n/a n/a Weight: 82 lb FT= 10% March 20,2023 Nii JJMiTek· iTek USA, tnc 00 Sunrise Avenue. Suite 270 ,eOSOV=il,,,le,._C,,..Aa...e,9566<=1'----- 7 ' Job Truss Truss Type Qty Ply SHRADER RESIDENCE R75277768 :Z\30129-A A3 Common 1 1 Job Reference lootional1 Ramona Lumber Co., Inc, Ramona, CA -92065, Run. 8.63 S Nov 19 2022 Print. 8.630 S Nov 19 2022 Milek Industries, Inc. Fri Mar 17 16:07 20 ID.xV5wnte?OyK8c25xn? _nwkza _Jx-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page 1 -1-6-0 4-5-5 8-2-0 11-10-11 1-6-0 4-5-5 3-8-11 3-8-11 N 'f (") 3x5= Scale = 1 :36.3 Plate Offsets (X, Y): [2:0-0-9,Edge], (6:0-0-9,Edge] Loading (psi) Spacing 2-0-0 TCLL (roof) 20.0 Plate Grip DOL 1.25 TCDL 17.0 Lumber DOL 1.25 BCLL o.o· Rep Stress Iner YES 12 4.5 , 8-2-0 8-2-0 CSI TC 0.18 BC 0.39 WB 0.22 4x5= 4 3x8= DEFL Vert(LL) Vert(CT} Horz(CT} in -0.06 -0.22 0.04 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X4 OF No.1 &Btr G 2X4 OF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size} 2=0-3-8, 6=0-3-8 Max Horiz 2=-41 (LC 10) Max Uplift 2=-94 (LC 12), 6=-94 (LC 12) Max Grav 2=882 (LC 1 ), 6=882 (LC 1) (lb) -Maximum Compression/Maximum Tension 1-2=0/40, 2-3=-1565/322, 3-4=-11681222, 4-5=-1168/222, 5-6=-1565/322, 6-7=0/40 2-8=-228/1442, 6-8=-23711442 4-8=-151539, 5-8=-4481167, 3-8=-4481167 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-16; Vult=110mph (3-second gust} Vasd=87mph; TCDL=6.0psf: BCDL=6.0psf; h=25ft: B=45ft; L=24ft; eave=4ft: Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E}-1-6-10 to 1-5-6, Interior (1) 1-5-6 to 8-2-0, Exterior(2R) 8-2-0 to 11-2-0, Interior (1) 11-2-0 to 17-10-10 zone: cantilever left and right exposed : end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard A WARNING -Verify design parameters end READ NOTES ON THIS ANO INCLUDED MlTEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design vahd for use only wrth Milek® connectors. This d~gn Is based only upon parameters shown, and is for an md,viduat building component, not (loc) 8-14 8-14 6 a truss system Before use, the building designer must venfy the appllcabillty of design parameters and prope<1y incorporate this design into the overall building design Bracing indicated is to prevent buckling of indiv1dual truss web and/or chord members only Additional temporary and permanent bracing 1s alwc1ys required for stabihty and to prevent collapse with possible personal inJury and property damage For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPl1 Quality Criteria, DSB-89 and SCSI Building Component Safety lnfonnation available from Truss Plate tnst1tute, 2670 Cram Highway, Suite 203 Waldorf. MO 20601 16-4-0 8-2-0 I/defl Ud >999 240 >890 180 n/a n/a 16-4-0 17-10-0 4-5-5 1-6-0 3x5= PL.ATES GRIP MT20 220/195 Weight: 65 lb FT = 10% March 20,2023 Nii' Milek MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 9566, 7 ___J ' Job Truss Truss Type Qty Ply SHRADER RESIDENCE 2 R75277764 2-30129-A A4 Common Girder 1 Job Reference lootional\ Ramona Lumber Co., Inc., Ramona, CA -92065, Run 8.63 S Nov 19 2022 Print: 8.630 S Nov 19 2022 Milek Industries, Inc Fri Mar 17 16:07:20 ID:Phll?Dld9FT?ECg7LiVOTxza_Jw-RIC?PsB70Hq3NSgPqnl8w3ulTXbGKWrCOoi7J4zJC?I Page 1 N 4x10 :;E Scale = 1 ·30.2 4-5-5 4-5-5 4-5-5 4-5-5 12 4.5 r 3x6 n 8-2-0 11-10-11 3-8-11 3-8-11 4x611 3 7X10 C 8-2-0 11-10-11 3-8-11 3-8-11 Plate Offsets (X, Y): [1:0-1-8,0-0-41, [2:0-2-0,0-1-6), [4:0-2-0,0-1-8), [5:0-1-6,0-0-4), [6:0-4-4,0-1-8). [7:0-5-0,0-4-6), [8:0-4-4,0-1-6] Loading (psf) Spacing 2-0-0 CSI OEFL in (loc) TCLL (roof) 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL} -0.02 TCDL 17.0 Lumber OOL 1.25 BC 0.67 Vert(CT) -0.45 BCLL o.o· Rep Stress Iner NO WB 0.53 Horz(CT) 0.13 BCDL 10.0 Code IBC2021/TPl2014 Matrix-MS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 OF No.1 &Btr G 2X6 OF SS G 2X4 OF Stud/Std G •except* 7-3:2X4 OF No.1&Btr G Structural wood sheathing directly applied or 3-11-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. (size) 1=0-3-7, 5=0-3-7 Max Horiz 1 =34 (LC 7) Max Grav 1 =4443 (LC 1 }, 5=4443 (LC 1} (lb)-Maximum Compression/Maximum Tension 1-2=-9701/0, 2-3=-6719/0, 3-4=-6719/0, 4-5=-9701 /0 1-6=0/9012, 7-8=0/9012, 6-7=0/9012, 5-6=0/9012 2-6=0/1965, 2-7=-301410, 3-7=014386, 4-7=-3014/0, 4-6=0/1965 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-6-0 oc. Bottom chords connected as follows: 2x6 -2 rows staggered at 0-6-0 oc. Web connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front {F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1 .60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease=1.25, Plate lncrease=1 .25 Uniform Loads (lb/ft} Vert: 1-3=-74, 3-5=-74 , 1-5=-470 (F=-450) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7◄73 rev. 5119/2020 BEFORE USE. Design vahd for use only with Milek® connectors This design 1s based only upon parameters shown. and 1s for an individual building component, not 7 6-7 5 a truss system Before use. the building designer must venfy the applicabHi1y of design parameters and properly incorporate this design into the overall building design Bracing indicated 1s to prevent buckling of individual truss web and/or chord members only Addrtional temporary and permanent braetng 1s always required for stability and to prevent collapse with possible personal inJury and property damage For general guidance regarding the fabricat,on, storage, dehvery, erection and bracing of trusses and truss systems. see ANSVTPl1 Quality Criteria, DSB•B9 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Surte 203 Waldorf, MO 20601 16-4-0 4-5-5 3x6 II 4x10 = 16-3-15 4-5-5 I/defl Ud PLATES GRIP >999 240 MT20 220/195 >439 180 nla n/a Weight: 151 lb FT= 10% March 20,2023 11'~ 400 Sunnse Avenue, Suite 270 -----'--"R,,,ose""-v~,cAc.e9o,566"""-1 __ _ j Job ' Truss Truss Type Qty Ply SHRADER RESIDENCE R75277766 2,30129-A A Scissor 5 1 Job Reference (ontional\ Ramona Lumber Co., Inc , Ramona, CA• 92065, Run: 8.63 S Nov 19 2022 Print. 