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HomeMy WebLinkAbout3605 Allison Courti CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: V4 w `j p Job Address Permit Number: ��i -- C` 6 i ❑ No one available for inspection: Time `: '.`s� AM/PM 3 Re -Inspection required: Yes '�N When corrections have been made, schedule for re -inspection online at: httpYlwww.ci. wheatridge.co. usAnspection Date: b Inspector: DO NOT REMOVE THIS NOTICE S* 1 A 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 0 Job Address: c, Permit Number: 61 0 z VI J No one available for inspection: Time AM/PM Re -Inspection required: No When corrections have been made, schedule for re -inspection online at: http.-1Avww. ci, wheatridge.co. usfinspection Date: -1 - ,V1 _. 4 inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: 3 s,3 V r! Permit Number: ti ❑ No one available for inspection: Time AM/PM ➢o - Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http://www.ci. wheatridge.co. uslinspection Date: k � - V�A t Ck Inspector:_- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office o (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: f Job Address: 71 Permit Number: 7;,�/ `j �,2 ❑ No one available for inspecti Re -Inspection required: Ye; `_ No When corrections have been made,\ca#7or re -inspection at 303-234-5933 Date: • f ell Inspector: - DO NOT REMOVE THIS !NOTICE City of Wheat Midge Homeowner Accessory Structure PERMIT - 201901523 PERMIT NO: 201901523 ISSUED: 07/24/2019 JOB ADDRESS: 3605 Allison Ct EXPIRES: 07/23/2020 JOB DESCRIPTION: Homeowner shed 240 square feet in back yard. Shed is unheated and not insulated. Structural system of the shed is 2X6 supported on 2X4 walls with a concrete slab on grade foundation. Roofing is corrugated steel panels. Siding is wood board and batten. *** CONTACTS *** OWNER (781)439-3415 MULHERN CATHERINE T *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 5,160.00 FEES Total Valuation 0.00 Plan Review Fee 91.59 Use Tax 108.36 Permit Fee 140.90 ** TOTAL ** 340.85 *** COMMENTS *** *** CONDITIONS *** I, the property owner, by my signature, attest that I currently reside at the project property, intend to reside at the property for a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers. If professionals are hired, those contractors are licensed with the City of Wheat Ridge and are listed on the permit. NOTE: Consultations and inspections will only be performed with the homeowner of record present. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. NOT APPROVED AS AN INDEPENDENT DWELLING UNIT. Landscaping removed or damaged during construction must be replaced prior to final inspection. A City of Wheat Ridge Homeowner Accessory Structure PERMIT - 201901523 PERMIT NO: 201901523 ISSUED: 07/24/2019 JOB ADDRESS: 3605 Allison Ct EXPIRES: 07/23/2020 JOB DESCRIPTION: Homeowner shed 240 square feet in back yard. Shed is unheated and not insulated. Structural system of the shed is 2X6 supported on 2X4 walls with a concrete slab on grade foundation. Roofing is corrugated steel panels. Siding is wood board and batten. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal ow r of the pro erty and am authorized to obtain this permit and perform the work described and approved in conjunction with this e her attest t t I am le ally authorized to include all entities named within this document as parties to the work to be perfp ed an t at all wor o be pe rmed is disclosed in this docu nt nd/or its' accompanying approved plans and specifications. re WNEJ/ VCO TRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance orgranf of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any appl a c e ora rdinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. <' City of ,0rWheat fkd %' MMUNITY DEVELOI'MLN F Building & Inspection Services 7500 W. 29'h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Perm its(a1ci.wheatridge.co.us I FOR OFFICE USE ONLY I Date: /q Plan/Permit # C�CV4�?615-03 Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3605 Allison Court, Wheat Ridge, CO 80033 Property Owner (please print): Catherine Mulhern Phone: 781-439-3415 Property Owner Email: c.t.mulhern@gmail.com Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: , State, Zip: Architect/Engineer: Owner designed and engineered Architect/Engineer E-mail: Contractor Name: Owner built City of Wheat Ridge License #: Contractor E-mail Address: Phone: Phone: For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Owner built Phone: CONTACT EMAIL(p/ease print): Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. ❑COMMERCIAL RI RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Proposed work consists of a new 240 sq ft storage shed in the back yard. Proposed shed is to be placed in an under-utilized and currently vacant area of the yard adjacent to the existing fence. The shed will be unheated and uninsulated without any mechanical, electrical or plumbing systems. The structural system of the shed is 2x6 rafters supported on 2x4 walls with a concrete slab -on -grade foundation. The roofing material is corrugated steel panels while the siding is wood board and batten. Sq. FULF Amps 0 240 BTUs 0 Gallons 0 Squares 0 For Solar: n/a Kw n/a # of Panels n/a Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 3,000 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: OWNER) Signature (first and last name): Printed Name: ZONING COMMMENTS: `7� oi'119 2 Reviewer: 21 7 'Z 5 J BUILDING DEPARTMENT.COMM TS: Reviewer: r—� p ` ' r! l PUBLIC WORKS COMMENTS: Reviewer: IZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) VL DEPARTMENT USE ONLY DATE: T 2 19 OCCUPANCY CLASSIFICATION: U CONSTRUCTION TYPE: �I l 6D Building Division Valuation: S) 1 v� City of Wheat I jil e COMMUNITY DEVELOPMENT Official Certification of Property Owner Permit THIS IS TO CERTIFY that I, the property owner, by my signature, attest that I currently reside at the project property, or intend to reside at the property for a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers, or, if hiring sub -contractors, list them on the permit. Consultations and inspections will only be performed with the homeowner of record present at the project property. Property Owner(s): �')I_KW VIA- M u 1 Wf Y1 Project Property: 3(o (D Rku SOex C-�- Project Type: S acv. Svud signature opApplicant State of Colorado } County of c LegL­_ } ss Thafore oing.instrument was acknowledged by me this 62 day of 20 1G by a Lti, [I'm ��i�/ ��► JODI LBARO$ NOTARY PUBLIC STATE OF COLORADO NOTARY ID 2oimo18w W COMrIIAN EXPIRES MAY 06, 2022 i My Commission Expires d25_/U/ /20_Z,,;� Notary Public' R - Cis:IVSD Per 3605 Allison Court Shed Wheat Ridge, CO Structural Calculations Prepared by: Catherine Mulhern, PE Date: July 24, 2019 N MYat Wheat Ridge Suffft Divlaon RAC 51849 Rz,; Prepared by: Catherine Mulhern, PE Date: July 24, 2019 N MYat Wheat Ridge Suffft Divlaon TABLE OF CONTENTS 100, BASIS OF DESIGN.......................................................................................................................... 