The URL can be used to link to this page

BRES2017-02951 78-495.LALLE TAMPICO LA QUINTA, CALIFORNIA 92253 DESIGN & DEVELOPMENT DEPARTMENT BUILDING PERMIT Permit Type/Subtype: BUILDING RESIDENTIAL/GARAGE Application Number: BRES2017-0295 Property Address: 77640 CALLE ARROBA APN: 774123025 Application Description: FARRINGTON RESIDENCE / GARAGE ADDITION Property Zoning: Application Valuation: Applicant: PAUL FARRINGTON 77640 CALLE ARROBA NOV 3.0 2017 LA QUINTA, CA 92253. CITY OF LA QUINTA DESIGN AND DEVELOPMENT DEPARTMENT LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of.perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: Q� ji -h, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). Cs owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Con ractors' State License Law.). f�am exempt under Sec. B.&P.C. for this reason l �36 ZO /-7 towner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Na Lender's VOICE (760) 777-7125 FAX (760) 717-7011 INSPECTIONS (760) 777-7153 Date: 11/30/2017 Owner: PAUL FARRINGTON 77640 CALLE C.RROBA LA QUINTA, CA 92253 Contractor: OWNER / BUILDER Llc. No.: WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one if the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. 1 have and will maintain workers' oompensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carri Policy Number: _ ==1—n ertify that in the performance olthe work for which this permit is issued, I shall -not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date: 3Q ZO/7 Applicant' - WARNING: FAILURE TO SECURE WORKERS'COMPENSATION COVERAGE IS UNLAWFUL, . AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,D)O). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FCM IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this applcation is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City :)f La Quinta, its officers, agents, and employees for any act or omission related to tie work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordirances and state laws relating to building construction, and hereby authorize representatives of this cit o en er the above- mentioned property for inspection purposes. Dater /�3020r/ !Signature (Applicant ciAge C Date: 11/30/2017 Application Number: _: BRES2017-0295 Owner: Property'Addiess'~""' '"'77640 CALLE ARROBA PAUL FARRINGTON APN: 774123025 77640 CALLE ARROBA Application Description: FARRINGTON RESIDENCE /GARAGE ADDITION LA QUINTA, CA 92253 Property Zoning: Application Valuation: Applicant: Contractor: PAUL FARRINGTON OWNER / BUILDER 77640 CALLE ARROBA LA QUINTA, CA 92253 Llc. No.: Detail: GARAGE ADDITION OF 375 SF. PER 2016 CALIFORNIA BUILDING CODE :;...:DESCRIPTION ACCOUNTTY QTY AMOUNT AMOUNT 101-0000-42600 101-0000-42600 ($47.98) DESCRIPTION ACCOUNT • QTY AMOUNT ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $19.12 DESCRIPTION ACCOUNT QTY AMOUNT ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $47.98 DESCRIPTION ACCOUNT QTY AMOUNT ADDITION, EA ADDITIONAL 500 SF PC 101-0000-42600 0 $18.72 DESCRIPTION ACCOUNT QTY AMOUNT ADDITION, FIRST 100 SF 101-0000-42400 0 $131.07 DESCRIPTION ACCOUNT QTY AMOUNT ADDITION, FIRST 100 SF PC 101-0000-42600 j 0 1 $184.13 Total Paid for ADDITION: $353.04 DESCRIPTION ACCOUNT QTY AMOUNT HOURLY CHARGE - YES ADMINISTRATIVE STAFF 101-0000-42600 0.25 $10.00 DESCRIPTION ACCOUNT - QTY AMOUNT HOURLY CHARGE - YES PRINCIPAL/STRUCTURAL ENGINEER 101-0000-42600 1 $150.00 Total Paid for -BLDG CITY STAFF - PER HOUR:- $160.00 DESCRIPTION ACCOUNT QTY AMOUNT AMOUNT 101-000042600 101-0000-42600 ($26.01) DESCRIPTION ACCOUNT QTY AMOUNT QTY 101-0000-42600 RECORDS MANAGEMENT FEE ($26.01) DESCRIPTION ACCOUNT QTY AMOUNT DEVICES, FIRST 20 101-0000-42403 0 $26.01 DESCRIPTION ACCOUNT QTY AMOUNT DEVICES, FIRST 20 PC 101-0000-42600 0 $26.01 Total Paid for ELECTRICAL: '$0.00 DESCRIPTION ACCOUNT QTY AMOUNT PLAN CHECK DEPOSIT - GARAGE/CARPORT 101-0000-42600 1 $100.00 Total Paid for PLAN CHECK DEPOSIT - GARAGE/CARPORT: $100.00 DESCRIPTION ACCOUNT QTY AMOUNT RECORDS MANAGEMENT FEE 101-0000-42416 0 $10.00 Total Paid for RECORDS MANAGEMENT FEE: $10.00 DESCRIPTION ACCOUNT QTY AMOUNT TECHNOLOGY ENHANCEMENT FEE 502-0000-43611 0 $5.00 Total Paid for TECHNOLOGY ENHANCEMENT FEE: $5.00 11 Bing �J _ J 00 ` - City of La Quinta Building & Safety Division 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit* 1� Project Address: �1 Yl G'4 0 I Lc_ f ry Inr.` Owner's e: roc-( c. F�J fLtZ � �tilC. 1�1 A.P. Number Address: Legal Description: City, ST, Zip: Contractor: Ou�V�� Telephone: %$ Address: Project Dcscrip oil: City, ST, Zip: f elephone: 76 O S 79 :mail: 7 ,� 090 r City, ST, Zip: 'Telephone: struction Type: Occupancy: Alter Repair Demo !State Lie. #: . Type (Estimated New Add'n Name of Contact: t: #Stories # Units: 'Telephone of Contact: Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Req'd TRACKING PERMIT FEES Plan Sets Plan Check Submitted Item Amount Structural Calcs Reviewed, ready for corrections Plan Check Deposit: Truss Calcs Called Contact Person Plan Check Balance: Title 24 Calcs Plans Picked Up Construction: Flood Plain Plan Plans Resubmitted Mechanical: Grading Plan 2nd Rev, Ready for corrections / Electrical: Subcontractor List Called Contact Person Plumbing: Grant Deed Plans Picked Up S.M.I. HOA Approval Plans Resubmitted Grading IN-HOUSE 3rd Rev, Ready for corrections / Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Apps Date of permit issue School Fees Total Permit Fees Tw9r/ 4 .