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Home My WebLink AboutB17-0615 056-340-003 (2)Butte County Department of Development Services «. ,PE'RMIT CENTER PERMIT NO: 7- 0 FORM NO DBP -1 BIN NO: 7 County,Center Drive, Orovllle, CA -95965 - s Main Phone'530'.538.7601 Fax 530 538.7785 "� wvew.buttecountV.net/dds t PLEASE. .PRINT CLEARLY ,. APPLICANT 1. Y: Las Name Firs Name 5 x � LENDINGAGENCYy ::. �: , •, °��'`�'�; Mailing Address Pb. Aox city State Zi Zip ` 7 Phone Fax.` .. - a- la P Email "-. - < Cell. 5 e> i!1P ;AN_ "..,..ATUftEAND1 Di4TE� Date: : L int Name: - _ ' �PRO/..I,�E/C�TLQpCATI;ON j APN21 l l�o ^w M 3 - Property Address , City + Location must not be in,the city limits of. Chico Gridley, Oroville or Paradise, LzA http://gismaps. buttecountV.net/flexviewer/bcdatasearch/index. html + 1. Y: Carrier If hiring other than a licensed contractor, a certificate of worker's ' compensation must be shown at the time of permit issuance structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click . x � LENDINGAGENCYy ::. �: , •, °��'`�'�; 09M,90HREMWORKER5.00IIflPE.NSATI,ON� Policy Number,',•; Carrier If hiring other than a licensed contractor, a certificate of worker's ' compensation must be shown at the time of permit issuance structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click . x � LENDINGAGENCYy ::. �: , •, °��'`�'�; Name. Mailing, Address Ciry-:;. State >. Zip ` W:„ : `� '=bE0_CRIPT10N QRkSGO,PE O,F "'0RK e D Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click . Z below to see Manufactured Home Alterations and Permit Guidelines at: http://wvnw.hcd.ca-gov/codes/mho/HCD. - '. Phone: (9161 255-2501 Isthis a Manufactured/Mobile Home Icircle on Yes I No N�t,v RiSToi�u r��y Gcw s l -Q enc •rFoN 106 VrALU�ATI'ON (E er value of labs` olriclud n no�;contractedygplus materialschacge) ,S. ti��a[e1F a Detail � ,� �G • Living Area:, . Garage: Open •Area: ' , , , i Cov Bred Area E 1 : • (-'Structure Built vnthout permits ' TOTAL S O 1 l Proposed Change of Occupancy/Use - Note previous/current use below: l tF OMPF FICEUSeE?IONLY izoning: Flood Zone:' !SRA: YES NO ❑ NPDES :.' YES NO ❑ jCode Ent: YES El NO ❑ ' . Legal Lot:', NES ❑ NO ❑ loccupancy Type Construction i lPe it Tech:' Date: /y' Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 Building Permit Checklist Name: HANSKI SWEDE & STEFANIE. Location: 0 LOVELOCK RD, MAGALIA Assessor's Parcel Number: 056-340-003 Permit Number: B17-0615 _ -1. 3 copies site plan x 2. 3 sets building plans 3. 1 set energy calcs (if applicable) 4. 1 set truss calcs (if applicable) 5. 1 set structural calcs (if applicable) 6. Intake Packet Completed by Dater -� a. signed permit application ec b. owner builder (if applicable) c. notice to builders d. fee summary e. fire handout f. NPDES form g. data sheet �s h. PW Notification for 26-12` i. Hazardous Material Form (commercial) �j. Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by Dater -� Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B17-0615 Date: 4/6/2017 Location: 0 LOVELOCK RD By: JMD Parcel Number: 056-340-003 Sub Type: SFD-CUSTOM/MODEL Owner Name: HANSKI SWEDE & Phone: STEFANIE Description: PCL 4 PM 45-66 To meet the requirements of Government Code section 51182, Butte'County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte. County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. have read and understand the above pre inspection requirements. Signature: Date: 416/2017 Butte County Department of Development Services FORM NO PERMIT CENTER D13P-43 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecouniy.net/dds IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as the builder of the property improvements specified at () SZ --3Ho-003 We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS.- Read and initial each statement below to signify that you understand or verify this information. 1. I understand a frequent practice of unlicensed persons is to have the property owner o ain an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. �J "2. I understand building permits are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this responsibility. 3. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my own. 4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered.an "employer" under state and federal law. s.A6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial risk. 7. I understand under California Contractors' State License Law, an Owner -Builder who builds single-family residential structures cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. Revised 12.19.2016 Page 1 of 2 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I m y be held liable for any financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workmanship or materials. 9. I understand I may obtain more information regarding my obligations as an "employer" fr m the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800- 321-CSLB (2752) or www.csib.ca.gov for more information about licensed contractors. 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party, legally and financially responsible for proposed construction activity at the following address: M-6, -314o-603 11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner - Builders as well as employers. ,5U 12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor of employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you willbe responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Signature of property owner: Date: 01-1A�A'7 Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: Name of Authorized Agent: Tel No: Address of Authorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. Property Owner's Signature: Date: Revised 12.19.2016 Page 2 of 2 Department of Development Services �.� Tim Snellings, Director Pete Calarco, Assistant Director DEVELOPMENT SERVICES 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B17-0615 Date: 4/6/2017 Location: 0 LOVELOCK RD By: JMD Parcel Number: 056-340-003 Sub Type: SFD-CUSTOM/MODEL Owner Name: HANSKI SWEDE & STEFANIE Phone: Description: SFD (1120) COV (1124) TITLE 25 The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. YES SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921 ❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 — 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281 ❑ Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006 ❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901— 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105 '>I�' Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER ,�d' Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access Signature of Applicant: Date: _4/6 2 1 _ Butte County Department of Public Works ' DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION ' Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone Butte (530) 538 7171 Fax . PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment, (LESS THAN 1 ACRE] Reference Number: B17-0615 Date: 4/6/2017 Location: 0 LOVELOCK RD By: JMD Parcel Number: 056-340-003 Sub Type: SFD-CUSTOM/MODEL Owner Name: HANSKI SWEDE & STEFANIE Phone; Description: SFD (1120) COV (1124) TITLE 25 By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signed Date 4/6/2017 Title �%L✓�yy� Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965, F: 530.538.7785 HANSKI SWEDE & STEFANIE RE: 056-340-003 Permit No: B17-0615 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and ' For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/landdevelopmentlimpstd.htmi ) with a minimum plan checking deposit of $690.40. Important Note: " If improvements in compliance with County.Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. I have read and understand1he abov�r. auirements: Signature: /.gam% Date: 4/6/2017 Department of Development Services ' '`� ' Tim Snellings, Director Pete Calarco, Assistant Director ® 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Droville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0615 Owner's Name: HANSKI SWEDE & STEFANIE Assessor's Parcel Number: 056-340-003 Date of Application: 4/6/2017 Square Footage Verification No Change: NOTES: Verified By: Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area 1120 Garage Area 0 Covered Area -----Open Arm— . oOther 0 No Change: NOTES: Verified By: Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: a • . ��urrF• Butte County Department of Development ServiceoFORM NO PERMIT CENTER •cou�� 7 County Center Drive, Oroville, CA 95965 DBP -06 Main Phone (530) 538-7601 Fax (530) 538-7785 www.buttecounty.net/dds PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Contact Person Name: Contact email: _404MkLi04W Alj � COCO Contact Phone Number: 6'�Q- - J 3 Date Submitted: S l ) Permit Number: -7-66J Assessor's Parcel Number: a- -ICOMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: KResponse to Plan Check Letter? f ❑ Response to Building'Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? ❑ Other: • LIST OF ITEMS SUBMITTED 1. 2. 4. 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP- 06_Plan Change_Form_REV'D_8..13.14_AKM.doc Page I of 1 ' r" q �- S1 E.R R. A AMOW LOG & TIMBER Page -1 05/08/17 Plan Check Correction Plan check #B17-0615 Plan Check#1 APN# 056-340-003: Love Lock Rd., Magalia, Ca. 95954 County of Butte, CA Re: Swede Hanski Plan Check Officials: Efrain Ruvalcaba, Philo Hunt The following is a list of responses to specific Architectural & Structural items of the aforementioned project, dated May 3, 2017. Plan Check responses: GENERAL COMMENTS Added note to sheet A2. 2. Client to add erosion control to site plan. 3. Corrected stair notes on sheet Al & detail 4/A5. 4. Corrected stair notes on sheet Al & detail 4/A5. ARCHITECTURAL COMMENTS 5. Added note to sheet A2. 6. Added note & calculation to sheet A2. 7. Added note & calculation to sheet A2. 8. Added note to sheet A2. 9. Decking is redwood or cedar see detail 1/S3 (added durability note). Redwood & cedar fall under AWPA U1-07 — UC3B. Redwood & Cedar are the 2 most common products used for decking,in this area. 2x decking also meets WUI requirements. 13I7;c)C I A-7 "I C2 ; i>(>—;i4(", A 1r l 1 )('11'7 SIERRA LOG HOMES PH: 530-899-0680 FAX: 530-899-0688 MANUFACTURING ADDRESS: 3650 MORROW LANE CHICO, CALIFORNIA 95928 S1E,RRA ' L O G & T f M B E R Page -2 CAL GREEN BUILDING COMMENTS Under code requirements of the 4110 hardship ordinance and per conversation with county officials EV circuit' is not required for this project. Corrected sheet Al. Under section R337.9.3.1walking surfaces on decks, porches, balconies and stairs can be ignition resistant and must comply with performance requirements 12-7A4 & 5 . We call out nominal 2x cedar & redwood which complies under various manufactures. Also under various manufactures special instructions is that the joist be nominal 2x solid wood joist (no species req. for WUI) and a spacing of 24" or less. See detail 1/S3. This material has been our mainstay in Butte County since the WUI code came into existence. No change. 13. R337.7.8 are for floor projections that are cantilevered to;the exterior thus are not applicable to this design and are not considered decks or balconies thus no underside protection is required. FYI the joist are pressure treated for the deck see sheet S3. This part of the code is for out of plane buildings whose floors go over an air space and not for decks & balconies. No change. If you have any questions please call 530-899-2945 between the hours of 7:30 a.m. and 3:30 p.m. Monday thru Friday. hankyou Je rra Design Group SIERRA LOG HOMES PH: 530-899-0680 FAX: 530-899-0688 MANUFACTURING ADDRESS: 3650 MORROW LANE CHICO, CALIFORNIA 95928 El SPACE UNDER DECK VENTING X16"X8" SCREENED VENT 64 SQ.-IN.--NFVA 3'MAX FROM EACH CORNER VENTILATION. AMIN-. OF 1/150 OF UNDER.,DECK AREA: CALCULATION: *1125 UNDER-DECK SQ. FT. 1125/150= 7.5 SQ. FT. 64"NFVA/144" NFVA=.44 SQ. FT. PER VENT 7. 5/.44=17.04 OR 18 VENTS MIN. BUTTE COUNTY BUILDING DIVISION APPROVED gTTF PI AN — . I ACCPCCn r`c Pa rrPI ISI i i m hPr - t6�60 `A i (.)�� AY RIL 10S tti 1- 4 s.1.1) _ PERMIT # FORM NO Butte County Department'of Development Services BuTTECOUNTY DEVELOPMENT'SERVICES PERMIT CENTER R�_VIEWEC) FOR 7 County Center Drive, Oroville, CA 95965 CODE 0—OMPLIANOt DBP -3 Main Phone 530.538.7601 Fax 530.538.7785 DATC / • -- =- --- �— �� w%yw.bL1ttCC0U11ty.net/dd., n n n --- n n n -- n n n Pi�rm if -e-( ........ ... .... ........ ........ ........................ ........y.........._.............,.._.d............... ........ ................ ..... ........ ,....... .._........................... . oWa'� & t s ' I �a t GtNtR�roA 5/��id ..PRT!�qT�_..-.....-._......_._.-............. 44 .. . . , Wpm— � iaa' .Owner Name: !SwllDi q" 6rkAAN Z_L 14" k.;r- Site Location: O o r Contact name::6a,5dg0i ."kx2- Phone: Flood Zone: Scale P'= 40 Revised 7.20.2015 Scope of Work: 14fW' MAMA AITTA1. Z M,-& .. 3G =WWq sli 4& �sQ� sr' 4M�AIALOI� � P� G9,� 1 OAV661 44w" G , y e ` t OE•+E10%HENT S[t'lKhS Page I of I File-, y I t E � f I ACCPCCn r`c Pa rrPI ISI i i m hPr - t6�60 `A i (.)�� AY RIL 10S tti 1- 4 s.1.1) _ PERMIT # FORM NO Butte County Department'of Development Services BuTTECOUNTY DEVELOPMENT'SERVICES PERMIT CENTER R�_VIEWEC) FOR 7 County Center Drive, Oroville, CA 95965 CODE 0—OMPLIANOt DBP -3 Main Phone 530.538.7601 Fax 530.538.7785 DATC / • -- =- --- �— �� w%yw.bL1ttCC0U11ty.net/dd., n n n --- n n n -- n n n Pi�rm if -e-( ........ ... .... ........ ........ ........................ ........y.........._.............,.._.d............... ........ ................ ..... ........ ,....... .._........................... . oWa'� & t s ' I �a t GtNtR�roA 5/��id ..PRT!�qT�_..-.....-._......_._.-............. 44 .. . . , Wpm— � iaa' .Owner Name: !SwllDi q" 6rkAAN Z_L 14" k.;r- Site Location: O o r Contact name::6a,5dg0i ."kx2- Phone: Flood Zone: Scale P'= 40 Revised 7.20.2015 Scope of Work: 14fW' MAMA AITTA1. Z M,-& .. 3G =WWq sli 4& �sQ� sr' 4M�AIALOI� � P� G9,� 1 OAV661 44w" G , y e ` t OE•+E10%HENT S[t'lKhS Page I of I File-, y Butte County Department of Development Services731 TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR0. - ' 7 County Center Drive Oroville, CA 95965 (530) 538-7601 Telephone 6 c (530) 538-2140 Facsimile -CALIFORNIA- wvvw.buttecounty.net/dds www.buttegeneralplan.net ADMINISTRATIONBUILDING • PLANNING MINIMUM EROSION AND SEDIMENT CONTROLS FOR PROJECTS DISTURBING LESS THAN ONE ACRE c_on.51'e-11C4"0'1 . The BMP's (Best Management Practices) listed below must be in place during Ahewre#Ruseason C quire a r. The BMP's listed are minimum requirements and additional BMP's could be required based on site conditions. • Stabilized entry: Provide minimum 3' to 6' fractured rock 50' long x 15' wide by 6° deep over construction grade fabric. • All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or during a rain event there shall be no tracking of soils onto the street. • Wattles installed properly behind curb or sidewalks. • Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. Internal filters placed inside each drain inlet. ' ' • Trash bars across the back of all drain inlets. • - Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application) Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion blankets may be used for this application) • All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain inlets. • Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least 50' from the nearest storm drain inlet. • All trash must be collected and stored property. Do not let items such as drywall mud boxes, paint buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff. • Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. • After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's. EXHIBIT A DRAWING e � SD � 1 N a O ] T 6 a. K:IBUILDING201 IWpproved formARcs Green Bldg. for msLEroslon & Sediment Control Measures.doc K:I13UILDING1201 Mpproved formsUtes Green Bldg. forms\Erosion & Sediment Control Measures.doc BLH'INC. STRUCTURAL ENGINEERING CONSTRUCTION CONSULTING - EXPERT TESTIMONY BARRY LEE HOUSEAL 33 Sarteano Dr. (949) 715-3700 Newport Coast, CA. 92657 (949) 715-3800 fax DATE: 03/01/17 PROJECT HANSKI RESIDENCE LOVELOCK RD. MAGALIA, CA. 95954 APN# 056-340-003 BUTTE COUNTY To local building official, ' This office has review the truss calculations for the above said project and. found them to be in general conformance with our structural design., Should you have any question, please call me 949-715-3700. Sincerely, Barry L. Houseal Vfofessio�� I CATF • cq � I F R � �'j1`/ ' B 1.7.0(1 1.