1 200. FLOOR AND FOUNDATION.......................................................................................................... 19 300. FRAMING DESIGN....................................................................................................................... 20 400. COLUMNS AND WALLS............................................................................................................... 25 500. LATERAL SYSTEM........................................................................................................................ 28 100. BASIS OF DESIGN This project was designed in accordance with 2012 International Building Code with local updates in accordance with the City of Wheat Ridge Building Department. The following is an overview of the loading used in the design of the structure and the key parameters used to derive the loads. Loading calculations follow this summary. A. Dead Loads By summing the individual components in the wall and roof assembly the following dead loads (self -weight plus superimposed dead load) were calculated: Roof 16 psf Wall 10 psf B. Roof Live Loads The following roof live load was used, it does not act concurrently to the snow load, Roof Live Load 20 psf C. Snow Loads Snow loads were calculated based on ASCE7-10: Ground snow load 30 psf Thermal Factor 1.2 psf Roof snow load 30 psf Snow Importance Factor 1.0 Since the roof is a single mono -slope roof unbalanced, sliding, and drifting snow loads do not apply. D. Wind Loads: Wind loads were calculated based on ASCE7-10 based on the following: Enclosure Classification Enclosed Building Risk Category II Ultimate Wind Speed 135 mph Allowable Wind Speed 105 mph Wind Directionality Factor, Kd 0.85 Exposure Category C Topographic factor, Kzt 0.85 Building Flexibility Flexible Gust effect factor, G 0.85 Internal Pressure Coefficient ±0.18 Resulting wind loads: Wind base shear: East/West 1.05 k North/South 4.3 k E. Seismic Loads: Seismic loads were calculated based on ASCE7-10 based on the following: Ss Page 1 of 36 0.189 S1 Importance Factor, le Site Class Seismic Design Category Period Period determination Long Period TL Seismic Force resisting System Response Modification Factor, R Seismic Response Coefficient, cs 0.060 1.0 D B 0.099 Approx per ASCE 7 4 Light frame wood walls with structural wood shear panels 6.5 0.031 Resulting Seismic Base Shear: North/South and East/West 0.25 k Page 2 of 36 .. x �wheat 1d eU ICK CODES MUN[tY DEVELC3PMENT The Building Division is currently operating under the following codes: 2012 International Building Code 2012 International Property Maintenance Code 2012 International Mechanical Code 2012 International Energy Conservation Code 2012 International Plumbing Code 2012 International Fire Code 2012 International Residential Code 2012 International Fuel Gas Code 2017 National Electrical Code NFPA 99 Standards for Health Care Facilities Uniform Code for the Abatement of Dangerous Buildings, 1997 Edition 2009 ANSI A117.1 Accessible and Usable Facilities Attic Access: 22" X 30" Crawl Space Access: 18" X 24" Drywall: Screws: 12" on ceilings Nails: 7" on ceilings 16" on walls framed 16" on center 8" on walls 12" on walls framed 24" on center Frost Level: 36" below grade Snow Load: 30 Lbs. Sq. Ft., 30 Lbs. Drift Wind Load: 105 MPH 3 -second wind gust Exposure: C Seismic Zone: B Insulation: R-20 walls Window: .32 R-49 ceilings R-19 crawlspaces Minimum Space Heating System — Replacements: Gas Furnaces 80% AFUE (sized Manual S) Gas Boilers 80% AFUE New Construction: Gas Furnaces 80% AFUE Gas Boilers 80% AFUE Ducts: Non -Conditioned Space R-6 Outside Building R-8 Water Heaters: High & Low combustion air ducting is required at a rate of 1 sq. in. per 2000 BTUs Arc Fault: ARC Fault required on all outlets per 2017 NEC Attic/Crawl Space Venting: 1 Sq. Ft. of vent per 150 Sq. Ft of space vented Vapor Barrier: Required under all slabs under habitable space Roofing: Ice and Water shield two (2) feet in from exterior wall (eaves); 6 nails per shingle required; 2 layers allowed, must tear off all layers if doing any tear -off. See Policy BD -10-002 for additional requirements. Flat Work: Minimum 4" depth for all residential work Foundation Standards: Engineered design and inspection required by engineer of record. Windows: All new windows shall meet egress except windows in existing basement bedrooms. (5.7 Sq. Ft. of openable space). Window height from floor to openable area on window max height is 44". All existing windows shall comply with Policy BD -10-003. Rev. 07/2018 Page 3 of 36 7/19/2019 LNTC Hazards by Location Search Information Address: 3605 Allison Ct, Wheat Ridge, CO 80033, USA Coordinates: 39.7670648, -105.08695539999997 Elevation: 5469 ft Timestam p: 2019-07-19T21:47:22.394Z Hazard Type: Seismic Reference ASCE7-10 Document: 0.143 Risk Category: II Site Class: D MCER Horizontal Response Spectrum Sa(g) 0.30 0.25 0.20 0.15 0.10 ATC Hazards by Location 9 U34 apaho and luosevelt National Forests rV Keystone 0 eckenridge 0 Go gle Boulder 0 5469 ft 35* lrio enver Lakewood0 0 Aurr ora zas centennial 0 Map Reporta map error Design Horizontal Response Spectrum Sa(g) 0.20 0.15 0.10 0.05 0.05 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 Period (s) 0.0 Basic Parameters Name Value Description SS 0.189 MCER ground motion (period=0.2s) S1 0.06 MCER ground motion (period=1.Os) SMS 0.302 Site -modified spectral acceleration value SM1 0.143 Site -modified spectral acceleration value SDS 0.202 Numeric seismic design value at 0.2s SA SD1 0.095 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC B Seismic design category Fa 1.6 Site amplification factor at 0.2s Fv 2.4 Site amplification factor at 1.0s 1.0 2.0 3.0 4.0 5.0 Period (s) Page 4 of 36 https://hazards.atcouncii.org/#/seismic?lat=39.7670648&Ing=-105.08695539999997&address=3605 Allison Ct%2C Wheat Ridge%2C CO 80033%2C ... 1/2 7/19/2019 ATC Hazards by Location CRS 0.907 Coefficient of risk (0.2s) CR1 0.898 Coefficient of risk (1.0s) PGA 0.097 MCEG peak ground acceleration FPGA 1.6 Site amplification factor at PGA PGAM 0.155 Site modified peak ground acceleration TL 4 Long -period transition period (s) SsRT 0.189 Probabilistic risk -targeted ground motion (0.2s) SsUH 0.209 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1RT 0.06 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.066 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.5 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Page 5 of 36 https://hazards.atcouncil.org/#/seismic?lat=39.7670648&Ing=-105.08695539999997&address=3605 Allison Ct%2C Wheat Ridge%2C CO 80033%2C ... 