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Home My WebLink About167 CHERRY AVE; ; PC2017-0016; Permit(City of Carlsbad Print Date: 12/17/2018 Job Address: 167 Cherry Ave Permit Type: BLDG-Plan Check Parcel No: 2042321800 Valuation: $0.00 Occupancy Group: U Dwelling Units: Bedrooms: Project Title: Description: Permit No: PC2017-0016 Work Class: Residential Status: Closed - Finaled Lot U: Applied: 05/26/2017 Reference U: DEV16050 Issued: Construction Type Permit 12/17/2018 Finaled: Bathrooms: Inspector: Orig. Plan Check U: Final Plan Check U: Inspection: 167 CHERRY AVE DUPLEX TAYLOR: NEW DUPLEX STRUCTURE (163 & 165 CHERRY AVE) Owner: MATTHEW TAYLOR 656 Arcadia Bluff Ct San Marcos, CA 92069-8125 760-500-7020 FEE AMOUNT MANUAL BUILDING PERMIT FEE $500.00 Total Fees: $ 500.00 Total Payments To Date : $ 500.00 Balance Due: $0.00 Building Division 1635 Faraday Avenue, Carlsbad CA 92008-7314 1 760-602-2700 I 760-602-8560f I www.carlsbadca,gov I E FOttC-WING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: FLANNING I4GINEERING I 'UILDING FIRE Fl HEALTH 0 HAZMATIAPCD Building Permit Application of 1635 Faraday Ave., Carlsbad, CA 92008 Plan Check No PCo I 1 'O 1(, City Est. Value Carlsbad Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: biiilding@carlsbadca.gov Date 42 62 /17 www.carlsbadca.gov ADDRESS U.92 2 Ave , JOB ho j UITE#/SPACE#/UNIT# APN - 32 - OIB CT/PROJECT# LOT# PHASE #OFUNITStfEDROOMS #BATHROOMS TENANT BUSINESS NAME I CONSTR. TYPE I CCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected Area(s) — Dupl. Un+ i Osr-fy Ave- / ar4 EXISTING USE SED USE AGE (S) ATIOS ECKS(SF) I FIRECE I AIR CONDITIONING YES J# NOE YES NO IFIRESPRINKLERS YES J NO APPLICANT NAME PROPERTY OWNER Primary Contact fnAAktAQ 14>..Ø0Y ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP s(1&fCS PHONE FAX PHONE FAX EMAIL EMAIL VPr_lIlt9Lvt-i DESIGN PROFESSIONAL CONTRACTOR BUS. NAME ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP r-AIN 0211 01w S PHONE FAX PHONE 'FAX EMAIL EMAIL _______ I STATE LIC. C STATE LIC.# I CLASS I CITY BUS. LIC.# I (Sec. 7031.5 Business and Professions Code: Any City or County which requires a permit to construct, alter, improve, demolish or repair any structure, prior to its issuance, also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law (Chapter 9, commending with Section 7000 of Division 3 of the Business and Professions Code) or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($5001). Workers' Compensation Declaration: I hereby affirm under penalty of perjury one of the following declarations: LII have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. LI I have and will maintain workers' 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 Co. Policy No. Expiration Date This Section need not be completed if the permit is for one hundred dollars ($100) or less. LI 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 one hundred thousand dollars (11100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, interest and attorney's fees. CONTRACTOR SIGNATURE DAGENT DATE owoat I hereby affirm that lam exempt from Contractor's License Law for the following reason: 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 10 an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sale). I, 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 Contractors License Law). I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement. [—]Yes DNa I (have / have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address / phone / contractors' license number): I plan to provide portions of the work, but I have hired the following person to coordinate, supervise and provide the major work (include name I address I phone /contractors' license number): I will provide some of the work, but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone / type of work): PROPERTY OWNER flAGENT DATE 16 —//717?. Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 25533 or 25534 of the Presley-Tanner Hazardous Substance Account Act? C3 Yes C3 No Is the applicant or future building occupant required to obtain a permit from the air pollution control district or air quality management district? IJ Yes 0 No Is the facility to be constructed within 1,000 feet of the outer boundary of a school site? 0 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. 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 Lenders Address I certify that I have read the application and state thatthe above information is correct and that the information on the plans is accurate. I agree to complywith all City ordinances and State laws relating to buildingcanstruction. thereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANYWAY ACCRUE AGAINST SAID CITY INCONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: An OSHA permit is required for excavations over 50' deep and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Official under the provisions of this Code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit or lithe building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). APPLICANT'S SIGNATURE DATE /-?-- STOP: THIS SECTION NOT REQUIRED FOR BUILDING PERMIT ISSUANCE. Complete the following ONLY if a Certificate of Occupancy will be requested at final inspection. CERTI FI CA TE .riwj Fax (760) 602-8560, Email bUildinc1@carIsbadca.ov or Mail the completed form to City of Carlsbad, Building Division 1635 Faraday Avenue, Carlsbad, California 92008. r0#: (Office Use Only) CONTACT NAME OCCUPANT NAME ADDRESS BUILDING ADDRESS CITY STATE ZIP CITY STATE ZIP Carlsbad CA PHONE FAX EMAIL OCCUPANT'S BUS. LIC. No. DELIVERY OPTIONS 0 PICK UP: o CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On Pg. 1) ASSOCIATED CB# O MAIL TO: o CONTACT (Listed above) o OCCUPANT (Listed above) CONTRACTOR (On P. 1) NO CHANGE IN USE / NO CONSTRUCTION 0 MAIL / FAX TO OTHER: CHANGE OF USE! NO CONSTRUCTION ..APPLICANT'S SIGNATURE DATE EsGil Corporation In Partnership with government for Building Safety DATE: 8/30/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: PC2017-0016 SET: III PROJECT ADDRESS: 163 - 165 CHERRY AVENUE PROJECT NAME: DUPLEX FOR TAYLOR LI APPLICANT LI JURIS. LI PLAN REVIEWER LI FILE The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. El The applicant's copy of the check list has been sent to: MATTHEW TAYLOR EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MATTHEW Telephone #: 760 500 7020 Date contacted: (by: ) Email: mrt111(mac.com Mail Telephone Fax In Person REMARKS: Please have the the plans. By: Bert Domingo Enclosures: EsGil Corporation El GA LI EJ El MB El Pc 8/24/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 EsGil Corporation In Partnership with government for gui/ding Safety DATE: 7/12/2017 LI APPLICANT 5URIS. JURISDICTION: CARLSBAD LI PLAN REVIEWER LI FILE PLAN CHECK NO.: PC2017-0016 SET: 11 PROJECT ADDRESS: 163 8165 CHERRY AVENUE PROJECT NAME: DUPLEX FOR TAYLOR LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. 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 plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. 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: MATTHEW TAYLOR EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MATTHEW Telephone #: 760 500 7020 contacted: J_ 13 (by:f'(J,Email: mrt111(ED mac.com 1ail /Telephone Fax In Person LII REMARKS: By: Bert Domingo Enclosures: EsGil Corporation 0 GA [1 EJ [1 MB LI PC 7/5/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 CARLSBAD PC2017-0016 7/12/2017 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. PLANS 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: 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 routethe plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). This will be checked on the final Plans deviating from conventional wood frame construction 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). This will be checked on the final Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (lIC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". CARLSBAD PC2017-0016 7112/2017 For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. EXITS, STAIRWAYS, AND RAILINGS Guards (Section R312): Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. Please remove the details on A6.1. The structural plan shows the detail that correspond to the calcs. 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. 55. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. MISCELLANEOUS 69. Where can we find the numbers specified under the notes column shown on sheet A6. 1. It seems that the doors and windows schedule is no longer on sheet A6.1. Please clarify. CARLSBAD PC2017-0016 7/1212017 70. The address of the project on the plans is 167 and the application shows 163 8165. Please clarify. The structural response was 163 & 156 Cherry Avenue. If this is correct, please change the plans accordingly. To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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 U The jurisdiction has contracted with Esgil Corporation 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 Bert Domingo at EsGil Corporation. Thank you. EsGil Corporation In cPartnersliip with Government for Bui(ding Safety DATE: 6/6/2017 JURISDICTION: CARLSBAD PLAN CHECK NO.: PC2017-0016 SET:I PROJECT ADDRESS: 163 8165 CHERRY AVENUE PROJECT NAME: DUPLEX FOR TAYLOR U APPLICANT i J URIS. U PLAN REVIEWER U FILE Lii The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's codes. LII 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 plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at EsGil Corporation until corrected plans are submitted for recheck. L 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: MATTHEW TAYLOR El EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: MATTHEW Date contacted: (ofl- (by\C.._) 'E/Mail ,/Telephone Fax In Person REMARKS: By: Bert Domingo EsGil Corporation LIGA LIEJ LIMB F-1 PC Telephone #: 760 500 7020 Email: mrtl 11(mac.com Enclosures: 5/30/2017 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 CARLSBAD PC20 17-0016 6/6/2017 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: PC2017-0016 JURISDICTION: CARLSBAD PROJECT ADDRESS: 163 8165 CHERRY AVENUE FLOOR AREA: STORIES: 2 HEIGHT: REMARKS: DUPLEX DATE PLANS RECEIVED BY JURISDICTION: DATE INITIAL PLAN REVIEW COMPLETED: 6/6/2017 DATE PLANS RECEIVED BY ESGIL CORPORATION: 5/30/2017 PLAN REVIEWER: Bert Domingo FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National 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 2016 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2015 IRC, 2015 IBC, 2015 UPC, 2015 UMC and 2014 NEC. 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 2015 International 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 PC2017-0016 6/6/2017 . PLANS 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: 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 EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring TWO corrected set of plans and calculations/reports to EsGil Corporation, 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 EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete. 2. All sheets of plans must be signed by the person responsible for their preparation. (California Business and Professions Code). Plans deviating from conventional wood frame construction 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). CARLSBAD PC20 17-0016 6/6/2017 . FIRE PROTECTION 4. Show locations of permanently wired smoke alarms with battery backup, per Section R314: Inside each bedroom. Outside each separate sleeping area in the immediate vicinity of the bedrooms. C) On each story, including basements. d) Such smoke alarm locations shall comply with the following: They shall be not less than 3' from the door opening of a bathroom. They shall be at least 20' from a cooking appliance. They shall be at least 3' from supply registers of heating/cooling systems. They shall be at least 3' from the tip of the blade of a ceiling- mounted fan. NOTE: When more than one smoke alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 5. In dwelling units within which fuel-burning appliances are installed (and in dwelling units having attached garages), show the locations of permanently wired carbon monoxide alarms with battery backup, per Section R315: Outside each separate sleeping area in the immediate vicinity of the bedrooms. On each story, including basements. NOTE: When more than one carbon monoxide alarm is required to be installed, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the unit. 6. All habitable rooms shall be provided with aggregate glazing area of not less than 8% of the floor area of such rooms, per Section R303.1. Please see master's bedroom on theist floor. 7. Natural ventilation shall be provided for all habitable rooms, with the minimum openable area to the outdoors of 4% of the floor area being ventilated. Section R303.1. Please see item 6 above. 8. Water closet compartments shall be provided with aggregate glazing area in windows of not less than 3 square feet, one-half of which must be openable (unless mechanical ventilation is provided). Section R303.3. CARLSBAD PC20 17-0016 6/6/2017 Bathrooms and powder rooms must be mechanically ventilated (an openable window won't suffice). Section R303.3.1. Please show on the plans. Openable windows shall be located a minimum of 10' from any plumbing vents, chimneys, etc. Section R303.5. Floor assemblies separating units in a duplex shall be of one-hour fire resistive construction (%-hour if the building has an automatic sprinkler system). Provide details of the assemblies. Section R302.3. Such assemblies shall extend to and be tight to the exterior wall, where applicable. The supporting construction of fire-rated floor assemblies shall have an equal or greater fire-rating. Section R302.3.1. Provide a note on the plans stating: "Penetrations of fire-resistive walls, floor-- ceilings and roof-ceilings shall be protected as required in CRC Section R302.4." Walls and floors separating units in a duplex shall have a sound transmission class (STC) of not less than 50. Additionally, floors must have an impact insulation class (llC) rating of not less than 50. CBC Section 1207. Show the location of and provide details of the listed wall and floor/ceiling assemblies, and indicate the listing agency and listing number for the tested ratings. For duplexes only: The Title Sheet or Site Plan should clearly indicate if any portion of the project is in a noise critical area (CNEL contours of 60 dB) as shown on the City or County's General Plan. If no portion of the project is within a noise critical area, provide a note on the Title Sheet stating: "This project is not within a noise critical area (CNEL contour of 60 dB) as shown on the General Plan". For duplexes only: If the project is located in noise critical areas (CNEL contours of 60 dB) as shown on the City or County's General Plan, then an acoustical analysis showing that the proposed building has been designed to limit noise in habitable rooms to CNEL of forty-five dB is required. Where windows must be closed to comply, it is necessary to provide mechanical ventilation capable of providing at least two air changes per hour. Provide design. CARLSBAD PC20 17-0016 6/6/2017 EXITS, STAIRWAYS, AND RAILINGS 17. Guards (Section R312): Shall be installed along open-sided walking surfaces that are located more than 30" above the floor or grade below. Shall have a height of 4" (may be 34" along the sides of stairs). Openings between railings shall be less than 4". The triangular openings formed by the riser, tread and bottom element of a guardrail at a stair shall be less than 6". Shall be detailed to show capability to resist a concentrated load of 200 pounds in any direction along the top rail. Table R301.5. . ROOFS/DECKS/BALCONIES 18. Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. 19. 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. CBC Section 2304.12.2.6, as amended by emergency building standards. 20. 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. CBC Section 2304.12.2.5, as amended by emergency building standards. 21. Specify on the plans the following information for the deck/balcony surfacing materials, per Section RI 06.1 .1: Manufacturer's name and product name/number. ICC approval number, or equal. 22. Specify roof slope on the plans. CARLSBAD PC20 17-0016 6/6/2017 Show the required ventilation for attics (or enclosed rafter spaces formed where ceilings are applied directly to the underside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 40% (but not more than 50%) of the required vent is located no more than 3' below the ridge). Show on the plans the area required and area provided. Section R806.2. a) When using a radiant barrier, California energy design affects the attic ventilation area requirement: If using the Prescriptive method for energy compliance, then the attic vent area must be at the 1/150 area: If using the Performance method, either the 150 or 300 areas may be used, as documented on the energy forms. Section RA4.2.1. Note on the plans: "Attic ventilation openings shall be covered with corrosion-resistant metal mesh with 1/16" minimum to 1/4" maximum openings. Section R806.1. . FOUNDATION REQUIREMENTS Show on plans that wood shall be 6" minimum above finish grade. Section R404.1.6. . STRUCTURAL Balconies and decks shall be designed for 150% of the live load required by Table 1607.1. CBC Table 1607.1, as amended by emergency building standards. Provide truss details and truss calculations for this project. Specify truss identification numbers on the plans. Please provide evidence that the engineer-of-record (or architect) has reviewed the truss calculation package prepared by others (i.e., a "review" stamp on the truss calculations or a letter). CBC Section 107.3.4.1. . MECHANICAL Show on the plans the location, type and size (Btu's) of all heating and cooling appliances or systems. CARLSBAD PC20 17-0016 6/6/2017 Every dwelling unit shall be provided with heating facilities capable of maintaining a room temperature of 68 degrees F at a location 3 feet above the floor and 2 feet from exterior walls in all habitable rooms. Show basis for compliance. CRC 303.9. Show the minimum 30" deep unobstructed working space in front of the attic installed furnace. Section CIVIC Section 304.1. The access opening to attics must be large enough to remove the largest piece of mechanical equipment and be sized not less than 30" x 22". CIVIC Section 304.4. Note that passageway to the mechanical equipment in the attic shall be unobstructed, have continuous solid flooring not less than 24 inches wide, and be not more than 20 feet in length from the access opening to the appliance. CIVIC Section 304.41. Show a permanent electrical receptacle outlet and lighting fixture controlled by a switch located at the entrance for furnaces located in an attic. CIVIC Section 304.4.4 . ELECTRICAL Show on the plan the amperage of the electrical service, the location of the service panel and the location of any sub-panels. If the service is over 200 amperes, submit a single line diagram, panel schedules, and provide service load calculations. Please show on the plans the required locations of the receptacles in the bedrooms. Please see item 37 c below. Include on the plans the following specifications for electrical devices installed in dwellings: CEC Article 210 & 406 Tamper resistant receptacles for all locations described in 210.52 (i.e., all receptacles in a dwelling). Weather resistant type for receptacles installed in damp or wet locations (outside). Arc-fault protection for all outlets (not just receptacles) located in rooms described in NEC 210.12(A): Kitchens, laundry areas, family, living, bedrooms, dining, halls, etc. GFCI protected outlets for locations described in NEC 210.8(A): Laundry areas, kitchen dishwashers, kitchens, garages, bathrooms, outdoors, within 6' of a sink, etc. CARLSBAD PC20 17-0016 6/6/2017 Show on the plans that countertop receptacle outlets comply with CEC Article 210.52(C): In kitchens a receptacle outlet shall be installed at each counter space 12 inches or wider; Receptacles shall be installed so that no point along the wall line is more than 24 inches; Island and peninsular countertops 12 inches by 24" long (or greater) shall have at least one receptacle. (Counter top spaces separated by range tops, refrigerators, or sinks shall be considered as separate counter top spaces). For a single-family dwelling unit (and for each unit of a duplex), show that at least one receptacle outlet accessible at grade level will be installed outdoors at the front and back of the dwelling. CEC Article 210.52(E). This receptacle must be GFCI protected. Please show on the plans. A balcony, deck, or porch that is accessible from the interior of the dwelling will require a minimum of one receptacle outlet. CEC 210.52(E) (3). This receptacle must be GFCI protected. Please show on the plans. Show on the plans a wall receptacle within 36" of each lavatory in the bathroom. CEC 210.52(D). Include a receptacle outlet in any hallways 10 feet or more in length. CEC Article 210.52(H). Show at least one wall switch-controlled lighting outlet to be installed in every habitable room; in bathrooms, hallways, stairways, attached garages, and detached garages with electric power; and at the exterior side of outdoor entrances or exits. At interior stairways show 3-way switching for lighting outlets at each floor level where there are six or more steps. CEC Article 210.70(A). . PLUMBING Show water heater size (1st hour rating), type, and location on plans. Note: For both new dwellings and additions the Energy Standards (150.0(n)) requires a gas input rating of 200,000 Btu for both tank and instantaneous gas water heaters. (Also) Provide a gas piping design for the gas system. Note on the plans that "combustion air for fuel burning water heaters will be provided in accordance with the Plumbing Code". The fuel-fired water heater is shown installed in a bedroom/bathroom. Detail compliance with CPC 504.1: 1) A direct vent style of water heater or 2) Specify it is to be installed in a sealed enclosure with a listed, gasketed, self-closing, and latchable door with a threshold. Show the T and P relief valve at the water heater and the discharge pipe size and routing to the exterior. CPC Section 608.3. CARLSBAD PC20 17-0016 6/6/2017 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). . 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. 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. 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. 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. Indoor water use. Show compliance with the following table, per CGC Section 4.303.1. FIXTURE FLOW RATES FIXTURE TYPE MAXIMUM FLOW RATE Water closets 1.28 gallons/flush Urinals (wall-mounted) 0.125 gallon/flush Urinals (others) 0.5 gallon/flush Showerheads 2 gpm @ 80 psi CARLSBAD PC20 17-0016 6/6/2017 Lavatory faucets 1.2 gpm @ 60 psi' Kitchen faucets 1.8 gpm @ 60 psi Metering faucets 0.25 gallons per cycle . Lavatory faucets shall not have a flow rate less than 0.8 gpm at 20 psi. Note on the plans that when a shower is provided with multiple shower heads, the sum of flow to all the heads shall not exceed 2.0 gpm @ 80 psi, or the shower shall be designed so that only one head is on at a time. CGC Section 4.303.1.3.2. Recycling. Note on the plans that a minimum of 65% of construction waste is to be recycled. CGC Section 4.408.1. Please replace the item L under general notes. Recycling. Note on the plans that the contractor shall submit a Construction Waste Management Plan, per CGC Section 4.408.2. Operation and maintenance manual. Note on the plans that the builder is to provide an operation manual (containing information for maintaining appliances, etc.) for the owner at the time of final inspection. CGC Section 4.410.1. Pollutant control. Note on the plans that VOC's must comply with the limitations listed in Section 4504.3 and Tables 4.504.1, 4.504.2, 4.504.3 and 4.504.5 for: Adhesives, Paints and Coatings, Carpet and Composition Wood Products. CGC Section 4.504.2. Interior moisture control. Note on the plans that concrete slabs will be provided with a capillary break. CGC Section 4.505.2.1. Indoor air quality. Note on the plans that bathroom fans shall be Energy Star rated, vented directly to the outside and controlled by a humidistat. CGC 4.506.1. . ENERGY CONSERVATION For plans submitted for plan check on or after 1/03/17, provide an energy design detailing compliance with the Mandatory Measures and either the Performance or Prescriptive Methods of compliance. The Prescriptive design and the latest Performance software programs are available at: http://www.energy.ca.gov/tit1e24/20 1 6standards/index. html A complete energy plan check will be performed after completed and/or the corrected energy design has been provided. CARLSBAD PC2017-0016 6/6/2017 Instantaneous water heaters shall have isolation valves on both the cold and the hot water piping leaving the water heater complete with hose bibs or other fittings on each valve for flushing the water heater when the valves are closed. ES 110.3 All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation, larger pipe sizes require 1 1,4" thick insulation. Additionally, the 1/2" hot water pipe to the kitchen sink and the cold water pipe within 5' of the water heater are both required to be insulated. ES 150.00)2 Residential ventilation requirements: ES 150.0(o)/ASHRAE 62.2 Please show on the plans the locations of all this required fans. Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. A bathroom is defined "as a room with a bathtub, shower, or spa or some similar source of moisture" Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM and Sone rating) on the floorplans. For additions 1,000 square feet or less, whole house ventilation is not required. For additions over 1,000 square feet, the whole house ventilation CFM shall be based upon the entire (existing and addition) square footage, not just the addition. a) All fans installed to meet all of the preceding ventilation requirements must be specified at a noise rating of a maximum 1 "Sone" (continuous use) or 3 "Sone" (intermittent). . MISCELLANEOUS Please submit the referenced sheet S4.0 Please submit complete vertical and lateral analysis of the building. A complete plan check will be done. Where can we find the numbers specified under the notes column shown on sheet A6.1. The address of the project on the plans is 167 and the application shows 163 8165. Please clarify. CARLSBAD PC20 17-0016 6/6/2017 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. 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: YesU No U The jurisdiction has contracted with Esgil Corporation 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 Bert Domingo at EsGil Corporation. Thank you. tt5 CARLSBAD PC20 17-0016 6/,/2017 (DO NOT PAY- THIS IS NOT AN INVOICE) VALUATION AND PLAN CHECK FEE JURISDICTION: CARLSBAD PLAN CHECK NO.: PC2017-0016 PREPARED BY: Bert Domingo DATE: 6/6/2017 BUILDING ADDRESS: 163 8165 CHERRY AVENUE BUILDING OCCUPANCY: R 3 BUILDING PORTION AREA (Sq. Ft.) T Valuation Multiplier Reg. Mod. j VALUE ($) UNIT1 REC AREAS 800 20.03 16,024 HOUSE 2727 141.76 386,580 PATIO 161 12.33 1,985 GARAGE 488 36.98 18,046 UNIT 2 BALCONIES 675 20.03 13,520 HOUSE 3230 141.76 . 457,885 GARAGE 488 36.98 18,046 Air Conditioning 5957 5.39 32,108 Fire Sprinklers TOTAL VALUE 944,194 Jurisdiction Code lOB IBY Ordinance I Bldg. Permit Fee by Ordinance V I $3,372.261 Plan Check Fee by Ordinance I $2,191.971 Type of Review: LII Complete Review Structural Only Repetitive Fee V Repeats LII Other LI Hourly EsGil Fee Hr. @ * I $1,888.471 Comments: In addition to the above fee, an additional fee of $43 is due (.5 hour @ $86/hr.) for the CalGreen review. Sheet 1 of 1 macvalue.doc + STRUCTURAL CALCULATIONS PACKAGE PLAN CHANGE CALCULATIONS Cherry Ave Residences 163 & 165 Cherry Avenue Carlsbad, CA 92008 Date: August 15, 2017 Project Number: 16030032 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 TEL. 858.605.0937 FAX. 858.605.1414 E. info@pattersoneng.com 1 of 66 ~4w PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 STRUCTURAL CALCULATIONS TABLE OF CONTENTS I. STRUCTURAL BASIS OF DESIGN............................... KEY PLAN ...................................................................... LATERAL CALCULATIONS......................................... VERTICAL CALCULATIONS....................................... FOUNDATION CALCULATIONS................................. 3 9 17 32 54 2 of 66 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 STRUCTURAL BASIS OF DESIGN 3 of 66 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 STRUCTURAL BASIS OF DESIGN: This project consists of a new two-story residence with multiple units. I. CODES The governing building code is the 2013 California Building Code (CBC) as based on the 2012 IBC (ASCE 7-10). Concrete design based on the American Concrete Institute Building Code Requirements for Structural Concrete (ACT 318-11). Masonry design based on TMS 402-1 1/ACI 530-1 1/ASCE 5-11 Building Code Requirements and Specification for Masonry Structures (MSJC Code). Steel design based on: AISC Specification for Structural Steel Buildings (AISC 360-10). AISC 341 -10 Seismic Provisions for Structural Steel Buildings. AIST S100-07/S2-10 North American Specification for the Design of Cold-Formed Steel Structural Members, with Supplement I, dated 2010 AWS Structural Welding Code ANSI/AWS D1.1 and DI.8 (current edition). Wood design based on: AF&PA NDS-2012 National Design Specification (NDS) for Wood Construction - with Commentary and, NDS supplement— Design Values for Wood Construction, 2012 Edition. AF&PA SDPWS-08 Special Design Provisions for Wind and Seismic. 4 of 66 PATTERSON ENGINEERING, INC. ( 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 DESIGN CRITERIA SUMMARY CONCRETE: f' c = 3000 PSI, SPECIAL INSPECTION (U.O.N.) MASONRY: ASTM C90, f' m = 1500 PSI, SPECIAL INSPECTION REQUIRED (U.O.N.) MORTAR: ASTM C270, f' c = 1800 PSI, TYPE S GROUT: ASTM C476, f' c = 2000 PSI REINFORCING ASTM A651, Fy = 40 KSI FOR #3 AND SMALLER STEEL: ASTM A61 5, Fy =60 KSI FOR #4 AND LARGER (U.O.N) STRUCTURAL ASTM A992, Fy =50 KSI (ALL "W" SHAPES ONLY) STEEL: ASTM A36, Fy =36 KS! (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy = 35 KS! (STRUCTURAL PIPES) WELDING: E70 - T6 - TYP, FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS Shop welding to be in an approved fabricator's shop. Field welding to have continuous special inspection. All welding to be done by certified welders. BOLTS & ASTM F1554 THREADED ROD: SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2013 CBC I-JOISTS: BOISE CASCADE - ICC EDR-1336 (BC! MEMBERS) ENGINEERED BOISE CASCADE - ICC ESR-1040 (VERSA-LAM LVL MEMBERS) BEAMS: GLULAMS: DOUGLAS FIR OR DOUGLAS FOR I HEM GRADE 24F - V4 (SIMPLE SPANS) GRADE 24F - V8 (CANTILEVERS) SOIL: 167 CHERRY AVENUE-GEOTECI-INICAL INVESTIGATION PROVIDED BY APPLIED CONSULTANTS, REPORT DATED 3/22/2017 5 of 66 P71 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 DESIGN LOADS ROOF LOADS: Roofing ..................... Sheathing ................... Roof/Ceiling Framing Insulation .................. Ceiling Finish ............ Miscellaneous ........... Total Roof Dead Load .......... Total Roof Live Load ........... Total Roof Load ................... FLOOR LOADS: Flooring ...................... Sheathing .................... Framing ...................... Ceiling Finish ............. Miscellaneous ............ Total Floor Dead Load .......... Total Floor Live Load ........... Total Floor Load .................... 12.Opsf 2.opsf 3.5psf 1.Opsf 2.0psf =i.5psf 22.Opsf = 20.0 psf 42.Opsf 18.0psf 2.5psf 4.0psf 2.opsf 1.5psf 28.Opsf = 40.0 psf 68.0 psf 6 of 66 V .1 P71 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 PROPOSED DECK LOADS: Decking .......................... Sheathing ....................... Deck Framing ................. Insulation Ceiling Finish ................. Miscellaneous ............... Total Deck Dead Load .............. Total Deck Live Load ............... Total Deck Load ........................ EXTERIOR WALL LOADS: Studs..................................................................................................................... Sheathing.............................................................................................................. GypsumBoard ...................................................................................................... Insulation.............................................................................................................. Finish.................................................................................................................... Miscellaneous...................................................................................................... Total Exterior Wall Dead Load ....................................................................................... 10.0psf 2.0psf 2.Opsf 1.Opsf 1.5psf l.5psf 18.Opsf = 40.0 psf 58.Opsf 1.lpsf 1.5psf =2.5psf 1.0psf 10.5psf 1.4psf 18.0psf 7 of 66 F1 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 CEILING LOADS: Ceiling Finish . CeilingFraming ............................................................ Total Ceiling Dead Load ....................................................... Total Ceiling Live Load ........................................................ INTERIOR WALL LOADS: Studs Sheathing..................................... Gypsum Board ............................ Miscellaneous ............................ Total Interior Wall Dead Load ............... 2.0 psf ....4.0psf 6.O psf = 10.0 psf = 1.6 psf 1.5 psf 5.0 psf 1.9 PS 10.0 psf 8 of 66 P p-Ma ..71 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 KEY PLAN 9 of 66 PATFERSON ENGrNEERING I Lu- CA LL ••• 'U. —I LU Ti iN ... . = 1 WIMMIM F14 POR 'N I--i U : FOUNDATION KEY T T pcp T T T T L --------------, ------1Ir1 _ L1 L. _ -P" 6 ?;F4 Ile Fj 71 +41 4L L4 : r2) IR, L4j, —E - N PUSTBEVERIFIE-THTNE-H PLANS SOILS DECLARATION THE E- WILL BE LOC TED ENTIRELI ON SIGNATURE OWNER I OWNER REPRESENTATTVE SOLE OR ~ GEOLOGIC N- BASED UPON OME-01 OF THE FOUNDATION EX AVAION, A SOILS OR GEOLOGICAL REPORT A RESUBMITTAL OF RECOMBAENCATI-E -E BEEN NC.RP.RAT:.%Al BE REOUIRED 10 of 66 i.i:. 1 i Till .-- ;1ITl - T VERTICAL KEY liip PATtERSON ENGINEERING -1414 - . QD%0191 U it 4.. 712 if D - a I I I ARCHITECT: REVISIONS CONTENT ( FLOOR FRAMING PLAN I ,i1I4 = S3.1 11 of 66 VERTICAL KEY TT ___ ': ?i B •1 'C 12 I I - Ik' I&? .. ,.,, .. - . - ! 1; 111 Hn I . ?'c •B 41, r ' / 11 --Ul ig 1T il4 T ROOF FRAMING PLAN S3.2 114 CONTENT CHECKEOBY EKE S3.2 12 of 66 ____- - ----- ---- ------ -------- -------- .-- -- -------------- -. -- DADI• ISIL -D PATTERSON ENGINEERING : 1,21 1 \ - Q \ [All 8 U ( FLOOR FRAMING PLAN j 1I4 1-0" ALL-11TI ON-Ell-NE CONTENT DATE JUNE EDIT S3.1 13 of 66 TH I- - 0 0 -n m z 6) - z I IIIIIIIIIIIII I •• —III riru. 1 -, —I - PATTERS ON ENGINEERING LATERAL KEY - Y DIRECTION C ?soroo . f- \ I- -T -1 15 of 66 I- MEN CHERRY AVE RESIDENCES H ihj : rl PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 LATERAL CALCULATIONS 17 of 66 aMUSGS, Design Maps Summary Report User-Specified Input Report Title 167 Cherry Avenue, Carlsbad, CA 92008 Mon April 4, 2016 22:00:59 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15060N, 117.3465°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill WINE - T..T 1E - :.f-, •.3 ---- ':';. ,.