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HomeMy WebLinkAbout1098 MAGNOLIA AVE; ; PC2022-0001; PermitBuilding Permit Finaled Print Date: 09/16/2024 Job Address: Permit Type: Parcel#: Valuation: Occupancy Group: #of Dwelling Units: Bedrooms: Bathrooms: Occupant Load: Code Edition: Sprinkled: 1098 MAGNOLIA AVE, BLDG-Plan Check 2051912900 $575,943.13 Plan Check Permit CARLSBAD, CA 92008-2538 Work Class: Track#: Lot#: Project#: Plan#: Construction Type: Orig. Plan Check#: Plan Check #: Residential DEV2022-0112 Project Tit le: 1098 MAGNOLIA AVE. -SB-9 SUBDIVISION Description: NEW (3,538 SF) DWELLING, (636 SF) ROOF DECK, (312 SF) PATIO, (599 SF) GARAGE Applicant: KIRK MOELLER ARCHITECTS INC KIRK MOELLER 2888 LOKER AVE E, # STE 220 CARLSBAD, CA 92010-6685 {760) 814-8128 FEE BUILDING PLAN CHECK BUILDING PLAN CHECK BUILDING PLAN CHECK FEE (manual) Property Owner: DOKHANCHY-PHANEUF FAMILY TRUST 12-08-05 1098 MAGNOLIA AVE CARLSBAD, CA 92008-2538 BUILDING PLAN REVIEW -MINOR PROJECTS (LOE) BUILDING PLAN REVIEW-MINOR PROJECTS (PLN) Total Fees: $2,803.77 Total Payments To Date: $2,803.77 Building Division Permit No: Status: {"cityof Carlsbad PC2022-0001 Closed -Finaled Applied: 01/10/2022 Issued: 07/17/2023 Finaled Close Out: 09/10/2024 Final Inspection: INSPECTOR: Balance Due: AMOUNT $1,332.42 $601.25 $578.10 $194.00 $98.00 $0.00 Page 1 of 1 1635 Faraday Avenue, Carlsbad CA 92008-7314 I 442-339-2719 I 760-602-8560 f I www.carlsbadca.gov f ( City of Carlsbad RESIDENTIAL BUILDING PERMIT APPLICATION 8-1 Plan Check ffi~z:¾;BDO I Est. Value SQ l9 . ~J;{ PC Deposit I , 9'?)? -( ~] Date \ -10 -cc Job Address IO'ftJ N&no/la.. Ave. Unit:. ____ APN: otos-/91-14- CT/Project#: M,f-;lO~?, -003 Lot#: ___ YearBuilt: #~ ou.i/q' BRIEF DESCRIPTION OF WORK: &&f e-):""°~ tfA.-I@en&'a./ 6 ~ 353~r: [0New SF: Living SF, 353~ Deck SF, 1/..W Patio SF, ____ Garage SF 599 Is t his to create an Accessory Dwelling Un it? O Y tr"' New Fireplace? O Yd(N, if yes how many? __ _ D Remodel: ____ SF of affected area Is the area a conversion or change of use? O YO N □ Pool/Spa: ____ SF Additional Gas or Electrical Features? ___________ _ □Solar: ___ KW, ___ Modules, Mounted:ORoofOGround, Tilt: ()YON, HMA:OY ON, Battery:OYO N, Panel Upgrade: Ov ON Electric Meter number: ----------- 0th er: DESIGN P:2S,SIONAL f Name: / r~ e-% Address: ~o • 6 City: ~L State: eA-Zip: Phone: ()) c1/Lf:-c!J/ ~£3 Email: J<icH:@. kMace~·let-:sin6 • Clkn Architect State License: 3.3 0 /&; CONTRACTOR OF RECORD ~ Business Name: M£1/-e-"'7A 1> <f:,,l..., k-H.+#J t!=Ja.JJJot- dtd,ik. ll-0 Address: ...Lil.28 ;J)d&''-'c 4,4 frv:~..l_ 9~tJ City: ~P,.'}l) State:_~Zip: ?2.....o'i:>~ Phone: 9~~ °'/f>-S t:./7.,:!I' Email: FY>iehrdA.d td 0 /42411 c..hJG? a.4,L.~ CSLB License #: ______ Class: _____ _ Carlsbad Business License# (Required): ______ _ APPLICANT CERT/FICA TION: I certify that I have read the application and state that the above information is correct and that the information of the plans is accurate. I o,:::m;;::•~~)'.''ffid?;; •;:/•ti•;p;;;•::::~ ~AJAJE: ✓ /(M ;?a< ,7/J~j 1635 Fa raday Ave Carlsbad, CA 92008 Pl'i: 442-339-2719 Email: Building@carlsbadca.gov REV. 041'22 THIS PAGE REQUIRED AT PERMIT ISSUANCE PLAN Ct-lECK 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: lherebyaffirmunderpenaltyofperjurythatlamlicensedunderprovisionsofC/iapter9(commencingwithSection7000)ofDivision3 of the Business and Professions Code, and my license is inf u/1 force and effect. I olsoaffirm under penalty of perjuryoneof the following declarations {CHOOSE ONE}: 01 have and will maintain a certificate of consent to self-insure for workers' compensation provided by Section 3700 of the Labor Code, for the performance of the work which this permit is issued. PolicyNo. __________________________________________ _ -OR- DI have and will maintain worker's compensation, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Insurance Company Name: ______________________ _ Policy No. ____________________________ Expiration Date: _______________ _ -OR- D Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation Laws of California. WARNING: Failure to secure workers compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000.00, in addition the to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. CONSTRUCTION LENDING AGENCY, IF ANY: I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name: ______________________ Lender's Address: ______________________ _ CONTRACTOR CERT/FICA T/ON: The applicant certifies that all documents and plans clearl•1 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 existina detail within these plans inconsistent with the site plan are not approved for construction and may be requ,red 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 existin~ on the property were completed in accordance with all regulations in eJ(istence at the time of th~lr construction, unless otherwise noted. NAME (PRINT): _________ SIGNATURE: __________ DATE: ______ _ Note: If the person signing above is an authorizud agent for the contractor rovide a letter of authorization on contractor letterhead. (OPTION B): OWNER-BUILDER DECLARATION: I hereby affirm that I am exempt from Contractor's License Law for the following reason: D I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provicled that such improvements are not intended or offered for sale. If, ho...,ever, the building or improvement is sold within one year of com;iletion, the owner-builcler will have the burden of pcoving that he did not build or improve for the purpose of sale). j)R- [}f1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). -OR- DI am exempt under Business and Professions Code Division 3, Chapter 9, Article 3 for this reason: AND, [J FORM B-61 "Owner Bui Icier 11,clmowledgement and VE,rifi:ation Form" is required for any pe,rnit issued to a property owner. By my signature below I ac rnowled3e that, e:<c~pt for my per~onal resi_dence in which I must have resided for at east onE \ ear prier ·:o completion of :he improvement~ covered by this perrrnt, I cannot legally self a structure tnat I have built as an owner-builder if it has not been constcucted in its entirety bt licensed contractors./ understand that acapyof the applicable law, Section 7044 of the Business and Professions Cade, is available upon request when this application is submitted or at tile following Web site: http:/Jwww.leginfo.ca.gov/calaw. /Jtml. OWNER CERTIFICATION: The applicant certifies that all documents and plans clearly and accurately show all existing and proposed buildings, structures, access roads, and utilities/utility easements. All proposed modifications and/or additions are clearly labeled on the site plan. Any potentially existing detail within these plans inconsistent with the site plan are not approved for construction and may be required to be altered or removed. The city's approval of the application is based on the premise that the submitted documents and plans show the correct dimensions of; the property, buildiogs, structures and their setbacks from property lines and from one another; access roads/easements, ant' 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 ;hown 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 t the time of their construction, uni otherw,se noted. NAME (PRINT): d@,tZ.»Jtp ¢H;.kuMVlz' SIGN: -.L.--------~- Note: If the erson si nin above is an authorized a ent for the rd ert owner include form B-62 si > I 1635 Faraday Ave Carlsbad, CA 92008 Ph: 442·339·2719 Email: Building@carlsbadca.gov 2 REV. 04/22 { City of Carlsbad OWNER-BUILDER ACKNOWLEDGEMENT FORM 8 -61 Development Services Building-Division 1635 Faraday Avenue 442-339-2719 www.carlsbadca.gov OWNER-BUILDER ACKNOWLEDGMENT FORM Pursuant to State of California Health and Safety Code Section 19825-19829 To: Property Owner An application for construction permit(s) has been submitted in your name listing you as the owner-builder of the property located at: Site Address __ ...L/.-=-P_,_9=S'--L-J/4....:..CA-_~..:....:#J~"--"'~:.::..., ... A-'--'---LA.J_.L.Jvi..,,,,_._ -~--LL.="""'.8=-'-'fl:B~__:CA=i.._,___..!.~=...:D=--Z>--=2- The City of Carlsbad ("City") is providing you with this Owner-Builder Acknowledgment and Verification form to inform you of the responsibilities and the possible risks associated with typical construction activities issued in your name as the Owner-Builder. The City will not issue a construction permit until you have read and initialed your understanding of each provision in the Property Owner Acknowledgment section below and sign t he form. An agent of the owner cannot execute this notice unless you, the property owner, complete the Owner's Authorized Agent form and it is accepted by the City of Carlsbad. INSTRUCTIONS: Please read and initial each statement below· to acknowledge your understanding and verification of this information by signature at the bottom of the form. These are very important construction related acknowledgments designed to inform the property owner of his/her obligations related to the requested permit activities. I. ~I understand a frequent practice of unlicensed contractors is to have the property owner obtain an "Owner- -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner-Builder, may be held liable and subject to se·rious financial risk for any injuries sustained by an unlicensed contractor and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner-Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. II. ~~ I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed contractor to assume this responsibility. Ill. #' understand as an "Owner-Builder" I am the responsible party of record on the permit . I understand that I may protect myself from potential financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own. IV. V. ~I understand contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. #' understand if I employ or otherwise engage any persons, other than California licensed contractors, and tl'ie total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. REV. 05/22 Owner-Builder Acknowledgement Continued VI. &_1 understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. VII. ~ I understand under California Contractors' State License Law, an Owner-Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of_structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building contractor. VIII. ~ I understand as an Owner-Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) which result from any latent construction defects in the workmanship or materials. IX. ~ I understand I may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. X. ~I am aware of and consent to an Owner-Builder building permit applied for in my name, ar,id understand that I am the party legally and financially responsible for proposed construction activity at the following address: ,oqs /DK,Nrzl4 ·~ l)vit) ?ft4 1i'l:D, M Cj2-o'51> XI. ~I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner-Builders as well as employers. XII. _._I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractor's State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner- Builder and wish to hire contractors, you will be responsible for verifying whether or not those contractors are properly licensed and the status of their workers' compensation coverage. Before a building permit can be issued, this form must be completed, signed by the property owner and returned to the City of Carlsbad Building Division. I declare under penalty af perjury that I have read and understand all of the information provided on this form and that my responses, including my authority to sign this form, is true and correct. I am aware that I have the option to consult with legal counsel prior to signing this form, and I have either (1) consulted with legal counsel prior to signing this form or (2) have waived this right in signing this form without the advice of legal counsel. Property Owner Name (PRINT( ;)vi.,. ~y Property Owner Signature 7-/4)2..3 Date 3 REV.05/22 • fflT INTERWEST A '.iAFEhu COMPANY DATE: 08/22/2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2022-0001.RC1 PROJECT ADDRESS: 1098 Magnolia Ave PROJECT NAME: SFD for Mehrdad Dokhanchy SET: II 0 APPLICANT D JURIS. !ZI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. D The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. D The applicant's copy of the check list has been sent to the jurisdiction at: Kirk Moeller Architects, Inc.; Attn: Kirk Moeller !ZI lnterwest staff did not advise the applicant that the plan check has been completed. D lnterwest staff did advise the applicant that the plan check has been completed. Person contacted: Kirk Moeller Telephone#: 760-814-8128 Date contacted: Mail Telephone 0 REMARKS: By: Carl Blaisdell lnterwest (by: Email: kirk@kmarchitectsinc.com Fax In Person Enclosures: 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Californ ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1576 DA TE: January 28, 2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2022-0001 • lW INTERWEST A SAFEbu,lt COMPANY SET: I PROJECT ADDRESS: 1098 Magnolia Ave PROJECT NAME: SFD for Mehrdad Dokhanchy □ APPLICANT □ JURIS. D The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. D The plans transmitted herewith will substantially comply with the jurisdiction's codes when minor deficiencies identified below are resolved and checked by building department staff. ~ The check list transmitted herewith is for the applicant's information. The plans are being held at lnterwest until corrected plans are submitted for recheck. D The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. ~ The applicant's copy of the check list has been sent to the jurisdiction at: Kirk Moeller Architects, Inc.; Attn: Kirk Moeller D lnterwest staff did not advise the applicant that the plan check has been completed. ~ lnterwest staff did advise the applicant that the plan check has been completed . Person contacted: Kirk Moeller Telephone#: 760-814-8128 Date contacted: Mail Telephone 0 REMARKS: By: Abe Doliente lnterwest (by: ) Email: kirk@kmarchitectsinc.com Fax In Person Enclosures: 1/13/22 9320 Chesapeake Drive, Suite 208 ♦ San Diego, Cali forn ia 92123 ♦ (858) 560-1468 ♦ Fax (858) 560-1 576 Carlsbad CB-PC2022-0001 January 28, 2022 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK#.: CB-PC2022-0001 JURISDICTION: Carlsbad PROJECT ADDRESS: 1098 Magnolia Ave FLOOR AREA: SFD -3538 SF Garage -599 SF Roof Deck-636 SF; Patio -312 SF REMARKS: DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: January 28, 2022 FOREWORD (PLEASE READ): STORIES: 2 HEIGHT: DATE PLANS RECEIVED BY ESGIL CORPORATION: 1/13/22 PLAN REVIEWER: Abe Doliente This plan review is limited to the technical requirements contained in the California Residential Code, California Building Code, California Plumbing Code, California Mechanical Code, California I Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2019 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2019 CRC, 2019 CBC, 2019 CPC, 2019 CMG and 2019 CEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2019 California Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad CB-PC2022-0001 January 28, 2022 Please make all corrections, as requested in the correction list. Submit FOUR new complete sets of plans for commercial/industrial projects (THREE sets of plans for residential projects). For expeditious processing, corrected sets can be submitted in one of two ways: 1. Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602- 2700. The City will route the plans to lnterwest and the Carlsbad Planning, Engineering and Fire Departments. 2. Bring TWO corrected set of plans and calculations/reports to lnterwest, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to lnterwest only will not be reviewed by the City Planning, Engineering and Fire Departments until review by lnterwest is complete. PLANS 1. Provide item-by-item responses on an 8-1/2-inch by 11-inch sheet(s) clearly and specifically indicating where and how each correction item has been addressed {vague responses, such as "Done" or "See plans," are unacceptable} 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 3. Plans shall have the structural portions signed and sealed by the California state licensed engineer or architect responsible for their preparation, along with structural calculations. (California Business and Professions Code). Signatures on the final sets of plans will be verified before they are approved. 4. Provide table or summary on plot plan of the HERS FEATURE SUMMARY indicated on the CF1 R form (CBEES 10-103): a. Duct sealing b. Cooling system refrigerant charge c. Cooling system minimum airflow d. Cooling system fan efficacy e. Cooling system SEER and/or EER above minimum f. Indoor air quality (IAQ) mechanical ventilation g. Building envelope air leakage h. Quality insulation installation i. Other: 5. Specify on plot plan the REQUIRED SPECIAL FEATURES indicated on the CF1R form. • Carlsbad CB-PC2022-0001 January 28, 2022 FIRE PROTECTION 6. In addition to the ones shown on the plans, show smke alarm and carbon monoxide alarm outside of bedroom at the first floor. 7. Glazing in the following locations should be shown on the plans as safety glazing material in accordance with Section R308.4: a) Glazing adjacent to a door where the bottom exposed edge of the glazing is less than 60" above the walking surface. and it meets either of the following conditions: i) Where the glazing is within 24" of either side of the door in the plane of the door in a closed position. Side light window G adjacent to door 1 must comply. b) Glazing in the walls/doors facing or containing bathtubs, or showers, where the bottom exposed edge of the glazing is less than 60" above the standing surface. Recheck window B at bathroom 108. EXITS, STAIRWAYS, AND RAILINGS 8. Guards (Section R312): a) Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail and 50 psf for infill components. Calculations may be required. Table R301.5. 9. Provide spiral stairway details, per Section R311 .7.10.1: a) Minimum run is 6-¾ inches measured at the walk line (which is not greater than 24½"). See the figure below. Carlsbad CB-PC2022-0001 January 28, 2022 Min. 26 in. Previous method for measuring tread depth Tread Measuring the tread of spiral stairs at the intersection of the tread nosings and the watkline Min. tread depth 6°/4 in. 27.692 degrees Walkline I Tread Max. 121/2 in. radius 12 in. Max. 241 /2 in. radius Maximum walkline radius for a spiral stairway b) Maximum rise is 9-½ inches. Maximum clear opening between risers is 4 inches. c) Minimum headroom is 6 feet 6 inches. d) The minimum clear width at and below the handrails shall be 26 inches. 10. ROOFS/DECKS/BALCONIES Enclosed framing in wood exterior balconies and decks shall be provided with openings that provide a net free cross ventilation area not less than 1 /150 of the area of each separate space. Section R317.1 .6 Carlsbad CB-PC2022-0001 January 28, 2022 11 . Wood balconies and decks that support moisture-permeable floors shall be provided with an impervious moisture barrier system under the moisture- permeable floor, with positive drainage. Section R317 .1. 12. Where balconies or other elevated walking s_urfaces are exposed to water from direct or blowing rain , snow or irrigation, and the structural framing is protected by an impervious moisture barrier, the construction documents shall include details for all elements of the impervious moisture barrier system, The construction documents shall include the manufacturer's installation instructions. Section R106 .1.5 GARAGE AND CARPORTS 13. Effective July 1, 2019, new or replacement garages shall have battery back-up installed for any garage door openers. SB969. 14. Provide UL Listing for new automatic garage door opener(s). R309.4 15. Show a self-closing and self-latching door or an automatic-closing and latching door; either 1-3/8" solid core or a listed 20-minute assembly, for openings between garage and dwelling. Section R302 .5.1 . Doors 102A and 103A must comply. FOUNDATION REQUIREMENTS 16. Provide a copy of the project soil report. The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4 . 17. If the soils engineer recommend that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection , the soils engineer shall advise the building official in writing that: a) The build ing pad was prepared in accordance with the soils report, b) The utility trenches have been properly backfilled and compacted, and c) The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 18. Provide a letter from the soils engineer confirming that the foundation plan , grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 19. Note on plans that surface water will drain away from building and show drainage pattern. The grade shall fall a minimum of 6" within the first 10 feet. Section R401 .3 Carlsbad CB-PC2022-0001 January 28, 2022 20. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building . Section R408.1. STRUCTURAL 21 . Balconies and decks shall be designed for 60 psf live load. Table R301.5. Revise all the joists, beams, posts, and footings affected by this requirement. (R-3, R-4, R-5, C-3, C-4, C-5, C-6, C-7, C-8, F-13, F-18A, F-188, F-18C, F-19, F-20, F-26) 22. There are two detail 4a on sheet S6. Please clarify. 23. The plans indicate that special inspection will be provided. Please complete the attached City Special Inspection form . ELECTRICAL 24. A receptacle outlet must be installed in every kitchen, family room , dining room, living room , sunroom, parlor, library, den, bedroom, recreation room , and similar room or area so that no point along the wall space is more than 6 feet, measured horizontally along the floor line, from a receptacle outlet CEC 210.52(A). 25. Per CEC Article 210.11 (C)1 , note on the plans that there will be a minimum of 2 small appliance branch circuits within the locations specified in Article 210.52(8), i.e., kitchen and dining areas. PLUMBING 26. In the garage, provide an adequate barrier to protect the water heater from vehicle damage. CPC Section 507.13.1 . 27. An instantaneous water heater is shown on the plans. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. a) The gas pipe sizing for a tank type water heater shall be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). 28. Provide a note on the plans: The control valves in showers, tub/showers, bathtubs, and bidets must be pressure balanced or thermostatic mixing valves. CPC Sections 408,409, 410. 29. Specify on the plans: Water conserving fixtures: New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.2 GPM, and showerheads may not exceed 1.8 GPM of flow. CPC Sections 407, 408, 411, 412. Carlsbad CB-PC2022-0001 January 28, 2022 RESIDENTIAL GREEN BUILDING STANDARDS The California Building Standards Commission has adopted the Green Building Standards Code and must be enforced by the local building official. The following mandatory requirements for residential construction must be included on your plans. CGC Section 101 .3. The Standards apply to newly constructed residential buildings, along with additions/alterations that increase the building's conditioned area, volume or size. CGC Section 301.1.1. Provide a sheet on the plans labeled "Green Building Code Requirements" and include the following notes as applicable. In addition to the notes already shown on the plans, include the following : 30 . Electric Vehicle Charging. Note on the plans that electrical vehicle supply equipment (EVSE) is required in NEW one-and two-family dwellings and townhomes with attached garages. Include the following information on the plans: A minimum size 1" conduit originating from a panel or service having a spare 40 ampere 240-volt capacity terminating in a box located in close proximity to the location of the future EV charger. CGC 4.106.4. 31. Storm water drainage/retention during construction. Note on the plans: Projects which disturb less than one acre of soil shall manage storm water drainage during construction by one of the following: A. Retention basins. B. Where storm water is conveyed to a public drainage system , water shall be filtered by use of a barrier system, wattle or other approved method. CGC Section 4.106.2. 32. Grading and paving . Note on the plans that site grading or drainage system will manage all surface water flows to keep water from entering buildings (swales, water collection, French drains, etc.). CGC Section 4.106.3. Exception: Additions not altering the drainage path . ENERGY CONSERVATION 33. Please recheck the energy calculations included in the submittal. The conditioned floor area is different from the actual area of the building shown on the architectural plans. 34. A complete energy plan check will be performed after completed and/or the corrected energy design (CF1 R) has been provided. The design sheets must be signed by the document author and /or responsible designer. MISCELLANEOUS 35. Sheets A2.1, A2.2 and A2.3 refer to detail 1 0/AD6. There is no detail 10 on sheet AD6. Please clarify. 36. Include keynote 12 on sheet A2 .5. Carlsbad CB-PC2022-0001 January 28, 2022 CARLSBAD CLIMATE ACTION PLAN: (APPLICABLE ONLY WHEN THE PLANS COME WITH THE 8-50 APPLICATION FILLED OUT AND MUST HAVE 8-55 FORM ON PLANS.) 19. City of Carlsbad requires that all projects that qualify for CAP compliance will require a completed Climate Action Plan (CAP) Consistency Checklist (city form B- 50) to be completed by the APPLICANT. For plans submitted to the City the following Climate Action Plan requirements apply, per Carlsbad ordinance: A. The applicant is to fill out the B-50 CAP Consistency Checklist. The scope of work and project valuation will determine which sections of the CAP are required . B. Plan examiners review the B-50 CAP Consistency Checklist for completion . For example: If new residential construction is the scope of work, CAP sections 2A, 3A, and 4A are required to be filled on the B-50 checklist. C. Only for projects that require CAP compliance: DO NOT APPROVE THE PLANS UNTIL THE 8-55 CAP PLAN TEMPLATE IS COMPLETED (MATCHING THE 8-50 APPLICATION) AND IMPRINTED ONTO THE PLANS. THE 8-55 FORM IS LOCATED AT THE END OF THE 8-50 FORM. 0 . Esgil Plan Examiners are not responsible for reviewing Transportation Demand Management. Links to the CARLSBAD MUNICIPAL CODE are here for reference to each CAP compliance section. Use the links to determine appropriate details and plan check correction questions. APPLICABLE CAP SECTIONS CMC 18.21 .140 4A CMC 18.21 .150 4B CMC 18.21 .155 1A, 1B CMC 18.30.130 2B, 3A CMC 18.30.150 3A (Multiple dwellings), 3B CMC 18.30.170 3A (Multiple dwellings), CMC 18.30.190 1A This PDF document has plan check questions for each specific Carlsbad municipal code section: Carlsbad CB-PC2022-0001 January 28, 2022 ~ CARLSBAD CLIMATE ACTION PLAN.pdf Forms can be found here: https://www.carlsbadca.gov/departments/community- development/building/building-applications-forms/-folder-56 37. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. • Have changes been made to the plans not resulting from this correction list? Please indicate: Yes □ No □ 38. The jurisdiction has contracted with lnterwest, located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Abe Doliente at lnterwest. Thank you. STRUCTECH ENGINEERING 5632 Ravenna Co\Jtt San Jose, CA 95118 ~08-S69-7-4U ~@nuct•clu,.. February 1, 2022 JURISDICTION: Carlsbad PLAN CHECK#.: CB-PC2022-0001 PROJECT ADDRESS: 1098 Magnolia Ave PROJECT NAME: SFD for Mehrdad Dokhanchy Interwest Mr. Abe Doliente, C Thank you for your thorough review of our structural plans and calculations set. We have revised our documents based on your comments. Please see responses to your comments below. 