2/2 CS2018 Ver 2018.11.30 JOB TITLE 3605 Allison Ct Shed JOB NO. CALCULATED BY CTM CHECKED BY STRUCTURAL CALCULATIONS FOR 3605 Allison Ct Shed Wheat Ridge, CO Page 6 of 36 SHEET NO. DATE 7/19/19 DATE www.struware.com E JOB TITLE 3605 Allison Ct Shed JOB NO. SHEET NO. CALCULATED BY CTM DATE CHECKED BY DATE www.struware.com Code Search Code: International Building Code 2012 Occupancy: Occupancy Group = R Residential Risk Category & Importance Factors: Risk Category = II Wind factor = 1.00 Snow factor = 1.00 Seismic factor = 1.00 Type of Construction: Fire Rating: Roof = 0.0 hr Floor = 0.0 hr Building Geometry: Roof angle (8) 1.00 / 12 4.8 deg Building length (L) 28.0 ft Least width (B) 8.6 ft Mean Roof Ht (h) 8.0 ft Parapet ht above grd 8.0 ft Minimum parapet ht 0.0 ft Live Loads: Roof 0 to 200 sf: 20 psf 200 to 600 sf: 24 - 0.02Area, but not less than 12 psf over 600 sf: 12 psf Floor: Typical Floor 40 psf Partitions N/A Page 7 of 36 Wind Loads: ASCE 7- 10 Ultimate Wind Speed 135 mph Nominal Wind Speed 104.6 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.849 Kh case 2 0.849 Type of roof Monoslope T000araohic Factor (Kzt Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.09 K3 = 1.000 At Mean Roof Ht: 0.000 Kzt = (1+K,K2K3)^2 = 1.00 Gust Effect Factor h = 8.0 ft B = 8.6 ft /z (0.6h) = 15.0 ft Rigid Structure C. = 0.20 f = 500 ft Zmin = 15 ft C = 0.20 9o. 9V = 3.4 LZ = 427.1 ft Q = 0.96 Iz = 0.23 G= 0.90 use G = 0.85 Enclosure Glassification JOB TITLE 3605 Allison Ct Shec JOB NO. CALCULATED BY CTM CHECKED BY SHEET NO. DATE 7/19/19 DATE Z ESCARPMENT F- V(Z) 7 Speed-up V I(Z) x'upwind) - x(downwind) W2 H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. h/B = 0.93 Rigid structure (low rise bldg) G = 0.85 Using rigid structure default Flexible or Dvnamically Sensitive Structure 34 icy (q,) = 0.0 Hz Damping ratio ((3) = 0 /b = 0.65 /a = 0.15 Vz = 114.0 Ni = 0.00 Rn = 0.000 Rh = 28.282 rl = 0.000 RB = 28.282 ri = 0.000 RL = 28.282 n = 0.000 9R = 0.000 R = 0.000 Gf = 0.000 Page 8 of 36 h = 8.0 ft JOB TITLE 3605 Allison Ct Shed JOB NO. CALCULATED BY CTM CHECKED BY Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao >_ 0.8Ag Test for Partially Enclosed Building: Predominately open on one side only SHEET NO. DATE 7/19/19 DATE Input Test Ao 500.0 sf Ao >_ 1.1Aoi NO Ag 600.0 sf Ao: 4' or 0.01 Ag YES Aoi 1000.0 sf Aoi / Agi <_ 0.20 YES Building is NOT Agi 10000.0 sf Partially Enclosed Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >_ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <_ 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partiallV enclosed buildings (Ri) If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Total area of all wall & roof openings (Aog): 0 sf Unpartitioned internal volume (Vi) : 0 cf Ri = 1.00 Altitude adjustment to constant 0.00256 (caution - see code) : Grd level above sea level = 0.0 ft Average Air Density = 0.0765 Ibm/ft3 Constant = 0.00256 Adj Constant = 0.00256 Page 9 of 36 JOB TITLE 3605 Allison Ct Shed JOB NO. CALCULATED BY CTM CHECKED BY Wind Loads - MWFRS all h (Except for Open Buildings) Kh (case 2) = 0.85 h = 8.0 ft GCpi = +/-0.18 Base pressure (qh) = 33.7 psf ridge ht = 8.4 ft G = 0.85 Roof Angle (6) = 4.8 deg L = 28.0 ft qi = qh Roof tributary area - (h/2)*L: 112 sf B = 8.6 ft (h/2)*B: 34 sf I IlfimnfP WinA CllrFnrP PrPCC11rAc Msf) SHEET NO. DATE 7/19/19 DATE Surface Wind Normal to Ridge B/L = 0.31 h/L = 0.93 Wind Parallel to Ridge L/B = 3.26 h/L = 0.29 Cp ghGCP w/+q,GCP, w/-ghGCpi Dist.* Cp ghGCP w/ +q;GCP,, w/ -ghGCP, Windward Wall (WW) 0.80 22.9 see table below 0.80 22.9 see table below Leeward Wall (LW) -0.50 -14.3 -20.4 -8.2 -0.24 -6.8 -12.8 -0.7 Side Wall (SW) -0.70 -20.0 -26.1 -14.0 -0.70 -20.0 -26.1 -14.0 Leeward Roof (LR) ** Included in windward roof Neg Windward Roof: 0 to h/2* -1.23 -35.3 -41.3 -29.2 0 to h/2* -0.90 -25.8 -31.8 -19.7 h/2 to h* -0.73 -20.8 -26.9 -14.7 h/2 to h* -0.90 -25.8 -31.8 -19.7 h to 2h* -0.67 -19.26 -25.32 -13.20 h to 2h* -0.50 -14.3 -20.4 -8.2 > 2h* -0.30 -8.6 -14.6 -2.5 Pos/min windward roof press. -0.18 -5.2 -11.2 0.9 Min press. -0.18 -5.2 -11.2 0.9 "NOOT angle < iu aegrees. i nereTore, ieewaro row nunLu1iid1 UIDLdIH.0 iiUni wniuwdiu cuyc is included in windward roof pressure zones. For monoslope roofs, entire roof surface is either windward or leeward surface. Windward Wall Pressures at "z" (psf) Combined WW + LW Windward Wall Normal Parallel LR z Kz Kzt q,GCP w/+q GCp, w/-ghGCP; to Ridge to Ridge fWR h= 0 to 15' 0.85 1.00 22.9 16.8 29.0 37.2 29.7 SWj LW SW \W NOTE: See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases. Parapet z I Kz Kzt qp (psf) 8.0 ft 0.85 1.00 33.7 Windward parapet: 50.5 psf (GCpn = +1.5) Leeward parapet: -33.7 psf (GCpn = -1.0) Windward roof overhangs ( add to windward roof pressure) : 22.9 psf (upward) Page 10 of 36 [� DIRECTION WIND NORMAL. TO RIDGE 4VR W WR fWR /' W WIND DLR.ECTfON VMM PARALLEL TO RIDGE LW AM ,WIND {/ I' DC AL W=UJAL®iC JOB TITLE 3605 Allison Ct Shed JOB NO. CALCULATED BY CTM CHECKED BY SHEET NO. DATE 7/19/19 DATE Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Negative Zone 2' Negative Zone 3' Parapet qp = 33.7 psf Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/- GCpi Ultimate Wind Pressures Wind Loads - Components & Cladding: h:5 60' Kh (case 1) = 0.85 h = 8.0 ft Base pressure (qh) = 33.7 psf a = 3.0 ft Minimum parapet ht = 0.0 ft GCpi = +/-0.18 Roof Angle (0) = 4.8 deg -1.28 Type of roof = Monoslope -1.28 Roof Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Negative Zone 2' Negative Zone 3' Parapet qp = 33.7 psf Walls Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 GCp +/- GCpi Surface Pressure (psf) 10 sf 20 sf 50 sf 100 sf 10 sf 20 sf 50 sf 100 sf -1.28 -1.28 -1.28 -1.28 -43.1 -43.1 -43.1 -43.1 -1.48 -1.45 -1.41 -1.38 -49.8 -48.8 -47.5 -46.5 -1.98 -1.8 -1.56 -1.38 -66.7 -60.6 -52.5 -46.5 0.48 0.45 0.41 0.38 16.2 16.0 16.0 16.0 -1.78 -1.75 -1.71 -1.68 -59.9 -58.9 -57.6 -56.6 -2.78 -2.48 -2.08 -1.78 -93.6 -83.5 -70.0 -59.9 GCp +/- GCpi Surface Pressure ps Solid Parapet Pressure 10 sf 20 sf 50 sf 100 sf 200 sf 500 s one 1.44 1.08 1.12 0.92 1.03 0.87 -0.90 0.81 48.5 36.4 -37.8 31.0 Zone 3: 0.0 0.0 0.0 0.0 0.0 0.0 Zone 2': 0.0 0.0 0.0 0.0 0.0 0.0 Zone 3' : 0.0 0.0 0.0 0.0 0.0 0.0 \SE B: Edge zones 2: 0.0 0.0 0.0 0.0 0.0 0.0 Corner zones 3 : 0.0 0.0 0.0 0.0 0.0 0.0 GCp +/- GCpi Surface Pressure (psf) 10 sf 100 sf 200 sf 500 sf 10 s 100 sf 200 sf 500 sf 1.44 1.08 1.12 0.92 1.03 0.87 -0.90 0.81 48.5 36.4 -37.8 31.0 4 34.6 29.4 30.3 -30.3 27.3 Note: GCp reduced by 10% due to roof angle - 10 deg Page 11 of 36 User input 64 sf 160 sf -43.1 -43.1 -47.1 -46.5 -50.4 -46.5 16.0 16.0 -57.2 -56.6 -66.4 -59.9 User input 40 ST -- 0.0 0.0 0.0 0.0 0.0 0.0 User input 64 sf 160 sf -39.8 32.0 -35.6 29.9 41 ifs <y �J r � 1 I I I I I C I I I= I �I I Roofs w/ 0 <_ 10° and all walls h>60' 1 Monoslope roofs 10'<0-30' h <_ 60' & alt design h<90' a JOB TITLE 3605 Allison Ct Shed JOB NO. SHEET NO. CALCULATED BY CTM DATE 7/19/19 CHECKED BY DATE Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier 21 r7 i I (D I Q U I------�—r I I a I IZ T L_J I I C3 r , / Walls h!5 60' Gable, Sawtooth and `J (D & alt design h<90' Multispan Gable 0 < 7 degrees & Monoslope roofs Monoslope <- 3 degrees 3° < 0 <_ 10° In <- 60' & alt design h<90' h <_ 60'& alt design h<90' A B �2 ,2 2 2 I I I I 72, I,I2 2 I 1 2 oI 12II ) I (DI Q I3 I }L--- ---�I F I 1 I 1 �� '� LI I I 3+- 22 3. 