8.630 S Nov 19 2022 MiTek Industries, Inc. Fn Mar 1716:07:17 IO:T JXYaXdNdeCH?uWIEITYOWza_ Jy-RfC?PsB70Hq3NSgPqnL8w3ulTXbGKWrCDoi7 J4zJC?f Page: 1 -1-6-0 1-6-0 N ~I 0 3x5"' 0-3-8 1 1 0-3-8 Scale = 1.38.6 Plate Offsets (X, Y): (2:0-2-5,0·0·9], [6:0-2-5,0-0-9] Loading (psi) Spacing TCLL (roof) 20.0 Plate Grip DOL TCDL 17.0 Lumber DOL BCLL o.o· Rep Stress Iner 4-7-8 4-7-8 2-0-0 1.25 1.25 YES 12 4.5 , 8-2-0 7-10-8 8-2-0 3-6-8 CSI TC BC WB 4x5= 4 0.17 0.42 0.41 11-8-8 3-6-8 DEFL in Vert(LL) -0.09 Vert(CT) -0.37 Horz(CT) 0.17 BCDL 10.0 Code IBC2021/TPl2014 Matrix-AS LUMBER TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD REACTIONS FORCES TOP CHORD BOT CHORD WEBS NOTES 2X4 DF No.1&Btr G 2X4 DF No. 1 &Btr G 2X4 DF Stud/Std G Structural wood sheathing directly applied. Rigid ceiling directly applied. (size) 2=0-3-8, 6=0-3-8 Max Horiz 2=-41 (LC 10) Max Uplift 2=-94 (LC 12), 6=-94 (LC 12) Max Grav 2=882 (LC 1 ), 6=882 (LC 1) (lb). Maximum Compression/Maximum Tension 1-2=0/40, 2-3=-2515/469, 3-4=-1936/301, 4-5=-1936/294, 5-6=-2515/475, 6-7=0/40 2-8=-372/2370, 6-8=-387/2370 4-8=-58/1004, 5-8=-598/218, 3-8=-598/219 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.0psf: BCDL=6.0psf; h=25ft: B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Enclosed; MWFRS (directional) and C-C Exterior(2E)-1-6-10 to 1-5-6. Interior (1) 1-5-6 to 8-2-0, Exterior(2R) 8-2-0 to 11-2-0, Interior (1) 11-2-0 to 17-10-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-06-00 tall by 2-00-00 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 2 and 94 lb uplift at joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1 /2" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard ,,A_ WARNING -Vonfy de,ign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7•73 rev. 5/1912020 BEFORE USE Design vahd for use only with MiTek® connectors. This design Is based only upon parameters shown, and 1s for an individual bulldlng component. not 16-0-8 7-10-8 (loc) 8 8-14 6 a truss aystem Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall buildmg design. Bracing 1nd1cated is to prevent buci<hng of individual truss web and/or chord members only Additional temporary and permanent bracing 1s atways required for stabllity and to prevent collapse wi1h possible persona\ injury and property damage For general guidance regarding the fabrication, storage. dehvery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quafity Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate lnstltu1e, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 16-4-0 17-10-0 4-7-8 1-6-0 7 3x5:: 1/defl Ud PLATES GRIP >999 240 MT20 220/195 >533 180 n/a n/a Weight: 63 lb FT= 10% March 20,2023 111- 1 Mffek USA. Inc -----~•=R~S:v~l~~is~:;~· Suite 270 __J Symbols PLATE LOCATION AND ORIENTATION ~ Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-~, ... from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION ~ Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI 1: National Design Specification for Metal DSB-89: BCSI: Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 ~ dimensions shown in ft-in-sixteenths I (Drawings not to scale) 2 3 TOP CHORDS C2-3 0 0:: 'I' 0 0 -0:: I u 0 u I Cl. u 0 Cl. ..... 0 C7-11 C&-7 Cs-6 ..... BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311 , ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved_J --I 1111· MiTeke £ General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSlfTPI 1 7. Design assumes trusses will be suitably protected from the environment in accord with ANSlfTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSlfTPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. I MiTek Engineering Reference Sheet: Mll-7473 rev. 511_9_12_0_2_0 ___ __._ __ _ --■1· Milek® Re: 230129-A SHRADER RESIDENCE MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Ramona Lumber Co., Inc .. Pages or sheets covered by this seal: R75277764 thru R75277768 My license renewal date for the state of Califo rnia is September 30, 2024. March 20,2023 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1. Chapter 2. AUGUST 1, 2016 d□® == == CALIIIP • SUB GIRDER CALI-IIP <t GIRDER SUPPORT OF B.C. OF STANDARD OPEN END MIi OPEN JACK-BLOCKS JACK USING PRESSURE BLOCKS - MiTek USA. Inc. Loading (PSF): BCDL 10.0 PSF MAX Carrier truss ◄ 2x4 bot. chord of jack .► ,, ' :l. ~ . .:.. _ __j '.,-:___2-(0.131" X 3" MIN., liJAILS (typ) 2x4 block between jacks, nailed to carrier bcl1 w/6 (0.131" X 3" MIN.) nails spaced at 3" o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER • jack truss (typ) BC of carrier truss ' \_ 2-(0.131" X 3" M IN.) NAILS (typ) ~ BOTTOM CHORD OF OPEN END JACK 2x4 block between jacks, nailed to carrier BC w/ 6-(0.131" X 3" MIN.) NAILS @ 3" o.c. -\- 24" TYP ~ Page 1 of 1 18/2022 ---------r S~PTEMBER 1, 2021 Standard Gable End Detail ---___ I MII-GE110-001 Milek USA, Inc. Page 1 of 2 Typical _x4 L-Brace Nailed To MDU@[rf ~ A M1Tllk. Atfibate 2,~~7::oc Vertical Stud ---- (4) -16d Nails ...