21. Balconies and decks shall be designed for 60 psf live load. Table R301.5. Revise all the joists, beams, posts, and footings affected by this requirement. (R-3, R-4, R-5, C-3, C-4, C-5, C-6, C-7, C-8, F-13, F-18A, F-18B, F-18C, F-19, F-20, F-26) Response: We revised the deck and balcony loading to 60 psf for all affected beams mentioned in the comment, as well as three floor beams F-2, F-3, and F-29 which are affected by the front balcony over the living room. Beams C-5 and F-13 have been slightly upsized. All other beam sizes are not affected, and remain unchanged. All revised beam calculations and Enercalc sheets are noted with a delta "R" symbol in the new set. 22. There are two detail 4a on sheet S6. Please clariiy. Response: The details are separated and coordinated on plans. Please see sheet S-6. 23. The plans indicate that special inspection wilJ be provided. Please complete the attached City Special Inspection Form. Response: There is no special inspection required for this project. We have deleted the statement from the plans. Please see sheet S1. Hamid Pouya, PE November 29, 202 1 Mehrdad Dokhanchy 1098 Magnolia Avenue Carlsbad, California 92008 SUBJECT: File No. 1106F6-2 l Dear Mr. Dokhanchy: Foundation Plan Set Review Proposed Residential Building Site Next to 1098 Magnolia Avenue City of Carlsbad P.O. Box 1195 Lakeside, California 92040 (619) 443-0060 We have reviewed the structural plan set, revised November 7, 2021 prepared by Structech, for the proposed single family residence and find that from a geotechnical perspective; the foundation plan conforms to the required minimwn specifications in our Site Inspection, dated October 29, 2021 , based on the as-graded conditions per the recommendations in our report. A representative of this company must inspect the foundation excavations prior to placement of forms and reinforcing steel to ensure that adequate depth has been achieved after the . Our recommendations are based upon on the soil type encountered and do not take into consideration the proposed bearing load. If we can be of any further assistance, please do not hesitate to contact our office. This opportunity to be of service is sincerely appreciated. Respectfully submitted, Chin C. Chen RPE C34442 CCC/mlj STRUCTECH ENGINEERING 5632 Ravenna Court Sau Jose, CA 951 I 8 408-569-7486 lipeuya@sttuctech.net Structural Calculations For A New Single-Family Home @ 1098 Magnolia Ave. Carlsbad, CA. £ Revised February CITY ,:-. PC2022-0001 1098 MAGNOLIA AVE 1098 MAGNOLIA; LOT SPLIT WITH NEW (3,538 SF) DWELLING, (636 SF) ROOF DECK, (312 SF) PATIO, (599 SF) GARAGE 2051911400 8/9/2022 PC2022-0001 STRUCTECH ENGINEERING S632 Ravenna Court San Jose, CA 9S 11 g ◄03-5$. 7◄16 hpouya@struc1ecluid CBC 2019 Vertical Loads ROOF Tile Plywood Sheathing Roof Rafters Misc. COFFERED CEILING Tile Plywood Sheathing Roof Rafters Gypboard Insulation Misc. FLAT ROOF CEILING Insulation Ceiling Joists Gypboard Misc. FLOORS Finish Floor and Subfloor Plywood Sheathing Floor Joists or TJI Gypboard Misc. DECKS GROUND FLOOR STORAGE AREA EXTERIOR WALLS (Stucco) (Siding) INTERIOR WALLS 1098 Magnolia Ave. Carlsbad, CA DL 10.0 1.8 1.8 0.9 14.5 psf 10.0 1.8 1.8 2.0 1.0 0.9 17.5 psf 8.0 psf 1.0 1.3 2.2 0.5 5.0 psf 1.1 1.8 3.9 2.2 1.0 10.0 psf 10.0 psf l 0.0 psf 10.0 psf 15.0 psf 8.0 psf 6.0 psf LL 20.0psf 20.0 psf 20.0 psf 10.0 psf 40.0 psf 60.0 psf 40.0 psf 40.0 psf STRUCTECH ENGINEERING 5632 Ravenna Court San Jose, CA 95118 408-569-7486 bpooya@structeduiet 1098 Magnolia Carlsbad, CA CBC 2019 Deck Ve11ical Loads DL LL ROOF DECK Tile/Thin Set I 0.0 1-1/8"' Plywood 3.8 Roof Framing 3.0 Sheet Rock 2.0 Insulation/Mies. 1.7 20.5 psf 40.0 psf 2. DESIGN PROPERTIES Design Stresses<1> < 100% Load Duration) DrietllllOI 1.3E Bum/Colu11n Plink 1.55E Beam 2.0t Beam UE Column 2.0E Beam G Slleat lodlll■i al Elasticitr (psi) 81 250 81,250 96]75 125.000 ll2,500 12~ 000 E I E.., l1dlllu Ujusted l , llliluhls of £1asUc tr I•' Clnlicltytll (,sf) !psll L3 X 10' , 660,750 -1.3 X JOii 660,750 -1.55 X 10-787,815 18x 10' 2.0xW 1.016 535 914,880 I 016,535 r, Flexural Streum (,sll F, T111iaa $tnn 1•1 (psi) r._ C111press111 Perpeadlcular to Gralnm (psi) r,. ' Cornpress1on Parallel to Grain (psi) r, Honzontal Shear Parallel to Gram (psi) l,700 1 !,__075 I f 900:,1 -t 1,075 --+ ]10 _ J_ ~.83~ + 635!11 ~ 1,835 425 150 31011,1 2.325 1,0]0•1'11 I 2.600 2,4001111 I 2 900 I I 555 1,155 2 025 I I 900 I 2,170 750 425Ull 750 2 510 2.500 2 9oonn r (6) For lateral connection desren only 285 J!JOllll 290 3 SQ Equivalent Specific 6ravlty1•1 0.50111 050<11 0.50' - 0.50 0.50 0.50 (1) Unless olhe!Vlise noted, adJustment to the desiQn stresses for duration of load are J)eim~ted in accordanct with the applicable code (2) Referern:t modulus ol elasticity IOI beam and column stabihty calcutatlOfls. per NO~. (31 ror 12• depth. for other depths. muttiply F► by the appropriate factor as follows, t7) Specihc gravity ot 0.5a may be used tor bohs installed perpendrcuta, to faCI' and loaded perpenchcular to grain f01 limberStrand• lSL multiply by [~]'•' [121~1:,, F01 Microllam• LYL. multiply by 7 [II]~ Ill FOi Paralla~ PSl. multiply by 'i (41 r, Ms bee• ad1usted to reflect Ille volume ettec:1s IOI mo$! standard appltcat,ons (5) F,_ may llClt be iooreased tor duratio11 ot load General Assumptions for Trus Joist® Beams • Lateral support is required al bearing and along the span ai 24• on-center. maximum. • Bearing lengths are based on each product's bearing slress for applicable grade and onentation. • All members 7W' and less in depth are restricted to a maximum deflection ot ½6'. • Beams that are lloi' x 16' and deeper requ11e multrple plies • No cambel. • Beams and columns must remoln straight to within 51~608 (in.) of true ahgnmenl. Lis the unrestrained length of the member in feel. • Tables on pages 8-15 include load reductions applied In accordance with code. For applications not coveied in this brochure, contact your Weyerhaeuser representative. S11 paies 31 ind 3!1 for multiple-mttmblr b,am connect/011s. TimblrSlrantJIJ lSI.. Mlcrol/1111• LVL. and untr.,tu Par1111m• PSL "' int,nd1d for dry-uu appllcatlons (81 Values aie for thickness up to 3\/l' (9) for members Im than I W thick and rn planK ouentahrn. u"' r, of 670 ~ NOS-bea11n1 area factOI c, = I 0 (10) Value accounts for l.srge holt cspabilrtles. See Altowabla Holes on na2e .l& (11) Value shown Is 101 plank orientation (12) for column applications, use F., of 500 psi. Beam Orientation Column Orientation Plank Orientation Trus Jorst" Beam. Header ano Column Specifier's Guide TJ.9000 I May 2014 5 FLOOR SPAN TABLES 4 Not all products ar, arailabls in all markets. Contact your /Lnsl rspr,sent1tl~• for lnform,tion. TJI® 110 Joists r 21-1,· I 9½' 11!4' 14• 16" _J TJI® 210 Joists r 2½,· f 9½' IIW 14" 16" _J TJI® 230 Joists r2¥1,· 7 11~· 14" 16' _J TJI® 360 Joists 0 1¾' r r3½" 7 llW 14' 16' _J TJI® 560 Joists 3A L/480 Live Load Deflection 40 PSF LIWI uad / 10 PSF Dead load 4D PSF live Load / 2D PSf Dead load o,,t11 rn• l-:c::----,---:-=,~-r-7::-=:---,--=-:::----1-:c=-:--...;.;;...c.,-;.~:-=~~~..:..;;.;;.;;,;;.;;,;;;;;------j 12· o.c. I 11· D.C. 19.2" o.c. I 24" o.c. 12" o.c. 11· Q.G. 1,.2· o.c. I 24" o.c. 110 16'-5' _ l 15'-0' j 14'-2' 13'-2' 16'-5' I 15'-0' I 13'-ll' 12'·5' 9V?" 7iD -17'-3' 1s•:f 14•.10· h ·-10· • 11•.3• J5'.9' w.10· 13'-8' 23D 17•.3• , 1s·-2· 15•.3• 14•.2· 17'-8' r 16'-2' 15•.3• JN· 110 19'-6' I 17'-lO' _16'-10' I .J5'-5'm 19'-6' 1 1r.3• 15'-8' 14•.0"111 ZID 20'·6' 18'-8" 17'-8" 16'-5' 20'-6' 1 18'-8' 17'-3' 15•.5•m 11!/t" 230 -21·-o• l 19'-2' 18'·1" 16'-IO' -21'·0' 19'-2' 18'·1' 15•.3•111 m 22•.fF"T°lO'V 1r:s· r-rs•.4• -7 ~ 20·-11· w.s· ·u--10•111 sie-26':F 23'-8' 22'-4' 20•.g-:-,-~-23'-8' -22'·4' 20•.9•0, 111 22'·2' 20'·3' ~ 18'-9' 16'-9'111 21'-8" 18'-9' 17'-l"lll 14'•7'111 210 23•.3• + 21•.3• 20·-o· f .!§'·4""C ~ 23•.:.r 20·-r -18•-ffo w ·.2•111 14" 23D 23'·10"-2l'j•·· 20'~6' 19'·1' 23'-10' fr.f'-• 19'-9' 17'-l'lll ~-~~~ ~ ~ ~1 ~ ~ 1~ sie 29•.5• 1 2s·-i<r l 25•.4• 23'-6' • -29•.s-26°-10· T 25•.4"111 ' 20•.11•m 21D 25'-9' 23'-6' j 22'-0'Ul I 19•.5•111 25•.5• 22·-o•m I 20'-l'ill I l6'-2•m ir 2,0 25•.:S· 24'-l' 22•.9• 20--1•w 2s•.5• 23•.2· 2r-2 .. u 17•.1•111 HO 28'-9' t-26'-3:_ i 24,:8"llJ T 21'•5"111 -2f·•~-~ 26'-J"lll I 22'~'111 ..1 ..!I'-lQ"lll 56D 32'-8' 29'·8' 28'-0' I 25'-2'ill 32•.,· 29'Tt 26'-3'Ul 20'-ll'lll L/360 Live Load Deflection (Minimum Criteria per Code) 40 PSF live l111d / 10 PSF Dtad load 40 PSf llwe load/ ZI l'SF Dead load Deptb TJI• 12· ,.c. I 11• o . .c. 11.2· o.c. I 24" o.c. 12· o.c. II" ,.c. I 11.z• o.c. I 24" o.c. 11D 18'-2' 1 16'-7" 15'·3' 13'·8' 17'-8' l 15•.3• I 13'-11' 12'•5' 9Vt" '7io -19'-l' I 1r::s· 16':s• l 15'-0' 19'-I' 1s•.::-9• I 15'•4' 13'-8' 230 19'-7' 17'-ll' 16'-11' 15'-9' -19'-7' 17'-8' 16'-1' 14'-5' 11, 21•.,-1 18'-ll' 11•.3· , 1s•.5•w 19'-ll" 17•.3• 15'-8" 14•.o•rn 210 22'·8' r 20.-.:S· 18'-11' w-10· 21'-10' 18'-il' ' "ir-3' 15':S•m 111/4' 73D ___ 23'·3' I 21'-3" 19'-11' L.J1•.9• 23'·0" f9•.ff· i 18'-2' 16'~3'111 J&o 25•.4• 1 23•.2· F10· 20•.4"111 25•-4• 23•.F , 2~,,~.1o'iu 51D 28'•10" 26'-J" 24'•9" 12 3'-0' 28'•11" 26'•J• /47..9• 2()'.IJ"IU 11D 23'-9' 20'·6" 18'-9' I 16'-9"(11 21'-8' 18'-9" I 17'•1'(11 14'.]'111 210 25'-8' 22'-6" -20'-7" 13•.4•111 23'-9.-20'-7' 18'-9"lll T6C2•111 14" 230 26;:r,-23'-9.--21'-8' -W.:-4•11J 25'·0" 21'-8" t }f:.9• lJ'.j"tJJ Jio 28'·9' -26'-3" I 24•.9•111 I 11'-5_'.!1) 28'-6" 26'-J"II/ t 22'-4'lll l 17'-lO'OI 580 32'•8' 1 29'·9" -1 280:-0• 25'•2'111 31'•1' 29':f-26,:J'IIJ 20'•Jl'OI 218 27'-IO' ' 24'-J" 22·.o•m 19•.5•111 _ 25'-5' 22'·0~11 1 20'-)'tll 16'-2'UI 230 2 9•.2· 1 2s-:v r 23•.2· 20•.1•01 2s•.9• 23•.2· 21·:z•111 11·-1•111 11• ~ -31•-10·· 1 29•:0· T 26·-10·111 21•.5•111 -,,·.10· 2s·-10•111 22•.4"111 11•.1o•m sia-36'-l' 32'·11" 31'-0'111-25°-2•111 3 6'-:,.--'-31'·6"'11 I 26°T-m 20'-11'<11 (I J Web slifleners are requ11ed at inlermediale supports of contInuous•span joists when the intermediate bearing lenilh 1s /tss lhan 514" and the span on either side of the intermediate bearing 1s 21eater than the followin1 spans, TJI• 48 PSF LIWI L11• / 11 PSF Dead Loa• 40 PSF liYe load/ 21 PSF Dead load 12• e.c. I 16°0.C. I 11.2• e.c. 24" o.c. 12•0.c. I 11• e.c. 19.Z"o.c. I 24" ,.c. 110 N.A. l__.!!l, I N.A. 15'-4' N.A. I N.A. 16'·0' I 12•.9• 211 N.A. N.A. ..... 21•.4• 17Cir' N.A. I 21'-4' 17'-9' 14'-2' 231 N.A. ·i 19•.2· --R --I I N.A. N.A. N.A. N.A. 19'-ll' 15'-11' 24'-5' 19'·6' -N.A.-24'-5' --20'-4' -t 16'-j• ,-1!!.. N.A. __ N.A. -i-29'-10' 23•.fij• N.A. • -29•.10• 24'·10' 518 N.A. N.A. 19'-10' • I.Dng-term deflection under dead load, which includes the effect of creep, has not been consideted. Bold italic spans reflect initial dead load deflection exceeding 0.33'. How to Use These Tables I. Determine the appropriate live load dellection criteria. 2. Identify the live and dead load conditrnn. 3 Select on-center spacing. 4. Scan down the column until you meet or exceed the span of your application. 5. Select TJl4' joist and depth. Lin load d1lection if not the only factor th,t aff,cts how, floor will perform. To mor, accur,/1/y pr,dicl floor p1rlo11111ncc, use our Tl-Pro"' Ratin1s. General Notes • Tables are based on: -Unrtorm loads. -More rest,ictive of simple or continuous span. -Clear distance between supports (l¼" minimum end bearing). • Assumed composite action with a single layer of 24 • on-center span-rated, glue-nailed floor panels for deflection only. Spans shall be reduced 6" when floor panels are nailed only. • Spans generated from ilevelll!I software may exceed the spans shown 1n these tables because software reflects actual design conditions. • For loading conditions not shown. refer to software or to the load table on page 5 iLevel Trus Joist• TJ1• Joist Specifier's Guide TJ-4000 February 2008 STRUCTECH ENGINEERING 5632 Ra.veiwa Colll1 San Jose, CA 95118 ffl-569-7486 bpouya@wuctec;h.m "2x" and "4x" Members Lumber Values (Floor) (Root) Grade Size Crx Fb X 1.25 2x4 1313 1641 2x6 1138 1422 2x 8 1050 1313 2 X 10 963 1203 DF #2 2 X )2 875 1094 2 X 14 788 984 Fv = 95 4 x4 1313 1641 E = J.6E 4x6 I 138 1422 4 x 8 11 38 1422 4 X 10 1050 1313 4 X 12 963 1203 4 X 14 875 1094 2x4 1500 1875 2x6 1300 J625 2x8 1200 1500 2 X 10 1100 1375 2 X 12 1000 1250 DF # 1 2 X 14 900 I J25 fv=95 4x4 1500 1875 E = l.7E 4 x6 1300 1625 4 x 8 1300 1625 4 X 10 1200 1500 -·· 4 X 12 1100 1375 4 X \4 l000 1250 2x4 2175 2719 2x6 1885 2356 2 x. 8 1740 2175 2 X )0 1595 1994 Select 2 X 12 1450 1813 2 X 14 1305 1631 Structural 4x4 2175 2719 Fv = 95 4x6 1885 2356 E = l.9E 4x8 1885 2356 4 X 10 1740 2175 4 X 12 1595 1994 ___ ..,. 4 X 14 1450 1813 "6x" members: Grade Size DF #I , Fv = 85 6x E = 1.6E Sel. Str., Fv = 85 6x E = 1.6E D.S.S., Fv = 85 6x E =l.7E (Repetitive) (Roof Cr F b Repetitive) X 1.15 X 1.25 1.5 875 1509 1887 1.3 875 1308 1635 1.2 875 1208 1509 I. I 875 1107 1384 1.0 875 1006 1258 0.9 875 906 l 132 1.5 875 1509 1887 1.3 875 1308 1635 1.3 875 1308 1635 1.2 875 1208 1509 1.1 875 1107 1384 1.0 875 1006 1258 1.5 1000 1725 2156 1.3 1000 1495 1869 1.2 1000 1380 1725 ··-~-1.1 1000 1265 1581 1.0 1000 1150 1438 0.9 ·1000 1035 1294 1.5 1000 1725 2156 1.3 1000 1495 1869 ---1.3 1000 1495 1869 1.2 1000 1380 1725 -I. I 1000 1265 1581 --·-1.0 1000 11 50 1438 1.5 1450 2501 3127 l.3 1450 2168 2710 1.2 1450 2001 250 1 I.] 1450 1834 2293 ··-1.0 1450 1668 2084 0.9 1450 1501 1876 1.5 1450 2501 3127 ·---1.3 1450 2168 2710 ~·-~ J.3 1450 2168 2710 1.2 1450 2001 2501 I.I 1450 _!..811.. ·---2293 --1.0 1450 1668 2084 Fib Fb X 1.25 1350 1688 1600 2000 1900 2375 I I 0--;::.::-:.:-1-- l ~ .. 1 ©--r - 1 0-- 0- @>--- I t'. ':.::_-_-_-:..,-r---_ ,, 11 ,, I II ---------'½-~=~~~=~ I UPPER ROOF FRAMING a 2ND FLOOR Si--lEAR WALL PLAN I I ------, I ► I ! = T~ ~ ~ -IJ I f I j I ~ : ~ I I : j --c.::.:::!m'; STRUCTECH JOB NO~MD-\ SHEETNO. 4' ENGINEERING BY _ _.;_1+.;..__f ___ DATE l0/'21 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouya@struetecb.net ~ N e_w Twt1:' 5n:,t<-y ~~5/DL=.IX C..J! (?1093 lv'/tfGN oLl l'f CA-N-$ h~t>,, c:::!.A-• * A-'-5° US/£ 2-;x~ @ /6, h O ,C-,@ CA-t-/r(),4../Y/,+/?'AMIIYG -~¼ - ~-!.. f/,fS (),/pl-~ Jr-!,TS-/1... g 1rTlf/.OPM; f Wo.:. 17-51'5!=--,:...to /::..! 75 l'LF l kJ L,. :. '2-t:> ,.,,. XIO 1 -2.0~ /'t..r S,a.4.-e.rhL ~ It 1.-c... f It 6 E. ~ use J.. 1-12-/) JJ-11 2.- I s STRUCTECH JOBNO. MD-, SHEETNO. 7 & ENGINEERING BY_...:..:..H_f' ___ DATE No'J/Q/ 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouya@structecb.net tip~£ f-'2-..,': (_ov€fi..,M,+-5,i!..tt...C-t-().S£r:) f t'T?rMS .c( 1/~ou L---=-/ 11 ,Z.J I ,Rl){)r Cell• W p -= -z:. 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MP -) SHEET NO.~~ ENGINEERING BY 8-f DATE No v. 12.J 5632 Ravenna Court San Jose, CA 95118 403-569-7486 hpouya@structech.net /2-.-5" $4.A-Alf S v /1/'tJ-4.. 77Nc; I 1t.~1 $ ~..04-C.tL- p I? 2 ' (2 I STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: R-1 Hips over Master bedroom CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch {North) Wood Grade : No. 1/No. 2 ProjectTitle: M D -I Engineer: Project ID: Project Descr: Fb+ Fb- Fc • Prll Fe -Perp Fv Ft 850.0psi 850.0psi 1,400.0 psi 625.0psi 180.0psi 500.0psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span = 8.0ft q Printed. 8 NOV 2021. 6·33PM ~C,INC.t E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 30.590pcf I ..._ _____ --------------------------------------J lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.560 1 2x12 594.53psi 1,062.50psi +O+l 3.387ft Span# 1 0.033 in 0.000 in 0.062 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Ratio= Ratio= Ratio= Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 2942>=360 0<360 1540>=180 0<180 L-----------------________ ....... _________ _ Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V OOnly Length = 8.0 ft 0.296 0.142 +D-+l Length = 8.0 ft 0.560 0.269 Overall Maximum Deflections Load Combination ..o..i. Vertical Reactions Load Comblnatlon Overall MAXimum Overall MINimum D Only Span Cd CFN Ci Cr Cm C t CL 0.90 1.000 1.00 1.00 1.25 1.00 1.00 1.000 1.00 1.00 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.25 1.00 1.00 Max.•.• Defl Location in Span Load Combination 0.0623 3.854 Support notation : Far left Is #1 Support 1 1.014 0.533 0.481 Support 2 0.514 0.267 0.248 Moment Values M lb 0.75 283.11 1.57 594.53 = Pb V 0.00 0.00 956.25 0.32 0.00 0.00 1062.50 0.68 Max .• .., Defl 0.0000 Values in KIPS 0.269 : 1 2K12 60.54 psi 225.00 psi +O+l 0.000 ft Span# 1 Shear Values Iv _j Fv 0.00 28.77 0.00 60.54 0.00 202.50 0.00 225.00 Location in Span 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: R-1 Hips over Master bedroom Vertical Reactions Load Combination +01{).750L -t-0.600 LOnly Project Title: ~ P -I Engineer: Project ID: Project Descr: Support notation : Far leftis #1 Support 1 Support 2 .5 0.881 0.448 0.289 0.149 0.533 0.267 lD Printed: 8 NOV 2021 6·33PM Values 1n KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M P -) Engineer: Project ID: Project Descr: DESCRIPTION: R-2 Ridge over Master Closet, and other ridges under 11 '-0" CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties EN'ERCAl.¢, lNO. 198:J-2020, 8ulid:l2.20, 10.31 Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb + Fb - 2,600.0psi 2,600.0 psi 2,510.0psi E: Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : MlcroLam L Vl 1 . 9 E Fc-Prll Fe -Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.205l L(0.21) 2-1.75x9.5 Span = 11.0 ft 750.0psi 285.0psi 1,555.0psi Ebend-xx 1,900.0ksi Eminbend -xx 965. 71 ksi Density 42.010pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D-= 0.2050, L = 0.210, Tributary Wldlh = 1.0 fl, (RooQ DESIGN SUMJ,fARY ______ ·---------- Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.563 1 2-1.75x9.5 1,464.18psi 2,600.00psi +O+L 5.500ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.146 in Ratio= 0.000 in Ratio = 0.296 in Ratio= 0.000 in Ratio= Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 901 >=360 0<360 445>=180 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V DOnly Length= 11.0 ft 0.316 0.179 -+04. Length= 11.0 ft 1 0.563 0.318 Overall Maximum Deflections Load Combination ..0-+l Vertical Reactions Load Combination Overall MAXlmum Overall MINlmum Span Moment Values Cct CFN c, Cr Cm Ct CL M fb 090 1.000 1.00 1.00 1.00 1.00 1.00 3.25 740.19 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.42 1,464.18 Max.·-· Deft Location in Span Load Combination 0.2962 5.540 Support notation : Far left is #1 Support 1 Support 2 2. 1.155 1.155 = = = :: Pb 0.00 2340.00 0.00 2600.00 De~i n OK 0.318 : 1 2-1 .75x9.5 90.76 psi 285.00 psi +O+L 10.237ft Span# 1 Shear Values V fv F'v 0.00 0.00 0.00 102 45.88 256.50 0.00 0.00 0.00 2.01 90.76 285.00 MaK. ·•• Defl Location in Span 0.0000 Values In KIPS 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 951 18 hpouya@structech.net Project Tille: M D -l Engineer: Project ID: Project Descr: DESCRIPTION: R-2 Ridge over Master Closet, and other ridges under 11 •-o• Vertical Reactions Load Combination n ..0-+l ❖+-0.750L -t-0.60D LOnly Support notation : Far left is # 1 Support 1 Support 2 .1 1 1.1 1 2.336 2.336 2.047 2.047 0709 0.709 1.155 1.155 I z. Printed. 8 NOV 2021. 6:41PM ' . ENERCALC, ltfC. ~983-2020. 91,11d t2.20..10.tt Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: M D -t Engineer: Project ID: San Jose, CA 95118 hpouya@structech.net Project Descr: DESCRIPTION: R-3 Roof deck joists (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro rtles Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc -Pr11 Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Mlcrolam LVL 1.9 E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ♦ • f 1.75x9.5 2.600.0psi 2.600.0psi 2.510.0psi 750.0psi 285.0 psi 1,555.0psi Printed· 31 JAN 2022, 3·02PM E : Modulus of Elasticity Ebend-xx 1,900.0ksi Emlnbend -xx 965. 71 ksi Density 42.010pcf Repetitive Member Stress Increase 1 Span= 15.50 ft l-==--------1 A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifoon Load : D = 0.02750, L = 0.080 , Tributary Width = 1.0 ft, (Roof/Deck) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.569 1 Maximum Shear Stress Ratio 1.75x9.5 Section used for this span 1,538.13psi fv: Actual 2,704.00osi Fv: Allowable +D+L Load Combination 7.750ft Location of maxlmum oo span Span# 1 Span # where maximum occurs 0.440 in Ratio= 422>=360 0.000 in Ratio= 0<360 0.618 in Ratio = 301 >=180 0.000 in Ratio = 0<180 --- Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Segment Lengtll Span# M V D Only Length= 15.50 ft 0.182 0.080 +O+L length= 15.50 ft 1 0.569 0.249 Overall Maximum Deflections Load Combination ..O+l Vertical Reactions Load Combination o.ierall MAxlmum Overall MINimum Span Moment Values Cd CFN c, c, Cm CI Cl M lb 0.90 1.000 1.00 1.04 1.00 1.00 1.00 0.97 442.89 1.000 1.00 1.04 1.00 1.00 1.00 1.00 1.000 1.00 1.04 1.00 1.00 1.00 3.37 1,538.13 Max. • -• Deft Location in Span Load Combination 0.6178 7 .807 Support notation : Far left is #1 Support 1 Support 2 0.871 0.871 0.620 0.620 Design OK = 0.249: 1 1.75x9.5 = 71 .11 psi = 285.00 psi +D+L = 14.765ft = Span# 1 --. Shear Values Pb V fv Pv 0.00 0.00 0.00 0.00 2433.60 0.23 20.47 256.50 0.00 0.00 0.00 0.00 2704.00 0.79 71.11 285.00 Max.'+' Defl Location in Span 0.0000 0.000 Values io KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: R-3 Roof deck joists (Revised) Vertical Reactions Load Combination Oonly -+O+l -+0..0.750l -+0.600 L Only Support 1 0.251 0.871 0.716 0.150 0.620 Proj~ct Title: M I) _ l Engineer: Project ID: Project Descr: Support notation : Far left is # 1 Support2 0.251 0.871 0.716 0.150 0.620 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: R-4 Cantilever beams at spiral stairs (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : ilevet Truss Joist Wood Grade : Parallam PSL 2.0E Project Title: M D -1 Engineer: H-P Project ID: Project Descr: Fb+ 2,900.0psi Fb-2,900.0psi Fe-Prtl 2,900.0psi Fc-Perp 750.0psi Fv 290.0psi Ft Printed 31 JAN 2022, 3·22PM E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,025.0psi Density 45.070pcf --- • • 0(0.082) L(0.24) • • • D(0.041l l(0.12) • • Span = 4.50 n Span = 2.50 ft lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0820, L = 0.240 , Tributary Width = 1.0 ft, (Deck) Load for Span Number 2 Uniform Load : D = 0.0410, L = 0.120, Tributary Width = 1.0 ft. (Deck) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.046 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 132.87psi fv: Actual Fb: Allowable 2,900.00psi Fv: Allowable Load Combination -+D+L Load Combination Location of maximum on span = 1.911 ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 19046>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.004 in Ratio = 14195>=180 Max Upward Total Deflection -0.001 in Ratio= 44922>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V DOnly Length = 4 .50 ft 1 0.013 0.026 Length = 2.50 ft 2 0.011 0.026 -+0-+l Length = 4 .50 ft 0.046 0.091 Length = 2.50 ft 2 0.040 0.091 Overall Maximum Deflections Load Combination -+0-+l Span 1 2 Cd C FN 0.90 1.000 0.90 1.000 1.000 1.00 1.000 1.00 1.000 Max.•-• Defl 0.0038 0.0000 c, Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location In Span 2.087 2.087 Cm 1.00 1.00 1.00 1.00 1.00 Moment Values CI CL M fb 1.00 1.00 0.15 33.84 1.00 1.00 0.13 29.20 1.00 1.00 1.00 1.00 0.58 132.87 1.00 1.00 0.50 114.68 Load Combination +0-+l Design OK = = = = = F'b V 0.00 0.00 2610.00 0.15 2610.00 0.07 0.00 0.00 2900.00 0.59 2900.00 0.28 Max.·+· Defl 0.0000 -0.0013 0.091 : 1 3.5x9.5 26.41 psi 290.00 psi ..O+L 3.721 ft Span# 1 Shear Values fv F'v 0.00 0.00 6.72 261.00 6.72 261.00 0.00 0.00 26.41 290.00 26.41 290.00 Location In Span 0.000 2.500 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title:+ffi 0-) Engineer: I r Project ID: Project Descr: DESCRIPTION: R-4 Cantilever beams at spiral stairs (Revised) Vertical Reactions Support notation : Far left Is #1 Load Combination Overall MAX1mum Overall MINimum DOnl'/ +D-+t ~.750L .0.60D LOnly Support 1 0.613 0.457 0.156 0.613 0.499 0.094 0.457 Support 2 Support 3 1.239 0.923 0.315 1.239 1.008 0.189 0.923 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpooya@structech.net ProjectTitle: M.D • l Engineer: l+f Project ID: Project Descr: DESCRIPTION: R-5 Beam supporting R-4's at Deck (Revised) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb- Fc-Prtl Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0psi 2,900.0psi 2,900.0psi 750.0psl 290.0psi 2,025.0psi 0(0.16) L(0.46) Span = 12.0 ft & 17 E : Modulus of Elasticity Ebeod-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf 0(0.16) L(0.46) A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.02190, L = 0.080, Tributary Width = 1.0 ft, (Deck) Point Load : D = 0.160, L = 0.460 k@7.0 ft Point Load : D = 0.160, L = 0.460 k@ 10.0 ft DESIGN SUMMAR Maximum Bending Stress Ratio = 0.339 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 982.93psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 7.007ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occors Maximum Deflection Max Downward Transient Deflection 0.158 in Ratio = 909>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.208 in Ratio = 692 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V DOnly Length= 12.0 It -+O+L 0.090 0.059 Length= 12.0 ft 1 0.339 0.219 Overall Maximum Deflections Load Combination Span -+O+L Vertical Reactions Load Combination OVeraUMAXlmum 0.90 1.000 1.000 1.00 1.000 Max.·-· Defl 0.2078 Cr 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 6.263 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Support notation : Far left ls #1 Support 1 Support 2 0.973 1.490 Moment Values M lb 1.04 236.13 4.31 982.93 Design OK = = = = = Pb V 0.00 0.00 2610.00 0.34 0.00 0.00 2900.00 1.41 Max.'+' Deft 0.0000 Values in KIPS 0.219 : 1 3.5x9.5 63.58 psi 290.00 psi -+D+L 11.212 ft Span# 1 Shear Values Iv Pv 0.00 0.00 15.37 261.00 0.00 0.00 63.58 290.00 Location in Span 0.000 ' STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: ti\ .P ... I Engineer: H-P Project ID: Project Descr: DESCRIPTION: R-5 Beam supporting R-4's at Deck (Revised) Vertical Reactions Support notation : Far left is #1 Load Combination OveraM MINlmum OOnly +0-+l +0-+0.750L -+0.600 LOnly Support 1 0.748 0.225 0.973 0.786 0.135 0.748 Support 2 1.132 0.358 1.490 1.207 0.215 1.132 Values in KIPS 01--- 0-- 0-- ®--- 0-- ®--- I I I IV JI,(',.,_ ~---~---r----------- y I I I I I '= 3-----------!----_-_-_-_-..,,,. Pl!!d< 181 19 II I I I ·---1 ____ rr __ J!~)-~-7, I I I I I I ii , , II I , II 11 •,~ II __ II I~ II ~·-'I eMI.C<)Ny ;i:: II -~..._ I -ll:..b ~ II I I F. II ~ Q!I UF'PER CEILING FRAMING FLAN STRUCTECH JOB NO. MD-I SHEETNO. 2.0 ENGINEERING Bv __ rr_r ___ DATE 1'l ov. 'zJ 5632 Ravenna Court San Jose, CA 95118 40S-S69-7486 hpouya~structech.net C. -t C,e(t,../N G f!,E.AM @ f.11~1,~ 6'4-TH-~t::>11: l... ~ ' .$ 1 0 (U lt .) w'~I,.,£.. r-oof I I vJp;:.. -3 1 (11-.s) t-f.;:-(5) r ~(,s );. 1"11 t>lr~ ~ L-:::-3 1 ( u) = ~o t,>1...r I I,. ~ II ( Ct= I '-) vJ D ~ CJ 1 (5 PS r) = f 5 f L-r W l--,.. q 1 (!O f5r).:: 'f O fL-f;' ,, Po :. B''k<-e/ (ff.,;)= 1is:C.0Al>f~o11\ F '-'Co e/1---e/ ( 2.-0 )-12..td'l.(.1/)~E-) uo/ E:. 3!z," 7--q ;'z II PS L 2-..0 e S !z-6-E tJ £.IZC At-c.. fA-SE:.. Z.8 , I '. f t t STRUCTECH JOB NO. M 0-1 SHEET NO. :2) I ENGINEERING BY __ l;;...:._:-f..;__P __ DATE pu., 2, 5632 Ravenna Court San Jose, CA 95118 408-569-1486 bpouya@structech.net /_-:;;.. 3.51 () !> I.-s ,+/1 4-u 11-P 5, IT? C -I STRUCTECH JOB NO. MD -I SHEET NO. 2 'Z. 6 ENGINEERING BY__..rt--'--"--P ___ DATE Noy, 12J C.-3 5632 Ravenna Court San Jose, CA 95 11 8 40S-569-74&6 hpooya@structccli.net c -1 .e 4.,+IV'\ o v~~ 1-1 /'I l!!N / M..