3 ?7 Multispan Gable & Hip 7° < 8 <_ 27' Gable 7' < 0 <_ 45' I I � I �C3 --�--- 3 Sawtooth 10° < 0 <_ 45° h:5 60' & alt design h<90' Stepped roofs 0 - 3° h <_ 60' & alt design h<90' -4 Page 12 of 36 t7 I JOB TITLE 3605 Allison Ct Shed JOB NO. SHEET NO. CALCULATED BY CTM DATE 7/19/19 CHECKED BY DATE Location of C&C Wind Pressure Zones - ASCE 7-16 Monoslope roofs 10° < 0 < 30° h <_ 60' & alt design h<90' Multispan Gable & Hip 7° < 0 < 27° Gable 7° < 0 < 45° A B C D Sawtooth 10° < 0 < 45° h 5 60'& alt design h<90' Stepped roofs 0 <- 3° h <_ 60' & alt design h<90' Page 13 of 36 0 0.6h. 0. n 2a a o '- ' t --- i 3' �------i-I r ! > . ! a ! I t I I (D I 2 I j j T ! 1 t"1 I 5 I,. j I I I4 a t I ! c: I I E--- ! * a — ---t i— L. Roofs w/ 0 < 10° Walls h:5 60' Gable, Sawtooth and and all walls & alt design h<90' Multispan Gable 0 < 7 degrees & Monoslope roofs h > 60' Monoslope < 3 degrees 3° < 0 < 10° h:5 60' & alt design h<90' h < 60'& alt design h<90' Monoslope roofs 10° < 0 < 30° h <_ 60' & alt design h<90' Multispan Gable & Hip 7° < 0 < 27° Gable 7° < 0 < 45° A B C D Sawtooth 10° < 0 < 45° h 5 60'& alt design h<90' Stepped roofs 0 <- 3° h <_ 60' & alt design h<90' Page 13 of 36 Snow Loads: ASCE 7-10 Roof slope = 4.8 deg Horiz. eave to ridge dist (W) = 8.6 ft Roof length parallel to ridge (L) = 28.0 ft Type of Roof Monoslope Ground Snow Load Pg = 30.0 psf Risk Category = II Importance Factor I = 1.0 Thermal Factor Ct = 1.20 Exposure Factor Ce = 1.2 Pf = 0.7*Ce*Ct*I*Pg = 30.2 psf Unobstructed Slippery Surface no Sloped -roof Factor Cs = 1.00 Balanced Snow Load = 30.2 psf Rain on Snow Surcharge Angle 0.17 deg Code Maximum Rain Surcharge 5.0 psf Rain on Snow Surcharge = 0.0 psf Ps plus rain surcharge = 30.2 psf Minimum Snow Load Pm = 20.0 psf Uniform Roof Design Snow Load = 30.2 psf Windward Snow Drifts 1 - Against walls, parapets, etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density 9 = 17.9 pcf Balanced snow height hb = 1.69 ft hd = 1.08 ft he = -1.69 ft he/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -13.52 ft Surcharge load: pd = y*hd = 0.0 psf Balanced Snow load: = 30.2 psf 30.2 psf Windward Snow Drifts 2 - Against walls, parapets, etc Upwind fetch lu = 0.0 ft Projection height h = 0.0 ft Snow density g = 17.9 pcf Balanced snow height hb = 1.69 ft hd = 1.08 ft he = -1.69 ft he/hb <0.2 = -1.0 lu<15', drift not req'd Drift height (hc) = 0.00 ft Drift width w = -13.52 ft Surcharge load: pd = y*hd = 0.0 psf Balanced Snow load: = 30.2 psf 30.2 psf Page 14 of 36 JOB TITLE 3605 Allison Ct Shed JOB NO. CALCULATED BY CTM CHECKED BY SHEET NO. DATE 7/19/19 DATE Nominal Snow Forces Near ground level surface balanced snow load = 30.0 psf NOTE: Alternate spans of continuous beams shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs.. Surcha,ge Loa-' Due to DrIfing Balanced Snow Load Seismic Loads: IBC 2012 JOB TITLE 3605 Allison Ct Shed JOB NO. SHEET NO. CALCULATED BY CTM DATE 7/19/19 CHECKED BY DATE Strength Level Forces Risk Category : I I Permittec Importance Factor (1) : 1.00 Building period coef. (CT) = Site Class : D Cu = 1.70 Ss (0.2 sec) = 18.90 %g LThn'= S1 (1.0 sec) = 6.00 %g User calculated fundamental period (T) = Fa = 1.600 Sms = 0.302 SDs = 0.202 Design Category = B Fv = 2.400 Sm1 = 0.144 Sol = 0.096 Design Category = B Seismic Design Category = B Seismic response coef. (Cs) = Redundancy Coefficient p = 1.00 0.031 Number of Stories: 1 SdI i /RT = Structure TypeLight Frame but not less than Cs = Horizontal Struct Irregularities:No plan Irregularity 0.010 Vertical Structural Irregularities:No vertical Irregularity Flexible Diaphragms: Yes Building System: Bearing Wall Systems Design Base Shear V = 0.031W Seismic resisting system: Light frame (wood) walls with structural wood shear panels System Structural Height Limit: Height not limited Actual Structural Height (hn) =8.4 ft DESIGN COEFFICIENTS AND FACTOR Response Modification Coefficient (R) = 6.5 Over -Strength Factor (Do) = 2.5 Deflection Amplification Factor (Cd) 4 SDs = 0.202 SD1 = 0.096 Seismic Load Effect (E) = Eh +/-Ev = p CE +/- 0.2SDs D = Qe +/- 0.040D QE = horizontal seismic fora Special Seismic Load Effect (Em) : Emh +/- Ev = f)o CE +/- 0.2SDs D = 2.5Qe +/- 0.040D D = dead loac PERMITTED ANALYTICAL PROCEDURE: Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent Lateral -Force Analysis Permittec Building period coef. (CT) = 0.020 Cu = 1.70 Approx fundamental period (Ta) LThn'= 0.099 sec x= 0.75 Tmax = CuTa = 0.168 User calculated fundamental period (T) = sec Use T = 0.099 Long Period Transition Period (TL) = ASCE7 map = 4 Seismic response coef. (Cs) = SDSI/R = 0.031 need not exceed Cs = SdI i /RT = 0.150 but not less than Cs = 0.010 USE Cs = 0.031 Design Base Shear V = 0.031W Model & Seismic Response Analysis - Permitted (see code for procedure) ALLOWABLE STORY DRIFT Structure Type: All other structures Allowable story drift Aa = 0.020hsx where hsx is the story height below level x Page 15 of 36 Title 3605 Allison Ct Shed Date 07/19/19 Job no. Subject Loading By CTM Sheet 1 of 2 Load Load # Description of Load Self Weight Superimposed Loads Live Load Reduction? Notes I Dead Load Live Load Snow Load 1 Roof 4 12 20 30 No Insulation and interior finish included incase added later Wall Load # Description of Load Self Weight (psf) Superimposed Dead Load (psf) Notes 1 Wood Wall 2 8 Page 16 of 36 Roof Live Load: I Roof live = Snow Load: Balanced Snow Load or Roof Live Load Do you want to use the snow load to calculate the story weight? Superimposed Dead Load: Hide Rows Custom Superimposed Dead Load Custom Load Floor Finishes Ceiling Finishes Gypsum Board Typical Mechanical Duct Allowance Roof Finishes Insulation Metal Roofing Waterproofing membranes Single -ply sheet Floor Topping Slabs Soils Partition Walls Wood, Light Gage, Use this? or Movable Partition Walls Self -Weight Dead Load: Custom Self -Weight Dead Load PSF 20.00 psf PSF 30.00 psf No DL Summary (psf) Superimp 12 Self Wt. 4 PSF Custom Load PSF Building Materials Wood Width or Weight Spacing (in) PSF Dimensional Lumber Framing I DFL 2x6 @1 12 2.2 Thickness (in) PCF Plywood Floor Sheathing 0.63 36 1.9 Page 17 of 36 Wood Wall Hide Rows DL Summary (psf) Superimp 8 Superimposed Dead Load: Self Wt. 2 Custom Superimposed Dead Load Custom Load Description PSF Visual Finishes Thickness (in) PCF PSF PSF Wood Panels 1.00 3 3.0 Covered Finishes Gypsum Board Rigid Insulation Waterproofing membranes Single -ply sheet Self -Weight Dead Load: Custom Self -Weight Dead Custom Load Descri PSF Building Materials Wood Width or Weight Spacing (in) PSF Dimensional Lumber Framing Plywood Sheathing DFL 2x4 @1 24 j 0.7 Thickness (in) PCF 0.50 36 1.5 Page 18 of 36 0.38 53 1.7 2.00 18 3.0 1.00 0.7 0.7 Custom Load Descri PSF Building Materials Wood Width or Weight Spacing (in) PSF Dimensional Lumber Framing Plywood Sheathing DFL 2x4 @1 24 j 0.7 Thickness (in) PCF 0.50 36 1.5 Page 18 of 36 200. FLOOR AND FOUNDATION The floor of this project is a reinforced 4" slab -on -grade. The slab edges are thickened to 18" and together with the slab act as the foundation for the building. This building has been designed to float on the soil, moving with the soil if there is any frost heaving. As such, the slab edges do not extend to frost depth (36" per the building department). Since the project is a small storage shed, movement due to frost heaving and any resulting finish damage are acceptable. The thickened slab edges ensure that if movement occurs the bottom of the concrete is still below grade. Page 19 of 36 300. FRAMING DESIGN The roof of this project is framed from 5/8" sheathing over 2x lumber. 2x and LVL headers just below the wall top plates support the roof framing over windows and doors. Roof rafters and wall headers were designed using Weyerhaeuser's Forte design software. Calculations follow this summary. Page 20 of 36 In K I 1� UAL F'A�-AAtjt KtHUK 190305 Shed Roof_Imported Level Job Notes Catherine Mulhern Member Name Results Current Solution Comments Roof: Joist Passed 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 12" OC 7' Or Span Hdr Passed 2 piece(s) 13/4" x 5 1/2" 2.0E Microllam® LVL 6' Or Span Hdr Passed 2 piece(s) 2 x 6 Douglas Fir -Larch No. 2 ForteWEB Software Operator Job Notes Catherine Mulhern Page 21 of 36 7/20/2019 1:00:11 AM UTC 2w r v n i r. La= 0 MEMBER REPORT Level, Roof: Joist 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 12" OC Sloped Length: 11' 4 1/2" 1 1� r 2' 3" 8' 7" i ❑1 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual (Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 310 @ 2' 4 3/4" 3293 (3.50") Passed (9%) 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 174 @ 3' 1139 Passed (15%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft -lbs) 342 @ 6'9 1/16" 975 Passed (35%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.086 @ 6' 7 1/8" 0.416 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.124 @ 6' 7 3/8" 1 0.555 Passed (L/803) 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). • Top Edge Bracing (Lu): Top compression edge must be braced at 11' 4" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' 4" o/c unless detailed otherwise. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Vertical Load Bearing Length Loads to Supports (Ibs) Dead (0.90) iupports Total I Available Required Dead Snow Total Accessories Beveled Plate - DF 3.50" 3.50" 1.50" 103 206 309 Blocking Beveled Plate - DF 3.50" 3.50" 1.50" 67 139 206 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 11'4" 12" 15.0 30.0 Roof PASSED Member Length : 11'4 15/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology: ASD Member Pitch : 1/12 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Catherine Mulhern Job Notes Page 221 of 36 A-0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/20/2019 1:00:11 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 190305 Shed Roof_Imported Ak mil Ir' V R / C 4i3a MEMBER REPORT Level, 7' Or Span Hdr 2 piece(s) 13/4" x 5 1/2" 2.0E Microllam@ LVL Overall Length: 7' 3" 0 Actual 0 Location Allowed 4 7' L 0 3281 (1.50") Passed (35%) All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 1140 @ 0 3281 (1.50") Passed (35%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 957 @ 7" 4206 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 2067 @ 3' 7 1/2" 4889 Passed (42%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.140 @ 3' 7 1/2" 0.242 Passed (L/621) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.214 @ 3'7 1/2" 0.363 1 Passed (L/407) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 7' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 3" o/c unless detailed otherwise. Supports Bearing Length Total Available Required Loads to Supports (lbs) Dead Snow Total Accessories 1 - Stud wall - DF 1.50" 1.50" 1.50" 394 747 1141 Blocking 2 - Stud wall - OF 1.50" 1.50" 1.50" 394 747 1141 Blocking • tsiocKmg vaneis are assumes to carry no ioaas appned direcuy above tnem and the tun ioaa is appiiea to the member being designed. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Catherine Mulhern Job Notes Page 231 of 36 A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ll 7/20/2019 1:00:11 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 190305 Shed Roof_Imported Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 7' 3" N/A 5.6 1 - Uniform (PLF) 0 to 73" (Top) N/A 103.0 206.0 Linked from: Roof: Joist, Support 1 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Catherine Mulhern Job Notes Page 231 of 36 A0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser ll 7/20/2019 1:00:11 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 190305 Shed Roof_Imported idl i V R i C L=j MEMBER REPORT PASSED Level, 6' Or Span Hdr 2 piece(s) 2 x 6 Douglas Fir -Larch No. 2 Overall Length: 6' 3" Ali locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed 0 L 6' Member Reaction (lbs) Fil 2813 (1.50") 0 Ali locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual O Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 979 @ 0 2813 (1.50") Passed (35%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 796 @ 7" 2277 Passed (35%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 1529 @ 3' 1 1/2" 1696 Passed (90%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.106 @ 3' 1 1/2" 0.208 Passed (L/706) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.162 @ 3' 1 1/2" 1 0.313 1 Passed (L/464) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Top Edge Bracing (Lu): Top compression edge must be braced at 6' 3" o/c unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 6' 3" o/c unless detailed otherwise. • Applicable calculations are based on NDS. Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed Bearing Length Loads to Supports (Ibs) Location (Side) Tributary Width (0.90) (1.15) Comments SuRwrtS Total Available Required Dead Snow Total Accessories L - Stud wall - OF 1.50" 1.50" 1.50" 335 644 979 Blocking i - Stud wall - DF 1.50" 1.50" 1.50" 335 644 979 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Catherine Mulhern Page 24 of 36 Al 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/20/2019 1:00:11 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 190305 Shed Roof_Imported Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 0 to 6' 3" N/A 4.2 1 - Uniform (PLF) 0 to 6' 3" (Top) N/A 103.0 206.0 Linked from: Roof: Joist, Support 1 0 System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD 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. 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. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator lob Notes Catherine Mulhern Page 24 of 36 Al 1 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser 7/20/2019 1:00:11 AM UTC ForteWEB v2.1, Engine: V7.3.2.309, Data: V7.2.0.2 File Name: 190305 Shed Roof_Imported 400. COLUMNS AND WALLS The walls of this project are wood framed with wood columns. Column Design Gravity columns were designed based on allowable loads using an Excel file. Typical columns are (2)2x4 DFL No2 with the header bearing on one ply and the second ply acting as a king stud. The typical unbraced length of the columns is 7'-9". Wall Design Structural gravity walls were designed using an Excel file and based on the allowable load combinations based on the roof framing reactions. Typical structural walls are 2x4 DFL No2 @24"OC supported directly on the concrete slab. Page 25 of 36 O O N r N Cz m O O -_ E C L OU V X V c� cn Page 26 of 36 a Y Y X X Y Y G Y Y X X Y o W Y Y Y X X Y Y Q Y W t occco _ z � F _ U ✓1 _ coo c W - 0000e 7 V 3 a�Qm x�sx� Page 26 of 36 a Y Y X X Y Y j Y Y X X Y Y Y Y X X Y Y Y Y Y t occco _ ccccc _ coo - 0000e Q r`1Qr --rvQ� — ry ttr Y Y 2 C O O O C v v ' PR ; `� • nv4 oc a Qv QQv- i .=r7aa � i ,,,00cc C - v �xoo x Z C • Y a Y .t [i P 0 r `✓! %i O O y N N cam, r+l H1 O O O O O 3 3 vvvvv 3 .%��•= 3 r;rc�c�c� C >• % x 0 N L % VJ .s O r ^. X `, x O ry ^ Q .- O N xN n �* Page 26 of 36 a General Input: Column Data Type: Dimensional Lumber Material: Doug Fir -Larch Grade: Number2 Size: 2x4 Spacing: 24 inches oc N of Members: 1 Shed Wall Design Project Name: 3605 Allison Ct Engineer: CTM Column Design per NDS -ASD Column Design K,=1.0 Pin -Pin Le (x): 1.0 It *Effective Length at X axis Le (y): 7.50 ft *Effective Length at Y axis eccentricity (x): .0 in Cr: Yes *Repetitive Factor Ci: No *Incising Factor Fire Treated Lumber: No FRW Provisions: N/A Use Alt Load Combos For FRW Design: No Rim/Blocking Data Rim or Blocking: Blk Rim/BLK Width: 1 1/2° Rim/Blk Transfer %= 40 Toa Plate Data Type: Dimensional Lumber Plate Material: Doug Fir -Larch Grade: Number 2 Size: 2x4 N of Members 2 Ci: No *Incising Factor Column Load Data Dead Load (0) 103 plf *All Loads to be Snow Load (S) 206 plf Vertical Loads Only Live Load (L) plf Live Roof (Lr) plf Wind (W) plf *Vert. per ASCE 7 -OS or Seismic (.7E) Project Number: Date: 7/19/2019 POTENTIAL RIM BOARDfBtOCKPNC ABOVE OR BELOW Y ti--------- --------- J �. W b r Lateral Load Data Live Load (L) 5 psf Wind (W) 20 psf or Seismic (.7E) *Loads per ASCE 7-05 Total Design Load /PI 515 Ib Total Design Moment LMI 264 Ib -ft ASD Basic Load Combination D+.75*(L+S)+.75*(W or 0.7*E) Duration Factor (CDI 1.00 Column Section Properties: Column Compression Adiustment Factors: Column Allowable Stresses: b = 1.50 in Co = 1.00 Ci= 1.00 Fb = 900 psi d = 3.50 in CF= 1.50 F„ = 180 psi A = 5.3 inzColumn Bending Adjustment Factors: F� = 1,350 psi SX = 3.1 in3 Co = 1.00 CI (Bending & Shear)= 1.00 E = 1,600 ksi Ix= 5.4 in CF = 1.50 Ci (E & Emin)= 1.00 E_ = 584 ksi in' C, = 1 00 584 ksi Column Adjusted Allowable Stresses: Top Plate Section Properties: Top Plate Adjustment Factors: Top Plate Allowable Stresses: b = 3.50 in Co = 1,00 Ci (Bending & Shear)= 1,00 Fb(Fia) = 900 psi d = 3.00 in C� = 1.10 Ci (E & Emin)= 1.00 F,,,m) = 180 psi A = 10.5 inzCb = 1.25 Ci(Fn,me„d�,i„ )= 1.00 F., = 625 psi Sy = 5.3 in' CF = 1.50 E = 1,600 ksi ly= 7.9 in' E,„„= 584 ksi Column Adjusted Allowable Stresses: Column Load Effects: Top Plate Desian: F,* = 2,025 psi M, = 2641b -ft My = 206 Ib -ft F; = 180 psi f� = 98 psi V, = 412 Ib Fb(' = 1,350 psi fb( = 1,033 psi fb = 471 psi E_ = 584 psi f,/FSE, = 0.135 OK Fb (Fi,r)' = 1,485 psi F.E( = 727 psi fdF,' = 0.148 (Anal Compression) fm/Fb(Am) = 0.317 IQ(/d = 25.7 OK fb(/Fb(' = 0.765 Edge -wise Bending f„ = 59 psi 1,,2/b = 8.0 OK F„ rim) '= 180 psi FSE(/F.* = 0.36 Edge -wise Bending & Axial Compression 0.907 f F„ ,% (Fis) _ 0.327 c= 0.8 Cp = 0.327 Top Plate Size = 2, 4 OK F� = 662 psi Column Shear (Bending) Checks: Rim/Blk Width = 1.50 in V, = 3S Ib F', = 781 psi f,= 10 psi fc = 98 psi f„ (/F,; = 0.056 fd F'�, = 0.126 OK Column Design Column Deflection Checks: NDS ASD Checks: 6&v,) _ .33 in OLT(D,.6(L.vor( ))= .OSO in D/C = 0.907 6Ra,i) _ .33 in 5(1.5.%LT.esT) = .21 in Wn9 Term Inrtin( 0eflecFion Failure Mode = Combined Axial and Lii;,,e)/= 271 oeliemon LIToi,i)/= 434 Cam: Bending L Cn2u-iouon: (min/= 271 Page 27 of 36 500. LATERAL SYSTEM The lateral system consists of light framed wood shear walls with wood structural panels and a flexible wood diaphragm at the roof. The load distribution was done by hand assuming a flexible diaphragm. Shear wall and holdown design was also done by hand. Lateral calculations follow this summary. Page 28 of 36 S H c-7 i\4 Nvi c- CN- X00F , t U PG� D- k� = 10 ps-P Title "S At(A Son C� Date. Ici 1' 11 Job no. Skad Subject �CA-Vf-.-o.0 [)?c.Y)By CT" Sheet I of& li viaoo 1� -=� 2- v 0*1 \,Aj I Vn D_ F -=� F -W "N 7 +:> Y -- S. ZS')2- t,3 I- t5 = 0a031 ,*- 5-- C.JY\P- �;.- N - S ei E Page 29 of 36 N - _5 J- 14 , - IS4, nd C�O ot�-v k -S Title `�A9OS Aj<<Sonatd Date ICi jl`t Job no. Subiect Lkts'ak I)V i(� Y1 By CIM Sheet 2 of (P � O ,A- C:�, D.S TV-,\ P- 0 Tl O rJ TOI� IQ- �I ,0Z k �D,�`I I- O, 2�r I`- 1 (o L { v - vo, s� to�eo C��+T �atiS , ✓Ytic�St1`� ACTS aN D� S T 1 i3 10 (� O�►�R C�} Iq i1 LIZ"6,71-f "O -T- g�00;�- CJFzvC-tTH FLGXj9,Ue p Pr(2H4,j3, 0 I S t M PL L� SJPPVf QC-SIc-iN 8 e- vo,4L--)S 5ibvC-19-� v�Ov� C3iC�t� In kND 7�7 SE+SY`^�L� DNLI DO wIN40 torp p,s5��gv\t1©rJ Page 30 of 36 i, q 0 Title ?Apos- SW4 Date Job no. Subject �CLktC& N'S f_ Y -A By _ C,Tp) Sheet 2)pf (.0 i m I V. - ---------- .................. ------------ 14 -Z U 6= Cu.6 ( (0 -19 m 7- AS!D v O-LLA�L Page 31 of 36 14 O-vf".e6 ASV L --q p - e�C— J-') Page 31 of 36 Title JUos Swd Date ��1�� Job no. Subiect � f04 (i By (Tfy) Sheet `i of �o -y .z5 = Sla�1,S Ibs Slow Lbs r— Z- C 5190 tbs Sb�► S 1ia5 ✓ (Z = F� _ 51en lbs (�.s'��� , .Zs �5 8 1 �s G = 25. s" x Lay p! -f- t= e C7 Q $S C = f1311 Lis =�C�✓ (Z= FAN _ �y0 k R.s �'L.