___ --/ DIAGONAL B!V,CE 16d Nails DIAGONAL BRACE 4'-0" 0 .C MAX SECTION B-B ~USS GEOMETRY AND CONDITIONS 7 l...:'.'.OWN ARE FOR ILLUSTRATION ONLY 12 ~ Varies to Common Truss (2) -10d Nails into 2x6 r SECTION A-A Spaced 6" o c. 2x6 Stud or ~~ 2x4 No.2 of better ........._____ Typical Horizontal Brace Nailed To 2x Verticals w/(4)-10d Nails 2 tud PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED TOENAIL BLOCKING I SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) -10d NAILS. * -Diagonal Bracing Refer to Section A-A NOTE ** -L-Bracing Refer to Section B-B 1 MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A-A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240 B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. NAILS DESIGNATED 1 0d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") (4) -8d (0.131" X 2.5") NAILS MINIMUM, PL YWOOO, SHEATHING TO 2x4 STD OF/SPF BLOCK L__:: 1'-3" 14 Max. (2) -1 Od NAILS s@ 24" o.c. /~ ,Y • / ~\/✓ ✓sDIAGONAL BRACE SPACED 48" O.C. D1ag. Brace 1/ ATTACHED TO VERTICAL WITH (4)-16d at 1/3 point~ NAILS AND ATTACHED if needed -----j" ~o BLOCKING WITH (5)-10d NAILS End Wall HORIZONTAL BRACE ---(SEE SECTION A-A) Minimum Stud Stze Species Stud Spacing Without 1x4 2x4 DIAGONAL BRACES AT I + 2 DIAGONAL Brace L-Brace L-Brace 1 BRACE ~3 POINTS and Grade 'X4 OF/SPF Std/Stud 12" 0.C. ·x4 OF/SPF Std/Stud 16" O.C. :x◄ OF/SPF Std/Stud 24" 0.C. Maximum Stud Length 4-1-3 4-4-5 [6-2-0 ~2-7 4-6~3 5-0-7 I 7-1-7 u -o-s 3-5-8 3-6-1_1_ 5-0-7 6-10-15 * Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I-braces attached to both edges. Fasten T and 1 braces to narrow edge of web with 10d nails 8" o.c., with 3" minimum end distance. Brace must cover 90% of diagonal length. \IAX MEAN ROOF HEIGHT= 30 FEET CATEGORY II BUILDING EXPOSURE B or C ",$CE 7-98, ASCE 7-02, ASCE 7-05 110 MPH I ~ 12-3-10 10-4-7 13-6-8 I\SCE 7-10, ASCE 7-16 140 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING DURATION OF LOAD INCREASE : 1.60 CONNECTION OF BRACING IS BASED ON MWFRS /18/2022 AUGUST 1, 2016 Ej ® MiTek USA, Inc. ~m~ A MITek Af111111t REPLACE A MISSING STUD ON A GABLE TRUSS 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION MII-REP15 MiTek USA, Inc. OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL (CUT TO FIT TIGHT) 12" MAX Page 1 of 1 24" MAX ATTACH 8" X 12" X 7/16" O.S.B. OR PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE FACE OF TRUSS WITH FIVE 6d (0.113" X 2"} NAILS INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) COMMON THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING : 40-10-0-10 (MAX) LOAD DURATION FACTOR : 1.15 SPACING : 24" O.C. (MAX) TOP CHORD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH :3/12-12/12 BEARING : CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES 18/2022 l' DETAIL FOR coMMoN AND END JACKS r MII/COR -8 -20psf iMAx LOADING (psi) 1 SPACING 2-0--0 BRACING 7/9/2015 PAGE 1 1 MiTeklndustries. Inc. Corona Ca. ® TCLL 20.0 Plates Increase 1.2s TCDL 16.0 Lumber Increase 1.2s TOP CHORD Sheathed. BCLL o.o I Rep Stress Iner YES BOT CHORD Rigid ceiling directly applied. BCDL 10 .0 _.1__ -------+- -- T,F.NGTF. or F:XTF.NSION 1 r MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 DF-L No.1 &BTR ~OT CHORD 2 X 4 DF-L No.1 &BTR AS DESIG~ REQ'P 20'-0" MAX -2-0-0 NOTE: TOP CHORD PITCH: 3/12~8/12 BOTTOM CHORD PITCH: 0/12~4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. M-3x3 SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE WI (.131"X3.0" MIN) NAILS@3" O.C. 2 ROWS 8--0-0 I SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3,5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (6'.162"DIA. X 3.5" LGT) TOE NAILS ----2-0-0 -EX7, -2-0-~ M-3x3 b-C,--0 4-0-~ t EXT. 2-0-0 I 8--0-0 8-0-0 EXT. 2-0-0 - BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. 8-0-0 5:XT. _J.,j 2-0-0 I I C.ONN Wlo • a COMM,)N Wl!lf 10 16:':ult. X j ~ LC1 TO[ r..~,, S -----, CONN. W/2 16d COMMON WIRE(0.162"0IA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIIISAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. 1 j 18/2022 A. WARNINO • Verify dutgn parameters and R~ NOTES ON THIS AND INCLUDED MTTEIC RETERENCE PAGE .ltDJ 74 73 llEFOR.£ USE. ~ 2SO Kk.ig Circle Design valid tor use only with Mile< connectors This design ts based onlv upon parameters shown. ond is for an ndrv1duol bu~d1ng component Corona. CA, 92879 Apohcobility of design poromcn·ers and prC>pe~ inc.orporat.on of compone"\I s respons1b1hiy ol bu1ld1ng oe~1gner • not truss designer 8roctng shown ts tor lofel'ol support o' individual web 1T1emben only Add1t10nol temporary bracing to :nsuro stability durng constrvct1on ,s :he resp:>ns1bal1ty of the erector Adott10nol permanent brucing ol the overall stn.cture h the rcsponslbd1ty ot the buUoing designer. For general guidance regordIrig lcbncohon, ouooly co,trol sl01oge, delivery, erechon end broclng, consult ANSI/TPll Quality Crtlerla. DSB-8' and ICSll lulldlng Component Scrf•ty Information ovoi oble lrom Truss Plate lris·1tute. 583 D'Onofrio Dr,ve. Madison. WI S3719 ----------• - ------r [ __ CORNER RAFTER 8'-0" SETBACK \MI i/SAC -9 -8S8 20-14-2 7/17/2014 PAGE 1 l _L -~ -----NII J.. @ MINIMUM GRADE OF LUMBER TOP CHORD:2X4 NO.1 & BTR DF-L-GR BOT CHORD:2X4 NO.1 & BTR DF-L-GR STR. INC.: LUMB= 1.25 PLATE= 1.25 REPETITIVE STRESSES NOT USED LOADING (PSF) L D TOP 20 14 SPACING : 24.0 IN. O.C. NO. OF MEMBERS = 1 NOTE: 1. ALL CONNECTIONS TO SUPPORTS BY OTHERS 2. ALL PLATES ARE MITEK MT20 3-0-0 -..... L- 8'-0" SETBACK --~- <t.