('F'auGifa P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT PROPERTY OWNER'S PACKAGE (760)777-7012 FAX (760) 777-7011 Disclosures & Forms for Owner -Builders Applying for Construction Permits 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 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 signs you understand or verify this information. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" uilding 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. 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, . 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. � 'l understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. AL . 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. A—&-runderstand 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, f understand under California Contractors' State License Law, an Owner -Builder who builds single-family zesidential 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. �I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) 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" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1- 800-321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. �. 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 res onsible for proposed construction activity at the following address: 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. ./-- -12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I '"leave 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 rernedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation 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: // 3 c7 L o / 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: Address of Authorized Agent: Tel No 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: YOUNG ENGINEEFZING ,' Country: Palm Desert, Letter of Transmittal To: City of La Quinta Today's Date: 10/20/17 78-495 Calle Tampico City Due Date: 10/24/17 La Quinta, CA 92253 Project Address: 77640 CALLE ARROBA Attn: MARY Plan Check #: BRES2017-0295 Submittal: 0 15t ❑ 4th ❑ 2nd ❑ 5th ❑ 3td ❑ Other: We are forwarding: El By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: Descriptions: Includes: # Of Descriptions: Copies: ❑ Structural Plans ❑ Revised Struct. Plans ❑ Structural Calculations ❑ Revised Struct. Calcs ❑ Truss Calcs ❑ Revised Truss Calcs ❑ Soils Report - Update ❑ Revised Soils Report ❑ Structural P/C Responses 14 Approved Structural Plans / Comments 1 ❑ Redlined Structural Plans 0 j Approved Structural Calcs ❑ Redlined Structural Calcs El Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content is approvable. 103 LE llr�, i�� 0 Transit Per Diem=� r �� Admin Time = 0.25 hrs. Structural Engineer/Principal Review Time = 1.0 hrs. Plan Review Engineer Time = 0.0 hrs. U11 Y OF LOUMM UNITY DEVELOPMENT This Material Sent for: ❑ Your Files El Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ By: Bronz Young Office: 0 (760) 772-5107 Other: El LOPCOVALUENGR.COM CITY OF LA QUINTA SUB -CONTRACTOR. LIST JOB ADORE55_. 7rr Sr 1IC rr� � _-•— PERMIT NUMBER 0 W N E R j i� .rW�_r 0�6 -C "BUILDER This form Shall be asted atl the ob.W1 h the Bullcliac� InspeCtiosl Card at all Times in a gortspicuous pl-lce. Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencernent of work. Failure to comply will result in a stoppage of work and/or the voidance of buildinrl permit_ For each applicable trade, all information requested below must be corripfeted by sipplicant. - "On File" is not an acceptable response. r . .. � .. c i11YiCF15aLiC11 City Bir ..-, - ,... -:--... -t>•�C Dr:,:. -:' .. iL..Vfit3lLtar 5 L1C['_nSC_;: OF�[Cr5 C [ I Cell t ;-:•• , w �f,:li1C../�.�Ia,=51(4Ca�lUl1 --�----� �� • - ....`• ..... -. Company Name Classification License Number Exp. Date Carrier Name Policy Number Exp. Date License Number Exp. Date (e.g. A, B, C-8) (xxxxxx) (xx/xx/xx) (e.g_ State Fund, CalComp) (Format Varies) (xxlxx/xx) (xxxx) lxx/xxlxx) EARTHWORK IG:-12).:` — CONCRETE FrtAMING (G-5j r_ STFtUCi'. STEEL (C-151)::•.:- 11 ASDNRY (C- 9) PLUMBING (C-3G) ..' _ I_A_fH_PLASTER (C-:15,1 ' , ❑F-1YINALL (C-rJ). !-(VAC (C-2b): ELFb-All CAL (C=10) . S �..-_ �j ac; ( a--- R. 0 0 H N G (C- Si IFLi META(_ (C-43) F.L0af, N6 (C-15): GL_A7ING (C-'I7);:.`: 7NSULATION (C 7) _ SEWAGE DISP_ [C9.42) PAINTINd CI-(i11NIIC IIL.L•(C-.a1) FENCING IG. 131 lAt,l r75GJ'1PING .(C-?.7) WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN a Farmington garage.wsw COMPANY AND PROJECT INFORMATION fair_ Architecture Inc. Bear Lake. CA neeir-u cerriur_c Woodworks® Shearwalls 11.1 Project Information Project Residence D Sep. 20, 2017 11:49:24 CITY OF LA QUINTA COMMUNITY DEVELOPMENT 1 RECEIVE OCT 12 2017 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic 1.00 Seismic 1.15 1.15 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% <=19$ 10% <-19% 0.50 - Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads when comb' d w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4. 