- öceneIdBMuniMrpqii . ... Car lsba'd b - - -San Marcos If Ar AV Escondi USGS-Provided Output S= 1.160g S,s 1.202g DS 0.801g S = 0.445 g M1 = 0.691 g S01 = 0.461 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. Oce MCER Response Spectrum 1.43 1.30 0.52- 0.39-- 0.26-- 0.13 -- 0.00 0.00 0.20 0.40 0.0 0.80 1.00 1.20 1.40 1.0 1.20 2.00 Period, T (sec) Design Response Spectrum 0.90 CM 0.45- 0.27-- 0.12-- 0.09 0.00 I I I I 0.00 0.20 0.40 0.GO 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 18 of 66 Search Results Query Date: Mon Apr 04 2016 Latitude: 33.1506 Longitude: -117.3465 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 Risk Category II: 110 Risk Category III-IV: 115 MRI** 10-Year: 72 MRI** 25-Year: 79 MRI** 50-Year: 85 MRI** 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) Goc9le ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact NEVADA Srnno\ UTAH COL ' San Francisco0 1, v, r'o San Jose -- CALIFORNIA '. Las Vegas "vi 4 Mbuquei -Los An . ARIZONA NEWM Phoenix an San Jego / Ell BAJA CALIFORNIA SONORA * CI4IHt 4 0 Map data 02016 000gle, INEGI *Miles per hour Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. ME Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund Applied Technology Council •201 Redwood Shores Parkway, Suite 240 • Redwood City, California 94065 • (650)595-1542 Net Pressures (psf), Torsional Load Cases Roof angle = 17.20 Net Pressure with Surface (+GC,1 ) (-GC,) iT 0.51 1.50 3.16 2T -0.69 -4.01 -2.35 3T -0.46 -2.95 -1.29 4T -0.40 -2.69 -1.03 Roof angle 0 = 0.00 GCpr Net Pressure with Surface (+GC) (-GC,) ST 0.40 1.01 2.67 6T -0.29 -2.17 PROJECT: CHERRY PAGE: CLIENT: WIND LOAD ANALYSIS DESIGN BY: PATTERSONENGNIEERING JOB NO.: 16030032 DATE: 06/01/17 REVIEW BY: Wind Analysis for Low-rise Buildina. Based on ASCE 7-2010 INPUT DATA Exposure category (B, CorD, ASCE 7-10267.3) B Importance factor (ASCE 7-10 Table 1.5-2) 1, = 1.00 for all Category Basic wind speed (ASCE 7-10 26.5.1 or 2015 BC) V = 110 mph Topographic factor (ASCE 7.1026.8& Table 26.8-1) KDI = 1 Flat 0) Building height to eave he = 21 ft Building height to ridge h1 = 27.5 ft Building length L = 111.25 ft Building width B = 42 ft Effective area of components (or Solar Panel area) A = 0 ft2 DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load = 43.17 kips, SD level (LRFD level), Typ. = 16.30 kips = 475.52 ft-kips = 7t 7R kirw ANALYSIS 43.17*0.7(ASD) = 30.2K<35.OK Velocity pressure SEISMIC GOVERNS BOTH qh=O•00256 = 18.43 psf DIRECTIONS where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 26,3-1, pg 299) = 0.70 K4 = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 24.25 ft <60 ft, [Satisfactory] (ASCE 7-10 26.2. 1) <Mm (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRS P = q ((G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pmin = 16 psf(ASCE 7-10 28.4.4) G Cpf = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G C i = product of gust effect factor and internal pressure coefficient. (Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a = width of edge strips, Fig 28.4-1, note 9, page 301, MAX] MIN(0.1B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = 4.20 ft Not Prccciirc IncA Macjr I nrl flccac Roof angle B = 17.20 Roof angle 8 = 0.00 Gc1 Net Pressure with Gc1 Net Pressure with Surface (+GC) (-GC,) (+GC,) (-GC,) 1 0.51 6.00 12.64 -0.45 -11.61 -4.98 2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 3 -0.46 -11.79 -5.15 -0.37 -10.14 -3.50 4 -0.40 -10.76 -4.13 -0.45 -11.61 -4.98 5 0.40 4.05 10.69 6 ' -0.29 -8.66 -2.03 1E 0.76 10.77 17.41 -0.48 -12.16 -5.53 2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40 3E -0.66 -15.48 -8.85 -0.53 -13.09 -6.45 4E -0.60 -14.39 -7.76 -0.48 -12.16 -5.53 SE 0.61 7.93 14.56 6E . -0.43 -11.24 -4.61 2E 4- 4E REFERENCE CORNER WIND DIRECTION 43E ----4 CORNER SERE 2o WIND DIRECTION 3E 3 3T 2T IT REFERENCE CORNER IE 4CORNER~ SE RE WIND DIRECTION Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) 20 of 66 Basic Load Case A (Transverse Direction) Area Pressure (k) with (ft Surface 2 (-GC, (-Gc,) 1 2160 12.97 27.30 2 2261 -36.25 -21.25 3 2261 -26.65 -11.65 4 2160 -23.24 -8.91 1E 176 1.90 3.07 2E 185 -4.25 -3.03 3E 185 -2.86 -1.63 4E 176 -2.54 -1.37 Horiz. 37.39 37.39 Vert. -66.88 -35.88 Mm, wind Horiz. 43.17 43.17 28,4.4 Veil -74.76 -74.76 Basic Load Case B (Longitudinal Direction) Area Pressure (k) with Surface (ft2) (.4-GC,) (-GC, j) 2 2261 -36.25 -21.25 3 2261 -22.92 -7.92 5 837 3.39 8.94 6 837 -7.25 -1.70 2E 185 -4.25 -3.03 3E 185 -2.42 -1.19 SE 182 1.44 2.65 6E 182 -2.04 -0.84 Horiz. 14.13 14.13 Veil. -57.10 -26.14 Mm, wind Horiz. 16.30 16.30 28.44 yen. -74.76 -74.76 Torsional Load Case A (Transverse Direction) Area Pressure (k) with Torsion Surface (ft2) (+Gc ) (-GC, ) ('-GC,) (-GC,) 1 992 5.95 12.53 153 322 2 1038 -16.65 -9.76 -127 -74 3 1038 -12.24 -5.35 93 41 4 992 -10.67 -4.09 274 105 1E 176 1.90 3.07 98 158 2E 185 -4.25 -3.03 -65 -46 3E 185 -2.86 -1.63 43 25 4E 176 -2.54 -1.37 131 70 1 1168 1.75 3.69 -49 -103 2T 1223 -4.90 -2.87 40 24 3T 1223 -3.60 -1.57 -30 -13 4T 1168 -3.14 -1.20 -87 -34 Total Horiz. Torsional Load, M1 I476 476 Torsional Load Case B (Longitudinal Direction) Area Pressure (k) with Torsion (ft-k) Surface (ft') (+GC) (-GC,) (+GC,) (-GC,) 2 2261 -36.25 -21.25 -23 -13 3 2261 -22.92 -7.92 14 5 5 327 1.33 3.50 11 28 6 327 -2.84 -0.66 23 5 2E 185 -4.25 -3.03 67 48 3E 185 -2.42 -1.19 -38 -19 5E 182 1.44 2.65 27 50 6E 182 -2.04 -0.84 39 16 ST 509 0.52 1.36 -5 -14 6T 1 509 1 -1.10 1 -0.26 1 -11 1-3 Total Horiz. Torsional Load, MT 1 1041 1104 1 Design pressures for components and cladding U_l_I__3J L3I23J I I Ii iii ii I I II iii ii P = q[ (G C) - (C Cr1)] 2' - - I 2 121-1-1-12 I 1 where; p = pressure on component. (Eq. 30.4-1, pg 318) I I I IsIpIpII I G C = external pressure coefficient. Walls Li kbTft I I luhulsini I pm,5 = 16.00 pSf (ASCE 7-10 30.2.2) see table below. (ASCE 7-10 30.4.2) Roof Roof es- Effective Zone I - GC Zone 2 Zone - GCp Zone 4 Zone 5 - GC Area (ft2) 3 GC, GC - GC GC GCe - GCp GC Comp. 0 0.50 -0.90 0.50 -1.90 0.50 -2.60 1.00 -1.10 1.00 Comp. & Cladding Pressure I Zone 1 1 Zone 2 1 Zone 3 Zone 4 1 Zone 5 positive Negative Positive Negative Positive Ntgttive Positive Negetive Positive Negotive (psf) 16.00 -19.91 16.00 -38.34 16.00 -51.24 21.75 -23.59 21.75 1-29.12 Note; If the effective area is roof Solar Pane) area, the only zone 1 2 or 3 apply. 21 0f66 PROJECT: CHERRY PAGE : 44~~ & I CLIENT: SEISMIC ANALYSIS DESIGN BY: I I I PASONENGINEERING JOB NO.: 16030032 DATE: 8/11/2017 REVIEW BY: I Two Story Seismic Analysis Based on 2015 IBC I 2016 CBC rmine Base Shear (Derived from ASCE 7 Sec. 12.8 & Supplement 2) V = MAX{ MIN [SD1l I (RT) , SIDS I I R] , MAX(0.044SDsl , 0.01) , 0.5S1 I! R } W = MAX{ MINE 0.49W , 0.16W], 0.05W , 0.00W } A = 0.16 W, (SD) 0.6 g only) = 0.11 W, (ASD) = 37.90 kips Where SIDS = 0.801 (ASCE 7 Sec 11.4.4) SD1 = 0.461 (ASCE 7 Sec 11.4.4) S1 = 0.445 (ASCE 7 Sec 11.4.1) R = 6.5 (ASCE 7 Tab 12.2-1) 1= 1.3 (2015 IBC Tab 1604.5 & ASCE 7 Tab 11.5-1) C = 0.02 (ASCE 7 Tab 12.8-2) h= 20.0 ft X 0.75 (ASCE 7Tab 12.8-2) T = Ct(hn)X = 0.189 sec, (ASCE 7 Sec 12.8.2.1) Calculate Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7, Sec 12.8.3 & 12.8.6) Level Wx hx h k Whk F , ASD (12.8-11) xe,aIIowabIe,ASD Roof 139.7 20 20.0 2794 22.5 (0.16Wx) 0.6 2ND 191.5 10 10.0 1915 15.4 (0.08Wx) 0.6 331.2 4709 37.9 Where k = 1 for T <= 0.5 xe,aIIowabIe, ASD = Aa 1/ (1.4 Cd), (ASCE 7 Sec 12.8.6) k = 0.5 1 + 0.75 for T @ (0.5 , 2.5) Cd = 4 ,(ASCE 7 Tab 12.2-1) k = 2 for T >= 2.5 Aa = 0.02 h,x, (ASCE 7 Tab 12.12-1) Calculate Diaphragm Forces (ASCE 7, Sec 12.10.1.1) Level W 1W, Fx ZFX Fpx , ASD, (12.10-1) Roof 139.7 139.7 22.5 22.5 22.5 (0.16Wx) 2ND 191.5 331.2 15.4 37.9 26.6 (0.14Wx) 331.2 37.9 Where Fmjn = 0.2 SDS I W / 1.5 , ASD Fmax 0.4 SIDS I W/ 1.5, ASD 22 of 66 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 8/14/2017 Lateral Model Material Dead Load (psf) Roof 22.00 Floor 28.00 Floor 2 Deck 20.00 Ext Wall 18.00 Ext Wall 2 Int Wall 10.00 Roof Area (ft') = 4389.00 Area (ft) = 0.00 Area (ft') = 0.00 Area (ft') = 0.00 Length (It) = 289.00 Length (ft) = Length (It) = 343.00 Plate Height (ft) = 10.00 Weight (Ibs) 139718.00 V(lbs) 22500.00 V/A (psi) 5.13 Shear Areas AXI AX2 AX3IAX4IAX5 A(f1) 2137.00 A(1t2) 419.00 A(f1) 1735.00 V (lb) 10955.23 V (Ib) 2147.98 V (lb) 8894.40 (It) 49.50 L (It) 10.00 L (It) 19.08 v(plf) 221.32 v)plf) 214.80 v(plf) 466.08 Y 221.32 Y 214.80 Y 466.08 AY1 AY2 AY3 AY4 A(f1) 798.00 A(ft2) 1076.00 A(f1) 886.00 A(ft) V(Ib) 4090.91 V(lb) 5516.06 V(Ib) 4542.04 V(Ib) I (ft) 16.58 L (ft) 12.92 1 (It) 15.75 L(ft) v (p11) 246.69 v (p11) 427.05 V (p1/) 288.38 v (p1/) Y 246.69 Y 427.05 Y 288.38 Y Area (ft) = 66.00 Area (ft') = 3196.00 Area (It2) = 191420.00 15400.00 3.90 R = 6.5? R = 6.5? Second Floor Weight (Ibs) V (Ibs) V/A (psi) AY5 758.00 A (ft) 872.00 3885.85 V (lb) 4470.27 23.75 L (It( 2.00 163.61 v (p1/) 2235.13 163.61 Y 2235.13 Area (ft') = 686.00 Length (ft) = 310.00 Length (ft) = Length (ft) = 314.00 Plate Height (ft) = 10.00 Shear Areas AX1 AX2 AX3 AX4 AX5 A(ft) 1143.00 A(ft) 1542.00 A(ft) 654.00 A(11) 386.00 A)11) V (lb) 15413.74 V (Ib) 6830.58 V (lb) 10674.95 V (lb) 3603.04 V (lb) (It) 70.25 L (ft) 27.25 L (It) 30.67 L (It( 28.83 L (ft( v (p11) 219.41 v (p1/) 250.66 v (p1/) 348.10 v (p11) 124.96 v (p1/) Y 219.41 Y 250.66 V 348.10 V 124.96 V AY1 AY2 AY3 AY4 AYS A(It) 551.00 A(ft) 1065.00 A(It) 988.00 A(Il2) 821.00 A(8) V (lb) 6240.20 V (lb) 8453.54 V (lb) 10607.87 V (lb) 7995.42 V (lb( (It( 13.42 L (It) 19.67 L (ft( 19.33 L(ft) 28.17 1 (It) v (p11) 465.11 v (p1/) 429.84 v (p11) 548.68 v (p1/) 283.86 v (p11) V 465.11 V 429.84 V 548.68 V 283.86 V R = 6.5? R = 6.5? 139.00 542.20 15.67 34.61 34.61 524.00 4612.00 2.00 2306.00 2306.00 23 of 66 ri PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 811412017 SHEARWALL AND ANCHOR SYSTEM Scn= 0.677 LEVEL ROOF to FLOOR X Direction Name Wall Height )ft) Well Length (It) Trib Length (8) Tributary DL (pit) Sheer Load (pit) TIC (Unfeetored, k) TIC (ASD, 6) Deed Loud )k) )100.14e5en)*D*0.7eE (0.6.0.1450 )D.0.7'E Shear-d On theerwell Type Anchor/Strap Stud tie, Anro (in) 451.1 10,00 19.83 9.25 203.50 201.32 2.43 1,70 2.02 3.91 -0.68 221,32 2 C114 2-206 0.11 YES 8411,2 10.00 9.25 2.00 44.00 221.32 2.43 1.70 0.20 1.93 -1.60 221.32 2 C514 2-2e6 0.16 YES 851.3 10.00 20.42 2.00 44.00 221.32 2.43 1.70 0.45 2.19 -1.48 221,32 2 CS14 2-006 0.15 YES 852.5 10.00 10.00 9.25 203.50 214.60 2.36 1.65 1.02 2.77 -1.14 214.80 1 C514 2-2e6 0.05 YES AX 3/4/5 1 10.00 6,00 9,25 203.50 466.08 5.12 3,99 0.61 4.25 .3.28 466,08 4 CMSTC16 2-206 0.27 YES 8X314/5.2 10.00 8.58 9.25 203.50 466.08 1.12 3,59 0.87 4.54 -3.14 466.08 4 CMSTC16 2-26 0.21 YES AX3/4/5 3 10.00 4.50 9,25 203.50 466.08 5.12 3.59 0.46 4.09 -3.35 517.87 4 CMSTC16 2-006 0.29 YES V Direction Name Well Height (if) Well Length (if) Trib Length (9) Tributary DL (pit) Sheer Load (pll) TIC )Unfectcred, 6) TIC (ASD, II) Deed Loud )k) )1u0.145)'Do0.7E (0,6.0.14eSc (eD.0,7uE Sheerece (pit) Sheurwuil Type Anchor/Strap Stud nice &, (in) <&,nr? AYI.1 10.00 16.18 2.00 44.00 246.69 2.71 1.90 0.36 2.30 -1.71 246.69 2 C514 2-206 0.18 YES AY2.1 10.00 12.92 2.00 44.00 427.00 4.69 3.28 0.28 3.60 -3.14 427.05 4 CMSTC16 2-2c6 0,22 YES AY3.1 10.00 11.71 2.00 44.00 288.38 3.17 2.22 0.31 2.60 -2.04 288.38 2 CS14 2-206 0.04 YES AY4 1 10,00 1658 100 44,00 163.61 1.80 1,26 0.36 1.66 -1.07 163.61 1 C514 2-206 0.14 YES AY4.2 10.00 7.67 2.00 44.00 163.61 1.80 1,26 0,17 1.44 -1.17 163.61 1 C114 2-2o6 0,15 YES AY5.1 10.00 2.00 2.00 44.00 2235.13 24.56 17.19 0.04 17.24 -17.17 CHECK STRONG WALL LEVEL FLOOR to FOUNDATION I Direction Name Well Height (if) Well Length (if) Trib Length (8) Tributary DL (pit) Sheer Load (p9) TIC (Untectored. k) TIC (ASD, 6) Deed Loud (6) (100,14Sc,(°D'c0,7E )0,6_0,14*Scn)0.0,7E Sheernr,,,e (pit) Shnerwell Type Anchor/Strap Stud nice A'- (In) <A.? AXI.I 10,00 19.83 1.33 240.83 219.41 2.41 1.69 2,39 4.30 -0.48 219.41 1 HDU2 2206 0.25 YES AX1.2 10.00 4.58 9.50 310.00 219,41 2.41 1.69 0,71 2.47 -1.33 239.36 2 HDU2 2-206 0.18 YES AX1.3 10.00 16.00 9.50 310.00 219,41 2,41 1.69 2.48 4,40 -0.43 219.41 PERFORATED 451.4 10.00 29.83 9.50 310.00 219.41 2.41 1.69 4.62 6.75 0,61 219.41 PERFORATED 02.1 10,00 27.25 19.88 55650 250.66 2.75 1.93 7.58 10.23 1,90 250.66 2 HDU2 406 0.18 YES AX3.1 10.00 15,83 4,00 310.50 348,10 3.83 2.68 2.90 1,41 -1.42 346.10 3 9062 406 0.19 YES 453.2 10,00 14.83 9,38 466.00 348.10 3.83 2.68 3.46 6.46 -0.93 348.10 3 9002 406 0.19 YES 854.1 10,00 28.83 10.13 487.00 124.96 1.30 0.96 7.02 6.65 2.59 124,96 1 HDU2 606 0.09 YES 455.1 10.00 20.17 6.29 378.00 34.61 0.38 0.27 3.82 4.44 1.66 34.61 1 6062 2-206 0.02 YES V Direction Name Well Height (ft) Well Length (ft) Trib Length )tt( Tributary DL (pit) Shyer Loud (pit) TIC )Untectored, 6) TIC )ASD, 6) Deed Loud (6) (100,149cr)eD*0,7eE (9,6,0.14eSnr)eO0,7eE Shear-d(PH) Sheeecell Type Anchor/Strap Stud nice (In) <Aeonrcc AY1.1 10.00 0,00 10.00 324.00 465.11 5.11 3,98 0.81 4.46 -3.17 469.11 4 8084 2'2o6 0.28 YES AY1.2 10.00 8.42 10,00 324.00 465,11 5.11 3.58 1.36 0.07 -2,89 465.11 4 HDU4 406 0.21 YES AY2.1 10.00 19.67 12.00 380.00 429.64 4.72 3.31 3.74 7,40 -1.42 429.84 4 HDU4 406 0,21 YES AY3.l 10.00 19.33 2.90 88.00 548.68 6.03 4,22 0.85 5.15 -3.79 548,68 5 HDU4 440 0.27 YES AY4.1 10.00 16.00 2.00 88.00 283.86 3.12 2.18 0.70 2.90 -1.83 283.86 2 HDU2 2.206 0.23 YES 2AY4.2 10.00 12.17 2,00 88.00 283.86 3.12 2.18 0.54 2,77 -1.91 283,66 2 HDU2 2-206 0.24 YES AY5.1 10,00 2.00 5.00 88.00 2306,00 25.34 17.74 0.09 17.83 -17.69 - STRONG WALL 24 of 66 PROJECT: CHERRY PAGE: CLIENT: FAX1.3 DESIGN BY: P*UER5OMENGINEERRG JOB NO.: 16030032 DATE: 8/11/2017 REVIEW BY: Wood Shear Wall with an Opening Based on 2015 IBC /2016 CBC / NDS 2015 INPUT DATA - V div -.- - - - - - LATERAL FORCE ON DIAPHRAGM: VdjswNo = 100 plf,for wind, ASO (SERVICE LOADS) Vdjs SEISMIC = 220 plf,for seismic, ASD DIMENSIONS: L1 = 5.17 ft L2 = 5 ft, L3 = 5.83 STRAP = ft -.-- 1(1 = 3 ft,H= 5 6,113 = 2 ft Ion KING STUD SECTION 2 PCs, b = 2 in, h = 6 in 1. SPECIES (1 = DFL, 2 = SP( 1 DOUGLAS FIR-LARCH GRADE( 1,2,3.4.5,016) 6 Stud EDGE STUD SECTION 2 pcs, b = 2 In, 6 = 6 In SPECIES (1 = DEL, 2 = SP( 1 DOUGLAS FIR-LARCH = = = = GRADE (1, 2, 3, 4, 5, or 6) 6 Stud I I PANEL GRADE ( 0 Or 1) = 1 v= Sheathing MINIMUM NOMINAL PANEL THICKNESS = and Single-Floor 3/8 in -, I L2 I r A' L3 WALL DESIGN IS ADEQUATE COMMON NAIL SIZE) 0=6d, 18d, 2=10d) 2 lOd THE SHEAR SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 RY OPTION ( 1=ground level, 2=upper level) 1 ground level shear wall DESIGN SUMMARY BLOCKED 3/8 SHEATHING WTH 8d COMMON NAILS @2 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA, x 10 in LONG ANCHOR BOLTS @28 in D.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @28 in O.C.) HOLD-DOWN FORCES T1= 2.28 k , Tn = 2.28 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 1.24 k (USE SIMPSON CS18 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2- 2' x 6' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT, EDGE STUD: 2- 2" vS' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.19 in L1+O.5L2 1L1 _LL2 L ,L3 IL Tv ASSUME INFLECTION POINT AT MIDDLE OFWINDOW Li 1_2/2 L2/2 L3 a t t_12 __ 2 3 FS 110 Fit 112 _ L F8 113 114 F1 F8 FF 115 116 F17 118 F5 18 119 ___________ 120 9F21_10_F21 J_11_F21_12 F22 F23 F23 F24 TL FREE—BODY INDIVIDUAL _PANELS OFWALL T 25 0f66 ALYSIS IECK MAX SHEAR WALL DIMENSION RATIO 61w = 1.0 3.5 [Satisfactory] TERMINE FORCES & SHEAR STRESS OF FREE-BODY INDIVIDUAL PANELS OF WALL INDIVIDUAL PANEL W (ft) H(S) MAX SHEAR STRESS (pit) NO. FORCE (Ibf) NO. FORCE (Ibf) 1 5.17 2.00 87 Fl 450 F13 990 2 2.50 2.00 495 F2 1238 F14 990 3 2.50 2.00 495 F3 595 F15 1806 4 583 200 102 F4 990 F16 816 5 5.17 2.50 326 F5 1687 F17 786 6 5.83 2.50 314 FE 1238 F18 1776 7 5.17 2.50 326 F7 1238 FiB 870 8 5.83 2.50 314 F8 1833 F20 853 9 5.17 3.00 158 F9 174 F21 1290 10 2,50 3.00 430 F10 816 P22 817 ii 2.50 300 430 F11 786 F23 870 12 5.83 300 168 F12 204 F24 980 TERMINE REQUIRED CAPACITY V5 = 495 pIt, ( 1 Side Pane) Required, the Max. Nail Spacing = Min. ' Min. Blocked Nail Spacing""' Panel Grade Common Penetration 1 Thickness Boundary & All Edges Nail (in) (a) 6 4 3 1 2 Sheathing and Single-Floor 8d 1 1/2 3/8 1 220 1 320 1 410 1 530 Ivute. i IC rrrutuaueu stied, tiurtiunis itavo reuucea oy specaic gravity tactor per iUL, note a. INE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E( 5/8 in DIA. o 10 in LONG ANCHOR BOLTS @28 in O.C.(or 1/2 in DIA. a 10 in LONG ANCHOR BOLTS @28 in 0.C.) TI-IP I.Ifli n_nn%A0l PORCOSt- vdm Wall Seismic Overturning Resisting Safety Net Uplift Holddown I (pit) at mid-story (Ibs) Moments (ft-Ibs) Moments (ft-lbs) Factors (Ibs) I SIMPSON SEISMIC 220 256 36480 Left 0 09 T" I 2280 I I Right 0 09 Tn = 2280 I WIND 100 16000 Left 0 2/3 T5 = I 1000 Right 0 2/3 T0 = 1000 & I0 values sitould include upper level UPLIFT forces if MAXIMUM SHEAR WALL DEFLECTION: BC Section 2305.3 / SDPWS-15 4.3.2) ovsh 3 "t rids v = 0.192 in, ASD < A = A&00, + A,510,- + AA,,,/ .,'lip + AC6,,ei .epiiee ,Ig, = - + O.75he,, + -s- 8xea11owebie = 0.429 in EAL,,. Gi L,. si [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 inc h = 10 ft G = 9,0E-04 psi C0 = 4 I = t= 0.469 in e, = 0.004 in, SD d0 = 0.10 in, SD (ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) C= 1.0 A. = 0.02 (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) KING STUD CAPACITY 0.82 kips F, = 850 psi Co = 1.60 C = 0,49 A = 16.50 in 6= 1400 ksi CF- 1.10 F= 737 psi > f, 49 psi [Satisfactory] EDGE STUD CAPACITY riroo = 2.28 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi Co = 1.60 C, = 0.49 A = 16.50 in E= 1400 ksi C= 1.10 F= 737 psi > f,= 138 psi [Satisfactory] 2 in) 26 of 66 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: CHERRY Wall Name: RAY5.1 Application: Second Floor - Non Stacked Design Criteria: * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 4500 lbs Selected Strong-Wall® Panel Solution: 1 End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) (j) (in) Anchor Bolts (Ibs) (Ibs) SW24x8-RF Wood 24 93.25 3.5 16-SDS 1/4"x6" 2-7/8' 100 5013 lb SW24x8-RF Wood 24 93.25 3.5 16-SDS 1/4"x6" 2-7/8" 100 5013 lb SW24x8-RF Wood 24 93.25 3.5 16-SDS 1/4"x6" 2- 7/8" 100 5013 lb SW32x8-RF Wood 32 93.25 3.5 20-SDS 1/4"x6 2 - 7/8" 100 4990 lb Actual Shear & Drift Distribution: RR I Actual Allowable Actual / Actual Drift Model Relative Shear Shear Allow Drift Limit Rigidity (Ibs) (Ibs) Shear (in) (in) SW24x8-RF 0.23 1018 :5 1095 OK 0.93 0.36 0.42 SW24x8-RF 0.23 1018 :5 1095 OK 0.93 0.36 0.42 SW24x8-RF 0.23 1018 !S; 1095 OK 0.93 0.36 0.42 SW32x8-RF 0.32 1446 :5 1595 OK 0.91 0.36 0.42 3-SW24x8-RF & 1-SW32x8-RF are OK along the same wall line. Notes: Wood Strong-Wall Shearwalls have been evaluated to the 2015 IBC/IRC. See www.strongtie.com for additional design and installation information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. See program toolbar for detail under Tools / Anchor Bolt Templates. The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Non-stacked assumes wall placed over site built wall or on a wood beam. If on wood beam, designer shall add effect of beam deflection to top of wall drift. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 1 27 of 66 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com - Job Name: CHERRY Wall Name: FAY5.1 Application: Garage Front Design Criteria: * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 4650 lbs Selected Strong-Wall® Panel Solution: End Total Axial Actual Model Type W H T Sill Anchor Load Uplift (in) j) (in) Anchor Bolts (Ibs) (Ibs) SW16x8x6 Wood 16 90 5.75 2-5/8" 2- 7/8" 100 5577 lb SW22x8x6 Wood 22 90 5.75 2- 5/8" 2 - 7/8" 100 4522 lb SW22x8x6 Wood 22 90 5.75 2- 5/8" 2 - 7/8" 100 4522 lb SW22x8x6 Wood 22 90 5.75 2- 5/8" 2 - 7/8" 100 4522 lb Actual Shear & Drift Distribution: RR Actual Allowable Actual / Actual Drift Model Relative Shear Shear Allow Drift Limit Rigidity (Ibs) (Ibs) Shear (in) (in) SW16x8x6 0.18 840 :5 1175 OK 0.71 0.29 0.47 SW22x8x6 0.27 1270 :5 1865 OK 0.68 0.29 0.47 SW22x8x6 0.27 1270 1865 OK 0.68 0.29 0.47 SW22x8x6 0.27 1270 15 1865 OK 0.68 0.29 0.47 1-SW16x8x6 & 3-SW22x8x6 are OK along the same wall line. Notes: Wood Strong-Wall Shearwalls have been evaluated to the 2015 IBC/IRC. See www.strongtie.com for additional design and installation information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. See program toolbar for detail under Tools / Anchor Bolt Templates. Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the "C4' Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Garage portal walls listed above may be used with double 2x12 minimum or double 1 3/4" x 11 7/8" minimum LVL headers. Headers shall be face nailed to each other with minimum 16d nails at 32" on center staggered along the top and bottom. Double 2x12 requires 1/2" ply or OSB shim to make the header assembly flush with Wood Strong-Wall panel. The shim shall match the header depth and Wood Strong-Wall panel width minimum. It may be placed on either face of the header or between plies directly over the Wood Strong-Wall panel. Page 1 of 5 28 of 66 (6 0 Drag Design 8/15/2017 S DIRECTION AVI Line 2 Lateral force = 4090.91 lbs Total length = ft Shear length = 16.58, ft Shear-demand = 111.07 plf Shear-resist = -?6.69 plf Grid 1 0.5 D C A Segment 0.00 1.08 2.00 3.00 4.00 Segment length (N) 0.00 8.29 8.29 12.50 7.75 Shear resist (V/N) V V N N Distance (N) 0.86 8.29 16.56 29.69 36.83 0.00 0.80 0.04 0.00 Net Shear (pig 0.00 -135.62 -135.67 111.07 111.07 0.00 0.00 0.00 0.00 Shear (Ibs) 0.00 -1124.54 -2249.07 -860.76 0.00 0.00 0.00 0.00 0.00 AY2 Line 6 Lateral farce = 5516.06 lbs Total length = 34,2Sft Shear length = 12.92 ft Shear demand= 161.08 pIt Shear_resist = -427.05 plf Grid 0 0.5 0 C.75 B A Segment 0.00 1.00 2.00 3.00 4.00 5.00 Segment length (N) 0.00 7.11 7.11 7.11 6.46 6.46 Shear resist (V/N) N N N V Distance (ft) 0.00 7.11 14.22 2ff3 27379 34.25 0.00 -CLOD G.66 Net Shear (p18) 0.00 161.05 161.05 161.05 -266.00 -266.00 0.00 0.00 0.00 Shear (Ibs) 0.00 - 1145.26 2290.55 - 3435.79 1717.90 -- 0.00 - 0.00-00(1 -0.00 413 Line 10 Lateral force = 4542.04 lbs Total length = 3930 ft Shear length = 15,83! ft Shear _demand= 114.99 p11 Shear_resist = -286.87 p11 Grid F 0 0.5 0,25 0 C.S A Segment 0.00 100 2.00 300 Segment length (N) 0,00 5.28 5.28 5.28 7.89 0.00 0.00 Shear resist (V/N) V V Y N Distance (N) 0.00 5.28 10.56 15.83 4.00W 31.61 -39.50 23.72 0.00 0.00 Net Shear )plf) 0.00 -171.88 -171.88 -171.88 -" 114.99 0.00 0.00 Shear (Ibs) 0.00 -907.13 -1814.26 - -2721.39 - -1814.26 0.011 0.00 AY4 Lice 12 Lateral force = 3885.85 lbs Total length 39,2 ft Shear length = 16.08 It Shear_demand = 99.00 gIl Shear-resist -241,61 p11 Grid F E 0.5 0.25 0 C.S A Segment 000 1.00 2.00 3.00 4.00 5.00 6.00 Segment length (N) 0.00 5.36 5.36 5.36 7.72 7.72 7.72 0.00 0.00 Shear resist )V/N) Y V V N N N Distance (N) 0.00 5.35 10.72 16.00 23,30 31.50 , 34.2S 3,04 0,04 Net Shear (pIt) 0,00 -14160 -142.60 - -142,60 99.00 '- .99.00 99.00 0.00 0.00 Shear (Ibs) - _,0.00 -764,52 -1529,04 -22-1529.04.-764,52 0.00 0.00 1100 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 SHEAR DIAGRAM 000 -500.00 7 -860.76 e -1124.54 -1500.00 -2000.00 \~2241.07 -250000 Length (tt) SHEAR DIAGRAM 4000,00 3500.00 \3435.79 3000,00 2290.53 2500.00 1 2000,00 1717.90 1145.26 150000 1000,00 50000 0,00 1 0.5 0 C.JS a a Length (tt) SHEAR DIAGRAM am 0.00 NV071 -2000.00 '3000,00 Length (ft( SHEAR DIAGRAM 0.00 000 0.00 -1000.00 -1500.00 -1529.04 -1529.04 -2293.16 '2500,00 Length (ft) 29 of 66 rl Drag Design 8/15/2017 AY5 line 15 Lateral force = 447027 lbs Total length = 40flj ft Shear length = 8.17ft Shear_denrand = 111.29Jp1f Shear resist = -541.38 PH Grid F E.5 D.75 0.25 C.75 C.S A.25 A Segment 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.001 Segment length (ft) 000 2.57 8.00 8.00 3.50 8.00 8.00 2.001 Shear resist (Y/N) V N N V N N Distance (A) 0.00 2.67 10.67 18.67 22.17 30.17 38.17 40.17 0.00 Net Shear )plf) 0.00 -436.09 111.29 11L29 -436.09 111.29 111.29 -436.09 0.00 Shear (lbs) 0.00 -1162.90 272.55 617.79 -908.51 -18.17 872.17 0.00 0.00 O DIRECTION AXI Line E Lateral force = 10955.23 lbs Total length = 98.67 ft Shear length = 19.83 ft Shear _demand = 111.03 plf Shear-resist = -552.3_, plf Grid 2.00 2.50 4.0 7.50 10.00 11.00 13.50 14.00 16.00 egment 0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 Segment length (It) 0.00 9.92 9.92 17.67 17.67 14.00 9.88 9.88 9.75 Shear resist (V/N) V V N N N N N N Distance (It) 0.00 9.92 19.83 37.50 55.17 69.17 79.04 88.92 98.67 Net Shear (plf) 0.00 -441.33 -441:33 111.03 111.03 111.03 111.03 111.03 111.03 Shear (lbs) 0.00 -4376.54 -8753.08 -6791.50 -4829.92 -3275.47 -2179.02 -1082.57 0.00 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 SHEAR DIAGRAM 872.17 100000 617.79 V00 E.72ssn.2sc.r5 c.5'8'7A.25 ® .1500.00 Length (tt) SHEAR DIAGRAM 0.00 000 0.00 2. soT ll.W 1082 5* 00 -4376.54 .10000,00 Length (ft) 30 of 66 Patterson Engineering 4655 Cass St. Suite 404 PROJECT. Guardrail PAGE: CLIENT: San Diego CA 92109 DESIGN BY: JOB NO.: DATE: REVIEW BY: Handrail Design Based on AISC 360-10 & ACI 318-11 INPUT DATA & DESIGN SUMMARY HANDRAIL SECTION => HSS2x2xlI4 => A Z S t h HANDRAIL YIELD STRESS F y = 46 ksi 1.51 0.96 0.75 0.23 2.00 BALUSTER SECTION => HSS2x2x1I4 => A Z S t h BALUSTER YIELD STRESS F = 46 ksi 1.51 0.96 0.75 0.23 2.00 HANDRAIL SPAN L = 48 in 200 LBS BALUSTER HEIGHT H = 42 in BALUSTER SLEEVE DEPTH D = 4 in EDGE DISTANCE TO SLEEVE c = 2.25 in 50 PLF * 4 FT= 200 LB CONCENTRATED LOAD HORIZ. LOAD PERP. TO HANDRAIL w = 50 plf (UBC Tab. 16-13, ASCE 7-10 4.5.1) THE BRACE DESIGN IS ADEQUATE. SECTION ANALYSIS CHECK HANDRAIL CAPACITIES (AISC 360-10 F7, G5 or F8, G6) 100 ft-lbs WL 100 lbs 8 2 b _M_ 1.61 ksi (Mn /Qb)/S= (FZ/1.67)/S= s = = 0.11 ksi < (0.6 F C IQ,) = (0.6 F 1.0/1.67) = CHECK BALUSTER CAPACITIES (AISC 360-10 F7, G5 or F8, G6) M=wLH= 700ft-Ibs V=wL= 2001b5 11.24 ksi < (Mn /Qb)IS= (FZ/1.67)IS= f = = 0.21 ksi (0.6F f C,1.(2,)= (0.6F 1.011.67)= 35.55 ksi [Satisfactory] 16.53 ksi [Satisfactory] 35.55 ksi [Satisfactory] 16.53 ksi [Satisfactory] 5 114* I 2x PLATES I I ' 7/r Typ 4.55.25,3iN STEEL PLATE I 3/16 M/I = 8.4 K-IN / 2.25 IN = 3.74 K LAGS -13 M = 200 LB (42 IN) = 8.4 K-IN 't~ ASS 24I/4 @ 4-O S.C. SECTION 5.5 3116 NDS TABLE 11.2A: 4.562568 25435 STEEL PLATE ECK FINISH W,(2 = AR RA/ I-lr2O,ALASS /IERARCH.L G 0.5 /7 D25548 O.C.ECKSHEATEING B.N./ ER PLAN W = 378 LB/IN iomROuGHJf T I I I Cd = 1.6 (SHORT-TERM LOADING) BELA (~ t 3434114 WASHER 5" PENETRATION: BEAM PER PLAN EN \\ LECKJOIST Wu = 378 LB/IN * 5 IN * 1.6 3.024 K 24BLKS@4r0 PER PLAIN 24BLK5W14-16d DECK JOIST PEN PLAN '- REAM PER PLAIN SHEAR LLPERPLAN - (2) 1/2" DIAM BOLTS ON EACH POSTS 25 STUD WALL @I6OC.- 3.024 K * 2 = 6.05 K > 3.74 K Fo 31 0f66 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 VERTICAL CALCULATIONS 32 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam lie = \\server-2O15\users\PAUER-1\DOCUME-1\PA1TER-1\Projec2O16\1662O3-1\Caicswercatcheriy.ec I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 Description: HDR-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1350 psi Ebend- xx 1600 ksi Fc - Pill 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 31.2pcf Beam Bracing : Completely Unbraced 0(0 407) Lr)0.37) 6x6 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Li no.020 ksf, Tributary Width = 18.50 ft, (Roof Load) DESIGN SUMMARY riim Bending Stress Ratio = - 0.490 1 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 823.09 psi fv : Actual = 68.22 psi FIB: Allowable = 1,679.83 psi Fv: Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D--Lr+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2052 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.075 in Ratio = 966-180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.358 2.358 Overall MINimum 0.749 0.749 +0+1-I 1.248 1.248 1.248 1.248 2.358 2.358 +0+544-I 1.248 1.248 +1D+0.750Lr40.750L14-1 2.080 2.080 +13*0.750L+0.7505#1 1.248 1.248 +O*0.60W+H 1.248 1.248 +0+0.70E+l-1 1.248 1.248 +1J40.750Lr+0.750L40450W.i-H 2.080 2.080 +0+0.750L+0.750S*0.450W#1 1.248 1.248 33 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam ile = \'.server-2015\users\PATTER-1\DOCUME-1\PAUER-1\projects\2O16\1662O3-1\CaIcs\Vertjcacherry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 I Lic. Licensee : Patterson Engineering, Inc Description: HDR-01 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 4J.0.750L+0.750S+0.5250E#1 1.248 1.248 +43.60D+0.60W40.60H 0.749 0.749 -f0.60Di-0.70E-*0.60H 0.749 0.749 D Only 1.248 1.248 LrOnly 1.110 1.110 L Only S Only WOnly E Only H Only 34 of 66 Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0,020 ksf, Tributary Width = 5.0 ft, (Roof Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.216 1 Maximum Shear Stress Ratio Section used for this span 5.25x1 1.875 Section used for this span fb : Actual = 801 .29 psi fv : Actual FB : Allowable = 3,703.17 psi Fv: Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 8.500ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.129 in Ratio= 1581 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.294 in Ratio = 693-180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood B 00 earn Ile = \server-2015\uses\PAUER-1\D0CuME-1PAUER-1\Projects\2016\166203-1\Calcs\vercarchenyec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06009682 Licensee 1iii,iEngineering, Description : RB-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3100 psi Ebend-xx 2000ksi Fc - Pill 3000 psi Eminbend - xx 530120482 ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285 psi Beam Bracing : Completely Unbraced Ft 1950 psi Density 41.75 pcf D(0.11 Lr(0.1) I, yr yr 5.25x11.875 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. = 0.117:1 5.25x11.875 = 41.54 psi = 356.25 psi +D+Lr+H = 0.000ft = Span #1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.939 1.939 Overall MINimum 0.653 0.653 +041 1.089 1.089 +04L41 1.089 1.089 1.939 1.939 1.089 1.089 +0+0.750Lr0.750L41 1.726 1.726 +00.750L40.750S+H 1.089 1.089 +O+0.60W+H 1.089 1.089 +0+0.70E41 1.089 1.089 +0*0.750Lr+0.750L+0.450W+H 1.726 1.726 +0+0.750L+0.7505-s0.450W#1 1.089 1.089 35 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam ile = \'sever-2015\users\PATTER-1\DOCUME-1PATTER-1\Projects\2O16\1662O3-1\CaIcs\VerfcaRcherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver.6.17.3.17 I Lic. #: KW-06009682 Licensee : Patterson Engineering, Inc Description : RB-01 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D40.750L40.750S+0.5250E-*j 1.089 1.089 40.60D+0.60W+0.60H 0.653 0.653 +0.60D+0.70E+0.60H 0.653 0.653 D Only 1.089 1.089 Lr Only 0.850 0.850 L Only S Only WOnly EOnly H Only 36 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 [Wood B earn rile \\server-2015\users\PA1TER-1\DOCUME-1\PATrER-1\Projects2016\166203-1\Caicswechenyec6 ill ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 lit Licensee Iu1 Patterson 11Engineering, Description : RB-02 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(O.242) Lr(0.22) 6x12 Span = 12.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. - Beam self weight calculated and added to loads Uniform Load: Dr 0.0220, Lr= 0.020 ksf, Tributary Width = 11.0 ft, (Roof Load) DESIGN SUMMARY ,Maximum Bending Stress Ratio = 0.510 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span th : Actual = 847.59 psi fv : Actual FB : Allowable = 1,660.67p5i Fv : Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 6.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 1555 >=240. Max Upward Transient Deflection 0.000 in Ratio= 0<240.0 Max Downward Total Deflection 0.200 in Ratio= 719>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation: Far left is#1 7)p-,inn (. = 0.270:1 6x12 = 57.31 psi = 212.50 psi -4-D+Lr+H = 0.000 ft = Span #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.854 2.854 Overall MiNimum 0.921 0.921 +0*4-I 1.534 1.534 *0441 1.534 1.534 -i-D+Lr4l 2.854 2.854 'O+S+I-1 1.534 1.534 +D+0.750Lr*0.750L*4-1 2.524 2.524 +D*0.750L*0.750541 1.534 1.534 +0*0.60W+H 1.534 1.534 +0*0.70E44 1.534 1.534 *0*0.750Lr*0.750L*0.450W+H 2.524 2.524 +0*0.750L+0.7505*0.450W+H 1.534 1.534 37 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam lie = \\server-2015\users\PA1TER-1\DOCUME-1\PA INC. 1983-2017. Build:6.17.3.17. Ver.6.17.3.17 Description RB-02 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 .+4J#0.750L40.750S+0.5250E41 1.534 1.534 40.60D+0.60Wf0.60H 0.921 0,921 +0.60D+0.70E+0.60H 0.921 0.921 O Only 1.534 1.534 LrOnly 1.320 1.320 L Only S Only WOnly EOnly H Only 38 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PA1TER-1 INC. 1983-2017, Build:6.17,3.17, Ver.6.17.3.17 Description : RB-03 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E . Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,350.0 psi Ebend- xx 1,600.0ksi Fc - Prll 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir- Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Uribraced D(O.036) D(0.044 Lr(O.04) 6x12 Span = 19.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 2.0 ft, (Wall Above) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.374 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span th : Actual = 613.04p5i fv : Actual FB : Allowable 1 ,637.30p5i Fv : Allowable Load Combination +D±Lr±H Load Combination Location of maximum on span = 9.625ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio = 2072 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.373 in Ratio = 620>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 l1!iIs] = 0.130:1 6x12 = 27.62 psi = 212.50 psi +D±Lr+H = 0000ff = Span #1 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.287 1.287 Overall MiNimum 0.385 0.385 i4j+H 0.902 0.902 4D4tH 0.902 0.902 40ftr-41 1.287 1.287 +0+9-41 0.902 0.902 +D+750Lr4O750L41 1.191 1.191 +O+0.750L+0.7505+H 0.902 0.902 +00.60W+H 0.902 0.902 .i-D+0.70E-i4-1 0.902 0.902 +D+0.750Lr+0750L0450W+H 1.191 1.191 39 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description: RB-03 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +00.750L+0.7505-s.0.450W-i-H 0.902 0.902 +4J40.750L*0.750S+0.5250E+4-1 0.902 0.902 +0.60D+0.60Wf0.60H 0.541 0.541 40.60D40.70E+0.60H 0.541 0.541 O Only 0.902 0.902 Lr Only 0.385 0.385 LOnly S Only WOnly EOnly H Only 40 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015\Users\PATrER-1\DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : RB-04 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced Fb - Tension 1,350.0 psi E: Modulus of Elasticity Fb - Compr 1,350.0 psi Ebend- xx 1,600.0ksi Fc - Pill 925.0 psi Eminbend - xx 580.0 ksi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi Density 31.20pcf 6x12 Span =1OOft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Li = 0.020 ksf, Tributary Width = 2.0 ft, (Roof Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 4.0 It, (Wall Above) Point Load: D=0.910, Li = 0.390 k t 8.0 It, (HDR) DESIGN SUMMARY - Maximum Bending Stress Ratio = 0.219 1 Maximum Shear Stress Ratio Section used for this span 6x1 2 Section used for this span fb : Actual = 263.20 psi fv : Actual FIB: Allowable = 1 ,204.26p5i Fv : Allowable Load Combination +D+H Load Combination Location of maximum on span = 6.387ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs 'FTIs] = 0.194:1 6x12 = 29.73 psi = 153.00 psi +D+H = 9.051 ft = Span #1 Service loads entered. Load Factors will be applied for calculations. Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = Max Upward Transient Deflection 0.000 in Ratio= Max Downward Total Deflection 0.059 in Ratio= Max Upward Total Deflection 0.000 in Ratio= 7809 >=240. 0<240.0 2048>=180 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.109 1.889 Overall MiNimum 0.278 0.512 0.831 1.377 -s-D+L+H 0.831 1.377 -'-D+Lr+H 1.109 1.889 +0+5-s-H 0.831 1.377 +D-s-0.750Lr+0.750L+l-j 1.039 1.761 +D+0.750L+.7505+l-1 0.831 1.377 .s.D+0.60W-s4-1 0.831 1.377 +D+0.70E-+fl 0.831 1.377 41 0f66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-201 INC. 1983-2017, 8ui1d:6.17.3.17, Ver:6.17.3.17 Description : RB-04 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W41 1.039 1.761 +D+0.750L+0.7505+0.450W+H 0.831 1.377 +D+0.750L-i.0.7505+0.5250E41 0.831 1.377 +0.60D+0.60W+0.60H 0.498 0.826 +0.60D+0.70E+0.60H 0.498 0.826 O Only 0.831 1.377 LrOnly 0.278 0.512 LOnly S Only WOnly E Only H Only 42 of 66 Boise Cascade Single 18" BCI® 60-2.0 DF Joist\FJ-01 BC CALC® Design Report Build 5966 Job Name: Address: City, State, Zip:, Customer: Code reports: ESR-1336 Dry Ii span I No cantilevers 1 0/12 slope 16 OCS I Repetitive I Glued & nailed construction File Name: CherryJoists.bcc Description: Designs\FJ-01 Specifier: Designer: Company: Misc: August 15, 2017 13:04:55 21-00-00 BO BI Total Horizontal Product Length = 21-00-00 Reaction Summary (Down I Uplift) (Ibs) Bearing Live Dead Snow Wind Roof Live BO, 2-1/2" 560/0 392/0 B1,2-1/2" 560/0 392/0 Load Summary Tag Description Load Type Ref. Start Live End 100% Dead 90% Snow Wind Roof Live OCS 115% 160% 125% 1 Floor Load Unf. Area (lb/ftA2) L 00-00-00 21-00-00 40 28 16 Controls Summary Value %Allowable Duration Case Location Disclosure Pos. Moment 4,860 ft-lbs 50.7% 100% 1 10-06-00 Completeness and accuracy of input must End Reaction 952 lbs 48.5% 100% 1 00-00-00 be verified by anyone who would rely on End Shear 933 lbs 39.3% 100% 1 00-02-08 output as evidence of suitability for Total Load Defi. L1756 (0.329") 31.7% n/a 1 100600 particular application. Output here based on building code-accepted design Live Load Defi. L/1,286 (0.193") 37.3% n/a 2 10-06-00 properties and analysis methods. Max Defi. 0.329" 32.9% n/a 1 10-06-00 Installation of Boise Cascade engineered Vibration 20'7" 80.7% n/a 00_00_00 wood products must be in accordance with Span / Depth 13.8 n/a n/a 0 00-00-00 current Installation Guide and applicable building codes. To obtain Installation Guide Squash Blocks Valid or ask questions, please call (800)232-0788 before installation. %Allow %Allow Bearing Supports Dim. (L x W) Value Support Member Material BC CALC®, BC FRAMER®, AJS', BO Wall/Plate 2-1/2' x 2-5/16" 952 lbs n/a 48.5% Unspecified ALLJOIST® BC RIM BOARD TM BCl®, Bi Wall/Plate 2-1/2' x 2-5/16" 952 lbs n/a 48.5% Unspecified BOISE GLULAMTM SIMPLE FRAMING SYSTEM®, VERSA-LAM®, VERSA-RIM PLUS® , VERSA-RIM®, Vibration Summary VERSA-STRAND®, VERSA-STUD® are Subfloor: 23/32' OSB, Glue + Nail Gypsum Ceiling: 5/8" trademarks of Boise Cascade Wood Strapping: None Bracing: None Products L L.C. Cautions Web stiffeners required at bearing BO. Web stiffeners required at bearing B1. Web Stiffeners are required at each bearing location Design meets Code minimum (L1240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1") Maximum total load deflection criteria. Calculations assume member is fully braced. Composite El value based on 23/32" thick OSB sheathing glued and nailed to member. Design based on Dry Service Condition. 43 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 [Wood Beam File = \\SERVER-2015\Users\PATTER--1\DOCUME-1\PATrER-1\Projects\2016\166203-1\Calcs\cheny,ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.317 I Lic. Licensee : Patterson Engineering, In( Description DJ-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Wood Species Wood Grade Beam Bracing : : Boise Cascade : Versa Lam 2.0 3100 West Completely Unbraced Fc - Fc - Fv Ft PrO Perp 3,000.0 psi 750.0 psi 285.0 psi 1,950.0 psi Eminbend - xx 1,036.83 ksi Density 41.75Opcf - D(O.023994)L(007998) + 1 75x11,25 Spar= 10.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0180, L = 0.060 ksf, Tributary Width r 1.333 ft, (Deck Load) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculatioru Maximum Bending Stress Ratio = 0.315: 1 Maximum Shear Stress Ratio Section used for this span 1.75x11.25 Section used for this span fb : Actual = 445.69 psi Iv : Actual FIB: Allowable = 1,417.11 psi Fv : Allowable Load Combination +D+L±H Load Combination Location of maximum on span = 5.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs = 0.120:1 1.75x11.25 34.16 psi 285.00 psi +D+L+H = 0.000 ft = Span #1 Maximum Deflection Max Downward Transient Deflection 0.044 in Ratio = 2753 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0<360 Max Downward Total Deflection 0.060 in Ratio = 2007 >r240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.548 0.548 Overall MINimum 0.089 0.089 0.149 0.149 +D±L*H 0.548 0.548 +D+Lr+H 0.149 0.149 +D+S+H 0.149 0.149 +D+.750Lr-i-.750[+H 0.448 0.448 +D+0.750L+0.750541 0.448 0.448 +D+0.60W+H 0.149 0.149 .+O+0.70E-i-H 0.149 0.149 +D+0.750Lr+0.750L+0.450W41 0.448 0.448 -i-D+0.750L+0.750S-f0.450W+H 0.448 0.448 44 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 [Wood Beam File = \\SERVER-2015\Users\PATTER-lkDOCUME-1\PATTER-1\Projects\2016kl66203-1\Caics\cherry 06—j ENERCALC, INC. 1983-207, Build:6.17.3.17, Ver.6i7.3.17 Lic. #: KW-06009682 Licensee IIu1 Patterson I1ITEngineering, Description DJ-01 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S-+0.5250E41 0.448 0.448 +0.60D-'0.60W+0.60H 0.089 0.089 +0.60D+0.70E+0.60H 0.089 0.089 D Only 0.149 0.149 Lr Only L Only 0.400 0.400 S Only WOnly E Only H Only 45 of 66 Fb - Tension 3,100.0 psi Fb - Compr 3,100.0 psi Fc - PrIl 3,000.0 psi Fc - Perp 750.0 psi Fv 285.0 psi Ft 1,950.0 psi E: Modulus of Elasticity Ebend-xx 2,000.0ksi Eminbend -xx 1,036.83ksi Density 41.750pcf Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam Description HDR-02 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Boise Cascade Wood Grade : Versa Lam 2.0 3100 West Beam Bracing : Completely Unbraced 5\Users\PA INC. 1983-2017, Build:6.17.3.1 7, Ver:6.17.3.1 7 0(0.09) L(0.3) 0(0.144) D(V9) Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculation, Beam self weight calculated and added to loads Uniform Load: D = 0.0180 ksf, Tributary Width = 5.0 ft, (Wall Above) Uniform Load : D = 0.0180 ksf, Tributary Width = 8.0 ft, (Door Below) Uniform Load : D = 0.0180, L = 0.060 ksf, Tributary Width = 5.0 ft, (Deck Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.506: 1 Maximum Shear Stress Ratio Section used for this span 5.25x18 Section used for this span fb : Actual = 1,378.62p5i fv : Actual FB : Allowable = 2,724.68 psi Fv: Allowable Load Combination +D+L+H 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 0.213 in Ratio = 1127 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.462 in Ratio = 519 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 '1rTI. = 0.310:1 5.25x18 = 88.30 psi = 285.00 psi +D+L+H = 0.000 ft Span #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.514 6.514 Overall MiNimum 2.108 2.108 3.514 3.514 +D+L+H 6.514 6.514 +lj+Lr+H 3.514 3.514 +D+S4I 3.514 3.514 +D+0.750Lr.i-0.750L+H 5.764 5.764 '4O+0.750L'*0,7505+1-1 5.764 5.764 +D+0.60W+H 3.514 3.514 +D+0.70E+H 3.514 3.514 46 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015\Users\PATTER--1\DocUME--1 \PATTER-1\Projects\2016\166203--1\calcs\chr,éc6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 A IUiuIfIII1If.P Licensee : Patterson Engineering, In( Description HDR-02 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 -sO-s0.750Lr-*0.750L+0.450W*1-1 5.764 5.764 #O+0.750L+0.7505+0.450W+H 5.764 5.764 +D-s..750L+0.7505+0.5250E4l 5.764 5.764 -'-0.60D+0.60W-'-0.60H 2.108 2.108 -f0.60D+0.70E+0.60H 2.108 2.108 D Only 3.514 3.514 LrOnly L Only 3.000 3.000 S Only WOnly E Only H Only 47 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-201 INC. 1983-2017, Build:10.17.7.24. Ver:10.17.7.24 Description: HDR-03 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,000.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 1,000.0 psi Ebend- xx 1 ,700.Oksi Fc - Prll 1,500.0 psi Eminbend - xx 620.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 62 5. 0 psi Wood Grade : No.1 Fv 180.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced 4x12 Span = 5.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0180 ksf, Tributary Width = 10.0 ft, (Wall Above) Uniform Load : D = 0.0280, L = 0.040 ksf, Tributary Width = 20.0 ft, (Floor Load) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.875 1 Maximum Shear Stress Ratio Section used for this span 4x12 Section used for this span fb : Actual = 951 .73ps1 fv : Actual FB : Allowable = 1,087.85 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 2.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio = 2812 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.045 in Ratio = 1452 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 = 0.599:1 4x12 = 107.76 psi = 180.00 psi = 4.577 ft = Span #1 L. ... Vertical Reactions Support notaon: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.258 4.258 Overall MINimum 1.235 1.235 +D-i4-1 2.058 2.058 +0441 4.258 4.258 +D+Lr4j 2.058 2.058 2.058 2.058 i-O+0.750Lr+0750L41 3.708 3.708 +0+0.750L+0.7505#1 3.708 3.708 +O+0.60W+H 2.058 2.058 +0+0.70E41 2.058 2.058 +0+0.750Lr+0.750L+0 450 W+Fl 3.708 3.708 48 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam TrER-100CU ME-i INC. 1983-2017, Build:10,17.7.24, Ver:10.17.7.24 Description HDR-03 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0450W+H 3.708 3.708 4O40.750L-0.750S0.5250E#1 3.708 3.708 +0.60D+0.60W+0.60H 1.235 1.235 +0.60D+0.70E+0.60H 1.235 1.235 O Only 2.058 2.058 Lr Only L Only 2.200 2.200 S Only WOnly EOnly H Only 49 of 66 Patterson Engineering 928 Fort Stockton Dave San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PA INC. 1983-2017, Build:10,17.7.24. Ver:10.17.7.24 Description : HDR-04 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 1,350.0 psi Ebend-xx 1,600.0ksi Fc - PrIl 925.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0psi Ft 675.0 psi Density 31.20 pcf Beam Bracing : Completely Unbraced D)0.48) L,(0.4) 0(0.28) L(0.4) 610 Span 5.50fl 01 Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0180 ksf, Tributary Width = 10.0 ft, (Wall Above) Uniform Load: D = 0.0280, L = 0.040 ksf, Tributary Width = 10.0 ft, (Floor Load) Uniform Load: D = 0.0240, Lr = 0.020 ksf, Tributary Width = 20.0 ft, (Roof Load) DESIGN SUMMARY . Maximum Bending Stress Ratio = 0.551: 1 Maximum Shear Stress Ratio = 0.449: 1 Section used for this span 6x10 Section used for this span 6x10 fb Actual = 741.17psi fv:Actual = 76.31 psi FIB: Allowable = 1,343.96psi Fv:Allowable = 170.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.750ft Location of maximum on span = 4.717 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 5009 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.051 in Ratio = 1291 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.266 4.266 Overall MiNimum 1.100 1.100 2.616 2.616 3.716 3.716 *O+Lr-'4-i 3.716 3.716 +D+S+i-i 2.616 2.616 +D+0.750Lr+0.750L4i 4.266 4.266 +D-'.0.750L+0.7505+H 3.441 3.441 +D+0.60W+H 2.616 2.616 +D0.70E.+4-i 2.616 2.616 50 of 66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 [Wood B File = \\SERVER-2015\Users\PAUER1\D0CUME-1 \PATTER-1\Projects\2016\166203-1\Calcslcherry.ec6 1111 earn ENERCALC, INC. 19832017, Build:10.17,7.24, Ver:10.17.7.24 Description : HDR-04 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +040.750Lr+0.750L40.450W+H 4.266 4.266 +040.750L40.750S+0.450W+H 3.441 3.441 +O+0.750L40.750S+0.5250E41 3.441 3.441 40.600+0.60W-f0.60H 1.570 1.570 +0.60D+0.70E+0.60H 1.570 1.570 D Only 2.616 2.616 LrOnly 1.100 1.100 LOnly 1.100 1.100 S Only WOnly E Only H Only 51 0f66 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015\Users\.PATrER-1 \DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 I ENERCALC, INC. 1983-2017, Build: 10.17.7.24, Ver:10,17.7.24 Description I HDR-05 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb + 3,100.0 psi F: Modulus of Elasticity Load Combination ASCE 7-10 Fb - 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.75Opcf Beam Bracing : Completely Unbraced Span = 5.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (Roof Load) Point Load: D = 7.90, Lr = 3.450, L = 2.160, E = 0.050 k @4.50 ft, (FB-03) Point Load: D=0.5160, Lr = 0.4130 k @4.50 ft, (Roof Beam) Point Load: E = 1.514 k @4.50 ft, (SW Above) Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.780 : 1 Section used for this span 5.25x11.25 fv : Actual = 222.30 psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Location of maximum on span = 4.577 ft Span # where maximum occurs = Span # 1 0.010 in Ratio= 6332 >=480. 0.000 in Ratio= 0<480.0 0.035 in Ratio= 1912>=240. 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.564 10.794 Overall MiNimum 0.284 1.280 -s-D-iH 1.680 7.036 2.073 8.803 2.465 10.279 +O-s-S4I 1.680 7.036 +040.750Lr#0.750L+4-1 2.564 10.794 -'O+0.750L+0.7505+H 1.975 8.361 +D+0.60W+H 1.680 7.036 52 of 66 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 = 0.309 1 5.25x11.25 = 950.24psi = 3,075.55psi +D+L+H = 4.496 ft = Span #1 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam INC. 1983-2017, Build:10.17.7.24, Ver:10.17.7.24 Description : HDR-05 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +040.70E-'4-1 1.879 7.932 +O+0.750Lr40.750L+0.450W+H 2.564 10.794 +D#0.750L+0.750S-'0.450W+H 1.975 8.361 +040.750L+0.750S+0.5250E41 2.124 9.033 +0.60D+0.60W+0.60H 1.008 4.222 +0.60D+0.70E+0.60H 1.207 5.117 D Only 1.680 7.036 Lr Only 0.785 3.243 LOnly 0.393 1.767 S Only WOnly E Only 0.284 1.280 H Only 53 of 66 pi PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 FOUNDATION CALCULATIONS 54 of 66 I _PATTERSON ENGINEERING, INC. - ----------- - - -._ _.-__._..-.-..-.. -. 928 FORT STOCKTON DRIVE, SUJITE 2011 1 - ----.----- -- -. •-, --'_-- SAN.6LEdO,.dA.9iO3-- - I I 1 I - - ----. ----- -- -: -------'---4- 1IIIIirI I __IiIII IIL I 4T: I. t. I --.-- —i—. I Extinq_Footing Capacity 15x18i I ------i-----, -- -I ---- -.-------- I -4 - ------- - _4H HHH --__ HIN III I 1 1 ,, 1 — - h ------'L,--L —I Area of Concrete - 15 * (18 2) - 540 in. sq. - 3.75 sq. ft. 1 ------------H------- _________ Capacity = 2,200 psf *375 sq. ft.41 =I825O lbs I - - —4------- - - --For-seismic Ioad,.the.capacity can be.increased.by.33%- _Ca__ "ity --.----.---- J- A_ I 4--H-- ------ --4--- L1 ............ --+ — -. •.___-4. •r ---- tt :.. . *ti 4. I I I __-- --- -- r---H __ , ----- i---- __ ----55 of 66 PROJECT: F2.0 PAGE: CLIENT: DESIGN BY: PATTERSONENGINEERING JOB NO.: DATE: 5/31/2017 REVIEW BY: Pad Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH ci = 3.5 in FOOTING WIDTH B = 2.00 ft COLUMN DEPTH C2 = 3.5 in FOOTING LENGTH L = 2.00 It BASE PLATE WIDTH b1 = 3.5 in FOOTING THICKNESS T = 18 in BASE PLATE DEPTH b2 = 3.5 in LONGITUDINAL REINF. 3 # 5 @ 9 in o.c. FOOTING CONCRETE STRENGTH f' = 3 ksi TRANSVERSE REINF. 3 # 5 @ 9 in cc. REBAR YIELD STRESS f = 60 ksi AXIAL DEAD LOAD PDL = 0 k AXIAL LIVE LOAD . LL = 8.55 k LATERAL AXIAL LOAD IND 1SEISMIC) FLAT : es,ic,SD SEISMIC ////// ////// SURCHARGE qs = 0 ksf H H SOIL WEIGHT w 0.11 kcf , • -4 FOOTING EMBEDMENT DEPTH Df = 1.5 It FOOTING THICKNESS T = 18 in C ALLOW SOIL PRESSURE Qa = 2.2 ksf FOOTING WIDTH B = 2 ft FOOTING LENGTH L = 2 It BOTTOM REINFORCING # 5 L b THE PAD DESIGN IS ADEQUATE. L ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) CASE 1: DL + LL P = 9 kips 1.2 DL + 1.6 LL Pu = 14 kips CASE 2: DL + LL + Eli 4 P = 9 kips 1.2 DL + 1.0 LL + 1.0 E Pu = 9 kips CASE 3: 0.9 DL + E / 1.4 P = 0 kips 0.9 DL + 1.0 E Pu = 0 kips CK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE 2 CASE 3 qMAx = + q,+ (0.15- w)T = 2.20 ksf, 2.20 ksf, 0.06 ksf BL q MAX < k Q a [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. GN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 0 l M1, 0.85flf EU •=M/N(0.00181_ 85f - 0.383bdfc.J f Eu+E/ d ' 3PJ -I--v LONGITUDINAL TRANSVERSE d 1469 14.38 b 24 - 24 q umax 3.42 3.42 Ma 2.50 2.50 0.000 - .000 Pmin 0.000 0.000 - ..f Reg D 0.05 1 # 5 . 0.05 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 3 # 5 © 9 in o.c. 3 # 5 © 9 in o.c. Pmax 0.015 0.015 Check Pprod < Pmax I [Satisfactory] [Satisfactory] 56 of 66 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) cbv = 2Øbd..ji? LONGITUDINAL TRANSVERSE Vu -2.53 0.75 0.75 On 29.0 28.3 Check Vu <(Va [Satisfactory] - - [Satisfactory] PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) øvn =(2±y)Ø/j ui = 172.21 kips where 0 = 0.75 (ACI 318 21.2) Pc = ratio of long side to short side of concentrated load = 1.00 b0 = Cl + C2 + b1 + b2 + 4d = 72.1 in AP = b0 d = 1048.1 in2 y = MIN(2, 4/Il, 40d/b0) = 2.0 I (b (b , V11 = u, max 1_ + ± ++ djj = 5.9588 kips < 0 V , [Satisfactory] (contd) 57 of 66 PROJECT: F2.5 PAGE: CLIENT: DESIGN BY: PA1TERSONENGINEERING JOB NO.: . DATE : 5/31/2017 REVIEW BY Pad Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH C1 = 3.5 in FOOTING WIDTH 8 = 250 ft COLUMN DEPTH C2 = 3.5 in FOOTING LENGTH L = 2.50 ft BASE PLATE WIDTH b1 = 3.5 in FOOTING THICKNESS T = 18 in BASE PLATE DEPTH b2 = 3.5 in LONGITUDINAL REINF. 3 # 5 @ 12 in o.c. FOOTING CONCRETE STRENGTH fc' = 3 ksi TRANSVERSE REINF. 3 # 5 @ 12 in o.c. REBAR YIELD STRESS f = 60 ksi AXIAL DEAD LOAD PDL = 0 k AXIAL LIVE LOAD PLL = 13.25 k LATERAL LOAD (0=WND, 1=SEISMIC) = 1 Seismic,SD SEISMIC AXIAL LOAD FLAT = 0 k, SD [ SURCHARGE qs = 0 ksf INI SOIL WEIGHT w5 = 0.11 kcf FOOTING EMBEDMENT DEPTH Of = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE 0a = 2.2 ksf FOOTING WIDTH B = 2.5 ft co FOOTING LENGTH L = 2.5 It BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. L ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) CASE 1: DL + LL P = 13 kips 1.2 DL + 1.6 LL Pu = 21 kips CASE 2: DL + LL + E / 1.4 P = 13 kips 1.2 DL + 1.0 LL + 1.0 E Pu = 13 kips CASE 3: 0.9 DL + E / 1.4 P = 0 kips 0.9 DL + 1.0 E Pu = 0 kips CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE CASE qMAX = ---±q,+(O. 15 -w)T = 2.18 ksf, 2.18 ksf, 0.06 ksf q MAX < k 0 a . [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 13.27, 21, & 22) ( I '1 0.85/f 1. e ( T 4 085f.l I- Ii- M,, . I I. p .=MINI 0.0018- , -p - 'I _0. 383bcPf) .1 v £, +E1 l, d 3 P LONGITUDINAL TRANSVERSE d 14.69 14.38 b 30 30 q umax 3.39 3.39 M2 5.17 5.17 0.000 _______ 0.000 - Pmin 0.000 0.000 As ReqD 0.10 1#5 0.11 1#5 Max.Spacing 18 ino.c. iBm_o.c. USE 3# 5 @ 12ino.c. 3#5©12in o.c. 0.015 Pmax 0.015 Check Pprod <Pmax [Satisfactory] [Satisfactory] 58 of 66 (cont'd) 4 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) On = 2Øbdj7 LONGITUDINAL TRANSVERSE Vu -1.02 -0.80 0.75 0.75 On 36.2 35.4 Check Vu <(Vu [Satisfactory] (Satisfactory] ECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) OVn =(2±y)ØjjAp = 172.21 kips where = 0.75 (ACI 318 21.2) Pc = ratio of long side to short side of concentrated load = 1.00 b0 = c1 + c2 + b1 + b2 + 4d = 72.1 in AP = b0d = 1048.1 in y = MIN(2, 4/I, 40d/b0) = 2.0 [ 1(b±c (b±c '\1 Vi, = Pzi,max I_y ,y+dJ±d )] 13.542 kips V , [Satisfactory] 59 of 66 L-4~ PROJECT: F3.0 PAGE: CLIENT: DESIGN BY: PATTERSONENGINEERING JOB NO.: DATE: 5/31/2017 REVIEW BY: Pad Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH Cl = 3.5 in FOOTING WIDTH B = 3.00 ft COLUMN DEPTH C2 = 3.5 in FOOTING LENGTH L = 3.00 It BASE PLATE WIDTH b1 = 3.5 in FOOTING THICKNESS I = 18 in BASE PLATE DEPTH b2 = 3.5 in LONGITUDINAL REINF. 3 # 5 @ 15 in o.c. FOOTING CONCRETE STRENGTH fc, = 3 ksi TRANSVERSE REINF. 3 # 5 @ 15 in o.c. REBAR YIELD STRESS f2 = 60 ksi AXIAL DEAD LOAD PDL = 0 k AXIAL LIVE LOAD PILL = 19.25 k LATERAL LOAD (0=WINO, 1=SEISMIC) = 1 Seismic,SD SEISMIC AXIAL LOAD FLAT = 0 k, SD SURCHARGE = 0 ksf SOIL WEIGHT ws 0.11 kcf FOOTING EMBEDMENT DEPTH D1 = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE Qa = 2.2 ksf FOOTING WIDTH B = 3 ft m[ [ FOOTING LENGTH L = 3 It BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. L ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) CASE 1: DL + LL P = 19 kips 1.2 DL + 1.6 LL Pu = CASE 2: DL + LL + E / 1.4 P = 19 kips 1.2 DL + 1.0 LL + 1.0 E Pu = CASE 3: 0.9 DL + E / 1.4 P = 0 kips 0.9 DL + 1.0 E Pu = CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE 2 CASE 3 UMAX = BL ± q ± (0.15- w5)T = 2.20 ksf, 2.20 ksf, 0.06 ksf q MAX < k 0 a [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. GN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 0.85/1 f, I 'f 4 0.85f .11- Ii - M p . = c p = MINI 0.0018 . -p = .383hcPf) .f, e,1+ , d 3 .fy 31 kips 19 kips 0 kips LONGITUDINAL TRANSVERSE d 1469 14.38 b - 36 36 q umax 3.42 - 3.42 941 Mu 9.41 0.000 -0.000 Pmn 0.000 0.000 ReqD 0.19 1 # 5 0.19 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. - USE 3 8 5 @ 15 in o.c. 3 8 5 I 15 in o.c. Pmax 0.015 0.015 Check Pprod < Pmax [Satisfactory] [Satisfactory] 60 of 66 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) 011n = 2øbd.j7 I I LONGITUDINAL TRANSVERSE I vu 1.34 1.60 0.75 0.75 -- IWn 43.4 42.5 Check V <4V [Satisfactory] [Satisfactory] K PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) 01/',1=(2±y)ØjjAp = 172.21 kips where = 0.75 (ACI 318 21.2) Pc = ratio of long side to short side of concentrated load = 1.00 b0 = c1 +c2 +b1+b2 1-4d = 72.1 in AP = b0d = 1048.1 in y = MIN(2, 4/l3, 40d/b0) = 2.0 [ i '11 V11 = J'u, max L' - - I (b±cj + (b2±c, + d)] = 23.074 kips < 0 V ,, [Satisfactory] (contd) 61 0f66 PROJECT: F3.5' PAGE: CLIENT: DESIGN BY: PATTERSON ENGINEERING JOB NO.: . DATE: 5/31/2017 REVIEW BY: Pad Footing Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH C, = 3.5 in FOOTING WIDTH B = 3.50 ft COLUMN DEPTH C2 = 3.5 in FOOTING LENGTH L = 3.50 ft BASE PLATE WIDTH b, = 3.5 in FOOTING THICKNESS T = 18 in BASE PLATE DEPTH b2 = 3.5 in LONGITUDINAL REINF. 4 # 5 @ 12 in cc. FOOTING CONCRETE STRENGTH fc, = 3 ksi TRANSVERSE REINF. 4 # 5 @ 12 in cc. REBAR YIELD STRESS f, = 60 ksi AXIAL DEAD LOAD PDL = 0 k AXIAL LIVE LOAD PILL = 26 k LATERAL LOAD (0=WIND, 1=SEISMIC) = 1 SeismicSD L vN I SEISMIC AXIAL LOAD FLAT = 0 k, SD SURCHARGE qs = 0 ksf SOIL WEIGHT w5 = 0.11 kcf FOOTING EMBEDMENT DEPTH Df = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE Q2 = 2.2 ksf FOOTING WIDTH B = 3.5 ft FOOTING LENGTH L = 3.5 ft BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. L ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) CASE 1: DL + LL P = 26 kips 1.2 DL + 1.6 LL Pu = CASE 2: DL + LL + E / 1.4 P = 26 kips 1.2 DL + 1.0 LL + 1.0 E Pu = CASE 3: 0.9 DL + E / 1.4 P = 0 kips 0.9 DL + 1.0 E Pu = CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE CASE 3 qwix = BL ±qs±(O.15- = 2.18 ksf, 2.18 ksf, 0.06 ksf q MAX < k Q a' [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. 42 kips 26 kips 0 kips IGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) = 0.85f[1I 383bdu1j = 0.85,6j','. P. = M/NO.O0I8 PA4 11 LONGITUDINAL TRANSVERSE d 14.69 14.38 b 42 42 q umax 3.40 3.40 - Mu 15.29 - 15.29 -- p 0.000 - 0.000 Pmin 0.001 0.001 As - ReqD 0.31 1#5 0.32 2# 5 Max.Spacing 18ino.c.- -18ino.c. USE 4 # 5 @ 12 in o.c. 4 # 5 @ 12 in o.c. Pmax 0.015 0.015 Check Pprxd < Pmax I [Satisfactory] [Satisfactory] 62 of 66 FLEXURE SHEAR (AOl 318 13.2.7.2 & 22.5) On = 2Øbd*/ I LONGITUDINAL TRANSVERSE I Vu 4.52 4.83 0.75 0.75 Wn 50.7 - 49.6 Check V <V [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (AOl 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 5.4.2.3) øV =(2±y)ø.j7Ap = 172.21 kips where 0 = 0.75 (ACI 318 21.2) Pc = ratio of long side to short side of concentrated load = 1.00 b0 = c1 +c2 -i-b1+b2 +4d = 72.1 in A = b0d = 1048.1 in2 y = MIN(2, 4IIl , 40d/b0) = 2.0 r (b ±, h2+c2 = Pill, max [l ±dJL__-____ +d)] = 33.933 kips < 0 V , [Satisfactory] (cont'd) 63 of 66 , 4 I SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd. Pleasanton, CA 94588. www.strongtie.com I Job Name: CHERRY Wall Name: FAY5.1 Application: Garage Front Design Criteria: * Slab on grade - Garage curb * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: 13/4" 1W' Slab Garage Curb - -Y:--i— : Slab not I St10Wfl for clarity 4" min 16" min Plan View Perspective View Model Anchor Dimensions (in.) iAllowable Tension Loads (lbs.) Bolt Curb Width J Diamete I Length Mm. Embed. (le) Step-down End I Corner SW16x8x6 SSTB28 6 0.875 29.875 24.875 8475 10395 SW22x8x6 I SSTB28 6 0.875 29.875 24.875 I 8475 I 10395 Notes: Anchor design based on ICC-ES ESR-261 1. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center-to-center spacing is 3 le. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. Page 3015 64 of 66 V SIMPSON STRONG-TIE COMPANY INC. t IiI I (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. Strong-TieI www.strongtie.com Job Name: CHERRY Wall Name: FAY5.1 Application: Garage Front Design Criteria: * Slab on grade - Garage curb * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Curb/stemwall edge and surrounding foundation 5 ½WMin. -H--- —l—½WMtn. Id W I Section at Curb/Stemwall 37/U_ *— Simpson Strong-Wall not shown for clarity =•' ------- I/W1 W ----------------------------- 1/2W S = Wall Length minus 73/4 1/2W Curb/Stemwall Footing Plan PAB7 Anchor Solution Assuming Cracked Concrete Design: Model W de Anchor Bolt SW16x8x6 29 10 PAB7 SW22x8x6 29 10 PAB7 Anchor Solution Assuming Uncracked Concrete Design: Model W de Anchor Bolt SW16x8x6 25 9 PAB7 SW22x8x6 25 9 PAB7 Page 4 of 5 65 of 66 SIMPSON STRONG-TIE COMPANY INC. RI i.] I (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com - Notes: Anchor Design conforms to ACI 318 Appendix D assuming, ASTM A307 or ASTMF1 554, Grade 36 anchor rods and no supplementary reinforcement. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to AOl 318-11 section D.3.3.4.3 and AOl 318-14 section 17.2.3.4.3 Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. PAB7 anchor bolt available in 18", 24", 30" or 36" length. Minimum length required = H + de + 6.5". If minimum length exceeds 36" - Use PAB7x18 with CNW7/8 coupler nut and 7/8" A36 all thread extension. Pages of 5 66 of 66 STRUCTURAL CALCULATIONS PACKAGE Cherry Ave Residences 163 & 165 Cherry Avenue Carlsbad, CA 92008 RECtVEO 0 Date: June 15, 2017 Project Number: 16030032 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 TEL. 858.605.0937 FAX. 858.605.1414 E. infopattersoneng.com P Co20;17 so00 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 City of Carlsbad Subject: Duplex for Taylor City Project Number: PC2017-0016 Structural Responses: (d) Structural calculations for the guard are provided on Page 45. All decks have been calculated for a 150% live load requirement, in accordance with the CBC Table 1607.1 emergency building standards. All decks have been calculated for a 150% live load requirement, in accordance with the CBC Table 1607.1 emergency building standards. Truss details and calculations are provided. The structural plans, calculations and truss information has been reviewed by the EOR. Sheet S4.0 has been provided with the structural submittal set. Vertical and lateral analysis of the building has been provided in the structural calculations package. 70. The project address has been updated to 163 & 165 Cherry Ave. Regards, Curtis Patterson, S.E. 2 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 STRUCTURAL CALCULATIONS TABLE OF CONTENTS STRUCTURAL BASIS OF DESIGN....................................................................4 KEY PLAN ......................................................................................................................... 10 LATERAL CALCULATIONS...........................................................................................18 VERTICAL CALCULATIONS..........................................................................................47 FOUNDATION CALCULATIONS...................................................................................84 3 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 STRUCTURAL BASIS OF DESIGN 4 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 STRUCTURAL BASIS OF DESIGN: This project consists of a new two-story residence with multiple units. I. CODES The governing building code is the 2013 California Building Code (CBC) as based on the 2012 IBC (ASCE 7-10). Concrete design based on the American Concrete Institute Building Code Requirements for Structural Concrete (ACI 318-11). Masonry design based on TMS 402-1 1/ACI 530-1 1/ASCE 5-11 Building Code Requirements and Specification for Masonry Structures (MSJC Code). Steel design based on: AISC Specification for Structural Steel Buildings (AISC 360-10). AISC 341-10 Seismic Provisions for Structural Steel Buildings. AISI Si 00-07/S2-10 North American Specification for the Design of Cold-Formed Steel Structural Members, with Supplement 1, dated 2010 AWS Structural Welding Code ANSI/AWS D1.1 and D1.8 (current edition). Wood design based on: AF&PA NDS-2012 National Design Specification (NDS) for Wood Construction - with Commentary and, NDS supplement - Design Values for Wood Construction, 2012 Edition. AF&PA SDPWS-08 Special Design Provisions for Wind and Seismic. 5 of 95 PATTERSON ENGINEERING, INC. _____ 928 FORT STOCKTON DRIVE, SUITE 201 ___ SAN DIEGO, CA 92103 DESIGN CRITERIA SUMMARY CONCRETE: f' c = 3000 PSI, SPECIAL INSPECTION (U.O.N.) MASONRY: ASTM C90, P m = 1500 PSI, SPECIAL INSPECTION REQUIRED (U.O.N.) MORTAR: ASTM C270, f' c = 1800 PSI, TYPE S GROUT: ASTM C476, f' c = 2000 PSI REINFORCING ASTM A65 1, Fy = 40 KSI FOR #3 AND SMALLER STEEL: ASTM A615, Fy =60 KSI FOR #4 AND LARGER (U.O.N) STRUCTURAL ASTM A992, Fy =50 KSI (ALL "W" SHAPES ONLY) STEEL: ASTM A36, Fy =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy =35 KSI (STRUCTURAL PIPES) WELDING: E70 - T6 - TYP, FOR STRUCTURAL STEEL E90 SERIES FOR A615 GRADE 60 REINFORCING BARS Shop welding to be in an approved fabricator's shop. Field welding to have continuous special inspection. All welding to be done by certified welders. BOLTS & ASTM F 1554 THREADED ROD: SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2013 CBC I-JOISTS: BOISE CASCADE - ICC EDR-1336 (BCI MEMBERS) ENGINEERED BOISE CASCADE - ICC ESR-1040 (VERSA-LAM LVL MEMBERS) BEAMS: GLULAMS: DOUGLAS FIR OR DOUGLAS FOR / HEM GRADE 24F - V4 (SIMPLE SPANS) GRADE 24F - V8 (CANTILEVERS) SOIL: 167 CHERRY AVENUE-GEOTECHNICAL INVESTIGATION PROVIDED BY APPLIED CONSULTANTS, REPORT DATED 3/22/2017 6 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 DESIGN LOADS ROOF LOADS: ConcreteRoof Tile ..................................................................................................................= 12.0 psf Sheathing.................................................................................................................................= 2.0 psf Roof/Ceiling Framing ...............................................................................................................3.5 psf Insulation................................................................................................................................= 1.0 psf CeilingFinish ..........................................................................................................................= 2.0 psf Miscellaneous.........................................................................................................................= 1.5 psf TotalRoof Dead Load ........................................................................................................................= 22.0 psf TotalRoof Live Load .........................................................................................................................= 20.0 psf TotalRoof Load ..................................................................................................................................= 42.0 psf FLOOR LOADS: Flooring...................................................................................................................................= 9.0 psf Sheathing.................................................................................................................................= 2.5 psf Framing....................................................................................................................................= 4.5 psf CeilingFinish ..........................................................................................................................= 2.5 psf Miscellaneous.........................................................................................................................= 1.5 psf TotalFloor Dead Load ........................................................................................................................= 20.0 psf TotalFloor Live Load .........................................................................................................................= 40.0 psf TotalFloor Load .................................................................................................................................= 60.0 psf 7 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 PROPOSED DECK LOADS: Decking....................................................................................................................................= 10.0 psf Sheathing.................................................................................................................................= 2.0 psf DeckFraming ..........................................................................................................................= 2.0 psf Insulation................................................................................................................................= 1.0 psf CeilingFinish ..........................................................................................................................= 1.5 psf Miscellaneous.........................................................................................................................= 1.5 psf TotalDeck Dead Load ........................................................................................................................= 18.0 psf TotalDeck Live Load .........................................................................................................................= 40.0 psf TotalDeck Load .................................................................................................................................= 58.0 psf EXTERIOR WALL LOADS: Studs.........................................................................................................................................=1.lpsf Sheathing..................................................................................................................................= 1.5 psf GypsumBoard ..........................................................................................................................= 2.5 psf Insulation..................................................................................................................................= 1.0 psf Finish........................................................................................................................................= 10.5 psf Miscellaneous..........................................................................................................................= 1.4 psf Total Exterior Wall Dead Load ...........................................................................................................