-,n~ ~1t-TH 11' l. =-I z! I f, /fa>o,-) • ( '--fl 1, J (.J;,rt. /&) tA '-9·.----2._, 5....,;:x., ___ U>~;.___;;.-,; v.) D ~ t '(!t,5) t ~.51(5)-tf ,,3(1.t>.~1' .1(j5) r--------~ w P .-.: If+ PL--r , µ:. r z' NP/&-1 OLC-tL f'..rJ.:/,8'1 P'(. t,.1 1.: 4-1 ( u,) + / .'H( HJ) =-:::;_:f) /1,~../, 'fl. K ( f> IJ:J ~ I ,/b _..... (!-;pc-4 ~ ~ 2..) l P, '--' • I~ ,t:.. { f i.t, =-()' s e, #(.. p7,.1.,, = o.9~ 1'---:it,,{::-e.l'--Bl'A C -2) use. 3 Yi'~ 1 .s " Pst....1 e. 2.0 $~ 5. ~8.. /1..c.. ,+L~ (Jt;-(;,6 3 2 STRUCTECH JOB NO._M..:...;;;.D_-_...l __ SHEETNO . .2.3 ~ ENGINEERING Bv H:P DATE N-o v, 12..J 5632 Ravenna Court San Jose, CA 95118 40S-569-74S6 hpouya@structech.net Us e- t fl.-p o .~g"- P-L q.,jl.t<,. I I{ I I} 3 ½ 7'-II 4 Ps /... ~, o E. I P:2. I z,' STRUCTECH JOB NO. Np ..... , SHEETNO. 2.+ ~ ENGINEERING BY_--1-1-tt...!-f ___ D.ATE N0'I, 12-1 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouya@structcch.net C -7 .5£.AM StJP/'tJ~17/'J G [)£.C-K/ ~~o,:-1 U It... I p4.,(JC 1 ~()f-(,,£./t,I i,Jp ~ -4(.io.~-t-i (11-.s)-t /(p:{ (5) "21g Per to)) "-'t-= I~ (IQO) + f (U>) ~~ t ,. 5' /<D -0,5'5 tJSe 1-x12-Pr# z. P-'--~1,13 r< -------------------- t STRUCTECH JOB NO. MD -l ENGINEERING BY H~ G-4 I 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouya@structcch.net L=-~ ~?< fl.ool" C.E!l., w 1r1,,(.. tJI>;: 4(.11,5) f-'/(5 )-t z.t:>'(ts) =-/JO ft,,.F Wt-.,,._(/ (2.o) = I 2o fl-F-- M::. (t 2-(; -r110) a. z.= 1305 ,#, s ~p..-. I 3o 5 'r/ 2.. -= 17-1 /HJ ,oo US£ t. ~ f z_ .])P.-#-1 C-\o t< ~ { Pr> == /./'/ ~2-:. t .}, p1,,,. ~ I, I(,,, x 2-= 2 . 3 2.." /# Mr= P'-ff : 4f35" 0~ -::::roa- S;t ~ ~35 ~tz.. ;:;.. 6,g. ~ ,1'13 t:f00)'..(·2.S ll$6.. f1,12-Pr#Z-f#.. s~ SHEETNO. Z? I DATE N tiV, 2.1 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: C-1 @ Master bathroom CODE REFERENCES ='Tc""'" Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: M f) -I Engineer: Project ID: Project Descr: 1~ M&1U0.1031 Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb - 900.0psi 900.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Wood Grade : No.2 Fc-Pr11 Fc-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span =6.50 ft 1,350.0psi 625.0 psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf A lied Loads Service loads entered. Load Factors will be apphed for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.1490, L = 0.060 , Tributary Width = 1.0 ft, (Ceiling) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.18Q 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 186.73psi fv: Actual Fb: Allowable = 990.00psi Fv: Allowable Load Combination +O+L Load Combination Location of maximum on span = 3.250ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.004 in Ratio = 21381 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.013 in Ratio= 5897>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V DOnly Lengltl = 6.50 ft -+O+l 0.152 0.086 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.189 0.107 overall Maximum Deflections Load Combination Span +O+l Vertical Reactions Load Combination OveraU MAXlmum Overall MINimum 1.100 1.00 1.100 Max.·-· oen Location In Span Load Combination 0.0132 Support 1 0.707 0.195 3.274 Support notation : Far left is #1 Support2 0.707 0.195 Moment Values M lb 0.83 135.23 1.15 186.73 = ::: = = = Pb V 0.00 0.00 891.00 0.37 0.00 0.00 990.00 0.51 Max.••• Defl 0.0000 Values in KIPS 0.107: 1 4x12 19.27 psi 180.00 psi +O+L 5.575ft Span# 1 Shear Values fv 0.00 F'v 0.00 13.95 162.00 0.00 0.00 19.27 180.00 location in Span 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: C-1 @ Master bathroom Vertical Reactions Load Combination +O+l +0.0.7501. +0.600 LOnly Project Title: M D -I Engineer: Project ID: Project Descr: 27 Pnnted: 28 DEC 2021. 7.06PM Miiiffl ·iiUiL~I Support notation: Far left is #1 Support 1 Support 2 0.707 0.658 0.307 0.195 0.707 0.656 0.307 0.195 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: Ml> -I Engineer: 2 10 Project ID: c;,, ·woodBeam DESCRIPTION: C-2 Ceiling beam @stairs supporting ridge CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Project Descr: Prmted. 8 NOV 2021, 6:51PM . . ~c. INC.1•20t0. !Mld:t120.10.31 Analysis Method : Allowable Stress Design load Combination :ASCE 7-16 Fb+ Fb- 2,900.0psi 2,900.0 psi 2,900.0 psi E : Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fc-Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksl Eminbend -xx 1,016.54ksi Density 45.070pcf --7 D(0.9281 L(1.28) D(0.045) L(0.09) , or----------.,..9---------=-.i..::.:.:::..=,,,..=.=:.,_---+------,,-,,------------,~ Span = 11 . 0 fl A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0450, L = 0.090 , Tributary Width= 1.0 ft, ( Ceiling) Point Load : D = 0.9280, L = 1.280 k @ 7 .0 fl, (Roof) DESIGN S(.!MJ.,f~.=R_,_,Y'-------- Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location or maximum on span Span # where maximum ocrurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = ·-0.590 1 3.5x9.5 1,709.90psi 2,900.00psi +O+L 6.985ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.171 in Ratio = 0.000 in Ratio = 0.281 in Ratio= 0.000 in Ratio= Fv: Allowable load Combination Location of maximum on span Span # where maximum occurs 772>=360 0<360 468>=180 0<180 = = Desi n OK 0.318 : 1 3.5x9.5 92.24 psi 290.00 psi ..O+l 10.237ft Span# 1 '---------------· --··------·-·-·---· ·-------- Maximum Forces & Stresses for Load Combinations Load Combination Max Slress Ratios Moment Values Shear Values Segment Length Span # M V Cd CFN Ci Cr Cm Ct CL M fb F'b V Iv Pv DOnly 0.00 0,00 0.00 0.00 Length" 11.0 ft 0.261 0,139 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.99 681.13 2610.00 0,80 36.26 261.00 +04. 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0 ft 0.590 0.318 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7-50 1,709.90 2900.00 2.04 92.24 290.00 +0..0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 11.0ft 0.401 0.216 1.25 1.000 1.00 1.00 1.00 1.00 1.00 6.37 1,452.71 3625.00 1.73 78.24 362.50 ..0.600 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 11.0 ft 0.088 0.047 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.79 408,68 4640.00 0.48 21.75 464,00 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination Max.'+" Defl Location in Span +O+l 0.2815 5.821 0.0000 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: MD -I Engineer: Project ID: Project Descr: DESCRIPTION: C-2 Ceiling beam @stairs supporting ridge Vertical Reactions Support notation: Far left is #1 load Combination Overall MAXimum O.,erall MINimum 0Only +0-+l +0-+0.750L -+0.600 LOnly Support 1 Support 2 1.5'15 2.148 0.960 1.310 0.585 0.838 1.545 2.148 1.305 1.820 0.351 0.503 0.960 1.310 Printed 8 NOV 2021, 8:51PM ENERCALC. INC. 1983-10i0. lltulcl:tl20.10J1 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Proj~ct Title: Mp _ f Engineer: Jt'f> • Project ID: Project Descr: CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb- Fc -Pr11 Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span= 11.0ft 2,900.0psl 2,900.0psi 2,900.0psi 750.0psi 290.0 psi 2,025.0psi 0 (0.58) L(0.96) Printed. 31 JAN 2022, 3 40PM E : Modulus of Elesticlty Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf D 0.079 .L~(_0._16_7~> ----~ f V Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Unifonn Load : D = 0.1750, L = 0.160 k/ft, Extent = 0.0-» 7.0 ft, Tributary Width= 1.0 ft, (Ceil, roof, wall) Unifonn load : D = 0.0790, l = 0.1670 k/ft, Extent= 7.0 -» 11.0 ft, Tributary Width = 1.0 ft, (Ceil, roof, wall) Point load : D = 0.580, l = 0.960 k @7.0 ft, (C-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.653 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 1,892.65 psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable load Combination +O+l load Combination Location of maximum on span = 6.945ft location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occ1.1rs Maximum Deflection Max Downward Transient Deflection 0.191 in Ratio = 692>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.345 in Ratio= 382>=180 Max Upward Total Deflection 0.000 in Ratio=-0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ct Cr Cm C t CL M lb D Only Length= 11.0 ft 0.317 0.176 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.63 828.32 -Ott 1.000 1.00 1.00 1.00 1.00 1.00 Length • 11.0 ft 1 0.653 0.372 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.30 1,892.65 Overall Maximum Deflections Load Combination Span Max.·-· 0en Location in Span Load Combination 0.3453 5.661 Design OK = = = = = F'b V 0.00 0.00 2610.00 1.02 0.00 0.00 2900.00 2.39 Max."+' Deft 0.0000 0.372 : 1 3.5x9.5 107.95 psi 290.00 psi +04.. 10.237 ft Span# 1 Shear Values fv 0.00 F'v 0.00 45.99 261.00 0.00 0.00 107.95 290.00 Location in Span 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Vertical Reactions Load Combination OveraH MAXimum Overall MINlmum DOnly ..O+L ..0..0.750L ..0.600 LOnly Support 1 2.395 1.234 1.161 2.395 2.086 0.696 1.234 ProjectTitle: ~p ... / Engineer: t+ f Project ID: Project Descr: Support notation : Far left is #1 Support2 2.588 1.514 1.075 2.588 2.210 0.645 1.514 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: l'f\ P -I Engineer: t+P • Project ID: Project Descr: DESCRIPTION: C-4 Ceiling beam over linen & bath (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb- Fc-Pr11 Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(1.18) L(1 .16) Span= 12.0 ft 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi E : Modulus of Elasticity Eliend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Density 45.070pct D{0.58~)1 lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1540, L = 0.160, Tributary Width= 1.0 ft Point Load : 0 = 1.180, L = 1.160 k@2.50 ft. (R-2) Point Load : D = 0.580, L = 0.960 k @ 11.50 ft, (C-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.727. 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 2,107.83psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 4.642ft 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= 573>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.492 in Ratio= 292>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V D Only Length = 12.0 ft 0.397 0.304 +{)-t, Length= 12.0 ft 1 0.727 0.553 Overall Maximum Deflections Load Combination +O<l Vertical Reactions Load Combination o.,81311 MAxlmum Span Moment Values Cd CFN Ci Cr Cm C t CL M fb 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.55 1,037.47 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.25 2,107.83 Max.•.• Deft Location in Span Load Combination 0.4921 5. 781 Suppoo notation : Far left is #1 Support 1 Support 2 3.801 3.847 Design OK = 0.553 : 1 3.5x9.5 = 160.29psi = 290.00 psi +D+L = 0.000ft Span# 1 ShearValues F'b V fy F'v 0.00 0.00 0.00 0.00 2610.00 1.76 79.44 261.00 0.00 0.00 0.00 0.00 2900.00 3.55 160.29 290.00 Max.'+' Deft Location In Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M l>-1 Engineer: I,{, f Project ID: Project Descr: DESCRIPTION: C-4 Ceiling beam over linen & bath (Revised) Vertical Reactions Support notation : Far left is #1 Load Combination Overall MINlmum DOnly ~ +0..0.750L •-0.600 L Only Support 1 1.918 1.882 3.801 3.321 1.129 1.918 Support2 2.12 1.726 3.847 3.317 1.035 2.122 Printed. 31 JAN 2022. 3:48PM Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Proj~ct Titl:i_ M £) -I Engineer: n-/> • Project ID: Project Descr: DESCRIPTION: C-5 Ceiling beam supporting C-1, C-4, and C-1A (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ;A.SC E 7-16 Fb - Fe -Pr!I Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D 1.88 L(1 .92) Span = 17 .50 ft 2,900.0psi 2,900.0psi 2,900.0psl 750.0psl 290.0psi 2,025.0psi Printed: 31 JAN 2022, 4·00PM E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf D{0.41) L(1.95) A lied Loads Service loads entered. Load Factors will be applied for calculations. Load fOf Span Number 1 Uniform Load : D:: 0.1520, L = 0.080 k/ft, Exlent = 7.0-» 17.50 ft. Tributary Width= 1.0 ft. (Roof, wall, ceil.) Point Load : D = 1.880, L = 1.920 k@ 7.0 ft, (C-4) Point Load: D = 0.410, L = 1.950 k@ 14.0 ft, (C-1) Uniform Load : D = 0.2750, L = 0.440 k/ft, Extent= 0.0 ->> 7.0 ft, Tributary Width= 1.0 ft, (Roof, deck, ceil, wall) Point Load : D = 0.520, L = 0.110 k@ 4.0 ft, (C-1A) DESIGNS MMARY Maximum Bending Stress Ratio = 0.91S 1 Maximum Shear Stress Ratio Section used for this span 7x11.875 Section used for this span fb: Actual = 2,652.45psi fv: Actual Fb: Allowable = 2.900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 7.026ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downwan:I Transient Deflection 0.519 in Ratio= 404>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.963 in Ratio= 218>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Comblnation Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN c, Cr Cm C t CL M lb D Only L81Y,1th = 17.50 It 0.478 0.233 0.90 1.000 1.00 1.00 1.00 1.00 1.00 17.09 1,246.86 .O<l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 17 .50 ft 1 0.915 0.453 1.00 1.000 1.00 1.00 1.00 1.00 1.00 36.36 2,652.45 Overall Maximum Deflections Load Combination Span Max. • -• Defl Location In Span Load Combination -+O<l 0.9628 8.495 = = = = F'b 0.00 2610.00 0.00 2900.00 Design OK 0.453 : 1 7x11.875 131.51 psi 290.00 psi +O+L 0.000ft Span# 1 Shear Values V fv F'v 0.00 0.00 0.00 3.37 60.75 261.00 0.00 0.00 0.00 7.29 131.51 290.00 Max. • + • Deft Location In Span 0.0000 0.000 w STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M r>-1 Engineer: 1-i f Project ID: Project Descr: DESCRIPTION: C-5 Ceiling beam supporting C-1, C-4, and C-1A (Revised) Vertical Reactions Load Combination Overall MAx,mum Overall MINlmum DOnly +0-tl -+0..0.750L ..0.60D LOnly Support notation : Far left Is #1 Support 1 Support 2 7.973 6.258 4.343 3.557 3.630 2.701 7.973 6.258 6.887 5.369 2.178 1.621 4.343 3.557 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: C-6 Beam supporting deck joists (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro rties Project Tit[~: M l,',H Engineer: ,.,,.p Project ID: Project Descr: Printed. 31 JAN 2022. 4:05PM Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb • Fe-Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(0.247) L(0.41) 3.5x11 .25 Span= 7.0 ft 750.0psi 290.0psi 2,025.0psi 0(0.247) L(0.3) 3.5x11.25 Span = 12.0 ft Ebend-xx 2,000.0ksi Emlnbend • XX 1,016.54ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2470, L = 0.410 , Tributary Width = 1.0 ft, (Deck, ceil, roof) Load for Span Number 2 Uniform Load: D = 0.2470, L = 0.30 , Tributary Width = 1.0 ft, (Deck, ceil, roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.432 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1.251.73osi fv: Actual Fb: Allowable 2,900.00psi Fv: Allowable Load Combination -+{)+I. Load Combination Location of maximum on span = 7.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.089 in Ratio= 1615 >=360 Max Upward Transient Deflection -0.005 in Ratio= 15721 >=360 Max Downward Total Deflection 0.166in Ratio = 866>=180 Max Upward Total Deflection -0.012 In Ratio= 6721 >=180 ---·-- Maximum Forcn & Strnses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN C; c, Cm C t CL M fb D Only Length = 7 .0 ft 1 0.210 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.37 547.01 LerY,lth = 12.0 ft 2 0.210 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.37 547.01 ..0-+l 1.000 1.00 1.00 1.00 1.00 1.00 Length= 7.0 ft 0.432 0.453 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.70 1,251.73 Length= 12.0 ft 2 0.432 0.453 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.70 1,251.73 Overall Maximum Deflections Load Combination Span Max.•.• Den Location in Span Load Combination LOnly 1 0.0018 1.642 -+0-+l -+O+L 2 0.1662 6.637 Design OK = 0.453: 1 3.5x11.25 = 131.32 psi = 290.00 psi -+{)+I. 7.000ft = Span# 1 Shear Values Pb V fv F'v 0.00 0.00 0.00 0.00 2610.00 1.55 58.94 261.00 2610.00 1.55 58.94 261.00 0.00 0.00 0.00 0.00 2900.00 3.45 131.32 290.00 2900.00 3.45 131.32 290.00 Max.'+' Deft Location in Span -0.0125 5.358 0.0000 5.358 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: C-6 Beam supporting deck joists (Revised) Vertical Reactions Project Title: M ~ -I Engineer: H-f Project ID: Project Descr: Support notation : Far left is #1 Load Combination Overad MAXimum OveraU MINimum DOni'f Support 1 1.199 0.816 0.384 1.199 0.995 0.230 0.816 Support 2 Support 3 7.323 2.640 4.216 1.439 3.108 1.202 -0-tl 7.323 2.640 -0-+-0.750L 6.269 2.281 -+-0.600 1.865 0.721 LOni'f 4.216 1.439 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Cl. San Jose, CA 95118 hpouya@structech.net Project Title: M P -l Engineer: ,tf Project ID: Project Descr: DESCRIPTION: C-7 (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc-Prll WcxxJ Species : Douglas Fir-Larch Fe· Perp WcxxJ Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span =5.0 n 900.0psi 900.0psi 1,350.0psi 625.0 psi 180.0psi 575.0psi Printed 31 JAN 2022, 4 11PM E : Modulus of Elasticity Ebend-xx 1,600.0 ksi Eminbend -xx 580.0ksi Density 31.210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2180, L = 0.450 , Tributary Width = 1.0 ft, (Deck-Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.343 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 339.30psi fv: Actual Fb: Allowable = 990.00psi Fv: Allowable Load Combination -+O+L Load Combination Location of maximum on span = 2.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio= 6263>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.014 in Ratio"" 4219>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C1 Cr Cm Ct CL M lb 0 Only Length = 5.0 ft 0.124 0.080 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.68 110.73 -Ott. 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 0.343 0,222 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.09 339.30 -+0-t0.750L 1.100 1.00 1.00 1.00 1.00 1.00 Length • 5.0 ft 0.228 0.146 1.25 1.100 1.00 1.00 1.00 1.00 1.00 1.74 282.16 ..0.600 1.100 1.00 1.00 1.00 1.00 1.00 Length = 5.0 ft 1 0.042 o.o:n 1.60 1.100 1.00 100 1.00 1.00 1.00 0,41 66.44 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination -+0-+l 0.0142 2.518 Design OK = 0.222: 1 4x12 = 39.94 psi = 180.00 psi -+O+L = 0.000ft = Span# 1 ---- Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 891.00 0.34 13.03 162.00 0.00 0.00 0.00 0.00 990.00 1.05 39.94 180.00 0.00 0.00 0.00 0.00 1237.50 0.67 33.21 225.00 0.00 0.00 0.00 0.00 1584.00 0.21 7.82 288,00 Max.'+' Den Location in Span 0.0000 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Vertical Reactions Load Combination O.,erali MAXimum Overall MINlmum DOnly ·•CM. +0-+0.750L -+0.60D LOnly Project Title: Mo-, Engineer: ft (' Project ID: Project Descr: Support notation : Far left Is #1 Support 1 Support 2 1.670 1.670 1.125 1.125 0.545 0.545 1.670 1.670 1.389 1.389 0.327 0.327 1.125 1.125 Printed. 31 JAN 2022. 4:11PM Values in KIPS ' STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: C-8 (deck beam supports C-6 and C-7) Revised CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: M P -1 Engineer: rrf Project ID: Project Descr: Printed. 31 JAN 2022, 4:18PM Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 900.0psi 900.0 psi E: Modulus of Elasticity Fc-Prtl Wood Species : Douglas Fir-Larch Fe· Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 1,350.0psl 625.0 psi 180.0psi 575.0psl Ebend-xx 1,600.0ksi Emlnbend-xx 580.0ksi Density 31.210pcf D(0.55) L(1.13) 0(0.38) l(0.82) Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam sett weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.00670, L = 0.01330, Tributary Width= 1.0 ft Point Load : D = 0.550, L = 1.130 k @ 3.50 ft, (C-7) Load for Span Number 2 Uniform Load: D = 0.03670, L = 0.01330, Tributary Width = 1.0 ft Point Load : D = 0.380, L = 0.820 k @ 1.0 ft, (C-6) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.202 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span tb: Actual = 199.80psi fv: Actual Fb: Allowable = 990.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 4.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.000 in Ratio= 0<360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.001 in Ratio= 23132>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Cj Cr Cm C t Cl M lb DOnl'f Length = 4.50 ft 1 0.073 0.126 0.90 1100 1.00 1.00 1.00 1.00 1.00 0.40 65.44 Length = 1.0 ft 2 0.073 0.126 0.90 1.100 1.00 1.00 1.00 1.00 1.00 0.40 65.44 -+0-+l 1.100 1.00 1.00 1.00 1.00 1.00 Length= 4.50 ft 1 0.202 0.342 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.23 199.80 Length = 1.0 ft 2 0.202 0.342 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.23 199.80 Design OK = 0.342 : 1 4x12 = 61.62 psi = 180.00 psi +O+L = 3.570ft Span# 1 Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 891.00 0.54 20.47 162.00 891.00 0.38 20.47 162.00 0.00 0.00 0.00 0.00 990.00 1.62 61.62 180.00 990.00 1.20 61.62 180.00 ' . STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: C-8 (deck beam supports C-6 and C-7) Revised Overall Maximum Deflections Load Comblnation ..O+L ..O+L Span 1 2 Max. '-' Deft Location in Span 0.0015 2.338 0.0010 1.000 Project Title: MC> ~ I Engineer: >tf • Project ID: Project Descr: Load Combination Vertical Reactions Support notation : Far left is #1 Load Combination Overa.H MAxlmum Overall MINimum DOnly +D+L +D+0.750L +0.60D LOnly Support 1 0.164 0.097 0.067 0.164 0.140 0.040 0.097 Support 2 Support 3 2.903 1.926 0.977 2.903 2.421 0.586 1.926 Printed: 31 JAN 2022, 4: 18PM Max. '+' Deft Location in Span 0.0000 0.000 0.0000 0.000 Values In KIPS ..... .,. __ IIAl.l.Dlll"!HI-Ul'.>tW 01--- ©--- 0)--- 01--- cp II II II II ii II II II ii 1' II II 11 II II 11 11 II 11 I I) I ~:Pd!B.£dl:9:±1:fi:9:Pd!B£&9£~J I I 11 II 11 II II II 11 II HP II II 11 Ii 11 11 11 II Ii II II II I I 11 11 11 11 : I It 11 II I I 11 11 I I 11 II I I 1111 II II II II II II II Ii II II 1111 II 11 11 II 11 II II II II H II II 11 ii II II II 11 II II Ii 11 II II 11 II II II Ii llullh.t»Nml..-.+..,ii II II II 11 11 II I I II II I I I I 11 11 11 II II 11 11 II II 11 II 11 II 11 11 11 11 11 I! II 11 II I I I I II 11 11 11 11 II II II 11 1111 1111111111 11 111'1::::::::::::::::: ~~"°"' RflFfRFA'.fflllP ~~~~ -!::? il -- r-------------Jr-----------c..,, ""-OMT -~~~~-,.,.liclN.·P~tP-fJ ••• ..._ ..... ~..,~ I I ► --------~--~ ,.,,,...,.,.. -.....!.'\i'..:t:l'~"'"'!. H.-:---~-"-1>-t-'~:-J" • --& 2ND FLOOR FRAMING ! 15T FLOOR 51--lEAR WALL FLAN 42. ,.,.,., r-1 _I I L~to STRUCTECH JOB NO. MP -l ENGINEERING BY \--\~ 5632 Ravenna Court San Jose, CA 95118 408-569-7ffiS hpouya@structeduitt p . I { IAJD..._/,33 (1()/JJr) = /!),1, f(,.,f= WL--/,33 1('1-ot'Jf) .=. G3,2-PLr '1-{)r l,l1 ic, (r{l.l)t1f.l..-'2..) /<t,.:/,)1~ SHEET NO. 43 & DATE No\/, '2.o2...\ \ 1,1 STRUCTECH JOB NO. MD-I SHEETNO. 44 ~ ENGINEERING sv_~H:--",.P ___ DATE Nov .~, 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouy~structcch..net F-3 C @_ L-1 v'IN G. ) & L-:::. 14 1 , 10 r-f (!='-t>()I{ /3&. tt-M Su /l /7()~ 771'1 c; L-=--11 1 ( w D =-t J,3 "''-r 2_w1.-c. s1.2-Pt..-r (c.-1) cc..-,} /L { PJ) ~ (,or,t--+-/,'UJ.::. 2.,'J.1.,,e,. f '--c:. I ,37 +I•+& ;;. '2.,8.3 ~ f/-f:> ~ I, 31 it- ~l::. t,8f ~ ~-3 +c..-C,) I I/ ,, <JSE 31/z_ '1--u!j Ps L. 2 .o c. 5 U fol'I £.AC..A-1--c. /J1rt; 4 5 4- f rf I STRUCTECH JOB NO. fv1 D -) ENGINEERING BY ltf 563 2 Ravenna Court San Jose, CA 95118 408--569-7486 hpouya@structech.net { 11,:::. /3.J /Jq Wt,,-:.. SJ. 2-~t...r fi tc...-z.) l c-1; { I) -:: 0,58 -r I -7~ :::.: 2,3/ I' fl,,._ o t e;r, 't I. 91p ;;;;. ~, '1 z!' F-7 I '---l'r ( £.-J .t> :a. I 3 , "!> f t,..,l' l wt--;.. 53 , 2-f '-r use 3/z">< 1/z11 f I II SHEETNO. 45 DATE NO Y, 112 I STRUCTECH JOB NO._M"-'-!>_-_,_I __ SHEETNO. 4G, ENGINEERING Bv 1+f DATE Nov. '2J F-8 f_..-;.-I 't I 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouya@strUctech.net r ~t:>-:::: /3~3 ,P t-r Lt,,.} 1.--;;. 53 . 2-,. t--r r p 14 1 f t -5 I t STRUCTECH JOB NO. 1'1P -l SHEETNO. 47 ENGINEERJNG BY _ ____._H--'---'P ___ DATE Nov, '2 J 5632 Ravenna Court San Jose, CA 95118 4-0S-5~-7486 hpouya@strnctcch.net I /l.co,-,r-t ~ [t,.,1,:,, '1 ~17-5)-; l1(1S) .. 280 l"LI' L w""-:. f (J...o) -=-t? o P t--r f ( 11,>i ~M 5 d /Jfr;A.nN 6 r-10 ) I A()()/' W ft 14 [vJ p:;. 1 ~ f7.5}-r lt(J 5) ::: 280 PW-- Wt-=-fCuj:::. 80 ~1,..,=-- p ' I• t Wo STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-1 Living/Dining CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Project Title: M P -I Engineer: Project ID: Project Descr: Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7 -16 Fb - Fc -Pr1I 900.0psi 900.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(1.18) L(1.16) Span= 10.0 ft 1,350.0psl 625.0psl 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend-xx 580.0ksi Density 31 .210pcf A lied Loads Service loads entered. load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.01330, L = 0.05320, Tributary Width= 1.0 ft, (Roof/Floor) Point load : D = 1.180, l = 1.160 k@ 1.0 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span = 0.406 1 Maximum Shear Stress Ratio 4x12 Section used for this span fb: Actual = 401.93psi fv: Actual Fb: Allowable = 990.00psi Fv: Allowable load Comblnatloo +D+l Load Combination Location of maximum on span = 1.898ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.037 in Ratio= 3234>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.064 in Ratio= 1876>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Rati<x; Segment Length Span# M V DOnly Length= 10.0 ft 0.212 0.271 -+O+l Length= 10.0 ft 0.406 0.511 Overall Maximum Deflections Load Com.bination -+O+l Vertical Reactions Load Combination Overall MAXlmum Span Moment Values Cd CFN c, Cr Cm C t CL M lb 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.16 188.48 1.100 1.00 1.00 1.00 1.00 100 1.00 1.100 1,00 1.00 1.00 1.00 1.00 2.47 401.93 Max.·-· Defl Location in Span Load Combination 0.0639 4.599 Support notation : Far left is #1 Support 1 Support 2 2.481 0.609 Design OK = = = = = F'b V 0.00 0.00 891.00 1.15 0.00 0.00 990.00 2.41 Max ...... Defl 0.0000 Values In KIPS 0.511 : 1 4x12 91.91 psi 180.00 psi -+O+l 0.000ft Span# 1 Shear Values Iv F'v 0.00 0.00 43.86 162.00 0.00 0.00 91.91 180.00 Location In Span 0.000 \ . STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Vertical Reactions Load Combination Overall MINimum DOnty +0-+l +0-+0.750L -+0.60D LOnly Support 1 1.310 1.171 2.481 2.154 0.703 1.310 Proj~ct Title: M D -I Engineer: Project ID: Project Descr: Support no1atlon : Far left is #1 Support2 0.382 0.227 0.609 0.514 0.136 0.382 Printed· 10 NOV 2021, 7:33PM Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M D -I Engineer: H-.p Project ID: ProJect Descr: Printed· 1 FEB 2022, 12:25PM ' Fie·=~ Eh9ICM.C; INC 1983-2C20. +ii: • 1i DESCRIPTION: F-2 Over Living at Balcony CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- Fc -Prll Wood Species : ilevel Truss Joist Fe · Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0 psi 2,025.0psi ---------D(0.23) L(0.38) Span = 11.0ft Ebend-xx 2,000.0ksi Emlnbend-xx 1,016.54ksl Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load : D = 0.220, L = 0.360, Tributary Width = 1.0 ft, (Floor/wall) Point Load : D = 0.230, L = 0.380 k @ 1.50 ft, (F-1) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.528 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1,531.47psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination -+04l Load Combination Location of maximum on span = 5.380ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.152 in Ratio= 865>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.250 in Ratio = 527 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V DOnly Length = 11.0 ft 0.230 0.184 ..O+L Length = 11.0 ft 1 0.528 0.425 Overall Maximum Deflections Load Combination ..O+L Vertical Reactions Load Combination OveraH MAxlmum Span Momeni Values Cd CFN C1 Cr Cm C t CL M lb 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.69 599.53 1.000 1.00 100 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.42 1,531.47 Max.