�4() i ris`..�7 E PERMIT# F' TE COUNTY DEVELOPMENT SERVICES 1t��i . BUTTE FOR. { y. `'gin (1.120) (_C)V '! li4, i�;Ti IF 25 C® F_ O(ViPLIAIVC DATE BY a 6NMV i x M!Tek� r M!Tek USA, One. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Honski S Fax 916/676-1909 The truss drawings) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. Pages or sheets covered by this seal: R49831967 thru 1149831972 My license renewal date for the state of Califomia is March 31, 2018. + t y oQRoFESS/pN� T EO pCO W a C 75435 Fc m * EXP. 03/3112018 C February 27,2017' Teodosescu, Eduard 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 ANSI/TPI-1, Chapter 2. Job Truss Truss Typ¢ Qty Ply PLATES MT20 MTi8H Weight 959 lb GRIP 220/195 2201195 FT = 20°% LUMBER BRACING Webs connected as follows: 2x4 - 1 row at 0.9.0 oc, R49831087 lJob WNSKI S AIG ATTIC 1 q 3 BOT CHORD 2x12 DF No.l&Blr G BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. grip DOL -1.33 4) TCLL: ASCE 7-10; Pf=97.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 WEBS 2x4 OF No.2 5) Provide adequate drainage to prevent water ponding. Referfirim loptignall Endeavor Hames, Orovifle. CA 95065 7.439 s Jul 25 2913 MITck Industries, me. bat Pea zit 13:zr:35 tut 1 Nage t ID:Ru1FC8Hk9ve5RIML6QBukNyDG1E-ul281nwBGQsFJgZ97YA4_MxUckTvxg7h8Zbwn7zhYys 10,19-13 21-1-12 4.5-0 10.9-I1.. 15-0-0 19.14 0 2s-7-0 .0. 300 �d-5.0� 4•S-1 1-10.7 0• •2 4-1-3 4-1.3 4 1-f0.7 4-5J Scale = 1:59.5 6K10 II 5 8x10 II 13 12 - 10 9 BxB 3.8 II axe = axe = 8x8 = 3x8 II LOADING (psf) TCLL 97.0 (Roof Snow --97.0) TCDL 20.0 BCLL 0.0 BCDL 0.0 ' SPACING 1-4.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IBC20121TPI2007 CSI TC 0.50 BC 0.35 WB 0.26 (Metrix) DEF Verl(LL) Veli(TL) Horz(TL) Attic In (loc) I/deft L/d -0.17 10-12 >999 360 -0.2910-12 >999 240 0.02 8 We n/a -0.07 1 0-12 2335 360 PLATES MT20 MTi8H Weight 959 lb GRIP 220/195 2201195 FT = 20°% LUMBER BRACING Webs connected as follows: 2x4 - 1 row at 0.9.0 oc, TOP CHORD 2x6 OF No.1 &Btr'Except' TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except 1-4,5-8: 2x8 DF No.2 G, 4-5: 2x10 OF No.1&Bir G 2-D-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD 2x12 DF No.l&Blr G BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. grip DOL -1.33 4) TCLL: ASCE 7-10; Pf=97.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 WEBS 2x4 OF No.2 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live land noncancurrenl with any other live loads. REACTIONS (Ib/size) 8-4751/0-5-8 (min. 0-1-11), 1=475110-5-8 (min.0-1-11) 8)' 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 fY fit between the bottom chord and any other members. Max Harz 1=133(LC 7) 9) Calling dead load (6.0 psf) an member(s). 3-0, 5-6, 4-5 * 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 Max UplifIB=111(LC 8), 1-111(LC 8) 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 8 and 111 Ib uplift at Max Grav 8=4B33(LC 15), 1-4833(LC 14) joint 1. 13) Girder carries lie -in span(s): 4-0-0 from 0-0-0 to 30-0-0 FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown; 9AdlFaf(iRhka4iyX representation does not depict the size or the orientation of the purlin alon the lop and/or bottom chord. I&WARNINO - Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIO.7473 rev. 1WO212015 BEFORE USE, TOP CHORD 1-2-63521152. 2-3=-64841142, 34=3722/150, 5.6=3722/150, 6-76484/142, Design valid for use only with MRekur connectors. This design Is based only upon parameters shown, and Is loran Individual building component, not a truss system. Before use, the building doslgner must verify the applicability of design parameters and property Incorporate this design Into the overall r! R 7-8=636411152, 4-5--39861163 Is always required far slablIlly and to prevent collapse with possible personal Injury aril prapany damage. For general guidance regarding the BOT CHORD 1-13-7814995, 12-113=7715043, 10.12=014030, 9-10--77/4945, 8.9=-78/4897 7777 Greenback Lane Safety Informatlan ovallabte from Truss Plate Institute, 2io N. Lee Street, Suite 312, Alexandria, VA 22314, WEBS 3.12=2214205, 6-10=22/4204. 2-13=-83417. 7-9=-83619, 2-12--17121132, 7-10-17115/132 13 NOTES 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0.9-0 oc, 2x6 - 2 rows staggered at 0.9-0 ac, 200 - 2 rows staggered at 0.9.0 cc. Bottom chords connected as follows: 2x12 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc, 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated, 3) Wind: ASCE 7-10; VUII=110mph (3 -second gust) Vasd-87mph; TCDL=4.2psf; BCDL-4.2psf; h=25f1; B=45ft; L -30f1; eave=4fl; Cal, 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL -1.33 4) TCLL: ASCE 7-10; Pf=97.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 �ypFESS/p �P Nye Q� 1E0 F 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live land noncancurrenl with any other live loads. C 75435 C w C n 8)' 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 fY fit between the bottom chord and any other members. EXP. 03131/2018 9) Calling dead load (6.0 psf) an member(s). 3-0, 5-6, 4-5 * 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 8 and 111 Ib uplift at FOFCAL joint 1. 13) Girder carries lie -in span(s): 4-0-0 from 0-0-0 to 30-0-0 February 27,2017 9AdlFaf(iRhka4iyX representation does not depict the size or the orientation of the purlin alon the lop and/or bottom chord. I&WARNINO - Varffy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AIO.7473 rev. 1WO212015 BEFORE USE, Design valid for use only with MRekur connectors. This design Is based only upon parameters shown, and Is loran Individual building component, not a truss system. Before use, the building doslgner must verify the applicability of design parameters and property Incorporate this design Into the overall r! R building design. BracIng Indicated Is to proveN buckling of Individual Innis wait and/or chord members only. Additional temporary and permanent bracing Is always required far slablIlly and to prevent collapse with possible personal Injury aril prapany damage. For general guidance regarding the fabrication, storoge, delivery, erecilon and bradng of trusses and taus systems, see ANSIITPII Quality Criteria, OS049 and SCSI Building Component 7777 Greenback Lane Safety Informatlan ovallabte from Truss Plate Institute, 2io N. Lee Street, Suite 312, Alexandria, VA 22314, Suits 109 _ -- ----- -_,_ Jab Truss Truss Type ply ATTIC 1 HON61(I 5 AIG 3 849931067 Jab Reference (oalianall Endeavor Homes, Orovme, GA 95965 7.430 a Jul 25 2013 MTak Industries, Inc. Sal Fab 25 1327:35 2017 Page 2 . ID:Ru1F06Hk9ve5RfML608ukNyDG1E-ul28lnvrBGgsFJgZ97YA4 MxUcl(Tvxg7hBZbwn7zhYys NOTES _ 15) Attic room checked for U360 deflection. LOAD CASE(S) Standard i) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-12=-159(F=146), 10.12=-166(F=146), 8-10=-159(F=-146), 1-3=156, 3-4=163, 5-6=163, 6-8=-156, 4-5=-163 - r e r r , ,WARNING -Verily design paremeram and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIU-7473 rev. 10102/2015 BEFORE USE. L®(k.9 M Dmlgn valid for use only with MTekm ennneciors. This design Is based only upon parameters shown, and Is for an individual building compdnenl, not a Inns IID,yslam. Bela to use, the building designer must verity the applicability of design parametem and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web andfor chord members ony. Additional temporary and permanent bracing M Me Is always required for stability and 10 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 AN6117FI7 Quality Criteria, O6B-09 and BC61 Building Component safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alaxandda, VA 22314. 7777 Greenback Lana Suite 100 CI rus elh s CA 05610 r qty ATTIC 1 3 Jab Reference (oalianall Job Thus Truss Type at Plates Increase 1.15 .yONSKI S All ATTIC 6 ��Jnh Rd9e11666 t ID:Rul FOBHk9va5RFML60 BukNyOG1 E-?Xpd 101gCCMgrDGOmi5BpWmpy6607Ou5GxdieE:hYyw 10-10-11 21-1-12 4�5d I 11.10-+ IM -11 k tso.0 1s-1-3 25-7-0 aaa 4s-0 4-5.4 1-10.7 0- •2 41.1 4-1.3 0• 1.10-7 4.5-4 6z10 II d -s -D Scala - 1:66.5 , 6 6x10 II 6x11 = 13 12 .. - 10 9 axe = 3x8 II axe = axe. = axe = 1x0- If 4S-0 I 8-10.4 I 21. 11-2 45-0 45-4 12. 1. - 45-1 - 45. Plate Offsets /X.YI: 14:0.2.6.0.3.01.1[5:0.2.6.0.3 -01.110:0.3-8.0-5.121.112:0-3-6.0-5-121 LOADING (ps, SPACING 1-4-0 TCLL 97.0 (Roof Snow=97.0) Plates Increase 1.15 TCDL 20.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES WB 0.27 Code ISC2012/TPI2007 LUMBER TOP CHORD 2x6 OF No.18Btr *Except* 1-4,5-8: 2xB DF No.2 G, 4-5: 2x10 DF No.18Blr G BOT CHORD 2x12 OF NoA&Btr G . WEBS 2x4 OF No,2 CSI DEFL In (loc) Well Ud PLATES GRIP TC 0.47 Vert(LL) -0.17 10-12 >999 360 MT20 220/195 BC 0.35 Verl(TL) -0.3310.12 >999 240 MT18H 220/195 WB 0.27 Horz(TL) 0.04 8 n/a n/a (Metrix) Attic -0.07 10-12 2532 360 Weight: 320 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc puffins. except 2-0-0 oc purlins (6-0.0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Mrrek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Inglallallon guide, REACTIONS (Ib/size) 8-2598/0-5-8 (min. 0-2-12),1-259B/0-5-8 (min. 0-2-12) Max Horz 1=133(LC 7) Max Upll118=66(1-C 8), 1=66(LC 8) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-3624/94, 2-3=-3321/80, 3-40--24191122, 5-6-24191122. 6-7=3321180, 7-8=3624194, 4.5=2153/127 BOT CHORD 1.13=33/2671, 12.13=32/2687, 10.12.0/2153, 9-10=-3212687. 8.9=3312671 WEBS 3-12.0/1346, 6-10=0/1346, 2-13=-479/1, 7-9=-481/2, 2-12-842/115.'7-10-842/115 NOTES 1) Wind: ASCE 7-10; Vult-1 lOmph (3 -second gust) Vasd-87mph; TCDL-4.2psf; BCDL-4.2psf; h=25ft; B=45ft; L=3011; eave=off; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL -1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10: Pf=97,0 pet (flat roof snow); Category 11; Exp C; Fully Exp.; Cl= 1 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless Otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 6) • This truss hes 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 III between the bottom chord and any other members. 7) Calling dead load (5.0 pet) on member(s). 3-4, 5-6, 4-5 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 9) A plate rating reduction of 201/ has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 Ib upfift at joint 8 and 66 lb uplift at Joint 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Attic room checked for U360 deflection. LOAD CASES) Standard OQROFESS10,va 1E0 0 �F2 t; WP C 75435 �� rn EXP. 0313112010 OFCAVit February 27,2017 WARNING. Vadly daslgnp- rin.rars and READNOTES ON THIS AND INCLUDED MITSK REFERENCE PAGE 11111-7477 rev. 10/01/2015 BEFORE USE MEN - Design valid for use only wide Mnel0 connectors. This design Is based only upon parameters shown• and is for an IndlAdual building component. not -== e truss system Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall EvAir building design. Bracing Indicated Is to prevent buckling of Individual fruss web and/or chord members only. Additional temporary and permanent bracing M1 Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Ilse fabrlcotion, storage, dellvery, ereclion and bracing of trusses and truss systems, see ANGInnall Ouslity Criteria, D6849 and BCSI Building Component 7777 Gtaenbark Lana Safety Information available from Truss Plate Institute. 216 N. Lee Street. Suite 312, Alexandre. VA 22114• Suite 100 W s Job Truss Truss Type Dty PLATES GRIP MT20 220/195 Weight: 450 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 OF No. I&Sir *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-3 cc purlins, except 1-4,5-8: 2x8 OF No.2 G, 4-5: 2x10 OF No. 18Blr G 2-0-0 oa purlins (6-0-0 max.): 4-5. R49831960 HONSKI 6 Al2 GABLE 1 1ply 1 lJob REACTIONS (lb/size) B-259810-5-8 (min. 0.2-12), 1=259810.5-8 (min. 0-2-12) Max Horz 1=133(LC 7) Max Upllf18=66(LC 8), 1=66(LC B) Reference e ' onalt comes, urovmo, CA ubabb 7.430 4 Jul 25 2013 MTek Industries. Inc. Sat Feb 25 13:27:33 2017 Page t ID: Rut F08Hk9ve5RtML60BukNyDG 1 E-xvNiNS6uxkpcY4WOnl7Bcvxr9RwnUTwDOIF6pi6zhYyu ID40-13 21-1-12 ass as -0 t15.0-0ea-w 1-10.7 ii s0a 1 I 4-1-3 a•a 4 -ser a -s-0 2x4 II o-1 8-8-10 1-107 Scale =1:66.7 6x10 II 2x4 II 5 8xtg II 2x4 II 6xs = 13 12 71 10 9 6.8 = 6x6 3.8 II exit = axe = - 3xa II l' d LOADING (psi) TOLL 97.0 (Roof Snow -97.0) TCDL 20.0 BCLL 0.0 SCOL 10.0 SPACING 1-4-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IBC20121TP12007 CSI TC 0.47 BC 0.35 WB 0.27 (Matrix) DEFL In (loc) Well Ud Vert(LL) -0.17 10.12 >999 360 Veri(TL) -0.33 10.12 >999 240 Harz(TL) 0.04 B n/a n1a Attic -0.07 10.12 2532 360 PLATES GRIP MT20 220/195 Weight: 450 lb FT = 20% LUMBER BRACING TOP CHORD 2x6 OF No. I&Sir *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-3 cc purlins, except 1-4,5-8: 2x8 OF No.2 G, 4-5: 2x10 OF No. 18Blr G 2-0-0 oa purlins (6-0-0 max.): 4-5. BOT CHORD 202 OF ND.1i3Bir G BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. WEBS 2x4 DF No.2 MITek recommends that Stabilizers and required crass bracing OTHERS 2x4 OF Sid -Except' be Installed during truss erection, In accordance with Stabilizer 14-15,32-33,34-35,36-37,38-39,40-41: 2x4 OF No.2 nslallatlon aulde. REACTIONS (lb/size) B-259810-5-8 (min. 0.2-12), 1=259810.5-8 (min. 0-2-12) Max Horz 1=133(LC 7) Max Upllf18=66(LC 8), 1=66(LC B) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3624194, 2-3=3321180, 3-4=-2419/122, 5.6=-2419/122, 6-7=-3321180, 7-8=-3624194, 4-5=21531127 BOT CHORD 1.13=3312671, 12-13=32/2687,10-12-012153. 9-10=-3212687, 8-9=3312671 WEBS 3-12=011346, 6-10-011346,2-13=-479/1, 7-9=-081/2, 2-12=842/115, 7-10=842/115 NOTES 1) Wind: ASCE 7-10; Vull=1 temph (3 -second gust) Vasd=87mph: TCDL=4.2psf; BCDL=4.2ps(; h=25fl; 6=45ft; L=30fl; eave=4fl; Cat. fl; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 2) 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 ANSIffPI 1. 3) TCLL: ASCE 7-10; PI -97.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; Ct= 1 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x6 MT20 unless otherwise Indicated. 6) Gable studs spaced at 14-0 cc. 7) This truss has been designed for a 10.0 bottom chord live load live loads. psf nonconcurrent with any other • QROFESS/04, q'F 8) Thls 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 �F.O 1 E0p Oso fit between the bottom chord and any other members. `k, �� Zc 9) Ceiling dead load (5.0 psf) on member(s). 