= 18.0 psf 8 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 CEILING LOADS: CeilingFinish .........................................................................................................................= 2.0 psf CeilingFraming .....................................................................................................................= 4.0 psf TotalCeiling Dead Load .................................................................................................................= 6.0 psf TotalCeiling Live Load ..................................................................................................................= 10.0 psf INTERIOR WALL LOADS: Studs....................................................................................................................................1.6psf Sheathing............................................................................................................................= 1.5 psf GypsumBoard ....................................................................................................................= 5.0 psf Miscellaneous....................................................................................................................= 1.9 psf Total Interior Wall Dead Load ......................................................................................................= 10.0 psf 9 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 KEY PLAN 10 of 95 FOUNDATION KEY (ifl Y H N () - JL _ (Z) 4 H (E) L:::4::4- /___ 1 - 0 C - JO] L - L / - (1 PATTERSON ENGINEERING gr L1 ç/ U ==::D I REVISIONS ()FOUNDATION PLAN DIEEREIOE6. OIL COHSTTRIC11OIU DIMENSIONS SOILS DECLARATION THE S-- WILL BE L-TED ENTIRELY ON NA- I I.INDIS-BED SOIL. OWNER t OWNER REFRESEN-NE IF THE BUILONS INSPECTOR SUSPECTS PILl. EXPANSIVE SOIlS HO ANY GEOLOGIC INSTABILITY BUSED UPON PENIS TO PENN CHECK TO VERIFY TISSTTXE REPORT RECOMMEN0000NS HAVE BEEN INCORPORATED, BOY BE REQUIRED mramm EXI CONTENT FOUNDATION IEli 8 11 8 - 8 i! I ri 1F0n8, ill lit 4) 8 [ i) - CHERRY AVE RESIDENCES 88 J I67 CHERRY AVENUE Lt!JI H IL CARLSBAD CA. 9200 L H 8 I Al Awl T I I flII tin flfl!i ij E 1 ---±------ - i1UJ- ti1 I zi i 167 CHERRY AVENUE PROJECT# I603002 LATERAL KEY - X DIRECTION (\ FLOOR FRAMING PLAN Di-TRUMION CONTENT ED DEAR ® :) (_) c) 16 ® ® EEDEDD r 2 DO AREC r AR I I I / r / r )j-7 RCA EL j.mJ - ------------- 3RDEC 1 • RCA A CE - All Ali : AM DECK AREA Cr ---a DEDE DEDDR PAITERSON ENGINEERING 0 0 -n T -------------------- I 9 HI - I . I - £U I J - -! I N 4,41 is if -'U----- --i-: - .-- 1 jJ[j!I'I1I] LI [1IrI?J 8 z I1 CHERRY AVE RESIDENCES III I I67CHERRYAVENUE ___ I 0-0 - LJ PA1TI3RSON ENGINEERING LATERAL KEY - V DIRECTION ( (X ( ( ® (®• (® -if.- - -. - r -.-- .- I -i J VVIt ff - H - - 7 - 41 - - - -- I .-_-- - -L -r- ---d - REVISIONS (S31 FLOOR FRAMING PLAN 1-0 RMENSIDY2S. VLLCOIS1RUCTIONDffi4EN3IONS 66)56 66 VERIFIED WITH IDE ARCH. PLN)S. DRAWING STATUS VrI CONTENT FlOOR TRY: CII EDDY: CKP MAY21. 2017 S3.1 Z Z(OOO9I #1J]cOlJ 2 ' 800Z6V3QVaS11iV2 31N2!AVA3H3L91 all (11M HAVk'dUFIHD H. h b thi -F'-- -T ®- -. - I \j1 - - , * LLH 2 j) LL - - L. (R- co b — ®----- - - U • -1 -> --- F- - - -1 z 2 -- 1 F- LU I L: ui PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 LATERAL CALCULATIONS 18 of 95 tJSGS Design Maps Summary Report User-Specified Input Report Title 167 Cherry Avenue, Carlsbad, CA 92008 Mon April 4, 2016 22:00:59 UTC Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 33.15060N, 117.3465°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/Il/Ill :-- ...-* r e.11lzlde Vista Ocen Sah Marcos - Escondid USGS-Provided Output 1.160g 5M5 1.202g SDS = 0.801 g = 0.445 g M1 = 0.691 g SDI = 0.461 g For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.43 1.30 0.52 0.39 0.2G 0.13-- 0.00 0.00 0.20 0.40 0.GO 0.20 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Design Response Spectrum 0.50 0.54 0:: 0.19 0.05 0.00 0.00 0.20 0.40 0.0 0.20 1.00 1.20 1.40 1.0 1.90 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matter knowledge. 19 of 95 ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results Query Date: Mon Apr 04 2016 Latitude: 33.1506 Longitude: -117.3465 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): Risk Category I: 100 Risk Category II: 110 Risk Category Ill-IV: 115 MRI** 10-Year: 72 MRI** 25-Year: 79 MRI** 50-Year: 85 MRI** 100-Year: 91 ASCE 7-05 Windspeed: 85 (3-sec peak gust in mph) ASCE 7-93 Windspeed: 70 (fastest mile in mph) - NEVADA I ' t Sacramento 'I 1 F UTAH "V (4 .- - i ,.COL San Francisco CALIFORNIA . Las Vegas ~'Los'An k . ARIZONA Phoenix San ego . El CALIFORNIA \. . ç SONO R A : .4 Map data ©2016 Google INEGI 'Miles per hour "Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. - Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the windspeed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the windspeed report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund Applied Technology Council • 201 Redwood Shores Parkway, Suite 240• Redwood City, California 94065. (650) 595-1542 20 of 95 Net Pressures (psfl. Torsional Load Cases Roof angle 8 = 17.20 GCpf Net Pressure with Surface (+GC1,) I (-GC1,1 ) iT 0.51 1.50 3.16 21 -0.69 -4.01 -2.35 3T -0.46 -2.95 -1.29 4T 1 -0.40 -2.69 -1.03 Roof angle 0 = 0.00 GC Net Pressure with Surface (+GC) (-GC,) 5T 0.40 1.01 2.67 6T -0.29 -2.17 -0.51 PROJECT: fCHERRY 1 PAGE: I CLIENT: WIND LOAD ANALYSIS I DESIGN BY: I I NG JOB NO.: 16030032 [ DATE: 06/01/17 I REVIEW BY: I IWind Analysis for Low-rise Building, Based on ASCE 7-2010 I INPUT DATA Exposure category (B, CorD, ASCE 7-10 26.7.3) Importance factor (ASCE 7-10 Table 1.5-2) Basic wind speed (ASCE 7-10 26.5.1 or 2015 BC) Topographic factor (ASCE 7-10 26.8 & Table 26.8-1) Building height to eave Building height to ridge Building length Building width Effective area of components (or Solar Panel area) DESIGN SUMMARY Max horizontal force normal to building length, L, face Max horizontal force normal to building length, B, face Max total horizontal torsional load Max total uoward force cz l,, = 1.00 for all Category V =TTb]mph K, = 1 Fat he = 21 ft hr =j 27.5 ft L =j 111.25 ft B=I 42 ft A =0Jft2 = 43.17 kips, SD level (LRFD level), Typ. = 16.30 kips = 475.52 ft-kips = 7i1 7A kin,u ANALYSIS 43.17*0.7(ASD) = 30.2K<35.OK Velocity pressure SEISMIC GOVERNS BOTH q=0.0O256KhKZ KdV 18.43 psf DIRECTIONS where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.70 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 h = mean roof height = 24.25 ft <60 ft, [Satisfactory] (ASCE 7-10 26.2.1) <Mm (L, B), [Satisfactory] (ASCE 7-10 26.2.2) Design pressures for MWFRS p = q [(G C )-(G C1,, )J where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). Pmin = 16 psf(ASCE 7-10 28.4.4) G C f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G C1, i = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 a= width of edge strips, Fig 28.4-1, note 9, page 301, MAX[MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 31 = 4.20 ft Net Pressures (psfi, Basic Load Cases Roof angle e = 17.20 Roof angle e = 0.00 Surface Net Pressure with Net Pressure with 13 c G cf (+GC 1) (-GC1, (+GC ) (-GC pi) 1 0.51 6.00 12.64 -0.45 -11.61 -4.98 2 -0.69 -16.03 -9.40 -0.69 -16.03 -9.40 3 -0.46 -11.79 -5.15 -0.37 -10.14 -3.50 4 -0.40 -10.76 -4.13 -0.45 -11.61 -4.98 5 0.40 4.05 10.69 6 -0.29 -8.66 -2.03 1E 0.76 10.77 17.41 -0.48 -12.16 -5.53 2E -1.07 -23.04 -16.40 -1.07 -23.04 -16.40 3E -0.66 -15.48 -8.85 -0.53 -13.09 -6.45 4E -0.60 -14.39 -7.76 -0.48 -12.16 -5.53 5E 0.61 7.93 14.56 6E -0.43 -11.24 -4.61 \\ 3E 3t 3 3T IT ", VF~ Rn:REcs RETCRENLE 306 4CR WND DPECIO.'4 2o ' 563 ORECTIGS W)TEC3T 2 00ECT106 Load Case A (Transverse) Load Case B (Longitudinal) Load Case A (Transverse) Load Case B (Longitudinal) 21 of 95 Basic Load Case A (Transverse Direction) Area Pressure (k) with Surface (ft2) (i-GC ) (-Gc,) 1 2160 12.97 27.30 2 2261 -36.25 -21.25 3 2261 -26.65 -11.65 4 2160 -23.24 -8.91 1E 176 1.90 3.07 2E 185 4.25 -3.03 3E 185 -2.86 -1.63 4E 176 -2.54 -1.37 Horiz. 37.39 37.39 Vert. -66.88 -35.88 Min. wind Horiz. 43.17 43.17 28.4.4 Vert. -74.76 -74.76 Basic Load Case B (Longitudinal Direction) Area Pressure (k) with (ftSurface 2 (+GC 1) (-GC,,) 2 2261 -36.25 -21.25 3 2261 -22.92 -7.92 5 837 3.39 8.94 6 837 -7.25 -1.70 2E 185 -4.25 -3.03 3E 185 -2.42 -1.19 5E 182 1.44 2.65 6E 182 -2.04 -0.84 Horiz. 14.13 14.13 Vert. -57.10 -26.14 Mm. wind Horiz. 16.30 16.30 28.4.4 Veil. -74.76 -74.76 Torsional Load Case A (Transverse Direction) Torsional Load Case B (Longitudinal Direction) Area Pressure (k) with Torsion(ft-k) Surface (tt2) (+GC,) (-GC.) (+GC 1 ) (-GC p i) 1 992 5.95 12.53 153 322 2 1038 -16.65 -9.76 -127 -74 3 1038 -12.24 -5.35 93 41 4 992 -10.67 -4.09 274 105 1E 176 1.90 3.07 98 158 2E 185 -4.25 -3.03 -65 -46 3E 185 -2.86 -1.63 43 25 4E 176 -2.54 -1.37 131 70 iT 1168 1.75 3.69 49 -103 2T 1223 4.90 -2.87 40 24 3T 1223 -3.60 -1.57 -30 -13 4T 1 1168 -3.14 -1.20 -87 -34 Total Horiz. Torsional Load, MT 476 476 Area Pressure (k) with Torsion (ft-k) Surface (+Gc 1 ) (GC 1) (+GC ) (-GC pi ) 2 2261 -36.25 -21.25 -23 -13 3 2261 -22.92 -7.92 14 5 5 327 1.33 3.50 11 28 6 327 -2.84 -0.66 23 5 2E 185 -4.25 -3.03 67 48 3E 185 -2.42 -1.19 -38 -19 SE 182 1.44 2.65 27 50 6E 182 -2.04 -0.84 39 16 5T 509 0.52 1.36 -5 -14 6T 509 -1.10 -0.26 -11 -3 Total Horiz. Torsional Load, MT 104.1 104.1 Design pressures for components and cladding IT, . 2 iii p = q[ (G C) (G C)J f where p = pressure on component (Eq. 30.4-1, pg 318) T1 2 Pmin 1600 pSf(ASCE7-10 30.2.2) 1_ ' LL G C, = external pressure coefficient. Walls ----'Ij see table below. (ASCE 7-10 30.4.2) Roof o,i Roof e11 Effective Zone I Zone 2 Zone 3 Zone 4 Zone 5 Area (ft) GC - GC GC - GCp Gc GCp GC - GCp GC _ - GC Comp. 0 0.50 -0.90 0.50 -1.90 0.50 -2.60 1.00 -1.10 1.00 -1.40 Comp. & cladding Pressure (psf) Zone I Zone 2 Zone 3 Zone 4 1 Zone 5 Positive Negative Poeltive Negative Positive Negative Positive Negative Positive Negative 16.00 -19.91 16.00 -38.34 16.00 -51.24 21.75 -23.59 21.75 -29.12 Note: If the effective area is roof Solar Panel area, the only zone 1, 2 , or 3 apply. 22 of 95 PROJECT: Cher Avenue PAGE: CLIENT: DESIGN BY: PATTERSONENGINEERING JOB NO.: 16030032 I DATE: 5I14I2017 REVIEW BY: Two Story Seismic Analysis Based on 2015 IBC I 2016 CBC me Base Shear (Derived from ASCE 7 Sec. 12.8 & Supplement 2) V= MAX{ MIN [SDll/(RT) , SDS , MAX(0.044SDSI,0.01) , 0.5Si l/R}W = MAX{ MINE 0.47W , 0.16W], 0.05W , 0.00W } A = 0.16 W, (SD) 0.6 g only) = 0.11 W, (ASD) 34.97 kips Where SDS = 0.801 (ASCE 7 Sec 11.4.4) SDI = 0.461 (ASCE 7 Sec 11.4.4) S = 0.445 (ASCE 7 Sec 11.4.1) R= 6.5 (ASCE 7Tab 12.2-1) 1= 1.3 (2015 IBC Tab 1604.5& ASCE 7 Tab 11.5-1) C = 0.02 (ASCE 7 Tab 12.8-2) hn = 21.0 ft X = 0.75 (ASCE 7 Tab 12.8-2) T = Ct(hn)X = 0.196 sec, (ASCE 7 Sec 12.8.2.1) Vertical Distribution of Forces & Allowable Elastic Drift (ASCE 7, Sec 12.8.3 & 12.8.6) Level Wx h h k Wh' F , ASD (12.811) xe,aIIowabIe,ASD 39.7 21 Roof P165.9 21.0 2934 21.6 (015Wx) 0.6 2ND 11 11.0 1825 13.4 (0.08Wx) 0.6 305.6 4759 35.0 Where k = 1 for T <= 0.5 6xe,allowable, ASD = a 1/ (1.4 Cd), (ASCE 7 Sec 12.8.6) k = 0.5 T + 0.75 for T @ (0.5 , 2.5) Cd = 4 ,(ASCE 7 Tab 12.2-1) k = 2 for I > 2.5 = 0.02hsx, (ASCE 7 Tab 12.12-1) Calculate Diaphragm Forces (ASCE 7, Sec 12.10.1.1) Level W xWX Fx Y.Fx Fpx , ASD, (12.10-1) Roof 139.7 139.7 21.6 21.6 21.6 (0.15Wx) 2ND 165.9 305.6 13.4 35.0 23.0 (0.14Wx) 305.6 35.0 Where Fmin = 0.2 5DS I W / 1.5 , ASD Fmax 0.4 SDS I W /1.5 , ASD 23 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 10.00 Int Wail 10.00 Length (ft)= 343.00 Plate Height= Lateral Model 6/1/2017 Material Dead Load (psf) Roof 22.00 Floor Roof Area (ft42)= 4389.00 Area (ft"2)= Weight (Ibs) 139718.00 V (Ibs) 21600.00 R = 6.50 V/A (pst) 4.92 Shear Areas t0.00 Floor 2 Deck 20.00 Ext Wall 18.00 Ext Wall 2 0,00 Area (ft2)= 0.00 Area (ftx2)= 0.00 Length (ft)= 289.00 Length (ft)= AX1 AX2 AX3 AX4 AXS AX3/AX4 A )ft2) 2137.00 A )tt2) 419.00 A (ft2) 875.00 A )ft2) 450.00 A (t52) 410.00 A (1t2) 1325.00 V )lb) 10517.02 V (lb) 2062.05 V )lb) 4306.22 V (Ib) 2214.63 V (lb) 2017.77 V (lb) 6520.85 )tt) 49.50 L )ft) 10,00 L (ft) 14.58 1 (ft) 4.50 L )ft) 12.25 L )ft) 19.08 (pit) 212.47 v (pit) 206.21 a (pit) - a (pit) - a (pit) 164.72 a (pit) 341.76 AV1 AV2 AV3 AV4 AVS A )tt2) 798.00 A (ft-2) 1076.00 A )tt2( 886.00 A )ft2) 758.00 A )t12) 872.00 V (lb) 3927.27 V (lb) 5295.42 V (lb) 4360.36 V )lb) 3730.42 V (lb) 4291.46 )tt) 16.58 L )ft) 12.92 L )tt) 23.42 L )ft) 24.25 1 (ft) (pit) 236.82 v (pit) 409.97 a )pif) 186.21 a (pit) 153.83 v (pit) First Floor Area (ft'2)= 66.00 Area (f0a2)= 3196.00 Area (ft'2)= Area )ft2)= 686.00 Length (ft)= 310.00 Length (ft)= Weight (ibs) 165852.00 V (Ibs) 13400.00 R = 6.50 V/A (psf) 3.39 Shear Areas AXS AX2 AX3 AX4 AX5 A (t12( 1143.00 A (ft2) 1542.00 A (ft2( 654.00 A (tta2( 386.00 A (ft2) 139.00 V (lb) 14396.50 V (ib) 6016.80 V (ib) 7799.76 V (ib) 3524.76 V (lb) 2489.55 (ft) 70.25 1 (ft) 27.25 L )tt( 38.08 1 (ft( 28.83 1 )ft) 20.17 (pit) 204.93 v (pit) 220.80 a (pit) 204.83 a (pit) 122.25 a (pit) 123,45 AV1 AV2 AV3 AY4 AY5 A (ft2) 551.00 A )tt"2( 1065,00 A (ft-2) 988.00 A (tt2) 821.00 A )ft2) 524.00 V (Ib) 5797.43 V (lb) 7742,05 V (lb) 9837.21 V (lb) 7387.79 V (ib) 4243.83 L )tt) 13.42 L )ft) 19.67 L (tt( 19.33 L (tt( 28.17 L )ft) a (pit) 432.11 v (pit) 393.66 a (pit) 508.82 a (pit) 262.29 a (pit) Length (ft)= 314.00 Plate Height= 10.00 ft L.LIL.i...LLiLiL - 10 TF,. .. •. flfl_4.Jfl I PROJECT: CHERRY -] PAGE: L CLIENT: IRAX1.2 _____ DESIGN BY: PATTERSONENGINEER _ ING JOB NO.: 16030032 DATE: f1i6-171 REVIEW BY: Shear Wall Design Based on 2015 IBC /2016 CBC I NDS 2015 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdja WIND = 100 plf,for wind, ASD Vdja SEISMIC = 210 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WOL = 44 plf,for dead load 171 WLL = 0 plf,for live load DIMENSIONS: L = ft, h = 10 ft L= ft, h= 0 ft PANEL GRADE (0or 1) = <= Sheathing _and _Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in, h = 1 6 1 in SPECIES (1 = DEL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1,2,3,4,5,0r6) 6 Stud STORY OPTION ( 1=ground level, 2=upper level) 2 lupper level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 6" O.C. HOLD-DOWN FORCES: TL = 1.72 k , TR = 1.72 k (USE CS14 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: 4 = 0.16 in YSIS MAX SHEAR WALL DIMENSION RATIO L/ B = 1.2 < _J [Satisfactory] MINE REQUIRED CAPACITY Vb = 210 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IAC Tahln 206 / SflPWS-15 Tahln 4 A with ASfl rpriiirrtinn fnrdnr 7 flt Panel Grade Common Nail Mm. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 1 2 Sheathing and Single-Floor lOd 15/8 15/32 310 460 1 600 1 770 Note: ]. I ne inaicatea snear numoers nave reaucea Dy SpecitIc gravity Tactor per IbU note a. 2. Since the wall is blocked, SDPW-1 5 Table 4.3.3.2 does not apply. NE DRAG STRUT FORCE: F = (L-L) MAX(vdWIND, &'d.SEI5MIC) = 0.00 k 4E FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 110 & Table ilL) SILL PLATE ATTACHMENT 16d AT 6" O.C. THE HOLD-DOWN FORCES: = 1 )(Sec. 1633.2.6) Vdia (plf) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 210 132 17985 Left 4220 0.9 TL I 1720 Right 4220 0.9 T5 = I I 1720 WIND 100 8250 Left 4220 2/3 TL = I 659 Right 4220 2/3 TR = I I 659 (TL & TR values should include upper level UPLIFT forces if applicable) CK MAXIMUM SHEAR WALL DEFLECTION: (lBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh Vbh hd— =A &'nding +LS/w. + LNuil slip + &hord splieo vt,,', = + - ± 7511e,,+ = 0.162 in ASD < EAL,, Gt L. 8xe,allowable, ASO - - 0.429 in Where: Vb = 210 plf, ASD L = 8 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 in' h = 10 ft G = 9.OE+04 psi Cd = 4 I = 1 = 0.500 in e0 = 0.019 in, SD d, = 0.01 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 Aa = 0.02 h0, (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 1.79 kips, (this value should include upper level DOWNWARD loads if applicable) F0 = 850 psi CD = 1.60 Cp = 0.49 A= 16.5 in E = 1400 ksi CF = 1.10 F0' = 737 psi > f= 109 psi [Satisfactory] 25 of 95 46& PROJECT: ICZ2.1 RRY CLIENT: PATTERSONENGINEERING JOB NO.: 16030032 ShèãfWäIFDesiUn Based on 2015 IBC /2016 CB I DATA AL FORCE ON DIAPHRAGM: Vdia WIND = 100 plf,for wind, ASD Vdla SEISMIC = 210 plf,for seismic, ASD TY LOADS ON THE ROOF: WDL = 204 plf,for dead load WILL = 0 plf,for live load ISIONS: L = 10 ft, h = 10 ft L= 10 ft, h= 0 ft - GRADE (0 or 1) = 1 <= Sheathing _and _Single-Floor UM NOMINAL PANEL THICKNESS = 15/32 in ON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd FIC GRAVITY OF FRAMING MEMBERS 0.5 STUD SECTION [ 2 PCS, b = 2 in, h = [i]in SPECIES (1 = DEL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1,2,3,4,5,0r6) 6 Stud (OPTION ( 1=ground level, 2=upper level) F-2-7 upper level shear wall PAGE: DESIGN BY: TE: %1_2/ "01 REVIEW BY: - - V, - Yip T TI,... .,. .,._._ ..,._,.,,. ..a DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 6" O.C. HOLD-DOWN FORCES: TL = 0.90 k , TR = 0.90 k (USE CS16 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.16 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 1.0 < [.5 ] [Satisfactory] MINE REQUIRED CAPACITY vb = 210 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC Table 2306.3 / SDPWS-15 Table 4.3A with ASD reduction factor 201 Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 1 15/32 310 1 460 1 600 770 Note: 1. I he indicated shear numbers have reduced by specitic gravity factor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. 4E DRAG STRUT FORCE: F = (L-L.) MAX( Vd, WIND' Osvths,SEISMIC) = 0.00 k E FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 11 Q & Table 11 L) SILL PLATE ATTACHMENT 16d AT 6" O.C. TI-IF 1-101 n-r)OWN Fr)RC'.FS ( L20 = 1 ) (Sec. 1633.2.6) Vdi. (plf) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-lbs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 210 160 21800 Left 14200 0.9 TL I 902 ro Right 14200 0.9 TR = I 902 WIND 100 10000 Left 14200 2/3 TL = I Right 14200 2/3 TR = I I 53 (TL & TR values should include upper level UPLIFT forces if CK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) 8v5h Vh' hd EAL, = Bdi,,g +As,,,+ Ni/ /q,± A.Chrmi pI' = +—+O.75he,,+---- = L. Where: vb = 210 pIt, ASD L = 10 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in e, = 0.019 in, SD da = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.159 in, ASD < 6xe,allowable, ASD = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd= 4 1= 1 ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) = 0.02 h. (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 2.40 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi CD = 1.60 Cp = 0.49 A= 16.5 in E= 1400 ksi CF= 1.10 E,= 737 psi > f,= 145 psi [Satisfactory] 26 of 95 TI.... •i_ vvfll_I_ k.JflaI h.P flLJI_.4SIfl I PATTERSON ENGINEERING PROJECT: CHERRY CLIENT: RAX3.1 JOB NO.: 16030032 on 2015 IBC 1 2016 CBC I NDS 2015 TE: PAGE: DESIGN BY: REVIEW BY: T DATA AL FORCE ON DIAPHRAGM: Vdia WIND 1 100 plf,for wind, ASD VdEa SEISMIC = 300 p11 for seismic, ASD TV LOADS ON THE ROOF: WDL = 204 plf,for dead load WILL = 0 plf,for live load lSlONS: L= 1 6 ~ft, h = 10 ft L= 6 It, h= } 0 ft - GRADE (0 or 1) = I <= Sheathing and Single-Floor UM NOMINAL PANEL THICKNESS = r 15/32 in ON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 2 lOd FIC GRAVITY OF FRAMING MEMBERS 0.5 STUD SECTION 1 2 1pcs,b = [2 in, h = l 6 un SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1, 2,3,4,5,0r6) 6 Stud (OPTION ( 1=ground level, 2=upper level) 1 2 1 upper level shear wall GN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 4" O.C. -- , hip LLIILLLiJ_LLJI V, HOLD-DOWN FORCES: TL = 2.31 k , TR = 2.31 k (USE CS14 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2- 2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.29 in VS'S MAX SHEAR WALL DIMENSION RATIO L / B = 1.7 < [3.5 1 [Satisfactory] MINE REQUIRED CAPACITY Vb = 300 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in THF SHFAR rAPAr.ITIFs PPP tRr. T.W.911 I flPWS..16 T.W.4 'SA ifh Ar nd,.'tinn ft,') fl\ Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 460 600 770 I'wte: I. I ne inuicatea snear numoers nave reaucea Dy specinc gravity iacior per iliL. note a. 2. Since the wall is blocked, SDPW-1 5 Table 4.3.3.2 does not apply. E DRAG STRUT FORCE: F = (L-L.) MAX( VdiP WINO' QovdI SEISMIC) = 0.00 k E FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 110 & Table 11 L) SILL PLATE ATTACHMENT 16d AT 4" O.C. TI-IF l-lfll rt-noww FOR(FS (0 = 1 )(Sec. 1633.2.6) v5, (p11) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-lbs) Resisting Moments (ft-lbS) Safety Factors Net Uplift (IbS) ftolddown SIMPSON SEISMIC 300 96 18480 Left 5112 0.9 TL I 2313 Right 5112 0.9 TR =I 2313 WIND 100 6000 Left 5112 2/3 T1 =I 432 Right 5112 2/3 TR I I 432 (TL & TR values should include upper level UPLIFT forces if applicable) ECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) hh = BIrg ±5/+ dNil slip± LChrnI .vpIkx = 8vhh + V—+O.75he,,+ hd----- = 0.287 in, ASD < EAL, Gt - 8xe,allowable, ASO - 0.429 In Where: Vb = 300 pIt, ASD L = 6 ft E = 1.7E+06 psi (Satisfactory) (ASCE 7-10 12.8.6) A = 16.50 in' h = 10 ft G = 9.OE+04 psi C5 = 4 I = 1 = 0.500 in e = 0.036 in, SD d, = 0.01 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 Aa = 0.02 (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) ECK EDGE STUD CAPACITY max = 2.62 kips, (this value should include upper level DOWNWARD loads if applicable) F = 850 psi CD = 1.60 Cp = 0.49 A = 16.5 in E= 1400 ksi CF = 1.10 F= 737 psi > 1= 159 psi [Satisfactory] 27 of 95 PAITERSONENGINEERING PROJECT: ICHERRY CLIENT: IRAX5.1 I JOB NO.: 116030032 [T on 2015 IBC/2016 CBC/NDS 2015 PAGE: DESIGN BY: TE: f2T2OTfl REVIEW BY: PUT DATA TERAL FORCE ON DIAPHRAGM: V3 WIND = 100 plf,for wind, ASD Vdja SEISMIC = 170 plf,for seismic, ASD IAVITY LOADS ON THE ROOF: WDL = 204 plf,for dead load 1 WLL 71 0 plf,for live load VIENSIONS: L= 12.5 ft, h = 10 ft L= 12.5 ft, h= 0 ft NEL GRADE (0 or 1) = I <= Sheathing and Single-Floor NIMUM NOMINAL PANEL THICKNESS = 15/32 in )MMON NAIL SIZE (0=6d, 1=8d, 2=lod) 2 lOd ECIFIC GRAVITY OF FRAMING MEMBERS 0.5 GE STUD SECTION 2 pcs, b = 2 in h = 1J in SPECIES (1 = DFL, 2= SP) 1 DOUGLAS FIR-LARCH GRADE (1, 2,3,4,5, 0r6) 6 - Stud DRY OPTION ( 1=ground level, 2=upper level) 2 1 upper level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES /12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 6" O.C. HOLD-DOWN FORCES: TL = 0.18 k , TR = 0.18 k (USE CS16 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.11 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L / B = 0.8 < L3.51(Satisfactory] DETERMINE REQUIRED CAPACITY v5 = 170 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in TI-IF SHFAR (APAClTIFS PFR IRC. TnhIP 2IOR I I SDPWSIc T.N.AAA ,.,ith ASfl rd,ti,n ftnr ) rn Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 1 3 2 Sheathing and Single-Floor lOd 1 5/8 15/32 310 1 460 1 600 1 770 Note: 1. I ne indicated snear numbers nave reduced by specific gravity factor per IBG note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. NE DRAG STRUT FORCE: F = (L-L.) MAX( VdI WIND' QOVdIa,SEISMIC) = 0.00 k NE FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 110 & Table ilL) SILL PLATE ATTACHMENT 16d AT 6" O.C. THE HOLD-DOWN FORCFS (Q = I ) (Sec. 1633.2.6) V5. (plf) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-lbs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 170 200 22250 Left 22188 0.9 TL I 183 CO Right 22188 0.9 TR = I I 183 WIND 100 12500 Left 22188 2/3 TL"' I 0 co 0 0 Right 22188 2/3 TR = I (TL & TR values should include upper level UPLIFT forces if CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) =ABending ± ASha, + ANad sl,slip + AChord splice slip = + -5h + 075he,, ± hd EAL 8v h = Where: '1b = 170 plf, ASD L = 13 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in en = 0.012 in, SD d = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.113 in, ASD < 65e,allowable, ASO = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd = 4 1= ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) X= 0.02 h. ,(ASCE 7-i0Tab 12.12-1) EDGE STUD CAPACITY max = 2.37 kips, (this value should include upper level DOWNWARD loads if applicable) F = 850 psi C0 = 1.60 Cp = 0.49 A= 16.5 in' E = 1400 ksi CF = 1.10 F' = 737 psi > f= 144 psi [Satisfactory] 28 of 95 - PROJECT: 1RY PAGE: 116030032 CLIENT FAX1.3 DESIGN BY JOB NO. DATE. 61212017 REVIEW BY Wood Shear Wall with an Opening Based on 2015 IBC 12016 CBC / NDS 2015 INPUT DATA .--. V cia --- -- LATERAL FORCE ON DIAPHRAGM: Vdi., WINO = 100 plf,for wind, ASD - - - (SERVICE LOADS) SEISMIC = 205 pItt or seismic, ASO ___DIMENSIONS: L, =7 1 12 = 5 ft, L35.83 Jft H1= [:2 ft H2 5 6, H 2 ft KING STUD SECTION = 2 in, h L._Jia _jpcs,b ,... SPECIES (1 = DFL, 2 = SP) I DOUGLAS FIR-LARCH SE / GRADE (1, 2,3,4,5, or 6) 6 Stud EDGE STUD SECTION 2 pcs,b = 2 in, h =in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH - GRADE) 1,2,3,4,5, or 6) 6 Stud I I U GRADE (0 or 1) = L1 .j<= Sheathing and Single-Floor JM NOMINAL PANEL THICKNESS = 15/32 in ON NAIL SIZE (0=6d. 1=8d, 2=10d) 2 lOd THE SHEAR WALL DESIGN IS ADEQUATE FtC GRAVITY OF FRAMING MEMBERS 0.5 (OPTION) 1=ground level, 2=upper level) 1 ground level shear wa DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @3 in O.C. BOUNDARY & ALL EDGES /12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @28 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @28 in O.C.) HOLD-DOWN FORCES: T1 = 2.13 k , T5 = 2.13 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 1.15 k (USE SIMPSON CS18 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2- 2" a 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. EDGE STUD: 2- 2's 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.19 in auiAE INFLECTiON Pr-'.NF Al1 vFODLL OF WINDOW Fl 3 F 1 '' F5 FR 'j,. H _ _ LT F 5 5V 115 FIT F17 FIN ED I FL f FIT F20 --.------ F2 , F TL FREE--BODY IND1IIC'UAL PAN—S OF WALL Tj 29 of 95 ALYSIS ECK MAX SHEAR WALL DIMENSION RATIO h/ w = 1.0 a s_JJ [Satisfactory] TERMINE FORCES & SHEAR STRESS OF FREE-BODY INDIVIDUAL PANELS OF WALL INDIVIDUAL PANEL W (ft( H (It) MAX SHEAR STRESS (p11) NO. FORCE (IbI) NO. FORCE (lbf) 1 5.17 2.00 81 Fl 419 P13 923 2 2.50 2.00 461 F2 1153 F14 923 3 2.50 2.00 461 F3 555 P15 1683 4 5.83 2.00 95 F4 923 F16 760 5 5.17 2.50 304 P5 1572 F17 732 6 5.83 2.50 293 F6 1153 F18 1655 7 5.17 2.50 304 F7 1153 Fig 802 8 5.83 2.50 293 P8 1708 F20 784 9 5.17 3.00 149 ES 162 P21 1208 10 2.50 3.00 403 FlO 760 P22 771 ii 2.50 3.00 403 P11 732 F23 802 12 5.83 3.00 158 P12 190 F24 924 TERMINE REQUIRED CAPACITY Vb = 461 plf, ( 1 Side Panel Required, the Max. Nail Spacing = THE SHFAR (APA(ITIFS PFR IRC Tnhk ?ins .,a I SIIPWS-1It T.N. 4 lA with ARtS rod, 0-liOn fr-tnr S 05 Panel Grade Common Nail Penetration (in) Min.Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 1 3 1 2 Sheathing and Single-Floor I lOd 1 15/8 1 15/32 310 1 460 1 600 1 770 Note: i ne inoicaeea snear numoers nave reaucea Dy SpeCitiC gravity factor per lUG note a. E MAX SPACING OF 5/8 DIA (or 1/2' DIA) ANCHOR BOLT (NDS 2015, Tab.1lE) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @28 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @28 in D.C.) TI-IF I-liSt flfletUlU Frtpr'IoR I Wall Seismic Overturning I Resisting Safely Net Uplift Holddown I (p11) at mid-story (Ibs) Moments (ft-lbs) I Moments (ft-Ibs) Factors (Ibs) SIMPSON I SEISMIC 205 I 256 080 Left 0 0.9 Right 0 0.9 WIND 100 16000 Left 0 2/3 ETL= E2130 Right 0 2/3 (TL & T5 values should include upper level UPLIFT forces if MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3 / SDPWS-15 4.3.2) 3 = 8 0.192 in, ASD < v5h Vhh id A = A&oam,g + Ask-a,- + ANI , + Aco,,j pJ/= .I/n = + - + 0.75h, + 8ne,allswable, ASD = 0.429 in L. it Lo ssi [Satisfactory] (ASCE7-10 12.8.6) A = 16.50 in' h = 10 It G = 9.OE.04 psi C = 4 I = 1 1= 0.469 in e, = 0.006 in, SD d0 = 0.10 in, SD .(ASCE 7-10 Tab 12.2-1 &Tab 11.5-1) CM= 1.0 Aa= 0.02 h,, (NDS 4.1.4) , (ASCE 7-10 Tab 32.12-1) KING STUD CAPACITY 'sian = 0.76 kips Fc = 850 psi C, = 1.60 Cp = 0.49 A' 16.50 in E= 1400 ksi CF = 1.10 F,= 737 psi > f,= 46 psi [Satisfactory) EDGE STUD CAPACITY max = 2.13 kips, (this value should include upper level DOWNWARD loads if applicable) P, = 850 psi - C, = 1.60 Cpa 0.49 A= 16.50 in' E= 1400 ksi CF= 1.10 F, = 737 psi > f,= 129 psi [Satisfactory) 3 in) 30 of 95 PROJECT: ICHERRY [. CLIENT: FAX2.1 PATTERSONENGINEERING JOB NO.: 16030032 Shear WäIIDësiqn Based on 2015 IBC /2016 CB TE: PAGE: DESIGN BY: REVIEW BY: T DATA L AL FORCE ON DIAPHRAGM: Vdja WIND = [ 100 1 plf,for wind, ASD W SEISMIC = I 225 j plf,for seismic, ASD I I I I TY LOADS ON THE ROOF: WDL = 398 plf,for dead load -_ - WLL' 0 p1t,f0r1ive load -.--- V. lSIONS: L = ft, h = 10 ft L = ft, h = M 0 ft -GRADE(0or1) =<= Sheathing and -Floor _Single UM NOMINAL PANEL THICKNE /32 in ON NAIL SIZE ( 0=6d, 1=8d, 2= lOd FIC GRAVITY OF FRAMING ME .5 STUD SECTION 2 2 4)2 in, h = ijin SPECIES (1 = DEL, 2 = SP)GLAS FIR-LARCH I. GRADE(1,2,3,4,5,0r6) (OPTION ( lground level, 2=upper level) [ 1 Iground level shear wall DO L TF.._. .,. .._,.s.s ...._ .,.. DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @34 in O.C.) HOLD-DOWN FORCES: TL = 0.00 k , TN = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2- 2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: = 0.17 in VS'S MAX SHEAR WALL DIMENSION RATIO L / B = 0.4 < [Satisfactory] MINE REQUIRED CAPACITY Vs = 225 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in THE SHEAR CAPACITIFS PFR IRC TahiW 2lflA I / snpws-ic Tahl 4 A with ASO rrIiutirn f-trr 2 (t\ Panel Grade Common Nail Mm. Penetration (in) Mm. Thickness I (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 1 15/32 310 460 1 600 1 770 Note: 1. I ne inaicatea sriear numbers nave reaucea by specitic gravity tactor per IU note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L-L.) MAX( Vda WINO' QOVdi SEISMIC) = 0.00 k (Q = 1 )(Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @34 in O.C.) THE HOLD-DOWN FORCES: Vd, (plf) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 225 436 63493 Left 177472 0.9 TL I 0 Right 177472 0.9 T8 = I I 0 WIND 100 27250 Left 177472 2/3 TL I I 0 Right 177472 2/3 TN = I 0 (TL & TN values should include upper level UPLIFT forces if :CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh Vbh hd EAL,, = + + LN,II • + 1Chord .pIice 'p = + ± 0.75he, ± = Where: '1b = 225 plf, ASD L = 27 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in e, = 0.021 in, SD d, = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.169 in, ASD < 6xe,allowable, ASO = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd= 4 1= 1 ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) = 0.02 h,, ,(ASCE 7-loTab 12.12-1) EDGE STUD CAPACITY mas = 5.90 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi C0 = 1.60 Cp = 0.49 A= 16.5 in E= 1400 ksi CF= 1.10 F,= 737 psi > f,= 357 psi [Satisfactory] 31 of 95 PROJECT: CHERRY PAGE: CLIENT: FAX3.2 DESIGN BY: PATIERSONENGINEERING JOB NO.: 16030032 DATE: 16/2/20171 REVIEW BY: Shear Wall Désicin Based on 2015 IBC /2016 CBC I NDS 2015 I INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdja WIND = 100 plf,for wind, ASD Vdla SEISMIC = 350 i plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WOL = 391 plf,for dead load WLL = 0 plf,for live load DIMENSIONS: L,r 1 7 Ift, h = 10 ft L= 7 ft, h= 1 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 t = 2 in, h = [6 un SPECIES (1 = DFL, 2= SP) DOUGLAS FIR-LARCH GRADE(1,2, 3,4, 5,or6) Stud STORY OPTION ( 1=ground level, 2=upper level) r 1 Iground level shear wall rip TF.._. .,. ,,n_ ..n_,a..a.. u,, .,g,an in.. ESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 30 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @20 in O.C.) HOLD-DOWN FORCES: TL = 2.10 k , TR = 2.10 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.22 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 1.4 < .5 J [Satisfactory] MINE REQUIRED CAPACITY Vb = 350 p11, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHEAR CAPACITIES PER lBC Table 23063 / SBPWS-15 Table 4 3A with ASfl reiltic.tirn fattrw 2 rn Panel Grade Common Nail Mm. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 1 460 600 1 770 Note: 1. I ne inaicatea snear numDerS nave reaucea Dy specllic gravity tactor per Ibe note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. E DRAG STRUT FORCE: F = (L-L.) MAX( Vd,, WIND' QoVdie, SEISMIC) = 0.00 k (Q = E MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 30 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @20 in O.C.) THE HOLD-DOWN FORCES- 1 ) (Sec. 1633.2.6) Vd, (p11) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-lbs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 350 112 25060 Left 11540 0.9 TL I 2096 10 Right 11540 0.9 TR = I I 111, 2096 WIND 100 7000 Left 11540 2/3 TL = 0 Right 11540 2/3 TR = I 0 (T1 & TR values should include upper level UPLIFT forces if applicable) ECK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3/ SDPWS-15 4.3.2) 8v5h3 Vb = ± - h hd = ± S/w, + LXNaII ± .C/,onJ sup ± 0.75he , ± = 0.224 in, ASD < EAL, Gt L,, °xe.allowabte, ASO - - 0.429 in Where: Vb = 350 p11, ASD Lw = 7 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 in' h = 10 ft G = 9.OE+04 psi Cd = 4 I = = 0.500 ri e = 0.023 in, SD d, = 0.01 in, SD ,(ASCE 7-10 Tab 12.2-11 Tab 11.5-1) CM = 1.0 A, = 0.02 h, (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) ECK EDGE STUD CAPACITY Pmax = 3.49 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 850 psi CD = 1.60 Cp = 0.49 A= 16.5 in E = 1400 ksi CF = 1.10 F' = 737 psi > f= 211 psi [Satisfactory] 32 of 95 w L_.L.J I I I_I_L_LLJ h TF.. PROJECT:[CHERRY PAGE: CLIENT: FAX4.1 DESIGN BY: PATTERSONEHGINEERING JOB NO.: 16030032 DATE: 0/27 REVIEW BY: Shear wailDesicin Based on 2015 IBC I 2016 CBC I NDS 2015 INPUT DATA LATERAL FORCE ON DIAPHRAGM: VdI5 WIND '[ 100 plf,for wind, ASD Vdia SEISMIC = 140 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL 406 plf,for dead load WLL = __________ 0 plf,for live load DIMENSIONS: L = 28.83 ft. h = 10 ft L = 28.83 ft, h= !c ft PANEL GRADE (0 or 1) = 1 <= Sheathing -Floor _and _Single MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 1 O SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in h = [ 6in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE( 1,2,3,4 6 Stud STORY OPTION ( 1=ground level, 2=upper level) r 1 ]ground level shear wall SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C.) HOLD-DOWN FORCES: TL = 0.00 k TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.08 in YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 0.3 < 5 ] [Satisfactory] MINE REQUIRED CAPACITY vb = 140 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THF SHFAR CAPAr.ITIFS PFR IRr. Tqhlp. 