3-5 Non -identical materials and construction on the shearline: Not allowed Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Design Wind Speed 125 mph Serviceability Wind Speed 125 mph Exposure Exposure C Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf. Roofs 8 psf Topographic Information [ft] Shape Height Length Site Location: - Slev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads NS loads Eccentricity (%) 15 15 Loaded at 75% CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE i t ll �f� BY ' Seismic ASCF 'l-10 12.8 Equivalent Lateral Force Procedure Risk Category Category II - All others Structure Type Regular Building System Bearing Wall Design Category D Site Class D Spectral Response Acceleration S1: 0. 600g Ss: ''_ . 500g Fundamental Period E-W NS T Used 0.166s 0.166s Approximate Ta 0.166s 0 .166s Maximum T 0.233s 0.233s Response Factor R 6.50 6.50 Fa: 1 • 00 Fv: 1. 50 � _•- A3 9/20/2017 Design Maps Summary Report SUMS Design Maps Summary Report a User —Specified Input Report Title FARMINGTON Wed September 20, 2017 16:56:17 t TC Building Code Reference Document ASCE 41-13 Retrofit Standard, BSE-2N (which utilizes USG.S hazard data available in 2003) Site Coordinates 33.6580N, 116.31008°W Site Soil Classification Site Class D - "Stiff Soil" ,,lIV } Raet[lui _ ;7.� •• .- Midge Palm Desert IncGv+ - .Coachella r. 4- OIr �.. r r�yrs! .1F USGS—Provided Output SS,BSE-2N 1.500 g SXS,BSE-2N 1.500 g S1,BSE-2N 0.600 g SX1,BSE-2N 0.900 9 ;1Lr:L oo a a. Sp. ek::rum �:rpp; � QrsJ �xyuel:fle;>:cchran � ttq!t! tiItpert 'lrlrrl'a hlthougn this information Is a product of the U.S. Geologicai Survey, we providr. no :,,arrant/, expressed or implied, as to the accuracy of ;he data curtained therein. This tool is not a substitute for te-hrical subject -matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/summary.php?template=minimal&latitude=33.657997493219334&longitude=-116.31008092339432&s. 1 /1 WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 I Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling wall Length subject to Bolt Elev Ift] Depth in Height [ft] shrinkage [in] length [in] Ceiling 14.04 0.0 Level 0.54 0.5 13.50 4.3 5.0 Foundation 0.50 BLOCK and ROOF INFORMATION Block Dimensions tt Face Tye Root Panels Sloe overhang Block 1 1 Story N-S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 2.00 Extent X,Y = 23.00 32.00 South Gable 90.0 2.00 Ridge X Location, Offset 11.50 0.00 East Side 30,0 2.00 Ridge Elevation. Height 20.68 6.64 West side 30.0 2.00 2 Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibslin I in in 7 Ext Struct I OSB 32/16 15/32 3 Vert 835001 8d Nail N 2 12 Y 2 2 Ext Struct Sh OSB 32/16 15132 - 3 Vert 83500 8d Nail N 3 12 Y 2 3 Ext Struct Sh OSB 32116 15/32 - 3 Vert 83500 8d Nail N 4 12 Y 2 Legend: Grp — Wall Design Group number, used to reference wall in other tables Sun`— Exterior or interior surface when applied to exterior wall Ratng— Span rating, see SDPWS Table C4.2.2.2C Thick— Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvty — Shear stiffness in lb/n. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail, Casing — casing nail,• Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 1 i ga = 0.120" x 1-314" (gypsum sheathing, 25/32" fiberboard), 1-112" (lath 8 plaster, 112" fiberboard); 13 ga plasterboard = 0.92" x 1-18". Cooler or gypsum wallboard nail: 5d = .086"x 1-5W,- 6d = .092"x 1-78 8d = .113"x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 518" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 FRAMING MATERIALS and STANDARD WALL by WALL GROUP Species Grade D.Fir-L No.2 D.Fir-L No.2 D.Fir-L No.2 b d Spc in in in 3.50 5.50 16 3.50 5.50 16 3 5n 5 5n 16 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Speck gravity E— Modulus of elasticity Standard Wall - Standard wall designed as group. SG E Stanaara psi"6 _ 0.50 1.50 E 0.50 1.60 C n.5n 1.60 B Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 SHEARLINE. WALL and OPENING DIMENSIONS North -south Type wall Location Extent [ft] Length FHS Aspect Height Shearlines Group X ft Start End ft ft Ratio IN Line 1 Level 1 Line 1 3 0.00 0.00 32.00 32.00 29.00 - 13.50 wall 1-1 Seg 3 0.00 0;00 32.00 32.00 29.00 - - Segment 1 - - 0.00 24.00 24.00 - 0..56 - opening 1 - - 24.00 27.00 3.00 - - 7.00 Segment 2 - - 27.00 32.00 5.00 - 2.70 - Line 2 Lovell Line 2 3 23.00 0.00 32.00 32:00 29.00 - 13.50 Wall 7.