3-4, 5-6, 4-5 �i J N y 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10.12 O C 75435Lu T" 11) A plate rating reduction of 20% has been applied for the green lumber members. W C 12) Provide mechanical connection (by others) of truss to bearing plate capable of wtlhstanding 66 Ib uplift st Joint 6 and 66 Ib uplift at Joint EXP. 0313112018 1. * 13) Graphical purlln representation does not depict the size or the orientation of the purlln along the lop and/or bottom Chord. 01, 14) Attic room checked for U360 de0ectlon, TFOFCA W LOAD CASE(S) Standard February 27,2017 4WARNING . Vadfy dex/tin pammefors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. l a(MOIS S EFORE USE y� 17A' Design "Ed for use only with MrrekO connectors, This design V based only upon poremelare shown, and la for an Individual building component. not ,,77 o suss system, Before use, the building designer must verify are applicability of design parameters and property Incorporale this design Into lire overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required lot stability and to prevent collapse with possible personal Injury and property damage. Far geneml guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSIfTP11 Duality Criteria, OSB -139 and BCS1 Building Component 7777 Greenback Lane Safely Information available from Truss Plate Insibuie, 21B N. Lee Street, Suite 312. Alexandria. VA 22314. Guile 109 Job Truss Truss Type Ity Ply TOLL 670 (Roof Snow 97.0) plates Increase 1.15 TC 0.36 • MT20 2201195 TCDL 20.0 R49831970 p(ONSHL 5 Al2CAP GABLE I 1 WB 0.24, Horz(TL) 0.01 5 nla n/a BCDL 10,0 Code IBC20121TPI2007 (Matrix) to Reference 10 ID:RutFOBHk9ve5RIML606ukNyDG1E..ww S6uxILpcY4WaN76cvxr6D In .yO(FIt i6zhYyu l 4.3.5 I a-&10 4.3. 4-}5 Scala - 1:23.6 / I.axa rr LOADING (psf) SPACING 2-D-0 CSIDEFL in {roc) I/dell Ud PLATES GRIP TOLL 670 (Roof Snow 97.0) plates Increase 1.15 TC 0.36 Vert(LL) -0.01 4-6 >699 360 MT20 2201195 TCDL 20.0 Lumber Increase 1.15 BC • 0.20 Verl(TL) •0.02 4.6 >999 240 BC0.0.' Rep Stress Incr YES WB 0.24, Horz(TL) 0.01 5 nla n/a BCDL 10,0 Code IBC20121TPI2007 (Matrix) Weight: 41 lb FT=20% LUMBER BRACING TOP CHORD 2x6 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-D-0 cc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid telling directly applied or 6-0-0 cc bracing. WEBS 2x4 DF Std MITek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Sid be Installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1.25510-5-8 (min. 0-4-14), 5=25510-5-8 (min. 0-4-14), 6-154910-3-B (min. D-1-10) Max Hoa 1=-75(LC 6) Max Uplift 1=9(1_C 8), 5=9(LC B), 6=-81(LC 8) FORCES (ib) -Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shown. , TOP CHORD 2-3=261609, 3-4= 221609 WEBS 3-6-13801100 NOTES 1) Wind: ASCE 7-10; Vull=110mph (3 -second gust) Vasd=B7mph; TCDL=1.2psf; BCDL=4.2psf; h-25ft; B=45ft; L=3011; cave-4ft; Cat.'Il: Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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 ANSIfrPI 1. 3) TCLL: ASCE 7-10; Pf=97.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Cl= 1 4) Gable studs spaced at 1.4.0 cc. p?�OFESSJO/� �O ^f( Q- I E00� Fy 5) This truss has been designed for a 10.0 bottom chord live load live toads. 0 psf nonconcurrent with any other y� Q� � cp P 6)' This truss has been designed for a live load of 20.0psf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will O C 75435 Tr' fit between the bottom chord and any other members, w C M 7) A plate rating reduction of 20% has been applied for the green lumber members. EXP. 03!31!2010 8) Bearing at )Dint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,t ,t capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at Joint 1, 9 ib uplift at Joint 5 and Ib a Nj 81 uplift at Joint 6. OFOAUIFO 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. QWARNING - Vedfy design paramslen and READ NOTES ON THIS AND INCLUDED M77EK REFERENCEGAGEWI.7473 rev. law/2015 BEFORE USE. Design valid for use only with MfTck0 canneclors. This design Is based only upon pammelers 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 nndlol chord members only. Addiilonai temporary and permanent bracing Is always required for Mobility and to prevent rasapse with possible personal Injury and propeny damage. For general guidance regarding the fabrication• storage, delivery, erection and bracing of Imsses and truss systema, see ANSUTPII Quality Criteria, DSB-89 and BC61 Building Component Barely Information available from Truss Plate Inuituto.2te N. Lee Street, Suits 312, Alexandria, VA 22314. February 27,2017 ffip 1�r9 M1. [Te - 7777 Greenback Lane Job Truss Truss Type Oly Ply 10.8-11 1 1500 8.6x10 1&3-5 1 22.11.6 264-6 36o•0 1 R498]1g71 ljobRefffren /(ONSKI S A13 SCISSORS 6 3 S!g@ljpp�) LUMBER BRACING ID:Dp10ABnbJR4277744A2g5Ozs450•P6UIfRv2V7ltOk,LzRgfrR60HeK32CHJYyvrMEZ---hYyt ]-7-10 I 7-0-10 10.8-11 1 1500 8.6x10 1&3-5 1 22.11.6 264-6 36o•0 3.7-10 afro I 9.6.1 4.3.5 435 ( 18.1 15-0 I ( 1T-10 Max Uplift 1=185(LC 8), 9=185(LC B) QR Or(r q�F FORCES (lb) -Max. Camp./Mex. Ten, -All forces 250 (lb) or less except when shown. �� Q T EOQO TOP CHORD 1.2=100211430, 2-310 23 3/4 1 2, 3.4=9822/310, 4-5--175901318, 5-6=-17590/31 B, �S Scala = 1:59.3 y JP y cJ o C 75435 BOTCHORD 1-18=291/7829, 17-iB=29317914, 15-17=-250/8914, 14-15=145/8308, 13-14=45/8308' Lu G X 600 = 3.5 II 8x10 = 7Y 7-13-3471173, 7-11=-415137, 8-11=91829,4-14=96110571, 6-14=187/10571 Sl�T capacity of bearing surface. \��P 4 9 5 2 8 Joint 9. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. 4x5 10.00 F12 WARNING - Vedly dasign pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111.7473mv. 10M]/2013 BEFORE USE. / 14 4.5 aruss system. Before use, the bugling designer must vanity the applicability of dasign parameters and properly Incorporate this design Into the overall Mi 3 Is always requited for stability and to prevent collapse wxh possible personal Injury and property damage. For general guidance regarding the T fabrication, storage, delivery, eractlon and bracing of trusses and cuss systems, see AN61fTP11 Ouallty Criteria, OSB4 0 and SCSI Building Component 7777Greenback Lana safety Information avalleble from Truss Plate Insillute, 216 N. Lee Street, Suite 312, Alaxandda, VA 22314, Suite tog Akio = 8x10 // 15 13 5x5 3x5 6 3x5 8x10 5x5 \1 p.. � 5.517 2 16 e.5o 12 e 5.5 12 06 4 11 � 4x8 1 4x5 G I 4x5 6 18 10 2x4 I t 20 II q ld 6 4x8 i 4x8 - 4x8 4x8 1 - 0 7.010 61 10 1'+ 1 1&15 '+-11.8 28.4.6 30-0-0 }7-10 1s-0 - 3-61 0 1 40.4 4.3.5 343.1 3.50 17.10 Plate Offsets (X,Y): (1:0.5-14.0-2-01, (1:2-8-3,0-2-Bj,12:D-3-12.0-a0), [4:D-6-6,0-4-0[, [6:D-6-B4O-4-0[, [8:0-3-12.0-3-0),19:2-6-3.0-2-6), [9:0.5-14,0.2.01, [12:0.2.12,0.2-0], (14:0.5.0 .0-5-41, (16:0-2-12,0-2-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildell Ud PLATES GRIP TCLL 97-0 Plates Increase Plates 1.15 TC D-64 Verl(LL) -0.46 14 >773 360 MT20 2201195 (Roof Snow --97.0) BCDL 20.0 Increase 1.15 BC 0.61 Ven(TL) 0.74 14 X478 240 ' Rep Stress Incr YES WB 0.68 Harz(TL) 0.91 9 nla nla BC0.0 Cade IBC2012ITPI2007 (Matrix) Weight: 714 Ib FT - 20% BCDL 1D.0 LUMBER BRACING TOP CHORD 2x8 OF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x6 OF No.18Blf 2-0.0 oc purlins (6-0.0 max,): 4.6. WEBS 2x4 OF Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-14,6.14: 2x4 DF No.2 SLIDER Left 2x4 DF No.2 3-4-15, Right 2x4 OF No.2 3-4-15 REACTIONS (Iblslze) 1.3752/0-5-8 (min. D-1-8), 9-375210-5-8 (min. 0-1-8) Max Harz 1=-209(LC 6) pFESS! Max Uplift 1=185(LC 8), 9=185(LC B) QR Or(r q�F FORCES (lb) -Max. Camp./Mex. Ten, -All forces 250 (lb) or less except when shown. �� Q T EOQO TOP CHORD 1.2=100211430, 2-310 23 3/4 1 2, 3.4=9822/310, 4-5--175901318, 5-6=-17590/31 B, �S 6.7=9822/310,7-8=-102331412,8-9--IDD21/430 y JP y cJ o C 75435 BOTCHORD 1-18=291/7829, 17-iB=29317914, 15-17=-250/8914, 14-15=145/8308, 13-14=45/8308' Lu G X 11-13=210/8914, 10.11=2938914, 9.10=291/7829 1/2010 WEBS 2-17=01829, 3-17-415117, 3-15a-304/173, 4-15-801914, 5-14-01998, 6-13=-80/914, 7Y 7-13-3471173, 7-11=-415137, 8-11=91829,4-14=96110571, 6-14=187/10571 Sl�T NOTES 1) 3 -ply truss to be connected togetherwith 10d (0.131"x3") nells as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 aa. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Websconnected as follows: 2x4 -1 row at D-9-0 cc. 2) All bads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless Otherwise Indicated. 3) Wind: ASCE 7-10; Vull=itOmph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=300; eave=4ft; Cat. 11; pFESS! Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.33 plate QR Or(r q�F grip DOL=1.33 4) TCLL: ASCE 7-10; P1=97.0 Category II; Exp C; Fully Exp.; Ct= i �� Q T EOQO psf (Oat roof snow); 5) Provide adequate drainage to water �S prevent ponding, y JP y cJ o C 75435 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a INS load of 20-0psf on the bottom chord In all areas where a rectangle 3.6-0 tell by 2-0.0 wide will Lu G X fit between the bottom chord and any other members, 1/2010 8) A plate rating reduction of 20% has been applied for the green lumber members. 7Y 9) Bearing at Joints) 1, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Sl�T capacity of bearing surface. \��P 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 185 Ib uplift at joint 1 and 185 Ib uplift at FOF�Ai IFS Joint 9. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. February 27,2017 WARNING - Vedly dasign pammefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111.7473mv. 10M]/2013 BEFORE USE. castle valid lot use only with MITewm connectors. This design Is based only upon parameters elwrsn, and Is for an Individual building component not aruss system. Before use, the bugling designer must vanity the applicability of dasign parameters and properly Incorporate this design Into the overall Mi budding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse wxh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, eractlon and bracing of trusses and cuss systems, see AN61fTP11 Ouallty Criteria, OSB4 0 and SCSI Building Component 7777Greenback Lana safety Information avalleble from Truss Plate Insillute, 216 N. Lee Street, Suite 312, Alaxandda, VA 22314, Suite tog Job Truss Truss TypeO11 CSI Ply In (loc) I/deo L/d TOLL 97.0 (Roof Snow 97.0) plates Increase R49031972 HONSKI S. ACAP PIGGYBACK 13 1 .lob Reference loat(ona(j 7.430 1 Jul 25 2013 MITck Industries, Inc. Sol Feb 25 13:27:75 2017 Page 1 • I0:Ru1F0BHkeve5RIML6QBukNyDG1E-ul28tnwBGQsFJcIZ97YA4 MxWjl(VFxrRhB2bwn7zhYys 4.3-5 I &&10 4-3-5 .1.3.5 4x12 11 Scala= 1:23.6 3 1.2)(11 II LOADING (psi SPACING 2-0-0 CSI DEFL In (loc) I/deo L/d TOLL 97.0 (Roof Snow 97.0) plates Increase 1.15 TC 0.36 Ver1(LL) -0.01 4-6 >999 360 BCDL 20.0 Lumber Increase 1.15 BC _ 0.20 Ver1(TL) -0.02 4-6 >999 240 BCLL 0.0 ' Rep Stress Inrr YES WB 0.24 Harz(TL) 0.01 5 Na n/a BCDL 0 Code IBC2012rTP12007 (Melrlx) m IC3 PLATES GRIP MT20 2201195 Weight: 37 Ib FT = 20% LUMBER BRACING TOP CHORD 2x6 DF No.2 G 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid telling directly applied or 10-D-0 oc bracing. WEBS 2x4 OF Std MITek recommends that Stabilizers and required crass bracing be Installed during truss erection, In accordance with Stabilizer Instalfalion guide. REACTIONS (Ib/size) 1.255/45-8 (min. 0-4-14), 5=255/0-5-8 (min. D-4-14), 6=154910.3.8 (min. 0.1-10) Max Hoa 1=75(LC 6) Max Uplift 1=9(LC B), 5=9(LC B), 6=81(LC 8) 4 FORCES (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=261609, 3-4=221609 WEBS 3-6-1380/100 NOTES 1) Wind: ASCE 7-10; Vult=1 iDmph (3 -second gust) Vasd=87mph; TCDL-4.2psf; 13CDL=4.2psh h=25h; B=45ft; L=30ft; eave=4ft; Cal. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed: and vertical left end right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=97.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; CI= 1 3) This truss has been designed for a 10.0 psr bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 Ib uplift at Joint 1, 9 Ib uplift at Joint 5 and 81 Ib uplift at Joint 6. B) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consul[ qualified building designer. oQROFESS/0rva LOADCASE(S) Standard Q`� iEOpo !F 4 WARNING - Verity design parameters and READ NOTES ON TMS AND INCLUDED AfITEK REFERENCE PAGE Mil -7473 rev. f W3r1015 BEFORE USE. Design vakd for use only with Mrreka 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 pammclers and property Incarparote this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual trues web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent cailapoe whir passible personal Inlufy and property damage. For general guidance regarding the fabrication, storage, dellveri, erection and bracing of trustee and truss systems, see ANSUTPII Quality Cdlorla, DSS -89 and SCSI Building Component Safety Information nvallable from Tress Plate Institute, 210 N. Lee Street. Sulte 312. Alexandre, VA 22314, h� Q s 'i'G) U wP C 75435 FLn or n * EXP. 0313112018 "OFC/l,0 February 27,2017 SAID. 9 frer 7777 Greenback Lane Suite 100 Clings Heights, CA 05610 STRUCTURAL CALCULATIONS . (APN #056-340-003) for HANSKI RESIDENCE p, r LOVE LOCK RD.. MAGALIA,CA. 95954 PREPARED BY: BARRY L. HOUSEAL, P.E. (CA # 28761) P<ofF I A l r ess i �/ m�< t, PERMIT # F I o 050-140-00" A-71{ BUTTE COUNTY DEVELOPMENT SERVICES .A P n: 06- 01 � � C ®EVIEVVED FOR CO w _ DATE BYILL, e blh1com STRUCTURAL RECAP SCHEDULE PROJECT: HANSKI MAIN HOUSE, LOVELOCK RD., MAGALIA, CA 95954 BEARING DESCRIPTION LOCATION SIZE & SPECIES AREA PAGE # Design Criteria All Areas - - 1 Snow Load All Areas - - 2,3 Lateral Analysis All Areas See Detail sheets # 4 - 23 - 4 thru 23 Trusses Roof (10:12) See Mfg. Calcs. - 24 Rafters Porch (3:12) 2" x 10" DF # 2 @ 24" cc - 24,25 Headers Porch Eave min. 6" x 8" IC # 1 - 24,26 Hips - Compression Porch (3:12) 2" x 14" DF # 1 - 27,28 Joists Main 9.5" TJI 210 @ 16" cc - 27,30 Beam Main (3) - 1.75" x 9.5" (2.OE) LVL - 31,32 Joists Deck 2" x 12" DF # 2 (PT) @ 24" cc - 31,33 Rim Deck 4" x 12" DF # 1 (PT) - 31,34 Spread Footings under Main Beam 36" Sq. x 12" D w/ # 5's @ 6" EW - 35,37 Spread Footings Deck & Breezeway 34" Sq. x 12" D w/ # 5's @ 6" EW - 35,37 Spread Footings Deck 32" Sq. x 12" D w/ # 5's @ 6" EW - 35,37 Spread Footings. Deck 22" Sq. x 12" D w/ # 5's @ 6" EW - 35,37 Continuous Footings B & C lines 18" W x 12" D w/ (2) - # 4's cont. - 36,37 Continuous Footings 2 & 3 lines 36" W x 12" D w/ (2) - # 4's cont. - 36,37 HDR1 HDR1 (2) - 2" x 8" DF # 1 - 38,39 HDR2 HDR2 (2) - 2" x 8" DF # 1 - 38,40 HDR3 HDR3 (2) - 2" x 12" DF # 1 - 41,42 HDR4 HDR4 (2) - 1.75" x 11.875" (2.OE) LVL - 41,43 Outlookers Roof 2" x 6" DF # 2 @ 24" cc - 41,44 Beam - Marriage Main/Guest 6" x 10" DF # 1 (PT) - 45,46 t�lrr ~ 33 Snricano Dr. 119 " Folic) tdm%m lir. titrdvtjund 'ungincerin� t` c peri C wst, CA 1;2657 Tellurldt% CO 91-135 ::onstrueiion ('unsmiling 919i—I1:-3700 970.1369-0600 9491.15_39,00 FAX ^ 970IZiw.-0 Gp FAX ESIG N CUi'FRIA Materia (i7nless noted otberwisel Concrete: f c = 3,500 psi Ca' 2.8 days Rear.j. 54. 1: ASTM A.615, Grade 60 U.N.O., Grade 40 - # 5 & smaller &all emu, walls. Masonry: ASTM C40, Ym =1500 psi @ 28 days, 1/2 stress design. No special inspectiol: Timber. IV.C.D.F.(U.N.O.), Grades as follows; Joists, Plates & Studs ........... #i Bearns & Headers .................#1 Plywood.................. ................ PSI -83 GLE........................................?,4F V4 Simple Span 24F V8 Cantilever or cont. beam & cols. Struc. Steel & Misc. Iron; AST -NI A-36: Plates/Shapes ASTM A-53: Pipe Columns ASTM A.-504 Grade B: Tabes ASTS'YI A-307: Machine Bolts DESIGN LOADING t 1 Roof Fioor Residenitial Corridor Balcon jervice 1Dead Loads (pM Roafin I fSlee ers 6 Membrane Shea-thingr ' Insulation Blockin r T & G DeCJt;122 Rafters/Puriinsl oists Finish Floorin ! Ceilin HYAC i 1 S ri nklers t arfftions Misc- Dead Loa 12 sippe T. ` S.x /tib ' ive Loalds sf4 4-0 Estnovp: 9.