= �� -_ Z� lbs �•t��-`) _ ��tv tis Page 32 of 36 F : 2,� lis ✓ e / = 33� Lbs i� � C � ✓ V- foo Title 3�00--, NUOO Date lit"ll(I Job no. SWd 9 Subject \- ck VC(QSDt�-'�Vj By Sheet 's O�v u on La. cUocl 0,cc c), co C) ck ( cc, to k S ?,IS �4 . 2 (o Li 16 -- 3 8Z i6 , 16 � x 25 Xz, I . -Z 16 -�4 t -A 2 Si c1y �i c a -n C()D CL,5 4- rv% �T T 1'4: Clio 16a, -� , tI-- t- 3] = �,b t6� � � (151 �- I b5 3/9"0 f4reocUd vocl Page 33 of 36 Title �{D �� Y�.(� Date to, ( Job no. Subject LaAerg DeS (," By C -FM Sheet (pof (o -- W o.kj— CIO n +N tv Con c,.r 2 te._ W ✓ -'u sT\A C) t� r Sv,.t as" ?T Sty �,>_ Pi,.,A--%'!: C�Jd %t C �,) 00 ,mor �_c eto 11 �(CCL1i = 13 C�1 P e Ca A -5D 1 (,ON c",2cze�i`tT�-"( '25'Dr, p t L r- p 1 A s% S�n, Pan T"+ten 2 Co,�cre+e Sc,re�S use c. Z�1'' CiL Vu = Z`x 15`I elf = 9 y 1b5 / 5ue c.� SC(ZwS i n COOC 7�7 lC Ca eaU W 00 cS A-SNc,"j, con�^a� v SL Clo 3�'�C `iasp = 335 I65 II P� 16 1 uSe- 1/,l^ 0 TIkc.r,� L (C 30"Oc- M4K Page 34 of 36 C aSy lb, v- 0 S e- / OR www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) Page: Project: Sub -Project I Pos. No.: Date: mno L".1 I n;n Profis Anchor 2.8.0 1 3605 Allison Court She 7/19/2019 HIT-HY 200 + HAS -E B7 3/8 r r� hef,act = 5.000 in. (hef,limit — in.) ASTM A 193 Grade B7 ESR -3187 3/1/2018 13/1/2020 Design method ACI 318-08 / Chem - (Recommended plate thickness: not calculated) no profile cracked concrete, 4000, f,' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar no R - The anchor calculation is based on a rigid baseplate assumption. Geometry [in.] & Loading [Ib, in.lb] 3 Input data and results must be checked for agreement with the existing conditions and for plausibilliity.I ma� PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Tradeeti x, od�alli www.hilti.us Company: Specifier: Address: Phone I Fax: E -Mail: 2 Proof I Utilization (Governing Cases) Loading Tension Shear Proof Bond Strength Profis Anchor 2.8.0 Page: 2 Project: 3605 Allison Court She Sub -Project I Pos. No.: Date: 7/19/2019 Design values [lb] Load Capacity 1,517 1,715 Utilization ON / RV [%] 89/_ Status OK Loading ON PV Utilization ON,V [%] Status Combined tension and shear loads - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and fo pp ausibi�lity��, PROFIS Anchor (c ) 2003-2009 Hilti AG, FL -9494 Schaan Hilti is a registered Trademaeti.�b, s�h�ID EXISTING 6' TALL PRIVACY FENCE ALONG PROPERTY LINE, TYP — Reviewed for Zoning Compliance by the City of Wheat Ridge Planning Division APPROVED f BY: 2T DATE: "71Z-5 ( (q - COMMENTS: 06U�lC�1 ` `fir ie � —T—r 01 NOT APPROVED AS AN INDEPENDENT DWELLING UNIT Landscaping removed or damaged during construction must be replaced prior to final inspection. nnnnrnrV l lhlr, CVIC'Tlkl/' TD« f'17C SITE PLAN NOTES: 1. LOT DIMENSIONS ARE FROM THE SUBDIVISION MAP FOR CAL—HAR ESTATES DATED FEBRUARY 6, 1956 AND HAVE NOT BEEN VERIFIED OR SURVEYED. 2. DIMENSIONS OF THE EXISTING STRUCTURE ARE TO THE EXTERIOR FACE OF BRICK VENEER, J. DIMENSIONS TO THE PROPOSED STRUCTURE ARE TO THE EXTERIOR FACE OF STUD. 4. T/SOG SHED WAS SET AT 100'-0" FOR THESE DRAWINGS. USGS ELEVATION IS NOT KNOW. SITE PLAN 1/16 = 1-0 N 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 SHEET TITLE: SITE PLAN SHEET NUMBER: 1.2 2�G,10 51349 m; lSi L11%'AL�AC1`,. SHEET TITLE: SITE PLAN SHEET NUMBER: 1.2 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 SHEET TITLE: ELEVATION KEY PLAN SHEET NUMBER: 2.2 29'—n" " 28'-0" 6 11'-0 3/4" 16'-11 1/4" 3'-10 1/2" 5'-9 1/4" 8'-6" 9'-10 1/4" = W o ■ �I C cuc \ ai a' 6" 8'-7" 2'-3" 4'-6 1/2" 1, 4'-0 1/2" VENT �I BTWN JOISTS � o i 00 ALVENT,co TYPCL I�,i DOUBLE PANE DOUBLE HUNG DOOR W/ WINDOW IN � BARN STYLE SWINING WINDOW, OPENS HORIZONTALLY UPPER HALF DOUBLE DOOR SOUTH ELEVATION 1/4" = 1'-0" 29'-0" 6" 28'-0" DOUBLE PANE DOUBLE HUNG WINDOW, OPENS VERTICALLY NORTH ELEVATION 1/4" = 1'-0" (E) FENCE (E) CONC SLAB AND SHORT WALL VPAINTED WOOD DOOR, NO WINDOW EAST ELEVATION 1/4" _ 1,_011 2'-3" Wi C J §N7 W C J E FENCE AND WALL CORRUGATED STEEL a, PANEL ROOF, TYP (U' 8'-7" 6 E 6'-2" 2'-5" WOOD BOARD AND BATTEN J SIDING, TYP ALL SIDES WEST ELEVATION 1/4" = 1'-0" 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 L .^ y vlz:) 1 RAC �5�4 51849 ,?; "'o VI < � _ _ NA L' a0 C 11'-0 3/4" 16'-11 1/4" = W o ■ DOUBLE PANE DOUBLE HUNG WINDOW, OPENS VERTICALLY NORTH ELEVATION 1/4" = 1'-0" (E) FENCE (E) CONC SLAB AND SHORT WALL VPAINTED WOOD DOOR, NO WINDOW EAST ELEVATION 1/4" _ 1,_011 2'-3" Wi C J §N7 W C J E FENCE AND WALL CORRUGATED STEEL a, PANEL ROOF, TYP (U' 8'-7" 6 E 6'-2" 2'-5" WOOD BOARD AND BATTEN J SIDING, TYP ALL SIDES WEST ELEVATION 1/4" = 1'-0" 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 L .^ y vlz:) 1 RAC �5�4 51849 ,?; "'o VI < � _ _ NA L' a0 C = W o N O C cuc ai a' SHEET TITLE: ARCHITECTURI ELEVATIONS DOUBLE PANEUBL� of HUNG WINDOW, OPENS VERTICALLY " Wheal Ri ge - uildin Divi n HEET NUMBER: 3.1 FRUING ELEVATION NOTES: 1. BOTTOM PLATE OF WALL WALLS TO BE PRESSURE TREATED. 2. CONNECT KING STUDS TO HEADERS W/ (4)10d END NAILS, TYP 3, CONNECT SILLS TO TRIMMER STUDS W/ (4)10d TOE—NAILS EA END, TYP 4. CONNECTION PLIES OF MULTI—PLY COLUMNS AND BEAMS W/ 10d@12 -OC STAGGERED 5. ANNOTATIONS NOTED AS 'TYP' ARE TYPICAL ACROSS ALL ELEVATIONS. 6. RE. PLAN AND PLAN NOTES FOR ADDITIONAL INFORMATION i i� 4 1/7" 44" 'p A" AH n1 .n . /." SOUTH ELEVATION 10'-0 3/4" 2'-0" 15'-11 114" 0 I i I v 3'-0" 4'-0 3/4" 7'-10 1/2" 4'-0 3/4" 6'-0" 3'-0" NORTH ELEVATION 1/4" = 1'-0" INTERIOR WALL ELEVATION 3 ,. 1/4 = 11-011 3.-0 1/2" 3'-0" 2'-6 1/2" ROOF SHEATHING ac I % EAST ELEVATION ROOF SHEATHING 1/4" = 11-01' 4-2 3/4" , 3'-11 1/4" 5" ROOF FRAMING VENT, TYP TOP PLATES, TYP, STAGGER SPLICES WALL STUD, TYP SOLE PLATE, RE. PLAN NOTES FOR ATTACHMENT, TYP THICKENED SLAB EDGE WEST ELEVATION --- 1/4" = V_0.1 ROOF FRAMING WALL OPENING 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 r� 51849 nz,; ONAL SHEET TITLE: FRAMING ELEVATIONS SHEET NUMBER: 3.2 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 IRA C ICF�'S, 51849 R=; �0- rrA1� �C f SHEET TITLE: SECTIONS SHEET NUMBER: 3.3 ROOF EDGE NAILING RAFTER OVER WALL W/ (2)10d TOE -NAILS 012"OC WALL EDGE NAILING FINISHES WALL SHEATHING RE: PLAN METAL ROOFING OVER WATERPROOFING MEMBRANE ROOF SHEATHING AT SIM: INTERIOR WALL W/ ROOF FRAMING ON BOTH SIDES ROOF RAFTER 2x BEARING AND SHEAR WALL ROOF FRAMING DETAIL 4 I =1_0 RE. PLAN METAL ROOFING OVER WATERPROOFING MEMBRANE ROOF EDGE NAILING 2x BLOCKING W/ ROOF SHEATHING (2)10d TOE -NAILS EA BAY T/PLATE WALL EDGE NAILING �� ROOF RAFTER W/ FULL BIRDSMOUTH FINISHES � �I WALL SHEATHING 2x BEARING AND SHEAR WALL ROOF FRAMING DETAIL 1 = 1_o" ROOF EDGE NAILING 