--fi y • • + 12 2.83~5.66c:::::7'" I 1 EXTENSION- SUPPORTS SHALL BE PROVIDED ALONG EXTENSION @ 5'-8" O.C. M 203 PLF SPLICE MAY BE LOCATED ANYWHERE IN THE EXTENSION 3x10 splice plates may be replaced with 22" 2x4 OF No.2 or btr. scab o one face with.1 31x3 min. nails @ 3" o.c. 2 rows ► MiTek Industries, Inc. Western Division 3x6 (TYP.) UNIFORMLY DISTRIBUTED 6 6 _. .----::-----SUPPORT X --..,... I .-'.'"1..--\ :~ j ...., ;:-..... "-. 1/2" GAP MAXIMUM BETWEEN _. ....-,..-• -~ SUPPORT AND END OF RAFTER ... -"'_> , ---:-pt' ---~~-....,.... -V -t--"' _ SUPPORT ....,....__...-::::.rr ~-_-R= 768 + EXT R= 326 • OH. LENGTH OF HEEL PLATE~ (MIN. 4") 11-3-12 A WARNING• Ven/JI design parameters and RBA.D NOT&S ON THJS AND JNCJ.,UD.1$D MJTEK REFE;M.ENCE PAGE MII-74 73 BEFORE USE, Design vobd tor uu, onty w-tn Milek: connecton fh1s design i$ oosed only l.tPQ!'\ pcramc·ers st-own. Or"ld is tor on individual ovildhg component. Appltcobility of design paromenle1s ond p,op¥r incorporation of component is responsibiMv ot bl.1ldino des gner • ro11ruu designar, Mroc,ng shown ii lor lo·e,ol support of individual web members o,,ty Additional tempotary bracing to insure slobi~ty during ccnstrucfcn is the responsiblhty ot thfll! erec·or. Additional pe"t'r'onent bracing of the overall structure IS tl"c responsibility of the building designe•. FOf general guidance regordirg tooricohon. ciuality control. storage, delivery erection and bracing. coruut-ANSI/T,11 Quality Crff•rfa, DSl--89 dhd BCSll Buldlng Compon•nt Safety lnformaHon ovoilob~ from Trun Plate lrslitute. 583 D'Onofro Drive, lliodiion, WI ~3/ 1 9. 18/2022 Cnrus Heigh!•. CA. 9561 7777 Greenbotk Lane 1111. Suite 109 Milek• AF;>RIL 12, 2019 [__JL_--=i ® CONVENTIONAL VALLEY FRAMING DETAIL MII-VALLEY1 LO == == MiTek USA, Inc. ~f~1;J~·Q~.[TIJ A MfTek Atfili1te I I I I I I • ,, I • ,, ,, I RIDGE BOARD ( SEE NOTE #6 ) ,' ' I POST MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS VALLEY PLATE ( SEE NOTE #4 ) VALLEY RAFTERS ( SEE NOTE #2) ,, ,, ( SEE NOTE #8 ) PLAN DRAWING r PLAN SECTION GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. POST ( SEE NOTE #8 ) TRUSS MUST BE SHEATHED 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF THE ( a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ' TRUSS TYPICAL ( 24•0.c. l NOTE: POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. GABLE END, COMMON TRUSS OR GIRDER TRUSS 48" O.C. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD= 15 PSF (MAX) D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10, ASCE 7-16115 MPH (MWFRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C .. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH ( 4) 10d (0.131" X 3") NAILS. FASTEN POST TO ROOF SHEATHING WITH ( 3) 10d (0.131" X 3") TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C .. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH ( 3) 16d (0.131" X 3.5") TOE-NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3) 16d (0.131" X 3.5") TOE-NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.C ( OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (0.131" X 3") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH ( 2) 16d (0.131" X 3.5") NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE-ASSEMBLED ( 2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d (0.131" X 3") NAILS 6" O.C .. 18/2022 QCTOBER 28, 2016 STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD MII-REP10 r-o == == □ R VERTICAL STUDS@ 48" O.C .. ATTACHED WITH ( 3) -10d (0.131" X 3") NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, OF OR SP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) -f 'i ' I , 2 x 4 NO. 2 (OR BETTER) SPF, HF, OF OR SP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING= 24" O.C.) MiTek USA, Inc. Page 1 of 1 REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. 6. FILLER MAY EXTEND FOR FULL LENGTH OF TRUSS. /18/2022 ~UGUST 1 , 2016 c=Jc=@ L-BRACE DETAIL MIi -L-BRACE DD == == __J MiTek USA, Inc. ~~ A MITH Afflllote Nailing Pattern L-Brace size 1x4 or 6 2x4,6,or8 Nail Size Nail Spacing WEB Nails 10d(0.131"X3") 8"o.c. 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of L-Brace (On Two-Ply's Nail to Both Plies) Nalls SPACING --" --" L-BRACE Section Detail ~ ~ -.E---L-Brace 'Web MiTek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. Web Size 2x3 or 2x4 2x6 2x8 L-Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing 1x4 1x6 2x8 2 ••• "' DIRECT SUBSTITUTION NOT APLICABLE. Web Size 2x3 or 2x4 2x6 2x8 L-Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing 2x4 2x6 2x8 2 •·• DIRECT SUBSTITUTION NOT APLICABLE. L-Brace must be same species grade (or better) as web member /18/2022 AUGUST 1, 2016 C:=JCJ @ □:J =-== LJ Milek USA, Inc. ~~] A MITlk Atffllata SCAB-BRACE DETAIL Note: Scab-Bracing to be used when continuous lateral bracing at midpoint (or T-Brace) is impractical. Scab must cover full length of web+/-6". ••• THIS DETAIL IS NOT APLICABLE WHEN BRACING IS ••• REQUIRED AT 1/3 POINTS OR I-BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 1 0d (0.131" X 3") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nalls Section Detail ~ BgB -Scab-Brace / '-._ Web Scab-Brace must be same species grade (or better) as web member. MI I-SCAB-BRACE MiT ek USA, Inc. Page 1 of 1 18/2022 A,UGUST 1, 2016 c:=Jc=J @) T-BRACE / I-BRACE DETAIL WITH 2X BRACE ONLY MII-T-BRACE 2 □n r-= = □ MiTek USA, Inc. ~•~o~r~·fil~ A MITelr. AffiU11le T-Brace size Nailing Pattern Nail Size MiTek USA, Inc. Page 1 of 1 Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace / I-Brace must cover 90% of web length. Note: This detail NOT to be used to convert T-Brace / I-Brace webs to continuous lateral braced webs. Nail Spacing Brace Size for One-Ply Truss Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 1 0d (0.131" X 3") 6" o.c. Web Size 2x3 or 2x4 2x6 2 Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) Nails -'"' -\- ---¾- ___., ~ SPACING Jr ...