� snow/slope: Al'.Q (Total L€z s "c; Q- )QG 15G 1 '),00 Stress increase for load durationwood roof b d on oo members an coiaxa�c t' �on;s. Code; C G' )� Wind: Exposaxre�1_ , Basic Wind Speed._110 mph, T 4 r % Seismic Zone. N _ , =.2 , I = ) , C = 3.75 , tv� �v l0. Foundation: Design Dead -+ Live Bear mg =12M_ psf. PROJECT: WNsto CLIENT: ' JOB NO.: DATE: - 2J212017 PAGE: DESIGN BY: REVIEW BY:- 2 BLH BLH Snow Load Analysis Based on ASCE 7-2010 INPUT DATA & DESIGN SUMMARY BASIC GROUND SNOW LOAD (ASCE Sec. 7.2) Po 97 psf, (ASCE page 29) Pf.iaol = 97.76 psf SNOW EXPOSURE FACTOR C. = 1.2 (Tab. 7-2, pg 30) Pt, omhano = 195.55 psf THERMAL FACTOR (0.85 , 1.0. 1.1. 1.2. or 1.3) Ct = 1.2 (Tab. 7-3. pg 30) Pr. valley = 162.96 psf IMPORTANCE FACTOR I= 1 (Tab. 1.5.1 & 1.5-2.7.3.3 pg 29) Pt. Parapet = 97.78 psf ROOF SLOPE 10 / 12 Wit = -29.40 ft PARAPET HEIGHT (DRIFT CORNER HEIGHT) h, = 0 0, see fig. below LENGTH OF THE ROOF UPWIND OF THE DRIFT La = 25 f(, see fig. below P; = 0.00 psf OBSTRUCTED SLIPPERY SURFACE (Sec. 7.4, pg 31 & 36) 7 (1=Yes, O=No) 1 Obstructed P2 = 0.00 psf P3 = 0.00 psf ANALYSIS P4 = 0.00 psf FLAT SNOW LOADS (Sec 7.3, pp 29) x = 5.57 ft PI = 0.7CeCt Is P,t = 97.78 psf Where- 39.8 0 W = 12,5 ft Pt, mm = 0.00 psf. (Sec. 7.3.4, pg 29) ROOF SNOW LOADS (Sec. 7.4, pg 31) P, = Ca Pt = 97.78 psf, (Eq.7.4-1) P► Where Cs= 1.000 Derived from in 7-2. Dade 86. as followina table 0 Q P► Ct 0.85 or 1.0 1.1 1.2 or 1.3 ®', a Unobstructed C1.1 Cs Obstructed C%2 C.A' C. C,,t = MIN 1(70 - a) 165, 1.01 Fig. 7.2a dash line Cp,2 = MIN [ (70 - a) / 40, 1.01 Fig. 7-2a solid line O C,,3 = MIN [ (70 - u) 160. 1.0) , Fig. 7-2b dash line i- r Co., = MIN [ (70 - a) / 32.5, 1.01 Fig. 7-2b solid line 1 > Cp.s = MIN [ (70 - u)155. 1.01 . Fig. 7-2c dash line , C,,e = MIN [ (70 - u)/25. 1.01 Fig. 7.2c solid line , SNOW LOADS AT OVERHANG, VALLEY, AND PARAPET CORNER Pl. ovemm.o = 2 Pt 195.55 psf, (Sec.7.4.5, pg 31) Y9YVOFPo1VV11OVo pl. vattev = Cv Pt = 162.96 psf. (Sec.2.6.3. pg 32) Where Cv = 2 / Ce = 1.67 (Fig. 7-6, pg 40) P -C P,=MIN• h +h h) f, wmppt ' U Ill d b1. 7 t = 97.78 psf. (Sec.7.7:1. pg 32) Where 7 = MIN(0.13Po+ 14.30) = 26.61 pcf. (7.7-1) hb = P, l7 = 3.67 ft. (Sec. 7.1) N = hr - hb = -3.67 ft. (Fig. 7.8) Ili, / hb = -1.00 < 0.2. (Sec.7.7.1) (Drift load not considered) Ind = 0.75 (0.43(l-j" (Po+ 10)"4 - 1.5) PVP 1 9 = 1.91 fl. (Sec.7.8 & F19.7-9) Cd = 1.00 (see fig. right) 4hd - NIA fL for hd<ha wit 4h ',h d c = -3.96 k. forhd>ha PPV9IPPV o V VPIVV (Sec.7.7.1, pg 33) Wd.... = 8 ha = -29.40 k {�ovzming) ROOF UNBALANCED SNOW LOADS Pswaharae = 0.00 psf, (Sec. 7.10. pg 33) Pt = Pearcharae + la Po = 0.00 psf, (unbalanced load, Fig 7-51 P2 = (Pii, chprop + Pal = 0.00 psf, (unbalanced load, Fig 7-5) P3 = 0.3 P2 = 0.00 psf. (unbalanced load, Fig 7.5) " P4 = P2 + hd 7 / 0 / Tan "root)°' = 0.00 psf x = (8 / 3) hd 0 / Tan a,00f)05 = 5.57 ft Note: Where flat roof snow toads exceed 30 psf, the seismic dead load shall include 20% design snow load. (ASCE 7-10 Sec. 12.7.2.4) PROJECT : HANsxI PAGE: 3 F_11=' CLIENT: " DESIGN BY: BLH 2M2017" Sf10W LOaO Analysis tfase0 on AJGt /-ZU9U - INPUT DATA & DESIGN SUMMARY BASIC GROUND SNOW LOAD (ASCE Sec. 7.2) P„ = 97 psf, (ASCE page 29) Pl.,pof = 97.78 psf SNOW EXPOSURE FACTOR Ce = 1.2 (Tab. 7-2, pg 30)P1, ovrrhuno = 185.55 psf THERMAL FACTOR (0.85. 1.0. 1.1. 1.2, or 1.3) C, = 1,2 (Tab. 7-3. pg 30) P,. v;diev = 162.96 psf IMPORTANCE FACTOR I = 1 (Tab. 1.5.1 & 1.5-2.7.3.3 pg 29) PI. u,ranet = 97.78 psf ROOF SLOPE 7 112 Wd = -29.40 If PARAPET HEIGHT (DRIFT CORNER HEIGHT) hr - 0 ft, see fig, below LENGTH OF THE ROOF UPWIND OF THE DRIFT L. = 25 ft, see fig. below P, = O.OD psf OBSTRUCTED SLIPPERY SURFACE (Sec. 7.4. pg 31 & 36) 7 (1=Yes, O=No) Obstructed P2 = 0.00 pst P, = 0.00 psf ANALYSIS P'= 0.00 psf FLAT SNOW LOADS (Sec 7.3, pp 29) X= 6.66 fl P, = 0.7C,,C, Ig Pa = 97.78 psf Where u,e , = 30.3 0 W= 12.5 ft PI, m;,, = 0.00 psL (Sec. 7.3.4. pg 29) . ROOF SNOW LOADS (Sec. 7.4, pg 31) Ps = Cs P, = 97.78 psf, (Ey.7.4-1) Where Cs = 1.000 I rs ( Derived from -in 7-2, vane 86, as followina table ® p a C, 0.85 or 1.0 1.1 1.2 or 1.3 Unobstructed C.., Cs., G, 5 Q.. Obstructed C6.2 Cs a Cs.6 Cs,, = MIN [ (70 - u)165, 1.01 . Fig. 7-2a dash line i Cs.2 = MIN ( (70 - a)/40, 1.01 Fig. 7-2a solid line Q CO = MIN [ (70 - u) / 60. 1.01 Fig. 7-2b dash line C,A = MIN [ (70 - cc) 132.5. 1.01 Fig. 7-2b solid line i Cs,5 - MIN 1(70 - u) / 55. 1.0] Fig. 7-2c dash line Cs•6 = MIN [ (70 - u)125. 1.01 Fig. 7-2c solid line ; SNOW LOADS AT OVERHANG, VALLEY, AND PARAPET CORNER Pt. overtrunil = 2 P,'= 195.55 psf, (See.7.4.5, pg 31) . '- PIPPIPPIPPiP1911 Pr, vallev = Cv Pr = 162.96 psf, (Sec.7.6.3, pg 32) Where C,=2/Ce = 1.67 . (Fig. 7-6, pg 40) PL parspm ° Cd Ps = MIN[Y(hd + hb). Yh,l = 97.78 psf, (Sec.7.7.1, Pg 32) Where 7 = MIN(0:13PQ+ 14, 30) = 26.61 pcf. (77-1) hb=Ps /7 = 3.67 ft, (Sec.7.1) - he = h, - hg, = -3.67 ft, (Fig. 7.8) he / hb = -1.00 < 0.2. (Sec.7.7.1) fDidt loed not con.:derudl . hit = 0.75 [0.43(Lo)"3(Pe+ 10)"' -1.51 1 P P P P P = 1.91 ft, (Sec.7.8 & Fig.7-9) Cd = 1.00 , (see fig, right) r 4hd = N/A ft, for h,, -h, tl Wil 4hd2 / he = .3.96 f(, for hd>he P P r P P r 1 P P P 11 P 11 (Sec -7.7.1, pg 33) Wd.mux = 8 he = -29.40 ft i[:SVRnia:C'! , ROOF UNBALANCED SNOW LOADS Psmchawe = 0.00 psf. (Sec. 7,10, Pg 33) ' P1 = PuTmImme + Is Pig = 0.00 psf. (unbalanced load, Fig 7-5) P2 = (P-dmme + Put = 0.00 psf. (unbalanced load, Fig 7-5) P3 = 0.3 P2 = 0.00 psf. (imbalanced toad, Fig 7-5) P4 = P, + hd Y / 0 / Tan a,,,o,)05 = 0.00 psf x = (8 / 3) hd 0 / Tan u,00,)0S = 6.66 ft Note : Where flat roof snow loads exceed 30 psf, the seismic dead load shall include 20% design snow load. (ASCE 7-10 Sec. 12.7.2.4) I C 3 3 31 o. J C!) r5` r Tom•' ` � ` ;iJ L a 10 n\ - /"1 tom- Q) O T h Co T Z LO N 0 LO cor- Q'i Sy� •�V�^J( ' V ro -0 1' m ro d Er] � u . , h . I C 3 3 31 o. 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L 7!' {fi . ari �'_!i♦, , http://earthquake.usgs.gov/designmaps/us/summary.php?tem plate= minimal 8datitude=39.9096618Jongitude=-121.583671&sitedass=3&riskcategory=0&edi Uon=ibc-2012&variant=0&pe50=&resultid=single.589a6371... 112 PROJECT: HANSKI blh2.com DL DL SNOW Seismic Seismic TOTAL WEIGHT -BUILDING AREA _ X PSF Pitch KiRs PSF 20% SL KIPS Kms Level Element L W SF H 15 1.30 17.75 98 19.6 23.19 40.93 2 Roof 32.5 28 910.0 24.59 52.24_ . - - ... 17.75 1.83 2 Walls 36.5 5 10 1.83__- - - 1.83 1 Roof 42.5 11.5 488.8 - - 15 -- 1.03 7.55 98 19.6 9.87 17.42 1 Roof 42.5 11.5 488.8 15 1.03 7.55 98 19.6 9.87 17:4 1 _- Roof _ - -_. 28 ._ .. 10.5 294.0 = - 15 1.03 4.54 98 19.6 5.94 10.48 1 Roof 45.34 7 317.4 15 1.03 4.90 98 19.6 1 _ 24.55 2.0 32.08 56.62 2 Floor 17.25 14 2133 12 25.60 1 Walls rt 120 10.02 12 14.43 _ 1 Walls 49 10.02 10 4.91 _.. _.._ 19.34 ---- - ---- -\G ' r PROJECT: HANSKI - MAIN HOUSE PAGE: 7 6.5 CLIENT: DESIGN BY: BLH 1 JOB NO.: DATE: 2t612017 REVIEW BY: Three Story Comparison of Seismic and Wind Based on 2012 IBC 12013 CBC (ASCE 7 Tab 12.8-2) hn = 18.0 INPUT DATA & DESIGN SUMMARY d X = L = 30 ft, Building Length (perpendicular, not shown) T = Ct (hn)" B = 30 ft, Building Width (as shown) Y _ 1 Determine Wind Factors Hr= 12.27 ft Kzt = 1 (ASCE 7-10 26.8 & Table 26.8-1) Kd = 0.85 (ASCE 7-10 Tab. 26.6-1, fcr building, page 250) H3= 0 ft W3 = 0 kips, (12.3-12) or -0.18 (ASCE 7-10 Tab. 26.11-1, Enclosed Building, page 258) Pmin = H2 = 8 ft W2 = 54.07 kips - .J1I 3.00 H1 = 10.02 ft W1 = 101.56 kips 41i�• (ASCE 7-10 Tab. 28.3-1, pg 299) Seismic SDS = 0.563 ASCE 7 Sec 11.4.4) psf (ASCE 7-10 Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) SD1 = 0.329 (ASCE 7 Sec 11.4.4) 4 S1 = 0.263 l (ASCE 7 Sec 11.4.1) Wind Exposure (B, C or D) B (ASCE 7-10 26.7.3) Wind Speed V = 110 mph, (ASCE 7-10 26.5. 1) Base Shear (kips) Lateral Force (kips) Overturning (ft -kips) Vb F1 F2 F3 Mo Seismic, ASO 9.6 4.9 4.7 0.0 134.2 (0.06W) ( 0.05 Wx) ( 0.09 Wx) #DIV/0! Wind , ASD 10.4 3.1 1.4 4.2 311.6 Determine Seismic Factors R = 6.5 (ASCE 7 Tab 12.2-1) 1 = 1 (2012 IBC Tab 1604.5 & ASCE 7 Tab 11.5-1) Ct = 0.02 (ASCE 7 Tab 12.8-2) hn = 18.0 ft X = 0.75 (ASCE 7 Tab 12.8-2) T = Ct (hn)" = 0.175 sec, (ASCE 7 Sec 12.8.2.1) Determine Wind Factors Kzt = 1 (ASCE 7-10 26.8 & Table 26.8-1) Kd = 0.85 (ASCE 7-10 Tab. 26.6-1, fcr building, page 250) G Cp i = 0.18 or -0.18 (ASCE 7-10 Tab. 26.11-1, Enclosed Building, page 258) Pmin = 16 psf (ASCE 7-10 28.4.4) a = 3.00 ft (ASCE 7710 Fig 28.4-1, note 9, page 301) Kh = 0.70 (ASCE 7-10 Tab. 28.3-1, pg 299) qh = 18.43 psf (ASCE 7-10 Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) -, 1 PROJECT : HANSKI - 2nd FI. B line PAGE: 8 CLIENT: DESIGN BY: JOB NO.: DATE: 12/19/2016 REVIEW BY: Perforated Shear Wall Design Based on 2012 IBC 12013 CBC I NDS 2012 INPUT DATA Panel Grate Common N_ul ` — v f ` ` LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): t 1 4 37680 WIND = 47 plLfor wind 1 ,:...° ,L,..�. _ :.� ...-.. _._._ _iti�!i.._e.� \ I� ! diVW.. Vu, SEISMIC - 157 plf,for seismic, ASD i �. 1601t 0 1 213 Tr, = 486 i NUMBER OF OPENINGS n DIMENSIONS: L = 30 it h = 7 It, (the highest opening) z L; HtoL; ratio 1 it #REF! #REF! 2 13.5 it 0.59 ok 13.5 <_= 0 0 0 KING STUD SECTION 0 2 pcs, b= 3 in, It 6 in 0 SPECIES (1 = DFL. 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 3 No. 1 y 27 fl EDGE STUD SECTION 1 PCs, b= 6 in. h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2. 3. 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANE(_ THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 80 #REF! SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 2 upper #REEF! DESIGN SUMMARY #REF! #REF! SILL PLATE ATTACHMENT 16d AT 6" O.C. HOLD-DOWN FORCES: Ti = 1.62 k TR = 1.62 k (USE CS16 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 2.74 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1. CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1. CONTINUOUS FULL. HEIGHT. SHEAR WALL DEFLECTION: A = #REF! in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REF! #REF! 3.5 #REF! #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing = 90% , (SDPWS-08 4.3.3.5) Maximum Opening Height = 0.88 H Co - 0.860 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) v p = V / (C o _`-L i) = 203 plf, ( #REF! #REF! #REF! ill) < 870 pit. (SDPWS-08 4.3.5.3.3) [Satisfactory] THE SHEAR CAPACITIES PER IRC Table 23063 / SDPWS-06 Tshte 4.3A with ASD reduction factor 2 0) Note: I ne inolcateo shear numbers nave reduced by specific gravity factor per itsu note a. IE FLOOR SILL PLATE ATTACHMENT (NDS 2012. Table 11Q & Table 11 L) SILL PLATE ATTACHMENT 16d AT 6" O.C. THP unl n_nrwim cnRre=c• Panel Grate Common N_ul Min. I'enctratiun (in) Min. Thickness (ill) Blocked Nail Spacing noundmy & All Edsc5 SEISMIC t 1 4 37680 Lell 0 0.9 T = 1623 Sheathing and Single -Floor 8d 1112 15/32 #REF! I #REF! I #REF! #REF! Note: I ne inolcateo shear numbers nave reduced by specific gravity factor per itsu note a. IE FLOOR SILL PLATE ATTACHMENT (NDS 2012. Table 11Q & Table 11 L) SILL PLATE ATTACHMENT 16d AT 6" O.C. THP unl n_nrwim cnRre=c• (TL & T,, values should include upper level UPLIFT forces if applicable)l ve„ (pill Wall Seismic at mid -story (Ibs) Overturning Moments (fl -lbs) Resisting Safety Net Uplift Moments (fl -lbs) Factors (lbs) Holddown SIMPSON SEISMIC 157 384 37680 Lell 0 0.9 T = 1623 Right 0 0.9 Ta = 1623 WIND 47 11280 Lell 0 2/3 �TL = 486 G� 1601t 0 1 213 Tr, = 486 (TL & T,, values should include upper level UPLIFT forces if applicable)l (canna) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2) � ^ s 81�nh 1;bh IId,, +—+0.75{lg,�-(-- _ — #REF! in. ASD I #REF. -F t ')' A('/xurl ..,lur a!„ Q _ AHemlu,� ASd:wr Av,,d .vhp l l — F.A( GC L„ 5 — 0.343 in ,,. a mallowablo. 5n Where: v, = 203 pit, ASD L,.,= 27 1t E = 1.7E+06 psi #REF! (ASCE 7-10 12.8.6) A = 16.50 in` h = 6 It G = 6.0E+04 psi C. = 4 1 = 1 7 t = 0.298 in e = #REFI in. SD d.= 0.15 in. SO (ASCE 7-10 Tab 12.2-1 8: Tab 11.5-1) a Ce, = 1.0 A. = 0.02 h�, (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 3.04 kips F� = 1500 psi Cn = 1.60 Cp = 0.52 A = ' 27.50 in? ' E = 1700 ksi CF = 1.10'. F� = 1374 psi > f� = 111 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 1.62 kips, (this value should include upper level DOWNWARD loads if applicable) Fc = 1000 psi Ca =. 1.60 Cf, = 0.68 A = 30.25 in? E = 1600 ksi CF= 7.00 F, = 1093 psi > f, = 54 psi [Satisfactory] I • 1 r , , • M PROJECT: HANSKI - 2nd FI. C line CLIENT: JOB NO.: DATE : 12n912016 ?prfnrateri shear Wall Desion Based on 2012 IBC 12013 CBC 1 NDS 2012 INPUT DATA LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): Vdia. WIND = 47 plf,for wind Vdia, SEISMIC ' 157 pll.for seismic. ASD NUMBER OF OPENINGS n = 2 DIMENSIONS: L= 30 it H= 8 it h= 7 ft. (the hiahest ooenina) i L, Panel Grade H to L i ratio 1 - it #REFI #REF! 2 9.33 it 0.86 ok 3 9.33 fl 0.86 ok 0 #REFI #REF! #REFI 47 0-- 11280 Lcl) 0 213 '0 Rlcht 0 213 .If 0 i 18.66 PAGE: 10 DESIGN BY: REVIEW BY: GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1. 2, 3. 4. 5. or 5) 4 No. 1 JM NOMINAL PANEL THICKNESS = 15132 in ON NAIL SIZE (0=6d. 1=8d, 2=10d) 1 8d #REF! FIC GRAVITY OF FRAMING MEMBERS 0.5 f OPTION ( 1=ground level, 2=upper level) 2 upper #REF! GN SUMMARY #REF! #REF! SILL PLATE ATTACHMENT 16d AT 4" O.C. HOLD-DOWN FORCES: T,. = 3.22 k TR = 3.22 k (USE 2-CS16 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.76 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: . A = #REFI in YSIS MAX SHEAR WALL DIMENSION RATIO h I w = #REFI #REF! 3.5 #REF! #REF! MINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing = 62% , (SDPWS-08 4.3.3.5) Maximum Opening Height = 0.88 H Co = 0.626 (SDPWS-08 Table 4.3.3.5) ;MINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) Vb = V/(Co `'L !) = 403 plf. ( #REF! #REF! #REF! in) < 870 plf, (SDPWS-08 4.3.5.3.3) (Satisfactory) ruc cuceo rADAr!TIrQ PER tflr Table 9306 3! SDPWS_08 TahIR 6 3A with ASD reduction factor 2.0) Panel Grade Min. Common Penetrauon Nail (in) Min. '1'Inclaless (in) Blocked Nail Spacing Boundary X All E& -S Holddown SIMPSON 1 G 1 4 _ _ 384 Sheathing and Single -Floor 8d 1 1r2 15132 #REF! #REFI #REF! #REFI 47 11280 Lcl) 0 213 Rlcht 0 213 .If i i . r j KING STUD SECTION 2 pcs, b= 3 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2. 3, 4, 5, or 6) 3 No, 1 EDGE STUD SECTION 1 pcs, b= 6 in. h= 6 in SPECIES (1 = DFL. 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1. 2, 3. 4. 