·-· oen Location in Span Load Combination 0.2505 5.460 Support notation : Far left is #1 Support 1 Support 2 3.785 3.341 = = = = = F'b 0.00 2610.00 0.00 2900.00 0.425 : 1 3.5x11.25 123.34 psi 290.00 psi +04. 0.000ft Span# 1 Shear Values V Iv 0.00 0.00 F'v 0.00 1.26 48.07 261.00 0.00 0.00 0.00 3.24 123.34 290.00 Max. • +' Defl Location in Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct San Jose, CA 95118 hpouya@structech.net F-2 Over Living at Balcony Vertical Reactions Load Combination Overab MINimum D Only -+Oil -+0..0.750L ..0.600 LOnly Support 1 2.308 1.476 3.785 3.208 0.886 2.308 Proj~ct Title: M O_ 1 Engineer: H p • Project ID: Project Descr: Support notation : Far left is #1 Support 2 2.032 1.309 3.341 2.833 0.785 2.032 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: MP ... J Engineer: t+ P Project ID: Proiect Descr: DESCRIPTION: F-3 Over Living at Balcony CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc-Prtl Wood Species : ilevel Truss Joist Fe · Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0psl 2,900.0psi 2,900.0psl 750.0psi 290.0psi 2,025.0psl Printed· 1 FEB 2022. 12 51PM E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 45.070pcf D 0.0133 0.0532 0 (1.48) l (2 31) 3.5x1 1.25 Span = 14.0 ft lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1630, L = 0.080 k/ft, Extent= 10.0-» 14.0 ft, Tributary Width = 1.0 It, (Floor/wall) Point Load : 0 = 1.480, L = 2.310 k@ 10.0 ft, (F-2) Uniform Load : D = 0.01330, L = 0.05320 k/lt, Extent = 0.0-» 10.0 ft, Tributary Width = 1.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.750 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 2,174.62psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +O+L Load Combination Location of maximum on span = 9.964ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.274 in Ratio" 612>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.467 in Ratio = 359>=1 80 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN C j Cr Cm C t CL M fb OOnly Length= 14.0 ft 0.348 0.232 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.58 907.16 -O+l 1.000 1.00 1.00 1.00 1.00 1.00 Length• 14.0 ft 1 0.750 0.477 1.00 1.000 1.00 1.00 1.00 1.00 1.00 13.38 2,174.62 Overall Maximum Deflections Load Combination Span Max.·.• Defl Location in Span Load Combination -+0-+l 1 0.4671 7.664 = = = = = F'b 0.00 2610.00 0.00 2900.00 Design OK 0.477 : 1 3.5x11.25 138.26 psi 290.00 psi +D+L 13.080ft Span# 1 Shear Values V Iv 0.00 0.00 F'v 0.00 1.59 60.52 261.00 0.00 0.00 0.00 3.63 138.26 290.00 Max.'+' Defl Location in Span 0.0000 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net F-3 Over Living at Balcony Vertical Reactions Load Combination Overak MAXlmum Overall MINimum 0Only -0--t ·+{}+0.750L -+0.600 LOnly Support 1 1.735 1.048 0.688 1.735 1.474 0.413 1.048 Project Title: MJ>-l Engineer: tt ,P Project ID: Proiect Descr: Support notation: Far left is #1 Support 2 3.864 2.114 1.750 3.864 3.335 1.050 2.114 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: MD -l Engineer: San Jose, CA 95118 hpouya@structech.net Project ID: Project Descr: DESCRIPTION: F-4 Over living, Supports C-3 and C-6 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro rties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb • Fe· Prll Wood Species : ilevel Truss Joist Fe · Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psl 2,025.0psi S4 E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend-xx 1,016.54ksi Density 45.070pcf --------------------------0 (2.26) L(2.83} Span= 11 .0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.01330, L = 0.05320 , Tributary Width = 1.0 ft, (Floor) Point Load : D = 2.260, L = 2.830 k @ 5.0 ft, (C.J and C-6) DESIGN SUMMARY Maximum Bending stress Ratio = 0.842 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 2,441.78psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L Load Combination location of maximum on span = 5.018ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.184 in Ratio = 718>=360 Max U_pward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.324 in Ratio= 408 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm CI Cl M lb DOnly Length = 11.0 ft 0.407 0.197 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.53 1,061.30 -0-.l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 11.0 fl 1 0.842 0.412 1.00 1.000 1.00 1.00 1.00 1.00 1.00 15.02 2,441.78 Overall Maximum Deflections Load Combination Span Max.•.• Oefl Location In Span Load Combination -+0-+l 1 0.3235 5.380 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 OveraH MAxlmum 3.210 2.747 = = = = = F'b 0.00 2610.00 0.00 2900.00 Design OK 0.412 : 1 3.5x11.25 119.51 psi 290.00 psi +O+L 0.000ft Span# 1 ShearValues V fv 0.00 0.00 Pv 0.00 1.35 51.43 261.00 0.00 0.00 0.00 3.14 119.51 290.00 Max.'+' Defl Location In Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-4 Over Living, Supports C-3 and C-6 Vertical Reactions Load Combination Overall MINlmum D Only ..O.+l ..0-+0.750L -l{J.60D LOnly Support 1 1.836 1.374 3.210 2.751 0.824 1.836 Project Title: M D _ I Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support 2 1.579 1168 2.747 2.352 0.701 1.579 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-6 Beam at stairs landing CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Project Title: M D -f Engineer: Project ID: Project Descr: Printed. 8 NOV 2021. 10:22PM ~ INC. ~. Build:12.20.40,31 Analysis Method : Allowable Stress Design Fb + Load Combination :ASCE 7-16 Fb - Fe • Pru 2,900.0psi 2,900.0psi 2,900.0psi E: Modulus of Elasticity Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(2.31) L(2.92) I Span = 7 .50 ft 750.0psi 290.0 psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf ----------------------.. ··------------------------ A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.01330, L = 0.05320 , Tributary Width= 1.0 ft. (floor) Point Load : D = 2.310, L = 2.920 k@ 1.50 ft, (C-2 and C-4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.520 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb: Actual = 1,508.34psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +O+L Load Combination Location of maximum on span = 1.505ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.059 in Ratio= 1519>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.103 in Ratio= 869>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN Cj Cr Cm C t CL M lb D Only Length= 7.50 It 0.251 0.332 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.88 655.65 -+04. 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7 .50 ft 1 0.520 0.687 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.62 1,508.34 = = = = Pb V 0.00 0.00 2610.00 1.92 0.00 0.00 2900.00 4.41 0.687 : 1 3.5x9.5 199.10 psi 290.00 psi +D+L 0.000 ft Span# 1 Shear Values Iv 0.00 F'v 0.00 86.56 261.00 0.00 0.00 199.10 290.00 Overall Maximum Deflections ---~..;:._--:-:---:-:--:::-::--"7"""":---,--:,----:----:-=-:--:---------...,..,..--:-c-~--:---,---:---L oad Combination Span Max.•.• Defl Location in Span Load Combination Max.'+' Deft Location in Span -+04. Vertical Reactions Load Combination Overall MAXimum 0.1035 Support 1 4.472 3.312 0.0000 0.000 Support notation : Far left is #1 Values in KIPS Support2 u Wood STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-6 Beam at stairs landing Vertical Reactions Load Combination Overall MINimum DOnly -+O+l. -+0+0750L .. -0.500 LOnly Support 1 2.5 1.937 4.472 3839 1.162 2.536 Proj~ct Title: M D -I Engineer: Project ID: Project Descr: Support notation ; Far left is #1 Support 2 .7 0.551 1.334 1.139 0.331 0.784 57 Pfirited· 8 NOV 2021. 10:22PM Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-7 Beam supporting Ridges R-2 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Proj~ct Title: M D -J Engineer: Project ID: Project Descr: Printed 8 NOV 2021. 10'.24PM ENE~C. IN¢. 1983-2020, IJuild: Ul.10,31 Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7 -16 Fb - 2,900.0psi 2,900.0psi 2,900.0psl E : Modulus of Elasticity Fe -PrU Wood Species : ilevel Truss Joist Fe-Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 0(2 36) L(2.32) 3.5x11.25 Span = 14.0 ft 750.0psi 290.0 psi 2,025.0psi Ebend-xx 2,000.0ksi Emlnbend-XX 1,016.54ksi Density 45.070pcf lied Loads Service loads entered. Load Factors wlll be applied for calculaltons. Beam self weight calculated and added to loads Uniform Load : D = 0.01330, L = 0.05320, Tributary Width= 1.0 ft, (Floor) Point Load : 0 = 2.360, L = 2.320 k @ 3.0 ft, (2-R-2) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.691: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 2,002.81 psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load COmbination +D+l Load Combination Location of maximum on span = 3.015ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.226 in Ratio= 744>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.426 in Ratio= 394>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V OOnly Length= 14.0 ft 0.372 0.293 +D-tl Length= 14.0 ft 1 0.691 0.546 Overall Maximum Deflections Load Combination -+0-tl Vertical Reactions Load Combination Overall MAXimum Span Moment Values Cd CFN C1 Cr Cm Ct CL M fb 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.98 971.95 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 12.32 2,002.81 Max.•-· Deft Location in Span Load Combination 0.4259 6.285 Support notation : Far left is #1 Support 1 Support 2 4.229 1.555 = = = = = F'b 0.00 2610.00 0.00 2900.00 Design OK 0.546 : 1 3.5x11.25 158.34 psi 290.00 psi +O+l 0.000ft Span# 1 Shear Values V fv 0.00 0.00 Pv 0.00 2.01 76.57 261.00 0.00 0.00 0.00 4.16 158.34 290.00 Max.'+' Deft Location In Span 0.0000 Values in KIPS 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net • ood8-m DESCRIPTION: F-7 Beam supporting Ridges R-2 Vertical Reactions Load Corroination Overall MINimum DOnly ..o.i. ..0-+0.750L ..0.600 LOnly Support 1 2.195 2.034 4.229 3.680 1.220 2.195 Proj~ct Title: M D _ ) Engineer: Project ID: Proiect Descr: Support notation : Far left is #1 Support 2 0.870 0.685 1.555 1.337 0.411 0.870 Printed 8 NOV 2021. 10:24PM Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: fv1 D -I Engineer: Project ID: San Jose, CA 95118 hpouya@structech.net Project Descr: DESCRIPTION: F-8 Beam supporting C-5 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc -Prtl Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi Printed 8 NOV 2021. 10·25PM E : Modulus of Elasticity Ebend-xx 2. 000 .0 ksi Eminbend • xx 1,016.54ksi Density 45.070pcf ------------------, 0(1.77) L(2.64) Span = 14.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self weigh1 calculated and added to loads Uniform Load : D = 0.01330, L = 0.05320, Tributary Width= 1.0 ft, (Floor) Point Load : D = 1.770, L = 2.640 k @ 3.0 ft, (C-5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.655 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1,899.50psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination ..0-+l Load Combination Location of maximum on span = 3.015ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.249 in Ratio= 673>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.406 in Ratio= 413 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C; Cr Cm Ct CL M lb DOnly Length= 14.0 ft 0.286 0.226 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.59 746.20 ..04.. 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 1 0.655 0.518 1.00 1000 1.00 1.00 1.00 1.00 1.00 11.69 1.899.50 Overall Maximum Deflections Load Combination Span Max. '-• Defl Location in Span Load Combination +D-+i. 0.4061 6.336 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 = = = = = F'b 0.00 2610.00 0.00 2900.00 0.518: 1 3.5x11.25 150.26 psi 290.00 psi +D+L 0.000ft Span# 1 Shear Values V rv 0.00 0.00 F'v 0.00 1.55 58.91 261.00 0.00 0.00 0.00 3.94 150.26 290.00 Max.'+' Defl Location In Span 0.0000 Values in KIPS 0000 -0v-e-ra~u~MA-x-,m-u-m-----------~4~01,-~--------------------------- "' STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-8 Beam supporting C-5 Vertical Reactions Load Combination Overall MIN,mum DOnly ..o-.L -+0-+-0.750L -+-0.60D L Only Support 1 2.447 1.570 4.017 3.405 0.942 2.447 Project Title: f'I\ P-\ Enaineer: /... l Proiect ID: <.e' Project Descr: Printed 8 NOV 2021, 10·25PM Support notation : Far left is #1 Values in KIPS Support2 0.938 0.559 1.497 1.262 0.335 0.938 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-10 Over Entry Way CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Project Title: Engineer: Project ID: Project Descr: Printed· 29 DEC 2021. 1:22PM Analysis Method : Allowable Stress Design Fb + 1,000.0psi 1,000.0 psi 1,000.0psl 1,000.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb- Fc-Prll Wood Species Fe • Perp Wood Grade Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span = 10.670 ft 65.0psi 65.0 psi Ebend-xx 1,300.0ksi Eminbend . xx 1,300.0ksi Density 34.0pcf Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.280, L = 0.080 , Tributary Width = 1.0 ft, (Roof and Wall) DESIGN SUMMARY r@@j;«•1; Maximum Bending S1ress Ratio :: Section used for this span fb: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs :: Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.507. 1 Maximum Shear Stress Ratio 6x12 Section used for this span 507.13psi fv: Actual 1,000.00psi Fv: Allowable +D+L Load Combination 5.335ft Location of maximum on span Span# 1 Span # where maximum occurs 0.026 in Ratio= 4944>=360 0.000 in Ratio = 0<360 0.117 in Ratio= 1098>=180 0.000 in Ratio = 0<180 :: = = = = 0.578 : 1 6x12 37.57 psi 65.00 psi +D+L ' 9.735ft Span# 1 .___ _______________________ ---------------·-·• ----· Maximum Forces & Stresses for Load Combinations Load Combination Segment Length D Only Length= 10.670 ft ..04. Span# Max Stress Ratios M V 0.438 0.499 Length= 10.670 ft 1 0.507 0.578 Overall Maximum Deflections Load Combination Span ..04. 1 Vertical Reactions Load Combination Oveiafi MAxlmum Overall MINimum D Only Cd CFN C1 Cr Cm C I CL 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Max..·-· Oefl Location in Span Load Combination 0.1165 5.374 Support notation : Far left is #1 Support 1 Support2 1.921 1.921 0.427 0.427 1.494 1.494 Moment Values Shear Values M lb F'b V fv F'v 0.00 0.00 0.00 0.00 3.98 394.43 900.00 1.23 29.22 58.50 0.00 0.00 0.00 0.00 5.12 507.13 1000.00 1.58 37.57 65.00 Max.'+" Dell Location in Span 0.0000 0.000 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-10 Over Entry Way Vertical Reactions Load Combination +0.0.750L ·+-0.60D LOnly Project Title: Engineer: Project ID: Project Descr: Support nolation : Far left is #1 Support 1 Support 2 1.814 0.896 0.427 1.814 0.896 0.427 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-11 At Entry CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Project Title: fv} D -) Engineer: Project ID: Project Descr: Printed 8 NOV 2021, 10'26PM tfC< 198.1-202!>. 8ulld12211.1031 Analysis Method : Allowable Stress Design Fb + 1,000.0psi 1,000.0psi 1,000.0psi 1,000.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - Fc-Prll Wood Species Fe -Perp Wood Grade Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(O 89) L(O 22) 6x12 ~~.(L.uff~l---"'f-'C> 65.0 psi 65.0 psi Ebend-xx 1,300.0ksi Eminbend -xx 1,300.0ksl Density 34.0pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Unifonn Load: D = 0.280, L = 0.080, Tributary Width = 1.0 ft, (Roof/Wall) Point Load : D = 0.890, L = 0.220 k @ 0.0 ft, (F-10) Load for Span Number 2 Uniform Load : D = 0.280, L = 0.080 , Tributary Width = 1.0 fl, (Roof/wall) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = -·-· 0.128 1 6x12 127.69psi 1,000.00psi +O+L 1.000ft Span# 1 ·-.. -·•·-· ------• ·-------Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.000 in Ratio= 0<360 0.000 in Ratio= 0<360 0.002 in Ratio= 10010 >=180 -0.001 in Ratio= 45184>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratk>s Moment Values Segment Length Span# M V Cd C FN c, c, Cm Ct CL M fb D Only Length = 1.0ft 1 0.113 0.470 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.03 101.96 Length = 2.50 ft 2 0.113 0.470 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.03 101.96 -+0-+l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 1.0 fl 1 0.126 0.531 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.29 127.69 length = 2.50 fl 2 0.128 0.531 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.29 127.69 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination -+0-+l 1 0.0024 0.000 Desi n OK = = = F'b V 0.00 0.00 900.00 1.16 900.00 0.50 0.00 0.00 1000.00 1.46 1000.00 0.62 Max.•+· Defl 0.0000 0.531 : 1 6x12 34.53 psi 65.00 psi +O+l 0.961 ft Span# 1 Shear Values fv 0.00 F'v 0.00 27.49 58.50 27.49 58.50 0.00 0.00 34.53 65.00 34.53 65.00 Location In Span 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net 5fi DESCRIPTION: F-11 At Entry Overall Maximum Deflections Project Title: M D -I Engineer: Project ID: Project Descr: Pnnted. 8 NOV 2021, 10·26PM Load Combination Span Max. • -· Deft Location in Span Load Combination Max. • +' Dell Location In Span -----------~2-----,o=-=.oooo=,----....,o""'.oooc=-=-----+0=-+L..,....------------0~.ooo==-1-0.950 Vertical Reactions Load Combination Overall MAxlmum Overall MINimum DOnly -+O+L -+0+0.750L -t-0.60D LOnly Support 1 Support notation : Far left is #1 Support 2 2.436 0.504 1.932 2.436 2.310 1.159 0.504 Support3 -0.066 -0.062 -0.062 -0.066 -0.065 -0.037 -0.004 Values in KIPS STRUCTECH JOBNO. MD-I SHEETNO. ~(Q ~ ENGINEERING BY·_ -'-'-lt-..,.,_f ___ oATE ,Nov. 121 1,,.-:.. It I 5632 Ravenna Court San Jose, CA 95118 408-569-7486 bpouya@stmctech.net e. {tP~~{)~) (Mlvl/P<IGf) (FWN'9 (vlltlrl-) vJ0 2.'(10)-;-,1(10)+-!,33(!0) -1-100,V ~~t,_i ;i_.__1_.s_' _ __.___..:c.._t.D__, { vJo-:.: :;..,-3 .3 Pt-F " vJ L,..:.. 2,1 (ZO) + t/ (u) C, I (,,.O Pl-r f; ~ ± 1.--1 w-! fi.. f::. .& 4,5' t 8.51 t 7 1 I {.~o~"jU-1<--) ~frl,-'-) (r~~ (8A:-C,) f_----11 ____ ....z_____;~__,i vJl> -=-10-;_ (?..o.S)-f-lO(Js)-rl•'>;(lf) tS(t~ 2.L> I I { 'Iµ J) -::.. -3 7 2,. f l.r (f"ut>ll.) (~ALu;Jr 1 w(;.-. 1s ,::.{2t>) rl·3{ (+o)-+ r-t, o}:: ~oa Plr L ::r... :t. "l--lUJ-#'- SIR.lUCilEl~~ JOB NO. tl\J) -l SHEET NO. ~ 7 EN"GJlNlEIERING sv 1+e DA TE N. o v. iJ ------ -....._ ___ _ ~IDl.vennre (Ccmr.t Son:~.~fflllif -rox~~:tm• HJ¥>uy~ { WI)::-/,~~1(1~)-:-/J.3 ft.-!!- w1--:-L, 3J1 (. ~) :::-~ 3. 2-~t-F f!._.;:.. -:t J a 8,0 #-(}•IN 6. ? ) )f1>==-3~r;:;14 \P1..-c. 3,5"75r: f W.o.:: /J ,J /1,-r 2 f,,V L -IJ J , 2-f>t-r /;. -;;."' j: 388 o • 1~.75 1 tP J ,f\ f. 3,Z.$ I .... / ~' J ' SIR1UTCllJECH JOB NO. M I) -l SHEETNO. ~8 lE!NGil1NDEEIRIING BY _ __,;ttf> ...... ..,____ ___ DATE 14.ov , 1-Z) I L--:-2.o !lna:2!Rnvemm<Onurt :Ban.lh:me,<C-AW.tll:B ~i'io9-t48:\5 l~tlmh:mt 1-1£/tD&.f..... sv,,,,~11n<:;, r-1, @ r11,/)/')(,.,lL _jt)f()oll...1 t t:. ;_ i:: 4> I(') I (Fl,,,()P/1.) { w 1> "" ~r ( lo) =-I b() /1,,./=- w '-. a.~ (-to)-= 4 oo f1-l'- {fp "'2., 't-/J l"-,t:. ( ~,.,, F -I~ ) ft.-,i:. ~,'il4 6:..,:.±tJ,8/~ ;££ E..-N It tt..CA; U.. p,+c;, E. 80 tl$€ f Y, l'L [)F #-2-/JR... e.4-1 IE."-.. STRUCTECH JOBNO. Ml>-! ENGINEERING BY Hf 5632 Ravenna Court San Jose, CA 95118 40&-569-7486 hpouya@structech.net SHEETNO. ,~ I DATE PU. 2-J U,£ /.,'//2-J:)F.:il t. t>"-/!Je-"l71!~ $4.-IL $.rl 4AC.At.-c ,P /ki,e. ~'IA \ STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: Engineer: Project ID: San Jose, CA 95118 hpouya@structech.net Project Descr: DESCRIPTION: F-16B Header (supports F-16) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc -Pr11 Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.06) 6x12 Span= 4.0ft 900.0psi 900.0psi 1,350.0 psi 625.0 psi 180.0 psi 575.0psi Pr1nted: 29 DEC 2021. 12 43PM E : Modulus of Elasticity Ebend-xx 1,600.0ksl Emlnbend -xx 580.0ksi Density 31.210pcf lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.060, Tributary Width= 1.0 ft, (Floor) Point Load : D = 3.187, L = 4.410 k @ 0.50 ft, (F-16) Point load : E = 2.328 k @0.50 ft, (F-16) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.37Q 1 Section used for this span 6x12 fb: Actual = 333.26psi Fb: Allowable = 900.00psi Load Combination +D+l Location of maximum on span = 0.511ft Span # where maximum occurs = Span# 1 Maximum Deflection Max Downward Transient Deflection 0.003 in Max Upward Transient Deflection 0.000 in Max Downward Total Deflection 0.006 in Max Upward Total Deflection 0.000 in Maximum Shear Stress Ratio Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = 13904>::360 Ratio= 0<360 Ratio= 7565>=180 Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Lengttl Span# M V Cd C FN c, Cr Cm C t CL M 1b DOnly Length :: 4.0 ft 0.176 0.068 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.88 -tO-+l 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.0 ft 0.370 0.133 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.37 333.26 +1.131D-+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.0 ft 0.161 0.060 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.34 231.89 +1.131D.0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.0 ft 1 0.063 0.026 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.92 91.19 +1.098D-+0.750L-+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.0 fl 1 0.245 0.088 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.56 352.43 +1.098D-+0.750L.0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length= 4.0 II 0.171 0.063 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.49 246.90 Design OK ; 0.133 : 1 6x12 = 24.02 psi = 180.00 psi +D+l = 3.051 ft = Span# 1 Shear Values Pb V Iv F'v 0.00 0.00 0.00 0.00 810.00 0.46 10.94 162.00 0.00 0.00 0.00 0.00 900.00 1.01 24.02 180.00 0.00 0.00 0.00 0.00 1440.00 0.73 17.20 288.00 0.00 0.00 0.00 0.00 144000 0.32 7.54 288.00 0.00 0.00 0.00 0.00 1440.00 1.07 25.44 288.00 0.00 0.00 0.00 0.00 1440.00 o.n 18.20 288.00 I STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-16B Header (supports F-16) Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN ..0.4694D..0.70E 1.000 Length = 4.0 ft 1 0.095 0.035 1.60 1.000 ..0.4694D-0.70E 1.000 Length = 4.0 ft 1 0.002 0.004 1.60 1.000 Overall Maximum Deflections Load Combination Span Max.·.• Defl 0.0063 Project Title: Engineer: Project ID: Project Descr: Ci Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span Load Combination 1.737 -0..0. 750L ..0.5250E Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum OveraM MINimum OOnly +0-tl -0..0.750L ..0.60D +0..0.70E -0..0. 750L ..0.5250E ..0.600..0.70E LOnly E Only Support 1 6.872 2.037 2.909 6.767 5.803 1.745 4.335 6.872 3.171 3.859 2.037 Support 2 1.085 0.291 0.518 1.070 0.932 0.311 0.722 1.085 0.515 0.551 0.291 Moment Values Shear Values M lb F'b V tv F'v 0.00 0.00 0.00 0.00 1.39 137.42 1440.00 0.42 9.97 288.00 0.00 0.00 0.00 0.00 0.03 3.32 1440.00 0.05 1.10 288.00 Max. • +' Defl Location in Span 0.0000 0.000 Values In KJPS ) STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Proj~ct Title: /1 C> -I Engineer: Project ID: Project Descr: 0ESCRJPTION: F-12 Floor beam at Front Bedroom supporting shear wall CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro ertles 70. Prlnled. 29 DEC 2021. 11 ·33AM Analysis Method : Allowable Stress Design Fb + 2,900.0psl 2,900.0psi 2,900.0psi E : Modulus of Elasticity load Combinction :ASCE 7-16 Fb - Fc-Prtl Ebend-xx 2,000.0ksl Emlnbend -xx 1,016.54ksi Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Fl Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0psi 2,025.0 psi Density 45.070pcf Span = 14.0 ft Service loads entered. Load Factors will be applied for calculations. Beam self welgit calculated and added to loads Uniform load: D = 0.2433, L = 0.160, Tributary Width = 1.0 ft, (roof.floor, wall) Point load : E = 2.120 k @ 1.50 ft, (Line K shear wall) Point load : E = 2.120 k@9.0 ft, (Line K shear wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.571: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1,655.11 psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable load Combination +D+L load Combination location of maximum on span = 7.000ft Location of maximum on span Span # whn maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.306 in Ratio= 548>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.554 in Ratlo = 303>=180 Max Upward Total Deflection 0.000 in Ratio,. 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm C I CL M lb 0Only Length = 14.0 ft -'1 0.390 0.227 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.26 1,017.95 ..0-+l 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0.571 0.332 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.18 1,655.11 ..o.-0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0 ft 0.413 0.240 1.25 1.000 1.00 1.00 1.00 1.00 1.00 9.20 1,495.82 +1.131Dt0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length= 14.0ft 0.425 0.297 1.60 1.000 1.00 1.00 1.00 1.00 1.00 12.14 1,973.55 +1.1310-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length" 14.0 fl 1 0.087 0.099 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.50 405.69 + 1.0980+0 .750L +0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Design OK = 0.332 : 1 3.5x11.25 = 96.27 psi = 290.00 psi +D+L = 13.080ft = Span# 1 Shear Values F'b V fv Pv 0.00 0.00 0.00 0.00 2610.00 1.55 59.21 261.00 0.00 0.00 0.00 0.00 2900.00 2.53 96.27 290.00 0.00 0.00 0.00 0.00 3625.00 2.28 87.01 362.50 0.00 0.00 0.00 0.00 4640.00 3.61 137.61 464.00 0.00 0.00 0.00 0.00 4640.00 1.21 46.06 464.00 0.00 0.00 0.00 0.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Proj~ct Title: M 1) ..--J Engineer: Project ID: Project Descr: DESCRIPTION: F-12 Floor beam at Front Bedroom supporting shear wall Load Combination Max Stress Ratios Segment Length Span# M V Length = 14.0 ft 1 0.474 0.314 +1.098D..0.750L-0.5250E Length= 14.0 ft 0.221 0.157 ..0.4694D..0.70E Length = 14.0 ft 0.289 0.212 ..0.46940-0.70E Length = 14.0 ft 1 0.100 0.098 Overall Maximum Deflections Load Comblnatlon -+0..0.750L..0.5250E Vertical Reactions Load Combination Oveiau MAXlmum Overall MINimum DOnly +D+L -+0..0.750L ..0.600 ..0..0.70E ..0..0. 750L ..0.5250E ..0.600..0.70E LOnly EOnly Span Cd CFN C1 Cr Cm Ct CL 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Max.•.· Deft Location in Span Load Combination 0.5538 7.102 Support notation: Far left is #1 Support 1 4.021 2.650 1.789 2.909 2.629 1.074 3.644 4.021 2.929 1.120 2.650 Support2 3.464 1.590 1.789 2.909 2.629 1.074 2.902 3.464 2.187 1.120 1.590 Moment Values M fb 13.53 2,199.18 6.30 1,023.28 8.26 1,343.18 2.86 465.01 F'b V 4640.00 3.83 0.00 0.00 4640.00 1.91 0.00 0.00 4640.00 2.58 0.00 0.00 4640.00 1.19 Max.·+· Defl 0.0000 Values in KIPS 7 1 Shear Values fv Pv 145.81 464.00 0.00 0.00 72.85 464.00 0.00 0.00 98.46 464.00 0.00 0.00 45.44 464.00 Location in Span 0.000 ~ SanJose,CA95118 • ~· .• . STRUCTECH ENGINEERING @~ 5632 Ravenna Ct. ~ hpouya@structech.net Wood DESCRIPTION: F-13 Floor beam at master bedroom (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Project Title: M D -1 Engineer: ,+f Project ID: Project Descr: Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fe -Prll 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Paraltam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span = 20.0 ft 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.3720, L:: 0.5080 , Tributary Width = 1.0 ft, (Roof deck ,wall/floor/balcony) Point Load : E = 2.120 k @ 13.0 ft, (Line J shear wall) Point load : E = 2.120 k @ 4.50 ft, (line J shear wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.838 1 Maximum Shear Stress Ratio Section used for this span 7x14 Section used for this span fb: Actual = 2,389.52psi fv: Actual Fb: Allowable = 2,850.80psl Fv: Allowable load Combination ·+{)-;l Load Combination Location of maximum on span = 10.