-1 Seg 3 23.00 0.00 32.00 32.00 29.00 -- - Segment 1 - - 0.00 24.00 24.00 - 0.56 - opening 1 - - 24:.00 27.00 3.00 - 7.00 Segment 2 - - 27..00 32.00 5.00 - 2.10 - East -west Type Wall Location Extent [ft] Length FHS Aspect Height Shearlines Group Y Start End IN Ratio Line A Lovell Line A 1 0.00 0.00 23,00 23.00 8.00 - 13.50 Wall A-1 Seg 1 0.00 0.00 23.00 23.00 8.00 - - Segment 1 - - 0.00 4.00 4.00 - 3.38 - Opening 1 - - 4.00 19.00 15.00 - - 12.00 Segment 2 - - 19.00 23.00 4.00 - 3.38 - Line B Level 1 Line B Seg 2 32.00 0.00 23.00 23.00 23.00 - 13.50 Wall B-1 Seg 2 32.00 0.00 23.00 23.00 23.00 0.59 = Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (hlbs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 4 WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 Loads WIND SHFAR LOADS (as PntPrPd nr onriw-Atnrtl Level Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] start End Magnitude [lbs,plf,psf] Start End Trib Ht ft Block 1 W Roof Min W->E Wind Line -2.00 34.00 31.2 Block 1 W Roof 1 W->E Wind Line -2.00 34.00 39.4 Block. 1 W Wall Min W->E Wind mine 0.00 32.00 54.0 Block 1 W Wall 1 W->E Wind Line 0.00 32.00 132.5 Block 1 E Roof Min W->E Lee Line -2.00 34.00 31.2 Block 1 E Roof 1 W->E Lee Line -2.00 34.00 118.3 Block '_ E Wall 1 W->E Lee Line 0.00 32.00 85.4 Block 1 E Wall Min W->E Lee Line 0.00 32.00 54.0 Block 1 W Roof 1 E->W Lee Line -2.00 34.00 118.3 Block 1 W Roof Min E->W lee Line -2.00 34.00 31.2 Block 1 W Wall I E->W Lee Line 0.00 32.00 85.4 Block 1 W Wall Min E->W Lee Line 0.00 32.00 54.0 Block 1 E Roof 1 E->W Wind Lire -2.00 34.00 39.4 Block 1 E Roof Min E->W Wind Line -2.00 34.00 31.2 Block 1 E Wall Min • E->W Wind Line 0.00 32.00 54.0 Block 1 E Wall 1 E->W Wind Line 0.00 32.00 132.5 Block 1 S Wall 14in S->N Wind Line 0.00 23.00 54.0 Bloc: 1 S L Gable Min S->N Wind Line 0.00 11.50 0.0 53.1 3ioc:t 1 S Wall. 1 S->N Wind Lire 0.00 23.00 132.5 Bloc's 1 S L Gable 1 S->N Wind Line 0.00 ii.50 0.0 132.7 Block 1 S R Gable 1 S->N Wind Line 11.50 23.00 132.7 0.0 Block 1 S R Gable Min S->N Wind Line 11.50 23.00 53.1 0.0 Block. 1 N L Gable 1 S->N Lee Line 0.00 11.50 0.0 70.8 Block 1 N Wall "1 S->N Lee Line 0.00 23.00 72.0 Block 1 N I. Gable Min S->N Lee Line 0.00 11.50 0.0 53.1 Block. 1 Pl Wall Min S->N Lee Line 0.00 23.00 54.0 Block 1 N R Gable Min S->N Lee Line 11.50 23.00 53.1 0.0 Block 1 N R Gable .1 S->N Lee Line 11.50 23.00 70.8 0.0 Block 1 S Wall Mir. N->S Lee Line 0.00 23.00 54.0 Block 1 S L Gable Min N->S Lee Line 0.00 11.50 0.0 53.1 Block 1 S L Gable 1 N->S Lee Line 0.00 11.50 0.0 70.8 Block 1 S Wall 1 N->S wee Line 0.00 23.00 72.0 Block 1 S R Gable Min N->S Lee Line 11.50 23.00 53.1 0.0 Block 1 S R Cable 1 N->S Lee Line 11.50 23.00 70.8 0.0 Block 1 fl L Gable Min N->S Wind Line 0.00 11.50 0.0 53.1 Block 1 N L Gable 1 N->S Wind Line 0.00 11.50 0.0 132.7 Block 1 N Wall Min N->S Wind Line 0.00 23.00 54.0 Block 1 N Wall 1 N->S Wind Line 0.00 23.00 132.5 Block 1 N E Gable Min N->S Wind Line 11.50 23.00 53.1 0.0 Block 1 N R Gable 1 N->S Wind Line 11.50 23.00 132.7 0.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir- Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof- Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the sheadines. Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 201711:49:24 WIND C$C LOADS Block Building Face Wind Direction Level Magnitude [pst] Interior End Zone Block 1 West windward 1 49.1 58.0 Block 1 East Leeward 1 49.1 58.0 Block 1 West Leeward 1. 49.1 58.0 Block 1 East Windward 1 49.1 58.0 Block 1 South Windward 1 49.1 58.0 Block 1 North Leeward 1 49.1 59.0 Block 1 South Leeward 1 49.1 58.0 Block 1 North windward 1 49.1 58.0 s WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 ' BUILDING MASSES Level Magnitude Trib Force Building Block Wall Profile Location [ft] [lbs,plf,psf] Width Dir Element Line Start End Start End IftL E-W Roof Block 1 1 Line -2.00 34.00 135.0 135.0 E-W Roof Block 1 2 Line -2.00 34.00 135.0 135.0 N-S Roof Block 1 A Line -2.00 25.00 180.0 180.0 N-S Roof Block 1 B Line -2.00 25.00 180.0 180.0 N-S L Gable Block 1 A Line 0.00 11.50 93.0 0.0 N-S R Gable Block 7 A Line 11.50 23.00 0.0 93.0 N-S R Gable Block 1 B Line 0.00 11,50 93.0 0.0 N-S L Gable Block 1 B Line 11.50 23.00 0.0 93.0 Both Wall 1-1 n/a 1 Line 0.00 32.00 94.5 94.5 Both Wall 2-1 n/a 2 Line 0.00 32.00 94.5 94.5 Both Wall A-1 n/a A Line 0.00 23.00 94:5 94.5 Both Wall B-1 n/a B Line 0.00 23.00 94.5 94.5 Legend - Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable and, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Sheartine that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 7 WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 SEISMIC LOADS Level i Force Dir Profile Location Ift] Start End Mag;1bs,pIf,psf] Start E-W Line -2.00 0.00 41.5 41.5 E-W Point 0.00 0.00 499 499 E-W Line 0.00 32.00 70.6 70.6 E-W Point 32.00 32.00 499 499 E-W Line 32.00 34.00 41.5 41.5 N-S Line -2.00 0.00 55.4 55.4 N-S Point 0.00 0.00 465 465 N-S Line 0.00 11.50 84.5 113.1 N-S Line 11,50 23.00 113.1 84.5 N-S Point 23.00 23.00 465 465 N-S Line 23.00 25.00 55.4 55.4 Legend Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 8 Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener s?fppage (SDPWS Table C4.2.2D). Woodworks® ShearWalls Farmington garage.wsw Sep. 20, 2017 11:49:24 - 17--- - __ Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Res p. Shearlines G Dir v Max V Ibs Int Ext Int Ext Co C Cmb V [IN Ratio Line 1 Level 1 Lnl, Lev1 - Both - - 2113 - - - 612 - 17475 17475 - Wall 1-1 3^ Both - - 2113 - 1.0 - 1.0 - 612 612 612 14683 0.14 Seg. 1 - Both 88.0 - 2113 0 - - - - 558 558 2791 0.00 Seg. 2 - Both 