2116 1 / SflPWS-IS Thlu 4 1A with ASfl rcItutinn fw-tcr 2 fl\ Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 1 5/8 1 15/32 310 1 460 1 600 770 Note: 1. I ne naicateci snear numbers nave reduced by specilic gravity tactor per IbL note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. INE DRAG STRUT FORCE: F = (L-L) MAX( Vdie WIND' Q5Vdj SEISMIC) = 0.00 k (Q = ETERMINE MAX SPACING OF 5/8" DIA (or 1/2 DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C.) TI-IF HOt I-)-r)OWN FORCFS 1 ) (Sec. 1633.2.6) Vd,a (pIt) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 140 461 42668 Left 201974 0.9 TL I 0 I Right 201974 0.9 TR = I 0 WIND 100 28830 Left 201974 2/3 TL = I 0 Right 201974 2/3 TR = I I 0 (TL & TR values should include upper level UPLIFT forces if CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3/ SDPWS-15 4.3.2) 8vbh Vbh hd EAL,, A&,dwg +5/,r+ Nil shp+ LChoi sp/k /p = +—+O.75he,+---- = Where: Vb = 140 plf, ASD L = 29 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in en = 0.009 in, SD d, = 0.01 in, SD CM = 1.0 (NDS 4.1.4) 0.082 in, ASD < 6xe,aIIowabie. ASO = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd= 4 1= 1 ,(ASCE 7-10 Tab 12.2-1 &Tab 11.5-1) = 0.02 h,, (ASCE 7-loTab 12.12-1) EDGE STUD CAPACITY max = 5.66 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi Co = 1.60 Cp = 0.49 A= 16.5 in E= 1400 ksi CF= 1.10 F,= 737 psi > f,= 343 psi [Satisfactory] 33 of 95 PROJECT: CHERRY I CLIENT: FAX5.1 PATTERSON ENGINEERING JOB NO.: 116030032 ShäWàIFDein Based on 2015 IBC I 2016 CB PAGE: DESIGN BY: TE: ri'ii REVIEW BY: Vj SEISMIC = 125 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 329 plf,for dead load WLL = 0 plf,for live load __________ DIMENSIONS: L= 20.17 ft, h = 10 ft L= 20.17 ft, h= 0 ft PANEL GRADE (0 or 1) = I <= Sheathing -Floor MINIMUM NOMINAL PANEL THICKNESS = _and _Single 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION in, h = [ 6 in SPECIES (1 = DFL, 2= S ~6 &ud FIR-LARCH GRADE(1,2,3,4,5,0r6 INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdj WIND 100 plf,forwind. ASD TF.... %1I It..flfl •Vfl 1%i I I.., DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH 10d COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES I 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C.) HOLD-DOWN FORCES: TL = 0.00 k , TR = 0.00 k (HOLD-DOWN NOT REQUIRED) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.07 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L/ B = 0.5 < [ i[Satisfactory] IERMINE REQUIRED CAPACITY Vb = 125 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR ('.APACITIFS PER lR( Tahln 70 / SflPWS-1 S Tahl 4 A with ASD rrlirtinn fag"tnr 9 rn Panel Grade Common Nail Mm. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 460 600 770 Note: 1. I ne inaicatea snear numbers nave reaucea by specituc gravity tactor per lb(. note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. INE DRAG STRUT FORCE: F = (L-L,,) MAX( Vd,a WIND, Qsvdie,SEISMIC) = 0.00 k (1L = 1 )(Sec. 1633.2.6) DETERMINE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @48 in O.C.) THE HOLD-DOWN FORCES Vd,, Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON 125 323 26826 0SEISMIC VRight 83197 0.9 TL I 83197 0.9 T = WIND 100 0 83197 2/3 1L 0 83197 2/3 TR = I 0 20170 '' (TL & TR values should include upper level UPLIFT forces if applicable) CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3/ SDPWS-15 4.3.2) 8vbh 3 5h hd LN _L&,,/j,g+L\S5,,,,+LNail s/jp+C/,,flj sp/ic' +—+O.75he,±----- = 0.071 in, ASD < EAL,, Gt L,, &xe allowable - ASD - 0.429 in Where: vb = 125 plf, ASD Lw = 20 ft E = 1.7E+06 psi (Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 in h = 10 ft G = 9.OE+04 psi Cd = 4 I = 1 = 0.500 in e, = 0.007 in, SD d = 0.01 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM= 1.0 Aa= 0.02 h,, (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 3.64 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi C0 = 1.60 Cp = 0.49 A= 16.5 in E = 1400 ksi CF = 1.10 F,' = 737 psi > f,= 220 psi [Satisfactory] 34 of 95 STORY OPTION ( 1=ground level, 2=upper level) L _i _lground level shear wall L_HL HLLi I, INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdja wIND 100 ]plf,for wind, ASD Vdja SEISMIC = 240 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 44 plf,for dead load WLL = 0 plf,for live load DIMENSIONS: L= ft, h = 10 ft L= ft, h= 171 0 ft PANEL GRADE (0 or 1) = <= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in h = 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE( 1,2,3,4, 5,0r6) 6 Stud PROJECT: CHERRY PAGE: CLIENT: IRAY1.1 _____ DESIGN By PATTERSON ENGINEERING JOB NO.: 16030032 DATE: {7376ffJ REVIEW BY: Shear WaIIDesiqn Based on 2015 IBC /2016 CBC I NDS 2015 STORY OPTION ( 1=ground level, 2=upper level) [_2 1 upper level shear wall SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 6" O.C. Lw TF.._ ,. .._,.. •__ kIIb1I'.JI flj flkfl_*a(.,fl. HOLD-DOWN FORCES: TL = 1.55 k , TR = 1.55 k (USE CS16 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.19 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L/ B = 0.6 < 13.5 [Satisfactory] TERMINE REQUIRED CAPACITY Vb = 240 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THE SHEAR CAPACITIES PER IBC Table 23063/ SDPWS-15 Table 43A with ASD reduction factor 2 O Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 1 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 1 460 1 600 1 770 mote: i. i ne inatcama snear numoers nave reaucea Dy SPCITIC gravity tactor per IBU note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. NE DRAG STRUT FORCE: F = (L-L) MAX( vdI WIND' f4"di,SEISMIC) = 0.00 k (920 = I )(Sec. 1633.2.6) NE FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 11Q & Table 11 L) SILL PLATE ATTACHMENT 16d AT 6" O.C. THE HOLD-DOWN FORCES: vdie Wall Seismic Overturning Resisting Safety Net Uplift Holddown (pIt) at mid-story (Ibs) Moments (ft-Ibs) Moments (ft-lbs) Factors (Ibs) SIMPSON SEISMIC 240 265 41118 Left 17044 0.9 TL I 1555 Right 17044 0.9 TR = I 1555 WIND 100 16580 Left 17044 2/3 TL= I 315 (51 Right 17044 2/3 TR = I I 315 (TL & TR values should include upper level UPLIFT forces if CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh 6h hd = &dig tN,j/ /,,, p!ie .Lhp = +—+O.75he,,±--- = Where: vb = 240 plf, ASD L = 17 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in e0 = 0.024 in, SD d = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.190 in, ASD < 8xe,allowabte, ASO = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd = 4 1= 1 ,(ASCE 7-10 Tab 12.2-1 &Tab 11.5-1) = 0.02 (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 2.34 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 850 psi CD = 1.60 C, = 0.49 A = 16.5 in E= 1400 ksi C1= 1.10 F'= 737 psi > f= 142 psi [Satisfactory] 35 of 95 Vdla SEISMIC = 410 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 44 plf,for dead load WLL = 0 plf,for live load DIMENSIONS: L= ft, h = 10 ft L= ft. h= 171 0 ft PANEL GRADE (0 or 1) = <= Sheathing and Single -Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d ) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in, h = [1in SPECIES (1 = DFL, 2= SP) 1 DOUGLAS FIR-LARCH GRADE( 1,2,3,4 ,5,06) 6 IStud LL11LL1J_LIIJJ T I PAGE DESIGN By pAnERsoNeHslN:E:NG JOB NO. Th3OJ ATE:I REVIEW BY: Shear Wall Design Based on 2015 IBC /2016 CBC I NDS 2015 INPUT DATA L LATERAL FORCE ON DIAPHRAGM: VdIO WIND 1 100 ]plf,for wind, ASD STORY OPTION ( 1=ground level, 2=upper level) [_271 upper level shear wall -. ................ TF.._. . ..,._.. .,., DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @4 in O.C. BOUNDARY & ALL EDGES /12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 4" O.C. HOLD-DOWN FORCES: TL = 3.46 k , TR = 3.46 k (USE CMSTC16 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.27 in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO L/ B = 0.8 < [3.5 1 [Satisfactory] DETERMINE REQUIRED CAPACITY Vb = 410 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHEAR CAPACITIFS PER IRC Table 7t(lA I SflPWS-1 S Table 4 A with ASF) redrtinn fartnr Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 1 460 600 1 770 r'iote: 1. I ne unoicatea snear numoers nave reaucea Dy SPCltIC gravity Tactor per IBU note a. 2. Since the wall is blocked, SDPW-1 5 Table 4.3.3.2 does not apply. DETERMINE DRAG STRUT FORCE: F = (L-Lw) MAX( vaa WIND, QOvdi,SEISMIc) = 0.00 k DETERMINE FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 11Q & Table 11 L) SILL PLATE ATTACHMENT 16d AT 4" O.C. THE HOLD-DOWN FORCES: ( L10 = 1 )(Sec. 1633.2.6) vd. (plfl Wall Seismic at mid-story (Ibs) Overturning Moments (ft-lbs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (Ibs) Hoiddown SIMPSON SEISMIC 410 207 54006 Left 10349 0.9 TL I 3459 I Right 10349 0.9 TR = I 3459 WIND 100 12920 Left 10349 2/3 1L = I 466 466 Right 10349 2/3 TN = I (TL & TN values should include upper level UPLIFT forces if CK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) = &',di,g + LXSh, + LNai1 slip + EChord splicc slip = ± + 0.75he , ± hd EAL 8vbh Vhh = Where: vb = 410 plf, ASD L = 13 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in en = 0.031 in, SD d = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.269 in, ASD < 8xe.allowable,ASD = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd = 4 1= ,(ASCE 7-10 Tab 12.2-1 &Tab 11.5-1) = 0.02 h5 (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY Pmax = 3.32 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 850 psi C0 = 1.60 Cp = 0.49 A= 16.5 in E= 1400 ksi CF= 1.10 F0 = 737 psi > fc = 201 psi [Satisfactory] 36 of 95 TE: PAGE: DESIGN BY: REVIEW BY: L ___LLLLLLJi1 -. hp k-- -- TI... PROJECT: CHERRY CLIENT: JRAY3.2 PATTERSON ENGINEERING JOB NO.: 116030032 ShéarWällDésiqn Based on 2015 IBC /2016 CB INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdja WIND = 100 plf,for wind, ASD Vdja SEISMIC = 190 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 44 plf,for dead load __________ WLL = 0 plf,for live load DIMENSIONS: L= 7.67 ft. h = 10 ft L= 7.67 ft, h= 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing_and_Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs,b = 2 in, h = [ 6 jin SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1, 2,3,4,5, 0r6) 6 Stud STORY OPTION ( 1=ground level, 2=upper level) 2 upper level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES /12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 6' O.C. HOLD-DOWN FORCES: FORCES: TL = 1.55 k , TR = 1.55 k (USE CS16 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6' DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.14 in .YSIS MAX SHEAR WALL DIMENSION RATIO L/ B = 1.3 < [3.5 1[Satisfactory] MINE REQUIRED CAPACITY V5 = 190 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in) THF SHFAR C.APACITIFS PER IRC Tnhl 2flR I SDPWS-IW Tnhl 4 1A with ASD mdc,tinn fw"tnr Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 1 15/32 310 460 1 600 1 770 Note: 1. I ne inaicatea snear numbers nave reaucea by specilic gravity tactor per IbU note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. JE DRAG STRUT FORCE: F = (L-L.) MAX( vdie WIND' 00"dia, SEISMIC) = 0.00 k IE FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 110 & Table ilL) SILL PLATE ATTACHMENT 16d AT 6" O.C. THE HOLD-DOWN FORCES: (c10 = 1 ) (Sec. 1633.2.6) vdie (pIt) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 190 123 15187 Left 3647 0.9 T1= I 1552 Right 3647 0.9 TR = I 1552 WIND 100 7670 Left 3647 2/3 do Right TL = I 683 3647 2/3 TR = I 683 (TL & TR values should include upper level UPLIFT forces if applicable) CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh3 5h hd A = + AShes, + AN5i/ + ACho,d splice slip = + + 0.75he,, ± - = 0.141 in, ASD < EAL,, Gt L 8xe,allowable, ASO - - 0.429 in Where: v5 = 190 p11, ASD L = 8 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 in h = 10 ft G = 9.OE+04 psi C5 = 4 I = = 0.500 in e = 0.015 in, SD d, = 0.01 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM= 1.0 A0 0.02 h5, (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) ECK EDGE STUD CAPACITY max = 1.64 kips, (this value should include upper level DOWNWARD loads if applicable) F = 850 psi CD = 1.60 Cp = 0.49 A= 16.5 in E= 1400 ksi CF= 1.10 F5'= 737 psi > f= 99 psi [Satisfactory] 37 of 95 LLLLiJLLJLJ - - \,/5,• - hp Lw T ru.. ,au ,._a-n ..rfl_I_ IJI_,au.al. •sJ nIJI,a,n I U... PROJECT: CHERRY I CLIENT: JRAY4.2 PATTERSONENSINEERING JOB NO.: 16030032 Shear WàIFDesin Based on 2015 IBC I 2016 CB T DATA AL FORCE ON DIAPHRAGM: Vdia WIND = 100 plf,for wind, ASD Vdja SEISMIC = 155 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WOL = 44 plf,for dead load WLL = 0 plf,for live load DIMENSIONS: L 7.67 ft, h = 10 ft L= 7.67 ft. h= 0 ft PANEL GRADE (0 or 1) = I <= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d ) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in, h = 116]in SPECIES (1 = DFL, 2= SP) 1 DOUGLAS FIR-LARCH GRADE (1,2,3,4,5,0r6) 6 Stud STORY OPTION ( 1=ground level, 2=upper level) 1 2 1 upper level shear wall DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @ 6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, SILL PLATE ATTACHMENT 16d AT 6" O.C. PAGE: DESIGN BY: TE: REVIEW BY: HOLD-DOWN FORCES: TL = 1.20 k , TR = 1.20 k (USE CS16 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.10 in IALYSIS ECK MAX SHEAR WALL DIMENSION RATIO L / B = 1.3 < 13.5 1 [Satisfactory] TERMINE REQUIRED CAPACITY Vb = 155 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in THE SHEAR CAPACITIES PER IBC Table 2306.3 I SDPWS-15 Tahie 43A with ASr) rwitutinn fartor 7 (tt Panel Grade Common Nail Min. Penetrationl (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 1 5/8 15/32 310 460 600 1 770 Note: 1. I ne inoicajea snear numoers nave reaucea oy speciitc gravity tactor per ibu note a, 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. INE DRAG STRUT FORCE: F = (L-L=) MAX( vd,, WIND' GoVdiI. SEISMIC) = 0.00 k DETERMINE FLOOR SILL PLATE ATTACHMENT (NDS 2015, Table 110 & Table ilL) SILL PLATE ATTACHMENT 16d AT 6" O.C. THE HOLD-DOWN FORCES: ( 920 = 1 )(Sec. 1633.2.6) v5, (plf) Wall Seismic at mid-story (lbs) Overturning Moments (ft-lbs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (lbs) Holddown SIMPSON SEISMIC 155 123 12502 Left 3647 0.9 TL I 1202 ro Right 3647 0.9 T5 = I 1202 WIND 100 7670 Left 3647 2/3 TL = I 683 __ Right 3647 2/3 TR = I 683 (TL & TR values should include upper level UPLIFT forces if CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3 / SDPWS-15 4.3.2) 8vhh Lb-h— hd j,&ho,,j .vplice slip = EAL G = Where: Vt = 155 plf, ASD L = 8 ft E = 1.7E+06 psi A = 16.50 in h = 10 ft G = 9.OE+04 psi = 0.500 in e, = 0.010 in, SD d = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.105 in, ASD < öxe allowable ASD = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) C5= 4 1= ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) = 0.02 h,, (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 1.40 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi Co = 1.60 Cp = 0.49 A= 16.5 in E= 1400 ksi CF = 1.10 F,'= 737 psi > f,= 85 psi [Satisfactory] 38 of 95 SIMPSON STRONG-TIE COMPANY INC. II (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com - Job Name: CHERRY Wall Name: RAY5.1 Application: Second Floor - Non Stacked Design Criteria: * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 4300 lbs Selected Strong-Wall® Panel Solution: Model Type W (in) H (in) T (in) Sill -Anchor End Anchor Bolts Total Axial Load (Ibs) Actual Uplift (Ibs) SW18x8-RF Wood 18 93.25 3.5 13-SOS 1/4"x6' 2- 7/8' 100 5431 lb SW24x8-RF Wood 24 93.25 3.5 16-SOS 1/4"x6" 2-7/8" 100 5113 lb SW24x8-RF Wood 24 93.25 3.5 16-SOS 1/4"x6" 2- 7/8" 100 5113 lb SW32x8-RF Wood 32 93.25 3.5 20-SOS 1/4"x6" 2 - 7/8" 100 5089 lb Actual Shear & Drift Distribution: RR I Actual Allowable Actual I Actual Drift Model Relative Shear Shear Allow Drift Limit Rigidity (Ibs) (Ibs) Shear (in) (in) SW18x8-RF 0.17 749 :5 750 OK 1.00 0.37 0.42 SW24x8-RF 0.24 1038 15 1095 OK 0.95 0.37 0.42 SW24x8-RF 0.24 1038 :5 1095 OK 0.95 0.37 0.42 SW32x8-RF 0.34 1474 < 1595 OK i 0.92 0.37 0.42 1-SW18x8-RF & 2-SW24x8-RF & 1-SW32x8-RF are OK along the same wall line. Notes: Wood Strong-Wall Shearwalls have been evaluated to the 2015 lBC/IRC. See www.strongtie.com for additional design and installation information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. See program toolbar for detail under Tools / Anchor Bolt Templates. The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the 'C4" Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Non-stacked assumes wall placed over site built wall or on a wood beam. If on wood beam, designer shall add effect of beam deflection to top of wall drift. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong-Tie Company Inc. at 1-800-999-5099. Page 1 of 1 39 of 95 I" (/ PROJECT: iRY PAGE: CLIENT: rFAYI.1 DESIGN BY: I I PAflERSONENGINEERING JOB NO.: 6030032 DATE: hi3/2d17 REVIEW BY: J I Shear WailDesiun Based on 2015 IBC /2016 CBC I NDS 2015 I INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia WIND = 100 plf,for wind, ASD Vdla SEISMIC = 440 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WOL = 244 plf,for dead load M WILL = 0 plf,for live load DIMENSIONS: L=ft, h = 10ft L=ft, h= 0 ft PANEL GRADE (0 or 1) =<= Sheathing and Single-Floor MINIMUM NOMINAL PANEL THICKNESS = ]532in COMMON NAIL SIZE (0=6d, 1=8d, 2=lod) lOd SPECIFIC GRAVITY OF FRAMING MEMBERS EDGE STUD SECTION 2 pcs, b = in, h = 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1,2,3,4,5,0r6) 6 Stud STORY OPTION ( 1=ground level, 2=upper level) 1 1 Iground level shear wall I I I I I Ti !I !l L TF.... .... .._n.s ..-..... ,%, ESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @4 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 24 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 16 in O.C.) HOLD-DOWN FORCES: TL = 3.75 k , TR = 3.75 k (USE HDU4-1/4x2.5 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.32 in VS'S MAX SHEAR WALL DIMENSION RATIO L / B = 2.0 < [3.5 ] [Satisfactory] MINE REQUIRED CAPACITY vb = 440 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing 4 in THE RHEAR r.APAr.ITIES PER IRC. ThI 2'fl ' / snpwsic T.H.AAA with Aifl rdtinn f,-fn 2 ns Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 460 600 770 Note: 1. I he indicated shear numbers have reduced by specific gravity tactor per IBC note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. E DRAG STRUT FORCE: F = (L-L.) MAX( vdia, WIND QoVdi, SEISMIC) = 0.00 k (0 = 1 ) (Sec. 1633.2.6) E MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11 E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @24 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 16 in O.C.) THE 1-101 fl-flOWN FORCES- Vd, (plf) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-lbs) Resisting Moments (ft-lbs) Safety Factors Net Uplift (Ibs) Hotddown SIMPSON SEISMIC 440 80 22400 Left 4050 0.9 TL = I 3751 Right 4050 0.9 TR = I 3751 WIND 100 5000 Left 4050 2/3 TL = I 460 Right 4050 2/3 TR = I 460 (TL & TR values should include upper level UPLIFT forces if applicable)I ECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3/ SDPWS-15 4.3.2) 8vbh Lb-h— hd = + SI=,r + LN,i/ /q, ± &hon/ Sp/1C' = EAL, + + 0.75he, + = Where: Vb = 440 plf, ASD Lw = 5 ft E = 1.7E+06 psi A = 16.50 in' h = 10 ft G = 9.OE+04 psi = 0.500 in e0 = 0.035 in, SD d = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.324 in, ASD < 6xe,aiiowable, ASD = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd= 4 1= ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) = 0.02 (ASCE 7-10 Tab 12.12-1) ECK EDGE STUD CAPACITY max = 3.53 kips, (this value should include upper level DOWNWARD loads if applicable) F = 850 psi Co = 1.60 Cp = 0.49 A = 16.5 in E= 1400 ksi CF= 1.10 F'= 737 psi > f= 214 psi [Satisfactory] 40 of 95 PROJECT: CHERRY PAGE: CLIENT: FAY2.1 DESIGN BY: PATTERSONENGINEERING JOB NO.: 16030032 TE: REVIEW BY: Shear WäIIDesiqn Based on 2015 IBC /2016 CBC I INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vda WIND 100 plf,for wind, ASD w L_LLLLL±1_H_U - IiiiH TF.._. . .,._._ . DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @4 in O.C. BOUNDARY & ALL EDGES /12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @26 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 18 in O.C.) HOLD-DOWN FORCES: TL = 0.86 k , TR = 0.86 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.25 in ,YSIS ______ MAX SHEAR WALL DIMENSION RATIO L / B = 0.5 < 13.5 j [Satisfactory] MINE REQUIRED CAPACITY Vb = 400 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 4 in) THE SHEAR CAPACITIES PER IBC Table 2306.3 / SOPWS-15 Table 43A with ASD reduction factor 2 nt Panel Grade Common Nail Mm. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 460 600 770 'lose: I. I ne InDIcateD sneer numoers nave reaucea oy SPCITIC gravity iactor per lL:SU note a. 2. Since the wall is blocked, SDPW-1 5 Table 4.3.3.2 does not apply. 1E DRAG STRUT FORCE: F = (L-L.) MAX( Vdia WIND, Qovdi. SEISMIC) = 0.00 k (1E2 = lE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @26 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 18 in O.C.) TI-IF 1-1(31 F3-flCIWN FflRr.PS 1 ) (Sec. 1633.2.6) Vd= Wall Seismic Overturning Resisting Safety Net Uplift Holddown (ph) at mid-story (Ibs) Moments (ft-lbs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 400 315 80254 Left 70417 0.9 TL I 858 I Right 70417 0.9 T = I 858 WIND 100 Left 19670 .19 70417 2/3 TL I 0 Right 70417 2/3 T = I 0 (TL & TR values should include upper level UPLIFT forces if Vdja SEISMIC = 400 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 284 plf,for dead load WLL 0 plf,for live load DIMENSIONS: L= ft. h =10 ft L= ft, h5 =0 171- ft PANEL GRADE (0 or 1) Sheathing -Floor _and _Single MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs, b = 2 in, h = 1 6 un SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1, 2,3,4,5, 0r6) 6 Stud STORY OPTION ( 1=ground level, 2=upper level) [ 1 ground level shear wall CK MAXIMUM SHEAR WALL DEFLECTION: (IBC Section 2305.3 / SDPWS-15 4.3.2) 8vbh v,h hd = Be,di,g Shea,+ Nil s/q+ AC/-J .vphc.' = EAL,, +--+O.75hen+-j- = Where: v5 = 400 plf, ASD L = 20 ft E = 1.7E+06 psi A = 16.50 inz h = 10 ft G = 9.OE+04 psi = 0.500 in e0 = 0.029 in, SD d = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.255 in, ASD < 6xe.allowable, ASD = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd = 4 1= 1 ,(ASCE 7-10 Tab 12.2-1 &Tab 11.5-1) = 0.02 h, (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 5.11 kips, (this value should include upper level DOWNWARD loads if applicable) F = 850 psi C0 = 1.60 C = 0.49 A= 16.5 in E= 1400 ksi CF= 1.10 F= 737 psi > f= 309 psi [Satisfactory] 41 of 95 PROJECT: ERRY rFA 0 Y3 CLIENT: .11:ri;~&PATTSRSONENGINEERING JOB NO.: 30032 ShéärWäll'Desiqn Based on 2015 IBC /2016 CB I PAGE: DESIGN BY: TE: 1T/2Oi71 REVIEW BY: INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdja WIND = 100 1 plf,for wind, ASD I LLLHH_LLLL Th. . DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @3 in O.C. BOUNDARY & ALL EDGES /12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @20 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 14 in O.C.) Vdja, SEISMIC = 510 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 88 plf for dead load WILL = 0 plf,for live load DIMENSIONS: L = 19.33 ft h = 10 ft = [19.33 ft, h= 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor HOLD-DOWN FORCES: TL = 3.72 k , TR = 3.72 it (USE HDU4-1/4x2.5 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 it EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.27 in YSIS MAX SHEAR WALL DIMENSION RATIO L/ B = 0.5 < 13.5 ] [Satisfactory] MINE REQUIRED CAPACITY Vb = 510 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 3 in) THE SHFAR ('.APACITIFS PFR IRr. Table 2flR i / SflPWS-1 S Table 4 A with Afl rerinti,n far'tnr 9 n\ Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 4 3 2 Sheathing and Single-Floor lOd 15/8 15/32 310 1 460 600 770 Note: 1. I ne indicated snear numbers have reauceci by spectic gravity tactor per 113C note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. E DRAG STRUT FORCE: F = (L-L.) MAX( Vdie, WIND, I4Vd,a SEISMIC) = 0.00 k (05 = JE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @20 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 14 in O.C.) THE HOLD-DOWN FORCES- 1 ) (Sec. 1633.2.6) vdia Wall Seismic Overturning Resisting Safety Net Uplift Holddown (plf) at mid-story (Ibs) Moments (ft-Ibs) Moments (ft-Ibs) Factors (Ibs) SIMPSON SEISMIC 510 309 100129 Left 31387 0. 9 TL = I 3719 I Cl b Right 31387 0.9 TR = 3719 WIND 100 19330 Left 31387 2/3 1L I 0 Right 31387 2/3 TR = I 0 (TL & TR values should include upper level UPLIFT forces if MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=1od) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 2 pcs,b = 2 in, h = 1 6 in SPECIES (1 = DEL, 2 = SP) 1 DOUGLAS FIR-LARCH GRADE (1,2,3,4,5,0r6) 6 Stud STORY OPTION ( 1=ground level, 2=upper level) -- 1 ground level shear wall :CK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3/ SDPWS-15 4.3.2) A = + As,..,. + ANail sji,+ ACho sphce / = 8vbh3 + + 0.75he + = EAL, Gt Where: Vb = 510 plf, ASD L = 19 ft E = 1.7E+06 psi A = 16.50 in' In = 10 ft G = 9.OE+04 psi = 0.500 in e = 0.027 in, SD da = 0.01 in, SD CM= 1.0 (NDS 4.1.4) 0.269 in, ASD < 65e,allowable, ASD = 0.429 in [Satisfactory] (ASCE 7-10 12.8.6) Cd= 4 1= ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) = 0.02 hsx (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 4.54 kips, (this value should include upper level DOWNWARD loads if applicable) = 850 psi CD = 1.60 Cp = 0.49 A = 16.5 in E= 1400 ksi CF= 1.10 F'= 737 psi > f= 275 psi [Satisfactory] 42 of 95 TE: PROJECT: CHERRY L CLIENT: FAY4.2 PATTERSONENGINEERING JOB NO.: 116030032 ShéärWàlrDesiqn Based on 2015 IBC 12016 CB INPUT DATA LATERAL FORCE ON DIAPHRAGM: Vdia WIND = ioó] plf,for wind, ASD Vdia SEISMIC = 265 plf,for seismic, ASD GRAVITY LOADS ON THE ROOF: WDL = 88 plf,for dead load __________ WLL = 0 plf,for live load DIMENSIONS: L= 12.17 ft. h = 10 ft L= 12.17 ft. h5 = 0 ft PANEL GRADE (0 or 1) = 1 <= Sheathing _and _Single-Floor MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 lOd SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 EDGE STUD SECTION 72=upper pcs, b = 2 in h = 1 6 in SPECIES (1 = DFL, 2 1 DOUGLAS FIR-LARCH GRADE (1,2,3,4,5 6 Stud STORY OPTION ( 1=ground lev level) 1 1 Iground level shear wall PAGE: DESIGN BY: REVIEW BY: LLLLLLLJ_U LIN TF... . .._n.s ..,.._._ .., Ti DESIGN SUMMARY BLOCKED 15/32 SHEATHING WITH lOd COMMON NAILS @6 in O.C. BOUNDARY & ALL EDGES / 12 in O.C. FIELD, 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @40 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @28 in O.C.) HOLD-DOWN FORCES: TL = 1.81 k , TR = 1.81 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN) DRAG STRUT FORCES: F = 0.00 k EDGE STUD: 2-2" x 6" DOUGLAS FIR-LARCH Stud, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = 0.23 in ,YSIS MAX SHEAR WALL DIMENSION RATIO L / B = 0.8 < [3.5 j [Satisfactory] MINE REQUIRED CAPACITY Vb = 265 plf, ( 1 Side Diaphragm Required, the Max. Nail Spacing = 6 in THE SHEAR CAPACITIES PER IBC Table 23063 I SDPWS-15 Table 4 3A with ASfl redtirtinn fa'5nr7 rn Panel Grade Common Nail Min. Penetration (in) Mm. Thickness (in) Blocked Nail Spacing Boundary & All Edges 6 1 4 1 3 1 2 Sheathing and Single-Floor lOd 15/8 15/32 310 1 460 1 600 1 770 Note: 1. I ne naicateo snear numoers nave reouceo oy specmc gravity Tactor per 11Su note a. 2. Since the wall is blocked, SDPW-15 Table 4.3.3.2 does not apply. JE DRAG STRUT FORCE: F = (L-L.) MAX( vdie WINO. QOvd.SEISMiC) = 0.00 k (c2 = JE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2015, Tab.11E) 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @40 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @28 in 0G.) THE HOLD-DOWN FORCES- 1 ) (Sec. 1633.2.6) Vdi, (plf) Wall Seismic at mid-story (Ibs) Overturning Moments (ft-Ibs) Resisting Moments (ft-Ibs) Safety Factors Net Uplift (Ibs) Holddown SIMPSON SEISMIC 265 195 33224 Left 12441 0.9 TL= I 1810 Right 12441 0.9 TR =I 1810 WIND 100 12170 Left 12441 2/3 TL I 318 318 Right 12441 2/3 TR = I (TL & TR values should include upper level UPLIFT forces if applicable) CK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-15 4.3.2) L = =j=g±Si=,r + A Afail .vplk.' 8vbh3 = + !Lb-h±O.75he,± hd-------- = 0.226 in, ASD < EAL,, Gt L, &x - e allowable ASD - 0.429 in Where: Vb = 265 plf, ASD L = 12 ft E = 1.7E+06 psi [Satisfactory] (ASCE 7-10 12.8.6) A = 16.50 in' h = 10 ft G = 9.OE+04 psi Cd = 4 I = = 0.500 in e, = 0.029 in, SD de = 0.01 in, SD ,(ASCE 7-10 Tab 12.2-1 & Tab 11.51) CM = 1.0 = 0.02 h. (NDS 4.1.4) , (ASCE 7-10 Tab 12.12-1) EDGE STUD CAPACITY max = 2.50 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 850 psi CD = 1.60 Cp = 0.49 A= 16.5 itt2 E= 1400 ksi CF= 1.10 F,= 737 psi > f= 152 psi [Satisfactory] 43 of 95 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Strong . Job Name: CHERRY Wall Name: FAY5.1 Application: Garage Front Design Criteria: * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete * ASD Design Shear = 4550 lbs Selected Strong-Wall® Panel Solution: Model Type W (1n) H (in) I (in) Sill Anchor End Anchor Bolts Total Axial Load (Ibs) Actual Uplift (Ibs) SW16x8x6 Wood 16 90 5.75 2-5/8" 2-7/8" 100 5456 lb SW22x8x6 Wood 22 90 5.75 2- 5/8" 2- 7/8" 100 4424 lb SW22x8x6 1 Wood 22 90 5.75 2-5/8" 2- 7/8" 100 1 4424 lb SW22x8x6 Wood 1 22 90 5.75 2- 5/8" 1 2 - 7/8" j 100 4424 lb Actual Shear & Drift Distribution: RR Actual Allowable Actual / Actual Drift Model Relative 1 Shear Shear Allow Drift I Limit Rigidity (Ibs) (Ibs) Shear (in) (in) SW16x8x6 0.18 822 :5 1175 OK 0.70 0.28 it 0.47 SW22x8x6 0.27 1243 151865 OK 0.67 it 0.28 1 0.47 SW22x8x6 1 0.27 1243 :5 1865 OK 0.67 1 0.28 1 0.47 SW22x8x6 0.27 1243 < 1865 OK 0.67 0.28 0.47 1-SW16x8x6 & 3-SW22x8x6 are OK along the same wall line. Notes: Wood Strong-Wall Shearwalls have been evaluated to the 2015 lBC/lRC. See www.strongtie.com for additional design and installation information. Anchor templates are recommended for proper anchor bolt placement, and are required in some jurisdictions. See program toolbar for detail under Tools / Anchor Bolt Templates. Check that wall height "H" plus curb height (above slab) will attain overall rough header opening height (top of driveway slab to bottom of header). The combined effect of the downward vertical axial load and overturning on the compression post of the Wood Strong-Wall shearwall shall be evaluated by the Specifier as not to exceed the "C4" Allowable Vertical Load. See Out of Plane and Axial Capacities in Tools dropdown menu. Garage portal walls listed above may be used with double 2x12 minimum or double 1 3/4" x 11 7/8" minimum LVL headers. Headers shall be face nailed to each other with minimum 16d nails at 32" on center staggered along the top and bottom. Double 2x12 requires 1/2" ply or OSB shim to make the header assembly flush with Wood Strong-Wall panel. The shim shall match the header depth and Wood Strong-Wall panel width minimum. It may be placed on either face of the header or between plies directly over the Wood Strong-Wall panel. Page 1 of 5 44 of 95 PER ARCHL -DECK SHEATHING PER PLAN II7OTHROUGH-. BOILS 33I/4 WASHER BEAM PER PLAN 2x 81KG @ s'0 .c DECK JOIST PER PLAN SHEAR WALL PER PLAN - 2x STUD WALL@ I6O.C. L_ I DECKJTIST _PER PLAN 2xBLKGW/4-16d BEAM PER PLAN Patterson Engineering PROJECT: Guardrail PAGE: 4655 Cass St. Suite 404 CLIENT: DESIGN BY: San Diego CA 92109 JOB NO.: _______ DATE: REVIEW BY: Handrail Design Based on AISC 360-10 & ACI 31841 INPUT DATA & DESIGN SUMMARY HANDRAIL SECTION => HSSi2ii4] => A Z S t h HANDRAIL YIELD STRESS Fy = 46 tksi 1.51 0.96 0.75 0.23 2.00 BALUSTER SECTION => HSS2x2x1I41 => A Z S t h BALUSTER YIELD STRESS Fy d 46 Jksi 1.51 0.96 0.75 0.23 2.00 HANDRAIL SPAN L =r-4-8-7 in 200 LBS BALUSTER HEIGHT H = 42 in BALUSTER SLEEVE DEPTH D = 4 in / EDGE DISTANCE TO SLEEVE c = 2.25 in 50 PLF *4 FT = 200 LB CONCENTRATED LOAD I / ______ HORIZ. LOAD PERP. TO HANDRAIL w =L50.jplf (UBC Tab. 16-B, ASCE 7-10 4.5.1) THE BRACE DESIGN IS ADEQUATE. I SECTON ANALYSIS CHECK HANDRAIL CAPACITIES (AISC 360-10 F7, G5 or F8, G6) M=wL -= 100 ft-lbs V== 100 lbs 8 2 M 1.61 ksi < (Mn/Qb)/S (F Z/1.67)/S = = 0.11 ksi < (0.6 F C /D,)= (0.6 F 1.011.67)= CHECK BALUSTER CAPACITIES (AISC 360-10 F7, G5 or F8, G6) M=wLH= 700ft1bs V=wL= 2001bs 11.24 ksi < (Mfl /Qb)/S= (FZ/1.67)/S= = = 0.21 ksi (0.6 F C / Q) = (0.6 F 1.0/1.67) = 35.55 ksi [Satisfactory] 16.53 ksi [Satisfactory] 35.55 ksi [Satisfactory] 16.53 ksi [Satisfactory] M = 200 LB (42 IN) = 8.4 K-IN MI! = 8.4 K-IN / 2.25 IN = 3.74 K NDS TABLE 11.2A: G=0.5 D= 1/2" W= 378 LB/IN Cd =1.6 (SHORT-TERM LOADING) 5" PENETRATION: Wu =378 LB/IN *51N* 1.6=3.024K (2) 1/2" DIAM BOLTS ON EACH POST: 3.024 K * 2 = 6.05 K > 3.74 K I0KI 2. PLATES 4.55258N STEEL PLATE LAGS KISS 2,Sx1I4 @EO'O.C. 45 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 VERTICAL CALCULATIONS 46 of 95 Patterson Engineering 928 FOrt Stockton Drive San Diego, CA 92103 Wood Beam Ile \\server-2015\users\PATtER-1\DOCIJME-1\PATTER-1\Projects\2016\166203-1\Calcs\Verticatcherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06009682 Licensee: Pafterson Engineering, Inc Description: HDR-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1350 psi Ebend- xx 1600 ksi Fc - Prll 925 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 170 psi Ft 675 psi Density 31.2pcf Beam Bracing : Completely Unbraced 0(0.407) Lr(0.37) V V V V V 6x8 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width 18.50 ft, (Roof Load) DESIGN SUMMARY I1MiIs] Maximum Bending Stress Ratio = 0.490 1 Maximum Shear Stress Ratio = 0.321 : 1 Section used for this span 6x8 Section used for this span 6x8 fb : Actual = 823.09psi fv : Actual = 68.22 psi FB : Allowable = 1,679.83psi Fv : Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.035 in Ratio = 2052 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.075 in Ratio = 966>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.358 2.358 Overall MINimum 0.749 0.749 +D+H 1.248 1.248 +D+L+H 1.248 1.248 +D+Lr+H 2.358 2.358 +D+S+H 1.248 1.248 +D+0.750Lr+0.750L+H 2.080 2.080 +D+0.750L+0.750S+H 1.248 1.248 +D+0.60W+H 1.248 1.248 +D+0.70E+H 1.248 1.248 +D+0.750Lr+0.750L+0.450W+H 2.080 2.080 +D+0.750L+0.750S+0.450W+H 1.248 1.248 47 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Ile ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Wood Beam Engineering, Description : HDR-01 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 1.248 1.248 +0.60D+0.60W+0.60H 0.749 0.749 +0.60D+0.70E+0.60H 0.749 0.749 0 Only 1.248 1.248 LrOnly 1.110 1.110 L Only S Only W Only E Only H Only 48 of 95 Patterson Engineering 928 Fôrt Stockton Drive San Diego, CA 92103 Wood Beam He = \\server-2015\users\PA ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description: RB-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3100 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3100 psi Ebend- xx 2000 ksi Fc - Prll 3000 psi Eminberid - xx 530120482 ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285 psi Ft 1950 psi Density 41.75pcf Beam Bracing : Completely Unbraced 0(0.11) 1-0.1) V V V V V 5.25x11.875 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width = 5.0 ft, (Roof Load) Maximum Bending Stress Ratio = 0.216 1 Maximum Shear Stress Ratio = 0.117: 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb : Actual 801 .29psi fv : Actual = 41.54 psi FB : Allowable = 3,703.17psi Fv: Allowable = 356.25 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 8.