--1 -\- WEB --"' -\- ..-1 T-BRACE Nalls Section Detail T-Brace Web NaU•~- w~/-- Nails I-Brace 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x6 I-Brace 2x8 2x8 T-Brace 2x8 I-Brace Web Size 2x3 or 2x4 2x6 2x8 Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing 2 2x4 T-Brace 2x4 I-Brace 2x6 T-Brace 2x6 I-Brace 2x8T-Brace 2x8 I-Brace T-Brace / I-Brace must be same species and grade (or better) as web member /18/2022 AUGUST 1 , 2016 T-BRACE / I-BRACE DETAIL MIi -T-BRACE ED ® Note: T-Bracing / I-Bracing to be used when continuous lateral bracing is impractical. T-Brace I I-Brace must cover 90% of web length. MiTek USA, Inc. Page 1 of 1 c....:.:.....:;= t.___Jl-........1 I_J MiTek USA, Inc. ~iJJ~[ID A Mrrtk Atfflllte Note: This detail NOT to be used to convert T-Brace I I-Brace webs to continuous lateral braced webs. Brace Size Nailing Pattern for One-Ply Truss T-Brace size 1x4 or 1x6 Nail Size Nail Spacing 1 0d (0.131" X 3") 8" o.c. Specified Continuous Rows of Lateral Bracing 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Web Size 2x3 or 2x4 2x6 2 Note: Nail along entire length of T-Brace / I-Brace (On Two-Ply's Nail to Both Plies) 1 x4 (*) T-Brace 1 x4 (*) I-Brace 1 x6 (*) T-Brace 2x6 I-Brace WEB Nails Nails---- Web-l Nails/ Nails ,.-1 -\" --1" 2x8 2x8 T-Brace 2x8 I-Brace Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing -"' ~ SPACING Web Size 2 'r ~ Section Detail T-Brace Web I-Brace 2x3 or 2x4 --' 2x4 T-Brace 2x4 I-Brace 2x6 2x6 T-Brace 2x6 I-Brace ...--\ 2x8 -I" 2x8 T-Brace 2x8 I-Brace ..A ~ T-BRACE 18/2022 T-Brace / I-Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/I-Brace For SP truss lumber grades up to #1 with 1 X_ bracing material, use IND 55 for T-Brace/I Brace DECEMBER 4, 2019 STANDARD PIGGYBACK TRUSS CONNECTION DETAIL MiTek USA, Inc. ~,.E~BV !9i i fl~ ~w A MITetii ANill■ta ® A· PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) (0.131" X 3.5") TOE-NAILED. B · BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C -PU RUNS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) (0.131 " X3.5") NAILS EACH. D -2 X _ X 4'-0" SCAB, SIZE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, MIN GRADE #2, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF (0.131" X 3") NAILS@4"O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 115 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 116 MPH TO 160 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ll E-FOR WIND SPEEDS BETWEEN 116AND 160 MPH.ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72"O.C. W/(4) (0.131" X 1.5") NAILS PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5'' EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REO. REGARDLESS OF SPAN) WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PL.ATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTED ABOVE E A B MII-PIGGY-7-10 MiTek USA, Inc. Page 1 of 1 MAXIMUM WIND SPEED= REFER TO NOTES D AND ORE MAX MEAN ROOF HEIGHT= 30 FEET MAX TRUSS SPACING a 24 "O.C. CATEGORY II BUILDING EXPOSURE B or C ASCE 7-10 DURATION OF LOAD INCREASE: 1.60 DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. C D This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint FOR ALL WINO SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PL.ATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) (0.131" X 1.5") PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. and diagonal bracing requirements. VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL 2) ATTACH 2 x __ x 4'·0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. /18/2022 MAY 7, 2019 LATERAL TOE-NAIL DETAIL MIi-TOENAiL CJC::::J @ 00 c...== == MiTek USA, Inc. ~~] A MiTek Aftnlatl MiTek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW (2x4) 3 NAILS SQUARE CUT SIDE VIEW (2x3) 2 NAILS Page 1 of 1 TOE-NAIL SINGLE SHEAR VALUES PER NOS 2018 (lb/nail) NEAR SIDE ---•·······~ FAR SIDE NEAR SIDE -NEARSIDE DIAM. SP OF HF SPF SPF-S (!J .131 88.1 80.6 69.9 68.4 59.7 z .135 93.5 85.6 74.2 72.6 63.4 0 ....J "' .162 118.3 108.3 93.9 91.9 80.2 C'i (!J .128 84.1 76.9 z 66.7 65.3 57.0 0 ....J .131 88.1 80.6 69.9 68.4 59.7 "' .148 106.6 97.6 84.7 82.8 72.3 C\I C'i (!J .120 73.9 67.6 58.7 57.4 50.1 z 0 .128 84.1 76.9 66.7 65.3 57.0 ...J 6 .131 88.1 80.6 69.9 68.4 59.7 C'i .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1 .15: 3 (nails) X 91 .9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity U2 U2 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY 45 DEGREE ANGLE BEVEL CUT 45.oo· / / SIDE VIEW (2x3) 2 NAILS ----, NEAR SIDE ----t NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE ····-····~ FAR SIDE SIDE VIEW (2x6) 4 NAILS ----1 NEAR SIDE ••••• ····i FAR SIDE ____, NEAR SIDE ····-·•·i FAR SIDE L 3 0.00° I SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE _'!