0.0 - .91 Line 2 2113 - - - 612 - - 17475 - Ln2, Levl - Both - - - 2113 - 1.0 - 612 - 17475 - Wall 2-1 3^ Both - 2113 - i.0 - 612 - 612 14663 0.14 Seg. 1 - Both 88.0 - 0 - - 558 558 2791 0.00 Seg. 2 - Both 0.0 - .91 E-W W Far ASD Shear Force [pifj Asp -Cub Allowable Shear [plf] Resp. Ratio Shearlines G Dir v vmax VnInt Ext in t Ext Co C Cmb V lbs Line A Level LnA, Levl - Both - - - - 1175 _ - - 7786 7786 - Wall A-1 1^Both - - - 1.0 - - 1175 - 973 973 3893 0.49 Seg. 1 - W->E 474.4 - 1804 - .83 - - _ 9"/3 973 3893 0.46 2 - - E->W W->E 451.1 - 474.4 - 1898 .83 - .83 973 - 973 3893 0.41 Seg. - E->W 497.7 - 1991 - - .83 973 973 3893 0.51 Line B LnB, Levl 2^ Both 165.0 - 3795 - 1.0 - 789 - 789 18145 0.21 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^"means that this wall is critics! for all walls in the Standard Wall group. For Dir - Direction of wind force along shearhine. v - Design shear force on segment = ASD factored shear farce per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = VIFHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4-3.4.3 V - ASD factored shear force. For shearline.- total she adine force. For wall: total of all segments on wall. For segment.- force on segment Asp/Cub -For wall: Unblocked structural wood panel factor Cub. from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2- In( -Unit shear capacity of interior sheathing, Fxt -Unit shear capacity of exterior sheathing. For wail: Unfactored. For segment Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wail factor Co. V- Total factored shear capacity of shearfine, wall or segment. Crit Resp -Response ratio = vXmb = design shear forcelunit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to 115% of published values. 10 Woodworks® Shearwalls un! n nnWu ncQlr=- J rAnv:hln winri A..in"I Farmington garage.wsw Sep. 20, 2017 11:49:24 Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Hold-downfibs] Cap Crit Res . Line 1 -'? L End 0.00 0.12 1 1201 1201 HDU5-5 2-PIII' 56J5 l-Ar,0.21 ?-1 L op 1 0.00 23.88 1 1201 1201 -SDS2. 5645 0.21 Line 2 2-1 L End 23.00 0.1.2 1 1201 1201 HDU5-SDS2. X 5645 0.21 2-1 L Op 1 23.00 23.88 1 1201 1201 HL)U5-SDS2. 5645 0.21 Line A ✓ A-1 L End 0.12 0.00 1 739 7397 HDQB 6X.6 "9230 0.80 A-1 L On 1 3.88 0.00 1 70 Ri=� �/50 5 7U34 7397 HDQS 626 !J i� HDQB 6X6 9230 9230 0.76 0.80 A-1 R op 1 19.12 0.00 1 7 37 /� A-1 R End 22.88 0.00 1 761 7761 HDQB 6X6 '9230 0.84 Line B B-1 L End 0.12 32.00 1 2809 2809 F?TiU532. F16jC/ HS7H�°�-SDS2. 40 5C' e 4);r?0. 50 0.50 B-1 R End 22.88 32.00 1 2,309 2809 JK45. Legend: Line -Walt At wall or opening - Shearline and wall number At vertical element - Shearfine Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element. column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored forASD by 0.60 Uplift - Uplift wind load component factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crft. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: AWARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li• used to calculate tension force T for perforated walls from SDPWS 4.3-9. 11 Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 201711:49:24 UKAG S 1 KU 1 rVK"O ti18XIDTe Wino Level 1 Line- Position on Wall Wall or Opening Line 1 1-1 Left Opening 1 Line 2 2-1 Left Opening 1 Line A A-1 Left Opening 1 A-1 Right Opening 1 Drag Strut Location [ft] Load Force pbs] X Y Case —> <- 0.00 24.00 1 528 528 23.00 24.00 1 528 528 4.00 0,00 1 1238 1144 19.00 0.00 1 1238 1331 Line -Wall - Sheartine and wall number Position.. - Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or ASCE 7 Low-rise comer, Case A or B Dreg strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for pertbrated walls) -> Due to sheartine force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 12 C WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 MWFRS DEFLECTION (flexible wind design) ThPen riafiarrrnnr wo imgri to rigtarminr fnr fnrr.P rlictrfhirtion Wall, segment W Gp Dir Srf v If b ft In ft Bending A Defl s .in in Ga kips/ in Nail slip Vn en Ibs in Shear Defl in Hold Defl in Total Defl in Levels Line 1 1-1,1 3 Both Ext 88.0 24.00 13.50 19.3 .002 15.6 204 043 .076 0.08 0.16 1-1,2 S->N Ext 0.0 5.00 13..50 19.3 .000 15.6 204 .043 .000 0.00 0.00 N->S Ext M 5- 00 13.50 57.8 .000 15.6 204 .043 .000 0.00 0.00 Line 2 2-1,1 3 Both Ext 88.0 24.00 13.50 19.3 .002 15.6 204 .043 .076 0.08 0.16 2-1,2 S->N Ext 0.0 5.00 13.50 19.3 .000 15.6 204 .043 .000 0.00 0.00 N->S Ext 0.0 5.00 13.50 57.8 .000 15.6 204 .043 .000 0.00 0.00 Line A A-1,1 1 W->E East 474.4 4.00 13.50 19.3 .076 31.2 196 .031 .205 0.65 0.93 E->W Ext 451- 1. 