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.129 in Ratio= 1581 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.294 in Ratio= 693>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support Overall MINimum 0.653 0.653 +D+H 1.089 1.089 +D+L+H 1.089 1.089 +D+Lr+H 1.939 1.939 +D+S+H 1.089 1.089 +D+0.750Lr+0.750L+H 1.726 1.726 +D+0.750L+0.7505+l-I 1.089 1.089 +D+0.60W+H 1.089 1.089 +D+0.70E+H 1.089 1.089 +D+0.750Lr+0.750L+0.450W+H 1.726 1.726 +D+0.750L+0.7505+0.450W+H 1.089 1.089 49 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood Beam lie = \\server-2015\users\PATTER-1\DOCUME-1\PATrER-1\Projects\2016\166203--1\Calcs\Vertical\cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I IIi'E'II'I'3I*P Licensee : Pafterson Engineering, Inc Description : RB-01 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 1.089 1.089 +0.60D+0.60W+0.60H 0.653 0.653 +0.60D+0.70E+0.60H 0.653 0.653 D Only 1.089 1.089 Lr Only 0.850 0.850 LOnly S Only WOnly EOnIy H Only 50 of 95 Patterson Engineering 928 Fórt Stockton Drive San Diego, CA 92103 I Wood B 00 earn iie = \\server-uib\users\VAi I F<-1\UUUUMb-1WAI I 1WrOJeCtS\U1b1bb2O3-1\UaIcS\VertICaI\Cherry.eC6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Engineering, Description : RB-02 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,350.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 925.0 psi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20pcf Beam Bracing : Completely Unbraced D(O.242) Lr(O.22) V V V V 6x12 Span = 12.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width = 11.0 ft, (Roof Load) Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.51Q 1 Maximum Shear Stress Ratio = 0.270: 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 847.59psi fv : Actual = 57.31 psi FB : Allowable = 1,660.67 psi Fv : Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 6.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.093 in Ratio= 1555>=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.200 in Ratio = 719>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.854 2.854 Overall MINimum 0.921 0.921 +D+H 1.534 1.534 +D+L+H 1.534 1.534 +D+Lr+H 2.854 2.854 +D+S+H 1.534 1.534 +D+0.750Lr+0.750L+H 2.524 2.524 +D+0.750L+0.750S+H 1.534 1.534 +D+0.60W+H 1.534 1.534 +D+0.70E+H 1.534 1.534 +D+0,750Lr+0,750L+0,450W+H 2.524 2.524 +D+0.750L+0.7505+0.450W+H 1.534 1.534 51 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam lIe \\server-2015\users\PATTER-1\DOCUME-1\PATrER-1\Projects\2016\166203-1\Calcs\Vertica8cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 'Lic. #: KW-06009682 Licensee: Pafterson Engineering, Inc I Description : RB-02 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+0.5250E+H 1.534 1.534 +0.600+0.60W+0.60H 0.921 0.921 +0.600+0.70E+0.60H 0.921 0.921 D Only 1.534 1.534 LrOnly 1.320 1.320 LOnly S Only WOnly EOnIy H Only 52 of 95 Patterson Engineering 928 Fort Stockton Dnve San Diego, CA 92103 Wood B Filer \\SERVER-2015\Users\PAUER-1\DOCUME-1\PATTER-1\Project&2016\166203-1\Calcs\therry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. Licensee Patterson Engineering, Description : RB-03 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1,350.0 psi Ebend- xx 1,600.0ksi Fc - Prll 925.Opsi Eminbend - xx 580.0ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade No.1 Fv 170.0 psi Ft 675.0 psi Density 31.20 pd Beam Bracing : Completely Unbraced D(O.036 V V V V V D(O.044) Lr(0.04) V V V V V 'y 6x12 Span = 19.250 ft Applied Loads - - Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof Load) Uniform Load: D = 0.0180 ksf, Tributary Width = 2.0 ft, (Wall Above) Maximum Bending Stress Ratio = 0.374 1 Maximum Shear Stress Ratio 0.130: 1 Section used for this span 6x12 Section used for this span 6x12 fb : Actual = 613.04 psi fv : Actual 27.62 psi FB Allowable = 1,637.30p5i Fv:Allowable = 212.50 psi Load Combination +D+Lr+H Load Combination +D+Lr+H Location of maximum on span = 9.625ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.111 in Ratio = 2072 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0<240.0 Max Downward Total Deflection 0.373 in Ratio= 620 >=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MINimum 0.385 0.385 +D+H 0.902 0.902 +D+L+H 0.902 0.902 +D+Lr+H 1.287 - 1.287 +D+5+H 0.902 0.902 +D+0.750Lr+0.750L+H 1.191 1.191 +D+0.750L+0.7505+H 0.902 0.902 +D+0.60W+H 0.902 0.902 +D+0.70E+H 0.902 0.902 +D+0.750Lr+0.750L+0450W+H 1.191 1.191 53 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\UserstPAUER-1\OOCUME-1\PATTER--1\Projects\2016\166203-1\Calcs\ciierry.ec6 I ENERCALC, INC. 1983-2017, Build:617.3.17, Ver:6.17.3.17 Description: RB-03 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0.450W+H 0.902 0.902 +D+0.750L+0.7505+0.5250E+H 0.902 0.902 +0.60D+0.60W+060H 0.541 0.541 +0.60D+0.70E+0.60H 0.541 0.541 D Only 0.902 0.902 Lr Only 0.385 0.385 L Only S Only WOnly EOnly H Only 54 of 95 Fb - Tension 1,350.0 psi Fb - Compr 1,350.0 psi Fc - Prll 925.0 psi Fc - Perp 625.0 psi Fv 170.0 psi Ft 675.0 psi E: Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20pcf Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PATTER-1\DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic.Engineering, Description: RB-04 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced 6x12 Span = 10.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width 2.0 ft, (Roof Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 4.0 ft, (Wall Above) Point Load : D = 0.910, Lr = 0.390 k @8.0 ft, (HDR) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. 7)p-,inn Maximum Bending Stress Ratio = 0.219 1 Maximum Shear Stress Ratio Section used for this span 6x12 Section used for this span fb : Actual = 263.20 psi fv : Actual FB : Allowable = 1,204.26psi Fv : Allowable Load Combination +D+H Load Combination Location of maximum on span = 6.387ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.015 in Ratio = 7809 >=240. Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Downward Total Deflection 0.059 in Ratio = 2048>=180 Max Upward Total Deflection 0.000 in Ratio = 0<180 = 0.194:1 6x12 = 29.73 psi = 153.00 psi +D+H = 9.051 ft = Span #1 Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H Support notation : Far left is #1 Support 1 Support 1.109 1.889 0.278 0.512 0.831 1.377 0.831 1.377 1.109 1.889 0.831 1.377 1.039 1.761 0.831 1.377 0.831 1.377 0.831 1.377 Values in KIPS 55 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015\Users\PAUER-1\DOCUME-1\PAUER-1\Projects\2016\166203-1\Calcs\ctierry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description RB-04 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 1.039 1.761 +D+0.750L+0.750S+0.450W+H 0.831 1.377 +D+0.750L+0.750S+0.5250E+H 0.831 1.377 +0.60D+0.60W+0.60H 0.498 0.826 +0.60D+070E+0.60H 0.498 0.826 D Only 0.831 1.377 LrOnly 0.278 0.512 LOnly S Only WOnly E Only H Only 56 of 95 Patterson Engineering 928 F6rt Stockton Drive San Diego, CA 92103 Lvvo9d Beam Filer \\SERVER-2015\Users\PAUER-1\DOCUME-1\PAfl'ER-1\Projects\2016\166203-1\Calcs\cherry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : FB-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fe - PrIl 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced D(0.09) Ll0.3) V V V V V D0.144) V V V V V D(0.034) L(0.0268) V V V V V F(1ngc D10.198 7x18 Span = 20.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0220, Lr = 0.020 ksf, Tributary Width = 2.0 ft, (Roof Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 11.0 ft, (Wall Above) Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 0.670 ft, (Floor Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 8.0 ft, (Door Below) Point Load: E = 10.950 k 2.0 ft, (SW Above) Point Load: E = 10.950 k 0 18.0 ft, (SW Above) Uniform Load : D = 0.0180, L = 0.060 ksf, Tributary Width = 5.0 ft, (Deck Load) Service loads entered. Load Factors will be applied for calculation DESIGN SUMMARY '1MIs] Maximum Bending Stress Ratio = 0.471:1 Maximum Shear Stress Ratio = 0.322 :1 Section used for this span 7x18 Section used for this span 7x18 fb : Actual = 1,353.54psi fv : Actual = 146.83 psi FB : Allowable = 2,876.03 psi Fv : Allowable 456.00 psi Load Combination +D+L+H Load Combination D0.750L+0.7505+05250E+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.276 in Ratio = 868 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.555 in Ratio = 432 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 13.459 13.459 Overall MiNimum 0.400 0.400 +D+H 5.259 5.259 +D+L+H 8.527 8.527 +D+Lr+H 5.659 5.659 +D+S+H 5.259 5.259 57 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015\Users\PATTER-1\DOCUME--1\PATrER--1\Projects\2016\166203-1\Calcs\cherry.ec6 1111 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I IIfl'i'EsN'I'1I*P Licensee : Patterson Engineering, In( Description : FB-01 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 8.010 8.010 +D+0.750L+0750S+H 7.710 7.710 +D+0.60W+H 5.259 5.259 +D+0.70E+H 12.924 12.924 +D+0.750Lr+0.750L+0.450W+H 8.010 8.010 +D+0.750L+0.7503+0.450W+H 7.710 7.710 +D+0.750L+0.750S+0.5250E+H 13.459 13.459 +0.60D+0.60W+0.60H 3.156 3.156 +0.60D+0.70E+0.60H 10.821 10.821 D Only 5.259 5.259 Lr Only 0.400 0.400 L Only 3.268 3.268 S Only WOnly E Only 10.950 10.950 H Only 58 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 1T!i :1*1,11 File = \\SERVER-2015\Users\PA INC. 1983-2017. Build:6.17.3.17. Ver:6.17.3.17 Description : FB-02 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooerties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced 0(0. 17) L(O.34) V V V V 0(0.418) Lr(0.38) V V V V V 5.25x14 Span = 13.750 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0220, Lr = 0.020 ksf, Tributary Width = 19.0 ft, (Roof Load) Uniform Load: D = 0.0180 ksf, Tributary Width = 10.0 ft, (Wall Above) Uniform Load: D = 0.020, L = 0.040 ksf, Tributary Width = 8.50 ft, (Floor Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.631: 1 Maximum Shear Stress Ratio Section used for this span 5.25x14 Section used for this span fb : Actual 1,867.44psi fv : Actual FB : Allowable = 2,958.40 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 6.875ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.128 in Ratio = 1288>=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.448 in Ratio = 368 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 1FTIe] = 0.463:1 5.25x14 131.85 psi = 285.00 psi +D+L+H 0.000 ft = Span #1 Service loads entered. Load Factors will be applied for calculations. Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.139 9.139 Overall MINimum 2.338 2.338 +D+H 5.427 5.427 +D+L+H 7.764 7.764 +D+Lr+H 8.039 8.039 +D+5+H 5.427 5.427 +D+0.750Lr+0.750L+H 9.139 9.139 +D+0.750L+0.7505+H 7.180 7.180 +D+0.60W+H 5.427 5.427 +D+0.70E+H 5.427 5.427 59 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File= \\SERVER-2015\Users\PA1TER-1\DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\therry.ec6 I ENERCALC, INC. 1983-2017, 8ui1d:6.17.3.17, Ver:6.17.3.17 'Lic. #: KW-06009682 Licensee: Pafterson Engineering, Inc I Descnpon : FB-02 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0750L+0450W+H 9.139 9.139 +D+0.750L+0.750S+0.450W+H 7.180 7.180 +D+0.750L+0.7505+0.5250E+H 7.180 7.180 +0.60D+0.60W+0.60H 3.256 3.256 +0.60D+0.70E+0.60H 3.256 3.256 D Only 5.427 5.427 LrOnly 2.613 2.613 L Only 2.338 2.338 S Only W Only EOnly H Only 60 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam Filer \\SERVER-2015\Users\PATTER-1\DOCUME-1\PATTER-1\Prjects\2016\166203--1\CaIcs\cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 'Lic. #: KW-06009682 Licensee : Patterson En Description: FB-03 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Proøerties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - PrIl 3,000.0 psi Eminbend - xx 1036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced 0(0.09) V D(0.02) L)0.04) V V V V V )L(2.34) E(0.227) 5.2508 Span = 20.0 ft Applied 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 = 0.0220, Lr = 0.020 ksf, Extent = 0.0 -->> 5.0 ft, Tributary Width = 17.0 ft, (Roof Load) Uniform Load: D = 0.0180 ksf, Extent = 0.0 -->> 5.0 ft, Tributary Width = 10.0 ft, (Wall Above) Uniform Load : D = 0.020, L = 0.040, Tributary Width = 1.0 ft, (Floor Load) Uniform Load: D = 0.0090 ksf, Extent = 5.0 -->> 20.0 ft, Tributary Width = 10.0 ft, (Wall Above) Point Load : D = 5.430, Lr = 2.610, L = 2.340 k @ 5.0 ft, (FB-02) Point Load : E = 0.2270k @15.750 ft, (SW Above) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.623 1 Maximum Shear Stress Ratio Section used for this span 5.25x18 Section used for this span fb : Actual = 1,696.96 psi fv Actual FB : Allowable = 2,724.68 psi Fv Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 5.036ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.139 in Ratio= 1725>=480. Max Upward Transient Deflection 0.000 in Ratio= 0<480.0 Max Downward Total Deflection 0.555 in Ratio= 432 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 0.484: 1 5.25x18 = 138.02 psi = 285.00 psi +D+L+H = 0.000 ft = Span #1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support Overall MAXimum 11.676 4.409 Overall MINimum 0.048 0.179 +D+H 7.476 3.021 +D+L+H 9.631 4.006 +D+Lr+H 10.921 3.886 +D+S+H 7.476 3.021 61 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015lJsers\PATTER-1\DOCUME1\PATTER-1\Projects\2016\166203-1\CaIcs\the rr'ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 II?MM Description: FB-03 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+H 11.676 4.409 +D+0.750L+0.750S+H 9.093 3.760 +D+0.60W+H 7.476 3.021 +D+0.70E+H 7.510 3.147 +D+0750Lr+0750L+0450W+H 11.676 4.409 +D+0.750L+0.750S+0.450W+H 9.093 3.760 +D+0.750L+0.750S+0.5250E+H 9.118 3.854 +0.60D+0.60W+0.60H 4.486 1.813 +0.60D+0.70E+0.60H 4.520 1.938 D Only 7.476 3.021 LrOnly 3.445 0.865 L Only 2.155 0.985 S Only WOnly E Only 0.048 0.179 H Only 62 of 95 Patterson Engineering 928 Fbrt Stockton Drive San Diego, CA 92103 File = \\SERVER-2015\Users\PATTER-1\DOCUME-1\PATTER-1\Pro(ects\2016\166203--1\Calcs\cherry.ec6 00 earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06009682 Licensee: Pafterson Engineering, Inc I Description : FB-04 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material ProDerties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend- xx 2,000.0 ksi Fc - Prll 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced 0(0.09) V V V V V 0(0.22) L(0.44) V V * V V 5.25x16 Span = 17.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 11.0 ft, (Floor Load) Uniform Load : D = 0.0090 ksf, Tributary Width = 10.0 ft, (Wall Above) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.525 1 Maximum Shear Stress Ratio = 0.349 :1 Section used for this span 5.25x16 Section used for this span 5.25x16 fb:Actual 1,498.58psi fv:Actual = 99.52 psi FB : Allowable = 2,855.65psi Fv : Allowable = 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 8.500ft Location of maximum on span 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # I Maximum Deflection Max Downward Transient Deflection 0.232 in Ratio = 879 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.408 in Ratio = 499 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.582 6.582 Overall MINimum 1.705 1.705 +D+H 2.842 2.842 +D+L+H 6.582 6.582 +D+Lr+H 2.842 2.842 +D+S+H 2.842 2.842 +D+0.750Lr+0.750L+H 5.647 5.647 +D+0.750L+0.7505+H 5.647 5.647 +D+0.60W+H 2.842 2.842 +D+0.70E+H 2.842 2.842 +D+0.750Lr+0,750L+0.450W+H 5.647 5.647 63 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File k\SERVER-2015\Users\PATTER-1\DOCUME-1\PATrER-1\Projects\2016\166203-1\Calcs\cherry.ec6 III ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. Licensee : Patterson Engineering, Inc Description: FB-04 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+O.750L+O.7505+O.450W+H 5.647 5.647 +D+0.750L+0.750S+0.5250E+H 5.647 5.647 +0.600+0.60W+0.60H 1.705 1.705 +0.60D+0.70E+0.60H 1.705 1.705 O Only 2.842 2.842 Lr Only L Only 3.740 3.740 S Only WOnly EOnly H Only 64 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood Beam INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : FB-05 (060217) CODE REFERENCES Calculations per NDS 2012, lBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prooerties Analysis Method: Allowable Stress Design Fb - Tension 2400 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 2400 psi Ebend- x.x 1800 ksi Fc - PrIl 1650 psi Eminbend - xx 950 ksi Wood Species : DF/DF Fc - Perp 650 psi Ebend- yy 1600 ksi Wood Grade :24F - V8 Fv 265 psi Eminbend - yy 850 ksi Ft 1100 psi Density 31.2 pcI Beam Bracing : Completely Unbraced .............................................. 1-0.29325) -. V V 8.75x18 Span 21.250f1 Applied Loads Service loads entered. Load Factors will be applied for calculation Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 4.250 It, (Deck Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 10.0 It, (Wall Above) Point Load : E = -2.50k (ã 3.0 It, (RAX2.1) Point Load : E = 2.50k t 12.50 ft (RAX2.1) Uniform Load : D = 0.0220, Lr = 0.0170 ksf, Tributary Width = 17.250 It, (Roof Load) Point Load : D = 0.630, L = 0.280 k P 15.50 It, (Floor Beam) DESIGN SUMMARY Design OK I Maximum Bending Stress Ratio = 0.644 1 Maximum Shear Stress Ratio = 0.331 : 1 Section used for this span 8.75x18 Section used for this span 8.75x18 fb : Actual = 1,405.64 psi fv : Actual = 87.69 psi FB : Allowable = 2,182.01 psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.858It Location of maximum on span = 19.776 It Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.177 in Ratio= 1442 >=480. Max Upward Transient Deflection -0.064 in Ratio= 4002 >=480. Max Downward Total Deflection 0.685 in Ratio= 372 >=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 11.807 12.192 Overall MiNimum 1.118 -1.118 +D+H 7.381 7.670 +D+L+H 10.166 10.584 +D+Lr+H 10.497 10.786 +D+S+H 7.381 7.670 +D+0.750Lr+0.750L+H 11.807 12.192 65 of 95 Patterson Engineering 928 Fbrt Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PATTER-1\OOCUME-1\PATTER--1\Projects\2016\166203--1\Calcs\cherry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Lic. #: KW-06009682 Licensee : Patterson Engineering, In( Description : FB-05 (060217) Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.750S+H 9.470 9.855 +D+0.60W+H 7.381 7.670 +D+0.70E+H 6.599 8.452 +D-0.70E+H 8.163 6.888 +D+0.750Lrs-0.750L+0.450W+H 11.807 12.192 +D+0.750L+0.7505+0.450W+H 9.470 9.855 +D+0.750L+0.7505+0.5250E+H 8.883 10.442 +D+0.750L+0.7505-0.5250E+H 10.056 9.268 +0.60D+0.60W+0.60H 4.429 4.602 +0.60D+0.70E+0.60H 3.646 5.384 +0.60D-0.70E+0.60H 5.211 3.820 O Only 7.381 7.670 LrOnly 3.116 3.116 L Only 2.785 2.914 S Only WOnly EOnly -1.118 1.118 E Only * -1.0 1.118 -1.118 H Only 66 of 95 Patterson Engineering 928 FM Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PATTER-1\DOCUME-1\PArrER-1\Projects\2016\166203-1\Calcs\cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06009682 Licensee : Patterson Engineering, Im Description : FB-06 (060217) CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: /\IIowaDIe stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr Fc - Prtl Wood Species : Boise Cascade Fc - Perp Wood Grade : Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 3,100.0 psi E: Modulus of Elasticity 3,100.0 psi Ebend-xx 2,000.0ks1 3,000.0 psi Eminbend - xx 1,036.83ksi 750.0 psi 285.0 psi 1,950.0 psi Density 41.750pcf 0(7.381) Lr(3.11) L(28) E(1.12) 5.25x20 Span = 16.250 ft Applied Loads Service loads entered. Load Factors will be applied for calculations Beam self weight calculated and added to loads Uniform Load : D = 0.020, L = 0.060 ksf, Tributary Width = 4.0 ft, (Deck Load) Uniform Load: 0 = 0.0180 ksf, Extent = 0.0 —>> 10.0 ft, Tributary Width = 10.0 ft, (Walt Above) Point Load: D = 7.381, Lr= 3.120, L = 2.80, E = 1.120 k 0 10.0 ft, (FB-05) Uniform Load : 0 = 0.020, L = 0.040 ksf, Extent = 0.0 -->> 10.0 ft, Tributary Width = 10.50 ft, (Floor Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.769r 1 Maximum Shear Stress Ratio Section used for this span 5.25x20 Section used for this span fb : Actual = 2,251.10psi fv: Actual F`13: Allowable = 2,928.95 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 9.964 ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.176 in Ratio = 1107 >=480. Max Upward Transient Deflection -0.023 in Ratio = 8426 >=480. Max Downward Total Deflection 0.417 in Ratio = 467 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 0.553 : 1 5.25x20 = 157.47 psi = 285.00 psi +D+L+H = 14.5891t = Span #1 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support Overall MiNimum -0.431 -0.689 +D+H 6.436 6.640 +D+L+H 12.371 11.605 +D+Lr+H 7.636 8.560 6.436 6.640 +D+0.750Lr+0.750L+H 11.787 11.804 +D+0750L+07505+H 10.887 10.364 +D+060W+H 6.436 6.640 67 of 95 Patterson Engineering 928 Fbrt Stockton Drive San Diego, CA 92103 Wood Beam File INC. 1983-2017. Build:6.17.3.17. Ver:6.17.3.17 Description : FB-06 (060217) Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D-0.70E+H 6.135 6.157 +D+0.750Lr+0750L+0450W+H 11.787 11.804 +D+0.750L+0.7505+0.450W+H 10.887 10.364 +D+0.750L+0.7508+0.5250E+H 11.113 10.725 +D+0.750L+0.750S-0.5250E+H 10.661 10.002 +0.60D+0.60W+0.60H 3.862 3.984 +0.60D+0.70E+0.60H 4.163 4.466 +0.60D-0.70E+0.60H 3.560 3.501 D Only 6.436 6.640 LrOnly 1.200 1.920 LOnly 5.935 4.965 S Only W Only . EOnly 0.431 0.689 E Only *1.0 -0.431 -0.689 H Only 68 of 95 Patterson Engineering 928 Fbrt Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-201 INC. 1983-2017, Build:6.17.3.17. Ver:6.17.3.17 Description FB-07 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Comor Wood Species Wood Grade V Beam Bracing D(0.063) V 0(0.08) L(0.24) V V 'V V V V 6x16 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculation Beam self weight calculated and added to loads Uniform Load: D = 0.020, L = 0.060 ksf, Tributary Width = 4.0 ft, (Deck Load) Uniform Load : D = 0.0180 ksf, Tributary Width = 3.50 ft, (Wall Above) Fc - Prll Douglas Fir - Larch Fc - Perp No.1 Fv Ft Beam is Fully Braced against lateral-torsional buckling 1,350.0 psi E: Modulus of Elasticity 1,350.0 psi Ebend-xx 1,600.0ksi 925.0 psi Eminbend - xx 580.0 ksi 625.0 psi 170.0 psi 675.0 psi Density 31.20 pcf 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 0.8341 Maximum Shear Stress Ratio = 0.364: 1 6x16 Section used for this span 6x16 1,093.78psi fv:Actual = 61.87 psi 1,312.15psi Fv:Allowable = 170.00 psi +D+L+H Load Combination +D+L+H 10.000ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs Span # 1 0.318 in Ratio= 754>=480. 0.000 in Ratio= 0<480.0 0.532 in Ratio= 450>=240. 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.015 4.015 Overall MINimum 0.969 0.969 +D+H 1.615 1.615 4.015 4.015 +D+Lr+H 1.615 1.615 +D+5+H 1.615 1.615 +D+0.750Lr+0.750L+H 3.415 3.415 +D+0.750L+0.750S+H 3.415 3.415 +D+0.60Ws-H 1.615 1.615 +D+0.70E+H 1.615 1.615 i-D+0.750Lr+0.750L+0.450W+H 3.415 3.415 69 of 95 Patterson Engineering 928 Fbrt Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-201 INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : FB-07 Vertical Reactions Support notation: Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0,450W+H 3.415 3.415 +D+0.750L+0.750S+0.5250E+H 3.415 3.415 +0.600+0.60W+0.60H 0.969 0.969 +0.60D+0.70E+0.60H 0.969 0.969 DOnly 1.615 1.615 LrOnly L Only 2.400 2.400 S Only WOnly EOnly H Only 70 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood B File \\SERVER-2015\Users\PATFER-1\DOCUME-1\PAUER-1\Projects\2016\166203-1\Cals\cteny.ec6 00 earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Engineering, Description : FB-08 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Prorerties 3100 psi E: Modulus of Elasticity 3100 psi Ebend- xx 2000 ksi 3000 psi Eminbend - xx 530120482 ksi 750 psi 285 psi 1950 psi Density 41.75 pcf Analysis Method: Allowable Stress Design Fb - Tension Load Combination ASCE 7-10 Fb - Compr Fc - Prll Wood Species : Boise Cascade Fc - Perp Wood Grade : Versa Lam 2.0 3100 West Fv Ft Beam Bracing : Beam is Fully Braced against lateral-torsional buckling 5.2508 Span = 20.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load: D = 0.0220, L = 0.040 ksf, Tributary Width = 4.0 ft, (Floor Load) Uniform Load: D = 0.0090 ksf, Tributary Width = 10.0 ft, (Wall Above) Point Load: E = 7.90 k @ 7.0 ft, (SW Above) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.30a 1 Maximum Shear Stress Ratio Section used for this span 5.25x18 Section used for this span fb : Actual 1,460.21 psi fv : Actual FB : Allowable = 4,741.50 psi Fv : Allowable Load Combination +D+0.70E+H Load Combination Location of maximum on span = 7.007ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.397 in Ratio = 603 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.439 in Ratio = 547 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 .1rnI.] = 0.191:1 5.25x18 = 86.90 psi = 456.00 psi +D+0.750L+0.750S+0.5250E+H = 0.000ft = Span #1 Vertical Reactions Load Combination Overall MAXimum Overall MiNimum +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H Support notation : Far left is #1 Support 1 Support 5.950 4.706 1.232 1.232 2.054 2.054 3.654 3.654 2.054 2.054 2.054 2.054 3.254 3.254 3.254 3.254 2.054 2.054 5.648 3.989 Values in KIPS 71 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood B Filer \\SERVER-2015\users\PATrER--1\DOCUME--1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 00 earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 II! JR 4YTE0I0IIII*8'Engineering, Description: FB-08 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+O.750Lr+O.750L+0.450W+H 3.254 3.254 +D+0.750L+0.750S+0.450W+H 3.254 3.254 +D+0.750L+0.750S+0.5250E+H 5.950 4.706 +0.60D+0.60W+0.60H 1.232 1.232 +0.60D+0.70E+0.60H 4.827 3.168 D Only 2.054 2.054 LrOnly L Only 1.600 1.600 S Only WOnly E Only 5.135 2.765 H Only 72 of 95 Patterson Engineering 928 F6rt Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PATrER-1\DOCUME-1\PATTER-1\Projecls\2016\166203-1\Calcs\cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I ; Lic. #: KW-06009682 Licensee : Patterson Engineering, In( Description : DJ-01 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend-xx 2,000.0ksi Fe - Pill 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750pcf Beam Bracing : Completely Unbraced D(O.023994) L(0.07998) V V y 1.75x11.25 - Span =1O.Oft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0180, L = 0.060 ksf, Tributary Width = 1.333 ft, (Deck Load) Service loads entered. Load Factors will be applied for calculation '1tTIe] = 0.120:1 1.75x11.25 = 34.16 psi = 285.00 psi +D+L+H = 0.000 ft = Span #1 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 0.31&1 Maximum Shear Stress Ratio 1.75x11.25 Section used for this span 445.69 psi fv : Actual 1,417.11 psi Fv Allowable +D+L+H Load Combination 5.000ft Location of maximum on span Span #1 Span # where maximum occurs 0.044 in Ratio = 2753 >=360 0.000 in Ratio = 0<360 0.060 in Ratio= 2007 >=240. 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.548 0.548 Overall MiNimum 0.089 0.089 +D+H 0.149 0.149 +D+L+H 0.548 0.548 +D+Lr+H 0.149 0.149 +D+S+H 0.149 0.149 +D+0.750Lr+0750L+H 0.448 0.448 +D+0.750L+0.7503+H 0.448 0.448 +D+0.60W+H 0.149 0.149 +D+0.70E+H 0.149 0.149 +D+0.750Lr+0.750L+0.450W+H 0.448 0.448 +D+0.750L+0.7505+0.450W+H 0.448 0.448 73 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PA ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description DJ-01 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0.5250E+H 0.448 0.448 +0.60D+0.60W+0.60H 0.089 0.089 +0.60D+0.70E+060H 0.089 0.089 O Only 0.149 0.149 Lr Only L Only 0.400 0.400 S Only WOnly E Only H Only 74 of 95 Patterson Engineering 928 F&1 Stockton Drive San Diego, CA 92103 Wood Beam File \\SERVER-2015\Users\PATTER-1\DOCUME-1\PATFER--1\Projects\2016\166203-1\Calcs\cherry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 I Lic. # : KW-06009682 Licensee : Patterson Engineering, In( - Description: HDR-02 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Fc - Pill 3,000.0 psi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Beam Bracing : Completely Unbraced 0(0.09) L(0.3 E : Modulus of Elasticity Ebend- xx 2,000.0 ksi Eminbend - xx 1,036.83 ksi Density 41.750 ocf 7 7 V V V 0(0.144) V V V V V D(O.09) V V V V V * 5.2508 Span = 20.0 ft Applied Loads Beam self weight calculated and added to loads Uniform Load : D = 0.0180 ksf, Tributary Width = 5.0 ft, (Wall Above) Uniform Load : D = 0.0180 ksf, Tributary Width = 8.0 ft, (Door Below) Uniform Load : D = 0.0180, L = 0.060 ksf, Tributary Width = 5.0 ft, (Deck Load) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculatiom 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 . 50a 1 Maximum Shear Stress Ratio = 0.310 : 1 5.25x18 Section used for this span 5.25x18 1,378.62 psi fv : Actual = 88.30 psi 2,724.68 psi Fv : Allowable = 285.00 psi +D+L+H Load Combination +D+L+H 10.000 ft Location of maximum on span = 0.000 ft Span # 1 Span # where maximum occurs = Span # 1 0.213 in Ratio= 1127>=480. 0.000 in Ratio= 0<480.0 0.462 in Ratio= 519>=240. 0.000 in Ratio= 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 6.514 6.514 Overall MiNimum 2.108 2.108 +D+H 3.514 3.514 +D+L+H 6.514 6.514 +D+Lr+H 3.514 3.514 +D+S+H 3.514 3.514 +D+0.750Lr+0.750L+H 5.764 5.764 +D+0.750L+0.750S+H 5.764 5.764 +D+0.60W+H 3.514 3.514 +D+0.70E+H 3.514 3.514 75 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood B File \\SERVER-2015\Users\PATTER--1\DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 00 earn ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06009682 Licensee S Patterson •Engineering, Description : HDR-02 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 5.764 5.764 +D+0.750L+0.7505+0.450W+H 5.764 5.764 +D+0.750L+0.750S+0.5250E+H 5.764 5.764 +0.60D+0.60W+0.60H 2.108 2.108 +0600+0.70E+0.60H 2.108 2.108 D Only 3.514 3.514 LrOnly L Only 3.000 3.000 S Only W Only EOnly H Only 76 of 95 Patterson Engineering 928 F&t Stockton Drive San Diego, CA 92103 Wood B Filer \\SERVER-2015\Users\PATTER-1\DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 1111 oo earn ENERCALC, INC. 1983-2017,Bui1d:6.17.3.17, Ver:6.17.3.17 I;.4'EITfiIIbIt.P je Description: HDR-03 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 1000 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 1000 psi Ebend- xx 1700 ksi Fc - Prll 1500 psi Eminbend - xx 620 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.1 Fv 180 psi Ft 675 psi Density 31.2pcf Beam Bracing : Completely Unbraced I 402 Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. ------------------------ Beam self weight calculated and added to loads Uniform Load: 0 = 0.0180 ksf, Tributary Width = 10.0 ft, (Wall Above) Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 20.0 ft, (Floor Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.784 1 Maximum Shear Stress Ratio = 0.537 : 1 Section used for this span 4x12 Section used for this span 4x12 fb : Actual = 853.40 psi fv : Actual = 96.62 psi FB : Allowable = 1,087.85psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.750ft Location of maximum on span = 4.577 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.023 in Ratio= 2812 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.041 in Ratio = 1620 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions . Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.818 3.818 Overall MINimum 0.971 0.971 +D+H 1.618 1.618 +D+L+H 3.818 3.818 +D+Lr+H 1.618 1.618 +D+S+H 1.618 1.618 +D+0.750Lr+0.750L+H 3.268 3.268 +D+0.750L+0.750S+H 3.268 3.268 +D+0.60W+H 1.618 1.618 +D+0.70E+H 1.618 1.618 +D+0.750Lr+0.750L+0.450W+H 3.268 3.268 77 of 95 Patterson Engineering 928 F6rt Stockton Drive San Diego, CA 92103 Wood B File\\SERVER-2015Uisers\PATTER-1\DOCUME-1\PATTER-1\Projects\2016\166203-1\Calcs\cherry.ec6 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Lic. #: KW-06009682 Licensee : Pat !on Engineering, Description: HDR-03 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750L+0.7505+0.450W+H 3.268 3.268 +D+0.750L+0.7505+0.5250E+H 3.268 3.268 +0.60D+0.60W+0.60H 0.971 0.971 +0.60D+0.70E+0.60H 0.971 0.971 O Only 1.618 1.618 LrOnly L Only 2.200 2.200 S Only WOnly EOnly H Only 78 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam Description : HDR-04 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material ProDerties Analysis Method: Allowable Stress Design Load Combination ASCE 7-10 Wood Species : Douglas Fir - Larch Wood Grade : No.1 Beam Bracing : Completely Unbraced INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Fb - Tension 1350 psi E : Modulus of Elasticity Fb - Compr 1350 psi Ebend- xx 1600 ksi Fc - Prll 925 psi Eminbend - xx 580 ksi Fc - Perp 625 psi Fv 170 psi Ft 675 psi Density 31.2pcf D(0.48) L,0.4) V V + + 600 Span = 5.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: 0 = 0.0180 ksf, Tributary Width = 10.0 ft, (Wall Above) Uniform Load : D = 0.020, L = 0.040 ksf, Tributary Width = 10.0 ft, (Floor Load) Uniform Load : 0 = 0.0240, Lr 0.020 ksf, Tributary Width = 20.0 ft, (Roof Load) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.519 1 Maximum Shear Stress Ratio Section used for this span 6x10 Section used for this span fb : Actual 697.29 psi fv: Actual FB : Allowable = 1,343.96 psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span 2.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.013 in Ratio = 5009 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.048 in Ratio = 1361 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 4.046 4.046 Overall MiNimum 1.100 1.100 +D+H 2.396 2.396 +D+L+H 3.496 3.496 +D+Lr+H 3.496 3.496 +D+S+H 2.396 2.396 +D+0.750Lr+0.750L+H 4.046 4.046 +D+0.750L+0.7505+H 3.221 3.221 +D+0.60W+H 2.396 2.396 +D+0.70E+H 2.396 2.396 = 0.422:1 6x10 = 71.80 psi = 170.00 psi +D+L+H = 4.717 ft = Span #1 Values in KIPS 79 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : HDR-04 Vertical Reactions Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 4.046 4.046 +D+0.750L+0.750S+0.450W+H 3.221 3.221 +D+0,750L+0.750S+0.5250E+H 3.221 3.221 +0.60D+0.60W+0.60H 1.438 1.438 +0.60D+0.70E+0.60H 1.438 1.438 D Only 2.396 2.396 LrOnly 1.100 1.100 LOnly 1.100 1.100 S Only WOnly EOnly H Only 80 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam He = \\SERVER-2015\Users\PATTER-1\DOCUME-1\PATrER-1\Projects\2016\166203-1\Calcs\cherry.ec6 I ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description: HDR-05 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 3,100.0 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb - Compr 3,100.0 psi Ebend-xx 2,000.0ksi Fc - Pill 3,000.0 psi Eminbend - xx 1,036.83 ksi Wood Species : Boise Cascade Fc - Perp 750.0 psi Wood Grade : Versa Lam 2.0 3100 West Fv 285.0 psi Ft 1,950.0 psi Density 41.750 pd Beam Bracing : Completely Unbraced 5.25x11.25 Span = 5.50 ft Applied Loads Beam self weight calculated and added to loads Uniform Load: D = 0.0250, Lr = 0.020 ksf, Tributary Width = 1.50 ft, (Roof Load) Point Load : D = 7.480, Lr = 3.450, L = 2.160, E = 0.050 k @4.50 ft, (FB-03) Point Load : D = 0.5160, Lr = 0.4130k @4.50 ft, (Roof Beam) Point Load : E = 1.514 k @4.50 ft, (SW Above) DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.297 1 Maximum Shear Stress Ratio = 0.749 : 1 Section used for this span 5.25x1 1.25 Section used for this span 5.25x1 1.25 fb : Actual = 913.04 psi fv : Actual 213.57 psi FB : Allowable = 3,075.55psi Fv : Allowable 285.