5. or 5) 4 No. 1 JM NOMINAL PANEL THICKNESS = 15132 in ON NAIL SIZE (0=6d. 1=8d, 2=10d) 1 8d #REF! FIC GRAVITY OF FRAMING MEMBERS 0.5 f OPTION ( 1=ground level, 2=upper level) 2 upper #REF! GN SUMMARY #REF! #REF! SILL PLATE ATTACHMENT 16d AT 4" O.C. HOLD-DOWN FORCES: T,. = 3.22 k TR = 3.22 k (USE 2-CS16 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.76 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: . A = #REFI in YSIS MAX SHEAR WALL DIMENSION RATIO h I w = #REFI #REF! 3.5 #REF! #REF! MINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing = 62% , (SDPWS-08 4.3.3.5) Maximum Opening Height = 0.88 H Co = 0.626 (SDPWS-08 Table 4.3.3.5) ;MINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) Vb = V/(Co `'L !) = 403 plf. ( #REF! #REF! #REF! in) < 870 plf, (SDPWS-08 4.3.5.3.3) (Satisfactory) ruc cuceo rADAr!TIrQ PER tflr Table 9306 3! SDPWS_08 TahIR 6 3A with ASD reduction factor 2.0) Note: I ne Inalcateo snear nunnDer5 nave reouceu uy spu6mu y, --y Ian N.::o IE FLOOR SILL PLATE ATTACHMENT (NDS 2012, Table 11Q & Table 11 L) SILL. PLATE ATTACHMENT 16d AT 4" O.C. Panel Grade Min. Common Penetrauon Nail (in) Min. '1'Inclaless (in) Blocked Nail Spacing Boundary X All E& -S Holddown SIMPSON 1 G 1 4 _ _ 384 Sheathing and Single -Floor 8d 1 1r2 15132 #REF! #REFI #REF! #REFI 47 Note: I ne Inalcateo snear nunnDer5 nave reouceu uy spu6mu y, --y Ian N.::o IE FLOOR SILL PLATE ATTACHMENT (NDS 2012, Table 11Q & Table 11 L) SILL. PLATE ATTACHMENT 16d AT 4" O.C. ( IL 6 1 R vawes SIIOefU nnAUaC uppcl 1cvo: vrur , w: .. v- (plf) Wall Seismic at mid -story (Ibs) Ovenuming Moments (ft -lbs) Resisting Safety Net Uplift Moments (ft -lbs) Factors (lbs) Holddown SIMPSON SEISMIC 157 384 37680 Len 0 0.9 �rO Right 0 0.9 =E3 !Tn WIND 47 11280 Lcl) 0 213 Rlcht 0 213 ( IL 6 1 R vawes SIIOefU nnAUaC uppcl 1cvo: vrur , w: .. . . - (conl'tl) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.31 SDPWS-08 4.3.2) '81,nh3 1,nh hda + A,4Arur + hinl sOp + L�('Innvl .,pim-c "N, — °� — -� U •75 {t �'n _ - #REF! in, ASD #REF! • FAL,,. Cr t L „' 8mallavable, Aso = 0.343 in Where: v„ = 403 plf , ASD L„ = 18.66 It E = 1.7E+06 psi #REF! (ASCE 7-10 12.8.6) A = 16.50 in` h = 8 It G = 9.0E+04 psi Ce = 4 1 = 1 ' t = 0.298 in e„ = #REFI- in, SD d, = 0.15 in, SD (ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) Cr•, = 1.0 A. = 0.02 ho, r (NDS 4.1.4) (ASCE. 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 6.05 kips ` F� = 1500 'psi C(, = 1.60 Cn = 0.52 A = 27.50 in' r E = 1700 ksi Cr = 1.10 F., = 1374 psi > f. = 220 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-OB 4.3.6.1.2) Pmax = 3.22 kips, (this value should include upper level DOWNWARD loads if applicable) F_ = 1000 psi Co = 1.60 Cn - 0.68 A = 30.25 in` E = 1600 ksi CF= 1.00 F, = 1093 psi > f� = 107 psi - [Satisfactory] r . y , T i r . _ PROJECT: HANSKI - 2nd FI. 2 & 3 lines PAGE: 12 CLIENT: DESIGN BY: JOB NO.: DATE : 12119/2016 REVIEW BY: Perforated Shear Wall Desiqn Based on 2012 IBC / 2013 CBC / NDS 2012 DATA FORCE ON DIAPHRAGM (SERVICE LOADS): Vai.. W IND – 47 plLfor wind V01. SEIsreIC = 157 pif.for seismic, ASD t OF OPENINGS n = 1 ONS: L = 30 It FI = 8 it h = I tL (the highest opening t HtoL; ratio 1 ft #REF! #REF! 30 fl 0.27 ok 0 _ E2L, 0 E2 Sheathing and Single -Floor 0 11/2 0 f w I IF. '• l 0 I #REFI 1 t 30 ft a Panel Grade t Min. Peneirtion (in) _ t SEISMIC I 384 _ Leh 0 0.9 Tr = 1256 Sheathing and Single -Floor 8d 11/2 1 � f w I IF. '• l 1 I #REFI 1 t 1 I t KING STUD SECTION 2 PC s. b= 3 in. h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1. 2. 3. 4. 5. or 6 ) 3 No. 1 EDGE STUD SECTION 1 pcs, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1. 2,3.4.5. or 6) 4 No, 1 MINIMUM NOMINAL PANEL THICKNE=SS = 15132 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=10d) 1 8d #REFI SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION 11 =ground level, 2=upper level) 2 upper #REF! DESIGN SUMMARY #REF! #REF! SILL PLATE ATTACHMENT 16d AT 6" O.C. HOLD-DOWN FORCES: Tr = 1.26 k TR = 1.26 k (USE CS16 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 4.71 k (USE SIMPSON CMST14 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1; CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REF! in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REF! #REF! 3.5 #REF! #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR. Co Percentage of Full -Height Sheathing = 100°/ , (SDPWS-08 4.3.3.5) Maximum Opening Height = 0.88 H Co = 1.000 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) vi, = V/(Co _L i) = 157 plf, ( #REF! #REF! #REF! in) < 870 plf, (SDPWS-03 4.3.5.3.3) [Satisfactory) c CucAo r AOAr ITICC PCO 10C T—le 2305 3! Cr)PkNS-08 Tnb!e AAA with A'50 ,edur.tinn factor 2.0) • Panel Grade Common Nail Min. Peneirtion (in) Min. Thickness (in) Blocked Nail Spacing Boundaty R All Edges SEISMIC 6 4 384 _ Leh 0 0.9 Tr = 1256 Sheathing and Single -Floor 8d 11/2 1 15132 #REF! #REF! #REF! I #REFI Note: I ne Inolcate0 shear numoers nave reuuceu uy spcclac ylovny Iavtvl pw. 1uv nvlc o. NE FLOOR SILL PLATE ATTACHMENT (NDS 2012, Table 11Q & Table 11 L) SILL PLATE ATTACHMENT 16d AT 6" O.C. t I t Al IR values blwulu uwruuc uPPe1 Icvc1 yr uI 1, — ,' V_ (plf) Wail Seismic a1 mid -story (lbs) Overturning Moments (fl -lbs) Resisting Safety Net Uplift Moments (fl -lbs) rectors (Ibs) Holddmm SIMPSON SEISMIC 157 384 37680 Leh 0 0.9 Tr = 1256 N10 Right 0 0.9 TR = 1256 WIND 47 11280 Lcfi 0 213 TL = 376 Right 0 213 TR = 376 t I t Al IR values blwulu uwruuc uPPe1 Icvc1 yr uI 1, — ,' F c i' [Satisfactory] (cont'd) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2) I 'L 81%nit 1 A = + + + _ !,llerxlrn}i nJNeur i\'ud sly, nClrnrd s/dre:• .drp — + " +0.75h +%7C�n Bn = #REF! in. ASD WER EAL„ Gi L. 8xe,8110wable. P.sb= 0.343 in Where: v, = 15T plf, , ASD '. L,= 30 ft E= 1.7E+06 psi #REF! (ASCE 7-10 12.8.6) A = 16.50 in` h = 8 it G= 9.0E+04 psi Ca = 4 t = 0.298 in e„ = #REF! in, SO d, = 0.15 in, SD ,(ASCE 7-10 Tab 12.2-1 8 Tab 11.5-1) C", = 1.0 A, = 0.02 h„ + t (NCS 4.1.4) r (ASCE 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 4.71 kips F, = 1500 psi Cu = 1.60 C„ = 0.52 A = 27.50 in' E = 1700 ksi CF= 1.10 F�= 1374 psi > f, = 171 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pme, = 1.26 kips, (this value should include upper level DOWNWARD loads 9 applicable) F, = 1000 psi Ce = , 1.60 Cp = 0.68 A = 30.25 in' E = 1600 ksi C = 100 F ' = 1093 psi > f, = 42 psi F c i' [Satisfactory] I 'L r t r ; 1PROJECT: HANSKI - 1st Fl. B line CLIENT: JOB NO.: DATE Perforated Shear`Wall•Design Based on 2012.I81C / 2013 CBC -1N1 INPUT DATA (LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): Vdb. WIND - 104 plf,for wind vain, SEISMIC = 164 pif,for seismic, ASD NUMBER OF OPENINGS n = 2 DIMENSIONS: L = 30 It H = 10.02 ft h = 7 H the highest opening) a L, Min. Thickness (in) H to L f ratio 1 3 2 It #REF! #REF! 2 14.83 ft 0.68 ok 3 8:67 it 1.16 ok 31262 3 <_= 0 Right 0 2/3 TR = 1326 0 0 0 L- 26.D ft 7 V&j PAGE: 14 DESIGN BY: REVIEW BY: KING STUD SECTION 2 pcs, b= 3 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4. 5, or 6) 3 No. 1 EDGE STUD SECTION 1 pcs, b= 6 in, h= 6 In SPECIES (1 = DFL. 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) - 1 <= Sheathing and Single -Floor GRADE ( 1, 2.3.4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE ( 0=6d, 1=8d, 2=1od) 1 8d #REFI SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI #REFI 5/8 in DIA. x 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/21n DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C.) HOLD-DOWN FORCES: Tt = 2.09 k., TR = 2.09 k (USE HDU2-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.10 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: . 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A _, #REFI in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REF! #REF! 3.5 #REF! #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing = 88% , (SDPWS-08 4.3.3.5) Maximum Opening Height. = 0.70 H Ce . = ' 0.888 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) vo =V/(Co SLO= 209 plf, ( #REF! #REF! #REFI in) < 870 pif, (SDPWS-08 4.3.5.3.3) [Satisfactory] Tur cwcAP rAPArITIFC PFR IRr T.H. 7qnr *% r Cr1pWC-nA Tahlp d'AA with Asn rpritint!nn fAr:fnr 9 (11 Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All Edgcs G 1 4 3 2 Sheathing and Single -Floor 8d 1 1/2 15132 #REFI I #REF! #REFI I #REF! Note: The indicated shear numbers nave reaucea by specific gravity factor per IOU note a. IE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NOS 2012, Tab.11E) 5/8 in DIA. It 10 in LONG ANCHOR BOLTS @ 48 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 36 in O.C.) , ,�� cnor•ee• (TL & TR values should include upper level UNLII- I forces II Cs 6 C+ 8 e v„ (pit) Wall Seismic at mid-sto (IUs) IOverturning Moments (ft -IUs) Resisting Safety Net Uplift Moments (ft -lbs) Factors (Ibc) Holddown SIMPSON SEISMIC S 164 481 49298 Left 0 0.9 TL = 2094 CO ^? Right 0 0.9 TR = 2094 WIND 104 31262 Left 0 213 TL = 1328 JV `t� Right 0 2/3 TR = 1326 (TL & TR values should include upper level UNLII- I forces II Cs 6 C+ 8 e 4 41 D C W 4 (com'd) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2) 8V6h3 vbh hdu —Qlkmlmg+A.VlWr+ANallslip+0(awRl'Sig. _ #REF! in, ASD #REFI shp—ESL,.+Cit+0.75he„+L�. ' Sxe,altoweble,Asu= 0.429 in Where: v, = 209 plf, , ASD L,= 26.5 It E = 1.7E+06 psi #REFI (ASCE 7-10 12.8.6) A= 16.50 in` ` h = 10.02 It G = 9.0E+04 psi C, = 4 1 = 1 I = 0.298 in e„ = #REFI in. SD d, = 0.15 in. SD (ASCE 7-10 Tab 12.2-1 8 Tab 11.5.1) CM = 1.0 1, = 0.02 h� (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmex = 3.51 kips Fc = 1500 psi Co = 1.60 CP = 0.36 A = 27.50 in' E = 1700 ksi CF = 1.10 F� = 957 psi > 1� = 128 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmex = 2.09 kips, (this value should include upper level DOWNWARD loads if applicable) F, = 1000 psi Co = , 1.60 CP = 0.51 A = 30.25 int E = 1600 ksi CF = 1.00 F.= 823 psi > f, = 69 psi [Satisfactory] 41 D C W 4 i i ' 1 1 41 D C W 4 PROJECT: HANSKI - 1st FI. Cline - CLIENT: JOB NO.: DATE Perforated Shear WallDesign Based on 20,12 IBC 12013 CBC IN! INPUT DATA LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): Vdi. WIND= 104 plf,forwind s,b� V 164 pif,for seismic, ASD dla, SEISMIC ' , NUMBER OF OPENINGS in = 2 DIMENSIONS: L = 30 it H = 10,02 ft PAGE: 16 DESIGN BY: 7 REVIEW BY: V hU 1 KING STUD SECTION 2 pcs, b= 3 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 3 No. 1 EDGE STUD SECTION 1 pos, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d #REFI SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI - #REF! 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 = 4.15 k TR = 4.15 k (USE HDU4-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.18 k (USE SIMPSON CMSTCI6 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REF! in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REF! #REFI 3.5 #REFI #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, C, Percentage of Full -Height Sheathing = 58% , (SDPWS-08 4.3.3.5) Maximum Opening Height 0.70 H Cb = 0.685 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) vb = V/(Co SL i) = 414 plf, ( #REF! #REFI #REF! In ) < 870 plf, (SDPWS-08 4.3.5.3.3) [Satisfactory] THF RHFAR CAPACITIPR PFR IR(. Tahl> 93nR 3 / Rf1PWR-nR T.W. d 3A with ASI] reduclinn fantor 9 01 Panel Grade n = r n, line nlgnest opening (in) G 1 4 1 3 2 Sheathing and Single -Floor to L ratio 1 112 1 15!32 #REF! it #REF! #REF! R32H 4.67 It 2.15 ok 31262 7.67 If 1.31 ok 5 — 0 0 0 0 2: 17.34 ft PAGE: 16 DESIGN BY: 7 REVIEW BY: V hU 1 KING STUD SECTION 2 pcs, b= 3 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 3 No. 1 EDGE STUD SECTION 1 pos, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d #REFI SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI - #REF! 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 = 4.15 k TR = 4.15 k (USE HDU4-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.18 k (USE SIMPSON CMSTCI6 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REF! in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REF! #REFI 3.5 #REFI #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, C, Percentage of Full -Height Sheathing = 58% , (SDPWS-08 4.3.3.5) Maximum Opening Height 0.70 H Cb = 0.685 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) vb = V/(Co SL i) = 414 plf, ( #REF! #REFI #REF! In ) < 870 plf, (SDPWS-08 4.3.5.3.3) [Satisfactory] THF RHFAR CAPACITIPR PFR IR(. Tahl> 93nR 3 / Rf1PWR-nR T.W. d 3A with ASI] reduclinn fantor 9 01 Panel Grade Common Nail Min. Penetration (in) Min. Blocked Nail Spacing Thickness Boundary & All Edges (in) G 1 4 1 3 2 Sheathing and Single -Floor • 8d 1 112 1 15!32 #REF! I #REF! I #REF! #REF! Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. IE MAX SPACINOOF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2012, Tab.11 E) 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.) Tuc unI n_nnwu rnPt'PQ- (TIL & TR values should include upper level UPLIFT forces if 0 MIC 4" 0 C 4 V v., (plf) Wall Seismic at mid -story (Ibs) Overturning Moments (n -lbs) Resisting Safety Net Uplift Moments (ft -lbs) Fawom (Ibs) Holddown SIMPS014 SEISMIC 164 481 49298 Left 0 0.9 Tl= 4150 Oj ^\a Right 0 0.9 TR = 4150 WIND 104 31262 Left 0 2/3 TL = 2632 Ja �O Right 0 2l3 TR = 2632 (TIL & TR values should include upper level UPLIFT forces if 0 MIC 4" 0 C 4 V r (conl'd) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Section 2305.3 / SDPWS-08 4.3.2) s 8ynh vnh ham" —/4m/ing +�Slrtur + �,Ya,/ �- �c•/x,n/ ,�;� = + +0.75hen + _ #REF! In, ASD #REF] • �/y, ,�/kY EAL- Ct L.., sxe,affmabie. Aso= 0.429 in Where: vp = 414 plf ,,ASD Lv = 17.34 ft E= 1.7E+06 psi #REF! (ASCE 7-10 12.8.6) A = 16.50 in` h = 10.02 ft G - 9.0E*04 psi C, = 4 1 = 1 • I = 0.298 in e„ = #REFI In, SD d, = 0.15 in, SO ,(ASCE 7-10 Tab 12.2-1 & Tab 11.5`x) Cn, = 1.0 A = 0.02 h. (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pm.x = 5.50 kips F, = 1500 psi CD= 1.60 Cp = 0.36 A = 27.50 int E= 1700 ksi CF = 1.10 F� = 957 psi > f� = 200 psi 1 [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 4.15 kips, (this value should Include upper level DOWNWARD loads if applicable) F, = 1000 psi CD= 1.60 Cp = 0.51 A= 30.25 W E= 1600 ksi CF = 1.00 Fo = 823 psi > f� = 137 psi - [Satisfactory] r I f t PROJECT: HANSKI - 1st FI. 2 line PAGE: 18 CLIENT: DESIGN BY: JOB NO.: DATE : 2/8/2017 REVIEW BY: Perforated Sheai ;Wall Design Eased on -2012 18C 12013 CBC4, NDS 2012 INPUT DATA - LATERAL FORCE ON DIAPHRAGM (SERVICE LOADS): !! ! 1 f'Nirfl� �il�. Pldu� ' Vsa, wlNo= 104. plf,for wind Vdia. SEISMIC= 164 plf,for seismic, ASD NUMBER OF OPENINGS n = 2 DIMENSIONS: L = 30 It H = 10.02 It h = 7 ft fthe hi hest oP enin) KING STUD SECTION 2 pes, b= 3 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 3 No. 1 EDGE STUD SECTION 1 pcs, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 ad #REFI SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI #REF! 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 = 3.63 k TR = 3.63 k (USE HOU4-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = , 3.56 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1;. CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REFI In ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REFI #REF! 3.5 #REF! #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing - — 63% , (SDPWS-08 4.3.3.5) Maximum Opening Height 0.70 H Co = 0.714 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) vb = V/(Co EL X) = 363 pif, ( #REF! #REFI #REF! in) < 870 plf, (SDPWS-08 4.3.5.3.3) [Satisfactory] THF SHFAR CAPACITIFS PFR IRC Tahle 7308 11 SDPWS-08 Tahle 4.3A with ASD reduction factor 2.01 Panel Grade L , Min. Penetration (in) 9 H to L ratio 1 6 ft #REF! *#REF! P3ti 2 9.83 R 1.02 ok 15132 5.58 It 1.80 ok I #REFI 3.56 <_= 0 Right 0 213 TR = 2304 0 0' 0 'L 18.gg fl KING STUD SECTION 2 pes, b= 3 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2, 3, 4, 5, or 6) 3 No. 1 EDGE STUD SECTION 1 pcs, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH PANEL GRADE ( 0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15132 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 ad #REFI SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI #REF! 