4.00 13.50 19.3 .072 31.2 196 .031 .195 0.64 0.90 A-1,2 W->E ExL 474.4 4.00 13.50 19.3 .076 31.2 196 .031 .205 0.65 0.93 E->W Ext 497.7 4.00 13.50 57.8 .027 31.2 196 .031 .216 0.66 0.90 Line B B-1 2 Both Ext 165.0 23.00 13.50 19.3 .005 20.6 197 _039 .108 0.10 0.21 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheartine B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Deli - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - vw / (vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4, 3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D, Vn - Shear force per nail along panel edge using vw Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 13 Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) Thaca rticntaramanfc ary �earl In rtatPm�rnp rtPllnnfinnc fnr fnrr.P dishihution Wall, segment Dir Hold- down uplift force Ibs Elong / Disp Manuf Add da in in in Slippage Pf da ibs in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 Both HDU5-SDS 1201 .024 .000 0.02.4 - - .076 0.04 0.14 0.08 1-1,2 S->N HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 N->S HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 Line 2 2-1,1 Both HDU5-SDS 1201 .024 .000 0.02.4 - - .076 0.04 0.14 0.08 2-1,2 S->N HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 N->S HDU5-SDS 0 ..000 .000 0.000 - w .000 0:00 0.00 0.00 Line A A-1,1 W->E HDQ8 6X6 7397 .076 .000 0.076 - - .076 0.04 0.19 0.65 E->Trl HDQ8 6X6 7034 .072 .000 0.072 - - .076 0:04 0.19 0.64 A-1,2 W->E HDQ8 6X6 7397 .076 .000 0.076 - - .076 0.04 0.19 0.65 R->W HDQ8 6X6 7761 .080 .000 0.080 - - .076 0,04 0.20 0-66 Line B B-1 Both HDU5-SDS 2809 .057 .000 0.057 - - .076 0.04 1 0.17 1 0.10 Legend - Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Sheartine B Dir- Force direction Uplift face (P) Accumulated ASD hold-down tension force from overturning, dead and wind uplift For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturers value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with " = (ASD uplit force /ASD hold-down capacity) x max ASD elongation or displacement "- Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturers value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturers anchor bolt length forgiven displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to studs) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pfl (270,000 DA1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage = 0.002 x (19% fabrication- 10% in-service moisture contents) x Ls Ls = Perp_-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Deft- Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table WARNING -At least some hold-downs do not have displacement values for the thickness of end studs selected, so additional jack studs or blocking required. 14 i WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Gr End Int End Int TernMoist 1 3 34.8 56.2 _22p 0.62 46.4 39.3 103.9 0.45 0.38 1.00 1.00 2 1 34.8 56.2 0.62 46.4 39.3 103.9 0.45 0.38 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap I End Int End Int TernMoist A 1 34.8 56.2 0.62 46.4 39.3 103.9 0.45 0.38 1.00 1.00 B _ 2 34.8 56.2 0.62 46.4 39.3 103.9 0.45 0.38 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored forASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal. Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 15 E WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area Story Shear jibs] Diaphragm Force Fpx jibs] [lbal Ng. E-W N-S E-W N-S 1 22253 736.0 3424 3424 4451 All 22253 - 3424 3424 1 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Stoney shear— Total unfactoned (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm fore Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1,00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. iP WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 SHEAR RESULTS !flexible seismic desionl N-S W For ASD Shear Force jplf] Asp -Cub Allowable Shear [plf] Resp. Shearlines G I Dir v vmax Vfibs] Int Ext Int Ext Co C Cmb V Ibs Ratio Line 1 Level 1 Ln1, Levl - Both - - 1198 - - - 437 - - 12482 - Wall 1-1 3 Both - - 1198 - 1.0 - 437 - 12482 -- Seg. 1 - Both 49.9 1198 - 1.0 - 437 - 437 10488 0.11 Seg. 2 Both 0.0 - 0 - .91 -. 399 - 399 1994 0.00 Line 2 1.n2, Levl - Both - - 1198 - - - 437 - - 12482 - Wall 2-1 3 Both - 1198 - 1.0 - 437 - - 12482 - Seg. 1 - Both 49.9 - 1198 1.0 - 437 - 437 10488 0.11 Seg. 2 - Both 0.0 0 - .91 - 399 - 399 1994 0-00 E-W W For ASD Shear Force [plfJ Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v Max V ribsl Int Ext Int Ext Co C Cmb V Ibs Ratio Line A Lovell LnA, Levl - Both - - 1198 - - - 840 - - 5562 - Wall A-1 1 Both - - 1198 - 1.0 - 840 - - 5562 Seg. 1 - W->E 149.8 - 599 - .83 -- 695 - 695 2781 0.22 - E->W 144.1 - 577 - .83 - 695 - 695 2781 0.21 Seg. 2 - W->E 149.8 - 599 - .83 - 695 - 695 2761 0.22 - E->W 155.4 - 622 - .83 - 695 - 695 2781 0.22 Line B LnB, Levl 2 Both 52.1 - 1198 - 1.0 - 564 - 564 12961 0.09 Legend W Gp - Wall design group defined in Sheathing and Framing Materials tables, all walls in the Standard Wall group. For Dir- Direction of seismic force along sheartine. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = where it shows associated Standard Wall. "A" means that this wall is critical for V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For sheartine: total sheartine force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub -For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing, Ext - Unit shear capacity of exterior sheathing. For wall., Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of sheartine, wall or segment Crit Resp -Response ratio = v/Cmb = design shear force/unit shear capacity. 