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.575 in Ratio= 417>=360 Max Upward Transient Deflection 0.000 in Ratio= 0 <360 Max Downward Total Deflection 1.038 in Ratio= 231 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values &!gment Length Span# M V Cd CFN C1 Cr Cm C t CL M fb D Only Length = 20.0 ft 0.412 0.210 0.90 0.983 1.00 1.00 1.00 1.00 1.00 20.13 1,056.58 ..0-tl 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.838 0.428 1.00 0.983 1.00 1.00 1.00 1.00 1.00 45.53 2,389.52 +1.1310-+0.70E 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.361 0.189 1.60 0.983 1.00 1.00 1.00 1.00 1.00 31.33 1,644.35 +1. 1310-0.70E 0.983 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.164 0.091 1.60 0.983 1.00 1.00 1.00 1.00 1.00 14.27 748.76 +1.098D-+0.750L-+0.5250E 0,983 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.547 0.283 1.60 0.983 1.00 1.00 1.00 1.00 1.00 47.57 2,496.24 +1.098D-+0. 750L-0.5250E 0.983 1.00 1.00 1.00 1.00 1.00 Design OK = 0.428 : 1 Tx14 = 124.13 psi = 290.00 psi -+O+L 0.000 ft = Span# 1 ---·-- Shear Values F'b V fv F'v 0.00 0,00 0.00 0.00 2565.72 3.59 54.89 261.00 0.00 0.00 0.00 0.00 2850.80 8.11 124.13 290.00 0.00 0.00 0.00 0.00 4561.28 5.72 87.61 46400 0.00 0.00 0.00 0.00 4561.28 2.76 42.18 464.00 0.00 0.00 0.00 0.00 4561.28 8.58 131.36 464.00 0.00 0.00 0.00 0.00 ' STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net • Project Title: MP • l Engineer: t+t Project ID: Project Descr: &. 73 Printed. 31 JAN 2022, 5:23PM """"'"""""""'"'"""""_,.,.,,..,.,..,.,__,,,....,,,-,.,.,,,,.,,,.,~,t,,!')'l=""'"!"'r.:'"'"-:-:'"'_........,...,.... _ _,...,...,.. ____ ..,.....__,=-n:::1:;;;i;;::;n::.!!'(""l DESCRIPTION: F-13 Floor beam at master bedroom (Revised) Load Combination Max Stress Ratios Segment Length Span# M V Length = 20.0 fl 1 0.400 0.210 +0.46940+0.70E Length = 20.0 ft 0.208 0.111 ..0.46940-0.70E Length = 20.0 ft 1 0.012 0.028 Overall Maximum Deflections Load Combination +0+0.750L+0.5250E Vertical Reactions Load Combination Overall MAXimum OveraU MINimum D OniY +O+L +0+0.750L +0.600 +0-+0.70E +0+0.750L+0.5250E +0.600+0.70E LOnly E Only Span Cd CFN Ci Cr Cm CI CL 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 0.983 1.00 1.00 1.00 1.00 1.00 1.60 0.983 1.00 1.00 1.00 1.00 1.00 Max. • -• Oefl Location in Span Load Combination 1.0383 10.000 Support notation : Far left is #1 Support 1 9.107 2.385 4.027 9.107 7.837 2.416 5.696 9.089 4.086 5.080 2.385 Support 2 9.107 1.855 4.027 9.107 7.837 2.416 5.325 8.811 3.715 5.080 1.855 Moment Values M lb 34.77 1,624.55 18.07 948.50 1.01 52.91 83-201J, lullltl2.20.1G.31 F'b V 4561.28 6.36 0.00 0.00 456128 3.35 0.00 0.00 4561.28 0.85 Max.'+" Deft 0.0000 Values in KIPS Shear Values fv F'v 9729 464.00 0.00 0.00 51.32 464.00 0.00 0.00 13.00 464.00 Location in Span 0.000 Wood STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-14 Floor beam at master bedroom CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: M D -/ Engineer: Project ID: Project Descr: Printed 29 DEC 2021, 1:28PM Analysis Method : Allowable Stress Design Fb + 2,900.0 psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combination ASCE 7 -16 Fb - Fe -Pr11 Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksl Wood Species : ilevel Truss Joist Fe-Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0 psi 2,025.0psi Density 45.070pcf 5.25x11.25 Span= 20.0 ft 0(3. )575) A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.01330, L = 0.05320 , Tributary Width = 1.0 ft, (Floor) Point Load : E = 3.880 k @ 16.750 ft, (Line 5 shear wall) Point Load: D = 3.630, L = 3.575 k@ 16.750 ft, (From C-5) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.818 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.25 Section used for this span fb: Actual = 2.373.47psi fv: Actual Fb: Allowable = 2,900.00psl Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 16.715ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.551 in Ratio= 435>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.137 in Ratio= 211 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Mall Stress Ratios Moment Values Segment Length Span# M V Cd C FN c, Cr Cm CI CL M fb D Only Length = 20.0 ft 0.446 0.324 0,90 1.000 1.00 1.00 1.00 1.00 1.00 10.73 1,162.98 +0-tl 1.000 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.818 0.596 1.00 1.000 1.00 1.00 1.00 1.00 1.00 21.90 2,373.47 +1.131D·.0.70E 1.000 1.00 1.00 1.00 1.00 ,.oo Length = 20.0 ft 0.456 0,331 1.60 1.000 1.00 1.00 1.00 1.00 1.00 19.51 2,114.29 +1.1310--0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Leng1h = 20.0 ft 1 0.111 0.082 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.76 515.85 +1.098D+0.750L +0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Leng1h = 20.0 ft 1 0.600 0.436 1.60 1.000 1.00 1.00 1.00 1.00 1.00 25.70 2,784.33 + 1.0980+0 .750L-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Design OK = 0.596: 1 5.25x11 .25 = 172.94 psi = 290.00 psi +O+L = 19.124 ft = Span# 1 _ _j Shear Values Pb V Iv F'v 0,00 0.00 0.00 0.00 2610.00 3.33 84.58 261.00 0.00 0.00 0.00 0.00 2900.00 6.81 172.94 290,00 0.00 0.00 0.00 0.00 4640.00 6.04 153.39 464.00 0.00 0.00 0.00 0.00 4640.00 1.49 37.85 464.00 0.00 0.00 0.00 0.00 4640.00 7.97 202.46 46400 0.00 0.00 0.00 0.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-14 Floor beam at master bedroom Load Combination Segment Length Length = 20.0 ft -+0.4694O-+0.70E Length = 20.0 ft -+-0.4694D-0.70E Length = 20.0 ft Span# Max Stress Ratios M V 0.342 0.250 0.290 0.210 0.055 0.041 Overall Maximum Deflections 1.60 1.60 1.60 CFN 1.000 1.000 1.000 1.000 1.000 Ci 1.00 1.00 1.00 1.00 1.00 Cr 1.00 1.00 1.00 1.00 1.00 Project Title: M {) -I Engineer: Project ID: Project Descr: Moment Values Cm CI CL M lb 1.00 1.00 1.00 14.63 1,585.22 1.00 1.00 1.00 1.00 1.00 1.00 1241 1,345.28 1.00 1.00 1.00 1.00 1.00 1.00 2.34 253.53 Load Combination Span Max.•.• Oefl Location in Span Load Combination ..0-+0.750L-+0.5250E Vertlcal Reactions Load Combination Overall MAXimum Overall MINlmum DOnly ..O+L ..0-+0.750L -+0.600 ..0-+-0.70E ..o-+-0.750L-+0.5250E -+-0.60O-+0.70E LOnly EOnly 1.1366 Support 1 2.073 0.631 0.908 2.021 1.742 0.545 1.349 2.073 0.986 1,113 0.631 11168 Support notation : Far left is #1 Support 2 7.709 3.250 3.358 6.884 6.003 2.015 5.633 7.709 4.289 3.526 3.250 Printed: 29 DEC 2021, 1:28PM Shear Values F'b V Iv F'v 4640.00 4.56 115.81 464.00 0.00 0.00 0.00 0.00 4640.00 3.84 97.47 464.00 0.00 0.00 0.00 0.00 4640.00 0.75 18.96 464,00 Max. • +' Defl Location in Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-15 Floor beam at master bedroom CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro rtles Project Title: M D -/ Engineer: Project ID: Project Descr: Pt1nted: 21l OEC 2021. 11 '56AM Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - Fe-Prll Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54 ksi Wood Species : ilevel Truss Joist Fe • Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0psi 2,025.0psi Density 45.070pcf E(3 88) f 0(0.0133) L(0.0532) • I 3.5x11.25 Span = 20.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Unifoml Load : D = 0.01330, L = 0.05320 , Tributary Width = 1.0 ft, (Floor) Point Load : E = 3.880 k@ 16.750 ft, (Line 5 shear wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.286 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1,328.38osi fv: Actual Fb: Allowable = 4,640.00osi Fv: Allowable Load Combination +1.131D+0.70E Load Combination Location of maximum on span = 16.715ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max DO'Nnward Transient Deflection 0.650 in Ratio= 369 >=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.623 in Ratio = 385>=180 Max Upward Total Deflection 0.000 In Ratio = 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Mall Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm C t CL M fb D Only Length = 20.0 ft 0.080 0.034 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.28 208.24 -+O+l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 0.221 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.94 640.60 +1 .131~.70E 1.000 1.00 1.00 1.00 1.00 100 length = 20.0 ft 0.286 0.208 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.17 1,328.38 +1.1310-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 length = 20.0 ft 1 0.231 0.171 1.60 1.000 1.00 1.00 1.00 1.00 1.00 6.58 1,069.84 +1.0980..0.750L ..0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.263 0.191 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.52 1,221.82 +1.0980..0.750L-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.128 0.102 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.67 595.76 Design OK = 0.208 : 1 3.Sx11.25 = 96.72 psi = 464.00 psi +1.131D+0.70E = 19.124ft = Span# 1 ShearValues F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 0.23 8.91 261.00 0.00 0.00 0.00 0.00 2900.00 0.72 27.40 290.00 0.00 0.00 0.00 0.00 4640.00 2.54 96.72 464.00 0.00 0.00 0.00 0.00 4640.00 2.08 79.16 464.00 0.00 0.00 0.00 0.00 4640.00 2.33 88.64 464.00 0.00 0.00 0.00 0.00 4640.00 1.24 47.40 464.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-15 Floor beam at master bedroom Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Cj Cr +0.4694D+0.70E 1.000 1.00 1.00 length = 20.0 ft 0.270 0.196 1.60 1.000 1.00 1.00 +0.4694O-0.70E 1.000 1.00 1.00 Length = 20.0 ft 1 0.247 0.180 1.60 1.000 1.00 1.00 Overall Maximum Deflections Load Combination Span Max. • -· Defl Location in Span E Only 0.6498 11.460 Project Title: Engineer: Project ID: Project Descr: Cm Ct Cl 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination Vertical Reactions Support notation : Far left is #1 load Combination OVerall MAx1mum Overall MINimum DOnly +{}+l -+D+0.750L +0.600 -+D-+0.70E -+D-+0.750L+0.5250E +0.60D+0.70E l Only E Only Support 1 0.986 0.631 0.256 0.788 0.655 0.154 0.698 0986 0.595 0.532 0.631 Support2 3.250 3.250 0.256 0.788 0.655 0.154 2.531 2.361 2.428 0.532 3.250 77 Pnnted: 29 DEC 2021, 11 :56AM Moment Values Shear Values M fb Pb V Iv F'v 0.00 0.00 0.00 0.00 7.71 1,252.77 4640.00 2.38 90.83 464.00 0.00 0.00 0.00 0.00 7.05 1,145.44 4640.00 2.19 83.54 464.00 Max. •,..• Defl Location in Span 0.0000 0.000 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: M D -/ Engineer: Project ID: San Jose, CA 95118 hpouya@structech.net Project Descr: DESCRIPTION: F-16 Floor beam supporting shear wall ar rear of Master Bedroom CODE REFERENCES Calculations per NOS 2018, lBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb • Fc -Prtl Wood Species : ilevel Truss Joist Fe· Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling ~pan= 2.0 ➔ Span = 10.0 ft + 2,900.0psi 2,900.0psi 2,900.0psi 750.0psi 290.0psi 2,025.0psi 78 E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1.016.54ksi Density 45.070pcf Span = 8.50 ft A lied Loads Service toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load fOf Span Number 1 UnifOfm Load : D = 0.01330, L = 0.05320 , Tributary Width = 1.0 ft, (Floor) Point Load : D = 0.590, L = 0.280 k @ 0.0 ft, (From F-18A) Uniform load: D = 0.3270, L = 0.520, Tributary Width= 1.0 fl, (Wall/Deck) Point Load : E = 2.080 k @ 0.50 ft, (Line H) Load for Span Number 2 Uniform Load : D = 0.01330, L = 0.05320 , Tributary Width = 1.0 ft, (Floor) Point Load : D = 0.220, L = 0.490 k@ 3.0 ft, (From R-5) Uniform Load: D = 0.3270, L = 0.520, Tributary Width = 1.0 ft, (Floor) Load for Span Number 3 Uniform Load: D =0.01330, L = 0.05320 , Tributary Width= 1.0 ft, (Floor) Point Load : E = 2.080 k @ 4.50 ft, (Line H shear wall} DESIGN SUMMARY Maximum Bending Stress Ratio 0.442: 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1,282.65psi fv: Actual Fb: Allowable = 2.900.QQpsi Fv: Allowable Load COfnblnation +D+L Load Combination Location of maximum on span = 4.454ft Location of maximum on span Span # where maximum occurs ::: Span #2 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.055 in Ratio = 870 >=360 Max Upward Transient Deflection -0.056 in Ratio= 854>=360 Max Downward Total Deflection 0.151 in Ratio= 795>=180 Max Upward Total Deflection -0.077 in Ratio= 622>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values = = = = Segment Length Span# M V Cd C FN C I Cr C m C t C L M fb F'b DOnly 0.00 Design OK 0.557 : 1 3.5x11.25 161.55 psi 290.00psi +D+L 9.076ft Span #2 Shear Values V Iv F'v 0.00 0.00 0.00 ~ STRUCTECH ENGINEERING Proj~ct Tille: ti/ 1) -/ 71 5632 Ravenna Ct. Engineer: San Jose, CA 95118 Project ID: hpouya@structech.net Project Descr: Printed: 29 DEC 2021. 12:16PM DESCRIPTION: F-16 Floor beam supporting shear wall ar rear of Master Bedroom l oad Combination Max Stress Ratios Moment Values Shear Values Segment Length Span# M V Cd CFN Cj c, Cm C t CL M lb F'b V fv F'v Length = 2.0 fl 1 0.117 0.229 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.89 306.43 2610.00 1.57 59.64 261.00 Length= 10.0 ft 2 0.170 0.229 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.74 444.71 2610.00 1.57 59.64 261.00 Length = 8.50 ft 3 0.133 0.229 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.14 348.11 2610.00 0.34 59.64 261.00 ..0-+l 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.201 0.528 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.59 583.79 2900.00 4.02 152.99 290.00 Length = 10.0 ft 2 0.442 0.557 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.89 1,282.65 2900.00 4.24 161.55 290.00 Length = 8.50 It 3 0.344 0.557 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.14 997.31 2900.00 0.98 161.55 290.00 +1.131D1-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length= 2.0 ft 1 0.151 0.210 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.32 701.44 4640.00 2.55 97.22 464.00 Length= 10.0 ft 2 0.151 0.210 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.32 701.44 4640.00 1.94 97.22 464.00 Length = 8.50 ft 3 0.101 0.210 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.87 466.95 4640.00 1.12 97.22 464.00 +1.131D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.013 0.131 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.38 61.91 4640.00 1.60 60.83 464.00 Length= 10.0 fl 2 0.157 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.49 730.44 4640.00 1.90 72.45 464.00 Length = 8.50 fl 3 0.131 0.156 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.75 609.47 4640.00 0.99 72.45 464.00 •1.09801-0.750L +0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 length = 2.0 ft 1 0.175 0.303 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.99 810.71 4640.00 3.69 140.44 464.00 Length = 10.0 ft 2 0.204 0.303 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.83 947.47 4640.00 3.69 140.44 464.00 Length = 8.50 ft 3 0.199 0.303 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.69 924.14 4640.00 1.41 140.44 464.00 + 1.098D1-0.750L-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.060 0.281 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.71 278.23 4640.00 3.43 130.54 464.00 Length= 10.0 ft 2 0.278 0.315 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.93 1,288.53 4640.00 3.84 146.38 464.00 Length = 8.50 ft 3 0.175 0.315 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.01 814.09 4640.00 1.15 146.38 464.00 +0.46940+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.108 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 498.82 4640.00 1.91 72.80 464.00 Length= 10.0 ft 2 0.108 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.07 498.82 4640.00 0.91 72.80 464.00 Length = 8.50 ft 3 0.088 0.157 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.51 407.33 4640.00 0.90 72.80 464.00 +0.4694D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.0 ft 1 0.046 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.30 211.16 4640.00 1.10 41.74 464.00 length = 10.0 ft 2 0.096 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.74 444.99 4640.00 0.89 41.74 464.00 Length = 8.50 ft 3 0.113 0.090 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.24 525.93 4640.00 0.83 41.74 464.00 Overall Maximum Deflections Load Combination Span Max.•-• Defl Location in Span Load Combination Max. ·••Def! Location In Span 1 0.0000 0.000 +D-+l -0.0770 0.000 ..0-+t 2 0.1508 4.874 0.0000 0.000 E Only 3 0.0497 4.429 ..0-+l -0.0496 3.500 Vertical Reactions Support notation : Far left Is #1 Values in KIPS Load Combination Support 1 Support 2 Support3 Support4 Overall MAXlmum 7.714 6.153 1.025 CNerall M1Nimum 2.328 0.807 1.025 OOnly 3.187 2.216 -0.143 +D+L 7.593 6.153 -0.387 ..0+0.750L 6.492 5.169 -0.326 +0.60D 1.912 1.329 -0.086 ..0...0.70E 4.816 2.781 0.575 ..01-0.750L 1-0.5250E 7.714 5.593 0.212 +0.600+0.70E 3.541 1.894 0.632 LOnly 4.407 3.938 -0.244 EOnly 2.328 0.807 1.025 STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: fv1 'O -/ Engineer: Project ID: San Jose, CA 95118 hpouya@struetech.net Project Descr: DESCRIPTION: F-16A Header (supports F-16) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro ertles Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7 -16 Fb • Fe· Pr11 Wood Species : Douglas Fir-Larch Fe · Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 900.0 psi 900.0psi 1,350.0psi 625.0psi 180.0psi 575.0psi Pnnted: 29 DEC 2021, 12:31PM E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210 pct -------------~ 0(2. 4x12 Span= 6.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.10, L = 0.40 , Tributary Width = 1.0 ft, (Floor) Point Load: D = 2.216, L = 3.940 k@0.50 ft, (F-16) Point Load: E = 0.810 k@0.50 fl, (F-16) OESIG SUMMARY Maximum Bending Stress Ratio :: 0.665 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span tb: Actual = 658.64psi fv: Actual Fb: Allowable = 990.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 1.971 ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 2458>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<:360 Max Downward Total Deflection 0.040 in Ratio = 1788>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN C; Cr Cm Ct CL M fb D Only Length = 6.0 ft 0.214 0.092 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.17 190.90 +D+L 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.665 0.329 1.00 1,100 1.00 1.00 1.00 1.00 1.00 4.05 658.64 +1.131D+0.70E 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 fl 0.161 0.065 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.57 254.67 +1.131D-0.70E 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.114 0.052 1.60 1.100 1.00 1.00 1.00 1.00 1.00 1.11 180.22 +1.098D+0.750L-t-0.5250E 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 1 0.368 0.177 1.60 1.100 1.00 1.00 1.00 1.00 1.00 3.58 582.50 +1.098D-+0.750L-0.5250E 1.100 1.00 1.00 1.00 1.00 1.00 Length = 6.0 ft 0.338 0.167 160 1.100 1.00 1.00 1.00 1.00 1.00 3.29 535.32 = 0.329: 1 4x12 = 59.17 psi = 180.00 psi +D+L = 5.080ft = Span# 1 Shear Values Pb V fy F'v 0.00 0.00 0.00 0.00 891.00 0.39 14.96 162.00 0.00 0.00 0.00 0.00 990.00 1.55 59.17 180.00 0.00 0.00 0.00 0.00 1584.00 0.49 18.71 288.00 0.00 0,00 0.00 0.00 1584.00 0.40 15.11 288.00 0.00 0.00 0.00 0.00 1584.00 1.34 50.93 288.00 0.00 0.00 0.00 0.00 1584.00 1.27 48.23 288.00 .;, STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-16A Header (supports F-1 6) Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Ci Cr +0.46940+0.70E 1.100 1.00 1.00 Length = 6.0 ft 1 0.082 0.031 1.60 1.100 1.00 1.00 +0.46940-0.?0E 1.100 1.00 1.00 Length = 6.0 ft 1 0.036 0.018 1.60 1.100 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span +D-+l 0.0403 2.825 Cm 1.00 1.00 1.00 1.00 Project Title: M P -/ Engineer: Project ID: Project Descr: Moment Values C t CL M fb 1.00 1.00 1.00 1.00 0.80 130.21 1.00 1.00 1.00 1.00 0.35 56.25 Load Combination Vertical Reactions Support notation : Far left is #1 Load Combination Overall MAXimum Overall MINimum OOnly +D+L +D+0.750L +Q.600 +D+0.70E +D+0.750L+0.5250E +0.60D+0.70E L Only E Only Support 1 7.143 0.743 2.331 7.143 5.940 1.399 2.851 6.330 1.919 4.812 0.743 Support 2 2.013 0.068 0.485 2.013 1.631 0.291 0.532 1.666 0.338 1.528 0.068 0/ Shear Values F'b V Iv F'v 0.00 0.00 0.00 0.00 1584.00 0.23 8.82 288.00 0.00 0.00 0.00 0.00 1584.00 0.14 5.22 288.00 Max.'+' Defl Location in Span 0.0000 0.000 Values in KIPS r -17 L~ ·71 ~Em? IRa.vmme (Onutt "5.ian.fic~, CbA.~~ ~~~ l~ { Wo-;. /1 ,J f l-f' r.v L-"' 5 3 . j.. Pt.-r \ JOB NO. M !) -/ SHEET NO. 8-1... &. av __ ltf ____ oATE No v , 1-i.1 p /'t,,O 1' f ./ 7' ~ (),()/ j,t:. It> t -P.(5 I" ,;,.: l),fj D , Z3JC. {Po : .1-0.27 PL--= ~. -z, (F'-oM f-2.'I) tl$E. 1-y 12... Pr#~ o,t....~4-,ns,e._ s E.e i-rJetU..-/tt,<:. P4-~t!. aeo STRUCTECH JOB NO. MD -I SHEET NO. e;3 ~ ENGINEERING BY_...!....!.l+_,__f ___ DATE NOV, 12-J ~ 5632 Ravenna Court San Jose, CA 95 U 8 408-569-7486 hpouya~~ecluirt l34-1t-M@ /)£Cf&. .StJl'/O~Jth~ .5'/"'IML-S7A"1/!..S Po~r £ L:=.t;.I { w0 -13, 1 /1.-,c- Iw t-= fr;~ # { Po= /5otJ (,ts5oH£P) PL.-• /3(,T4-f.$} l''t<+' ·x'fOl'Sr.-;i.()'$/)11- t STRUCTECH 10BN0. 1v1r>-1 sHEETNo. e* ~ ENGINEERING BY_...;...,.+..!-f ___ oATE N.ov, 1z1 5632 Ravenna Court San Jose, CA 95118 408-569-7486 hpouyaigstmctech.nct 4' [) -; O,lf f',-0 .,32../of. l.~Q,71,: O•~~,c. MA-'/, .JJ PL-/ ~T.: J. €,8 ~ U~IL t; ~/Z-.Pf-#-2-l:>/<.. .8~TT£1.... ~ 6-. E... tiff.IV~ I' A-G L ~ 'f t;1c o.~ ,J'- Mlv( IJ P J.,t FT::-2..., '2.t fir.. )IAIP-;:. Zlt:J pu=, l W(.. ~ 3'(; ('L-r f:.. a.-t24 +Cl ,t- US£ te111-J)r:/f'Z-t)/J...t,£ 7Tti.~ Jfi..e--~fJ/!../f...C.lr(_C,.. /JA-G,£. 'f~ +' LJ$a.. ~ I' 1 2-Pr # 2-() P--. ~£ rri.P-.. S l:!-E-!::-r•J E.Jt. .. C/tLC-P1rq 11.. Cf P:, " ~ u.,E HUc.~4,1z.-1so5 (.s1Mfspt1)Fo1--AUf-1cx h1:1trv11 U f l-1 P. r c,+ ~kc..t r Y-= Z . 31-5 t<-.) MAX -2. . Z4-,c:.. ~ SIRUC1ECH JOBNo._fv1_D_-_t __ sHEETNo. R> 1 5 &, ENG.IINEERlING av ___ H_f ___ DATE IJ.ov, 21 SID~<G.nurt Sml.lmm!, <C-A!9.31llli! ~..:SW-~ illlmmia@murn:lihml?t ( Wo z /. 33 (lo) ... I'!> ,5 ft,..,c 'u.,.;t..=-/.53' (to)-::: 53,;;. ,~ 2' 10 1 {O I (c-e) Ho u A:-tt. ~ !..~ Fo fi... F-... 2..0 c-e, \...()A-c~ ~ Su Prott r 1 A9-.J-VI ,a.. TU AW.. I lJ NC \4 i'\N G-i.D STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structach.net DESCRIPTION: F-17 Supporting F-24 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: M D -! Engineer: Project ID: Project Descr: Printed. 10 NOV 2021, 6:52PM ENERCAI..C. IHC. 1983-2031, B!ild:12.20.10J1 Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7 -16 Fb - Fe-Prfl 900psi 900psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(-0.27) l(0.29) Span = 7.0ft 1350psl 625psi 180psi 575 psi Ebend-xx 1600 ksi Emlnbend -xx 580ksi Density 31 .21 pct A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load: D = 0.01330, L = 0.05320, Tributary Width = 1.0 ft, (Floor) Point Load: 0 = -0.270, L = 0.290 k@ 1.0 ft, (F-24) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.069 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb: Actual = 67.84psi fv: Actual Fb: Allowable = 990.00psi Fv: Allowable Load Combimtlon +D+l Load Combination Location of maximum on span = 3.449ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 12665>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.006 in Ratio= 15014>=180 Max Upward Total Deflection -0.001 in Ratio = 74911 >=180 Maximum Forces & Stresses for Load Combinations Load CombinaUon Max Stress Ratios Segment Length Span# M V D Only Length = 7.0 fl 0.035 0.047 -+O+l Length= 7.0 fl 1 0.069 0.040 Overall Ma.ximum Deflections Load Combination LOnly Vertical Reactions Load Combination OveraU MAXlmum Overall MINlmum Span Cd CFN Ci Cr Cm C I CL 0.90 1.100 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.00 1.100 1.00 1.00 1.00 1.00 1.00 Max.•.• Defl Location in Span Load Combination 0.0066 3.347 Support notation : Far left is #1 Support 1 0.435 0.435 Support2 0.236 0.228 Moment Values M tb 0.19 31.01 0.42 67.84 Design OK = = = = = F'b V 0.00 0.00 891.00 0.20 0.00 0.00 990.00 0.19 Max.'+' Defl 0.0000 Values in KIPS 0.047 : 1 4x12 7.55 psi 162.00 psi DOnly 0.996ft Span# 1 Shear Values Iv 0.00 F'v 0.00 7.55 162.00 0.00 0.00 7.19 180.00 Location in Span 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net --...:;::=:-,.,,....,,.-., DESCRIPTION: F-17 Supporting F-24 Vertical Reactions Load Combination 00n1y -+0-+l -+0+0.750L +0.60D LOnly Support 1 -0.185 0.250 0.141 -0.111 0.435 Project Title: M p -I Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support2 0.008 0.236 0.179 0.005 0.228 87 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Project Title: Mo ... l Engineer: rt f Project ID: Project Descr: Printe(I 31 JAN 2022. 5:32PM Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb-900.0psi 900.0psi E : Modulus of Elasticity Fc-Prtl Wood Species : Douglas Fir-Larch Fe· Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span x a.o ft 1,350.0psi 625.0psi 180.0 psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31 .210pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D::: 0.1870, L = 0.120 , Tributary Width = 1.0 ft, (Floor/Wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.159 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 142.86psi tv: Actual Fb: Allowable = 900.00psi Fv: Allowable Load Combination +O+l Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 22815>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.008 in Ratio = 8536 >=180 Max Upward Total Defledion 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M v 0 Only Length= 6.0 ft 0.110 0.060 -t{)~ Length= 6.0 ft 1 0.159 0.087 Overall Maximum Deflections Load Combination Span ..o~ Vertical Reactions Load Combination Overall MAximum 0.,erall MINimum Moment Values Cd CFN C j Cr Cm C t CL M lb 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.90 89.40 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.44 142.86 Max.•.• Den Location in Span Load Combination 0.0084 3.022 Support notation : Far left is #1 Support 1 Support2 0.962 0.962 0.360 0.360 Design OK = = = = = Pb V 0.00 0.00 810.00 0.41 0.00 0.00 900.00 0.66 Max.·•• Deft 0.0000 Values In KIPS 0.087 : 1 6x12 15.66 psi 180.00 psi +D+l 0.000ft Span# 1 Shear Values fv 0.00 Pv 0.00 9.80 162.00 0.00 0.00 15.66 180.00 Location in Span 0.000 . STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-18A (Revised) Vertical Reactions Load Combination DOnfy -+O+l -+0<-0.750L <-0.600 LOnly Support 1 0.602 0.962 0.872 0.361 0.360 Proj~ct Title: .M .t> _ I Engineer: Jtf • Project ID. Project Descr: Support notation : Far left Is # 1 Support 2 0.602 0.962 0.872 0.361 0.360 Printed: 31 JAN 2022, 5:32PM SEbLc. JNC. --Buld:-IU1 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M j) -1 Engineer: H-P Project ID: Project Descr: DESCRIPTION: F-18B Beam supporting the spiral deck 6x10 and R-4 (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Printed. 31 JAN 2022, S·39PM INC. 1911$,2020, llulld:1U0.10.31 Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc-Prll 850.0psi 850.0psi E: Modulus of Elasticity Wood Species : Douglas Fir-Larch (North) Fe· Perp Wood Grade : No. 1/No. 2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span =5.on 1,400.0psl 625.0psi 180.0psi 500.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 30.590pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0620, L = 0.180, Tributary Width= 1.0 ft, (Deck Floor) Point Load : D = 0.790, L = 1.20 k@ 2.50 ft, (6x10 at Spiral post) Point Load : D = 0.320, L = 0.920 k @ 2.50 ft, (R-4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.558 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 474.51psi fv: Actual Fb: Allowable = 850.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.500ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 5513>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.016 in Ratio= 3710>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length DOnly Length = 5.0 ft -+0-+L Span# Max Stress Ratios M V 0.205 0.095 Length = 5.0 ft 1 0.558 0.262 Overall Maximum Deflections Load Combination Span +0-+L Vertical Reactions Load Combination Overall MAX1mum Moment Values Cd C FN C; Cr Cm C t Cl M 1b 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.58 156.52 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.79 474.51 Max.