/ U3 /18/2022 MAY 7, 2019 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP OF® == == LJ Milek USA, Inc. ~ ~~Br.r;:;J.ri,\ o ~~ AMrretAftlUIN MiTek USA, Inc. NOTES: 1. TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW TOE-NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S t!l .131 88.0 80.6 69.9 68.4 59.7 z .135 93.5 74.2 72 6 63 4 0 85 6 ...J to .162 108.8 99.6 86.4 84.5 73.8 <'i t!l .128 74 2 67.9 58.9 57.6 50.3 z 0 131 75.9 69.5 60.3 59.0 51 1 ...J "' N .148 81 4 74.5 64.6 63.2 52.5 <'i VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) • 16d (0.162" X 3 5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) " 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30°To so· / 45.oo· 18/2022 ANGLE MAY VARY FROM 30°TO 60° / VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS -NEARSIDE -NEARSIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30°ro so· 45.00° / / Page 1 of 1 45.00° OCTOBER 5, 2016 SCAB APPLIED OVERHANGS ST-REP13A MiTek USA, Inc. NOTES: TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 -12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE Sf:>F, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 1 0d (0.131" X 3") NAILS SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x SCAB (L) (2.0 x L) 24" MAX 24"MIN NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES MiTek USA, Inc. Page 1 of 1 /18/2022 ,::::) <t w ~ :::::> C0 z 0 -b w a.. en z ~ w C0 :E :::::> ...J (J -LL -(J f A Trusted Industry Partner Since 1903 January 11 , 2021 Ramona Lumber Co., Inc. Attn: Leonard Hirn 425 Maple Street Ramona, CA 92065 Sent via email: jazmin@ramonalumber.com To Whom It May Concern: Ramona Lumber Co., Inc., with facilities located at 425 Maple Street, Ramona, California 92065 is a member in good standing of the Pacific Lumber Inspection Bureau for metal plate connected wood truss manufacture and has been since October 2, 2012. As a certified subscriber, Ramona Truss Co., Inc., is licensed by PUB to stamp trusses with the approved quality mark of PUB and/or WCLJB. Pacific Lumber Inspection Bureau is accredited for the certification of metal plate connected wood trusses by the International Accreditation Service, Incorporated (IAS) of Whittier, California. Our IAS report number is AA675. The PUB Quality Auditing truss certification program is based on ANSI/TPI I 2014, Chapter 3, "National Design Standard for Metal Plate Connected Wood Truss Construction." If you have any questions regarding this, please contact me. Thank you. Sincerely, Jeffrey A. Fantozzi President cc: John Hamilton, PUB 1010 S. 336th Street, Suite 210 I Federal Way, WA 98003 PHONE 253.835.3344 I FAX 253.835.3371 I plib.org Additional offices in Canada & Europe ( City 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) and summary (B-55) must be included with the building permit application. The Carlsbad Municipal Code (CMC) can be referenced during completion of this document. 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 The B-50 checklist was originally developed several years ago to support implementation of the CAP. Recent updates to the California Building Standards Code have imposed newer performance standards on building permit applications. Therefore, the applicant is advised to review all applicable code sections and apply the maximum performance standard, which may exceed the CAP consistency checklist requirements 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. The project plans must show all details as stated in the applicable Carlsbad Municipal Code (CMC) and/or Energy Code and Green Code sections . .... ====================a;;;;;;;;======================; Application lnfonnatlon Project Name/Building Permit No.: Shrader Residence -Addition BP No.: Date: 4/27 /20~ Property Address/APN: 2413 El Bosque Ave / 255-082-06-00 Applicant Name/Co.: Tom Vorkoper / DTV Designs ApplicantAddress: 7406 SE 36th St, Mercer Island, Wa 98040 Contact Phone: 858. 775.3465 Contact Email: tvorkoper@dtv-designs.com Contact information of person completing this checklist (if different than above): Name: Company name/address: B-50 Contact Phone: Contact Email: Page 1 of 7 Revised 12/22 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. For purposes of determining valuation, the amount should be upon either the actual contract price for the work to be permitted or shall be determined with the use of the current "ICC Building Valuation Data" as published by the International Code Council, whichever is higher (refer to Section 18.04.035 of the CMC). Building Permit Valuation (BPV) $ breakdown ___________ _ Construction Type [i Residential □ New construction □ Additions and alterations: □ BPV < $60,000 ii BPV ~ $60,000 □ Electrical service panel upgrade only □ BPV ~ $200,000 BPV ~ $1,000,000 D Nonresidential and hotels/motels □ New construction □ Alterations: □ BPV ~ $200,000 or additions ~ 1,000 square feet □ BPV ~ $1,000,000 ~ 2,000 sq. ft. new roof addition Instructions: j Complete Section{s) I Notes: 2A*, 3A*, 4A* *Includes detached, newly constructed ADU NIA All residential additions and alterations 1A, 4A 1-2 family dwellings and townhouses with attached garages only. *Multi-family dwellings only where interior finishes are 1A, 4A' removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are proposed 28* *Multi-family dwellings only where ~$1 ,000,000 BPV AND affecting ~75% existing floor area 1 B, 28, 38, 48 and 5 18, 5 18, 28, 5 Building alterations of~ 75% existing gross floor area I 2s. s 1 B also applies if BPV ~ $200,000 1. Choose first between residential or non-residential based on the type of project being submitted. 