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 4.496ft Location of maximum on span = 4.577 ft Span # where maximum occurs Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.010 in Ratio = 6332 >=480. Max Upward Transient Deflection 0.000 in Ratio = 0<480.0 Max Downward Total Deflection 0.033 in Ratio = 1974 >=240. Max Upward Total Deflection 0.000 in Ratio = 0<240.0 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.487 10.450 Overall MiNimum 0.284 1.280 +D+H 1.604 6.692 +D+L+H 1.997 8.460 +D+Lr+H 2.389 9.936 1.604 6.692 +D+0.750Lr+0.750L+H 2.487 10.450 +D+0.750L+0.7505+H 1.899 8.018 +Di-0.60W+H 1.604 6.692 81 of 95 Patterson Engineering 928 Fort Stockton Drive San Diego, CA 92103 Wood Beam File = \\SERVER-2015\Users\PATTER-1 ENERCALC, INC. 1983-2017, Build:6.17.3.17, Ver:6.17.3.17 Description : HDR-05 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 +D+0.750Lr+0.750L+0.450W+H 2.487 10.450 +D+0.750L+0.750S+0.450W+H 1.899 8.018 +D+0.750L+0.7505+0.5250E+}-1 2.048 8.690 +0.60D+0.60W+0.60H 0.962 4.015 +0.60D+0.70E+0.60H 1.161 4.911 D Only 1.604 6.692 Lr Only 0.785 3.243 L Only 0.393 1.767 S Only WOnly E Only 0.284 1.280 H Only 82 of 95 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 FOUNDATION CALCULATIONS 83 of 95 PROJECT: F20 PAGE: CLIENT: DESIGN BY: PATTERSONENGINEERING JOB NO.: DATE. 5/31/2017 REVIEW BY. Pad Foting Design Based on ACI 318-14 INPUT DATA DESIGN SUMMARY COLUMN WIDTH Cl 5 in FOOTING WIDTH B = 2.00 ft COLUMN DEPTH C2 = 3.5 in FOOTING LENGTH L = 2.00 ft BASE PLATE WIDTH b1 = 3.5 in FOOTING THICKNESS T = 18 in BASE PLATE DEPTH b2 = 3.5 in LONGITUDINAL REINF 3 # 5 @ 9 in o.c. FOOTING CONCRETE STRENGTH f' = 3 ksi TRANSVERSE REINF 3 # 5 @ 9 in o.c. REBAR YIELD STRESS f = 60 ksi AXIAL DEAD LOAD PaL = 0 k y AXIAL LIVE LOAD PLL = 8.55 k LATERAL LOAD (0=WIND, i=SEISMIC) = 1 Seismic,SD .7'i / / / SEISMIC AXIAL LOAD PLAT = 0 k,SD SURCHARGE qs = 0 ksf . SOIL WEIGHT w = 0.11 kcf L........../.... FOOTING EMBEDMENT DEPTH Df = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE = 2.2 ksf FOOTING WIDTH B = 2 ft .. FOOTING LENGTH L = 2 ft . BOTTOM REINFORCING # .,. - THE PAD DESIGN IS ADEQUATE. I L ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) CASE 1: DL + LL P = 9 kips 1.2 DL + 1.6 LL Pu = 14 kips CASE 2: DL + LL + E / 1.4 P = 9 kips 1.2 DL + 1.0 LL + 1.0 E Pu = 9 kips CASE 3: 0.9 DL + Eli .4 P = 0 kips 0.9 DL + 1.0 E Pu = 0 kips CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE 2 CASE 3 qMAx = - BL ± q (0.15- w)T = 2.20 ksf, 2.20 ksf, 0.06 ksf q MAX < k 0 a [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 0 85 1 1 1_ ___ M1 = 0.85,6j EU MIN(000I8T 4 \ ____ P= ( _ 0.383hdfj PM.1x d PJ _________ - fy LONGITUDINAL TRANSVERSE d 14.69 14.38 b 24 24 q umax 3.42 3.42 M5 2.50 2.50 p 9.00_9 0.000 Pmin 0.000 0.000 As 0.05 0.05 ReqD 1 # 5 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 3 # 5 @ 91n0.c. 3#5 91n0.c. Pmax 0.015 0.015 Check Pprod < Pmax [Satisfactory] [Satisfactory] 85 of 95 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) Wn = 2Øbdj7 LONGITUDINAL TRANSVERSE V -2.53 -2.35 .4. 0.75 0.75 OVn 29.0 28.3 Check Vu <4V [Satisfactory] [Satisfactory] PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) øv,7 (2+y)ø..f7Ap = 172.21 kips where 4 = 0.75 (ACI 318 21.2) Pc = ratio of long side to short side of concentrated load = 1.00 b0 = c1+c2+b1 +b2+4d = 72.1 in AP = b0 d = 1048.1 in y = MIN(2, 4 / 40 d / b0) = 2.0 I (b +d),_b2 ci '\(+c,+dJj i1Vu Pu,maxl_li _ 5.9588 kips V [Satisfactory] (cont'd) 86 of 95 INPUT DATA COLUMN WIDTH Cl = 3.5 in COLUMN DEPTH C2 = 3.5 in BASE PLATE WIDTH b1 = 3.5 in BASE PLATE DEPTH b2 = 3.5 in FOOTING CONCRETE STRENGTH 1c = 3 kSi REBAR YIELD STRESS f = 60 ksi AXIAL DEAD LOAD PDL = 0 k AXIAL LIVE LOAD PLL = 13.25 k LATERAL LOAD (0=WIND, 1=SEISMIC) = 1 SeismicSD SEISMIC AXIAL LOAD PLAT = 0 k, SD SURCHARGE qs = 0 ksf SOIL WEIGHT w = 0.11 kcf FOOTING EMBEDMENT DEPTH Df = 1.5 It FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE = 2.2 ksf FOOTING WIDTH B = 2.5 ft FOOTING LENGTH L = 2.5 It BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. DESIGN SUMMARY FOOTING WIDTH B = 2.50 ft FOOTING LENGTH L = 2.50 ft FOOTING THICKNESS T = 18 in LONGITUDINAL REINF. 3 # 5 @ 12 in o.c. TRANSVERSE REINF. 3 # 5 @ 12 in o.c. PROJECT: F2.5 PAGE: CLIENT: DESIGN BY: PATTERSCHEKGINEERIHG JOB NO.: . REVIEW BY: DATE Pi Fotiñä Dèsian Based on ACI 318-14 ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) CASE 1: DL + LL P = 13 kips 1.2 DL + 1.6 LL CASE 2: DL + LL + E/ 1.4 P = 13 kips 1.2 DL + 1.0 LL + 1.0 E CASE 3: 0.9 DL + E / 1.4 P = 0 kips 0.9 DL + 1.0 E CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE 2 CASE 3 qMAx = - ± q,,+ (0.15- w)T 2.18 ksf, 2.18 ksf, 0.06 ksf q MAX < kG a. [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. Pu = 21 kips Pu = 13 kips Pu = 0 kips IGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) O.85f[1_ j _ 0.85fl1f e1, O.383hdfj P,M.l = f fy PMJN =M11V00018_ d'3) LONGITUDINAL TRANSVERSE d 14.69 14.38 b 30 30 q umax 3.39 3.39 Mu 5.17 5.17 0.000 0.000 Pmin 0.000 0.000 A5 010 011 ReqD 1 # 5 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 3 # 5 @ 12ino. 3 # 5 @l2ino.c. Pmax 0.015 0.015 Check Pprod<Pmax [Satisfactory] [Satisfactory] 87 of 95 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) øv, = 20bd..f7 LONGITUDINAL TRANSVERSE Vu -1.02 -0.80 0.75 0.75 Wn 36.2 35.4 Check V < [Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) øvn=(2±y)øJ7Ap = 172.21 kips where 4 = 0.75 (ACI 318 21.2) = ratio of long side to short side of concentrated load = 1.00 b0 = c1+c2+b1+b2+4d = 72.1 in AP = b0 d = 1048.1 in2 Y = MIN(2, 4 / I3c' 40 d / b0) = 2.0 I (b 'V2,Vu Pu, max l 1 z i+ci_+d)L.._+dJj 13.542 kips V [Satisfactory] (cont'd) 88 of 95 PROJECT: F3.0 PAGE: CLIENT: DESIGN BY: PATTERSONENG94EERING JOB NO.: . DATE: 15/31/2017 REVIEW BY: Pad Fótinci Design Based on ACI 318-14 INPUT DATA COLUMN WIDTH c1 =3.5 in COLUMN DEPTH c2 = 3.5 in BASE PLATE WIDTH b1 = 3.5 in BASE PLATE DEPTH b2 = 3.5 in FOOTING CONCRETE STRENGTH f' = 3 ksi REBAR YIELD STRESS f = 60 ksi AXIAL DEAD LOAD PDL = 0 k AXIAL LIVE LOAD PLL = 19.25 k LATERAL LOAD (OWIND, 1=SEISMIC) = 1 Seisn SEISMIC AXIAL LOAD P 1 = 0 k, SD SURCHARGE qs = 0 ksf SOIL WEIGHT ws = 0.11 kcf FOOTING EMBEDMENT DEPTH Df = 1.5 ft FOOTING THICKNESS T = 18 in ALLOW SOIL PRESSURE % = 2.2 ksf FOOTING WIDTH B = 3 ft FOOTING LENGTH L = 3 ft BOTTOM REINFORCING # 5 THE PAD DESIGN IS ADEQUATE. ANALYSIS DESIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) DESIGN SUMMARY FOOTING WIDTH B = 3.00 It FOOTING LENGTH L = 3.00 ft FOOTING THICKNESS T = 18 in LONGITUDINAL REINF. 3 # 5 @ 15 in o.c. TRANSVERSE REINF. 3 # 5 @ 15 in o.c. y : L CASE 1: DL + LL P = 19 kips 1.2 DL + 1.6 LL Pu = CASE 2: DL + LL + E / 1.4 P = 19 kips 1.2 DL + 1.0 LL + 1.0 E Pu = CASE 3: 0.9 DL + E/ 1.4 P = 0 kips 0.9 DL + 1.0 E Pu = CHECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) P CASE 1 CASE 2 CASE 3 2.20 ksf, 2.20 ksf, 0.06 ksf q MAX < k 0 a [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. DESIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 0 85f[I J1 __M 1 0.85fi/eu - _O.383bc/fJ PMA.v - P,WIN _MINO00I8 _________fy d'3J .1 31 kips 19 kips 0 kips LONGITUDINAL TRANSVERSE d 14.69 14.38 b 36 36 q umax 3.42 3.42 Mu 941 941 0.000 0.000 Pmin 0.000 0.000 A, 0A9 bA ReqD 1 # 5 1 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 3# 5 @ 15ino.c. 3 # 5 @ 15ino.c. Pmax 0.015 0.015 Check Pprod <Pmax [Satisfactory] [Satisfactory] 89 of 95 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) OVn = 2Øbd[ LONGITUDINAL TRANSVERSE Vu 1.34 1.60 0.75 0.75 Wn 43.4 42.5 CheckV < 4vn (Satisfactory] [Satisfactory] CHECK PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) øv,2 = (2+y)ø.j7Ap = 172.21 kips where , = 0.75 (ACI 31821.2) = ratio of long side to short side of concentrated load = 1.00 b0 = c1 + c2 + b1 + b2 + 4d = 72.1 in AP = b0 d = 1048.1 Ifl2 y = MIN(2, 4/ 40 d / b0) = 2.0 [ 1 (bi +ci '(b2+c, )1 Pu,max[l 23.074 kips 0 V n [Satisfactory] (cont'd) 90 of 95 DESIGN SUMMARY in FOOTING WIDTH B = 3.50 ft in FOOTING LENGTH L = 3.50 ft in FOOTING THICKNESS T = 18 in in LONGITUDINAL REINF. 4 # 5 @ 12 in o.c. ksi TRANSVERSE REINF. 4 # 5 @ 12 in o.c. ksi k Sernic,SD ksf r - .. F- kcf L. ft = in in ksf It ft L... - L INPUT DATA COLUMN WIDTH Cl = COLUMN DEPTH c2 = BASE PLATE WIDTH b, = !BASE PLATE DEPTH b2 = FOOTING CONCRETE STRENGTH f = REBAR YIELD STRESS f = AXIAL DEAD LOAD PDL = AXIAL LIVE LOAD PLL = LATERAL LOAD (0=WIND, 1=SEISMIC) = SEISMIC AXIAL LOAD PLAT = SURCHARGE q = SOIL WEIGHT w = FOOTING EMBEDMENT DEPTH D1 = FOOTING THICKNESS T = ALLOW SOIL PRESSURE Qa = FOOTING WIDTH B = FOOTING LENGTH L = BOTTOM REINFORCING # 3.5 3.5 3.5 3.5 3 60 0 26 0 0 0.11 1.5 18 2.2 3.5 3.5 THE PAD DESIGN IS ADEQUATE. PROJECT: [i3.5 PAGE: CLIENT: DESIGN BY: PA1IERSONENGINEERING JOB NO.: . I DATE: 5I31I2017 REVIEW BY: Pad Fóotinq Desicin Based on ACI 318-14 IALYSIS SIGN LOADS (IBC 1605.3.2 & ACI 318 5.3) DL + LL P = 26 kips 1.2 DL + 1.6 LL Pu = 42 kips DL + LL + E/ 1.4 P = 26 kips 1.2 DL + 1.0 LL + 1.0 E Pu = 26 kips 0.9 DL + El 1.4 P = 0 kips 0.9 DL + 1.0 E Pu = 0 kips ECK SOIL BEARING CAPACITY (ACI 318 13.3.1.1) CASE 1 CASE 2 CASE 2.18 ksf, 2.18 ksf, 0.06 ksf q MAX < k Q a' [Satisfactory] where k = 1 for gravity loads, 4/3 for lateral loads. SIGN FOR FLEXURE (ACI 318 13.2.7, 21, & 22) 0.85j',.I 'l_ M,, 0.85flf Pu, MIN 0.0018- 4 I- mu P,A.v = f .N PJ f LONGITUDINAL TRANSVERSE d 14.69 14.38 b 42 42 q umax 3.40 3.40 Mu 15.29 15.29 P_ 0.000 0.000 Prnin 0.001 0.001 0.31 0.32 ReqD 1 # 5 2 # 5 Max. Spacing 18 in o.c. 18 in o.c. USE 4 # 5 @ 12 in o.c. 4 # 5 @ 12 in o.c. Pmax 0.015 0.015 Check Pprod<Pmxx [Satisfactory] [Satisfactory] 91 of 95 FLEXURE SHEAR (ACI 318 13.2.7.2 & 22.5) = 2Øbd[f . LONGITUDINAL TRANSVERSE Vu 452 483 4, 0.75 0.75 Wn 50.7 49.6 Check V,, <Oin [Satisfactory] [Satisfactory] PUNCHING SHEAR (ACI 318 13.2.7.2, 22.6.4.1, 22.6.4.3, & 8.4.2.3) øVn =(2+Y)øJ7Ap = 172.21 kips where 0 = 0.75 (ACI 318 21.2) Pc = ratio of long side to short side of concentrated load = 1.00 b0 = C1 + c2 + b1 + b2 + 4d = 72.1 in AP = b0 d = 1048.1 in' Y = MIN(2 4 / fic, 40 d / b0) = 2.0 I BL 1 (b+c,Vb2+c, \1Vu Pu,maxl__+d,J_+dJj 33.933 kips 4, V,, [Satisfactory] (contd) 92 of 95 SIMPSON STRONG-TIE COMPANY INC. (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. Strong- Tie www.strongtie.com - Job Name: CHERRY Wall Name: FAY5.1 Application: Garage Front Design Criteria: * Slab on grade - Garage curb * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: 1'/4" Step-down end Corner 4 Slab not 6" shown 111/4 for clarity _____ 40 12" —'i a a a - ½" Z34 4" mm ~2_ Slab 4 a u -- - a u - 1 6 flllfl Garage Curb Perspective View Plan View Model Anchor Dimensions (in.) Allowable Tension Loads (lbs.) Bolt Curb Width Diamete Length Mm. Embed. (le) Step-down End I Corner SW16x8x6jI28l6I0.875J29.875 2475J 8475 L 10395 SW22x8x6 SSTB28 I 6 I 0.875 29.875 1 24.875 8475 I 10395 Notes: Anchor design based on ICC-ES ESR-261 1. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. Midwall loads apply when anchor is 1.5 le or greater from the end. For bolts acting in tension simultaneously, the minimum bolt center-to-center spacing is 3 le. Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. Page 3 of 5 93 of 95 SIMPSON STRONG-TIE COMPANY INC. I I Iigo (800) 999-5099 5956W. Las Positas Blvd., Pleasanton, CA 94588. i www.strongtie.com Strong-Tie Job Name: CHERRY Wall Name: FAY5.1 Application: Garage Front Design Criteria: * Slab on grade - Garage curb * 2015 International Bldg Code * Seismic R=6.5 * 2500 psi concrete Anchor Solution Details: Curb/stemwall edge and surrounding foundation PAB7 5 !" : de Tl1i :111= 4 5Min. p ½WMin.—I---'1h W Min. I. W_l Section at Curb/Stemwall 3/8 -*- - Simpson Strong-Wall not shown for clarity i:• j ½W I :1/2 w ------------- r---- 1 ½ W S = Wall Length minus 73/4 W Curb/Stemwall Footing Plan Anchor Solution Assuming Cracked Concrete Design: Anchor Solution Assuming Uncracked Concrete Design: [Modei W de Anchor Bolt [ M0del IWide Anchor Bolt J SW16x8x6 29 10 PAB7 SW16x8x6 25 [ 9 PAB7 [SW22x8x6J29 10 PAB7 ] SW22x8x6J 25 9 PA137 Page 4 of 5 94 of 95 SIMPSON STRONG-TIE COMPANY INC. Ii I I N I (800) 999-5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. i'c www.strongtie.com - Notes: Anchor Design conforms to ACI 318 Appendix D assuming, ASTM A307 or ASTMF1 554, Grade 36 anchor rods and no supplementary reinforcement. Seismic indicates Seismic Design Category C through F. Detached one- and two-family dwellings in SDC C may use wind anchorage solutions. Seismic anchorage designs conform to ACt 318-11 section D.3.3.4.3 and ACt 318-14 section 17.2.3.4.3 Footing dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. PAB7 anchor bolt available in 18", 24", 30" or 36" length. Minimum length required = H + de + 6.5". If minimum length exceeds 36"- Use PAB7x18 with CNW7/8 coupler nut and 7/8" A36 all thread extension. Page 5 of 5 95 of 95 MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 Re: 07050-17 Cherry Ave Duplex JUN 3 0 2017 CITy OF UILQ!NRLS4o IVLJoN The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R50984381 thru R50984399 My license renewal date for the state of California is December 31, 2018. * June 29,2017 Hernandez, Marcos IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSlITPl-1, Chapter 2. PC 020 a ow I& Job Truss Truss Type Qty I1y Cherry Ave Duplex I R50984381 07050-17 TO1 GABLE 1 1 1 _i,ipBgierencQ(ppiipnaI)_____________________________ .ut55 P55 lv 0 VU! OR u,,uuuulnv, IC. FlU LUFF ZC ue:sn: Is Lull rage ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-5rllGNk99bSicisKmxM3D34TTtgvuT7xHol4mozl TkJ 5-2-9 10-1-0 14-11-7 . 20-2-0 5-2-9 4-10-7 4-10-7 5-2-9 Scale = 1:34.4 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x8 II TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. NO PLATE NOTCHING IS ALLOWED. 3 48 II 14 13 12 11 10 9 8 7 6 4x8 II 5s8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.06 Vert(TL) n/a - n/a 999 BCLL 0_0 U Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 122 lb FT= 0% LUMBER- BRACING- TOP CHORD 2x4 DF No. 1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2x4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF No.1&Btr OTHERS 2x4 DF No.1&Btr REACTIONS. All bearings 20-2-0. (lb)- Max Horz 1=41(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 12,5,8 Max Gray All reactions 250 lb or less at joint(s) 10, 11 13, 14, 9, 7, 6 except 1=349(LC 27), 12=557(LC 1), 5=349(LC 31), 8=557(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 3-30=-6/257, 3-31=0/257 WEBS 2-12=-452/90, 3-12=-301128, 3-8=-301/20, 4-8=-452/89 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=8.4p5f; BCDL6.opsf; h25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.25 plate grip DOLI.25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 3x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 12, 5, 8. k4, This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the /ejc 'çONlO , Top Chord, nonconcurrent with any other live loads. - \ "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ( i 76428 ;;. 12/31/2018 OF June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall sot building design. Bracing indicated is to present buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lkjlllek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 40 Job Truss Truss Type Qty Ply CherryAve Duplex 07050-17 IT01A Common 3 1 R50984382 Job Reference (opf/pytal Mission truss, lakeside, Ca 7.640s Apr 19 2016 MiTek Industries, Inc. Thu Jun 29 06:45:15 2017 Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?QI-Z2s7UjlnwuabbnRXKEtllGdUyHvodmQ4W2Idlrz1Tkl 5-0-8 10-1-0 12-8-12 15-1-8 20-2-0 5-0-8 2-4-12 2-7-12 2-7-12 24-12 5-0-8 Scale = 1:34.1 304 = 3x6 = 5x8 = 1.5u4 II 3x6 = 6-8-11 7-5-4 12-8-12 l355I 20-2-0 6-8-11 0-8-9 5-3-8 0-8-9 6-8-11 Plate Offsets (X Y)- r3Edge[7:0-4-0,1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) l/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.26 7-10 >931 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.41 7-10 >589 180 BCLL 0.0 * Rep Stress lncr YES WB 0.73 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code 18C2012/TP12007 (Matrix-M) Weight: 70 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF No.1&Btr BOT CHORD WEBS 2x4 DF No.1&Btr REACTIONS. (lb/size) 1=987/0-3-8,5=987/0-3-8 Max Horz 1=40(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-2127/0.2-14=-2050/0, 2-15=-463/74, 315=451/95, 3-16=-451/95,4-16=-463/74, 417=2050/0, 5-17=-2127/0 BOT CHORD 1-7=0/1945.6-7=0/1945,5-6=0/1945 WEBS 27=0/348, 2_4=1909/0, 4-6=0/348 Structural wood sheathing directly applied or 2-8-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultll0mph (3-second gust) Vasth87mph; TC0L08.4p5f; BCDLo6.opsf; h=25ft; Cal. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1 .25 plate grip DOL1.25 200.01b AC unit load placed on the bottom chord, 10-1-0 from left end, supported at two points, 5-0-0 apart. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :IoO C 76428 Of EXP. 12/31/2018 OF June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTelv51 connectors. This design is based Only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability at design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members Only. Additional temporary and permanent bracing I1A'T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 .Citrus Heights, CA 95610 Job Truss Type Oly Ply Cherry Ave Duplex I JTruss R50984383 I 07050-17 T02 GABLE 1 1 Job Reference .op!ionf) Mission truss, lakeside, Ca 7.640 5 Apr 19 2016 MiTek Industries, Inc. Thu Jun 29 06:45:17 2017 Page 1 lD:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-VQ_uvPm2SWqJr4bvRfvmrhivU4af5nFNzLwkNjz1TkG 6-0-14 11-9-7 - 17-6-0 23-2-9 28-11-2 35-0-0 6-0-14 5-8-9 5-8-9 5-8-9 5-8-9 6-0-14 Scale v 1:60.5 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x8 II TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. NO PLATE NOTCHING IS ALLOWED. 4x8 II 16 15 14 13 12 11 10 9 8 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.47 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.57 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IBC2012lTP12007 (Matrix) Weight: 245 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No. 1&Btr 10-0-00c bracing: 13-14. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 35-0-0. (lb) - Max Horz 1=70(LC 35) Max Uplift All Uplift 100 lb or less at joint(s) 15 except 1=-175(LC 19), 7=-1 66(LC 30), 13=-471(LC 27), 8=-381(LC 30) Max Gray All reactions 250 lb or less at joint(s) 10, ii, 12, 14, 16 except 1373(LC 53), 7406(LC 59), 13=736(LC 43), 9=728(LC 1), 8=917(LC 44) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-42=-588/567, 2-42=-421/374, 2-43=-230/293, 343=240/387, 3-44=-355/431, 4-44=-134/257, 4-45=-136/258, 5-45=-341/414, 5-46=-2201393, 6-47=-372/342, 7-47=-546/514 BOT CHORD 1-16=-539/561,15-16=-289/336,12-13=-251/300, 9-10=-277/326, 8-9=-307/330, 7-8=469/524 WEBS 2-13=-542/115, 3-13=-658/545, 3-9=-393/379, 4-9=437/11, 5-9=402/403, 5-8=-667/551, 6-8=-546/108 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL6.Opsf; h25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.25 plate grip DOL1.25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. All plates are 3x4 MT20 unless otherwise indicated. 114 Gable requires continuous bottom chord bearing. Gable studs spaced at 14-0 oc. This truss has been designed for 10.0 bottom live load live a psf chord nonconcurrent with any other loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 0 tall by 2-0-0 wide will f / C 76428 fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. EXP. 1/31I2018 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except tlb) 1=175,7=166,13=471,8=381. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. OFC This truss has been designed for a total drag load of 2100 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 35-0-0 for 60.0 plf. June 29,2017 including heels* Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE MIt-7473 rev. 10/03t2015 BEFORE USE. Design valid for use only with MiTekitit connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the Overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rVliTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncstion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1'Pf I Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Job !Tffl5s Truss Type Qty IPly Chen'y Ave Duplex I I R50984383 I 07050-17 T02 GABLE 1 1 .L_._1 1Job Reference (optional) ,.nvu 0 Apr in unto MIies Inousmes, inc. mu Jun JC 00:45:11 0011 Flage 0 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-VQ_uvPm2SWqJr4bvRfvmrhivu4af5nFNzLwkNjz1TkG WARNING - Ve.nfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ceo'. 10/03/2015 BEFORE USE. Design valid for use only with MiTekiOt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the Overall building design. Bracing indicated is to prevent buckling of individual tress web and/or chord members only. Additional temporary and permanent bracing i lvi lie k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Tress Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 S. Heights, CA 95610 Job Truss Truss Type Oty Ply Cherry Ave Duplex R50984364 07050-17 T02A Roof Special 10 1 Mission truss, lakeside, ca 7,640 o Apr 192016 MiTek Industries, Inc. Thu Jun 29 06:45:18 2017 Page 1 ID:OZdGV3wLsyUfOJgI-1WoDZEuzB?Ql-zcYG6lngCpyASEA6?NQ?NvFzaUsiqF5WC?GHv9z1TkF 4-2-0 8-4-0 12-11-0 17-6-0 22-8-15 27-2-8 35-0-0 4-2-0 4-2-0 4-7-0 4-7-0 5-2-15 4-5-9 7-9-8 Scale = 1:60.5 44 = 8 11 9 6x8 5x8 3x8 = 3x8 = 2.00 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code lBC2012/TP12007 CSI. TC 0.84 BC 0.77 WB 0.22 (Matrix-M) DEFL. in (lc) 1/defi Ud Vert(LL) -0.30 9-10 >999 240 Vert(TL) -1.00 9-10 >421 180 Horz(TL) 0.23 8 n/a n/a PLATES GRIP MT20 220/195 Weight: 150 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-2-0oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.1&Btr WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1540/0-5-8,8=1540/0-5-8 Max Horz 170(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-3790/0, 2-18=-3721/0, 2-19=-3568/0, 3-19=-3530/0, 3-20=-3596/0, 4-20=-3545/0, 4-21=-3236/0, 5-21=-3186/0, 5_22=3296/0, 6-22=-3355/0, 6-23=-358410, 7-23=-3670/0, 7-24=-3619/0, 8-24=-3708/0 BOT CHORD 1-11=0/3524, 10-11 =0/3419, 9-10=0/3535, 8-9=0/3433 WEBS 211=.390/75, 3-11=407/65, 411=136/297, 410=496/104, 5-10=0/1729, 6-1 0=494/122, 7-9=400/92 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=8.4p5f; BCOL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip OOL1 .25 This truss has been designed for a 10.0 psf bottom chord live load nortconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live toads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ONIO C 76428 * EXP31I2018 June 29,2017 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-7473 re' 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall i Nil' building design. Bracing indicated is to prevent buckling 01 individual truss web and/or chord members only. Additional temporary and permanent bracing ' lvi ilek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPIl Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 - Citrus Heights, CA 95610 [Job Truss Truss Type Qty Ply Cherry Ave Duplex R50984385 07050-17 1026 GABLE 1 1 Job Reference (gptwflal Mission truss, lakeside, ca 7.640 sApr 19 2016 MiTek Industries, Inc. Thu Jun 29 06:45:19 2017 Page 1 lD:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-Rp5eJ5olz74l4011Z4xEw6nCouDRZYbgRf?qRczl TkE 5-10-0 118n0 14 17-6-0 20-1-12 23-4 29-2-0 5-10-0 5-10-0 3-2-4 2-7-12 2-7-12 3-2-4 5-10-0 5-10-0 Scale = 1:61.6 354 = 36 3x6 9 6 3x8 = 3x4 = 558 = 5s8= 3x4 3x8 = MT 2x4 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 8-9-0 14,15-4 1.ZQ__1._2tb1.1.2 25-3-_0 - 8-9-0 6-14 2-7-12 5-34 24-8 6-1-4 8-9-0 Plate Offsets_(,Y) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.33 12-13 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.69 12-13 >611 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 (Matrix-M) Weight: 186 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr *Except* TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. 16-17,17-1810-18: 2x4 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 OF No.1&Btr *Except* 13-19: 2x4 OF No.2 G OTHERS 2x4 OF Stud/Std G WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1540/0-5-8,9=1540/0-5-8 Max Horz 1=70(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 132=_3799/0, 2-32=-3728/0, 233=3444/0, 333=3380/0, 3-34=-2781/0, 434=2728/0, 435=557/26, 5_35=548/37, 5-36=-548/37, 6-36=-557/26, 6-37=-2728/0, 737=2781/0, 7-38=-3380/0, 838=_3444/0, 8-39=-3728/0, 9_39=3799/0 BOT CHORD 1-13=0/3537, 12-13=0/2972,11-12=0/2570, 10-11=0/2972, 9-10=0/3537 WEBS 711=772/85, 7-10=0/473, 8-10=-428/90, 3_12=772/85, 313=0/473, 2_13=-428/89, 412=0/642, 4-6=-2214/0, 6-11=0/842 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDL8.4p5f; BCOL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable studs spaced at 1-4-0 oc. This truss has been designed for 10.0 bottom live load live loads. ESS!o tSD 1V.4 a psf chord nonconcurrent with any other This truss has been designed for live load a of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will x1 ONtO fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the C 76428 Top Chord, nonconcurrent with any other live loads. Q "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. '. EXP. 1 31/2018 ' This truss is designed for a creep factor of 1.50, which is used to calculate the total load deflection. The building designer shall verify * * that this parameter fits with the intended use of this component. OFC June 29,2017 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 80/03/2085 BEFORE USE. W. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Below use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heigft5-,CA85610 Job , Truss Truss Type Qty Ply Cherry Ave Duplex R50984386 07050-17 T02C Common 21 1 Job Reference (opf/fial Mission truss, lakeside, Ca 7,640 s Apr 192016 MiTek Industries, Inc. Thu Jun 29 06:45:21 2017 Page 1 lD:OZdGV3wLsyUfQJgl-lWoDZEuzB?Ql-OBDPknqYVkKlJivhgV_i?Xtxmhu51 RUzuzUxWUz1 TkC 5-10-0 11-8-0 14-10-4 17-6-0 20-1-12 23-4-0 29-2-0 35-0-0 5-10-0 5-10-0 3-2-4 2-7-12 2-7-12 3-2-4 5-10-0 5-10-0 Scale = 1:60.5 3n4 = 25 26 12 11 308 = 304 - 5o8 = 5x8 =3x4 = 3u8 = MT 2x4 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS, 8-9-0 14'10'4 17-6-0 20-1-12 2630 35-0-0 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 1BC2012/TP12007 CSI. TC 0.65 I BC 0,73 I WB 0.95 (Matrix-M) DEFL. in (lc) I/deft Lid Vert(LL) -0.33 12-13 >999 240 I Vert(TL) -0.75 12-13 >560 180 I Horz(TL) 0.19 9 n/a n/a PLATES GRIP I MT20 220/195 I I Weight: 163 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-10-50c purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.1&Btr WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/Size) 1=1640/0-5-8,9=1640/0-5-8 Max Horz 170(LC 27) Max Uplift 1=-44(LC 19), 9=-44(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-4083/149, 2-22=4010/1, 2-23=-3736/0, 3-23=-367210, 3-24=-3086/0, 4-24=-3032/0, 4-25=-569/109, 5-25=-550/69, 5-26=-550/69, 6_26=569/1 10, 6-27=-3032/0, 7-27=-3086/0, 7-28=-3672/0, 8-28=-3736/0, 8_29=4010/1, 9-29=-4083/149 BOT CHORD 1-13=-175/3804, 12-13=0/3258, 11-12=0/2855, 10-11=0/3258, 9-10=-124/3804 WEBS 711=768/103, 7-10=-14/458, 810=415/126, 3-12=-768/103, 3-13=-14/458, 2-13=-415/126, 4-12=0/741, 46=2487/0, 6-11=0/741 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL6.opsf; h=258; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOLol .25 200.olb AC unit load placed on the bottom chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ESSIQ1 Provide mechanical truss to bearing 100 lb connection (by others) of plate capable of withstanding uplift at joint(s) 1, 9. This truss has been designed for load 250.01b 44 ONIO k* a moving concentrated of live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1200 lb. Lumber DOLo(1.33) Plate DOL(1.33) Connect truss to resist drag grip loads along bottom chord from 0-0-0 to 35-0-0 for 34.3 plf. "Semi-rigid pitchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. EXP. V31/2O18 , OF June 29,2017 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI!- 7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability 01 design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 01 individual truss web and/or chord members only. Additional temporary and permanent bracing lvi T k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN5t1TPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heigfyy, CA 95610 Job Truss Truss Type Qty Ply ICher' Ave Duplex 107050-17 TO2D Common o 3 1 I R50984387 ef rencejopi ion aU______________________ Mission truss, lakeside, ca 7.6400 Nov 102015 MiTek Industries,Inc. Thu Jun 29 07:57:312017 Page 1 lD:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-9tdaEMSVkYwJnh5fMRFy0OCWV8koZnLlaeN3UWz1 SgY 5-10-0 11-8-0 14-10-4 17-6-0 20-1-12 23-4-0 25-3-0 L 29-2-0 __ 33-0-0 5-10-0 5-10-0 3-2-4 2-7-12 2-7-12 3-2-4 1-11-0 3-11-0 3-10-0 Scale = 1:57.4 3x4 = 23 24 5 II 13 12 10 3x8 = 354 = 5x8 = 354 = 354 = 3x6= MT 2x4 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. ------ ---------------- _85-__ _I ---- Plate Offsets (X.Y)— 11 :Edge,0-0-51, 15:0-2-0.Edgel. 113:04-0,0-3-01 LOADING (pso SPACING- 2-0-0 1 CSI. DEFL. in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 1 TC 0.62 Vert(LL) -0.34 13-14 >999 240 MT20 220/195 TCDL 14.0 1 Lumber DOL 1.25i BC 0.69 Vert(TL) -0.78 13-14 >505 180 BCLL 0.0 * Rep Stress lncr YES WB 0.82 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code 1BC2012/TPl2007 (Matrix-M) Weight: 162 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-0-6oc purtins, BOT CHORD 2x4 DF No.1&Btr except end verticals. WEBS 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE 1 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 DF No.1&Btr 1 be installed during truss erection, in accordance with Stabilizer 1_Installation guide. REACTIONS. (lb/size) 1=1 539/Mechanical, 10=1552/0-5-8 Max Horz 1=70(LC 12) FORCES. (lb) -Max. Camp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-3800/0, 2-20=-3728/0, 2-21=-3453/0, 3-21=-3388/0, 3-22=-2745/0, 4-22=-2683/0, 4-23=-549/17, 5-23=-537/29, 5-24=-561/27, 6-24=-573/14, 6-25=-2622/0, 7-25=-2684/0, 7-26=-2783/0, 8-26=-2847/0, 9-10=-326/2 BOT CHORD 1-14=0/3537, 13-14=0/2967,12-13=0/2515,11-12=0/2679,10-11=0/2424 WEBS 7-12=-438/130, 8-10=-2649/0, 811=0/344, 3-13=-823/75, 3-14=0/486, 2-14=-415/102, 4-13=0/737, 4-6=-2163/0, 6-12=0/518 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.25 plate grip DOL=1.25 200.01b AC unit load placed on the bottom chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. Provide adequate drainage to prevent water ponding. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. O(ESS!O,vA Refer to girder(s) for truss to truss connections. <-• (\kl t,-s This truss is designed in accordance with the 2012 International Building Code Section 2306.1 and referenced standard ANSI/TPI 1. r S.%) Li This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads.CWI0 C 76428 "Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. EXP31/2O18 / OF June 29,2017 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE 11411- 7473 res-. I0/03/2015 BEFORE USE. 1 Design valid for use only with MiTekSl connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Qualify Criteria, DSB-89 and BCSI Building Component 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply ICherry Ave Duplex I R50984388 07050-17 T02E SCISSORS 1 1 all Mission truss, lakeside, ca 7.640 s Nov 10 2015 MiTek Industries, Inc. Thu Jun 29 07:58:00 2017 Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-oStYJGphvTaCm8pDZ1 HIiVvOFqYossjZFev60Kz1 Sg5 5-6-8 11-1.Q...i1_s.p 16-7-8 •_____ii7-6-0 23 4 0 L....... 29-2-0 ._____...35-0-0 5-6-8 5-6-8 07-0 4-11-8 0-10-p 5-10-0 5-10-0 5-10-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED Scale = 1:59.3 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x8 II 2x4 II 5 31 6 15 16-7-8 15 14 lOolO II 1.5x4 II 5x10 = i.5t)4 2.00 4o10 4o10 i 8-2-0 i67r6___ ---- 23r4P ± LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) -0.51 12 >824 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -1.45 12-13 >287 180 MT20HS 165/146 BCLL 0.0 * Rep Stress lncr YES WB 1.00 Horz(TL) 0.63 10 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 (Matrix-M) Weight: 179 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.i&Btr TOP CHORD Structural wood Sheathing directly applied. BOT CHORD 2x4 DF No.i&Btr *Except* BOT CHORD Rigid ceiling directly applied or 10-0-00c bracing, Except: 10-17: 2x4 DF No.2 G 2-2-0 oc bracing: 11-12. WEBS 2x4 DF No.1&Btr *Except* I MiTek recommends that Stabilizers and required cross bracing 17-18: 2x4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 DF No.i&Btr 3-0-0, Right 2x4 DF No.1&Btr 3-0-0 Installation guide. REACTIONS. (lb/Size) 1=1527/0-3-8, 10=1527/0-3-8 Max Horz 169(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-2032/0, 1-2=-i 984/0, 2-28=-3666/0, 3-28=-3657/0, 3-29=-3176/0, 429=3110/0, 4-30=-5254/0, 5-30=-5185/0, 5-31=-5172/0, 6-31=-5151/0, 6-32=-4265/0, 7-32=-4335/0, 7-33=-5816/0, 8-33=-5866/0, 8-34=-6140/0, 9-34=-6192/0. 9-1 0=-3465/0, 10-35=-3706/0 BOT CHORD 1-16=0/3446,15-16=0/3446,12-13=0/5621,11-12=0/5900, 10-11=0/5882 WEBS 3-15=-610/44, 4-15=-1540/0, 13-15=0/3447,4-13=0/2007,6-13=0/2779, 7-13=-1546/41, 7-12=0/363, 8-12=-607/111 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. *Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ii) This truss is designed for a creep factor of 1.50, which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ONIO C 76428 k,!'3h/2018 IiJP June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ran. 1010312015 BEFORE USE Design valid for use only with MiTek6l connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall sot building design. Bracing indicated is to present buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i lvi iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSfITPt1 Qualify Criteria, DSB-89 and BCSt Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job . 'Truss Truss Type Qty Ply Cherry Ave Duplex R50984389 07050-17 T03 GABLE 1 1 Job Reference (optional) Mission truss, lakeside, ca 7.640 s Apr 192016 MiTek Industries, Inc. Thu Jun 29 06:45:25 2017 Page 1 lD:OZdGV3wLsyUfQJgHWoDZEuzB?01-GzTva8t3ZzqBoJCSvL2e9N1 FXJ18zKEYpbS9fGz1Tk8 5-5-8 8-0-0 12-0-0 16-0-0 20-0-0 24-0-0 , 28-0-0 32-0-0 36-0-0 40-0-0 4-0-0 1-5-8 2-6-8 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 Scale v 1:68.7 4.00 5x8 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 7n10 4x8 4x8 67 4x12 '66 to 5x8 7x10 21 20 F 8-2-0 4a42... 3x6 II 6o8 4-0-0 I5.58 ' 8-0-0 12-0-0 16-0-0 20-0-0 24-0-0 28-0-0 32-0-0 36-0-0 40-0-0 4-0-0 1-5-82-6-8 4-0-0 4-0-0 ' 4-0-0 4-0-0 Plate Offsets (KY)— 5-0,O-4-8J[ll:0-4-O,ge]j14:O-5-O4] I16:0-5-0,41JijQ-2-12,0-3-0]j21:0-3-9,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.27 13 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.92 13 >451 180 BCLL 0.0 * Rep Stress lncr YES WB 0.51 Horz(TL) 0.38 11 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 (Matrix-M) Weight: 319 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-3-14 oc purlins. BOT CHORD 2x6 DF SS G *Except* BOT CHORD Rigid ceiling directly applied or 5-9-10 oc bracing. 