•.• Oefl location in Span Load Combination 0.0162 2.518 Support notation : Far left is #1 Support 1 Support 2 2.220 2.220 Design OK = = = = = Pb V 0.00 0.00 765.00 0.65 0.00 0.00 850.00 1.99 Max,'+' Oefl 0.0000 Values in KIPS 0.262: 1 6x12 47.20 psi 180.00 psi +D+L 0.000ft Span# 1 Shear Values fv 0,00 F'v 0.00 15.44 162.00 0.00 0.00 47.20 180.00 Location in Span 0.000 • ~-. . STRUCTECH ENGINEERING @) 5632 Ravenna Ct. San Jose. CA 95118 hpouya@structech.net Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: F-188 Beam supporting the spiral deck 6x10 and R-4 (Revised) Vertical Reactions Load Combination Overall MINimum DOnly +O+l .0-+0.750L -+0.60O LOnly Support 1 1.510 0.710 2.220 1.843 0.426 1.510 Support notation : Far left Is #1 Support 2 1.510 0.710 2.220 1.843 0.426 1.510 Printed: 31 JAN 2022, 5:39PM Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M P _, Engineer: H f Project ID: Project Descr: ' t ENERCAU:, INC. 1983-2020, Md:12.aO, 10.31 DESCRIPTION: F-18B Beam supporting the spiral deck 6x10 and R-4 (Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method: Allowable Stress Design Fb + load Combination ASCE 7-16 Fb -850.0psi 850.0psi E : Modulus of Elasticity Fc-Prll Wood Species : Douglas Fir-Larch (North) Fe -Perp Wood Grade : No. 1/No. 2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.29) L(0.98) Span -5.0 rt 1.400.0psi 625.0psi 180.0psi 500.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 30.590pcf A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0620, l = 0.180, Tributary Width= 1.0 ft, (Deck Floor) Point Load : D = 0.790, L = 1.280 k@ 2.50 ft, (6x10 at Spiral post) Point Load : D = 0.320, l = 0.920 k @2.50 ft, (R-4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.57Q 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span tb: Actual = 484.41 psi fv: Actual Fb: Allowable = 850.00psi Fv: Allowable Load Combination +D+L load Combination Location of maximum on span = 2.500ft Location of maximum on span = : = = Design OK 0.268: 1 6x12 48.15 psi 180.00 psi +D+l 0.000ft Span # where maximum occurs = Span# 1 Span # where maximum occurs :0 Maximum Deflection Max Downward Transient Deflection 0.011 in Ratio= 5353>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.016 in Ratio= 3637>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 .___ ______________ ~·~1 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length DOnly length = 5.0 ft ..0-tl Max Stress Ratios Span# M V 0.205 0.095 Length = 5.0 ft 1 0.570 0.268 Overall Maximum Deflections Load Combination Span ..O+l Vertical Reactions load Combination Overall MAX1mum Cd CFN Ci Cr Cm Ct CL 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Max.•-• Defl Location in Span Load Combination 0.0165 2.518 Support notation : Far left is #1 Support 1 Support2 2.260 2.260 Moment Values M lb 1.58 156.52 4.89 484.41 Pb 0.00 765.00 0.00 850.00 V 0.00 0.65 0.00 2.03 Max.·+· Defl 0.0000 Values in KIPS Shear Values fv F'v 0.00 0.00 15.44 162.00 0.00 0.00 48.15 180.00 Location in Span 0.000 . STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: MI) ~ I Engineer: H / Project ID: Project Descr: DESCRIPTION: F-18B Beam supporting the spiral deck 6x10 and R-4 (Revised} Vertical Reactions Load Combination Overall MINlmum D Only -+O+L -0+-0.750L +-0.60D L Only Support 1 1.550 0.710 2.260 1.873 0.426 1.550 Support notation : Far left is #1 Support2 1.5 0.710 2.260 1.873 0.426 1.550 Printed: 31 JAN 2022, 5:49PM Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M .D • I Engineer: H-fl Project ID: Project Descr: DESCRIPTION: F-18C Beam supporting the spiral deck 6x10 and R-4 (Revised) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Pnnted. 31 JAN 2022. 5:53PM Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ 850.0psi 850.0psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch (North) Wood Grade : No. 1/No. 2 Fb- Fc-Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E( .24) D(0.32) L(0.92) I Span =4.0 ft 1,400.0psi 625.0psi 180.0psi 500.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 30.590pcf A lled Loads Service loads entered. Load Factors will be applied for calculat,ons. Uniform Load: D = 0.0620, L = 0.180 , Tributary Width = 1.0 ff, (Deck Floor} Point Load : E = 2.240 k @ 1.0 ft, (Holdown) Point Load: D = 0.320, L = 0.920 k@ 2.50 ft, (R-4) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.188 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 159.86psi fv: Actual Fb: Allowable = 850.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.496ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.003 in Ratio= 14743>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.005 in Ratio= 10383 >:180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V DOnly Length = 4.0 ft 0.054 0.039 +0-+l Length = 4.0 ft 1 0.188 0.136 Overall Maximum Deflections Load Combination +0-<-0.750L-<-0.5250E Vertical Reactions Load Combination Overall MAXimum Span Moment Values Cd CFN Ci Cr Cm Ct CL M fb 0.90 1.000 1.00 1.00 1.00 1.00 1.00 0.42 41.17 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.61 159.86 Max.·-• Defl Location in Span Load Combination 0.0046 1.985 Support notation : Far left is #1 Support 1 Support 2 = = = = = F'b 0.00 765.00 0.00 850.00 6x12 24.41 psi 180.00 psi -+D+L 3.051 ft Span # 1 Shear Values V Iv F'v 0.00 0.00 0.00 0.27 6.29 162.00 0.00 0.00 0.00 1.03 24.41 180.00 Max. • +· Dell Location in Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: MP -l Engineer: Hr) Project ID: Project Descr: DESCRIPTION: F-18C Beam supporting the spiral deck 6x10 and R-4 (Revised) Vertical Reactions Load Combination Overall MINimum DOnly +0-+l +O-i-0.750L ➔-0.600 -+0➔-0.70E -0+-0.750L ➔-0.5250E -i-0.60D-i-0.70E LOnly E Only Support 1 1.680 0.244 0.949 0.773 0.146 1.420 1.655 1.322 0.705 1.680 Support notation : Far left ls #1 Support 2 0.560 0.324 1.259 1.025 0.194 0.716 1.319 0.586 0.935 0.560 Printed, 31 JAN 2022. 5:53PM Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F·180 Beam supporting roof Ridge R-2 and Holdowns CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Proj~ct Title: M I> _ J Engineer: Project ID: Project Descr: Prin!ed 8 NOV 2021, 10:34PM l;NERCAl.C. INC 1•2020. Build:t2.20.10.31 Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc-Pr1I 850.0psi 850.0 psi E : Modulus of Elasticity Wood Species : Douglas Fir-Larch (North) Fe -Perp Wood Grade : No. 1/No. 2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling E(21.24) 0(1.18) L(1.16) I· Span = 6.50 ft 1.400.0 psi 625.0psi 180.0psi 500.0psi E(2.24) Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 30.590pcf l A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : 0 = 0.2190, L = 0.080, Tributary Width = 1.0 ft, ( Floor/Wall/Roof) Point Load : E = 2.240 k @ 5.50 ft, (Holdown) Pointload : 0 =1.180, L=1.160 k@2.0ft,(R-4) Point Load: E = 2.240 k@ 1.0 ft, (Holdown) _DESIGN SUMMARY Maximum Bending Stress Ratio = 0.540 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 459.35psi fv: Actual Fb: Allowable = 850.00psi Fv: Allowable Load Combination +0.-L Load Combination Location of maximum on span = 2.016ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio= 4366>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.035 in Ratio= 2241 >=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 ___ ..., ___ = = = = ::: ...... ~ •• ~#-.. •------·~----· ----·-·-·-·---· Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M fb Pb 0Only 0.00 Length = 6.50 ft 0.347 0.198 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.68 265.14 765.00 +D~ 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.50 ft 0.540 0.308 1.00 1..000 1.00 1.00 1.00 1.00 1.00 4.64 459.35 650.00 +1.1310+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.50 ft 1 0.335 0.255 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.60 454.99 1360.00 +1.0980+0.750L +0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.50 ft 1 0.407 0.280 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.59 553.18 1360.00 +0.4694D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.50 ft 0.206 0.181 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.83 279.66 1360.00 Desi n OK 0.308 : 1 6x12 55.47 psi 180.00 psi +O+L 0.000ft Span# 1 Shear Values V fll Pv 0.00 0.00 0.00 1.35 32.06 162.00 0.00 0.00 0.00 2.34 55.47 180.00 0.00 0.00 0.00 3.10 73.43 286.00 0.00 0.00 0.00 3.40 80.65 288.00 0.00 0.00 000 2.20 52.23 288.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@struclech.net DESCRIPTION: F-18D Beam supporting roof Ridge R-2 and Holdowns Overall Maximum Deflections Load Combination Span Max.'.' Defl Location In Span 0.0348 3.108 Proj~ct Title: Mp -I Engineer: Project ID: Project Descr: Load Combination -+0+0.750L +0.5250E Vertical Reactions Support notation : Far left is #1 Load Combination eraU mum OveraU MINimum DOnly -+O+L -+0-+0.750L +0.600 -+0+0.70E -+0+0.750L +0.5250E +0.60D+0.70E LOnly E Only Support 1 Support 2 .5 2.240 2.240 1.572 1.118 2.635 1.735 2.370 1.581 0.943 0.671 3.140 2.686 3.546 2.757 2.511 2.239 1.063 0.617 2.240 2.240 Printed 8 NOV 2021. 10:34PM Max.'+' Defl Location In Span 0.0000 0,000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. Proj~ctTitle: M.P -) Engineer: Project ID: San Jose, CA 95118 "' hpouya@structech.net Project Descr: DESCRIPTION: F-18E Beam supporting roof ,floor and Holdowns at cantilever wall CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro ertles Analysis Methcxl : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : Douglas Fir-Larch (North) Wood Grade : No. 1/No. 2 Fb+ Fb- Fc • Prll Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span= 7.50 ft 850.0psi 850.0 psi 1,400.0psi 625.0 psi 180.0psi 500.0psi Printed. 8 NOV 2021. 10:36PM E : Modulus of Elasticity Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 30.590pcf A lled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2190, L = 0.080 , Tributary Width = 1.0 ft, ( Floor/Wall/Roa~ Point Load : E = 2.240 k @4.0 ft, (Holdown) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.347: 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 471.58psi fv: Actual Fb: Allowable = 1,360.00psi Fv: Allowable Load Combination +1.131D+0.70E Load Combination Location of maximum on span = 3.996ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.030 in Ratio= 2952>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.036 in Ratio= 2482>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M 1b D Only Length= 7.50 ft 0.211 0.095 0.90 1.000 100 1.00 1.00 1.00 1.00 1.63 161.77 ..0-tl 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7 .50 ft 0.256 0.115 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.20 217.45 +1.131D-+-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length" 7.50 fl 1 0.347 0.129 1.60 1.000 100 1.00 1.00 1.00 1.00 4.76 471.58 +1.098D-+-0.750L-+-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7 .50 ft 0.320 0.124 1,60 1.000 1.00 1.00 1.00 1.00 1.00 4.40 435.53 -+-0.4694D-+-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 7.50 ft 0.268 0.094 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.69 365.07 Design OK = 0.129 : 1 6x12 = 37.23psi = 288.00psi + 1.1310.+Q .70E = 6.54211 = Span# 1 Shear Values F'b V Iv Pv 0.00 0.00 0.00 0.00 765.00 0.65 15.39 162.00 0.00 0.00 0.00 0.00 850.00 0.87 20.69 180.00 0.00 0.00 0.00 0.00 1360.00 1.57 37.23 288.00 0.00 0.00 0.00 0.00 1360.00 1.51 35.75 288.00 0.00 0.00 0.00 0.00 1360.00 1.14 27.06 288.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: N .D -) Engineer: Project ID: Project Descr: DESCRIPTION: F-18E Beam supporting roof ,floor and Holdowns at cantilever wall Overall Maximum Deflections Load Combination +0<-0.70E Vertical Reactions Load Combination Overall MAXimum Overall MINimum DOnly +O+L +0-+-0.750L -+-0.600 +0<-0.70E +0<-0.750L-+-0.5250E -+-0.60O+0.70E LOnly EOnty Span Max. • -• Deft Location in Span Load Combination 0.0363 3.805 Support notation : Far left is #1 Support 1 1,645 1.045 0.872 1.172 1.097 0.523 1.603 1.645 1.255 0.300 1.045 Support2 1,724 1.195 0.872 1.172 1.097 0.523 1.708 1.724 1.359 0.300 1.195 Printed. 8 NOV 2021. 10:36PM Max.'+' Dell 0.0000 Values in KIPS Location in Span 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: ~ D -I Engineer: I+ P Project ID: Project Descr: .£\oo Printed: 31 JAN 2022, 6:35PM DESCRIPTION: F-19 supporting roof and shear wall(Revised) CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fb+ Fb- Fc-Prtl Fe -Perp Fv Ft 2,900.0psi 2,900.0 psi 2,900.0psi 750.0 psi 290.0 psi 2,025.0psi Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.95),L(2.22~(3 27) '2,(.(101 Span= 2.0 ft 3.5x11.25 Span= 10.0 ft E : Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksi Density 45.070pcf E(3 27) A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.01330, L = 0.05320, Tributary Width:: 1.0 ft, (Floor) Point Load : E = 3.270 k @ 1.0 ft, (Lines E &F shear wall) Point Load : D = 0.950, L = 2.220 k @ 0.0 ft, (F-18B and F-1 BC) Load for Span Number 2 Uniform Load: D = 0.01330, L = 0.05320 , Tributary Width= 1.0 ft, (Floor) Point Load : E = 3.270 k @ 7 .0 ft, (Line E & F shear wall) Point Load : D = 0.360, L = 1.130 k @2.50 ft, (From R-5) Point Load : D = 0.980, L = 1.930 k@ 3.0 ft, (From C-8) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.364 1 Maximum Shear Stress Ratio Section used for this span 3.Sx11.25 Section used for this span fb: Actual = 1,056.13 psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +0-tl Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.074 in Ratio = 1613 >=360 Max Upward Transient Deflection -0.011 in Ratio = 4416 >=360 Max Downward Total Deflection 0.105 in Ratio= 1144>=180 Max Upward Total Deflection -0.015 in Ratio = 3108>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm C t CL M lb DOnly Length = 2.0 ft 1 0.122 0.183 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.95 317.16 Length • 10.0 ft 2 0.122 0.183 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.95 317.16 ---0+1. 1.000 1.00 1.00 1.00 1.00 1.00 :: = = = = Pb 0.00 2610.00 2610.00 0.00 0.542 : 1 3.5x11.25 157.25 psi 290.00 psi +D-tl 2.000ft Span# 1 Shear v atues V fv 0.00 0.00 Pv 0.00 1.26 47.86 261.00 1.26 47.86 261.00 0.00 0.00 0.00 ProjectTitle: M .t>-1 Engineer: H-P Project ID: Project Descr: DESCRIPTION: F-19 supporting roof and shear wall(Revised) Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm CI CL M lb Length= 2.0 fl 1 0.364 0.542 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.50 1,056.13 Length= 10.0 fl 2 0.364 0.542 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.50 1,056.13 +1.131D+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 fl 1 0.157 0.279 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.50 730.64 Length= 10.0ft 2 0.177 0.279 1.60 1.000 1.00 1.00 1.00 1.00 1.00 5.05 821.51 +1.131D-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 0.038 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.08 175.93 Length = 10.0 ft 2 0.111 0.097 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.16 512.89 +1.098D+0.750L+0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.255 0.369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.27 1,181.49 Length::: 10.0 It 2 0.255 0369 1.60 1.000 1.00 1.00 1.00 1.00 1.00 7.27 1,181.49 + 1.0980+0. 750L-0.5250E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.134 0.234 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.84 623.41 Length = 10.0 ft 2 0.138 0.234 1.60 1.000 1.00 1.00 1.00 100 1.00 3.94 640.54 +0.4694D+0.70E 1.000 1.00 1.00 1.00 100 1.00 Length = 2.0 ft 1 0.112 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.20 520.92 Length = 10.0 ft 2 0.158 0.226 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.50 731.26 +0.46940-0.?0E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.048 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.37 223.19 Length = 10.0 ft 2 0.130 0.150 1.60 1.000 1.00 1.00 1.00 1.00 1.00 3.71 603.14 Overall Maximum Deflections Load Combination Span Max.•.• Defl Location in Span Load Combination 1 0.0000 0.000 +0+0.750L+0.5250E -+0+0.750L +0.5250E 2 0.1049 5.307 Vertical Reactions Support notation : Far left Is #1 Load Combinatlon Support 1 Support 2 Support3 Overall MAXlmum 8.618 1.962 Overall MINimum 4.578 1.962 D Only 2.280 0.317 -+O+L 7.526 0.990 -+0+0.750L 6.215 0.822 +0.600 1.368 0.190 +D+0.70E 5.485 1.690 +D+0.750L+0.5250E 8.618 1.852 +0.60D+Q.70E 4.573 1.564 L Only 5.246 0.673 E Only 4.578 1.962 A \O\ Printed: 31 JAN 2022. 6·35PM Shear Values F'b V tv F'v 2900.00 4.13 157.25 290.00 2900.00 4.13 157.25 290.00 0.00 0.00 0.00 0.00 4640.00 3.39 129.30 464.00 4640.00 2.34 129.30 464.00 0.00 0.00 0.00 0.00 4640.00 1.19 45.17 464.00 4640.00 1.19 45.20 46400 0.00 0.00 0.00 0.00 4640.00 450 171.34 464.00 4640.00 4.22 171.34 464.00 0.00 0.00 0.00 0.00 4640.00 2.85 108.43 464.00 4640.00 2.85 108.43 464.00 0.00 0.00 0.00 0.00 4640.00 2.75 104.68 464.00 4640.00 1.51 104.68 464.00 0.00 0.00 0.00 0.00 4640.00 1.83 69.75 464.00 4640.00 1.26 69.75 464.00 Max.'+' Defl Location In Span -0.0154 0.000 0.0000 0.000 Values in KIPS SlRUJCIIECIHI JOB NO .. ---'M'-'-='D_--_..J __ SITEETNO. \0'2.. :JEN"~ BY_-1.H...wf,____ ___ DA TE 't--Jo V' • '2.1 5m JRmre.mm<aourt ~Ill!me.~~m J .:{Q8.ffi119.~ ilipn~tn..om«:1.'1tmt ----- F-L/ [ .$t)~ /',;~$ I-() t1t>S ~ M J!!l>t;,,t:. ~ -2-) j W .D =-I 3 . 3 f 1--r 1Wl-.::53. 2 ft-r { D ,~ ~ -'f) = /,/8 )<2 =2$~ Pt... : I· I (p ~ 2-:: 2 . 3 J'- c;z.. -?-'5) 0$6 r , -I I 2 .,. / IP ,> .,I ,!:, /0 P. o ::. D, ff JC- p. 1,,. ... I ,08 f'=- toe F..-2-z. (.Sv~l'o/L.'Js &11 Tit-~ V/!.l, w',ttt-/Hfh;::) /l¼D~) ,(1../111,i...) (ft,,~) tfi f 1 vJD;;.:J 1 (/4,5)tJ~(jS)t-IJ,3-:: 237 PL-F ,v..-t _____ ___,,(i._.. w l w.._-= 3 (u) t-5 ,.2 .. 113 f'L-{' ,_, r II I T /'-Jh--Q. ,C,!JIC, ,.,7t' /2. t.-~ / 1 2-Z.. ~ (,) ,1,..2..l'- .i -1.+1" STRUCTECH JOB NO .. __:_M_:_::D_--__:.I __ SHEETNO. \03 ,n N ,,,,, ENGINEERING BY _ ____!...11:..L....:..r ___ DATE oy, ,f_. 5632 Ravenna Court San Jose, CA 951 18 408.-569-7486 hpouya@stroctech.net (Fuofl-) s w b z. I;__'(!~ F f,? l'l-r l v.1 L-;. .ff-Cto);. 2~0 t1-f \PI> " 2. ,95": t P" ~ i, z.1- (,=1,..~p~) ii~£ ~ t 12-Pr#/ t:? tt--~t..T IE.A PS~ 5~ 117-II I{/ c>/'t-s 6-6.. E .. ,•Uz.f<..C.-k l,,. c_ (J A-<-~ II '2. f t \ W p.::. 3 {10) :::-Jo I' lF LWl-r:. 3 1(4-0)::; /U'J /t,,,:. (E-.. '/.. ?.-) F-2..4> STRUCTECH JOB NO. fr? 0 -1 SHEET NO. /04 ~ ENGINEERING sv_-'--'--H-...L-/ ___ o AT E /\lov, 21 5632 Ravenna Cowt San Jose, CA 9511 8 403-569-7486 hpouyaistructcch.ner I II I It U54-3½, f. 11,4 /'.S'-:2. ,o E.. ~JU;_ ~ ~LL-/JA-G,f!. 1/(R (.5ul'l1PATS r-t<f, r-U>,., r-2../,I r-zs) P1 Pi,. P:,s Pf t,; (p :•5' I 5,$ F-2..7 STRUCTECH JOBNO. __ M IJ_--_I _SHEETNO. /()5 ENGINEERING BY Hf DATE /YO //. 12/ 5632 Ravenna Court San Jose, CA 95118 408-569-7 4S6 hpouya@structech.net IA lr/N &&ttt1/ 5 o I' f'o I\TS P, e. I:.. I ~.~ r---------~---l'-l-lL___.-:L_, STRUCTECH JO B No._M_D_-_I __ SHEETNO. /Ou ENGINEERING BY H-f DATE NOV, 1 2) r. 5632 Ravenna Court Sa11 Jose, CA 95118 408-569-7486 hpouya:@suuctech.net ------- /t-p .. 2.'2.{, fl.l_ .. ~,51 ~ a f-w' KU. f /,,Of;( iw/J ::: 71 (If. 5)-r 1d (! s) t 15 .3 ::: 2/p5 f t-f I tl-c,(" Ft... w ,_ -::: 7 ( w) + $'.3 . z.. -=-I ~ 3 f 1,.f Cup"" Pr=-2. , 1 b ,c- ( "p = ,. if ft:- lt; L :; 4' .s+;;. 3~ ';:-+· 't 1 ,=-(r-2-7)(J#-1s1-11c) > t> t-ft:.. /.8f-f I ,/2. c .3 .~ s.,;:::. -t 2., () 7 ,c.. h I/ /I use-5 t J-11 fs1,,. 2 ·" I!.. > &-IL £ N/1 /f..lkl,C. f ll--4 ~ / Z 2- STRUCTECH JOBNO._M_D_-_I __ SHEETNO. /07 ~ I ENGINEERING BY _ ___,t\'-'---'--P __ DATE NO V'· '2-/ 5632 Ravenna Comt San Jose, CA 95118 408-569•7486 hpouya@s1ructech.net (F-f) (f-3) (r-1) I ff II u SE sq 1'14 Pst-2.e>e SE.i! 8/J~~~e-PA-66-/2.f fZ..L---;;. I , 'ff I " I " U5L 5/rf;<ll/t Pst- l ,fFf t /,ff- .\ STRUCTECH ENGINEERING 5632 Ravenna Ct. Proj~ctTitle: M D --1 Engineer: Project ID: San Jose, CA 95118 hpouya@structech.net Project Descr: DESCRIPTION: F-21 Supports R-2 Ridge line CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + LoadCoolbination ASCE 7-16 Fb- Fc -Prll Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Span= 10.0 ft 2,900.0psi 2,900.0psi 2,900.0 psi 750.0psi 290.0psi 2,025.0psi 0(2.36) l(2.32) \08 Printed 10 NOV 2021, 10:54PM INC. 1983-2020. Build:12.20.10.31 E : Modulus of Elasticity Ebeod-xx 2,000.0ksi Emlnbend -xx 1,016.54 ksi Density 45.070pcf .J A lied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.01330, L = 0.05320, Tributary Width= 1.0 ft, (Floor) Point Load : D = 2.360, L = 2.320 k@ 6.50 ft, (C-8) DESIGN SUMMARY --Maximum Bending Stress Ratio = 0.63Q 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 1,852.60psi fv: Actual Fb: Allowable = 2.900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 6.496ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.104 in Ratio= 1154>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.199 in Ratio = 604>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations Load CombinatJon Max Stress Ratios Segment Length Span# M V OOnly Length= 10.0 fl 1 0.344 0.232 +O+L length = 10.0 fl 1 0.639 0.435 Overall Maximum Deflections Load Combination +O+L Vertical Reactions Load CombrlatJon Overall MAXimum Overall MINlmum Span Moment Values Cd CFN Ci c, Cm C t CL M 1b 0.90 1.000 1.00 1.00 1.00 1.00 1.00 5.52 896.79 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.40 1,852.60 Max.·-• Oefl Location in Span Load Combination 0.1986 5.401 Support notation : Far left is #1 Support 1 Support 2 1.971 3.375 1.078 1.774 = = = = = F'b 0.00 2610.00 0.00 2900.00 Desi n OK 0.435 : 1 3.5x11 .25 126.24 psi 290.00 psi +D+L 9.088ft Span# 1 Shear Values V fv 0.00 0.00 Pv 0.00 1.59 60.51 261.00 0.00 0.00 0.00 3.31 126.24 290.00 Max .• +' [)Qfl LocatJon In Span 0.0000 Values in KIPS 0.000 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-21 Supports R-2 Ridge line Vertical Reactions Load Combination DOiily .04. .O-t-0.7501. -t-0.600 LOnly Support 1 0.893 1.971 1.701 0.536 1.078 Project Title: M t> -l Engineer: Project ID: Project Descr: Support notation : Far left is #1 Support2 1.601 3.375 2.931 0.960 1.774 Printed. 10 NOV 2021, 10.54PM Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. Project Title: M D -I Engineer: Project ID: San Jose, CA 95118 hpouya@structech.net Project Descr: Floor beam @ cantilever wall/ Gable roof CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - Fc -Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 900.0 psi 900.0 psi 1,350.0psi 625.0psi 180.0 psi 575.0 psi Span= 2.0 It Span = 11.0 ft \ID Printed 8 NOV 2021 10·40PM E: Modulus of Elasticity Ebend-xx 1 ,600.0 ksi Emlnbend -xx 580.0ksl Density 31.210pcf A lied Loads Service loads entered. Load Factors wlll be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Point Load : D = 0.870, L = 0.30 k@0.0 ft, (From F-18A) Uniform Load : D = 0.2370, L = 0.1130, Tributary Width = 1.0 ft, (Wall/Deck) Point Load : E = 1.190 k@ 0.0 ft, (F-18E Uplift /Down load) Load for Span Number 2 Uniform Load : D = 0.2370, L = 0.1130, Tributary Width = 1.0 fl, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.448 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 403.30psi fv: Actual Fb: Allowable = 900.00psi Fv: Allowable Load Combination +D+l Load Combination Location of maximum on span = 6.268ft Location of maximum on span Span # where maximum occurs :: Span#2 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio= 1500>=360 Max Upward Transient Deflection -0.029 in Ratio= 4545>=360 Max Downward Total Deflection 0.072 in Ratio= 1825>=180 Max Upward Total Deflection -0.022 in Ratio= 2214 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M lb D Only Length • 2.0 ft 1 0.274 0.198 0.90 1.000 ,.oo 1.00 1.00 1.00 1.00 2.24 221.87 Length= 11.0 ft 2 0.337 0.198 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.75 272.61 +O+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.337 0.256 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.07 303.63 Length= 11.0 ft 2 0.448 0.256 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.07 403.30 +1.131D-+-0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 fl 0.289 0.174 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.20 415.76 Design OK = 0.256 : 1 6x12 = 46.10 psi = 180.00 psi +D+l = 2.000 ft = Span# 1 _I Shear Values Pb V fv F'v 0.00 0.00 0.00 0.00 810.00 1.35 32.05 162.00 810.00 1.35 32.05 162.00 0.00 0.00 0.00 0.00 900.00 1.94 46.10 18000 900.00 1.94 46.10 180.00 0.00 0.00 0.00 0.00 1440.00 2.11 50.14 288.00 . STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-22 Floor beam @ cantilever wall/ Gable roof Load Combination Max Stress Ratios Segment Length Span# M V Cd C FN Ci Cr Length= 11,0 ft 2 0.289 0.174 1.60 1.000 1.00 1.00 +1.131O-0.?0E 1.000 1.00 1.00 Length = 2.0 ft 0.060 0.113 1.60 1.000 1.00 1.00 Length " 11.0 ft 2 0.266 0.113 1.60 1.000 1.00 1.00 +1.098D+0.750L +0.5250E 1.000 1.00 1.00 Length = 2.0 ft 1 0.298 0.180 1.60 1.000 1.00 1.00 Length" 11.0 ft 2 0.298 0.180 1.60 1.000 1.00 1.00 +1.098D+0.750L-0.5250E 1.000 1.00 1.00 Length = 2.0 ft 1 0.126 0.149 1.60 1.000 1.00 1.00 Length = 11.0 ft 2 0.314 0.149 1.60 1.000 1.00 1.00 +0.4694D+0.70E 1.000 1.00 1.00 Length = 2.0 ft 1 0.187 0.112 1.60 1.000 1.00 1.00 Length = 11.0 ft 2 0.187 0.112 1.60 1.000 1.00 1.00 +0.4694O-0.70E 1.000 1.00 1.00 Length = 2.0 ft 0.042 0.040 1.60 1.000 1.00 1.00 Length = 11.0 ft 2 0.144 0.049 1.60 1.000 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.·-· Defl Location in Span E Only 1 0.0320 0.000 +O+L 2 0.0723 5.899 Project Title: Engineer: Project ID: Project Descr: Cm Ct CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Load Combination +D+L Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support2 Suppon 3 Ov81811 MAximum 4.609 1.722 Overall MINlmum 1.406 -0.216 DOnly 2.954 1.175 -O+L 4.177 1.722 -0+0.750L 3.871 1.585 +0.600 1.772 0.705 +0+0.70E 3.939 1.024 +0+0.750L+0.5250E 4.609 1.471 +0.60D+0.70E 2.757 0.554 LOnly 1.223 0.546 E Only 1.406 -0.216 MD -I \ t I Printed. 8 NOV 2021, 10:40PM Moment Values Shear Values M 1b F'b V fv F'v 4.20 415.76 1440.00 1.88 50.14 288.00 0.00 0.00 0.00 0.00 0.87 85.94 1440.00 1.38 32.65 288.00 3.86 382.50 1440.00 1.38 32.65 288.00 0.00 0.00 0.00 0.00 4.33 428.61 1440.00 2.18 51.77 288.00 4.33 428.61 1440.00 2.04 51.77 288.00 0.00 0.00 0.00 0.00 1.83 181.24 1440.00 1.81 43.04 288.00 4.57 452.20 1440.00 1.81 43.04 288.00 0.00 0.00 0.00 0.00 2.72 269.05 1440.00 1.36 32.37 288.00 2.72 269.05 1440.00 0.79 32.37 288.00 0.00 0.00 0.00 0.00 0.61 60.77 1440.00 0.48 11.45 288.00 2.10 207.88 1440.00 0.59 14.10 288.00 Max. ·+·een Location In Span -0.0008 1.944 0.0000 1.944 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-23 Floor beam supports F-22 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Project Title: M D -I Engineer: Project ID: Project Descr: 112. Pnnted 8 NOV 2021 10:40PM Analysis Method : Allowable Stress Design Fb + 1,150.0psl 1,150.0 psi 1,800.0psl E : Modulus of Elasticity Load Combination ASCE 7-16 Fb • Fe· Prll Ebend-xx 1,800.0ksi Eminbend-xx 660.0ksi Wood Species : Douglas Fir-Larch (North) Fe· Perp Wood Grade : No. 1 & Btr Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 625.0psi 180.0psi 750.0psi Density 30.590pcf ----·----·----·----- r Span=-2.0 ft Span= 6.