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 = 3.63 k TR = 3.63 k (USE HOU4-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = , 3.56 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1;. CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REFI In ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REFI #REF! 3.5 #REF! #REF! DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing - — 63% , (SDPWS-08 4.3.3.5) Maximum Opening Height 0.70 H Co = 0.714 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) vb = V/(Co EL X) = 363 pif, ( #REF! #REFI #REF! in) < 870 plf, (SDPWS-08 4.3.5.3.3) [Satisfactory] THF SHFAR CAPACITIFS PFR IRC Tahle 7308 11 SDPWS-08 Tahle 4.3A with ASD reduction factor 2.01 Panel Grade Common Nail Min. Penetration (in) Min. Thickness (in) Blocked Nall Spacing Boundary & All Edges 6 4 3 481 Sheathing and Single -Floor I 8d 11/2 15132 #REF! I #REFI #REF! I #REFI Note: The indicated shear numbers have reduced by specific gravity tactor per IUL; note a. JE MAX SPACING OF 518" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2012, Tab.11E) 518 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.) TUG wnl n.nnwN Fnar^cc. (TL & TR values should include upper level UPLIFT forces if IV V, It. • vd, (pip Wall Seismic at mid -story (Ibs) Overturning Moments (ft -lbs) Resisting Safety Net Uplift Moments (fl -lbs) Factors (Ibs) Holddown SIMPSON SEISMIC 164 481 49298 Left 0 0.9 TL = 3633 h ^�a Right 0 0.9 TR = 3633 WIND 104 31262 Left 0 213 Tt= 2304 J� R Right 0 213 TR = 2304 (TL & TR values should include upper level UPLIFT forces if IV V, It. • 9 { 1b 41 i • (eont'd) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( ISC Section 2305.3 / SDPWS-08 4.3.2) ' t a gV Ah ft�� A = 0/A x/rnK +Asjr .r'+ AVad slip + AC/../ �plxr slip = +V bh +0.751re„ + _ #REFI In, ASD #REF! . . EAL,,, Gt Lu' 8xe.a11 ae1e.A50- 0.429 in Where: v, = 363 plf , ASD Lv = 18.99 K E = 1.7E+06 psi #REFI (ASCE 7-10 12.8.0) A = 16.50 in` 'h = 10.02 ft G = 9,0E+04 psi Ca = 4 1 = 1 t = 0.298 in g, = #REFI in, SO d,= 0.15 in, SD (ASCE 7-10Tab 12.2-1 8 Tab 11.5-I) y Cee = 1.0 = 0.02 h„ (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 5.63 kips . F� = 1500 psi Co = 1.60 Cp = . 0.36 A = 27.50 in' E = 1700 ksi CF = 1.10 F�= 957 psi > f� = 205 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 3.63 kips, (this value should Include upper level DOWNWARD loads if applicable) F, = 1000 psi Ce = 1.60 C, = 0.51 A = 30.25 in? E= 1600 ksi CF = 1.00 F, = 823 psi > %= 120 psi - [Satisfactory) 9 { 1b 41 i • t y 9 { 1b 41 i PROJECT: Hanski - 1st FI. 3 line PAGE: 20 • � --" CLIENT: DESIGN BY: JOB NO.: DATE: ?Ja/ w REVIEW BY: 1"I DATA FORCE ON DIAPHRAGM (SERVICE LOADS): vdn, WIND ' 104 plf.for wind Vdn. SEISMIC = 164 plf.for seismic, ASD OF OPENINGS n = 2 ONS: L > 30 It H = 10.02 ft KING STUD SECTION 2 pcs, b= 3 in, h 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2.3.4. 5, or 6) 3 No. 1 EDGE STUD SECTION r 1 PCs, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -(ARCH PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d #REF! SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI #REFI 518 in DIA. x 10 in LONG ANCHOR BOLTS @ 18 in O.C. (or 112 in DIA. x 10 in LONG ANCHOR BOLTS @ 12 in O.C.) HOLD-DOWN FORCES: TL = 5.87 k TR = 5.87 k (USE HDU8-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.81 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REFI in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REFI #REFI 3.5 #REFI #REFI DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing = 45% , (SDPWS-08 4.3.3.5) Maximum Opening Height = 0.70 H Co = 0.629 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) Vb = V/(Ce SL I) = 586 plf, ( #REF! #REFI #REF! in) < 870 plf, (SDPWS-08 4.3.5.3.3) [Satisfactory] THF SHEAR CAPACITIES PFR IRC Tahlo 93nr 3 r SnpWS.nR Tahle A 3A wilh Asr) reduction factor 9 n) n = r n, the rug est opening ti L, 6 H to L f ratio 1 49298 ft #REF! #REF! E2 6.5 ft 1.54 ok 3 4.35 ft 2.30 ok 2:5 <_= 0 0 0 0 L 13.35 fl KING STUD SECTION 2 pcs, b= 3 in, h 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -LARCH GRADE ( 1, 2.3.4. 5, or 6) 3 No. 1 EDGE STUD SECTION r 1 PCs, b= 6 in, h= 6 in SPECIES (1 = DFL, 2 = SP) 1 DOUGLAS FIR -(ARCH PANEL GRADE (0 or 1) = 1 <= Sheathing and Single -Floor GRADE ( 1, 2, 3, 4, 5, or 6) 4 No. 1 MINIMUM NOMINAL PANEL THICKNESS = 15/32 in COMMON NAIL SIZE (0=6d, 1=8d, 2=10d) 1 8d #REF! SPECIFIC GRAVITY OF FRAMING MEMBERS 0.5 STORY OPTION ( 1=ground level, 2=upper level) 1 ground #REF! DESIGN SUMMARY #REFI #REFI 518 in DIA. x 10 in LONG ANCHOR BOLTS @ 18 in O.C. (or 112 in DIA. x 10 in LONG ANCHOR BOLTS @ 12 in O.C.) HOLD-DOWN FORCES: TL = 5.87 k TR = 5.87 k (USE HDU8-1/4x2.5 SIMPSON HOLD-DOWN) MAX STRAP FORCE: F = 3.81 k (USE SIMPSON CMSTC16 OVER WALL SHEATHING WITH FLAT BLOCKING) KING STUD: 2 - 3" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. EDGE STUD: 1 - 6" x 6" DOUGLAS FIR -LARCH No. 1, CONTINUOUS FULL HEIGHT. SHEAR WALL DEFLECTION: A = #REFI in ANALYSIS CHECK MAX SHEAR WALL DIMENSION RATIO h / w = #REFI #REFI 3.5 #REFI #REFI DETERMINE SHEAR RESISTANCE ADJUSTMENT FACTOR, Co Percentage of Full -Height Sheathing = 45% , (SDPWS-08 4.3.3.5) Maximum Opening Height = 0.70 H Co = 0.629 (SDPWS-08 Table 4.3.3.5) DETERMINE REQUIRED CAPACITY (SDPWS-08 4.3.3.5) Vb = V/(Ce SL I) = 586 plf, ( #REF! #REFI #REF! in) < 870 plf, (SDPWS-08 4.3.5.3.3) [Satisfactory] THF SHEAR CAPACITIES PFR IRC Tahlo 93nr 3 r SnpWS.nR Tahle A 3A wilh Asr) reduction factor 9 n) Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. IE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2012, Tab.11 E) 518 in DIA. x 10 in LONG ANCHOR BOLTS @ 18 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 12 in O.C.) THF Hr)I f).r)r)WN f:npCFS' Panel Grade Min. Common Penetration Nail (in) Min. Thickness (in) Blocked Nail Spacing Boundary & All E•dges Holddown SIMPSON 6 4 Z 2 49298 Sheathing and Single -Floor 8d 1 1/2 15/32 #REF! I #REF! #REF! #REF! 31262 Note: The indicated shear numbers have reduced by specific gravity factor per IBC note a. IE MAX SPACING OF 5/8" DIA (or 1/2" DIA) ANCHOR BOLT (NDS 2012, Tab.11 E) 518 in DIA. x 10 in LONG ANCHOR BOLTS @ 18 in O.C. (or 1/2 in DIA. x 10 in LONG ANCHOR BOLTS @ 12 in O.C.) THF Hr)I f).r)r)WN f:npCFS' (TL & TR values should include upper level UPLIFT forces if 4 yaw ? in 9 ►7J e v" (pit) Wall Seismic at mid -story (lbs) Overturning Moments (ft -lbs) Resisting Safety Net Uplift Moments (fl -lbs) Factors (11 S) Holddown SIMPSON SEISMIC 164 481 49298 Left 0 0.9 Tt= 5872 y Right 0 0.9 TR = 5872 WIND 104 31262 Left 0 2/3 Tl = 3724 J� 1� Right 0 213 TR = 3724 (TL & TR values should include upper level UPLIFT forces if 4 yaw ? in 9 ►7J e r (conl'd) CHECK MAXIMUM SHEAR WALL DEFLECTION: ( IBC Sectlon 2305.31 SDPWS-08 4.3.2) — �A — �krrtfmg+�l7re�a'} uil slit' +�Clmnl epl&•r do + C+U.7S 17en+ #REFI In, ASD MEN EAL", t LM 5xe,8110w8b1e, ASP 0.429 In Where: vb = 586 plf, , ASO L�, = 13.35 ft E = 1.7E+06 psi #REFI (ASCE 7-10 12.8:6) A = 16.50 In` h = 10.02 ft' G = 9.0E+04 psi ' C. = 4 I = 1 t = 0.298 In e„ = #REFI In, SD d, = 0.15 in, SD (ASCE 7-10 Tab 12.2-1 & Tab 11.5-1) CM = 1.0 A. = 0.02 h„ (NDS 4.1.4) (ASCE 7-10 Tab 12.12-1) CHECK KING STUD CAPACITY (SDPWS-08 4.3.6.1.2) . Pmax = 8.56 kips _ F,= 1500 psi CD=- 1.60 C,:-- 0.36 A = 27.50 in' E = 1700 ksi CF = 1.10 F, _ .957 psi > % = 311 psi [Satisfactory] CHECK EDGE STUD CAPACITY (SDPWS-08 4.3.6.1.2) Pmax = 5.83 kips, (this value should include upper level DOWNWARD loads If applicable) Fc = 1000 psi Co = 1.60 • CP = 0.51 A = 30.25 In' E = 1600 ksi CF = 1.00 F, = 823 psi > % = 194 psi [Satisfactory] r i 'Ll 0 Type Sheathing Nailin A 3/8" ply or 7/16" OSB 8d @ 6"/12" B 3/8" ply or 7/16" OSB 8d @ 4"/12" C ply ,-or7/1*6"-OSB Sd @ 3"/12" D 3/8" ply or 7/16" OSB8d @ 2"/12" E 3/8-1; 8d @ 2"/12" F ii;"pl or 7/16" 8d @4 "/12" G 3/8" ply or 7/16" OSB 8d @ 3"/12" H 3/8" ply or 7/16" OSB 8d @ 2"/12" I Struct 1 8d @ 2"/12" Stagger Bottom Plate Top Plate Bottom Plate Anchor Seismic Wind Sides Bot. Plate Connection Connection Connection Bolts Framing Plate PLF ELF 1 No SDWS 1/46" @ 15" cc LTP4 @ 30" cc LTP5 @ 28" cc 5/8" dia. x 12" @ 48" cc 2x Studs 2x 260 - 365 1 Yes SDWS 1/4x6" @ 11" cc LTP4 @ 20" cc LTP5 @ 18" cc 5/8" dia. x 14" @ 48" cc 3x Studs 3x 380 530 1 Yes SDWS 1/4x6" @ 8" cc LTP4 @ 16" cc LTPS @ 14" cc 5/8" dia. x 14" @ 36" cc_ 3x Studs 3x 490 "6 ' 85 I Yes SDWS 1/46" @ 6" cc L'rP4 @. 12" cc LTP5 @ 10" cc 5/8" dia. x 14" @ 28" cc 3x Studs 3x 640 895 I Yes 5DW51/4 x6" @ 5" cc LTP4 @ 10" cc LTP5 @ 10" cc 5/8" dia. x 14" @ 24" cc 3x Studs 3x 730 1020 2 Yes SDWS 1/4x6" @ 5" cc LTP4 @ 10" cc LTP5 @ 8" cc 5/8" dia. x 14" @ 24" cc 3x Studs 3x 0 76- 1060 2 Yes SDWS 1/46" @ 4" cc LTP4 @ 8" cc LTP5 @ 6" cc 5/8" dia. x 14" @ 18" cc 3x Studs 3x 980 1370 2 Yes SDWS 1/46" @ 3" cc LTP4 @ 6" cc LTP5 @ 5.5" cc 5/8" dia. x 14" @ 14" cc 4xDF#2 3x 121790 80 2 Yes SDWS 1/46" @ 2" cc LTP4 @ 4" cc LTP5 @ 4" cc 5/8" dia. x 14" @ 12" cc 4x DF It I 3x 1460 2040 4 0�1 2 -3 4S WINDOW LEGEND PREPARED By M_ DOOR LEGE14D I a ENGIN"EREDBY F'LIVJS PREPARED BY n.- 0 • � D�l L 0 FIRST FLOOR PLAN ca SHEET TITLF. ATTIC STORAGE PLAN FIRST FLOOR PLAN SMEEI NWM;j A2 FLU PROJECT IJIFOPA�WICW 11 HANSKI FIRST FLOOR PLAN ca SHEET TITLF. ATTIC STORAGE PLAN FIRST FLOOR PLAN SMEEI NWM;j A2 PROJECT IJIFOPA�WICW 11 HANSKI RESIDENCE: DRAWING No 511"E'Jis'c"Is 11 11 YA* r' LOG SPECIFICATION FIRST FLOOR PLAN ca SHEET TITLF. ATTIC STORAGE PLAN FIRST FLOOR PLAN SMEEI NWM;j A2 �, 1 t Structural Engineering COEMOW ��y _ Construction Consulting Expert Testimony 33 Sarteano Dr. Newport Coast, CA 92657 939/715-3700 949/715-3800 rAx JOB SHEET NO. Y OF CALCULATED BY DATE CHECKED BY DATE SCALE _ W�3 ' k14A Es P ?- 4- �� U K e- � D PRODUCT 207., I 4® �! MIMBER REPORT Level, Roof.• Joist r PA E, 1J y! �Y fi 1 piec,es) 9 1/2" T]I@ 11.0 @ 24" OC Overall Sloped Length: 10' 2" - t' • •_ t r.+ s ! ``+�iCra`��:�., t .a,#?.' . Kik •,s••„r'['`',�i'; :4"ty'?- + -3rd r F T r' �• ` r. t 2, 7.81/16"' I ; All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. y �e5ign Results Actual 'Location Allowed Result,. ,, LDF Load: Combination (Pattern) - Member Reaction (lbs) 1388 @ 2' 1 3/4"- 2294 (3.50") Passed (61%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) -771 @ 9' 4 9/16" 1403 Passed (55%) 1.15 11.0 D + 1.0 5 (Alt Spans) Moment (Ft -lbs) 1373 @ 5' 11 13/16" 2875 Passed (48%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.106 @ 5' 10 1/4" 0.251 Passed (L/853) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) - - _0.121 @ 5'^10 3/8" X0.377 ' • Passed (1.17.45) ^ ;^ 1.0 D + 1.0 S (Alt Spans) System : Roof , Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 3/12 t • Deflection criteria: LL (1./360) and TL (1./240). s Overhang deflection criteria: U. (21./360) and TL (2L/240). , Top Edge Bracing (Lu): Top compression edge must be braced at 4'Y o/c unless detailed otherwise. • s •• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' o/c unless detailed oth_rwise. t , . , t • - ' t Mf a t t `- -� - _-- —Bearing .' i~�.~ . • Length— ^Loads to Supports (lbs) t. Supports ! Total Available'' Required aDead 1 Snow _Total..' Accessories 1 - Beveled Plate - SPF 3.50", 3.50" 3.50" 189 1199 1388 Blocking 12 - Beveled Plate - SPF 3.50" 3.50" + 1.75" 110 727 837 Blocking ' • Blocking Panels are assumed to carryno toads applied directly above them and the full load is applied to the member being designed. I%Dead" i , ' + r 6•Snow.,, c` , t' I Loads1.•• Location(Side)" Spacing (0.90)-.. Comments - 1 Uniform (PSF) 0 to 9' 8 1/16" 24" 15.0 98.0 Roof ' Weyerhaeuser Notes ` wsranvAelt raa srtr 1rJITiATDJT: Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.Com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested 4 in accordance with applicable ASTM standards. For current code evaluation reports refer to http:t/�-oww.wuodby%vy.com/services/s_CodeReports.aspx. - po ttp://w�'w.wuadbywy.com/services/s_CodeReport5.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ^ + t Ir r 1'0i1: So fnvara 0,%erater, ,lob Notes - . ' `" 21$12017 8'.51:49 AM { Ba r: I y: :`---------- ---- -- t ♦ !,` 1 FL v, 2. Design Engine- V6.6.0.14 1 ( Pa- ge 1 of "i MEMBER REPORT Leve% Roof.- Drop Beam PASSED r_�_ ' �IF0RTE �' piece(s) 13/4" X.11 7/8,2.OE Microllam® LVL " 1 • Overall Length: 36' 9" v W. % r j Z f i r• v_Y' t a M *"�'v^ r r 'r h^k i 1 - •" s„ t rt_:w y 'Xg {;��iy mss%-:eT.•,.. �. % "5.vn 7, V' ^Q_ t . i' T 4 3/16' 7-13116- , T4 3/16" 7'4 3/16" 7-43/16". All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. a ^ rr Design Results - Actual @ Location Allowed '„ Result, ' LDF Load; Combination (Pattern) j Member Reaction (Ibs) ; 5859 @ 29'4 13/16" 6978 (5.50") Passed (84%)' -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 2174 @ 30' 7 7/16" 4541 .Total Passed (48%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft -lbs) ... + -3989 @ 29'4 13/16" 10263 . ; Passed (39%) 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.062 @ 33' 1 13/16" 0.234 2283 Passed (L/999+) 1.0 —D+ 1.0 S (Alt Spans) Total Load Den. (in) 0.071 @ 33' 2 1/16" _ 0.351 •_ Passed (L/999+)_ (Alt Spans) ' System : Roof ' Member Type : Drop Beam ' Building Use : Residential Building Code : IBC 2015 Design Methodology ; ASD . Member Pitch: 0/12 Deflection criteria: LL (11360) and TL (L/240). - , - r I . Top Edge Bracing (Lu): Top compression edge must be braced at 16' o/c unless detailed otherwise. t , , • + + Bottom Edge Bracing (Lu): Bottom compression edge must be braced at I1' 7" o/c unless detailed otherwise. +' r' c r / �. - ' Bearing -Length- „ + -Loads toSupports .(lbs) — - - -'- ; !Loads Location (side) width -(0.90) •, ' �+ (1 i5j - ; Comments - • ,+• _ • - , 0 - Self Weight (PLF) 0 to 36'9" N/A 6.1Ll Supports .Total Available Required ♦Dead, Snow Total. Accessories 1 - Column - SPF t ; 5.50" 5.50" 1.80" 311. 1972, 2283 Blocking 2 - Column - SPF 5.50': 5.50" 4.62" ` _ 817 $5042 5859 Blocking. 3- Column - SPF 5.50" 5.50" 4.30"' ' ' 729 5727 5456 Blocking 4 - Column - SPF •. 5.50". 5.50" 4.30" w 729 4727 5456 , Blocking 55 - C� SPF 5.50" 5.50" 4.62" Z 817 "5042 5859 Blocking ' 6 - Column, SPF - _ 5.50" ' 5.50- 1.80"_ .- 311. 1972 _ 2283 Blocking + • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ' Tributary.., +Dead .. Snow ^'• ; ' _ I I !Loads Location (side) width -(0.90) •, ' �+ (1 i5j - ; Comments - • ,+• _ • - , 0 - Self Weight (PLF) 0 to 36'9" N/A 6.1Ll - Uniform (PLF) t 0 to 36'9" (Front) N/A 95.0 600.0 Robt I Weyerhaeuser Notes - . y^^ ll'--•"--'—"-'-'«"-: �____..____...._-_____.-_,__ n Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser design SUSTAINABLE FORESTRY INITIATIVE product criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authorityhavin g jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable J S forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested -• ' • in accordance with applicable ASTM standards. For current code evaluation reports refer to http://wwN-.vioodby%vy.com/services/s_CodeReports.aspx. - IThe product application, input design loads, dimensions and support information have been provided by Forte Software Operator 4 ' t • • 4 t i .fit . t _ ' •i 1 r - _ , T • • ! I •"f .�.� . . ! F ` , J `.' �. _Fortc Saftn-.rOe - ! _...._.___- Operator — --' -- t 3ub�JGiCs 2rS/20179.00:08AM ea'-.:;,;<.; ' --- ----- Forte V5 2. Design Engine V6.6 0.14 t bLIJ - o } "a .J' �• Daae 1 'I .=�'., .. _.F* ►t'! ; of Structural Enl;ineering Construction Consulting 4. Expert Testimony 33 Sarteano Dr. Newport Coast, CA 92657 939/715.3700 999/715-3000 FAQ: JOB SHFET NO, Ci OF_ CALCULATED BY ---DATE CHECKED BY DATE SCALE f` K %� 'fit'.•' _ ) f: q f S_ ,� ; : � � �... �:...'....._ C" ._;,, � % ��l � �.r. ,ti '(�` ` •`.. C� ��. `t'J .G- -f, � � A `" � � +`Y '('+F� t `"C.. ' (' :4.. ��`i,•.. � ;✓: a "`�bi , '+._..• r �„�'t.) �'� �� „ sem• �; � � � ✓✓v.:; it } � NI �� ` � e (. �.