11-22,20-23: 2x4 DF No.2G. 1-20: 2x4 DF No.1&Btr G JOINTS I Brace at Jt(s): 16, 17, 18 WEBS 2x4 DF No.1&Btr G *Except* 12-22,23-24,25-26,18-27,28-29,30-31,17-32,33-48,34-35,16-36,37-45,38-39,15-40: 2x4 DF Stud/Std G OTHERS 2x4 DF No. 1&Btr G REACTIONS. All bearings 5-5-8 except (jt=length) 11=0-5-8. (lb) - Max Horz 1=89(LC 27) Max Uplift All Uplift 100 lb or less at joint(s) except 1=-344(LC 1), 21=-1292(LC 1), 11=-210(LC 22) Max Gray All reactions 250 lb or less at joint(s) 1, 21 except 20=3755(LC 1), 11=1383(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 163=192/760, 164=.185/1399, 2_64=_88/1459, 265=124/4127, 3-65=-31/4141, 3-66=-608/787, 466=417I699, 467=_2218/528, 5_67=2183/388, 568=3060/258, 6-68=-3016/16, 669=3159/0, 7-69=-3124/0, 7_70=3124/28, 8-70=-3158/182, 8-71=4164/202, 971=4207/444, 9-72=-5119/575,10-72=-51541686, 1073=_5743/730, 1173=5795/985, 11-74=-3021/561 BOT CHORD 1819=4406/24, 17_18=_677/466, 1617=223/2142, 15-16=0/2923, 14-15=-30/3983, 13-14=-314/4927, 1213=508/5537, 11-12=-898/5528, 1-21=-1324/195, 20-21=-730/67 WEBS 715=0/1680, 8-15=-1097/59,8-14=0/574,9-14=-971/39, 9-13=-5/362,10-13=-726/218, 6_15=137/296, 6_16=333/73, 516=43/809, 5_17=848/48, 417=.10/2547, 418=1271/70, 19-20=-3837/0, 319=_2607/4, 221=109/1761, 2.19=_2638/218, 19.21=703/57, 318=48/4037 NOTES- Unbalanced roof live loads have been considered for this design. Q- Wind: ASCE 7-10; Vult=110mph Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h25ft; Cat. (3-second gust) II; Exp B; enclosed; MWFRS L4j (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOLrv1.25 o C 76428 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Cif Gable End Details as applicable, or consult qualified building designer as per ANSlITPI 1. - EX P; 1 31/2018 FFI Av Gable studs spaced at 1-4-0 oc. * This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,- lVl fit between the bottom chord and any other members. t-0 FICALW A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 11 considers parallel to grain value using ANSl/TPI 1 angle to grain formula. Building designer should verify capacity hinp 7Q 9n17 Cotfltrld'89 bw@T WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. I Design valid for use only with MiTeln5t connectors. This design is based only upon parameters shown, and is for an individual building component, not amiss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual miss web and/or chord members only. Additional temporary and permanent bracing IViT k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tress systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lava Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job • Truss Truss Type Qty Ply Cherry Ave Duplex 107050-17 103 GABLE 1 1 R50984389 - Job Reference (opftppal a,noon, '.540 s mpr lx uvix MI lee lnriustnes, Inc. thu Jun29 O845:25 2017 Page 2 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-GzTva8t3ZzqBoJCSvL2e9N1 FXJ)8zKEYpbS9fGz1 TO NOTES- Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint 1, 1292 lb uplift at joint 21 and 210 lb uplift at joint 11. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2800 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 70.0 plf. "Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ,ee. I0103t2015 BEFORE USE. Design valid for use only with MiTekth connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV! lie k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI 1 Quality Criteria, DSB-89 and BCSi Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 lrusHejgyts,CA95810 Job Truss Truss Type OW Ply ChenyAve Duplex I 07050-17 T03A Scissor 12 1 R50984390 Job Reference (oplional) Iv,,vol,v, uuxo, ,ar.ec,ue, Ca 1.0405 Apr lx 1010 MI eK industries, Inc. Thu Jun dO 0b4b ie d011 "age 1 lD:OZdGV3wLsyUfQJgHWoDZEuzB?Ol-hY82CAvxsuClfmx1 aTcLn0fo5WG0Ajy?VZhpGaz1Tk5 4-0-0 1 8-0-0 12-0-0 16-0-0 20-0-0 1 24-0-0 28-0-0 32-0-0 36-0-0 40-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 Scale = 1:72.6 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4.00 5_2 508 II 30 5 31 4x4 7x10 4 4x4 6 29 32 7x10 4X4 4x4 28 33 27 13 34 14 12 26 is 7x14 M18SHS 35 16 44 7xl4 M18SHS 7x14 M18SHS 4x4 10 17 2x4 11 2.00F12 : 2x 6 1 7x 14 M18S1-IS 7x14 M18SlS 8-0-0 12-0-0 16-0-0 20-0-0 24-0-0 28-0-0 F 32-0-a 36-0-0 40-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 - ---------------------------------------------------- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.56 13 >855 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -1.91 13 >251 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.39 Horz(TL) 0.96 9 n/a n/a BCDL 10.0 Code lBC2012/TPl2007 (Matrix-M) Weight: 242 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-70c purlins. BOT CHORD 2x6 DF SS G *Except* BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. 9-17: 2x4 DF No.2 G WEBS 2x4 DF No.1&Btr G *Except* 10-17: 2x4 DF Stud/Std 0 REACTIONS. (lb/size) 1=1744/0-5-8,9=1744/0-5-8 Max Horz 10-111(LC 38) Max Uplift le.162(LC 19), 9-162(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=4010/485, 1-27=-7704/810, 2-27=-7643/567, 2-28=-7291/494, 328=7256/382, 3-29=-6359/250, 429=6321/8, 4-30=-5368/0, 5-30=-5334/0, 5-31=-5334/0, 6-31=-5368/0, 6-32=-6321/0, 7-32=-6359/161, 7-33=-7256/294, 8-33=-7291/406, 8-34=-7643/499, 9-34=-7704/735, 9-35=-4010/432 BOT CHORD 1-16=_82217351, 15-16=-431/7369, 14-15=-219/6992, 13-14=0/6060, 12-13=0/6060, 11-12=-43/6992, 10-11=-267/7369, 9-10=-659/7351 WEBS 5-13=0/3044, 613=1051/62, 6-12=0/561, 7-12=-965/40, 7-11=-8/334, 8-11=-587/232, 4-13=-1051/61, 414=0/561, 3-14=-965/40, 3-15=-6/334, 2-15=-587/225 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A rating reduction of 20% has been applied for the lumber members. plate green v'0 k4 -çONIO < Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 1 and 162 lb uplift at Q C 76428 Z joint 9. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the ' o EX 31/2018 Top Chord, nonconcurrent with any other live loads. * This truss has been designed for a total drag load of 2800 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-01040-0-0 for 70.0 plf. "Semi-rigid pitchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. 3>. CIVI\.. 1'OF June 29,2017 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lvi ilek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStJTPI1 Quality Criteria, DSB-89 and BCSI Building Component F 7777 Greenback Lane Safety Information available from Tress Plate 1ns5tute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. j Suite 109 Citrus Heights, CA 95610 Job • Truss Truss Type Qty Ply Cherry Ave Duplex IT03B R50984391 07050-17 Scissor 8 1 Job Reference (op!jpjjal t.0 (nec S npr lx ZV1O MIIeK Inousines, Inc. mu Jun ZS Ub:45:Js lUll Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-9kiQQWwZdCKcHwWD8B7al<DCzrwdLvAC8kDQMo1z1 TK4 8-0-0 12-0-0 16-0-0 20-0-0 24-0-0 28-0-0 32-0-0 36-0-0 40-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 Scale = 1:72.6 4.00 F12 5s8 II 29 5 30 ! k 9 7x14 M18SHS 7x14 M18SHS 8-0-0 12-0-0 16-0.0 20-0-0 24-0-0 28-0-0 32-0-0 36-0-0 40-0-0 - 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 4-0-0 .,.4-0-0 Plate LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.56 13 >855 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -1.91 13 >251 180 M18SHS 220/195 BCLL 0.0 * Rep Stress lncr YES WB 0.39 Horz(TL) 0.96 9 n/a n/a BCDL 10.0 Code lBC2012/TP12007 (Matrix-M) Weight: 230 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins. BOT CHORD 2x6 OF SS G GOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G REACTIONS. (lb/size) 1=1744/0-5-8, 9=1744/0-5-8 Max Horz 1=79(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-4010/0,1-26=-7704/0, 2-26=-7643/0, 2-27=-7291/0, 3-27=-7256/0, 3-28=-6359/0, 4-28=-6321/0, 4-29=-5368/0, 5-29=-5334/0, 5_30=5334/0, 6-30=-5368/0, 6-31u-6321/0, 7-31=-6359/0, 7-32=-7256/0, 8-32=-7291/0, 8-33=-7643/0, 9-33=-7704/0, 9-34=-4010/0 BOT CHORD 1-16=0/7351, 15-16=0/7369, 14-15=0/6992, 13-14=0/6060, 12-13=0/6060,11-12=0/6992, 10-11=0/7369, 9-10=0/7351 WEBS 5-13=0/3044, 6-13=-1051/45, 6_12=0/561, 7-12=-965/27, 7-11=0/334, 8-11=-587/92, 4-13=-1051/42, 4-14=0/561, 3-14=-965/27, 3-15=0/334, 2-15=-587/80 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=8.4p5f; BCDL=6.opsf; h=258; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL1 .25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 1, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the ONIO Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 76428 ( Of ER 31/2018 June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 roe. 10/0312015 BEFORE USE. Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV1iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/it'll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Cherry Ave Duplex 07050-17 T03C Roof Special Structural Gable 1 1 R50964392 Reference (optional) Mission truss, lakeside, ca 7.640 s Apr 192016 MiTek Industries, Inc. Thu Jun 29 06:45:312017 Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-57qBrBxq9pbKWEgcGc92PeHFGjLJNzmRBXvTtvz1 Tk2 6-8-0 13-4-0 20-0-0 26-8-0 33-4-0 40-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 Scale = 1:69.6 7n14M18SHS II 4.00 12 7 th 3o10 = 3.8 II 2.0012 12 11 10 3x6 5x8 3x6 LOADING (p50 TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10,0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code 1BC2012/TP12007 CSI. TC 0.65 BC 0.61 WB 0.89 (Matrix-M) DEFL. in (lc) 1/defi Lid Vert(LL) -0.18 8-9 >999 240 Vert(TL) -0.60 8-9 >398 180 Horz(TL) 0.05 7 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 185 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-9oc purlins. BOT CHORD 2x4 DF No.i&Btr G *Except* BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. 4-10: 2x6 DF SS G WEBS 1 Row at midpt 5-9 WEBS 2x4 DF No.1&BtrG REACTIONS. All bearings 20-3-8 except (jtlength) 7=0-5-8. (lb) - Max Horz 1=80(LC 28) Max Uplift All uplift 100 lb or less at joint(s) except 1=-284(LC 19), 10=-1375(LC 22), 12=-523(LC 27), 11=-419(LC 27), 7=-107(LC 22) Max Gray All reactions 250 lb or less at joint(s) except 1=454(LC 40), 102481(LC 39), 12o667(LC 38), 11=629(LC 40), 7=615(LC 44), 1=304(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-933/806, 2-19=-686/604, 2-20=-1150/1351, 3_20=905/1005, 3-21=-1159/1885, 4-21=-913/1674, 4-22=-686/1527, 5-22=-307/1455, 5-23=-1010/270, 6-23=-1070/15, 6-24=-1774/245, 7-24=-1842/544 BOT CHORD i-12=-705/879, 11-12=-890/983, 10-11=-844/828, 9-10=-2378/1369, 49i329/477, 9-25=425/632, 8-25=-562/747, 7-8=-529/1722 WEBS 2-12=-537/615, 2-11=-1111/814, 3-11=-255/402, 9-11=-1212/1112, 3-9=-1021/486, 5-9=-i 654/114, 5-8=0/1045, 6-8=-755/191 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mp1't; TCDL=8,4p5f; BCDL"6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOLol .25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ESS!Q • This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1V*u fit between the bottom chord and any other members. e, -fONlO A plate rating reduction of 20% has been applied for the green lumber members. ,?7) Bearing Bearing 7 at joint(s) considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. C 76428 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint 1, 1375 lb uplift at joint 10, 523 lb uplift at joint 12, 419 lb uplift at joint 11, 107 lb uplift at joint 7 and 284 lb uplift at joint 1. EXP. 12/31/2 This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the * * Top Chord, nonconcurrent with any other live loads, This truss has been designed for a total drag load of 2600 lb. Lumber DOL=(1,33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 123.8 plf. Qp \O "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. . Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i F/Ill k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, See ANSI/TPI1 Quality Criteria, DSB-89 and BCSt Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ctnj Heights, CA 95610 i truss, lakeside, ca 7.640s Nov 10 2015 MiTek Industries, Inc. Thu Jun 29 07:59:48 2017 Page ID:OZdGV3wLsyUfOJgHWoDZEuzB?Ql-eEPN_C6RTeStjk3_ujD44HN?CNYOgjbT4S3po4z1 SeP 7-3-0 13-7-8 20-0-0 26-4-8 7-3-0 6-4-8 6-4-8 6-4-8 6-4-8 7-3-0 Scale = 1:66.2 4.00 12 5x8 = 27 6x6 4x8- 408 = 354 = 5x8 = 10 19 9 8 5x8 I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 14.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 * Rep Stress Inc, YES WB 0.99 BCDL 10.0 Code 1BC2012/TP12007 (Matrix-M) DEFL. in (lc) I/deft Lid PLATES GRIP Vert(LL) 0.09 7 >999 240 MT20 220/195 Vert(TL) -0.19 8-16 >551 180 Horz(TL) 0.03 10 n/a n/a Weight: 203 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 DF SS TOP CHORD Structural wood sheathing directly applied or 5-10-5 cc purlins BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 DF No.1&Btr WEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-2-0 except (jt=length) 1=0-3-8, 10=0-3-8. (lb) - Max Horz 1=-82(LC 30) Max Uplift All uplift 100 lb or less at joint(s) except 1=-430(LC 19), 9443(LC 19), 8-1011(LC 30) Max Gray All reactions 250 lb or less at joint(s) 10 except 1884(LC 40), 91865(LC 1), 81373(LC 35) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1336/537,1-21=-2124/1236,2-21=-1882/923,2-22=-1609/791, 3-22=-1361/629, 3-23=-638/491, 4-23=-365/251, 4-24=-110/1157, 5-24=-348/1087, 5-25=-862/1506, 6-25=-496/1267, 626=437/1210, 726=81/1160, 727=91/1091 BOT CHORD 1-12=-1215/1989, 11-12=-757/1090, 1118=371/328, 919=_357/314, 89=927/440, 78=1099/559 WEBS 212=457/118, 312=18/841, 3-11=-797/90, 4-11=-7/932, 4-9=-1685/5, 5-9=-720/642, 58=1524/1506, 6-8=-543/99 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vulto110mph (3-second gust) Vasd=87mph; TCDL8.4pst; BCDL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 1, 443 lb uplift at joint 9 and 1011 lb uplift at joint 8. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2600 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-0-0 for 65.0 plf. "Semi-rigid pitchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. ,oESS1Ot .N (i4ON!o -°k C 76428 Of EXP. 12/31/2018 CIVIL June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 roe. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer mast verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to present buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPt1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Cherry Ave Duplex R50984394 07050-17 TO3E IDBL FINK 4 1 - Job Reference plional Mission truss, lakeside, Ca 7.640 s Nov 102015 MiTek Industries, Inc. Thu Jun 29 08:01:22 2017 Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?QI-uJ4vjLFOKX1 X?BF20Sv7u6G5zGb8BOvlh4qo5dz1 Scx 7-3-0 13-7-8 20-0-0 26-4-8 32-9-0 40-0-0 7-3-0 6-4-8 6-4-8 6-4-8 6-4-8 7-3-0 Scale = 1:66.0 4.00 5x8 = 28 , 3x4 = 6x6 = 6o6 = 3x4 = 4x8 4x8 Plate Offsets (X,Y)— 11:0-3-9,0-2-61, 13:0-5-0,04-81 15:0-5-0,04-81, [9:0-2-12, Edge], 110:0-2-12,Edgel LOADING (psi) SPACING- 2-0-0 1 CSI. DEFL. in (lc) l/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.25 9-10 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.66 9-10 >724 180 BCLL 0.0 * Rep Stress lncr YES WB 0.29 Horz(TL) 0.22 7 n/a n/a BCDL 10.0 Code lBC2012/TP12007 (Matrix-M) Weight: 203 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x6 OF SS TOP CHORD Structural wood Sheathing directly applied or 3-11-9oc purlins. BOT CHORD 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.1&Btr MiTek recommends that Stabilizers and required cross F g be installed during truss erection, in accordance with Sr Inst4ll$ong1de. ______ REACTIONS. (lb/size) 1=1754/0-3-8,7=1750/0-5-8 Max Horz 1=81(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when Shown. TOP CHORD 1-21=-2818/0, 1-22=4397/0, 2-22=-4324/0, 2-23=4191/0, 3-23=-4121/0, 3-24=-3286/0, 4-24=-3212/0, 4-25=-3205/0, 5-25=-3280/0, 5-26=-4052/0, 6-26=4108/0, 6-27=4235/0, 7-27=-4319/0, 7-28=-2306/0 BOT CHORD 1-11=0/4102, 10-11=0/3407,10-19=0/2571,19-20=0/2571, 9-20=0/2571, 8-9=0/3394, 7-8=0/4018 WEBS 2-11=-389/89,3-11=0/719,3-10=-767/86,4-10=0/960,4-9=0/949, 5-9=-753/86, 5-8=0/661, 6-8=-351/92 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd87mph; TCDL=8.4p51; BCDL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along oESSIOA, the Top Chord, nonconcurrent with any other live loads. Se preaks including heels" Member end fixity model was used in the analysis and design of this truss. ONIO 76428 * P31/2018 OF. June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/sr chord members only. Additional temporary and permanent bracing bJIT k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStITPt1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 I - Citrus Heights, ....yHeiqhts, CA 95610 Job • Truss Truss Type Qt y Ply Cherry Ave Duplex R50984395 07050-17 T03F Common Structural Gable I 1 Reference (optional) Mission truss, lakeside, ca 7.640 S Apr 192016 MiTek Industries, Inc. Thu Jun 29 0645:35 2017 Page 1 lD:OZdGV3wLsyUfOJgHWoDZEuzB?Ql-zu3hgZ_KC25m?rzNVRE_ZUS1 eLk0Jm7169th0gz1Tk_ 6-8-0 13-4.0 20-0-0 26-8-0 40-0-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 6-8-0 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED Scale = 1:67.8 MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4.00 r' 5x8 = 90 4x8 3x4 22 21 20 19 18 1716 15 14 13 12 11 10 9 304 = 4x8 5s8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lc) 1/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.12 8-9 >999 240 MT20 220/195 TCDL 14,0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.30 8-9 >805 180 BCLL 0.0 * Rep Stress lncr YES WB 0.93 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code IBC2012/TPl2007 (Matrix-M) Weight: 311 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 OF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing, Except: WEBS 2x4 OF No.1&Btr 10-0-0 cc bracing: 8-9,7-8. OTHERS 2x4 OF No.1&Btr REACTIONS. All bearings 20-1-8 except (jt=length) 7=0-3-8. (lb) - Max Horz 1=83(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1,21,22 except 17u163(LC 8), 10=-308(LC 3) Max Gray All reactions 250 lb or less at joint(s) 11, 12, 13, 14, 15, 16, 18, 19,20,21 except 1336(LC 31), 9=2044(LC 1), 17=597(LC 19), 22=252(LC 24), 7=618(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-83=-300/29, 2-85=47/379, 3-85=-14/455, 3-86=0/773, 4-86=0/845, 4-87=0/846, 5-87=0/773,5-88=-501/17,6-88=-632/0, 6-89=-1065/39,7-89=-11 13/12, 7-90=-666/0 BOT CHORD 16-17=-367/72, 15-16=-367/72, 14-15=-367/72, 13-14=-367172, 12-13=-367/72, 11-12=-367172, 10-11 =-367/72, 9-10=-367/72, 7-8=0/1029 WEBS 4-9=-906/0, 5-9-1064/65, 5-8=0/691, 6-8=-589/92, 3-9-524/36, 317335/261, 2-17=-557/112 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd87mph; TCDL8.4p5f; BCDL6.opsf; h25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1 .25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. Gable studs spaced at 14-0 cc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ~OESSIOIV * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7'45NIO Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 21, 22 except (jt=Ib) 17=163, 10=308. This truss has been designed for a moving concentrated load of 250.otb live located at all mid panels and at all panel points along the 76428 C\' Top Chord, nonconcurrent with any other live loads. II "Semi-rigid pitchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. l/I31I2O18 CIVIIi- (11C c-' June 29,2017 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekth connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rIFT k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSllTPl1 Quality Criteria, DSO-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 I I ! Job Truss Truss Type Oty Ply Cherry Ave Duplex R50984396 07050-17 104 GABLE 1 1 Job Reference (optwoal) __..._ Mission truss, lakeside, ca 7.640 s Apr 192016 MiTek Industries, Inc. Thu Jun 2906:45:37 2017 Page 1 ID:OZdGV3wLsyUfOJgI-lWoDZEuzB?Ql-wGBS5F0bkfLUE97lcsGSfvXJE8WFnthJaTMn3Zz1Tjy 5-0-8 10-1-0 15.1-8 20-2-0 5-0-8 5-0-8 5-0-8 5-0-8 Scale= 1:34.3 MT 1.5x3 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 4x8 = 14 13 12 11 10 9 8 7 6 3x4 5x8 3a4= LOADING (psf) f SPACING- 2-0-0 CSI. DEFL. in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 125 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 OF No.1&Btr JOINTS I Brace at Jt(s): 3, 4, 2 WEBS 2x4 OF No.1&Btr OTHERS 2x4 OF No.1&Btr REACTIONS. All bearings 20-2-0. (Ib)- Max Horz 1=-39(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 12, 8, 13. 7 Max Gray All reactions 250 lb or less at joint(s) 10, 11, 13, 14, 9, 7, 6 except 1=347(LC 27), 5=335(LC 31), 12=560(LC 1), 8=516(LC 1) FORCES. (lb) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-296/22, 4-8=436/85, 3-12=-319/30, 2-12=455/89 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1 .25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 14-0 DC. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 12, 8, 13, 7. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. No notches allowed in overhang and 24" from left end and 24" from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. ,oESS!On,N (<-cONlO %\ C76428 a: * ,E,P.,31/2018 OF June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek8t connectors. This design is based only upon parameters shown, and is for an indieidaal building component, not a truss system. Below use, the building designer must verify the applicability of design parameters and properly incorporate this design into the Overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fhjil k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply I Cherry Ave Duplex I 07050-17 105 GABLE 1 1 I R50984397 I IJob Reference ophosaj)__________ 5555ev truss, lakesote, ca 7.640s Apr 192016 MiTek Industries, Inc. Thu Jun 29 06:45:39 2017 Page 1 ID:OZdGV3wLsyUfQJgl-lWoDZEuzB?Ql-sfJCWw1 rGGbCUTH8kHlwkKcdiyAyFlRc1 mru8Sz1Tjw 6-0-11 12-1-5 18-2-0 24-2-11 30-3-5 36-4-0 6-0-11 6-0-11 6-0-11 6-0-11 6-0-11 6-0-11 Scale v 1:63.0 MT 1.50 ON EACH FACE OF BOTH ENDS OF UN-PLATED MEMBERS OR EQUIVALENT CONNECTION BY OTHERS. 5x8 = 356 304 = 354 = 5e8 = 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 558 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 TCDL 14.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 * Rep Stress Incr YES WB 0.21 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER- TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF No.1&Btr G OTHERS 2x4 DF No. 1&Btr G REACTIONS. All bearings 36-4-0 except (jt=length) 8=0-3-8 DEFL in (lc) I/deft Lid PLATES GRIP Vert(LL) -0.01 1-31 >999 240 MT20 220/195 Vert(TL) -0.02 1-31 >999 180 Horz(TL) 0.01 7 n/a n/a Weight: 290 lb FT = 0% BRACING- TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. Except: 6-0-0 oc bracing: 1-2, 3-4, 4-5, 6-7 10-0-0 oc bracing: 2-3, 5-6 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 4, 5, 6, 3, 2 (lb) - Max Horz 1=-71(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 1 7, 20, 13, 30 except 27=-102(LC 8), 8=-509(LC 28) Max Gray All reactions 250 lb or less at joint(s) 21, 22, 23, 24, 25, 26, 28, 29, 30, 31 19, 18, 17, 16, 15, 14, 12, 11, 10,9,8 except 1=365(LC 29), 7=804(LC 28), 20647(LC 1), 13=683(LC 20), 27=743(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-68=-255/32, 3-69=-31/354, 5-72=0/309 WEBS 4-20=-442/18, 5-13=-518/69, 6-13=-499/96, 3-27=-542/78, 2-27=-545/108 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vultllomph (3-second gust) Vasd=87mph; TCDLo8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1 .25 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. All plates are 1.5x4 MT20 unless otherwise indicated. Gable studs spaced at 14-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7, 20, 13, 30 except (jt=lb) 27=102, 8=509. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. No notches allowed in overhang and 24" from left end and 24" from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching, provide at least one tie plate between each notch. ,oESS!On, ONIO C76428' * EXP31/2O18 ,rn OF June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rex'. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shows, and is loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rl4iT k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSltTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 -Citrus Heights 95610 Job • Truss Truss Type Qty Ply Cherry Ave Duplex I I R50964398 07050-17 ITOSA ICommon 2 1 ference_(optiong!)____________________________________ Mission truss, lakeside, Ca 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Jun 2906:45:402017 Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?0I-KrtakG2T1 aj25csKH_p9GX9n7LO7_5SmGQbSguz1 Tjv 6.0-11 12-1-5 18-2-0 24-2-11 30-3-5 36-4-0 6-0-11 6-0-11 6-0-11 6-0-11 6-0-11 6-0-11 Scale = 1:61.8 5v8 = 3x8 304 - 508 — 354 308= LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lc) 1/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.23 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.73 8-9 >597 180 BCLL 0.0 * Rep Stress lncr YES WB 0.67 Horz(TL) 0.19 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix-M) Weight: 155 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-10-4oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=1599/0-5-8,7=1599/0-5-8 Max Horz 172(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-3960/0,2-17=-3886/0, 2-18=-3601/0,3-18=-3534/0,3-19=-2571/0,4-19=-2499/0, 4-20=-2499/0, 5-20=-2571/0, 5-21=-353410, 6-21=-3601/0, 6-22=-3886/0, 7-22=-3960/0 BOT CHORD 1-10=0/3687, 9.10=0/3096, 8-9=0/3096, 7-8=0/3687 WEBS 4-9=0/1216, 5-9=-905/64, 5-8=0/530, 6-8=-433/96, 3-9=-905/64, 3-10=0/530, 2-10=-433/96 NOTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels* Member end fixity model was used in the analysis and design of this truss. ,oESS1O/7N (cONIO C76428 0 * ' E1/31/2018 jjj - OF cp1'-' June 29,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 fee. 1010312015 BEFORE USE Design valid for use only with MiTch® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing JITk is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 5e ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. i Suite 109 i Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Cherry Ave Duplex R50984399 07050-17 1058 Common Girder 1 Mission truss, lakeside, ca 7.640 s Apr 192016 MiTch Industries, Inc. Thu Jun 29 06:45:43 2017 Page 1 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-kOYjMI5LKV5dy4avz7NsuAnJ0ZTuBRECyOp6HDz1 Tjs 4-6-8 9-1-0 13-7-8 18-2-0 22-8-8 27-3-0 31-9-8 36-4-0 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 4-6-8 Scale = 1:61.8 7x14 M18SHS II 27 31 12 7010 = 9x14 M18SHS = 10x14 M185HS = 10x14 M18SHS = 9014 M18SHS = 7010 = 4x12 = 4012 = 525 10.5-9 15.614 29-810 20 *2 25-11-7 31111 3640 5-2-5 5-2-5 5-2-5 5-1-12 04-8 5-2-5 5-2-5 5-2-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Icc) 1/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.18 14-15 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.34 14-15 >738 180 M18SHS 220/195 BCLL 0.0 * Rep Stress Incr NO WB 0.67 Horz(TL) 0.02 12 n/a n/a BCDL 10_0 Code lBC2012/TP12007 (Matrix-M) Weight: 664 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 DF No.i&Btr TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF No. 1&Btr 10-0-0 oc bracing: 1-15,14-15. REACTIONS. (lb/size) 1=5995/0-5-8, 9=2753/0-5-8,12=23307/0-3-8 (req. 0-8-5) Max Horz 1-72(LC 29) Max Uplift 1=-2461(LC 27), 9=-977(LC 30), 12-1301(LC 22) Max Gray 1=6046(LC 43), 9=2843(LC 44), 12=23307(LC 1) FORCES. (Pb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-8868/3748, 1-23=-1 3819/6215, 2-23=-1 3780/5615, 2-24=-1 3728/5454, 3-24=-13688/5067, 3-25=-7387/4122, 4-25=-7337/3600, 4-26=-710/1979, 5-26=-202/1500, 5-27=-664/11660, 6-27=-1083/11572, 6-28=-2600/5004, 7-28=-3374/4984, 7-29=-3449/535, 8-29=-3878/1405, 8-30=4219/1722, 9-30=4675/2055, 9-31=-3297/1189 BOT CHORD 1-32=-5857/1 3073, 32-33=-5328113073, 15-33=-5328/1 3073, 15-34=-467217948, 34-35=4558/7948, 35-36=4151/7948, 14-36=-3989/7948,14-37=-2809/2375, 37-38=-2262/1828, 38-39=-2262/1828, 13-39=-1751/1328, 13-40=-524417i0, 40-41=-5244/406, 12-41=-5244/315, 1242=-9083/1060, 4243=-9083/1301, 43-44=-9083/1529,1144=-9083/2118, 11-45=-3739/3148, 45-46=-3879/3556, 10-46=4303/3874, 10-47=-1533/3931, 9-47=-1938/4408 WEBS 5-12=-14740/1580, 6-12=4973/0, 6-11=0/7775, 7-11=-2845/240, 7i0=600/7625, 8-10=407/151, 5-13=-1528/9993, 4-13=-6164/926,4-14=-1454/9896,3-14=-2533/474, 3-15=_1231/6441, 2-15=-268/119 NOTES- 3-ply truss to be connected together with 1 O (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult110mph (3-second gust) Vasd=87mph: TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp B: enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=i .25 plate grip DOL=1.25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. WARNING: Required bearing size at joint(s) 12 greater than input bearing size. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2461, CottfITi Rt12 ,/oESSIo/v .N (<49ONIO C76428' * EXP. 12I31I2 * OF It Inc- 7Q 7fl17 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 re, 10/03/2015 BEFORE USE. Design valid for use only with MiTekSt connectors. This design is based only upon parameters shown, audio for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing \4 k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANStlTPt1 Quality Criteria, DSB-89 and BCSt Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job • Truss Truss Type Qty Ply Cherry Ave Duplex R50984399 07050-17 TO5B Common Girder 1 (.54U 5 rspr na u1b Miles lnaustnes, Inc. lxxi Jun29 05:40:44 2017 Page 2 ID:OZdGV3wLsyUfQJgHWoDZEuzB?Ql-Dd65Ze5500uaE95wqu5RNKulzp7wuTLB2zfpfz1Tjr NOTES- This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads, This truss has been designed for a total drag load of 7400 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-4-0 for 203.7 plf. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1620 lb down and 267 lb up at 2-3-4, 1620 lb down and 267 lb up at 4-3-4, 1620 lb down and 267 lb up at 6-3-4, 1620 lb down and 267 lb up at 8-3-4, 1620 lb down and 267 lb up at 9-0-12, 1620 lb down and 267 lb up at 11-0-12,1620 lb down and 267 lb up at 13-0-12, 1620 lb down and 267 lb up at 15-0-12, 1620 lb down and 267 lb up at 17-0-12, 1620 lb down and 267 lb up at 19-0-12, 1620 lb down and 267 lb up at 21-0-12, 1620 lb down and 267 lb up at 23-0-12, 1519 lb down at 25-0-12, 1519 lb down at 27-0-12, 1519 lb down at 29-0-12, 1620 lb down and 267 lb up at 31-0-12, and 1620 lb down and 267 lb up at 33-0-12, and 1620 lb down and 267 lb up at 35-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber lncrease1.25, Plate tncrease=1.25 Uniform Loads (plf) Veil: 1-5=-68, 5-9-68, 16-19=-20 Concentrated Loads (lb) Veil: 10=-1620(B)21=-1620(B) 42=-1620(B) 43=-1620(B) 44=-1 519(B) 45=-1519(B) 46=-1519(B) 47=-1620(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. I0I03P2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IIFuTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _________________________________________ _________________________ Citrus Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION - I 3 ' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths I i (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss L 1 2 3 Additional stability bracing for truss system, e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0-116" C1.2 C2-3 Truss bracing must be designed by an engineer. For truss individual lateral braces themselves wide spacing, 4 o WEBS 0 Pr \\ may require bracing, or alternative Tori bracing should be considered. Never exceed the design loading shown and never EL o stack materials on inadequately braced trusses. LJ 0 0 Provide copies of this truss design to the building For 4 x 2 orientation, locate C78 designer, erection supervisor, property owner and plates 0- 1/1/ from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 Cut members to bear tightly against each other. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. * Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR-1 311, ESR-1 352, ESR1 988 responsibility of truss fabricator. General practice is to x to slots. Second dimension is ER-3907, ESR-2362, ESR-1 397, ESR-3282 camber for dead load deflection. the length parallel to slots. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Lumber used shall be of the species and size, and in all respects, equal to or better than that 7 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 Bottom chords require lateral bracing at loft, spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ~:6 © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ffd environmental, Use of green or treated lumber may pose unacceptable health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiTek Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate - Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 - 4Ar. A 4 104 NOTE: ABOVE PLACEMENT PLAN PROVIDED FOR TRUSS PLACEMENT ONLY. REFER TO TRUSS -ALL HANGERS SPECIFIED SIMPSON OR EQUAL ROOF PITCH: U.N.0. ISSUE DATE. 6-28-17 Ave Duplex CALCULATIONS AND ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER INFORMATION. BUILDING DESIGNER/ENGINEER OF RECORD IS RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS. BUILDING ALL BEAMS & CONVENTIONAL ROOF FRAMING BY OTHERS -A LL WALLS AT VAULT/CATHEDRAL AREAS BALLOON MiSSiON~~TRUSS L LENGTR4rCOR BY OTHERS REVISION 1: Balentine Consulting Residenti TAIL SIZE 2X4EVISION N U.N.O.0 2- ADDITON DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL DESIGNS PRIOR TO CONSTRUCTION. FRAME/RAKE TO TRUSS BOTTOM CHORD U.N 0. I -REFER TO TRUSS ENGINEERING FOR 12538 VIGILANTE RD Carlsbad CA ALL DESIGNS ARE PROPERTY OF MISSION TRUSS. LOADING AND REACTION INFORMATION LAKESIDE, CA 92040 TRUSSSPACG 24 U N REVISION 3 ESIGNE RLP 07050- ALL DESIGNS ARE NULL AND VOID IF NOT FABRICATED BY MISSION TRUSS. -ALL TRUSSES ARE CAMBERED FOR DEAD LOAD DEFLECTION Ph. 619-873-0440 Fax 866-612-8884 _____ ______INTSS.COM_- .----.---- (ity of CailsbadCommunity & Economic Development 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 No. & Name: DEV16050, 167 CHERRY AVE DUPLEX Plan Check No.: CBRA2017-0102 Project Address: 163 CHERRY AVE Assessor's Parcel No.: 2042321800 RFtVED Project Applicant: MATTHEWTAYLOR (Owner Name) Residential Square Feet: CITY OF CARLSBAD New/Additions: 3,230 BUILDING DIVISION Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/16/2017 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 executing this declaration is authorized to sign on behalf of the Owner. El Carlsbad Unified School District 6225 El Camino Real Carlsbad CA 92009 Phone: (760) 331-5000 ElEncinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 xl 166 EM San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) EJ 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: Date: Name of School District: LSAD UNIFIED SCHOOL DISTRICT Phone: 6225 EL CAMINO CARLSBADs CA 92009 Building Division 1635 Faraday Avenue I Carlsbad, CA 92008 1 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov ity of Ca'ilsbadCommunity & Economic Development CERTIFICATION OF SCHOOL FEES PAID This form must be completed by the City, the applicant, and the appropriate school dist ret Nop to the form. City prior to issuing a building permit. The City will not issue any building permit withoutarji c coI fee Project No. & Name: DEV16050, 167 CHERRY AVE DUPLEX j4 Carlsad Unified School District Plan Check No.: CBRA2017-0103 6225 El Camino Real Carlsbad CA 92009 Project Address: 165 CHERRY AVE Phone: (760) 331-5000 Assessor's Parcel No.: 2042321800 Project Applicant: MATTHEW TAYLOR (Owner Name) Residential Square Feet: New/Additions: 2,727 Second Dwelling Unit: Commercial Square Feet: New/Additions: City Certification: City of Carlsbad Building Division Date: 06/16/2017 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 executing this declaration is authorized to sign on behalf of the Owner. Encinitas Union School District 101 South Rancho Santa Fe Rd Encinitas, CA 92024 Phone: (760) 944-4300 x1166 San Dieguito Union H.S. District 684 Requeza Dr. Encinitas, CA 92024 Phone: (760) 753-6491 Ext 5514 (By Appt. Only) San Marcos Unified Sch. District 255 Pico Ave Ste. 100 San Marcos, CA 92069 Phone: (760) 290-2649 Contact: Nancy Dolce (By Appt.only) 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: , IA :1 --- -------- ---------- Title: Date: Name of School District: CARLSBAD UNIFIED SCHOOL DISTRICT Phone: MM CAMINO REAL CARLSBAD9 CA 92009 /— Building Division 1635 Faraday Avenue I Carlsbad, CA 92 760-602-2719 1 760-602-8558 fax I building@carlsbadca.gov