2. Next chose between new construction or addition/alteration for residential or non-residential. 3. The columns to the right of your selection will determine which sections of the CAP program are applicable to your project. 4. Appropriate details must be included on the plans for selections made. EXAMPLE: Scope of work includes a new, 2 story, single family residential structure. The selections would be: Residential and New construction in the table above. For a 2-story structure, CAP sections 2A, 3A and 4A would be applicable. (Solar PV, water heating, EV charging) The * indicates that new detached ADU's are included. EXAMPLE: Scope of work includes a tenant improvement (i.e., alterations) valued at over one million dollars. The selections would be: Non-residential and Alteration BPV ~ $1,000,000. CAP sections 1 B, 2B and 5 would be applicable to this project. (Energy efficiency, Solar PV and Transportation Demand Management (TOM)*) 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. 3 CAP ' ' --.. •' ' .. . . -. '"'~.1,~~iv,-·-' ~·~XJ}i'·< .. ,~L_~-.·-.:'~--=;.;·, ., Checklist Item Check the appropriate boxes, explain all not applicable and exception ttems, and provide supporting calculations and documentation as necessay. 1. Energy Efficiency Please refer to Section 18.30.060 of the Carlsbad Municipal Code (CMC) and Section 150.2 of the CEC for more information. Appropriate details and notes must be placed on the plans according to selections chosen in the design. A. [j] Residenti2I addition or alteration '2 $60,000 building permit valuation. Details of selection chosen below must be placed on the plans referencing CMC 18.30.060. □ N/A _________ _ Year Built j Single-family Requirements II Bebe1 978 I Select one option: I D Duct sealing !!!I Attic insulation D Cool roof □ 1978 and later 1 Select one option: I □ Lightinq package D Water heating package □ Between1978-1991 □ 1992 and later □ Exception: Home energy score '27 (attach certification) Multi-family Requirements □ Atticinsulation Select one option: D Duct sealing D Attic insulation □ Cool roof Select one option : □ Liqhting package D Water-heating package B. 0 New Nonresidential construction (including additions over 1,000sf), new hotel/motel construction AND alterations '2 $200,000 building permit valuation. See Section 18.21.050 of the CMC and CALGreen Appendix AS. At least one measure from each applicable building component required. □ N/A _______ _ A5.203.1.1 Choose on3· □ Outdoor lirh :,,g □ Restaurant service water heating (Section 140.5 of the CEC) □ Warehouse dock seal doors □ Daylight design PAFs □ Exhaust air heat recovery A5.203.1.2.1 Choose one: D .95 Energy budget (Projects with indoor lighting OR mechanical) D .90 Energy budget (Projects with indoor lighting AND mechanical) AS.211.1 ** D On-site renewable energy: AS.211.3** □ Green power: (If offered by local utility provider, 50% minimum renewable sources) AS.212.1 D Elevators and es-;alators:(Project with more than one elevator or two escalators) AS.213.1 □ Steelfram:ng: (Provide details or plans for options 1-4chosen) * High-rise residential buildi11gs are 4 or more stories. □ N/A ---------- □ N/A _______ _ 0 N/A 0 N/A 0 N/A 0 NIA. _______ _ ** For alterations.? $1,000,0003PV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feet of new roof addition: comply with Section 18.030.040 of the CMC (section 28 below) instead. 4 2. Photovoltaic Systems A. □ Residential new construction. Refer to Section 150.1 (c)14 of the CEC for single-family requirements and Section 170.2(d) of the CEC for multi-family requirements. If project includes installation of an electric heat pump water heater pursuant to CAP section 3 below (residential water heating), increase system size by .3kWdc if PV offset option is se1ec-ted. Floor Plan ID (use additional 1 CFA or SARA #d.u. Calculated kWdc* Exception sheets if necessary) I □ 0 □ □ Total System Size: kWdc kWdc = (CFAx.572) / 1,00C + (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. 8. □ Nonresidential, hotel/motel and multifamily additions, alterations and repairs of these projects ~$1,000,000 BPV AND affecting ~75% existing floor area, OR addition that increases roof area by ~2,000 square feet. Please refer to Section 18.30.040 and 18.30.070 of the CMC when completing this section. Choose one of the following methods: (Gross floor area or Time-Dependent Valuation method) □ Gross Floor Area (GFA)Method GFA: Min.System Size: kWd □ If< 1 O,OOOsf. Enter: 5 kWdc □ If<! 10,00Js.f. calculate: 15 kWdc x (GFA/10,000) •• **Round building size factor to nearest tenth, and round system size to nearest whole number. □ Time-Dependent Valuation Method C. 0 Annual TDV Energy use:••• ______ .x .80= Min. system size: ______ kWdc ***Attach calculation documentation using modeling software approved by the California Energy Commission. * All newly constructed non residential, hoteVmotel and highrise multifamily buildings that are required by CEC section 140.10(a)to have a PV system shall also have a battery storage system meeting CEC section 140.10(b). Non residential, hotei/motel and multifamily additions, alterations or repairs that trigger solar due to the Carlsbad Climate Action Plan will NOT require battery storage. Battery storage is required when triggered by CEC section 140.10(a) and/or 170.2(9). 