�.. V � 1/ l.W \ ,�i..t.. 1✓L�� .J l 1',.,'2 �,.. z..: � -�C� i^: � xe; i a-.y� 0 PRODUCT207 5 F ® R ! E MEMBER REPORT Level, Roof- Flush Beam G 2 piece(s) 13/4" x 14" 2.0E Microllam@ LVL All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal Design Results Actual @ Location Allowed Result LDF Load -Combination (Pattern) l Member Reaction (Ibs) — 4408 @ 15'8" 8181 (5.50") Passed (54%) .- 1.0 D + 1.0 S (Alt Spans) Sheaf r (lbs) 3686 @ 4'7 1/16" 10707 Passed (34%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 12474 @ 9'8 5/16" 27897 Passed (45%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Den. (in) -0.143 @ 0 0.222 Passed (2L/560) -- 1.0 D + 1.0 S (Alt Spans) Total Load Den. (in) 0.164 @ 0 0.333 Passed (21-1488) 1.0 D + 10 S (Alt Spans) • Detlection criteria: LL (4360) and TL (IJ240). Overhang deflection criteria: U. (2U360) and TL (2U240). Top Edge Bracing (Lu): Top compression edge must be braced at 13' S" o/c unless detailed othenvise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 16' 6" o/c unless detailed otherwise. Bearin Length - Loads to Supports (lbs) Supports Total Available Required Dead Snow Total J Accessories I - Column - SPF 5.50" 5.50" 2..64" 1091 5802 6893 Blocking 2 - Beam - SPF 5.50" 5.50" 2.96" 678 J 3729 1 4407 Blocking • blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Snow Loads Location (Side) Width (0.90) (1.15) Comments 0 - Self Weight (PI.F) 0 to 16' N/A 14.3 1 -Uniform (PLF) 0 to 16' N/A 93.0 SBB.o Roof ( Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser prodcct design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable AsTm standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. File product application, input design loads, dimensions and support information have been provided by Forte Software Operator !`,,no Sothvare Dwaine Jot, Notes------._.—�_�. F Ay,t l) 2� System : Roof Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch: 3/12 1 SUSTAINABLE FORESTRY INITIATIVE 2/8i2017 9:09:18 AM Forte v5 2, Design Engine V6.6 0.14 Page 1 of 1 �I MEMBER REPORT Level, Floor.' Joist 1 piece(s) 9 1/2" THO 210 @ 16" OC Overall Length: 30' E H All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal a Design Results Actual @ Location Allowed Member Reaction (lbs) Result LDF Loadr.Combination'(Pattern) _ 1282 @ 15' 2145 (3.50") Shear (lbs) 604 @ 15' 1 3/4" Passed (60%) 1.00 1.0 D + 1.0 L (All Spans) 1463 Moment (Ft -lbs) -1896 @ 15' Passed (41%) 1.00 1.0 D + 1.0 I_ (All Spans) 3000 Live Load DeFl. (in)0.206 @ T2 3/8" 0.370 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Total Load DeFl. .n ( ) 0.246 @ 7' 13/16" 0.740 Passed (U861 ) -- Passed (L/721) 1.0 D + 1.0 L (Alt Spans) 1.0 D + 1.0 L (Alt Spans) T3 -Pro'" Rating 42 40 Passed 1 -Stud wall -SPF Defection criteria: LL (4480) and TL (L/290). - _. --- - —. _ ..._ _ -• -- -- --- . Top Edge Bracing (I.u): Top compression edge must be braced at 5' 7" o/c unless detailed otherwise. 1 1/4" Rim Board Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4'8" o/c unless detailed otherwise. 3.50" A structural analysis of the deck has not been performed. 296 986 1282 Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pro'" Rating include: None 3.50" 1 2.2s" 1.75'. Weyerhaeuser Notes—.____ --- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.coln) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -Party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator F.>r!: So:ttyarc OJM:Int�:r Berra Hcw;ea Job Notes FASSW ( System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATNE ? 112017 919.22 AM Forte v5.2 Design. Engine- V6.6 0.14 Page 1 of 1 Bearing.Length____ — i Load;ii support Vfis)— Floor Live Supports I Loads Location (Side) Spacing (0.90) (1.00) Comments Total Available RequiredDead floor Live Total Accessories 1 -Stud wall -SPF 3.50" 2.25" 1.75" 92 356/114 4481-44 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 3.50" 3.50" 296 986 1282 None 3 • Stud wall •SPF 3.50" 1 2.2s" 1.75'. 92 356/-44 448/-44 1 1/4" Rim Board • Rim Board is assLlmed to carry all loads applied directly above it, b g -� ._. - bypassing the member being deigned. - - — - '-- � � - Weyerhaeuser Notes—.____ --- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.coln) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -Party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator F.>r!: So:ttyarc OJM:Int�:r Berra Hcw;ea Job Notes FASSW ( System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATNE ? 112017 919.22 AM Forte v5.2 Design. Engine- V6.6 0.14 Page 1 of 1 Dead Floor Live I Loads Location (Side) Spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 30' 16" 12.0 40.0 Residential - Living Areas Weyerhaeuser Notes—.____ --- Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.coln) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -Party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator F.>r!: So:ttyarc OJM:Int�:r Berra Hcw;ea Job Notes FASSW ( System : Floor Member Type : 3oist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD SUSTAINABLE FORESTRY INITIATNE ? 112017 919.22 AM Forte v5.2 Design. Engine- V6.6 0.14 Page 1 of 1 Structural Engineering Construction Consulting Expert Testimony 33 Sartcano Dr. Neis•port Coast, CA 92657 949!715-3700 949x115-3800 FAX JOB 1 SHEET NO. 1 OF_ CALCULATED BY DATE CHECKED BY SCALE DATE am &.v'P.' a ro o �6�1s /'3` 'c 3 2� D PRODUCT 207 -y- � - - • t°= +• � � • � `- .`'. 4 !'f MEMBER REPORT " ,� Level, Hoor: Flush Beam O RTE , • . �', q . 1 3 piece(s) 13/4" x 9 1/2" 2.0E MicroIIam® LVL .i t'ASSfD'� `- ._f '. g -r y.. �. a ., '' • •1 't ' Overall Length: 29' 8 1/16" ol !7 �s�R Er�+-..•'f+.. . •;T+��J��"'a, roe».b.•�71. r 1 , - r + s , . .9' ' t 10 ✓. 8 1/16,• 101' All locations are measured from the outside face of left support (or left cantileverr end).All dimensions are horizontal. r. r. — Design Results 1t •, Actual @ Location • p0owed Result LDF Load: Combination (Pattern) . `•� ^ Member Reaction (lbs) 11135 System :Floor 1' @ 19' 8 1/16" 20934 (5.50) Passed (53%) 1.0 D + 1.0 L (Adj Spans) . ) Shear (lbs) Member Type : Flush Beam 4801 @ 20' 8 5/16" 9476 • . Passed (51%) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft -Its)' -10312 Building Use :Residential , @ 19'8 1/16" 17662 Passed (58%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) Building Code : IBC 2015 0.168 @ 24' 8 7/16" 1 0.242 1 Passed (L/690) 1.0 D + 1.0 L (Alt Spans) Total Load Del. (in) 0.207 Design Methodology :ASD . @ 24' 9 3/16•' 0.483.: Passed (L/560) ^ -- 1.0 D + 1.0 L (Alt Spans) A..- ---- --- -- .._ ' • DeFlectlon criteria: LL (L/480) and TL (L/240 . + ..__ _ ,...... _ _..�— ..1,._._.,. -... __..— ..--._,....._ _ • 'rop Edge Bracing (Lu): Top compression edge must be braced at 27' 4" o/c unless detailed otherwise.. . r - Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 22' 10" o/c unless detailed otherwise. y •. ~ " "Searing Length-Laads•toSupports (Ibs) _-_.._._- ---•-f`-•- +�. +• SUPpOrLS _ Total Available f . i:: •. Floor Total' ` Required `` Dead' 4- .. 1 1 -Beam -SPF 5.50" 4.25" - Live •+ .Accessories 1.96" , 996 3282/ 4471/-282 1 1/4" Rim Board - r 2 - Column - SPF +` S.SO" 5.50" 2.93" 2526 8608 11134 None E } 3 - Column - SPF 5.50" 5.50" 2.93" 2526 8608 11134 _ None 4 - Beam - SPF 5.50" .25 r.996 3475/- 1.96 /•282 t 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directlY 4 above i b ypassing the member being designed: ' y + • ` " Tributary Dead Loads ' Floor Live '--� r r • ' ... + Location (Side) Width (0.90) (1.00). _ Comments , t - 0 - Self Weight (PLF) 1 1/4" to 29'6 N/A 14.5 13 16" 1 , 1 - Uniform (PLF) 0 to 29' 8 1/16" N/A 223.0 ° - Front 742.0 Residential - Living41 Areas Weyerhaeuser Notes SUSTAINA1311 FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software: Refer to current Weyerhaeuser literature for installation details. I i (www.woodbywy,com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional determined Il as by the authority havingr or framer is responsible to assure that this calculation is compatible with the overall Products are project. manufactured at Weyerhaeuser Facf1 ties third -party party certified to sustainable Forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://Yivvw.woodbywy.com/services/s CodeReports.aspx. `The product application, input design loads, dimensions and support information have been provided by Forte Software Operator t ecu - • - r �� - ., • •, , ... . it •- .. , r, + ti .y. :.`. • , ' ` • .., +'.t. � ' t , i • ' ` ~'' • �� ' Ir ` r • -+ , ! y P - _ ''•. � • ' 1. -' � r • Y = ` ,-„� ' , •r ' - ° Vert^ S7Yaar�- Oper:,rter .-.---- - � — ; -- - —_ - - - --1_� ,-- —� + �Job NoL^s. - _v -- - ' 2 8)'20'17 9 23' 50 'Afv ,•, ., � it s - — + w y, I. Forte v5.2, Design Engine x/6.6.0.14 P3geIof3 -4V' el i" O R T E MEMBER REPORT Level, Floor. -Joist 1 Pieces) 9 1/2" T]I® 110 @ 24" OC Overall Length: 8' o a All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF' Load: Combination (Pattern) w, Member Reaction (lbs) Shear (lbs) 842 @ 2 1/2" 1198 (2.25") Passed (70%) 1.15 1.0 D + 1.0 S (All Spans) 3.SU" 2.25" 1.75" 80 784 801 @ 3 1/2" 1403 Passed (57%) 1.15 1.0 D + 1.0 5 (All Spans) Moment (Ft lbs) 1553 @ 4' 2875 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Den. (in) j Total Load Defl. (in) 0.100 @ 4' 0.190 Passed (L/909) 1.0 D + 1.0 S (All Spans) TJ -Pro'" Rating 0.110 @ 4' 0.379 Passed (L/825) -- 1.0 D + 1.0 S (All Spans) 57 40 Passed • Denarfinn rrltaria• i i n iacnN aha Ti -.- __ __.. _ _. Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 10" o/c unless detailed otherwise. A structural analysis of die deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge" Panel (24" Span Rating) that is glued and nailed down. Additional considerations for the TJ -Pro'" Rating include: None ,filivr Lb Total Available Required Dead Snow Total Accessories I -Studwail - SPF 3.50" 2.25" 1.75" 80 784 864 1 1/4" Rim Board 2 - Stud wall - SPF 3.SU" 2.25" 1.75" 80 784 864 T 7/4" Rim Board _ •Rini Board is assumed to carry all loads applied directly above it, bypassing the being s member designed. Dead Snow Loads Location (Side) Spacing (0.90) (1.15) Cornments 1 -Uniform (PSF) 0 to 8' 24" 10.0 98.0 Residential - Living Areas PASSE:.) c--� System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Weyerhaeuser Notes SUSTAINABLE FORESTRY ItCITIATIV@ Weyerhaeuser warrants that the siring of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use in this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. Thu designer of record, builder is framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified is sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 o sustainable anchor/or tested n accordance with applicable ASTM standards. For current code evaluation reports refer to http://vrrvw.woodbysvy.com/services/s_ CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Fare Softvarro Operator 2/&20179 32:2.8 AIN Forte v5.2, Design Engine' V13.15 0.14 Pace 1 of,) 43 TMEMBER REPORT' 'Level, Floor. Flush Beam t ' PA5SE7 • 1 piece(S) 1 3/4"•x 11 7/8" 2.0E Microllam® LVL 7., Overall Length: 37'8 1/16 7' 3 15/16" T8 1/16" T8 1/16" t • T 3 15/16" t T8 1/16" • All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. + I M f e! Design Results Actual @ Location Allowed.,,. Result !� = LDF Load: Combination (Pattern) f Member Reaction (lbs)3755 1 @ 30' 6978 (5.50") Passed (54%) -- - 1.0 D + 1.0 5 (Adj Spans) Shear (lbs) _ 1431 @ 31' 2 5/8" 4541 Passed (32%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft lbs) -2627 @ 30' ' 10263 Passed (26%) . • 1.15 1.0 D + 1.0 S (Adj Spans) Live Load Defl. (in) 0.048 @ 33' 11" 1 0.183 1 Passed (2/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) " 0.052@ 33' 11 1/8" 0.367 .' Passed (L/999+) 1.0 D + 1.0 5 (Alt Spans) • Deflection criteria: LI (1480) and TL (1240 `- , System: Floor Member Type : Flush Beam Building Use: Residential Building Code : IBC 2015 'Design Methodology : ASO Top Edge Bracing (Lu): Top compression edge must be braced at 23' 3" O/C unless detailed otherwise. y " • Bottom Edge Bracing (Lu): Bottom compression edge mustbe braced at 18'4". o/c unless detailed otherwise. i •: . 4 F• all 14 ye_rhaeuser IVOteS •r ..___—_�..,..:._--..._.___._..:_.. - ._._.�__ ._____.___:._;_..__ .. �—. , � Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. • Weyerhaeuser expressly disclaims any other warranties related to SUSTAINABLE FORESTRY INITIAIIVF ,Bearing length, i Loads to Supports (lbs) -----'•�---- J Supports I g jurisdictlon. The designer of record, builder or framer is responsible to g assure that this calcLlation is compatible with the overall Products ' project. manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical , reports ESR -1153 and ESR -1387 and/or tested in ' accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s 1 - Column _ SPF - Total- Available Required .. Dead- 'Snow. '.Total. Accessories 5.50' - 4.25" 1.50" 140 11285 1425 1 1/4" Rim Board 2 Column -SPF ' b1 5.50" 'S.50" 2.93" 378 '3346'; 3724' None 3 - Column - SPF t+ 5.50" 5.50" 2.83" 352 3243 3595 None a -Column -SPF , 5 - Column - SPF 5.50" S.50" 2.74" 335 3136 - 3471 None 6 Column -SPF_ 5.501,_ 5.50" 2.96" 381 3375 ; 3756 None m __ - S 4.25" 1.50 148 '1345 1493 1 1/4" Rim Board • Rini Board is assumed to ca1 d - -- - - . rry oa s app ied directly above It, bypassing the member being designed. - e t' 14 ye_rhaeuser IVOteS •r ..___—_�..,..:._--..._.___._..:_.. - ._._.�__ ._____.___:._;_..__ .. �—. , � Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. • Weyerhaeuser expressly disclaims any other warranties related to SUSTAINABLE FORESTRY INITIAIIVF the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having ' I g jurisdictlon. The designer of record, builder or framer is responsible to g assure that this calcLlation is compatible with the overall Products ' project. manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in ' accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s The product application, input design loads, dimensions and support information have been provided by Forte Software Operator ` T _ , � r a.•_-._ A• �,` ` . • .. � —_.'— .. � for le Sdfh;3r ___._. .._ _� _ _ �_ _ _--1 I Joh Notes ' it i /. , 19 iY + --' •__ —t �} j Forte v5 -4 8(2017 9:39 33 AM 2. Design g 6.6 0.1.4 . I r' 3c 1 of I e Structural Engineering N . Construction Consulting Expert Testimony 33 Sarleano Dr. Newport Coast, CA 92657 949/715.3700 9a9nlS-3800F.4R JOB —_ SHEET NO. l OF— CALCULATED BY DATE CHECKED BY DATE SCALE 4X') I 24"1 ST 4% �D' 2IgLt'tt- 1 -`i't i? 4- rr.w / t X Structural Engineering Construction Consulting Expert Testimony 33 Sarteano Dr. Newport Coast, CA 92657 949n15-3710 949nl5-3800 F.A1 JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE Axlob t 7r..m C J 1� 0 PRODUCT 207 JJ�, /��i�� '�\� _. �`— Jf � �C� 1•••' `TG� • � CREPhREG [Y , J.._1:�`, I, .^`h--fie+ i,,G•.� f..`if I,Y.I f.U�/S ...rr. o.•<.a.....n In r1 Q i,,r ,a,�•_ - r. •r(4'Y,it�i •r-i:r;.. ...... .:.-}f: � �._ y U. �. r r.a iit.nru `(r �` w._—__.._..-�- _ •' �.-.___Y iril_s.•nt:fr. rir'i':•r.•r:•:a Igdyl a - �� 4 '\1\ t.y:--xj''�:i \, , - i'•i•, __..._. r. .........—.....,..e..i^ o' �Ikf .,� ,.::n::t.Jr.:: — lHNCHOR BOLT NOTES t� rte. '� �e•• •r I � +xr.�: L.: i� RF.O flv� •:�J 1 - iir--- — w .. `j• f� _-• ' �� •, FOUNDATION MOTES t v wf. � � •'--• `•' f f :��T�r/ � I � fj J .. ��-__t,[...-•�.::_II v.L � 5. \ tf •.,n^•` i � PRO�ECT:l1FORAUIIa.,' o« `'�•�_..-n„�_ i i z . Faorru;srnecl E HANSKI RESIDENCE: MK ED lll�zl;tl —77 - f � I�1� �:•±! c:� iay'; :r'�/ ,.ri, ",, [L` ....w.r.r,n.. oR,wl r:�nolcsrRcvlswli 'i-.'1 ran �.. ;—f�__.