'W' indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. Allowable shear values have been reduced to 115% of published values. 17 WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 HOLD-DOWN DESIGN (flexible seismic design) Level 1 Line- wall Posifn Location [ft] X Y Shear Tensile ASD Holddown Force [Ibs] Dead Ev ICap Cmb'd Hold-down Jim Crit Res . Line 1 1-1 L End 0.00 0.12 681 681 HDUS-SD52. 5645 0.12 1-1 L Op 1 0.00 23.88 681 681 HDU5-SDS2. 5645 0.12 Line 2 2-1 L End 2:3.00 0.12 681 681 HDU5-SDS2. 5645 0.12 2-1 L Op 1 23.00 23.99 681 681 HDU5-SD32. 5645 0.12 Line A A-1 L End 0.12 0.00 2336 2336 HDQB 6X6 ^9230 0.25 A-1 L Op 1 3.88 0.00 2248 2248 HDQ8 6X6 9230 0.24 A-1 R Op 1 19.12 0.00 2336 2336 HDQ8 6X6 9230 0.25 A-1 R End 22.88 0.00 2423 2423 HDQ8 6x6 ^9230 0.26 Line B B-1 L End 0.12 32.00 887 887 HDUS-SDS2. 5645 0.16 B-1 R End 22.88 32.00 887 BU HDU5-SDS2. 5645 0.16 Legend: Line -Wall: At wall or opening- Shearfine and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element. column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overtuming component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: "WARNING - This hold-down does not have design capacities for the thickness of end studs selected, so additional jack studs or blocking required Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 18 WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 201711:49:24 DRAG 5TRu1 FURGtb [riexiDle seismic oesign) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] wall or Opening X Y -> <-- Line 1 1-1 Left Opening 1 0.00 24.00 389 389 Line 2 2-1 Left Opening 1 23.00 24.00 389 389 Line A A-1 Left Opening 1 4.00 0.00 508 479 A-1 Right Opening 1 19.00 0:00 508 537 Legend. Line-Wali - Shearline and wall number Position..: Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearfine. Based on ASD factored shearfine force derived from the greater of - Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearfine force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearfine force in the west -to -east or south -to -north direction <- Due to shearfine force in the east -to -west ornorth-to-south direction 19 �Y WoodWorks® Shearwalls n CGI =d"NnU 10-1hi. enicmic Hl innl Farmington garage.wsw Sep. 20, 2017 11:49:24 -1 Wall, segment W Gp Dir Srf v If b ft h ft Bending A Defl s .in in Ga kips/ in Nail slip Vn en Ibs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 3 Both Ext 71.3 24.00 13.50 19,3 .002 15.6 204 .043 .062 0.03 0.14 1-1,2 S->N Ext 0.0 5.00 13.50 19.3 .000 15,.6 204 .043 .000 0.00 0.00 N->S Ext 0.0 5.00 13.50 57.3 ..000 15,6 204 .043 .000 0.00 0.00 Line 2 2-1,1 3 Both Ext 71.3 24.00 13.50 19.3 .002 15.6 204 .043 .062 0.03 0.14 2-1,2 S->N Ext 0.0 5.00 13.50 19.3 :000 15.6 204 .043 .000 0.00 0.00 N->S Ext 0.0 5.00 13.50 57.3 .000 15.6 204 .043 .000 0.00 0.00 Line A A-1,1 1 W->E Eft 214.0 4.00 13.50 19.3 .034 31.2 196 .031 .093 0.50 0.63 E->'W Ert 1 205.9 4.00 13.50 19.3 .033 31.2 196 .031 .029 0.50 0.62 A-1,2 W->E Ext 214.0 4.00 13.50 .19.3 .034 31.2 196 .031 .093 0.50 0.63 E->W Ext 222.0 4.00 13.50 57.3 .012 31.2 196 .031 .096 0.51 0.62. Line B B-1 2 Both Ext 74.4 23.00 13.50 15.3 .002 20.6 197 .039 :049 1. 0,03 1 0,13 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline S W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit distance on wall segment = ASD force/O. 70. Forperforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vhA3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h /b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 20 WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 201711:49:24 Nr11 n-nowN rflRPl Or:1=MFNT fflarihla calsmir_ daainnl Wall, segment Dir Hold- down Uplift force Ibs Elong I Disp Manuf Add da in in in Slippage Pf da Ibs in Shrink da in Crush+ Extra in Total da in Hold DO In Level 1 Line 1 1-1,1 Both HDU5-SDS 973 .019 .000 0.019 - - .076 0.04 0.14 0.08 1-1,2 S->N HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 N->S HDU5-SDS 0 ...000 .000 0.000 - - .000 0.00 0.00 0.00 Line 2 2-1,1 Both HDU5-SDS 973 .019 .000 0.019 - - .076 0.04 0.14 0.08 2-1,2 S->N HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 N->S HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line A A-1,1 W->E HDQ8 6X6 3336 .033 .000 0.033 - - .076 0.04 0.15 0.50 E->W HDQ8 6X6 3211 .032 .000 0.032 - - .076 0.04 0.15 0.50 A-1,2 W->E HDQ8 6X6 3336 .033 .000 0.033 - - .076 0.04 0.15 0.50 E->W HDQ8 6X6 3462 .034 .000 0.034 - - .076 0.04 0.15 0.51 Line B B-1 Both HDU5-SDS 1267 .025 .000 0.025 - - .076 0.04 1. 0.14 0.08 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir- Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.M is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement " - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Stoney information table; Lh = Manufacturer's anchor bolt length forgiven displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270,000 D"1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = an, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Parp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to miscuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Deft - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height, b = segment length between openings; h,b values in Deflection table WARNING - At least some hold-downs do not have displacement values for the thickness of end studs selected, so additional jack studs or blocking required. 