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load fOf Span Number 1 Point Load : D = 2.950, L = 1.220 k @ 0.0 ft, (From F-22) Unifonm Load : D = 0.0650, L = 0.260 , Tributary Widlh = 1.0 ft, (Wall/Deck) Point Load : E = 1.410 k @0.0 ft, (F-18E Uplift /Down load) Load for Span Number 2 Uniform Load : D = 0.0650, L = 0.260 , Tributary Width = 1.0 fl, (Floor) DESIGN SUMMARY --Maximum Bending Stress Ratio = 0.77& 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb: Actual = 892.54psi fv: Actual Fb: Allowable = 1,150.00psi Fv: Allowable Load Combination +D+l Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 2314>=360 Max Upward Transient Deflection -0.009 in Ratio= 7912>=360 Max Downward Total Deflection 0.065 in Ratio= 740>=180 Max Upward Total Deflection -0.025 in Ratio= 2845>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Momeni Values Segment Length Span# M V Cd CFN C1 Cr Cm Ct CL M lb DOnly Length = 2.0 ft 1 0.579 0.444 0.90 1.000 1.00 1.00 100 1.00 1.00 6.06 599.55 Length = 6.0 ft 2 0.579 0.444 0.90 1.000 1.00 1.00 1.00 1.00 1.00 6.06 599.55 -+O+L 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.776 0.596 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.02 892.54 Length = 6.0 ft 2 0.776 0.596 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.02 892 54 +1.1310-+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 0.475 0.364 1.60 1.000 1.00 1.00 1.00 1.00 1.00 8.82 873.26 = = = = F'b 0.00 1035.00 1035.00 0.00 1150.00 1150.00 0.00 1840.00 •J4il·l,i•J: 0.596 : 1 6x12 107.32 psi 180.00 psi +D-+l 1.050 ft Span# 1 I _ _j Shear Values V Iv F'v 0.00 0.00 0.00 3.03 71.91 162.00 1.17 71.91 162.00 0.00 0.00 0.00 4.53 107.32 180.00 2.20 107.32 180.00 0.00 0.00 0.00 4.42 104.71 288.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net i:;o::= r DESCRIPTION: F-23 Floor beam supports F-22 Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Length = 6.0 ft 2 0.475 0.364 1.60 1.000 +1.131D-0.70E 1.000 Length = 2.0 ft 0.262 0.201 1.60 1.000 Length = 6.0 ft 2 0.262 0.201 1.60 1.000 + 1.0980-+0.750L +O .5250E 1.000 Length= 2.0 ft 1 0.557 0.427 1.60 1.000 Length = 6.0 ft 2 0.557 0.427 1.60 1.000 +1.0980+0.750L-0.5250E 1.000 Length = 2.0 ft 1 0.398 0.305 1.60 1.000 Length = 6.0 ft 2 0.398 0.305 1.60 1.000 +0.4694D+0.70E 1.000 Length = 2.0 ft 1 0.259 0.198 1.60 1.000 Length = 6.0 ft 2 0.259 0.198 1.60 1.000 +0.4694D-0.70E 1.000 Length = 2.0 ft 0.047 0.036 1.60 1.000 Length = 6.0 ft 2 0.047 0.036 1.60 1.000 Overall Maximum Deflections Load Combination Span Max.·-• Defl +D+0.750L +0.5250E 1 0.0647 2 0.0000 Vertical Reactions Ci Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 0.000 0.000 Project Title: MD-) Engineer: Project ID: Project Descr: Moment Values Cm C t CL M lb 1.00 1.00 1.00 8.82 873.26 1.00 1.00 1.00 1.00 1.00 1.00 4.87 482.46 1.00 1.00 1.00 4.87 482.46 1.00 1.00 1.00 1.00 1.00 1.00 10.35 1,024.58 1.00 1.00 1.00 10.35 1,024.58 1.00 1.00 1.00 1.00 1.00 1.00 7.39 731.48 1.00 1.00 1.00 7.39 731.48 1.00 1.00 1.00 1.00 1.00 1.00 4.82 476.81 1.00 1.00 1.00 4.82 476.81 1.00 1.00 1.00 1.00 1.00 1.00 0.87 86.02 1.00 1.00 1.00 0.87 86.02 Load Combination +D+0.750L+0.5250E Support notation : Far left is #1 Load Combination Support 1 Suppor\2 Support 3 OveraR MAXimum 7.599 -1.103 Overall MINlmum 1.880 -0.774 DOnly 4.352 -0.774 +D+L 7.365 -0.488 +D+0.750L 6.612 -0.559 +0.60D 2.611 -0.465 +D+0.70E 5.668 -1.103 +D+0.750L+0.5250E 7.599 -0.806 +0.60D+0.70E 3.927 -0.794 LOnly 3.013 0.287 E Only 1.880 -0.470 f l-3 Shear Values Pb V Iv Pv 1840.00 1.65 104.71 288.00 0.00 0.00 0.00 0.00 1840.00 2.44 57.90 288.00 1840.00 1.00 57.90 288.00 0.00 0.00 0.00 0.00 1840.00 5.19 123.07 288.00 1840.00 2.30 123.07 288.00 0.00 0.00 0.00 0.00 1840.00 3.71 87.96 288.00 1840.00 1.81 87.96 288.00 0.00 0.00 0.00 0.00 1840.00 2.41 57.16 288.00 1840.00 0.88 57.16 288.00 0.00 0.00 0.00 0.00 1840.00 0.44 10.35 288.00 1840.00 0.22 10.35 288.00 Max.·+· Defl Location In Span 0.0000 0.000 -0.0253 2.413 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-24 Floor beam supports F-22 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: rl\ D -I Engineer: Project ID: Project Descr: '14 Printed S NOV 2021. 10'40PM Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Load Combinatoo ASCE 7-16 Fb - Fc-Prtl Wood Species : iLevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend • XX 1,016.54ksi Density 45.070pcf --------------------------0(1.17) L(0.22) D 0.03) L(0.12) • ♦ D(0.03) L(0.12} I· Span= 2.0 ft Span = 6.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load fOf Span Number 1 Point Load : D = 1.170, L = 0.220 k@O.O ft, (FrOfn F-22) Uniform Load : D = 0.030, L = 0.120, Tributary Width = 1.0 fl, (Wall/Deck) Load fOI' Span Number 2 Uniform Load : 0 = 0.030, L = 0.120, Tributary Width = 1.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.113 1 Maximum Shear Stress Ratio Section used for this span 3.5x14.0 Section used for this span fb: Actual = 326.48psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +0-+l Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.002 in Ratio= 31986>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.015 in Ratio= 3288>=180 Max Upward Total Deflection -0.005 in Ratio = 13476>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN C1 Cr Cm C t CL M tb DOnly Length = 20 fl 1 0.098 0.143 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.43 255.11 Length • 6.0 ft 2 0.098 0.143 0.90 1.000 1.00 1.00 1.00 1.00 1.00 2.43 255.11 ..O+l 1.000 1.00 1.00 t.00 1.00 1.00 Length = 2.0 ft 1 0.113 0.167 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.11 326.48 Length = 6.0 ft 2 0.113 0.167 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.11 326.48 +1.1310 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.062 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 288.44 Length = 6.0 fl 2 0.062 0.091 1.60 1.000 1.00 1.00 1.00 1.00 1.00 2.75 288.44 Dcs1gn OK = 0.167 :1 3.5x14.0 = 48.49 psi = 290.00 psi +O+L = 1.173ft = Span# 1 Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 2610.00 1.22 37.44 261.00 2610.00 0.49 37.44 261.00 0.00 0.00 0.00 0.00 2900.00 1.58 48.49 290.00 2900.00 0.83 48.49 290.00 0.00 0.00 0.00 0.00 4640.00 1.38 42.34 464.00 4640.00 0.55 42.34 464.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-24 Floor beam supports F-22 Load Combnation Max Stress Ratios Segment Length Span# M V +1.098~.750L Length = 2.0 ft 1 0.072 0.106 Length = 6.0 ft 2 0.072 0.106 +0.46940 Length = 2.0 ft 0.026 0.038 Length = 6.0 ft 2 0.026 0.038 Overall Maximum Deflections Load Combination -+O+l Span 1 2 Cd CFN Ci Cr 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.000 1.00 1.00 1.60 1.000 1.00 1.00 1.60 1.000 1.00 1.00 Max.•.• Deft Location in Span 0.0146 0.000 0.0000 0.000 Cm 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: M D -I Engineer: Project ID: Project Descr: Moment Values C t CL M lb 1.00 1.00 1.00 1.00 3.18 333.63 1.00 1.00 3.18 333.63 1.00 1.00 1.00 1.00 1.14 119.75 1.00 1.00 1.14 119.75 Load Combination D Only Vertical Reactions Support notation : Far left is # 1 Load Combination OwnN MAXlmum Overall MINimum DOnly +O+l +0+0.750L +0.600 LOoly Support 1 Support 2 2.735 0.933 1.802 2.735 2.502 1.081 0.933 Support3 -0.269 -0.269 -0.269 -0.022 -0.084 -0.161 0.247 ll 5 Shear Values F'b V tv F'v 0.00 0.00 0.00 0.00 4640,00 1.61 49.40 464.00 4640.00 0.79 49.40 464.00 0.00 0.00 0.00 0.00 464000 0.57 17.58 464.00 4640.00 0.23 17.58 464.00 Max.'+" Dell Location in Span 0.0000 0.000 -0.0053 2.480 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-25 Supports F-180, F-18E CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: fv'\ .D -I Engineer: Project ID: Project Descr: Printed: 10 NOV 2021. 10:25PM Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 2,900.0psi 2,900.0psi 2,900.0 psi E: Modulus of Elasticity Fc-Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0 psi 2,025.0psi D(0.0133) L(0.0532) Span= 2.0 ft Span= 10.0 ft Ebend-xx 2,000.0ksl Eminbend -xx 1.016.54ksi Density 45.0?0pcf A lied Loads Service loads entered. load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.01330, L = 0.05320 , Tributary Width = 1.0 ft, (Floor) Point Load : E = 3.430 k @0.0 ft, (F-18's) Point Load : D = 2.0, L = 0.920 k @ 0.0 ft Load for Span Number 2 Uniform Load : D = O.D1330, L = 0.05320, Tributary Width = 1.0 ft, (Floor) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.336 1 Maximum Shear Stress Ratio Section used for this span 3.5x11.25 Section used for this span fb: Actual = 974.86psi fv: Actual Fb: Allowable = 2,900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 2.000ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.114in Ratio= 420>=360 Max Upwam Transient Deflection -0.093 in Ratio = 1291 >=360 Max Downward Total Deflection 0.143 in Ratio= 334>=180 Max Upward Total Deflection -0.113 in Ratio= 1061 >=180 Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr Cm Ct CL M lb OOnly Length = 2.0 ft 1 0.252 0.296 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.05 658.49 Length= 10.0 ft 2 0.252 0.296 0.90 1.000 1.00 1.00 1.00 1.00 1.00 4.05 658.49 +D+l 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 1 0.336 0.395 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.00 974.86 length = 10.0 ft 2 0.336 0.395 1.00 1.000 1.00 1.00 100 1.00 1.00 6.00 974.86 +1.1310-+0.70E 1.000 1.00 1.00 1.00 1.00 1.00 Length = 2.0 ft 0.329 0.385 1.60 1.000 1.00 1.00 1.00 1.00 1.00 9.38 1,525.02 Design OK = 0.395: 1 3.5x11.25 114.46 psi = 290.00 psi +O+L = 1.073ft = Span# 1 Shear Values Pb V Iv F'v 0.00 0.00 0.00 0.00 2610.00 2.03 77.24 261.00 2610.00 0.51 77.24 261.00 0.00 0.00 0.00 0.00 2900.00 3.00 114.46 290.00 2900.00 0.92 114.46 290.00 0.00 0.00 0.00 0.00 4640.00 4.69 178.79 464.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-25 Supports F-180, F-18E Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN Length = 10.0 ft 2 0.329 0.385 1.60 1.000 +1.1310-0.?0E 1.000 Length :: 2.0 ft 0.008 0.011 1.60 1.000 Length = 10.0 ft 2 0.017 0.012 1.60 1.000 +1.098D<-0.750L <-0.5250E 1.000 Length = 2.0 ft 1 0.333 0.391 1.60 1.000 Length= 10.0 ft 2 0.333 0.391 1.60 1.000 +1.0980<-0.750L-0.5250E 1.000 Length= 2.0 ft 1 0.081 0.095 1.60 1.000 Length= 10.0 ft 2 0.081 0.095 160 1.000 <-0 4694D<-0.70E 1.000 Length = 2.0 ft 1 0.235 0.275 1.60 1.000 Length= 10.0 ft 2 0.235 0.275 1.60 1.000 <-0.46940-0.70E 1.000 Length = 2.0 ft 1 0.102 0.120 1.60 1.000 Length= 10.0 ft 2 0.102 0.120 1.60 1.000 Overall Maximum Deflections Load Combination Span Max.•.• Deft +D<-0,70E 1 0.1430 2 0.0000 Vertical Reactions Ci Cr Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Location in Span 0.000 0.000 Project Title: M I) -J Engineer: Project ID: Project Descr: Moment Values C t CL M lb 1.00 1.00 9.38 1,525.02 1.00 1.00 1.00 1.00 0.22 36.02 1.00 1.00 0.48 78.25 1.00 1.00 1.00 1.00 9.51 1,545.66 1.00 1.00 9.51 1,545.66 100 1.00 1.00 1.00 2.31 374.89 1.00 1.00 2.31 374.89 1.00 1.00 1.00 1.00 6.70 1,089.60 1.00 1.00 6.70 1,089.60 1.00 1.00 1.00 1.00 2.90 471.43 1.00 1.00 2.90 471.43 Load Combination -10+0.70E Support notation : Far left is #1 Load Comblnallon Support 1 Support2 Support 3 OveraU MAXlmum 5.861 -0.757 Overall MINimum 4.116 ..0.277 D Only 2.584 --0.277 +D-+l 4.072 -0.206 -+0+0.750L 3.700 -0.223 -+-0.600 1.551 -0.166 +D<-0.70E 5.466 ..0.757 +D<-0.750L <-0.5250E 5.861 -0.584 -+-0.60D<-0.70E 4.432 --0.646 L Only 1.487 0.071 E Only 4.116 -0.686 1)7 Printed: 10 NOV 2021, 10:25PM Shear Values F'b V Iv F'v 4640.00 1.06 178,79 464.00 0.00 0.00 0.00 0.00 4640.00 0.14 5.32 464,00 4640.00 0.14 5.38 464.00 0.00 0.00 0.00 0.00 4640.00 4.76 181.32 464.00 4640.00 1.23 181.32 464.00 0.00 0.00 0.00 0.00 4640.00 1.16 44.12 464.00 4640.00 0.51 44.12 464.00 0.00 0.00 0.00 0.00 4640.00 3.35 127.72 464.00 4640.00 0.72 127.72 464.00 0.00 0.00 0.00 0.00 4640.00 1.46 55.70 464.00 4640.00 0.34 55.70 464.00 Max.'+' Dell Locallon in Span 0.0000 0.000 -0.1131 4.190 Values In KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-26 Main Floor Beam New(Revised) CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: MD-I Engineer: H-P Project ID: Project Descr: Printed. 31 JAN 2022, 7·10PM ENERCAI.C. INC. 19&l-~ Buiilj:1U0, 10.31 Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb-2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Fc -Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54ksi Density 45.070pcf D(3.111))(((Jl2~~(0. 54) I D(-0.46 L(0.4) 10.50 X 14.0 Span = 21 .50 It A lied Loads ·uniform Load : D = 0.10, L = 0.40, Tributary Width= 1.0 ft, (Floor) Point Load : D = 3.110, L = 3.380 k @4.50 ft, (C-6) Service loads entered. Load Factors will be applied for calculations. Point Load : D = 0.320, L = 0.540 k@ 5.50 ft, (F-19) Point Load : D = 1.60, L = 1.420 k@ 12.0 ft, (F-21) Point Load : D = -0.460, L = 0.40 k@ 16.50 ft, (F-25 & F-17) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.731l 1 Maximum Shear Stress Ratio Section used for this span 10.50 X 14.0 Section used for this span fb: Actual = 2, 103.30psi fv: Actual Fb: Allowable = 2.850.80osi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 10.201 ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.705 in Ratio= 365>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 1.057 in Ratio= 244>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Ci Cr Cm Ct CL M lb □Only Length = 21.50 ft 1 0.275 0.167 0.90 0.983 1.00 1.00 1.00 1.00 1.00 20.19 706.49 -+O+l 0.983 1.00 1.00 1.00 1.00 1.00 Length = 21.50 ft 0.738 0.419 1.00 0.983 1.00 1.00 1.00 1.00 1.00 60,12 2,103.30 -+0-+-0.750L 0.983 1.00 1.00 1.00 1.00 1.00 Length = 21.50 ft 0.385 0.220 1.60 0.983 1.00 1.00 1.00 1.00 1.00 50.13 1,753.83 -+-0.60D 0.983 1.00 1.00 1.00 1.00 1.00 Length = 21.50 ft 0.093 0.056 1.60 0.983 1.00 1.00 1.00 1.00 1.00 12.12 423.89 = = = = = Pb 0.00 2565.72 0.00 2850.80 0.00 4561.28 0.00 4561.28 Design OK 0.419 : 1 10.50 X 14.0 121 .61 psi 290.00 psi +D+L 0.000ft Span# 1 Shear Values V Iv 0.00 0.00 F'v 0.00 4.26 43.49 261.00 0.00 0.00 0.00 11.92 121.61 290.00 0.00 0.00 0.00 10.00 102.08 464.00 0.00 0,00 0.00 2.56 26.10 464.00 . STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-26 Main Floor Beam New(Revised) Overall Maximum Deflections Project Title: M P-) Engineer: }i (> • Project ID: Project Descr: Load Combination Span Max.•-• Defl Location in Span Load Combination --0-+l Vertical Reactions Load Combination Overall MAXlrnurn Overall MINimum DOnly --0-+l -t0,-0.750L ,-0.60D LOnly 1.0567 Support 1 12.467 8.095 4.372 12.467 10.443 2.623 8.095 10.436 Support notation : Far left is #1 Support 2 8.593 6.245 2.348 8.593 7.032 1.409 6.245 Printed: 31 JAN 2022. 7:10PM Max. '+' Den Location in Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: MD -I EnQineer: /2, O ProJect ID: Project Descr: DESCRIPTION: F-27 Main Floor Beam New CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Printed· 12 NOV 2021. 12:07PM Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Fe -Prll Wood Species : ilevel Truss Joist Fe -Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psi 290.0psi 2,025.0psi Ebend-xx 2,000.0 ksi Emlnbend-xx 1,016.54ksl Density 45.070pcf 0(1.37) L(1.47) 0(2 36) l(1 86) Cl{(OO!!) (0.18) E(3.85) 7x14 Span = 21.50 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Point Load : D = 1.370, L = 1.470 k @ 5.50 ft, (F-4) Point Load : D = 2.360, L = 1.860 k@ 10.50 ft, (R-2's) Point Load : D = 0.010, L = 0.180 k @ 16.0 ft, (F-17) Point Load : E = 3.850 k @21.0 ft, (SW) Point load : E = 3.850 k@ 15.50 ft, (SW} DESIGN SUMMARY Maximum Bending Stress Ratio = 0.606: 1 Maximum Shear Stress Ratio Section used for this span 1b: Actual = Fb: Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 7x14 1.726.72psi 2,850.SOpsi +D+l 10.515ft Span# 1 0.360 in Ratio= 0.000 in Ratio= 0.860 in Ratio= 0.000 in Ratio= Maximum Forces & Stresses for Load Combinations load Combination Max Stress Ratios Segment Length Span# M V Cd CFN C; Cr Cm OOnly lenglh = 21.50 ft 0.374 0.148 0.90 0983 1.00 1.00 1.00 +0-+l 0.983 1.00 1.00 1.00 Length = 21.50 ft 0.606 0.244 1.00 0.983 1.00 1.00 1.00 +0..0.70E 0.983 1.00 1.00 1.00 Length = 21.50 ft 0.309 0.122 1.60 0.983 1.00 1.00 1.00 -Ot-0.750L..0.5250E 0.983 1.00 1.00 1.00 Length = 21.50 ft 0 411 0.155 1.60 0.983 1.00 1.00 1.00 ..0.600..0.70E 0.983 1.00 1.00 1.00 Section used for this span fv: Actual Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 716>=360 0<360 299>=180 0<180 Moment Values C I CL M fb 1.00 1.00 18.31 960.86 1.00 1.00 1.00 1.00 32.90 1,726.72 1.00 1.00 1.00 1.00 26.88 1,410.43 1.00 1.00 1.00 1.00 35.68 1,872.44 1.00 1.00 Design OK = 0.244 : 1 7x14 = 70.67 psi 290.00 psi +D+l = 0.000ft = Span# 1 Shear Values F'b V fv Pv 0.00 0.00 0.00 0.00 2565.72 2.53 38.66 261.00 0.00 0.00 0.00 0.00 2850.80 4.62 70.67 290.00 0.00 0.00 0.00 0.00 4561.28 3.69 56.43 464.00 000 0.00 0.00 0.00 4561.28 4.71 72.02 464.00 0.00 0.00 0.00 0.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 951 18 hpouya@structech.net DESCRIPTION: F-27 Main Floor Beam New Load Combinatlon Max Stress Ratios Segment length Span # M V C; Cr l ength = 21.50 ft 1 0.225 0.098 1.60 0.983 1.00 1.00 Overall Maximum Deflections Load Combination Span Max.•.• Deft Location in Span 0.8605 10.750 Project Title: fV'\ D -I Engineer: Project ID: Project Descr: 1.2 l Prtnted: 12 NOV 2021. 12'07PM EHEAC\l.C. INC.19113-2@. Build:12.3).10.31 Moment Values Shear Values M lb F'b V fv F'v 1.00 1.00 1.00 19.55 1,026.09 4561.28 2.96 45.37 464.00 Load Combination Max. • .... Deft Location In Span 0.0000 0.000 -+0+0.750L+0.5250E Vertical Reactions Support notation : Far left Is #1 Values In KIPS Load Combination OveraU MAXimum Overall MINimum DOnly -+O~ -+0+0.750L +0.600 -+0+0.70E ...0+0.750L+0.5250E +0.60O+0.70E LOnly EOnly Support 1 4.739 1.164 2.559 4.651 4.128 1.536 3.374 4.739 2.350 2.092 1.164 Support 2 6.536 6.536 1.840 3.259 2.904 1.104 6.415 6.335 5.679 1.418 6.536 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-28 Header supporting F-27 CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: M D -/ Engineer: Project ID: Project Descr: )Z..z_ Analysis Method : Allowable Stress Design Fb + l oad Combination ASCE 7-16 Fb - Fe-Pr11 2,900.0psi 2,900.0psi 2,900.0 psi E: Modulus of Elasticity Wood Species : ilevel Truss Joist Fe· Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0psl 290.0psi 2,025.0psi Ebend-xx 2,000.0ksi Eminbend -xx 1,016.54ksl Density 45.070pcf E(2.07) ---------------------------0(1.84) L(4.91) E(2.07) Span= 12.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform load: D = 0.2650, l = 0.1930, Tributary Width= 1.0ft, (Roof/Floor/wall) Point load : D = 1.840, l = 4.910 k@ 3.50 ft, (F-27) Point load : E = 2.070 k @ 0.50 ft, (SW) Point load : E = 2.070 k @ 7.50 ft, (SW) DESIGN SUMMARY -····•-•----Maximum Bending Stress Ratio = 0.586 1 Maximum Shear Stress Ratio Section used for this span 5.25x14.0 Section used for this span fb: Actual = 1.671.36osi fv: Actual Fb: Allowable = 2,850.SOosi Fv: Allowable load Combination +O+L load Combination location of maximum on span = 3.504ft location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.138 in Ratio= 1043>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.232 in Ratio= 621 >::180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd C FN Cj Cr Cm Ct Cl M fb DOnly Length ::: 12.0 fl 0243 0.211 0.90 0.983 1.00 1.00 1.00 1.00 1.00 8.90 623.02 -+O+l 0.983 1.00 1.00 1.00 1.00 1.00 Length = 12.0 ft 1 0.586 0.501 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.89 1,671.36 ... 1.131D+0.70E 0.983 1.00 1.00 1.00 1.00 1.00 Length :: 12.0 ft 1 0.202 0.156 1.60 0.983 1.00 1.00 1.00 1.00 1.00 13.15 919.96 .,., .0980+0.750l +0.5250E 0.983 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 1 0.350 0.292 1.60 0.983 1.00 1.00 1.00 1.00 1.00 22.81 1,595.73 +0.46940+0.70E 0.983 1.00 1.00 1.00 1.00 1.00 Length= 12.0 ft 0.119 0.082 1.60 0.983 1.00 1.00 1.00 1.00 1.00 7.76 543.08 = ::: = = :: Pb 0.00 2565.72 0.00 2850.80 0.00 4561.28 0.00 4561.28 0.00 4561.28 0.501 : 1 5.2Sx14.0 145.30 psi 290.00psi +O+l 0.000ft Span# 1 Shear Values V Iv 0.00 0.00 Pv 0.00 2.70 55.17 261.00 0.00 0.00 0.00 7.12 145.30 290.00 0.00 0.00 0.00 3.54 72.24 464.00 0.00 0.00 0.00 6.64 135.56 464.00 0.00 0.00 0.00 1.88 38.27 464.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-28 Header supporting F-27 Overall Maximum Deflections Load Combination Span Max.•.• Den -+O+L 0.2316 Vertical Reactions Location in Span 5.650 Project Title: tJl D -I Engineer: Project ID: Project Descr: Load Combination Support notation : Far left is #1 Load Combination Support 1 Support2 Overall MAxlmum Overall MINimum DOnly +D+L +D+O. 750L +0.600 -+0-+0.70E +D-+0.750L +0.5250E +0.60O-+0.70E L Only E Only 7.957 2.760 3.031 7.667 6.508 1.819 4.963 7.957 3.751 4,636 2.760 4.932 1.380 2.265 4.855 4.207 1.359 3.231 4,932 2.325 2.590 1.380 Max. • +· Oen Location In Span 0.0000 0.000 Values in KIPS STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-29 Main Floor Beam over living CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: ~ J)-) Engineer: f+ p Project ID: Project Descr: Pnnted· 1 FEB 2022, 12'57PM Analysis Method : Allowable Stress Design Fb + 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elesticlty load Combination ASCE 7-16 Fb-Ebend-xx 2,000.0ksi Fc-Prll Eminbend -xx 1,016.54ksi Wood Species : ilevel Truss Joist Fe· Perp Wood Grade : Parallam PSL 2.0E Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 750.0 psi 290.0psi 2,025.0psi Density 45.070pcf D(0.1051 L(0.4_2J_-z----~ D(0.04) l(0.16) 5.25x14.0 Span= 19.50 ft Span = 8.0 ft A lied Loads Service loads entered. Load Factors will be applied for calculations. load for Span Number 1 Uniform load : D = 0.1250, l = 0.50 k/lt, Extent= 0.0-» 8.0 ft, Tributary Width= 1.0 ft, (Floor) Point load : D = 1. 170, L = 1.580 k @ 3.0 ft, (F-4) Point Load : D = 0.690, L = 1.050 k @ 8.0 ft, (F-3) Point load : D = 1.170, l = 1.310 k@9.50 ft, (F-1) Uniform Load : D = 0.1050, L = 0.420 k/lt, Extent= 8.0 -» 19.50 ft, Tributary Width = 1.0 ft, (Floor) Load for Span Number 2 Uniform Load : D = 0.040, L = 0.160, Tributary Width= 1.0 ft, (Floor) DESIGN SUMMARY !Maximum Bending Stress Ratio Section used for this span fb: Actual Fb: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection = = 0.866 1 5.25x14.0 2,511.54psi 2.900.00psi +D+L 7.953ft Span# 1 Maximum Shear Stress Ratio Section used for this span fv: Actual 0.569 in Ratio= -0.062 in Ratio= 0.825 in Ratio = -0.090 in Ratio = Fv: Allowable Load Combination Location of maximum on span Span # where maximum occurs 411 >=360 1536>=360 283>=180 1066>=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stnm Ratios Moment Values Segment Length Span# M V Cd C FN C; Cr Cm C t CL M lb DOnly Length " 19.50 ft 1 0.304 0.197 0.90 1.000 1.00 1.00 1.00 1.00 1.00 11.35 793.84 Length = 8.0 ft 2 0.260 0.197 0.90 1.000 1.00 1.00 1.00 1.00 1.00 9.69 677.88 -+0-+l 1.000 1.00 1.00 1.00 1.00 1.00 length = 19.50 ft 1 0.866 0.614 1.00 1.000 1.00 1.00 1.00 1.00 1.00 35.89 2,511.54 Length = 8.0 ft 2 0.785 0.614 1.00 1.000 1.00 1.00 1.00 1.00 1.00 32.53 2,276.15 Design OK = 0.614 : 1 5.25x14.0 = 178.05 psi = 290.00 psi +D+l = 18.411ft = Span# 1 Shear Values F'b V Iv Pv 0.00 0.00 0.00 0.00 2610.00 2.51 51.32 261.00 2610.00 1.32 51.32 261.00 0.00 0.00 0.00 0.00 2900.00 8.72 178.05 290.00 2900.00 4.63 178.05 290.00 STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-29 Main Floor Beam over living Load Combination Max Stress Ratios Segment Length Span# M V Cd CFN +0>1{).750L 1.000 length= 19.50 ft 1 0.449 0.315 1.60 1.000 Length = 8.0 ft 2 0.404 0.315 1.60 1.000 ol{),600 1.000 Length= 19.50 ft 0.103 0.066 1.60 1.000 Length = 8.0 fl 2 0.088 0.066 1.60 1.000 Overall Maximum Deflections C1 Cr 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Project Title: M P-1 Engineer: HP Project ID: Project Descr: Moment Values Cm CI CL M lb 1.00 1.00 1.00 1.00 1.00 1.00 29.76 2,081.99 1.00 1.00 1.00 26.82 1,876.58 1.00 1.00 1.00 1.00 1.00 1.00 6.81 476.30 1.00 1.00 1.00 5.81 406.73 Load Combination Span Max.•-• Deft Location In Span Load Combination +O+L 1 0.8246 8.715 2 0.0000 8.715 +O+L Vertical Reactions Support notation : Far left Is #1 Load Combination Support 1 Support2 Support3 Overall MAXimum 8.711 14.162 -3.266 Overall MINlmum 6.060 10.205 -1.051 0 Only 2.651 3.957 -1.051 +O+L 8.711 14.162 -3.266 +0+0.750L 7.196 11.611 -2.712 ol{),600 1.591 2.374 --0.631 L Only 6.060 10.205 -2.215 Printed: 1 FEB 2022, 12·57PM Shear Values F'b V fv F'v 0.00 0.00 0.00 0.00 4640.00 7.16 146.15 464.00 4640.00 3.81 146.15 464.00 0.00 0.00 0.00 0.00 4640.00 1.51 30.79 464.00 4640.00 0.79 30.79 464.00 Max.·+· 0en Location In Span 0.0000 0.000 --0.0900 3.352 Values In KIPS Wood STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-30 Header at garage door CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16 Material Pro erties Project Title: M D -I Engineer: Project ID: Project Descr: Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Fb+ Fb- 2,900.0psi 2,900.0psi 2,900.0psi E : Modulus of Elasticity Wood Species : ilevel Truss Joist Wood Grade : Parallam PSL 2.0E Fc-Pr11 Fe-Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D(0.212j L(0.18) Span = 16.0 ft 750.0 psi 290.0psi 2,025.0psl Ebend-xx 2,000.0 ksi Eminbend -xx 1,016.54ksi Density 45.070pcf A lled Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.2120, L = 0.180 , Tributary Width= 1.0 ft, (Roof/Floor/wall) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.491: 1 Maximum Shear Stress Ratio Section used for this span 5.25x11.25 Section used for this span fb: Actual = 1,423.36 psi fv: Actual Fb: Allowable = 2.900.00psi Fv: Allowable Load Combination +04. Load Combination Location of maximum on span = 8.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.214 in Ratio= 895>=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.489 in Ratio = 392>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span# M V D Only Length = 16.0 ft 0.306 0.158 -O+l Length = 16.0 ft 1 0.491 0.254 Overall Maximum Deflections Load Combination +0-+l Vertical Reactions Load Combination Overall MAximum Overall MINlmum Span Cd CFN Ci Cr Cm CI CL 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.00 1.00 Max. • -• Deff Location in Span Load Combination 0.4887 8.058 Support notation : Far left is #1 Support 1 3.284 1.440 Support 2 3.284 1.440 Moment Values M fb 7.38 799.21 13.14 1.423.36 = = = = = F'b 0.00 2610.00 0.00 2900.00 0.254: 1 5.25x11.25 73.66 psi 290.00 psi +04. 15.066 ft Span# 1 Shear Values V fv 0.00 0.00 F'v 0.00 1.63 41.36 261.00 0.00 0.00 0.00 290 73.66 290.00 Max. • •• DGfl Location in Span 0.0000 0.000 Values In KIPS Wood STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: F-30 Header at garage door Vertical Reactions Load Combination nly ->O+l ->0+0.750!. ..0.60D L Only Proj~ct Title: M l) -l Engineer: Project ID: Project Descr: Support notation : Far left Is #1 Support 1 Support 2 3.284 3.284 2.924 2924 1.106 1.106 1.440 1.440 Printed. 12 NOV 2021, 1:33PM . . ~INC., ••• 8,M:12.20.10.li Values in KIPS . @) STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net DESCRIPTION: Double Joists at Arbor Posts over Garage CODE REFERENCES Calculations per NOS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Pro erties Project Title: Engineer: Project ID: Project Descr: Analysis Method : Allowable Stress Design Fb + Load Combination ASCE 7-16 Fb - 900.0psi 900.0psi E : Modulus of Elasticity Fc-Prll Wood Species : Douglas Fir-Larch Fe -Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling D( .2) Span= 10.0 ft 1,350.0psi 625.0 psi 180.0psi 575.0psi Ebend-xx 1,600.0ksi Eminbend -xx 580.0ksi Density 31.210pcf A ·Hed Loads Service loads entered. load Factors will be applied for calculations. Uniform Load : D = 0.02730, L = 0.05320, Tributary Width = 1.0 ft Point Load : D = 1.20 k@ 1.0 ft Q§.SIGN SUMMARY Maximum Bending Stress Ratio = 0.357. 