• -.�~ u u a °:'t�=:.KC. v. ._ , .........._ �•, a .._i V ` 4'I•,\ \\\t,.y -Ti\ <.,, r Y.r .t,� •n. ,r[v, T.. L ,\� f� \A WG GPEQi IfAT:Orr rt I.o<l' \. u`rer:cu as q � .l , - e.,.`cer:i•r•r.•<¢ta,F� r"',E MEET TrTLE 7 \ In FOUNDATION FOUNDATION PLAN PLAN SHEE7,4W..,'E- YS •r.tA -CGU icer, V _ ¢9'n+9:r..nrrt-se-•n. SL . 1� Structural Engineering ;- Construction Consulting 1 Expert Testimony 33 Sarteano Dr. Newport Coast. CA 92657 9197]5-3700 949!115-3600 FAX JOB SHEET NO.. U OF_ CALCULATED BY DATE CHECKED BY DATE SCALE 1400 ,t � 0" S c-,�a� f U fr�� X..�,S./ 2 ?c l� 112.E 4, C) (y \ f D PRODUCT 207 • tom' •i. � h MEMBER REPORT { ;; •i ` �" .-. �r ". � I • _ r . • •' Y... : t � 1 ' +. F O R T E Level, Roof.' Drop Beam E PASSED i; 2 piece(s) 1 3/4"_x 5 1'/2 2:OE IWicrollam® LVL r �tOverall Length 6. �rj-- •r't �,farjfj �4y�.,Y�S''��'�'a C� .r,�}�'`��-� _ l .rTt .-+ . . �- 'a l,��.�y+_ n T�.�•'y`L-�'+��PT�3 ?:�wr iSa �LF��JC:< : ti :.��w� ,m�.. `t{ , - a a a 6. -AlI locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontalt b r- �y s—•—�-– -+'. Design Results�?wActuatpLocahony;All lowedrResult,(t`>�'LDF —)_i _ Com Load-_hination,(f?atternr�Lp Member Reaction (lbs) 2156 @ 4" 13956 (5.50") Passed (15%) - 1.0 D + 1.0 S (All Spans) Shear (lbs) 1497 @ 11" 4206 Passed (369%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) • 2555 @ 3' 4889 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.123 @ 3' 0.178 ' . Passed (t/521) - 1.00+ 1.0 S (All Spans) Total Load DeFl_ (in) -, __-0.150 @ 3' ;- _ 0.267 '' Passed (L/426) 1.0 D + 1.0 S (All Spans) - M System : Roof ' Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 • Design Methodology : ASD Member Pitch: 0/12 Deflection criteria: LL (L/360) and TL (L/240). , Top Edge Bracing (Lu): Top compression edge must be braced at Volt: unless detailed otherwise. r ' Bottom Edge Bracing (W): Bottom compression edge must be braced at 6' olc unless detailed otherwise, r • Y s71 F- a"'�ngLength 4k��, toads to suppbs) c*�+rffiwa r 6tu't�s1P.•: D: -s ��a r 5� S'�k-r' i;i�g��, i'. -Total 2Avarlable' R uimdy� 1 Dea ,tSnowr- nTotaP'i rA[zessories�r,�,. M .-_. lx i rk i e9 k-�.. _ d r 1 - Column - SPF 5.50" 5.50° 1.50" 392 1764 2156 Blocking i .2 - Column - SPF ' • 5.50" _5.50" • 1.50" ' 392 `_j ' 1764 2156 Blocking J t • • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed._ _ --_ - A •, i�¢ `F -tip' •r-. .-- y�,yrs.=...;s-,. ` ' t 17 11 13U a w utary- Dead i Sno Lams, �1 ` ,rt r iocasi 'w do°�' „(_) (0.90)' (1e15) ,Commetrts 0 - Self Weight (PLF) 0 to 6' N/A 5.6 ` 1 - Uniform (PLF) 0 to 6' (Front) N/A 62.0 392.0 Roof 2 - Uniform (PLF)" 0 to 6' (Front) N/A 15.0 196.0 3 - Uniform (PLF) 0 to 6' (Front) N/A I Weyerh3euser�Nofes '+'�,�''`1r SUSTAINABLE FORESTRY INITIATIVE O { Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is riot Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable Forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested ' in accordance with applicable ASrM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator a i Forte Software Operator-----, -• Job Notes —`— - - 2l1 I 0 2017 11:27:44 AN Barry Houseal r. i • :Forte v5.2, Design Engine: V6.6.0.14 BLH Inc, (94C) 715-37130 berry ncuseal@.gma:l coni a s r i I r. �..-...... -....._.._...-. _r.._.....-•--------_-�,...... ----- _ - - -- --' ` » • Page 1 of 1 MEMBERREPORT Level, Roof.- Drop Beam ASSia,40 igFORTE"'. f 1 piece(s) 13/4" x 5 1/2'.' 2.0E Microllam@ LVL r Overall Length V-. A A, 0 3' Ir . All locations are measured from the outside face of left support left cantilever end).All dimensions are horizontal. rS Results' 4 �1 It Member Reaction (lbs) 145R�_Olw 538 @ 4" Aiken) T, i�,_ "I _j`.tn_ �, 6978 (5.50") Passed (8%) '-- 1.0 D + 1.0 S (All Spans) Shear (lbs) 2.09 @ 2103 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 244 @ 1' 6" 24444 Passed (10%)' 1-15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ V15" 0.078 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total 0.008 @ 1'6" 0.117' A Passed (L/999+) '-- 1.0 D + 1.0 S (All Spans) System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 VJ.— I LkL444VI. -Top Edge Bracing (Lu): Top compression edge must be braced at 3• o/c unless' detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 3' o/c unless detailed otherwise. "L e"s be M ng 0044 R ries 1 -Column -SPF 7– —Ifflo N-49 5.50" 5.50- 1.50- 171 367 538 Blocking 2 - Column - SPF 5.50" .1.50 171 367 538 Blocking - Blocking Panels are assumed to carry no toads applied directly above them and the full load is applied to the member being designed. S,'RIN, u- , 1, ,(as),; = m ; ®R I", oe llml fq ;XtMZK, 2, 10 - Self Weight (PLF) 0 to 3' N/A 2.8 rl:-Uniform (PLF) 0 to 3' (Front) N/A 39.0 245.0 Roof 0 2 - Uniform (PLF) 0 to 3' (Front) N/A 72.0 eY& �h@—e 6 q t SUSTAINABLE FORESTRY INMATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodby%vy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weverhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to hitp://www.woodbywy.com/services/s�_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator Is Forte Software Operator Job Notes 2/10/2017 11:38:14 AM Barr? Hcusea( Forte v5.2, Design Engine: V6.6.0.14 BLH. 4)r - (949'1 7 i5-3700 Page 1 of 1 Structural Engineering ®' Construction Consulting. t Expert Testimony 33 Sarteano Dr. Newport Coast, CA 92657 949/715.3700 949/715-3800 FAX JOB SHEET NO. _ OF CALCULATED BY DATE CHECKED BY DATE SCALE js�S`P I 1_ `N k" 916 4-i leo T ✓ D PRODUCT 207 O' ®� MEMBER REPORT Level, Floor., Drop Beam ,` 1 piece(s) 13/4',x'11.7/8"•2.OE Microllam® LVL - 0 verall Length: 4'' T,� 5k a.441 ` « + '�J('i�.,Mds't' . ;.-'kI', • '•- ;''�.:F.'MA, 'i'yr:1 41?.A T"(r� ,rt`'1�! ':..,�;i�'iy t + 4, r All locations are measured from the outside Face•of left support (or left cantilever end).AII dimensions are horizontal., Design_ReSU14 Y {Actual �d LocaLon r Alla�ved (Result,iLI1F.y 4Load Combination!(Patierri)_ •y d� f 't �1 Member Reaction (lbs) 4448 @ 4" 6978 (5.50") Passed (64%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 1 1228 @ 1' 5 3/8" 4541 Passed (27%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 3089 @ 2' 10263 Passed (30%) , 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.025 @ 2' 0.111 Passed (U999+) - 1.0 D + 1.0 S (All Spans) Total Load Defl. (in)�-_` _ 0.030 @ 2' _ 0.167 - Passed (L/999+) , __ 1.0 D + 1.0 S (All Spans), • Deflection criteria: LL (L/360) and TL (L/240). - • To Ede Bracing Lu : To compression r. P g 9 ( ) p edge must be braced at 4' o/c unless detailed otherwise. , Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 4' o/c unless detailed otherwise. r , ,y+;a�.s�,. " 9eanng Lerrgth yy�Loads to;5upports,(Ibs) ,� % +S1ni7r �r ° �' _-��"/-'mer SUp�.OI'f5 :LY,TofarfAvadabie Re`quire`drsy�� Dead `s =Show$')Total�l '` �� .� �.�. g b,-Acoessories�. 1 • Column - SPF 5.50" 5.50, 3.51" t 780 .3668 4448 Blocking 2 _ Column - SPF 5.50" 5.50" 3.51° _ 780 3668 4448 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. •� x - ` �` n-umry `Dead Sown f LOadS�` %Location (Srde) �114ridtlt,(D 90) (1 15) ; ,Co�mmen�`,e 0 - Self Weight (PLF) 0 to 4' N/A 6.1 i - 1 =Uniform (PLF) 0 to 4' (Front) N/A 293.0 1470.0 Residential - living Areas 2 - Uniform (PLF) 0 to 4' (Front) N/A 55.0 364.0 ' 3 - Uniform (PLF) 0 to 4' (Front) N/A 36.0 ;,WeyerhaeuserFifvotes. ` �. 4 . ' ' # r�! a_- sari � �R Weyerhaeuser warrants that the sizing or its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbyviy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applidable ASTM standards. for current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator `PASSED System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE oe Forte Software Operator Jeb Notes -_ a2 - 2/10/2017 11:48:36 AM Barry HoGseal _ , • 1 ' ~ .. Forte v5.2, Design Engine: V6.6.0.14 BLH. Inc' ! - • " . 949+ 715:700 a +' I, ' bang t ousoal(wgmari carr age 1 of 1 a F O RTE MEMBER REPORT Level, Floor: Drop Beam , , ' •' . 1 piece(s) 13/4" 2:OE Nlicrollam® LVL J• Overall Length: 6' + 0 t, f • • _f M r 1 All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 Desi n Results 9 _. �^'�� ,,rActual H"Locabon -'-� - _-�-r-E- Allmivgd�ResulryFc•' �IDF Coad.Combinabon (Pattern)'; Member Reaction (Ibs) Shear (lbs) 6672 @ 4' 3452 F17 5 3/8" 6978 (5.50'), 4541 Passed (96%) Passed (76%) 1.0 D + 1.0 S (All Spans) 1.15 1.0 D + 1,0 S (All Spans) Moment (Ft -lbs) ' ' 7908 @ 3' 10263 Passed (77%) 1.15 S (AII ------ Live Load Defl. (in) ' 0.105 @ 3' 0.178 Passed (L/612) S AII Sp) �D+ Total Load Deq. (in)) 0.327 @ 3' 0.267 _ ----- Passed (L/505) S (AII Spans) _n - - -- --. Top Edge Bracing (Lu): Top compression edge must be braced at 4' 9" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' o/c unless detailed otherwise. r SV .,.. +4 '°^"�.' `.T�_ q- ti.+ - 'r __` ��• `-'�'�"` s _ 's�-.4..na..si + ,�fP it _PPS $', - ,Notal F %Available, Required r Dead 1K -'' i ^ ( r _... „ . �.) { Tofa1: Accessories 1 - Column - SPF 5.50" 5.50" . 5.26" 1170 5502 6672. Blocking 4 2 - Column - SPF 5.50" 5.50" — 5.26" 1170 ' , 5502 _ 6672 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member tieing designed. — — A dtlt ''t ia(fl 9 �1�CommeriLs' +'' 0 - Self Weight (PLF) . 0 to 6' N/A 6.1 ' I -Uniform (PLF) 0 tc 6' (Front) N/A 293.0 1470.0 Residential - Uving Areas 2 - Uniform (PLF) 0 to 6' (Front) N/A 55.0 364.0 3 - Unif (PLF) 0 to 6' (Front) N/A 36.0 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,' input design loads, dimensions and support information have been provided by Forte Software Operator PASSEEr' • System : Floor Member Type : Drop Beam Building Use: Residential • Building Code : 15C 2015 Design Methodology: ASD R' (t}) SUSTAINABLE FORESTRY INRIATIVE ! � t • r • ` Forte oftware O rator ` Job Notes S r 2110/2.017 11:53:45 AM - Barry N x — - ? a a , . Forte v5.2• Design Engine: V6.6.0.14 N. BLH In- i , i • barry rruceatL,cn:ai! roils Y i` I. t �. r __ _ ....._ ... --- __..:_ ._.._... .. Page 1 of 1 t ` A MEMBER REPORT Level Roof. Drop Beam A F�ORTF°< 1 piece(s) 13/4"x 7 1/4 260E Mwrollainp LVL, Right cantilever length exceeds 1/3 member length or 1/2 back span'length. Overall Length 4', 0 ,. 2' 2. 'All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Desfgn�Result5_tiACtual 6 LoraCon -_ _ Allowed — Result _ LDF- - Load Combination (Patteiii) Member Reaction (lbs) 1052 @ 1' 9 1/4" 4091 (5.50") Passed (26%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 352 @ 11 1/4'' 2772 - Passed (13%) - 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft lbs) -571 @ 1' 9 1/4" 4091 Passed (14%) 1.15 1.0 D + 1.0.5 (AII Spans) Live Load Defl. (in) 0.022 @ 4' 0.200 Passed 2 999+ 1.0 D + 1.0 S (Alt Spans) Total Load DeF1'. (in) 0.026 @ 4' 0:223 Passed - 2 999+ �- 1.0 Q + 1.0 S (Alt Spans) Deflection criteria: U. (L/360) and TL (L/240). Overhang deflection crit era: LL (0.2") and TL (21./240): Top Edge Bracing (Lu): Top compression edge must be braced at 4' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression. edge must be braced at 4' o/c unless detailed otherwise. '200 lbs uplift at support 2". Strapping or other restraint may be required. �. ^ it a . Locabon (Side) -- Bearing Length -^"Loads toSuPP° (lbs) n.. SUpp01t5 � ;r <+o _ =Total Available T.q RequitedDead Sriow Total h 'Accessories 1 -Beam -SPF 3.50-3.50- 1.50" 17 71/-192 71/-209 Blocking -2-' Beam - SPF 30.0 5.50" 5.50" 1.50" _ 154. 898 1052 Blocking •--.-,.� . - r ulr uy drove urem and me run load is applied to the member being designed. Loads n�a-. a . Locabon (Side) -- Tributa`ry Width Dead (0.9 F. Snow r (1.15) 0 - Self -Weight (P,LF) 0 to 4 N/A 3.T 1.- Uniform (PLF) ...0 to 4' (Front) N/A 30.0 _ 196.0 Roof' 2 -Uniform {PLF) 0 (Front) N/A 30.0 _ 392.0 , — R — _ - .�...-� - :tee__ -�...� .._....:� -e.r.a -,,. -:z.-. ,. ,- �. _ _ ..,--•_-_ •`�,..� Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsibletoassure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC FS under technical.reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator I Forte Software Operator Job Notes BaryHouseal` 8LH, Inc: .' Y ., , barry,houseal@gaiail.corq • 1, I Forte Software Operator Job Notes BaryHouseal` 8LH, Inc: .' (949) 715-3700 ' barry,houseal@gaiail.corq System : Roof Member Type : Drop Beam Building Use : Residential Building Code: IBC 2015 Design Methodology' ASD Member Pitch: 0/12 i SUSTAINABLE FORESTRY INITIATIVE 2/10/2017 12:11:01 PM Forte v5.2, Design Engine: V6.6.0.14 Page 1 ,of 1 • • �! Structural Engineering a .` f® Construction Consulting JOe 4, Expert Testimony SHEET NO. . OF_ 33 Sarteano Dr. Newport Coast, CA 92657 CALCULATED 8Y DATE 949/715.3700 949/715-3800 FAX CHECKED BY DATE SCALE 16V, �N (I-ew. -:�O) E f �c�0'� A 't 1(6 t MA D PRODUCT 207 rr F OR T E0 ° MEMBER REPORT Level, Floor.- Flush Beam 2 piece(s) 13/4", x 9 1/2".2.0E Microllam® LVL Overall Length: 25'4 1/16" ' + 5...'r�i c, `�,, tai LS y=['��`S .t, 4 ,* •_; �;}y.�,r 0 Y1^ 'F.'. =T'f. .,5- 'r-',y�R tir»riy'_ �'f• Y Stip ..� Y .aL. Hi'.. + _ U 8'5 1/16" B' 6' 8' 5 1/16" All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal - DesiWlkesultS t - Member Reaction w F Actual �4t ovation "r° e � Alloweil� (iRewwlt .' ' FtnF p (Ibs) 5212 @ 8' 5 1/16" 13956 (5.50") Passed (37%� 1.0 +o1.0 S (Adj Spans) Shear (lbs) 2161 @ T 4 13/16" 7265 Passed (30%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft -lbs) -4037 @ 8' 5 1/16" 13541 Passed (30%) 1.15 1.0 D + 1.0 S (Adj Spans) Uve Coad Defl. (in) Total Load Deft. (In) 0.074 @ 4' 1 5/16" 0.202 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) - _0.081 @ 4' 1_1/8'_- • DeBecuon criteria: LL IU4801 and n ti ndm - — 0.404 --`---- Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) ----—____.--_ Top Edge Bracing (Lu): Top compression edge must be braced at 25' 2" o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 25' 2" o/c unless detailed otherwise. j Supputts 7 °.trs rrF+t•[ Tota 'i cAvarlabte eQ. _ __ H 1_'Snow�,� �,rTotal 'AtoPssories :-, 1 -Column -SPF 5.50" 4.25" 1.50" 210 1841 2051 1 1/4" Rim Board 2 - Column - SPF 5.50" 5.50" 2.05" 596 4667 5213 None 3 - Column - SPF 5.50" 5.50" 2.05" 546 4667 5213 None Column 4_Column -SPF 5_50" 4.25"_.J___1.50 _- — -- -- ------ " 210 1841 2051 1 1/4" Rlm Board • Rim Board is assumxl rn ra.,,. �u..�.�" r� I ppi ed directly above it, bypassing the member being designed. ! ra', ��rT�nbutary� t +Dead`,,� 1Snoav ' z)75 Ids t u sLocaUon (Sde)ciwilnr}cx I", (0 90) r$C,k(2 35)t C mmen_ts"fit. tM elf Weight (PLF) 1 1/4" to 25'2 —13/16" N/A 9.7 niform (PLF) 0 to 25' 4 1/16" N/A 50.0 990,0 Livi Front Residential - Areas !✓Veyerhaeuse;INotes,f�A .` 4 sd! �x% etc Wit' V`10!:; _ �ti•#'=..iw'i 'rh.�t ::- �'t#�"�"•�r.. kC�Fi�c'{ t '1'�4�: ..::�, Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for published d details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use In this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified Is sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR-1387osu anchor tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.w lodtrywy. its Eservices/s_ d ESR. and/or The product application, input design loads, dimensions and support information have been provided by Forte Software Operator r Fore Software Operator Barry Houseai - BLH, Inc. (949)715-3700 b arry. nrn: s e a l @Cxj m a i I. cam Job Notes 4f PASSE? —'— System : Floor Member Type: Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 1 SUSTAINABLE FORESTRY INmArivE Ulm v DIM 2/17/2017 7:50:36 AM Forte v5.2. Design Engine: V6.6.0.14 Page 1 of 1 is