2x BLOCKING W/ (2)10d TOE—NAILS EA BAY WALL EDGE NAILING FINISHES WALL SHEATHING RE: PLAN METAL ROOFING OVER WATERPROOFING MEMBRANE ROOF SHEATHING T/PLATE � ROOF RAFTER 2x BEARING AND SHEAR WALL ROOF FRAMING DETAIL V-0. WOOD BOARD AND BATTEN SIDING OVER BUILDING PAPER WALL SHEATHING WALL EDGE NAILING —1 ii FOUNDATION DETAIL 2x BEARING AND SHEAR WALL (2)10d END NAILS EA STUD PT 2x SOLE PLATE, ATTACH TO SLAB RE: PLAN NOTES EXPOSED SOG, RE: PLAN T SLAB HOOK SLAB REINF TO BOTTOM OF THICKENED SLAB EDGE (2)13 CONT IN THICKENED SLAB EDGE 3605 Allison Court Shed FOR CONSTRUCTION AND PERMIT 07/24/2019 dpi\D 0 L IC IRACy vcf� r. 4 51849 m 4/; SHEET TITLE: DETAILS EET NUMBER: 4.1 --,"ECC De- A��_► SSMC+ INSPECT y INSPECTION REQUEST LINE: (303) 2. Inspections will not be performed unless this card is poste Call the inspection request line before 11:59 p -m. to receive an inspection t Inspector Must Sign ALL Spaces pertinent t, Foundation Inspections Date Inspector Initials Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter Prior To Approval ©f The Underground/Slab Inspections Date Electrical Sewer Service Do Not Cover Underground or Below/In-Slab 'Werk Prier T e Rough Inspections Date Inspector Initials Wall Sheathing Mid -Roof Lath / Wall Tie Rough Electric Rough Plumbing/Gas Line Rough Mechanical Rough Framing Rough Grading Insulation Drywall Screw / Nail Final Inspections Date Inspector Initials Landscaping & Parking / Planning Dept. Inspections fro one week in ad inspections call inspections call contact the Fire Protea ROW & Drainage / Public Works Dept. Floodplain Inspection (if applicable) Fire Inspection /Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical CITY OF WHEAT RID,PrE Building Inspection Divi (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: © 1 Job Address: (40 i tiseiAl Permit Number: 7(QQ773 ❑ No one available for inspection: Time I E - ..XAwpM Re -Inspection required: Yeq/ No When corrections have been made, caI"for re -inspection at 3j03-234-5933 Date: tSJ Q>/� Inspector: DO NOT REMOVE THIS NOTICE t i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: !N%A \ h Job Address: 3(D4 5 Permit Number: -1 C 17 b (2 2 3 IQ��7' �c;vYn ❑ No one available for inspection: Time :2-.'3UAM/PM Re -Inspection required: Yes No *When corrections have been made, calf for re -inspection at 303-234-5933 Date: S' - /') inspector: -;965q / DO NOT REMOVE THIS N f TICS CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: f"' ) Job Address: J hb S Permit Number: 210) --) 00 Z ❑ No one available for inspection: Time �r �' A/PDM Re -Inspection requir : Yes No *When corrections have been made, call for ,r -inspection at 303-234-5933 Date:•' 2_ �� Inspector: DO NOT REMOVE THIS NO{TICE 14 1 PERMIT NO: JOB ADDRESS: JOB DESCRIPTION City of Wheat Ridge Residential Roofing PERMIT - 201700723 201700723 ISSUED: 05/18/2017 3605 Allison CT EXPIRES: 05/18/2018 Reroof 1 layer 4/12 pitch, GAF Timberline HD in weathered wood; 29 squares *** CONTACTS *** OWNER STEADMAN RONALD L SUB (303)816-1888 Derek Lindsay 022377 Infinity Restoration *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2406 / BEL AIRE,HILLCREST HEIGHTS, ME BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 13,855.00 FEES Total Valuation 0.00 Use Tax 249.39 - Permit Fee 267.70 IC ** TOTAL ** 517.09 *** COMMENTS *** *** CONDITIONS *** Both the front and back of this permit are required to be posted on the job site at all times. If the complete permit is not present, inspections WILL NOT be performed. Effective December 1, 2014, asphalt shingle installations require an approved midroof inspection, conducted when 25-75 percent of the roof covering is installed, prior to final approval. Installation of roof sheathing (new or overlay) requires an approved inspection prior to installation of ANY roof coverings and is require on the entire roof when spaced or board sheathing with ANY gap exceeding k/2 -inch exists. Asphalt shingles are required to be fastened to the roof deck with a minimum of 6 nails per shingle. Ice and water shield is required. Eave and rake metal is required. A ladder extending 3 feet above the roof eave and secured in place is required to be provided for all roof inspections. Roof ventilation is required to comply with applicable codes and/or manufacturer&ems installation instructions, whichever is more stringent. In order to pass a final inspection of elastomeric or similar type roof coverings, a letter of inspection and approval from the manufacturer's technical representative stating that "the application of the roof at (project address) has been applied in accordance with the installation instruction for (roof material brand name) roof covering" is required to be on site at the time of final inspection. City of Wheat Ridge Residential Roofing PERMIT - 201700723 PERMIT NO: 201700723 ISSUED: 05/18/2017 JOB ADDRESS: 3605 Allison CT EXPIRES: 05/18/2018 JOB DESCRIPTION: Reroof 1 layer 4/12 pitch, GAF Timberline HD in weathered wood; 29 squares 1, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this ermrt. I further attest that l am legally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and�__pprocedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable co r any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequestgci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City or WheatI jd COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29`h Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 FOR OFFICE USE ONLY Date: -0/101l Plan/Permit# �y i 1 «IJJJ Plan Review Fee: Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 3605 ALLISON CT. WHEAT RIDGE, CO 80033 Property Owner (please print):RONALD STEADMAN Phone: 303-419-9633 Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: Architect/Engineer: Architect/Engineer E-mail: Contractor: INFINITY RESTORATION Contractors City License #: 022377 Contractor E-mail Address: KELLY@INFINITYROOFER.COM Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # Plumbing: W.R. City License # Phone: Phone: 303-816-1888 Other City Licensed Sub: City License # Mechanical: W.R. City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION 9 RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) RE -ROOF, 1 LAYER, 29 SQ, 4/12 PITCH, GAF TIMBERLINE HD IN WEATHERED WOOD Sq. FULF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 13, 855.00 OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLEONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: KELLY CANNON ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received Water District ❑ Received Sanitation District ❑ Received SIGNATURE: ❑ Not Required ❑ Not Required ❑ Not Required DEPARTMENT USE ONLY 05/18/2017 OCCUPANCY CLASSIFICATION: Building Division Valuation: $