5 3. Water Heating A. Residential. Refer to Section 18.30.050 of the CMC and Sections 150.1 (c)8 or 170.2(d) of the CEC when completing this section. Provide complete details on the plans. Residential new construction and alterations: □ Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems servi.· .. ·nctNidual units, chcose one system: □ Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) □ Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. □ Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. □ Solar water he2ti'lg system that is either .60 solar savings fraction or 40 s.f. solar collectors □ Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: □ Heat pump water neaung system with recirculation loop tank and electric backup. □ Solar water heat1 ;i system that is either· □ .20 solar S"Vings fraction □ .15 solar savings fraction, plus drain water heat recover OR: □ System meets performance compliance requirements of section 150.1 (d) or 170.2(d) and deriving at least 60% of energy from on-site solar or n,covered energy. □ Exception: ______________________________________ _ B. Nonresidential ancl hotel/motel new construction. This section also applies to high-rise residential. Refer to Sections 18.030.020 and 18.040.030 of the CMC and Sections 140.5 and 170.2 of the CEC when completing this section. Provide complete details on the plans. 1. Non-residential: □ Required: Water heating system derives at least 40% of its energy from one of the following: D Solar-thermc1I □ Photovoltaics □ Recovered energy □ Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump wate· eater D Electric resista e water heater(s) □ Solar water hea"ng system with .40 so,ar savings fraction 3. Hotel/motel: □ Required: High-L _p_jty service water heating system (meeting Section 170.2(d) of the CEC) □ Required: Locate<:1 in garage or conditioned space Exception: 6 4. Electric Vehicle C~ •ging A liJ Residential • New construction and major alterations.* This section also applies to hotel/motel projects. Refer to Section 18.21.030 of the CMC and Section 4.106.4 of the GBSC when completing this section. Choose one: I!!! One and two-family residential dwelling alterations with no electrical panel upgrade (No EV space required) D ADU (no EV space , ,q ired when no additional parking facilities are added) D One and two-family residential dwellings with attached garage and electrical panel upgrade D One EV Re2c·1 oarking space required D Exception: __________ _ D New and major alterations to multi-family and hotel/motel projects: D Exception: ________________ _ Total Parking Spaces Propc'-v'-EVSE Spaces EV Capable ( '.l% of total) I EV Ready (25% ofT otal) I EV chargers (5% of Total\ I I *Major alterations are: (1) for one and two-family d a, .. ngs and for town hOuses with an attached garage, alterations have a building permit valuation~$60,000 or include an electrical service panel upgrade. (2) for multifamily dwellings {three units or more without attached garages), alterations have a building permit valuation~ $200,000, interior finishes are removed and significant site 111crlr and upgrades to structural and mechanical, electrical, and/orplumbing systems are proposed. B. D Non-Resident;«' New construction D Exception : ____________ _ Please refer to Sectio • •• 8.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable I EVCS (Installed v,iith EVSE) I EV Ready (optional) I EV Space (optional) -I I I Calculation: Refer to the table below: Total Number of Parking Spaces provided Number of required EV Capable Spaces Number of required EVCS Qnstalled with EVSE) □ 0-9 1 1 □ 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 El 101-150 25 6 El 151-200 35 9 □ 201 and uver 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20xTotal parking spaces proposed (roundeduptonearest whole number) EVSE Installed = Total EVSE Spaces x .25 (rounded up to nearest whole number) EVSE otre• may be "EV Ready" or "EV Space" 7 5. D Transportation t emand Management (TDM): Nonresidential ONLY An approved Transportation Demand Management (TOM) Plan is required for all nonresidential projects that meet a threshold of employee-generated ADT. City staff will use the table below based on your submitted plans to determine whether your permit requires a TOM plan. If TOM is applicable to your permit, staff will contact the applicant to develop a site-specific TOM plan based on the permit details. Acknowledgment: Employee ADT Estimation for Various Commercial Uses / Office (all)2 20 Restaurant 11 Retaib 8 Industrial 4 Manufacturing 4 Warehousing 4 , Unless otherwise noted, rates estimated from /TE Trip Seneration Manual, 101hEdition 13 11 4.5 3.5 3 1 , 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. Other commercial uses may be subject to special consideration sample calcutotl0oo; 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 acknowledge that the plans submitted may b contacted should my permit require a TD the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be n approved TOM plan is a condition of permit issuance. Applicant Signature: -----=-""""''--+---,J---- Name: Tom Vorkoper Date: A pril 27, 2 023 Phone No.: 858. 775.3465 8