21 Woodworks® Shearwalls Farmington garage.wsw Sep. 20, 201711:49:24 STORY DRIFT iffexihle seismic desinnl j wall Actual Story Drift (in) I Allowable Story Drift Level Dir height Max Line Max Center C of M C of M hsx Delta a Ratio It dxe dx of Mass dxe dx ft in Max C of M 1 13.50 13.SU 4.05 N<->S 0.14 1 0.56 11.50 0.14 0.56 0.14 0.14 E<->➢7 0.62 A 2.49 16.00 0.38 1.51 0.61 0.37 ASCE 7 Eqn. 12.8-15::dx = dxe x [;d I le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearfine on level in this direction; refer to Deflections table Line - Sheadine with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this Level and the one above. Max dx - Largest ampiffitied deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent sheadines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. `V, WoodWorks® Shearwalls Farmington garage.wsw Sep. 20, 2017 11:49:24 23 Project: I. , Location: RFB1 Farmington Aof , Aevx ` goof Beam [2016 Califomia Building Code(2012 NDS)] 5.5 IN x 12.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 51.3% Controlling Factor: Moment ❑EFLECTIO Center Live Load 0.34 IN U565 Dead Load 0.31 in Total Load 0.65 IN U296 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 2627 lb 2627 lb Dead Load 2391 lb 2391 lb Total Load 5018 lb 5018 lb Bearing Length 1.40 in 1.40 in BEAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adiusted Bending Stress: Fb = 2400 psi Controlled by_ Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -I- to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 20071 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 5018 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 87.27 in3 132 in3 Area (Shear): 24.7 in2 66 in2 Moment of Inertia (deflection): 481.64 in4 792 in4 Moment: 20071 ft-lb 30360 ft-lb Shear. 5018 lb 13409lb NOTES John Acosta ARA, Architect Mountain Architecture Inc. PO Box 6167 Big Bear Lake CA 92315 StruCalc Version 10.0.1.4 9/20/2017 11:53:43 AM LOADING DIAGRAM AL A ROOF LOADING Side One: Roof Live Load: LL = 18.2 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 16 ft Side Two: Roof Live Load: LL = 18.2 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 plf Non -Snow Roof Loaded Area: RLA = 288 plf ft Adjusted Beam Length: Ladj = 16 Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 328 plf Beam Uniform Dead Load: wD_adj = 299 plf Total Uniform Load: 4T = 627 PH /orris Sa1C. %G VAL., (/ zJ j,o (1,11)' ZZ- J Project: Location: COL2 Farmington Column [2016 California Building Code(2012 NDS)] 1.5 IN x 5.5 IN x 13.5 FT @ 16 O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 30.7% DEFLECTIONS Deflection due to lateral loads only: Deft = 0.69 IN = U235 Live Load Deflection Criteria: U180 VERTICAL Live Load: Vert-LL-Rxn = 907 lb Dead Load: Vert-DL-Rxn = 704 lb Total Load: Vert-TL-Rxn = 1611 lb HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top = 207 lb Total Reaction at Bottom of Column: TL-Rxn-Bottom = 207 Ib COLUMN DATA Total Column Length: 13.5 ft Unbraced Length (X-Axis) Lx: 13.5 ft Unbraced Length (Y-Axis) Ly: 0 ft Column End Condition-K (e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor (Wind/Seismic) 1.60 92 - Douglas -Fir -Larch Compressive Stress: Bending Stress (X-X Axis): Bending Stress (Y-Y Axis): Modulus of Elasticity: Stud Section (X-X Axis): Stud Section (Y-Y Axis): Area: Section Modulus (X-X Axis): Section Modulus (Y-Y Axis): Slenderness Ratio: Base Values Adiusted Fc = 1350 psi Fe = 520 psi Cd=1.60 Cf=1.10 Cp=0.22 Fbx = 900 psi Fbx' = 2153 psi Cd=1.60 CF=1.30 Cr=1.15 C1=1.00 Fby = 900 psi Fby' = 2153 psi Cd=1.60 CF=1.30 Cr--1.15 E = 1600 ksi E' = 1600 ksi dx = 5.5 in dy= 1.5 in A = 8.25 in2 Sx = 7.56 in3 Sy = 2.06 in3 Lex/dx = 29.45 Ley/dy = 0 Stud Calculations (Controlling Case Only): Controlling Load Case: Axial total Load and Lateral loads (D + 0.75[L + W] Actual Compressive Stress: Fc = 168 psi Allowable Compressive Stress: Fc' = 520 psi Eccentricity Moment (X-X Axis): Mx -ex = 0 ft-lb Eccentricity Moment (Y-Y Axis): My-ey = 0 ft-lb Moment Due to Lateral Loads (X-X Axis): Mx = 524 ft-lb Moment Due to Lateral Loads (Y-Y Axis): My = 0 ft-lb Bending Stress Lateral Loads Only (X-X Axis): Fbx = 831 psi Allowable Bending Stress (X-X Axis): Fbx' = 2153 psi Bending Stress Lateral Loads Only (Y-Y Axis): Fby = 0 psi Allowable Bending Stress (Y-Y Axis): Fby' = 2153 psi Combined Stress Factor: CSF = 0.66 John Acosta ARA, Architect Mountain Architecture Inc. PO Box 6167 Big Bear Lake CA 92315 StruCalc Version 10.0.1.4 9120/2017 1:24:28 PM LOADING DIAGRAM B 1a.s A AXIAL L ADIN Live Load: PL = 680 plf Dead Load: PD = 510 plf Column Self Weight: CSW = 24 plf Total Axial Load: PT= 1214plf LLATERAL,LOADING (DyFace) Uniform Lateral Load: wL-Lat = 23 psf