1 Maximum Shear Stress Ratio Section used for this span 2-2x12 Section used for this span fb: Actual = 321 .55psi fv: Actual Fb: Allowable = 900.00psi Fv: Allowable Load Combination +D+L Load Combination Location of maximum on span = 3.504ft Location of maximum on span Span # where maximum occurs = Span# 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.021 in Ratio= 5676>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.055 in Ratio= 2187>=180 Max Upward Total Deflection 0.000 in Ratio "' 0<180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Segment Length Span# M V Cd CFN Ci Cr C rn C t CL M lb OOnly Length "' 10.0 ft 0.282 0.327 0.90 1.000 1.00 1.00 1.00 1.00 1.00 1.20 228.05 -+O+l 1.000 1.00 1.00 1.00 1.00 1.00 Length "' 10.0 ft 0.357 0.348 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.70 321.55 -+0+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 Length= 10.0 ft 0.261 0.268 1.25 1.000 1.00 1.00 1.00 1.00 1.00 1.55 293.38 -t-0.60D 1.000 1.00 1.00 1.00 1.00 1.00 Length= 10.0 ft 1 0.095 0.110 1.60 1.000 1.00 1.00 1.00 1.00 1.00 0.72 136.63 Overall Maximum Deflections Load Combination Span Max.'.' Deft Location in Span Load Combination -+0-tl 0.0548 4.708 = = = = = Pb V 0.00 0.00 810.00 1.19 0.00 0.00 900.00 1.41 0.00 0.00 1125.00 1.35 0.00 0.00 1440.00 0.71 Max.'+' Deft 0.0000 0.348: 1 2-2x12 62.62 psi 180.00 psi +D+l 0.000ft Span# 1 ~-~-·-·-- Shear Values fv F'v 0.00 0.00 52.96 162.00 0.00 0.00 62.62 180.00 0.00 0.00 60.21 225.00 0.00 0.00 31.78 286.00 Location in Span 0.000 @) STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Proj~ct Title: M D ,... } Engineer: Project ID: Project Descr: r.c"'!" ~ -""-.,.-.,..-'!:'';. ";.-;:.-:.-;; ~"".T7;;:;?:--;:'.:~Tti.c'.72~"'.:~EF'"T'"'~~~~~~;;;:-p-~~~---P-nn_ted_,_8_N""FOliV~20ili2ii1.ijj1iilO i42.P7M ENERCAI.C, INC. 1983-2020. Mt12.20.10.31 DESCRIPTION: Double Joists at Arbor Posts over Garage Vertical Reactions Load Combination Overall MAXimum O.,erall MINimum DOnly -+O+L -+0..0.750L ..0.60D LOnly Support 1 1.483 0.266 1.217 1.483 1.416 0.730 0.266 Support notation : Far left is #1 Support 2 0.523 0.266 0.257 0.523 0.456 0.154 0.266 Values in KIPS STRUCTECH JOB NO. MD-) SHEET NO. I 3 0 ENGINEERING av_~H-_,__e ___ DATE tJov. 12, 5632 Ravenna Court San Jose, CA 95118 408-S69-7486 hpouya@structech.m:t I -W/IV/) L()ltl).S SU e-rle/J..C~'-t:... f'/t..JNT t>rJ, ?4-6£ 1.31 /t.11/1. W1/'lt:> Lt'//rP ::.. /t; ~Sr {C'1d.Si$.~tl'PJ-nv1:..) Wtt'I t><2 z~Ne A---I B f1$r 0 ® 0-- @1---- I I r- ' 0--- @1---- 1 , 131 I II I I I ~.,,. ----C =::Tr _: -. -(" =,, \ II II II II II 11 ~ 11 Cll'!'ICI! 11 I l!Lf.V..0,,-I 1!111!)"""""1 11 I I 11 ~ II II I 1• UFFER ROOF FRAMING~ 2ND FLOOR &f-lEAR WALL FLAN (91!1!! NOT!!&) .. 0--- ©--- (o)--- ®--- I II '\<CQtt2 ~Ar ALL ---- fl0tTA'Ta.AH ........,,..,., .. fflle»T ICt«DtUPIC>llteUJl'f ~ ,.,.,.. w,w). 0~-- @,--- cp 9 ... i I 0 I 32.. I I f"-----------Jr------·---c., I Q.OMl ~..J • .i;--a,,.;;.u-.... ;ii:'i'j • .-!.'it'.:£!'~ ~t r-""' (""110 ,.,. ~ t«aH ......,. 1 I ~;....,,.;;~;f~~~;:-:~n -© -0 ---·~,,...._, 2ND FLOOR :::RAMING It l&T FLOOR $1-lEAR WALL PlAN <6E£ >IOTE&J STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hrx,uya@structech.ne1 DESCRIPTION: 1098 Magnolia Carlsbad, CA 1098 Magnolia Carlsbad, CA Risk Cat•ry Project Title: t'/l f) -I Engineer: Project ID: Project Descr: Risk CategOfY of Bulkling or Other Structure : •11· • All Buildings and other structures except those listed as Category I, 111, and N Seismic Importance Factor = Max Ground Motions, 5% Damping : s5 = 1.1664 g,0.2secresponse S 1 = 0.4469 g, 1.0 sec response Latitude = Longitude = Location : Carlsbad, CA 92008 33.158 deg North 117 .326 deg West )33 Printed. 14 OCT 2021, 12.01PM Calculations per ASCE 7-16 ASCE 7-16, Page 4, Table 1.5-1 ASCE 7-16, Page 5, Table 1.5-2 ASCE 7-16114.2 Site Class, Site Coeff. and Design Category._ ____________________________ _ S~e Classification 'D' : Shear Wave Velooty 600 to 1,200 ft/sec Site Coefficients Fa & Fv Fa Fv = = D (By Default per 11.4.3) 1.20 ASCE 7-16 Teble 20.3-1 ASCE 7-16 Table 11.+-1 & 11.4-2 (using stra,ght-line interpolation from table values/ Maximum Considered Earthquake Acceleration Design Spectral Acceleration Selsnic Design Category S =Fa • Ss ws S ~Fv 'S1 Ml s 05= s w.s213 S o,"S M;2/3 Bearing Wall Systems = 1.85 = 1.400 0.825 = 0.933 = 0,550 D S1 >: 0.75 Basic Seismic Force Resisting System ... Response Modificatk>n Coefficient • R • System Overstrenglh Factor • Wo • Dellection Amptlfica11on Factor • Cd • 15.Light-frame (wood) walls sheathed wlwood structural panels rated for shear resistance. = 6.50 Building height Limits: = 2 50 Category • A & s· Limit: category ·c· Limit: 4.oo Category ·o· limit: NOTE/ See ASCE 7-16 for all appficab/e footnotes Category 'E" Llmt Category T Limit La Force ProcedUII Equivalent Lateral Force Procedure No Limit No limit Limit" 65 Limit= 65 L1mlt=65 The 'Equivalent Lateral Force Procedure· 1s being used according to the provisions of ASCE 7-1612.8 int eull n Period ~ Structure Type for Building Period Calculation • All Other StruCI\Jral Systems •Ct• value = 0.020 • hn • : Height from base to highest level = 27.50 ft 0.240 sec 8.000 sec • x • value 0.75 •Ta• Approximate fundemental period using Eq. 12 8-7 : Ta= Ct· (hn Ax) = 'Tl': Long-period transitkm period per ASCE 7-16 Maps 22-14-> 22-17 " C•• Coefficient S os Short Period Design Spectral Response ' R ' : Response Modification Factor • 1 ·: Seismic lmpor1ance Factor c," 0.1436 from 12.8.1.1 = From Eq. 12.8-2, Preliminary Cs From Eq. 12.8-3 & 12.8--4 , Cs need not exceed From Eq. 12.8-5 & 12 8-S, Cs not be less than Cs : Seismic Response Coefficient "' w ( see Sum Wi below) = 0.00 k Se1Smic Base Shear V = Cs• W = 0.00 k ASCE 7-161:q. 11.4-' ASCE 7-1tl Eq. 11.4-2 ASCE 7-16 Eq. 11.4-3 ASCE7-16Eq.11.4-4 ASCE 7-16 Table 11.8-1 &-2 ASCE 7-16 Tsble 12.2-1 ASCE 7-16 Section 12.8.2 Use ASCE 12.8-7 = 0.240 sec ASCE 7-16 Section 12.8.1.1 = 0.144 = 0.352 = 0.041 = i o.143s'J ASCE 7-16 Section 12.8.1 s[) s V'" L-uf! u 5 S:.D IS Mc> A.~ Co H ~ J:. ~ v ~ 'T) Vi 'T'tt1'-N \I~ \...U&. IN ~c I tor~ Re.., 0 ~ T' ( c, -= ~ ... ~: r =-C, • , ~ c::, < o . , 4 3 G, tJ s L D , N LJ\' t..-C s ) STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: (v1 l) -I Engineer: Project ID: Project Descr: Pnntec:1· 14 OCT 2021 1·20PM 7-16 Wind forces Chpt 28, Pt2 & Chpt 30, pt2 IC. J98J.203), Build:12.20.10.31 DESCRIPTION: 1098 Magnolia Ave. Carlsbad, CA General Design Values 95.0 mph 16.0 psr Calculations per ASCE 7-16 V : Basic Wind Speed per Sect 26.5• 1 or 2 User specified minmum design pressure Oa;upancy per Table 1.5-1 11 All Buildings and other structures except those listed Exposure CategOI)' per 26.7 Exposure B Topographic Factor Kzt per 26.8 1.00 'Lambda' is interpolated between height tablu/ar values. Main Force Resisting Svstem Values ComQonent & Cladding Values MRH : Mean Roof Height 23.0 ft Effective Wind Area of Component & Cladding 10.0 1t•2 Roof Slope Angle 25 degrees Roof pitch let cladding pressure Gable Roof > 7 to 20 LHD : Least Horizontal Dimension 51 .0 ft a= max (0.04 • LHD, 3, mln(0.10 • LHD, 0.4'MRH)) 5.10 ft Lambda MWFRS: per Figure 26.8-1 1.00 Lambda Componant & Cladding : per Figure 30.4-1 0.89 Design Wind Pressures ---Horizontal Pressures . Load Case# 1 Zone: A = 18.00 psf Zone. C = 16.00 psi Zone: B = 16.00 psi Zone: D = 16.00 psi Load Case# 2 ... Zone: A = 16.00 psf Zone: C = 16.00 psf Zone: 8 ;: 16.00 psi Zone: D 16.00 psf Vertical Pressures .. Load Case # 1 ... Zone: E = -16.00 psi Zone: G = -16.00 psf Zone: F = -16.00 psi Zone: H -16.00 psi Load Case , 2 ... Zone: E -16.00 psf Zone: G -16.00 psi Zone: F :: -16.00 psf Zone: H = -16.00 psf Overhangs ... Load Case # 1.. . Zone: Eoh = -16.00 psi Zone. Goh= -16.00 psf Loac1Case #2 ... Zone: Eoh = 16.00 psi Zone: Goh = 16.00 psf ASCE 7-16 Section 28.5.4 Minimum Design Wind Loads requires that the load effects of the design wind pressures from Section 28.5.3 shall not be less than a minimum load defined by assuming the pressures, ps, for zones A and C equal to +16 psf, Zones Band D equal to +8 psf, while assuming ps for Zones E, F, G, and Hare equal to O psf. i@)I STRUCTECH ENGINEERING 5632 Ravenna Ct. San Jose, CA 95118 hpouya@structech.net Project Title: M D -I Engineer: Project ID: Project Descr: 13 5" Prillted: 14 OCT 2021. 1·18PM ASCE 7-16 Wind Forces Chpt 28. Pt2 & Chpt 30, ptz ' HRCAlC, INC. 1983-211:A lluild:12-20. ttl.31 DESCRIPTION: --None-- Com onent & Claddin Desi n Wind Pressures Design Wind Pressure = Lambda • Kzt • Ps30 per Eq 30.4-1 Roof Pressures Positive Negative Overhang Pressures ~ Zone 1 16.000 -26.700 psf Zone 1 -ps1 Zone 1' "'' psi Zone 1' -psi Zone2 111•• ... psi Zone2 -psi Zone 2e 16.000 -26.700 psi Zone 2e "" psf Zone 2n 16000 -38.982 psf Zone 2n -psi Zone 2r 16000 -38.982 psi Zone 2r -psf Zone3 ... psi Zone3 -psf Zone3e 16000 -38.982 psi Zone 3e -psf Zone 3r 16.000 -46.280 psi Zone 3r ... psi Wall Pressures Wa11Zone4 : -psi .... : There is no value in Figure 30.4-1 Tabular Values Wa11Zone5 : ... ... psi STRUCTECH JOB No.--=-M....,__,D~-_;.I __ SHEET NO. 13~ ENGINEERING BY It f DATEN0V, 121 5632 Ravenna Court San Jose, CA 9511 8 408-569-7486 bpouya@structech.net /iopF S&Tlol'I: (W1tu-f) I I) 1 X 5'f--(ts.l;, i),X, ~ fJ>f' = '880 4 /: Al I I fl:. l.}of/E.,y lO ,c.(S,5 )t-2.) r-18/'!,f:. 1,so '.-,-::::;..-_-_-___ --=~ Tortt...;.. 8!'1o,r- 'Jfl /), rt,O()~ .s,..c_not./ : (Wt-t~) 51)Ml kS ~IJr : 6 8 fO<I/: • {:l.~l'l.1.. 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I o~'-"t,~'-I W,tL.,~ hF I'S!" 15 (_1 7.5 f 20) t f 5 (!_r,-;-1o)-t-J..oX IS /SF:. 2.J 13 <2fi,(,() ~ ( ur1 sc.t:2.. vA-n ve 1 $IN c1:: ht.-1.-t,,.1 //6. t-t>M),; ,+l{J£ 1# ~LtlD~'V - (cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project# & Name: DEV2022-0112, 1098 MAGNOLIA AVE. -SB-9 SUBDIVISI Permit #: CBRA2023-0090 Project Address: 1090 MAGNOLIA AVE ------------------- Assessor's Parcel #: 2051911400 ------------------- Project Applicant: TRUST DOKHANCHY-PHANEUF FAMILY TRUST 12-08-05 (Owner Name) Residential Square Feet: New/Additions: 3,538 -'------------------- Second Dwelling Unit: ------------------- Commercial Square Feet: New/Additions: ------------------- City Certification: City of Carlsbad Building Division Date: 07/10/2023 Certification of Applicant/Owners. The person executing this declaration ("Owner'') certifies under penalty of perjury that ( 1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person [Z] Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 D Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 D San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) D San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Katherine Marcelja (By Appt.only) D Vista Unified School District 1234 Arcadia Drive Vista CA 92083 Phone: (760) 726-2170 x2222 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. Signature of Authorized School District Official: :I)/\ , ·~~AS;, ~ (_ ~' 6 u. A.'. \ \:"'A..4. V\ Title: 5 lA.._~ -r-\Y\,~,d , \ \ :S::::--Date: ', ~) () d,. :> Name of School District: CARLSBAD UNIFIED SCHOOL DrSTR!CT Phone: "] 0 () 3 ·3 J-.So0 6225 EL CAMINO REAL COMMUNITY DEVELOPMIA8"58AiJ:Atfaqpt)ivision 1635 Faraday Ave I Carlsbad, CA 92008-7314 I 442-339-2719 I 760-602-8560 f I building@carlsbadca.gov I www.carlsbadca.gov STORM WATER POLLUTION PREVENTION NOTES 1. ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPs WHEN RAIN IS EMINENT. 2. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTI ON OF THE CITY INSPECTOR AFTER EACH RUN-OFF PRODUCING RAINFALL. 3. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY INSPECTOR DUE TO INCOMPLETE GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. 4. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PECENT ( 40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. 5. ALL GRAVEL BAGS SHALL CONTAIN 3/4 INCH MINIMUM AGGREGATE. 6. ADEQUATE EROSION AN D SEDIMENT CON TROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. 7. THE CITY INSPECTOR SHALL HAVE THE AUTHORITY TO ALTER THIS PLAN DURING OR BEFORE CONSTRUCTION AS NEEDED TO ENSURE COMPLI ANCE WITH CITY STORM WATER QUALI TY REGULATIONS. OWNER'S CERTIFICATE: I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVI TIES TO THE MAXIMUM EXTENT PRACTICABLE TO AVOID THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO AVOID THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DUR ATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. o}#ttt-J~#. DWNER'S AGENT NAME (PRIN T' E-29 7 ),,. )?,"Ji, ~ STORM WATER COMPLIAN CE FORM TIER 1 CONSTRUCTION SWPPP BEST MANAGEMENT PRACTICES (BMP) SELECTION TABLE Erosion Control Sediment Control BMPs Tracking Non-Storm Water Waste Management and Materials BMPs Control BMPs Management BMPs Pollution Control BMPs C ..... C C 0 ..... 0 0 :;:; C C -0 :;:; :;:; C'> 0 a., -0 a., -0 U) C (.) (.) C C C'> E C E C ..... 0 :::, :::, 0 ·;:: 0 0 ..... '6 .9-a., 0 E a., .... .... :;:; .... ::::E -0 U) C'> .... ..... ..... C :::, >, C'> C'> C (I.) .... C (I.) c (/) (/) (/) 0 ·;:: "-0-.... 0 C Oo 0.. (I.) ·;:: -C u, C > .... w a., 0 Best Management Practice* .., C 0 CD 0.. .... 0 (I.) 0 .... c.., a., > C :;:; :c (/) :3: (/) ~ a., 0 C 0 (I.) ..... (I.) 0 ..... (/) C E a., C'> •o C 0 .... (/) -0 (/) ~ -0 Q) (/) ::::E C a., C {BMP) Description ➔ (.) (I.) (/) ·o a., U) C'> (I) C'> C C c::, ::) (I.) ..... (I.) ~ :5 ~ a., .... (.) ..... 0 0 0 :3: C .... 0 -o w -0 >, 0 U) C C 0 a., > ~E :;:; C C) (I) (/) ·-C'> C) ·-(1.)-....... 0 0 (I.) ::::E c::, C'> C) C E ..... ~ 0 0 a., (I.) C'> E~ 0 .__ 3: a., X (I.) Cl'.'. 0 N (I) (.) er,+:: (I.) C (I.) 0 (I.) E .:L. Q) ..... :::, .0 E~ := tn = :3: ..... -::0 u·c ·.:::: 0.. a.. e C'> -0 .C C (I.) u.. .... a.,:::, ·-a., ·--0 (I.) 0 C 0 .... 0 .:L. -0 0 ..... 0 ....,._ 0.. '6 (.) (I.) > -0 ......... .0 .... .0 0 -~ i 0 ·-0 (I.) .... a., (.) _ ..... 0 .... 0 0 ..... (I.) 0 a.,(.) C 0 0 0 C'> .8 0 ..... 0 ..... .c (I.) ..... 0 ..... 0 = C •-C (I.) i 0 .... (I.) .c .0 .... .!:;o 0 ..... .... -+-' C 0 .... 0 ~o o...., 0 ..... 0..0 oo c.., W O 17i u'i (/) 0 G: c.., Cfl> (/) (/) a.. (/)_ (/) Cl'.'. 3: a.. a..o a.. ::::E (/) ::::E (/) C/lO (/) ::::E CASQA Designation ➔ r---co 0) ~ I") "<t' lO r---co 0 N I") r---co ~ N I") "<t' lO ~ <D ~ ~ ~ I I I I I I I I I I I I I I I I I I I I I I I 0 0 0 0 w w w w w w w w ~ ~ (/) (/) (/) (/) ::::E ::::E ::::E ::::E ::::E Construction Activity w w w w C/)J (/) (/) (/) (/) (/) (/) (/) z z z z 3: 3: == 3: 3: Gradinq/Soil Disturbance ti-'V Trenchinq/Excovotion Stockoilinq Drillino /Barino Concrete/Asphalt Sowcutting Concrete Flotwork Povinq Conduit/Pipe Installation Stucco/Mortar Work Waste Disposal Stoqinq/Lov Down Area Eouioment Maintenance and Fuelino Hazardous Substance Use/Storoqe Dewoterinq Site Access Across Dirt Other (list): Instructions: 1. Check t he box to the left of all applicable construction activity (first column) expected to occur during construction. 2. Located along the top of the BMP Tobie is a list of BMP's with it's corresponding California Stormwoter Quality Association (CASQA) designation number. Choose one or more BMPs you intend to use during construction from the list. Check the box where the chosen activity row intersects with the BMP column. 3. Refer to the CASQA construction handbook for information and detail s of the chosen BMPs and how to apply them to the project. PROJECT INFORMATION Site Address: /~f P /V1;tt,,-JCl,11 Ave Assessor's Parcel Number: ________ _ Emergency Contact: Nome: J1 kc O {;f',lt.:ff 24 Hour Phone: 1 /or>-t/34-'J )~;, Construction Threat to Storm Water Quality (Check Box) 1!1"'MEDIUM O LOW (I.) ..... (/) 0 3: ..... C (/) (I.) :::, E 0 (I.) ~ C'> O 0 NC 0 0 :::r: ::::E <D I ::::E 3: (I.) ..... (/) 0-+-' 3: C (I.) a., E ..... (I.) (I.) C'> t;o CC 0 0 O::::E co I :::;; 3: V V Page 1 of 1 REV 11/17 PURPOSE CLIMATE ACTION PLAN CONSISTENCY CHECKLIST B-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 . Project Name/Building a Permit No.: 10£9Magnolia BP No.: Date: PropertyAddress/APN: 10*Magnolia Avenue Carlsbad, CA 92008 APN: 205-191-14-00 Applicant Name/Co.: Kirk Moeller/ Kirk Moeller Architects, Inc. Applicant Address:. 2888 Loker Ave E, Suite 220 Carlsbad, CA 92010 Contact Phone: 7 60-814-8128 Contact Email: kirk@kmarchitectsinc.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 __________ _ I Conltructlon Type I COmpla Section(•• [I] Residential ~ New construction 2A*, 3A*, 4A* *Includes detached, newly constructed ADU D Additions and alterations: D BPV < $60,000 N/A All residential additions and alterations D BPV ~ $60,000 1A,4A 1-2 family dwellings and townhouses with attached garages D Electrical service panel upgrade only only. *Multi-family dwellings only where interior finishes are D BPV ~ $200,000 1A, 4A* removed and significant site work and upgrades to structural and mechanical, electrical, and/or plumbing systems are orooosed 2B* *Multi-family dwellings only where ~$1,000,000 BPV AND BPV ~ $1,000,000 affecting ~75% existing floor area D Nonresidential and hotels/motels D New construction 1B, 2B, 3B, 4B and 5 D Alterations: D BPV ~ $200,000 or additions~ 1B,5 1,000 square feet D BPV ~ $1,000,000 1B,2B,5 Building alterations of~ 75% existing gross floor area ~ 2,000 sq. ft. new roof addition 2B,5 1 B also applies if BPV ~ $200,000 Instructions: 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. I 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 PVand 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 Checldlat 11am Clleckllt appapdllt boxes,..,.. ..... ..-...11111 eapllorl lama, and plOWidelUIJPCllllg calcdllDIII..Sdocllnenllllion • nec111r,. 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. □ Residential 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. D NIA ________ _ D Exception: Home energy score ~7 (attach certification) Year Built Single-family Requirements Multi-family Requirements D Beb'e 1978 Select one option: D Duct sealinq D Attic insulation □Coolroof D Attic insulation D 1978 and later Select one option: D Lighting package D Water heating package D Between1978 -1991 Select one option: D Duct sealinq D Attic insulation D Cool roof D 1992 and later Select one option: D Liohtino oackaqe D Water-heatinq oackage B. 0 New Nonresidential construction (including additions over 1,000sf), new hotelfmotel construction AND alterations 2!: $200,000 building permit valuation. See Section 18.21.050 of the CMC and CAL Green Appendix A5. At least one measure from each applicable building component required. 0 N/A _______ _ AS.203.1.1 Choose one: D Outdoor lighting D Restaurant service water heating (Section 140.5 of the CEC) D Warehouse dock seal doors D Daylight design PAFs D Exhaust air heat recovery AS.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** D Green power: {If offered by local utility provider, 50% minimum renewable sources) AS.212.1 D Elevators and escalators:{Project with more than one elevator or Im escalators) AS.213.1 D Steel framing: {Provide details on plans for options 1-4 chosen) * High-rise residential buildings are 4 or more stories. 0 NIA ________ _ □ N/A _______ _ □ NIA 0 N/A □ N/A 0 N/A. _______ _ ** For alterations.:: $1 ,000,000BPV and affecting> 75%existing gross floor area, OR alterations that add 2,000 square feel of new roof addition: comply with Section 18.030.040 of the CMC {section 2B below) instead. 4 2. Photovoltaic Systems A. Iii 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 selected. Floor Plan ID (use add~ional CFA orSARA #d.u. Calculated kWdc* Exception sheets if necessary) 3,538 1 3.17 □ □ □ □ Total System Size: 3.17 kWdc kWdc = (CFAx.572) / 1,000 + (1.15 x #d.u.) *Formula calculation where CFA = conditional floor area, #du= number of dwellings per plan type If proposed system size is less than calculated size, please explain. 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) D Gross Floor Area (GFA)Method GFA: Min.System Size: kWd D If< 10,000s.f. Enter: 5 kWdc □If ~ 10,000s.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 oonstructed non residential, hotel/motel and hlghrise 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, hotel/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(g). 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: l!!!!I Required: 60% of energy needed for service water heating from on-site solar or recovered energy. For systems serving individual units, choose one system: D Single 240-volt heat pump water heater AND compact hot water distribution AND Drain water heat recovery (low-rise residential only) D Single 240-volt heat pump water heater AND PV system .3 kWdc larger than required. l!!!!I Heat pump water heater meeting NEEA Advanced Water Heating Specification Tier 3 or higher. D Solar water heating system that is either .60 solar savings fraction or 40 s.f. solar collectors D Gas or propane system with a solar water hearing system and recirculation system. For systems serving multiple units, choose one system: D Heat pump water heating system with recirculation loop tank and electric backup. D Solar water heating system that is either: D .20 solar savings fraction D . 15 solar savings fraction, plus drain water heat recover OR: D 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 recovered energy. D Exception: ____________________________________ _ B. Nonresidential and 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: D Required: Water heating system derives at least 40% of its energy from one of the following: D Solar-thermal D Photovoltaics D Recovered energy D Required: High-capacity service water heating system 2. Water heating system is (choose one): D Heat pump water heater D Electric resistance water heater(s) D Solar water heating system with .40 solar savings fraction 3. Hotel/motel: D Required: High-capacity service water heating system (meeting Section 170.2(d) of the CEC) D Required: Located in garage or conditioned space Exception: 6 4. Electric Vehicle Charging A. !i1 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: D One and two-family residential dwelling alterations with attached private garage. (not required if a panel upgrade would be needed) D New detached ADU. (no EV space required when no additional parking facilities are added) ~ New one and two-family residential dwellings and townhouse with attached private garage. ~ One EV Ready parking space required D Exception: _________ _ D New and major alterations to multi-family and hotel/motel projects: □ Exception: ________________ _ Total Parking Spaces Proposed EVSE Spaces EV Capable (10% of total) I EV Reaiy (25% of T otall l EV charaers I 5% of Total} I I *Major alterations are: (1) for one and two-family dwellings 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 untts or more wtthout attached garages), alterations have a building permtt valuation~ $200,000, i nteriorfinishes a re removed and significant site work and upgrades to structural and mechanical, electrical, a nd/orp lumbing systems are p reposed. B. 0 Non-Residential -New construction D Exception : ____________ _ Please refer to Section 18.21.040 of the CMC when completing this section Total Parking Spaces Proposed EV Capable I EVCS (Installed with 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 (Installed with EVSE) □ 0-9 1 1 □ 10-25 4 1 □ 26-50 8 2 □ 51-75 13 3 □ 76-100 17 5 [] 101-150 25 6 □ 151-200 35 9 a 201 andover 20 percent of total 25 percent of Required EV Spaces Calculations: Total EV Capable spaces= .20x Total parking spaces proposed (rounded up to nearest whole number) EVSE Installed= Total EVSE Spacesx .25 (rounded upto nearest whole number) EVSEothermaybe "EV Ready" or "EV Space" 7 5. D Transportation Demand Management (TOM): Nonresidential ONLY M 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 Use Office (all)2 Restaurant Retai'3 Industrial Manufacturing Warehousing EmpADTfor first 1,000 s.f. 20 11 8 4 4 4 EmpADTI 1000 s.f.1 13 11 4.5 3.5 3 1 1 Unless otherwise noted, rates estimated from /TE Trip Generation Manual, 1()lhEdition 2 For all office uses, use SAN DAG 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 ca1culatjons; 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 be subject to the City of Carlsbad's Transportation Demand Management Ordinance. I agree to be contacted should my pe#ea TOM pl~undersland~ an apprmred TOM plan isa condmon of permn issuance. Applicant Signature: _________ -g_ __ _ Name: e1~blt-h ¢H ,W:,i-,.1'1:J Date: O,ve ;ltt, Z.o .2.3 Phone No.: --+'t-"'-''.,g=--f'---"Z, ...... e __ f"_=~'---'!__,_7-=3'----- 8 CLIMATE ACTION PLAN ICAP} COMPLIANCE CAP Building Plan Template B-55 Development Services Building Division 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov The following summarizes project compliance with the applicable Climate Action Plan ordinances of the Carlsbad Municipal Code and California Green Building Standards Code (CALGreen), current version. The following certificate shall be included on the plans for all building permits that are required to comply with the CAP measures: 1. ENERGY EFFICIENCY APPLICABLE: □YES [I] NO Complies with CMC 18.30.060 or 18.21.050 OYes liJN/A Existing Structure, year built: ______ ..., Prepared Energy Audit? Qes li]No Energy Score: _____ _ Efficiency Measures included in scope: 2. PHOTOVOLTAIC SYSTEM APPLICABLE: [ijves □ NO Complies with CMC section 18.30.040 and 2022 California Energy Code section 150.l(c)14 (i}Yes DIA Size of PV system (kWdc): 3.17 Sizing PV by load calculations 0 Yes ll]No If by Load Calculations: Total calculated electrical load: 80% of load: Exception Requested Exception Approved Oves ~ D Yes ONo 3. ALTERNATIVE WATER HEATING SYSTEM APPLICABLE: [i) YES □ NO Complies with CMC sections 18.30.020 18.20.030 and/or 18.30.050? l t/ I Yes D N/ A Alternative Source: Heat pump water heater meeting Tier 3 or higher I!! Electric NEEA Advanced Water Heating Specification □ Passive Solar liii1 Exception Requested OYes LIIJ No Exception Approved D Yes D No 4. ELECTRIC VEHICLE (EV) CHARGING APPLICABLE: [.i YES □ NO 5. Complies section with CMC 18.21.030? Panel Upgrade? Total EV Parking Spaces: No. of EV Capable Spaces: No. of EV Ready Spaces: No. of EV Installed Spaces: Hardship Requested Hardship Approved ~ Yes ON/A D Yes ONo Required Provided --r::'.]ves OYes TRAFFIC DEMAND MANAGEMENT APPLICABLE: Compliant? TOM Report on file with city? C cityof Carlsbad The following information is required by to the State of California to track new housing development for all income levels. Please complete this form to the best of your knowledge and submit prior to building permit issuance. Project Name: 1098 Magnolia Tract/Permit No.: CB-Pc2022-0001 -----------------Project Address: 1098 Magnolia Avenue APN: 20s-101-14-oo ----------- Strycture Description: l£f Single-Family D 2nd Dwelling Unit D Mobile Home (new spaces added) 0 Single-Family+ 2DU D Two -Four Unit D Remodel/Reconstruction (new dwelling units added) D 5 + Unit Structure D Commercial/Residential (mixed-use) Project's planned initial occupancy is for: D Rental occupant ~wner occupant Do you intend to use this property as your personal residence? ~Yes D No If yes, please provide the estimated market value: 15' fl I o1»o Will an affordable housing deed restriction be recorded on the property? D Yes Which units in the project will be deed restricted? ___ ,.;_/_A ______________ _ Please indicate the number of units for each bedroom type that will be provided and a price range. Individual responses will not be shared with outside parties. Number of units for sale· Bedrooms per unit Studios 1 bd 2bd 3bd 1 4+bd Number of units for rent Bedrooms per unit Studios 1 bd 2 bd 3bd 4+bd OWNER(S): l)t>kllAtvtH-[-r,1-,b./tfvtc [ ~""~' T~DEVELOPER(S): (Last, First, Middle Initial or Firm Name) ADDRESS: /P'/6 "11t-4.N'~A Av£ ADDRESS: CITY, STATE, ZIP: 494-lJBA-.i>. (!,,;:, 2,2.4>t:>~ CITY, STATE, ZIP: TELEPHONE: (9:i. $) 7o~ -~/73 TELEPHONE: SIGNATURE: P-20 Page 1 of 1 Pri~ range (low and high) $ $ $ $ $ V5 t:>~ IOI:> -t,SD1 e>t> o Rent range·(low and high) $ $ $ $ $ (Last, First, Middle Initial or Finn Name) DATE: Revised 10/10